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132 Wheatfield Cir - BR06-003244 - SFH (A)PERMIT ADDRESS 1. M ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # Db e3tt DATE PERMIT DESCRIPTION EREG'1 NS F PERMIT VALUATION a* 3. I It 2•00 SQUARE FOOTAGE ag /La 0 4 1t 1cws e Cc"i CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/07/07 Parcel Number . . . . . 32.19.31.518-0000-0110 Property Address . . . 132 WHEATFIELD CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . PUD Owner . . . . . . . . . Contractor . . . . . . MARONDA HOMES INC OF FLORIDA 407 302-7800 Application number 06-00003244 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. SMITH DRAFTING & SURVEYING INC P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 y%A y / - , 2007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot // ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: 132 ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMENT GF hfON)ELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008ExoiresFebruary28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name - , / _ Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIL: Numoer I2WHEATF/.ELp .ram/RCLE Cit Stale ZIP Code fyv _02; . 14 2-02/O/9 32 771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number. Legal Description, etc.) LOT ZIL CELE.QY LA/ES %44-1E 1A • 10kgr3on, 64 P,46ES-9-8099FAQ/Pn- A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) iNc sFf+M/'siA6'vr.09L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. AT Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) AIIAft a) Square footage of attached garage sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure( s) walls within 1.0 foot above adjacent grade '"A walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 4L14 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bi. NFIP Community Name 8 Community Number TB2. County Name 63. State I C/ ry o,, /2029-7- / O 6-. NT>' 11=4- DA J B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Dale Zone(s) AO, use base flood depth) 2// 7C0065 rE' AAe. /7, /995 APalL /7 /9.95 x) A B10. B11. B12. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe) ^'A Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other (Describe) Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Yes ®No Designation Date CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C 1. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized SSCP Vertical Datum NGvGr.Y,9 Conversion/ Comrr)ents -04` Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 20.35 ® feet meters (Puerto Rico only) b) Top of the next higher floor 444 feet meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) feet meters (Puerto Rico only) d) Attached garage (top of slab) 9.7-5Dd feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building L_) 86 ® feet meters (Puerto Rico only) Describe type of equipment in Comments) os/CCo ,PP X%aq-) 0 Lowest adjacent (finished) grade (LAG) 9,. S ® feet meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify the( the information on (his Certificate represents my best efforts to interpret the data avar7able. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. - Check here if comments are provided on back of form. certifier' s Name License Number Sfdn ey z---- SmlAI F/o..'o%, O-5IV. 44.373e-' PLACE SEAT_ ERE FEMA Form 81-31. February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance company use: Building Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Nu be Z Wf/EAT/ELF -%C42GLE City State ZIP Code Company NAIG Number V 2 Lot/off)-30-771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sldes of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature Date Check here if attachments SECTION E=13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent . grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.15 in the diagrams) of the building Is feet meters above or below the HAG. E3. Attached garage (top of stab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the 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 owner's authorized representative who completes Sections A. B, and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A. B, and E are correct to the best of my knowledge. 1 _ Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable hem(s}and sign below. Check the measurement used In Items G8. and G9. G1. [J The Information in Section C was taken from other documentation that has been signed and seated by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. O The following Information (Items G4.-G9.) Is pro, for,community floodplain management purposes. G4. Permit Number G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. New Construction Substantial Improvement Ga. Elevation of as -built lowest floor (including basement) of the building: - feel meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Otfiriars Name Title Community Name Telephone Signature Date Comments p Check here 9 attachments FEMA Form 81-31. February 2006 Replaces all previous editions 1V aronda Systems MARONDA SYSTEMS Date: To: 4005 Maronda Way April 05, 2007 Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida # 50158 Subject: 132 Wheatfield Circle Lot 11-3, ORN-6CL 6CL01103, ARLK3 Left Sanford, FL 32771 (407) 321.0064 OFFICE Issue: ( 9) Truss X1 have broken tails. Field repair with 2"x4"x4' SYP No.2 nailed with 10d common nails 3" on center staggered. Resolution: The above repair is acceptable. If you have any questions, please feel free to call 407-321-0064. Sincerely, 40: ir c Elmer W. Bergman, P.E. Date: 04/05/07 EWB/ ds G BERG, CEfVSF•.+, y No. 50158 i STATE OF a i O ••• b °• . 0., o AlA L •``p REVISION PERMIT: 06-3z44 14 L*b\Q-) Fax ( 407) 321-3913 PLANS REVIEWED CITY OF SANFORD COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75120 DATE: -' -, ( )C9 BUILDING PERMIT UMBER: '" - . (CI Y COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE: JUR 5 ICTION: 06 CITY OF SANFORD SEC: TWP• RNG: PARCEL: SUBDIVISION: IL/_ RACT: PLAT BOOK: PLA BOOK PAGE : KBLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: ME 1 L 1 k v 7% I LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY SCHOOLS CO - WIDE 0 CO - WIDE 0 STATEMENT + . RECEIVED BY: I PLE E PRINT NAME) dwl unit 8 54.00 1 8 54.00 dwl unit $1,384.00 1 4 1j384.00 AMDU . j t+' $ --2 , 14 . i56 SIGNATURE: DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT/MY RESULT IN YOUR LIABILITY FOR THE FEE.-'*4*** 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 ROND, L'ftRARY SYSTEM AND/OR EDUCATIONAL ( SCHOOL) IMPACT FEES MUST- BE EXERCISED EXERCISEDBY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR' DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY Ov OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE. COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALiS' MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IOFFICE:,,.TATIONOFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (40. 665-7474.0 le - 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 REFERENCg,,_,, 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******************** M 4 RECEIVED CITY OF SANFORD PERMIT APPLICATION JUL 2 5 2006 Permit # : 06 —ZJZ4 4- Date: June 12, 2006 Job Address: 132 WHEATFIELD CIRCLE LOT 11 CELERY LAKES PHASE 1A Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (4071659-3719 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 pen -nit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa 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 pen -nits 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. 7/24/061Signaureofqner/Agent Date Russell Keith Summers Print Owler/Agent's Name 7/24/06 of Notan -State of Florida Date JEANi INE FUL.LERTOty ram""'oho, Comm* D00460464 rllresartonoo® i . thru (600432.4254: tary Aun. Inc Owner/Agent W_X""personably Known to Me or 7/24/06 Sign ture f Cont or/Agent Date Russell Keith Summers Print Contract /Agent's Name 7/24/06 Si ture o otary-Stat ofFlorida Date a •JEANidINE FULLERTON• f}'Xr i. '° So ti'Gc, C. ...d 000460464 E4, ,= E .. (600)432.4254: XV Contmctor[Agati't': s...J1Ct_..P,eribiu Ay':M"AD Me or Produced ID — _ Produced ID ,( APPLICATION APPROVED BY: Bid Zo ' Utilities: 'r a 2 FD: Initia ate) (Initial Date) (Initial & Date) Special Conditions: Initial & Date) C io8.c 9 CITY OF SANFORD PERMIT APPLICATION JUL 2 4 2006Permit #: / Date: Job Address: 1AF w T i aA LOT 1 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 Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Harry Long, Jr 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Fax: (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 sq* as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the iJUL 2 4 2006 S & natt re ofLe',.I Ng nt Date s Name JUL 2 4 2006 of:ments of Fatenw,7 t9V. of Con ctor/Agent r Date HARRY LONG, JR EC0000726 Print ContractorfiARent's Name 11patuitNotary- late of Florida Date Signa of ary-State of Florida Date 13. JUL 2 4 2006 2 4 2006 ONJEANNINEFULLERTONJEANiINEFUILERTON Comma DD0460484 Comma DD0460484vWLw` f,? ;,, ;,.rea 8/t012009Expires8I10f2009ofBondodttuu (800i43Z 4254? 5 s 8 r.d_ uvu (aoo)a32 4254; ti. - - w?orr.,."` Flonda NotarY A • I - : kk,F Fw J Notary Asan.. Ireom Owner/Agent is _X_ Personally Known to Me Contractor/Agent is _X_ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION JUL 2 4 2006Permit # : / Date: Job Address: /J1,1 (l: 4:i4T>L,D G/ LOT 1 / Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: PermiLType: Building __= Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service —:# of PS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel M Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (4071659-3719 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 ofall laws regulating constriction in thisjurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restri( county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that 1 will notify the owner of the property ofthe JUL Signatu tf Owne /Agent Date Russell Keith Summers Print Ow /Agent's Name JUL Sign ofW.MeStat, of Florida Date applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. 2 4 2006 1 JUL 2 4 2006 Signat4e of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/Agent's Name 2 4 2006 of Notaty-State of Florida Date 2 4 2006 0................. JEANNINE FULLERTOh v r.................................. . .....4 JEANidINE FULLERTOh uu'u Commit OD048G64Rc Y Expires 8/10/20069. Bonded Comm# OD0460464 uPi: thru (800)432-42545 r „pares a/10/2009rioic' yiDi f ,.•` g -.; u,ru (800)432-4254: i 3,FOiFloridaNotaryAaan., Inc 0Wd6rJX eAJ76...X_' PFtVd !1T Known to Me or r•;ad No+ Assn., IncContractor/Agerwis/_iG_•PemnaNyl trewn w-Mt;or Produced ID i Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION JUL 2 4Permit #: Date: 20U Job Address: ,3 Vl %/6 lI LOT 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 -Resider al Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures i # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets _ Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards ofall 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. JUL 2 4 20JUL 2 4 2006 Signature of OwnW' gent Date Signature Contractor/Agent Date Russell Keith Summers JULIA CREESE CFC1426702 Print Owner/Agent's Name Print Contractor/Agent's Name JUL 2 4 2006 JUL2 4 2006 Signs o ry-State of Florida Date Sr tary-State of Florida Date JEANiJINE FULLERTON a ....... ol 1,4 Comm# OD0460464 JEANNINE FULLERTOI4 f = Expires 6/10/2009 ,ti`''o o C,,mm# OD0460464 o Bonded thru (800)W24254: ga°( ¢P= L..• ;es 8/10/2009 Florida Notary Assn., Inc S %` wbi Sync_ .iiru (900)432 4254: OWHCtlPtgLhltS"_7C"'PWIIA'dflYWown to Me or Contracts/A° e;js_X; Perspoa v/XD9% to Me or Produced ID 6 Produced IQ,,,,,,,,,,,,,,,,,,,, ............................. APPLICATION APPROVED BY: Bldg: ' Zoning: Utilities: FD: Initial & ate) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: FORM 60OA-2004 EnergyGauged 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: ARLK32B 11CL3 ADDRESS: 132 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 3 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 1875 ft' 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 196.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 196.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft' b. Frame, Steel, Adjacent R=1 1.0, 196.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2085.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 150.0 ft b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: MAROND HOMES S4n)Fbr-d o o- 3 -44- q 1 500 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 I Btu/hr _ HSPF:7.90 _ b. N/A c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.93 _ b. N/A c. Conservation credits HR-Heat recovery, Sol DHP-Dedicated heat puFF ICE 15. HVAC credits PT CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) RIVIV NED IIPWII D iANFORD Glass/Floor Area: 0.10 Total as -built points: 23047 PASSTotalbasepoints: 25866 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 20 hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: Vp DATE: JUL4 Review of the plans and THE STA!2specificationscoveredbythis calculation indicates compliance of _ ', with the Florida Energy Code. 0 Before construction is completed this building will be inspected for a° Q compliance with Section 553.908 lb coDFloridaStatutes. W'6 BUILDING OFFICIAL: DATE: i rreaommant giass type., For actual glass type and areas, see Summer & Winter Glass output on pages•2&4. EnergyGaugeO (Version: FLR3SB v4.0) FORM 600A-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 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296.4 As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 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: 35736.6 Summer As -Built Points: 38901.9 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),GagAH),R6.0(INS) 38902 1.00 1.09 x 1.150 x 0.95) 0.262 0.950 11512.2 35736.6 0.4266 15245.2 38901.9 1.00 1.188 0.262 0.950 11512.2 EnergyGaugeTm 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 GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 2344.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM Points 1875.0 0.28 525.0 1875.0 0.28 525.0 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: 5165.4 Winter As -Built Points: 8683.8 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 8683.8 1.000 1.078 x 1.160 x 0.95) 0.432 0.950 4233.9 5165.4 0.6274 3240.7 8683.8 1.00 1.188 0.432 0.950 4233.9 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 3 2460.00 7380.0 50.0 0.93 3 1.00 2433.55 1.00 7300.6 As -Built Total: 7300.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 15245 3241 7380 25866 1 11512 4234 7301 23047 PASS 1Q0 wv, i P 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 corners; 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. oA-cc U 1 MCK rKC.II.KIP- I IVt IYItAJUKtJ (MUST oe met Or eXceeaea 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 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. ELECTRIC, , , , l . 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 3 - 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1875 ft' - 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 196.0 ft' - b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 196.0 ft' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft - b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ftj - b. Frame, Steel, Adjacent R=11.0, 196.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2085.0 ft' - b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Seal ed): Garage Sup. R=6.0, 150.0 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: Date: Aff 2 4 2006 Address of New Home: City/FL Zip: Cap: 42.5 kBtu/hr - SEER: 13.00 - Cap: 42.5 IcBtu/hr - HSPF: 7.90 Cap: 50.0 gallons EF: 0.93 _ PT' - yO gtiE STq 0 F „, „ off a va o . f COD wE° NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPADOE EnergyStarr"'designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. RnergyGauge® (Version: FLR3S9 v4.0) National Evaluation Service, Inc. ii 5203 Leesburg Pike, Suite 600, Falls Churgh, Virginia 22041-3401 Phone:703/931-2187 Fax:703/931-6505 INTERNATIONAL, CODE COUNCIL website: www.nateval.org NATIONAL EVALUATION REPORT CoDvrioht © 2001, National Evaluation Service, Inc. BORA-CARE® TERMITICIDE, INSECTICIDE AND FUNGICIDE NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(d nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. Report No. NER-617 Issued October 1, 2001 The instructions witnin irns repurn govern a Lim-, a1c ally — betweenthemanufacturer's published installation instructions and this report. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordancewith local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Report No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by 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. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTm, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centertino Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.B. Concrete Block Gov't.: Government P.L.S. 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 Conc.: Concrete O.R. Official Records P.O.C. Point of Commencement Sec. Section z Central Angle Const.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve S/f Septic Tank ARC Arc Length c/s Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey: Fr p. S iP6Qo0 r/fAP LS-Zt9- o i riur' EA,56irlE T vo. s CPC eocs A,43 cs-2994- 1 5 89' 38'/7" Fiat fFig fnto• AlAiL f b Gs-Z494-; T- CPZ,r of fiacp yOT LOT SLAT c G 7 'M/0 99 ; I CERTIFIED TO: FMO. SB PG .LS-0494 ERSSwf6UT 33 NS REVIEWED CITY OF SANFORD FICE A Bo/v siof/ lccoeo.+/6 T ouBG/c .PEcoeo5 0 SFM/.t/Oc Gov.r'Y, L.o.eioA. 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, Flori a Administrative Code, pursuant to Section 472.027, Florida Statutes. SMITH DRAFTING & SURVFYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL 386) 734-7047 (386) 789-2855 I riStan - r E. Smith ds stared Land Surveyor Certificate Number 3735 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: SE y REVISIONS: CREW CHIEF: SCALE: ' i _ 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. DATE: An/!/RY' / 7 Z iT006WO a Q_33 _ D6 ALaronda Homes j 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 11, 132 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. Z5 RUSSELL KbTH`SUMIVIERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JUL 2 4 2006 by RUSSELL KEITH SUMMERS who is personally known to me. JEANi:IhE FULLERTOIv C. '.r.,.Y D00460464 8/10/2009 t' u(600)432.4254: unary Assn...Ic3.......................... .S City of Sanford "The Friendly City" O Application for Engineering Rermit - 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-(: -Way Utilization Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/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: 407-475-9.115 1. PROJECT LOCATION OR ADDRESS: — A rf / 2. TITLE OF APPROVED DEVELOPMENT PLANS: APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY: r l Driveway Installation L.11 Aerial Installation C Underground Utilities 1J Bore and Jack J Open Cutting of Roadway L__ Sidewalk Installation V Other 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 Date: JUL 2 4 OFFICIAL USE'ONLY Application-W _ Fee: _ Date: Reviewed: Public Works — DATE: Utilities —•-------.------------- -------- DATE: __---• Approved: Engineering ___—___•_--__ DATE:_— E.gpnnt.pdf CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 11 Subdivision: CELERY LAKES PKIA Property Address: 132 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. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Fx_1 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) I A II 11111I li Ili li 1il II HI IN I.t 11 Ill II 111 a Its 11131111] MRVANNE MR`a1;, CLEW OF CIXUIT CWT a r' 00,4 J O Nf- fn N U. rl M O W JfL C H LI) W LU p aOoC W i W Z G J Z W 0 Z ce L aW.,iaLn+a a aU na, a ktK i;r;1;'tj f1tl 04,?S; (10) CLERR'S *i 2.0060217725 R:C,YlfiUtU (1-'./11:'ttc16 C11;C11:14 NOTICE OF COMMVTCENTNT R ilRi,ING FI 5 li.A 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 11 132 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. Kam_pf 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 I /°.c RE -RECORDED TO REFLECT RUSSELMEIfI47 `n iFRS THE CORRECT PHASE # Maronda Homes,,tnc. of Florida Vice President - Construction to and subscribed before me this 20TH day of FEBRUARY, 2006. J •JEANNTIE- FUL LWi*6;v .. Comm# DD0460464 of F, Expires 8110I2009 Eondeu ihru (800)432-4254: x....... ....... F;oi dr twtary Assn. h:.. CERTIFIED COPY MARYANNE MORSE CLERK OF CIRCUIT COURT SEMINOLE TY FLORIDA FEB 2 0 2906 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, Desian Criteria: TPI Desian: Matrix Analvsis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 132 6CL01103 11-3 WHEATFIELD ORO-6CL ARLK3 LEFT CIR ARLINGTON K 3 & 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 desianed for an enclosed buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. 50 Dwgs: Layout 2-19-05 0 08/26/05 Roof Loads - VT 07/27/05 01 08/26/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 02 08/26/05 A 08/26/05 P 08/26/05 B 08/26/05 P1 08/26/05 C 08/26/05 Q 08/26/05 Total 43.0 psf C1 08/26/05 R 08/26/05 D 08/26/05 R1 08/26/05 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 08/26/05 S1 08/26/05 E 08/26/05 U 08/26/05 El 08/26/05 V 08/26/05 OFFICE REV 1 w VD 4 N SpNFIp D F 08/26/05 W 08/26/05 F1 08/26/05 X 08/26/05 G 08/26/05 X1 08/26/05 G 1 08/26/05 Y 08/26/05 H 08/26/05 Z 08/26/05 1 08/26/05 Z1 08/26/05 J 08/26/05 VT30 08/26/05 K 08/26/05 VT40 08/26/05 L 08/26/05 VT41 08/26/05 L1 08/26/05 VT42 08/26/05 L2 08/26/05 VT43 08/26/05 M 08/26/05 VT50A 08/26/05 N 08/26/05 VT51 A 08/26/05 N1 08/26/05 VT52A 08/26/05 VT53A 08/26/05 INV # DESC QNTY r-0 r) 4 7n DATE: 18331 THD26 2 18330 THD28 18357 SKHH26R 18357 SKHH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 40-0 19-4 i 6-0 14.8 JOB NUMBER: ARLK DRAWN BY :ly DATE: 2-19-0 CUSTOMER: REVERSED _ PITCH:6/12 R 4/?2 l ol:1'-0 8 JOB NAME: ARLINGTON K 3 8 4 BDRM LBEARING: 8" LOA FEB 0 3 17-006 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES tisthe responsibility ofthe •^ talier(builder building Contractor licensed contractor. t contract toprogerlyrecelye unload store handle installan race mete;G' a connected wood tn1 ses to protect fife end progerty. The installerrustexercisethesamehighdegreeofsafetyawarenessaswithanyotherstructuralnaterial. TPI does not intend these recommendations to be interpreted as superior otheprojectArchitect's or Engineer's design specification for handling, installing andbracingwoodtrussesforaparticularrooforfloor. These recommendations are fke ii.etn(P PYnerience of leading technical personnel in the wood er fa" I o f ioaty 'ta lr nf Diasr ried m li . 1 E i JDIRS• eFSDTaa i' F;2,1 C hliu . 1 JT7'G •e';"ovuiies':cn`riciifiio:' u ;,; f t s'vettEu r':'sr,,•a xazv;,• I, •, r'eFa91 r ' m rvei ^"yfiio asscoul:reslili;fn gyPErsD t I,nJ i-a darraagio ruc#nces,,>, TRUSS PLATE II\STITUTEE 583 Donofrio Dr., Suite 20D Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be d presented as a guide forthe use of a qualified building designer or installer. Thus, theTrussPlateInstitute, Inc. expressly disclaims any responsibility for damages I arising from the use, application or reliance on the recommendations and informationcontainedhereinbybuildingdesigners, installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereofmustnotbereproducedinanyformwithoutwrittenpermissionofthenf, hlisher. Printed in the United States of America. r:: •. tition TRUSS STORAGE CA1: 7TJ0fii= ,TmYssesS, 6ui; orbe fi Ny" :..:;, ,.... :C :""v Ji;—u::.w.nA:snE.. iir; tL•ai'i":: nele:+nto::n y";uueiloac ec( onrgvgecra+es,opann:- vri^..r_;ti4':K•:Ti `. m:a 6iizC` i;o•F'Si:.'.:vi.;. everisursaces: iuvf Lould,:cai2ses? o ..•, ? 4{Ci!a'• 'sc;2;i'"i:$Z" iy ri •'''''1y ..rti;"-::t:: •P..--.,;_„ _ _ _ - _ t;.; f!sr.(;xp;t7 IpA }'nitsses sored arerolcal s tould die? tl• M -..,t L+ . 1w 4d1 Rp pvi: t rV .w 4 EVt Y $ li (tf ;1 aftiracedifo pr eentiiopQ'itngorrttpPtng { k., ..;; iG ' C dP• T.• ?.`r' •1 l"f M$•i7?'i2h biti .c4luM-A,(i,. ') s, fb' :3 1,,...+' i... t. "Yiaiiu i...J'r r.'+•A-.. j _ ppa'AGER Doti 0 are ld. iir diss' upriy`ti 'o ness? ItfTr—• 1571;$'- "r;,,:rh.. , srt':c•r,•._c:.:, -r... YI, d•r•::i(w.tiCdR r .i... ... C. •F.1 garopErhhraced`Do3raUtrsafTl[ands tsifit!buncites rws.. {wl .lnrnnefl iT,'13""4' 1N!!:d`JA:.6%• fJ>NA,:w117.•f='a'_, ty.:•::7.i`':^'. ayaceQp`iaceiiai astati4e faDTl20 alaPDsifiton:;:::,s;r ., y : 1„s,w(h7±e pAM' i, fd:nt•rA'rt.::.r;,.•.;+v+n:c_y' 1 u; .... l'3'Ft:lallcntag:om fr gssWes xfiich•.aretl aia'flat, ta+ Y a;;,i:rep uw+:N:^I.•Syra;'.iwJj,a•;,+r 1 •.^^ 'A A s e Xerr E .c3an emous..a .d;RsFioufci::"be.ssinictly;> y• „7 Y l r iy+'4 tr `i rrPlr m:..:;r. aProibt aZti•ud._ . Frame 1 ag ine y60° ,/60' or less \ or less Approximately Approximately Tag z truss length Y truss length Line Truss spans less than 301. Spreader Bar Toe In Spreader Bar ram"' Toe In Approximately th to'/.., truss lenoth Less than or equal to 60' Approximately L4 to :V,tLu., Ienolh Less than or equal to 60' Toe In Tag - Line Toe In 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 of the 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 Gr O.U'i QT.BFR;'C16 C :BI:IIL01WG.: *1. _r31.. F._— ' Grround brace Beal fGBvl IZ-T.- Rip 1, 51x'' Strongback/ SpreaderBar Aporoximaielt r r/, to 1/, truss length Greater than 60' Tag / Line Strongback/ SpreaderBar At or above / /\ mid' -height r Approximately y) to 3/, truss length Greaterthan 60' Tag LineM RC' lJf rBR 'cr 77 :06iZ. OR Top Chard Typical vertical End Wall I r attachment Plan \ ', LBTn r2 f Fn` F 4 Blocking M. r \>—vim tip•/ 1 Ground Brace`,/ GB —'• f Verticals ( GBV) A 61.1. Frame 2 ttal lie member with HT) Thrum of bra oup o1 truaae ES) 1 ., Top chords that are laterally braced can buc]kllogetherandcausecollapseItthereiano nal bracing. Diagonal bracing should be nunototheundersideofthatopehordwhanpuraraattachedtothetopsideo1thetopehor DF - Douglas Fir -Larch HF - Hem -Fir 12 4 or greater1 c Sp - Southern PineSPF - Spruce -Pine -Fir nr h'%t ti'r 4F.'4>_'aM4al4vh.ay, ., nH,,• B - 20 15 JD to 32' 4 12 10 7 Dver 32' - 48' 4/12 6' 6 4 Over 48' - 60' 4/12 51 Over 60' See a registered professional engineer DF - Douglas Fir -larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace —` iap.ped at least 2 Required trusses. 10' or Greater Attachment r Required L d;;?ITCNi=D Ti t iU togetherandeausecouepeo".-"--- - nel bracing. Diagonal bracing should be nailedtotheundersideofthelopchordwhenpurlinsareattachedtothetopsideofthelowpehord• ci iCCr1R 'tTFi fjS`' Frame 3 12 4 or greater Bottoi at eaC 0 RIB017 -CHO D- DRD SPAC r N91AM! SP./-DFIij+5S PFIH Ei2 20 is 0 7 6 n.e 4 3.j .. I r 1by - IoUIrI urn ring SPF - Speube-Pine-Fir All lateral braces lapped at least 2 trusses. spacing es top cnora uiziqul tcl, - -- -tf- Cross bracing repeated at each end of the building and at 20' intervals. 41, i I"r 9 k }4agt'I' J'qi ti; R. 'F1•.{'?r15' t+.1..ril i if e r'. If:li'1i O4 I . D IAGONALBRYXCE F'a;l " 7 sfJ FId7J4iiSPAN MINIMUa, DEP H• t.S+P.ACING(LBS LATER QLIB'RACESPAINGwuy. , a+n DB i u xws'.5 ' n4djjlt# trusses { G51P,..y.D F. S.P.'F/H F2:F. Iie'."•ra!1'Tt.411? ' tr.++.- iYallkar.t. i•7i4;G, Aiwfi'.{fralep;r',7(7.e. U to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' 1 See -a registered professional engineer OF - Douglas Fir -Larch SP -Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir a Li The end diagonal brace for cantilevered trusses must be placed on vertical Webs in line with the support. Top chords that arelaterallybracod can buckle togetherand cause collapse Ifthereis no dingo- nelbracing. Diagonal bracing should be nalled to the underside of the top chord when purlino are attached to the topside of the top chord. 2x4'%2 i'6 tPALIrnpa•• a-. ww.w.2NnaW-rir;.r,aa Top chords that are laterally braced can buckle togetherand causecollapsef1there isno dingo- nelbracing. Diagonalbracingshould bernalled tothe underside of thetop chord when purline are attached to the topside of the top chord. End diagonals are'esseiitibi d stability and must be duel cIT., both ends of the truss system. Frame 5 Continuous Top Chord Lateral Brace Required 10' or Greater 1 Attachment Required - 20'(p8s) 1pTrussSPes o• 30" or greater Continuous Top Chord Lateral Brace Required ` 10' or Greater y Lchment juired — IL Trusses must havelum- ber oriented in the hori- zontal direction to use this brace spacing. ifrl4;. I" 44' dreIeau L'.:1: TOP GCi)iOiD KMM N . ii '•.'A .. t, r TOP CHO RD] DIAG' ONLRACE A• A eer. i9` Will MUM y,, w dL"4'TRA'L'.B'RACE 6.•i4.i.•.. SPAINGDBS),i rSFACIN rG(L8g)rrs,itita[#:trussesj SPA'MaPLTCHt ril t'ua.i SP./flFi:/k •SFF.:MF 67nk;<n,.e: , U to 24' 3/12 8' 17 12 p 24' 42' Over3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 r•.•, Over 54' See a registered professional engineer % DF - Douglas Fir -Larch Sp - Southern Pine 0. 0' FIF - Hem -Fir SPF - Spruce -Pine -Fir ti° off 5i 5 Diagonal. brace also required on end verticals. Top rhords that arc Internlly braced can buckle / r togatherand cause collapse Ifthero lonodiago- nnlbracing. Diagonal brucing should be nailed to lhn underside of the top chord when purling ors attached to the topside of the top chord. 7_ i Ft tJ S S. >; PLUMB I I I I TrussDepth D( in) 12 , rester All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace -- — Required i 10' or Greater Attachment 4 Required J XN; 4Ei'i{'11+r1C:' killu:Fe'to'-Tollow.tk' 'es t.ecommaic afi o.rico'irtdresult in nuryrnesoseu: ere :penter6LMdMQ_a it STi4`4" Tt' I 'TOLE RAN-6ES. BOW 12"' 1 /4" I 24" 1 2" 2' 36" 3/4" 3' 48., 1.. 4, 60" 1-1/ 4" 5' 72 1-112" 6' 84" 1-3/ 4" 7' 961. 2., 8. 108" 2' 9' Lesser of D/ 50 or, 2" Maximum — Plumb Misplacement Line 011T- OF-PLUMB INSTALLATION TOLERANCES. A- T 1/ 4' L( in) 50" 4" 1 4.2' 100" 1 Ix. 1 a.3' 150" 3/4" 112-5' Length L(in) Lesser of U200 or 2" L(in) I Lesser of LJ200 or 2" In?sw„i'_ V2o0••Lin) 200" 1 250" 1-1 / 4" 120.8' 300" 1-1 / 2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. r r 1., y'ti•1. •:;u:.;tr, .•. .^ "I •'G)r'S"S 'O,i.(i:; r;•; ':: t''m1.`i„R.;..U,':tiwifo,;.c .curiis ran _ .`T.,.., to rti-: ":•... •'t . cr. i' `+ I.+N"".•-. L1YiR::it :=:.r_-T7c: ^ar'r''`'.:::: F ;' 'cof't.>; i•!fitioaids jf ra fr escrza t i mtre. tacel 1.,li'"} L.•....5:.:.•r. ;r`uv' ,:x r...tn,..-„ , h: _'.ue: '., 'r.- ""--' "1' r'tii:U3 1.ciWOi'ieL 21IS 1".".SSe'r7 r. r'.•"..M.:311''1'rc..., .c:a. i;.. :. ...-- t-rame 6 maxonda S ms AL Sanford, FL 32771 (407) 321.0064 Fas (407) 321-3913 MARONDA SYETEMS 40QS Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce . Professional Engineer State of Florida #0050068 Subject: N7alley Trusses All valley;trasses labeled VT-1 thru 100 are covered under the general valley sheet providedinthetrusspackagesignedandsealedbytheengineerofrecord. The connections are notedonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-3.21-0064. S t cerel`. j016tiEflFff) Tomas Ponce, P.E. -\NN S P Date: 3 slo3 ,•` •• F r-•• ^'•: ki —_ No. OGKG53 e ° o ATE v= ZZ AJ 0 f,/ fr/llrOiN 9 iiitE'\ Tab: MARONDA SYSTEMS Customer: WO:VALLEY SST T I : V Qty:l DESIGN INFORMATION i TOP CHORUS: 2011-5P A2 thi,d.ripI-Poran66"d"baildloganopancotand BOTCHORDS: 2X4 SP #2 has been bawd on Iofm. j m prcrided by the dlera The 2X4 S P 03aaipterdi,el.®s ,aponr;biury Pot damage •a' WEBS: of (kola onlocmttct lofbrmatton wocidcatio v i r It desires fvrmmed to he mass desiper by the client P and the eonamea m :cenraey of thin hnfamsdon .sittlmayrelateW . specific paftzl ad accepts on respamibiliry or --it- on controlwith retard to i f.brk.Joa, hadllog. dsipmem and b"W"n ooof""" k TI, naO It. been decreed e anindividvdbuilding campoomlI. accordance with ANSVTPi 1-1995 a NDS. 97 to be be pontd sa Ppartof me buildind gdmgnby s Banding Design. ("Olt tnd areMloci m pmfmfmal cogiaca} Wbco Ievlcwd (a .ppmvJ by thebeildinrded1per. the daip I..dinp showy most be chxkedtobemethatthedata .hown are lo apermmt kiththelocalbandingcodes, local climatic record, for widorrmwloads, polae1 NeCifict'dom en Wmle! Plied l..As. Unless sbotetx bass bus not btsm daigtcal fornonagemoccap-cy load, 'fee chip —none atop® on J,.,h (top or bottom) we coot®oafly b,aced by sheathing nnlm orb—' specified. Where 4 bottomebord, in tmrionson not Polly bred heeray by a quit, applied rigid cdlmg. Pon' should be btacd at . ymsrioathapmItofNy0' ox. Ccoocctm Pl imamhctmedacfiom . Pop bot dippedgal•ated aced SmcerinrASTMA653. Gnde 40. ooless otherwise mown pT f+A1TRICATION NOTES Primtohbricatioathefabric.ta mall re'i— dtis dnwiogIn •erify that min dewing is in e, mrotmmee with d thehbricators Plato ad to realhe . eontivomg visibilityfanmch .erific.utm. Any di=ct mcia too to be pot I.wdting bcfbre esumr m hbric.doo. Plate ImallcolbeimWledo'er kmtbols knots a dio-d y tease .Com, l at Csluf Imlbe looter bM hm d boring. C Lh 1I, pl rtheCrasswithCallsfnlyIntbcddod ad shall . syrrc .bout theJoinsonlasotherwisesImroA1,10 anis (b wide. n V loot' A 6.g pl.tc is 6' wide . a' bar. Slots (bola) pmlidtotheplate1_0 q_ified. Doable cnu on webm®ben mall meet at the emooid of the webs anita h ahwin mwn oComatmPlate sit" are m emimam sizabased on the (area mown and may need to be Increased Po, certain hmmiog -&or er-d- mtse. u 7'hi, Doss istrot to be r.bricatd withfire retndan, nested j.''.' somber adoery , othi,c mw. oFors"donalainrormation on Q•ahry — 1 rtrlto ANSLTPI ) 1.1995 PRECAUTIONARY NOTES 1 All bracing and ermtion raommcd. Jmss oe to be followed in accordance wlth'Handl'mg. instilling ad. Brscmj .FOB-91. T ca ba..W.A o°flog. ddi.e'y ad panicnla+ o,n t"iddgimallatioolo .void damage TemparaD ad pert bracing for balding nnssm eIn . ail bi and plumbayposition .d ran t.jok, lateral fort. mall be desigted i.d ituWled by oh_ 4rehthandlingisessmda 1'1 cealon bndag 1, always mored. Normalgir acJon for tmssa req.h_ incht®p my bracing dmi.9 imullstim b.— Posse to ..aid toppling and domimi.g. The sapa'isim of in the mall be der the moral of pram cap mt imtdlstim, m(a.. Pmfcse-J .d. ic 11 be than if red d. Conacmnth- of cansnadloothedesignload, ,hall tot beappliedtotsassaatanyJaneNoloads other than the wdghloftheeralonm.11 be applied It, ttossa mJI after anrkstrmingandIni.g is complaed 2RTRANSVER_9nRACING NAILED FLATI tUUt OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VALLEY TRUSSES SCAB OR TRANSVERSE BRACKING TO EXTENDD. n It TIC MUST BE CONTINUOUSLY BRACED 8 o:C. BY ROOF SHEATHING UNLESS NOTED FOR 90% OF WEB LENGTH. 2X6 BRACE REQUIRED OTHERWISE. ON ANY WEB EXCEEDING 14'. COMMON VALLEY VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. 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) tOd 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 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 CANTILEVERED UP TO TWO FEET. YALlET 1RUASES' iP.I l77ll l IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. s 2x4 IT 2z4 oR 5z6 OR 4x6 36 MONO VALLEY stnutaer WHEN DIGAONAL WEB PRESENT USE 4X1 PLATE . f) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE w 4x6 3x6 4x8 •4x6 OR OR 2z4 2X4 36 Zx4 2x4. 2x4 2x4 WO 2x4 3x6 3x6 aR 3x6 all 2x4 40 OR • 40 0 2x4 VALLEY MEMBERS AT 24' O.C. ( TYP) VARIES 12 MAX 61-0.0 O. C. ( TYP) MAX. TRUSS SPACING MAX 6.0. 0.O.C. ( TYP( BELOW n 49' O.C. SPANS UP TO 60-0.0 EPT AS SHOWN PLATES ARE TL20 GA TESTED PER ,ANSI/TPI.1-1995 Maronda Systems 4005 MARONDA WAY Sanford, FL 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS P014CE P.E. LICE419E d0050068 UW5 VA14rIESSA DR. OVIEDO f-L 32-766 WAxr+l114u: READALL NOTESON THIS SRSET. A COPY OP,.TBIS DRAWING TO B: GIV:N TO RRCTINO CONTRACTOR. BRACING WARNING, arcing shown on thin drawing is eta ereaioo bracing. .id bracing portil bndng on aimlla, br.dog 0Neb It put of the baBamg ems .d .web mostbeeoaJeeredbytheImJmmgaesiPer. eaeiva mow u r taeral mppon orator m®bm only to reduce hockliag I.VIL Pm'isit n, mess be ride to anchor lateral brxmg at cods and rpecified IoesJom determined by the hoilding dcsigoa. Additional bracing of the overall mature may be roguucd (Sm 109-91 of TPRI'm specific trans bracingtegnu®ml% conedbudding tlmgna.(Tma Plete Imlimle. TPI Is located a151y IYOmeio Drim Madiwq W Laaasm 33719} Profile Path: C:\TBB-LOK\Work\ Jobe\KARONDA SYSTEMS\VT.prx UPPORTING TRUSSES TIIPI a W; VALIEY AREA SUPPORTING TRUSSVALLEYTRUSSES (TYP.) COMMON OR GIRDER PAP. - COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRQ5$ BELQW 9 4' D.C. Cont. Support Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf TOTAL 35. 0 Pelf Studs A,, 6- 0-0 O.C. WO : - VALLEY SET TI : V. 7/27/ 2005 Lbr DF: 1.25 Plt DF:'1. 25 O.C.: 2- . 0- 0. TPI-02/ FBC-04 Code: FLA Designs Matrix Analysis 1— MARONDA SYSTEMS Customer: WO:HIPDETAIL rl:nrr VESIGN INFORMATION Tbi' deatgn is for an mdividad build;.{ w as been sd oa Itdmwtion bile -fm damage as ad.ignea r disclaims my respomr ry ifwtimaIloffaolrym ;meanrem ioformatioa spa the clientand/ordesign kmoished tothe bass desipt b7ndmecorncmmmaumayofthisinfrmn.th. as i1 r. ry rclstc m a specific prpject and aatpa m - respoosrbiliry m u-cise m cnrrwl w+mregal toHIabriomebudliogdnpmmludinsallyo0ofbasin , i Ttds oa- ba bra dmgnd as m ;ndi•idud buHd;.es ;:mpmem in acusdaoce ilh ANSVTPI 1-1995 andItrog-9y m be urmrponted u pm ofine building designby . Baisdio8 Des;gna (repst-d a.b;tect mreai..al mgeRl. Wbm'e•;e«d ,ppra•.t by mebuilding design-. the deign loading m eemeaejcheckedmbesoremuthed.a >wa m gd'b the heal baiidm. inch local climnk records lbridmmowbads. p.ject sp.irk.dm s m specialpplidload- Ilmless show- tray GastM ben deigned4icrstoragemmcopaarybadsThedevilaaamer' camprevoo chords (mPm boaaml m Conti Wb c fined by then adm nth. fully spec; j h+ttam chords m leaL.m m nol Po11y hraeed kl-aly by a rv P-y ;ed d v;lioR 'bey dual& be b ad . a aimnm spacingo.c. Gotmata t' shall be Sc ham 20 gauge bat dipped Gal ma d Heel mcedo8 ASTM A 653. Orde 40. ualto olbenriu she— . 7ABRICATION NOTES Prim m (micadoo. the fabrkalor shall review ridsdr,wing m •-i%that this dn.ing is io cooformmce wishdar.bricators Plain ad to splice a comdnaingopomr3bliryfbrsxh .esi(katiao. Anydizrcpmeies uetobepatmwntmgbeforemmHgmralnicalinn. Plates0.11 not be mst,lled .•. (modules. bans mdistmtd M.abcn shall beM for dgtu lilting wrud to wandgniahndng. Comratm Plate'hullbe =led anbf ahiec .l beIrr-s with rolls fled% brmdded and droll be tym aban omlunl.s am -wise mo«a A Saaplate is 5' idea Cbog. A fiat plate is 6' wide a 6;6dFp.sble(rnb o0 runparalldmtheglueImgmspeccebmembersspillme- u the cmb.id or me tinatesizesuemmimmnam-w+te:nawa C.mec v neehas& oa me force dmwo and may ..d to be imreasedforc.ain hmdliog and/m -atioo mesea. This -0 is min m beabkndwith fne rents, Hord Iamb- mlm om-wise sho«a. FOfdOpi1 infarmati. o w Quality o"0*1 ref. t. ANSVTPb 1- 1995 pRECAUTIONARY NOTES im briningmd-eetioo c'!t- datiom -e m be rieIlowd In accordamc'.im'I{mA;nb ImulGng ,nd Bncio6 . H1H•91. Trmse ue 1. be bandied d nand panlmintanlimingbandingandbndllrl` cry insWadoo to d damage 1®pond and p.mmmt bracingfmbuttmssemamaigblandPbdesignedpovdmandforreistivglat-al farce shad be and ;pedalledby -inns. Caefnl haodliv essential and erection bracingisalwaysre9riltesai.i-9 action fortrace ,.ryas inch temparuybracing during lrtsta6admbctwantracetoavoidtopplinganddmtim . TDe mil-•isi.n of.atioo of trhsse shallbe d. mecannotorpermmezp-imced in me iostalladaoofbnlssProfevwdad•rcc dull he swghl If rredrdCmramndona(mmtraedoo loads fires. than lire designIwdsshallMbeapplied . trrrun ,1 -M lime No badsom. min be caught of the .armsmill beapplied mavaeumBaft- all rusmmj ad bracing is eample(d. HIP GIRDER 2x OF BLOCKING ADDED TO TOP CHORD 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 I WARNING: 01 READ ALL NOTES ON THIS SHEET. A COPY OR THI9 ORRWING TO BE GIVEH TO ERECTING CONTRACrOR. BRACING WARNING' tinting m simia+bracing which Is a part of Maronda Systeors Bsang sbawn ao this&.wine is e-We. bracing wind bradvg• pa .l me bn0dagde;gn ad «bicbmost be cons;derd by me buildingdei®-. Hncing shown k for lat-ai support ortm- m®bm ody m reduce hackling Imgh ptocisiew must be made m anchor 1.1" bracing .1 suds ad sips-6d kcadms d.esmind by the building designer. Additional bracing of the 0•.a6 mochas maybe rmh& (Sec ff" 4 of TPRF. spai6etsm bracing req i e=ms. coma- building dagoer.(Tmn Flate bsstimle. TFl is local& at 583 4005 MARW401A WAY UOmrrio Dris Mdisav wrtmnsim 571b9} Saliford, FL 32771 407) 321-0064 Fax (407) 32I-"13 TOMS PONCE P. E. LICENSE OW50068 1005 VANNESSA DR. OVIEDO FL 32766 1' nr.aiant Matrix Analysis Profile Path: Cs\T83-L0R\Work\Jobe\MARONDA SYSTEMS\VT.prx Eng Job: Dwg: Dsgnr:.TLY Chk: TC Live • 16. 0 psf TC Dead 7. 0, psf BC Live 10. 0 psf BC Dead 2. 0 °psf TOTAL 35.0 vsf WO: HIPDETAIL TI: HIP 7/ 27/2005 Lbr DF: 1. 25 Plt DF:-1. 25 o.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21- 4355 Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:A Qty:4 DESIGN INFORMATION This design is for an individual building compunem and has been baud on information previcid by the client. The designer disclaims any responsibility fordamages asa result offaulty or incorm information. specifications adror designs furnished to the wss designer by the client and the correctness or accuracy ofthisinformation as it may relate for aspecific project ad accepts - responsibility or exercises no <onwl with regard to fabrication, handling, shipment and installation oftrusses. This wss has been designed asan individual building component in accordance with ANSI/fPl 1-1995 and NDS-97 o be incorporated as part of the building design by a Building Designer (registered uchitect or profmional engineer). When reviewed for approval by the building designer. the design loadings shown mum be checked in be sure that the data shown are in agreement with the local buildingcodes, local climatic records for win orsow loads. project specification or special applied loads, Unless shown, truss has not been designed for mange or occupancy loads. The design assumes compression chords (top or bottom) we continuously braced by sheathing unless otherwise specified. where bottom chords in tension we not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I(Y-0' o,c. Connalor plates shall be manufactured from 20gauge hat dipped galvanized meal meting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricaofs plan and to realize a continuing responsibility for such verification. Any discrepancies are in be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, (mots or dimoned grain. Members shall be cut for tight fitting uood to wood bearing. Connector plates shall be looted on both faces of the truss with roils full) imbedded and shall be s)m. about thejoint unless otherwise shown. A 5x4 plateis5' wide x 4' long, A 6,9 plate is6' wide x 9" long. Slots (holes) mat puallcl to the plate length specified. Double cuts on web membersshall meet at the cenuoid ofthe webs unless otherwise showa. Conesmim plate sizes we minimum sizesbased onthe forces shown and may need in be increased for certain handling adror nation stresses. This wss is not to be fabricated with fire rclardam neared lumber unless otherwise shown. For additional information an Quality Control refer to ANSUTpi 1.1995 PRECAUTIONARY NOTES All bowing and erection rceommendations are to be followed in accordance wish 'Handling, Installing and Bracing'. HIB-91. Trusses are to be handled withparticularoreduringbandingandbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding )uses in a straight and plumb position and for raining lateral forces shall be designed and installed by others. Careful handling isessential and creation bracing isalways required. Normal precautionary action for masses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision oferasion of uussa shall be under the control of persons experienced in the instillation ofmasses. Professional advice shall be sought if needed. Concentration of construction Inds goner than the design loads shall not be applied totnuses at any time. No loads other than the weightofthe erectors shall be applied m masses until after all fastening and bracing is completed. TC: 2x 6 SP #1 D 2x 8 SP #1 D 4- 7,7-10 BC: 2x 6 SP #1 D wB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -13899 0.30 A 24-23 12239 0.42 2- 3 -14730 0.31 A 23-22 14914 0.51 3- 4 -16812 0.13 A 22-21 22751 0.65 4- 5 -17504 0.17 A 21-20 22761 0.64 5- 6 -26268 0.21 A 20-19 26472 0.72 6- 7 -27788 0.19 A 19-18 26472 0.72 7- 8 -27788 0.19 A 18-17 22763 0.64 8- 9 -26269 0.21 A 17-16 22753 0.65 9-10 -17508 0.17 A 16-15 14918 0.51 10-11 -16818 0.13 A 15-14 12242 0.42 11-12 -14734 0.31 A 12-13 -13903 0.30 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.63/735-1.25/371 7 Horiz. 0.29 0.57 NA Max DL Deflection L/751 - -0.62 Long term deflection factor = 1.50 4 PLYS REQUIRED Lineal Footage = 385.9 7-4-0 T 4- 3-12 0- 6- 6 1 f : Face = 0- 2- 8 0-8-0 5095# 8.00" 2 3 4 6.00 3.00 7-10-11 9) 12790 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 4-PLY truss designed to carry 11' 0" span framed to BC one face 2' On span split -framed to opposite face WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5095 -1 -1829 B Pin 39- 8- 0 1 5096 0 -1816 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--13899/4821,2-3--14730/5094, 3-4.-16812/6192,4-5--17504/6441, 5-6--26268/9836,6-7.-27788/10419, 7-8 27788/10419,8-9--26269/9837, 9-10--17508/6442,10-11--16818/6194, 11-12=-14734/5095,12-13--13903/4822, BOT CHORD 24-23--4201/12239, 23-22=-5269/14914,22-21--8400/22751, 21-20--8402/22761,20-19--9827/26472, 19-18=-9828/26472,18-17.-8403/22763, 17-16=-8401/22753,16-15--5270/14918, 15-14=-4211/12242, webs 2-23=-641/1939,23-3.-1821/937, 3-22--436/810,4-22--2601/7228, 22-5--5665/2220,5-21--113/451, 5-20=-1517/3980,20-6=-914/397,6-19=-545/1452, 19-7--190/128,19-8 545/1452,8-18--914/397, 18-9--1516/3978, 17-9,e, ll3,(451, 1s5 i1L 1 T e P P VS 9 IOXIO 40- - 9 0 18 17 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 non des Systems Bracing shown on this slowing ism erection bracing. wind bracing. pool bracing or similar bracing which is a pan of the building designandwhich mum be considered by the building designer. Bracing shownis forlateralsupport of wssmembers only to reduce buckling length. Previsions mum be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (See HIB-91 ofTPH.For spaifnc truss bracing requucmenm contact building designer.(Tmss Plate loimtc. TPI is located a, $93 400S MARONDA WAY D'Onoftio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OMSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations===== ---- ___... 1) 0- 0- 0 9) 27-10- 3 17) 27-10- 3 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 , 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 12- 1-13 13) 40- 0- 0 21) 12- 1-13 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 1- 5 24) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLP To TC Vert LID -46 -0-10- 8 -46 0- 0- 0 TC Vert LID -23 0- 0- 0 -23 3- 0- 0 TC Vert LID -46 3- 0- 0 -46 37- 0- 0 TC Vert LID -23 37- 0- 0 -23 40- 0- 0 TC Vert LID -46 40- 0- 0 -46 40-10- 8 BC Vert LID -20 0- 0- 0 -20 3- 0- 0 BC Vert LID -227 3- 0- 0 -227 37- 0- 0 BC Vert LID -20 37- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert LID -279 3- 0- 0 BC Vert LID -279 37- 0- 0 WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. C: 2- 23 1939 0.16 C 19- 8 1452 0.12 23- 3 -1821 0.07 C 8-18 -914 0.04 3- 22 810 0.06 C 18- 9 3978 0.32 4- 22 7228 0.58 C 17- 9 451 0.04 22- 5 -5665 0.25 C 9-16 -5663 0.25 5- 21 451 0.04 C 16-10 7228 0.58 5- 20 3980 0.32 C 16-11 810 0.06 20- 6 -914 0.04 C 11-15 -1822 0.07 6- 19 1452 0.12 C 15-12 1940 0.16 19- 7 -190 0.01 C 7- 4-0 10 I 11 12 I 13 6. 00 IX8 ax6 3X4 0- 6-6 4-2-6 5.6 14 3. 00 Face = 0- 2- 8 moo- s- o 5096# 8.00" 7- 10-11 6 15 14 0- 0 8 279# 0R - - 9) Scale = 0.1518 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: ARLK TI: A 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis ra Va.ia.= ra....: )..)saes as-uv..) ...,.t•,v.,ot . t . t .y-.. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:B Qty:l 9 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaimsany responsibility fordamages as a result of faulty or incorrect information. specifications andfor designs famished to the truss designer by the client and the correctness or accuracy ofthis informationas it may relate W a specific project and accepts no responsibility or exercises nocontrol with regard to fabrication. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSlrrPl 1.1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect or professional engineer). Whenreviewed for approval by the building designer, the design loadings shown must be checked to be we that the data shown we in agreement with the local building codes, local climatic records for wind or sou, loads, poject spe ifications or special applied loads, Unless daown, crass has rot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously bracedby sheathing unlessothervise spccifnd. Where bottom chords in tension are not fully bracd laterally by a poperly applied rigid ceiling. they should be braced at a maximum spacing of lor-W a c. Connector plates shall be anufactured from 20 gauge her dipped galvanized gal meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing toverify that this drawing is in conformance withthe fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies we to be put in writing before cutting or fabrication. Plates shall rot be installed over knotholes, knots or distoned gain. Members shall be ml for tight fitting wood to wood beating. Connector plates shall be located on both fans of the truss with nails fully imbedded and shall be nor. about the joint unless otherwise shown. A 5,4 plate is 5' wide x 4' long. A 6,8 plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall mat m the ceotroid of the webs unless otherwise shown, Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased lot certain handling and/or nation stresses. This truss is not to be fabricated with fire retardant vested lumber unless otherwise shown. For additional information on Quality Control refer to ANSlfrP1 1- 1995 PRECAUTIONARY NOTES All bracing and nation recommendations are to be followed in accordarce with 'Ha filing, Installing and Bracing'. HIR-91. Trusses ace to be handled with particular arc during banding and bundling. dcli%cn and installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb position and for resining lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionan action for - requires such temporary bracing during installation betwca musses to avoid toppling and dominoing. The supervision of erectionof trussesshall be under the cone[ of personsexperienced in the installation of urn- Professional advice shall be sought if needed. Concentration of enr¢tnn:tion loads greater than the design loads shall mat be applied to trusses 21 anv time. No loads other than the weight of the ereclars shall be aoolied to trusses until after all lamming and bracing is TC: 2x 6 SP #1 D 2x 8 SP 01 D 3- 6,6- 8 BC: 2x 6 SP #1 D WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq= 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 15 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4896 0.32 A 20-19 4368 0.68 2- 3 -5267 0.35 A 19-18 4454 0.65 3- 4 -6311 0.30 A 18-17 4924 0.52 4- 5 -7137 0.34 A 17-16 6403 0.70 5- 6 -7191 0.33 A 16-15 7173 0.76 6- 7 -7191 0.33 A 15-14 6402 0.70 7- 8 -6310 0.30 A 14-13 4923 0.51 8- 9 -5266 0.35 A 13-12 4454 0.65 9- 10 -4895 0.32 A 12-11 4368 0.68 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.60/768-1.19/389 15-16 Horiz. 0.32 0.63 NA Max DL Deflection L/790 = -0.59 Long term deflection factor . 1.50 8- 0 6. 00 3. 00 J Face = 0- 2- 8 MULTIPLE LOADS -- This design is the =_•_---. - •--Joint Locations ............... composite result of multiple loads. 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 WndLod per ASCE 7-02, C&C, V. 125mph, 2) 4-10-14 9) 35- 1- 2 16) 17- 8-13 H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 Bld Type- encl L- 40.0 ft W. 40.0 ft Truss 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf 5) 17- 8-13 12) 35- 1- 2 19) 4-10-14 Impact Resistant Covering and/or Glazing Req 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- 7) 26- 9-10 14) 26- 9-10 X- Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 0- 4- 0 1 1760 1 -1248 B Pin TOP CHORD 1-2.-4896/3218,2-3.-5267/3432, 39- 8- 0 1 1760 0 -1247 B H Roll 3-4--6311/4128,4-5.-7137/4620,5-6.-7191/4653, PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-7.-7191/4653,7-8.-6310/4127,8-9.-5266/3431, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSi. Cr 9-10--4895/3218, 19- 2 187 0.05 C 15- 6 -217 0.05 CBOT CHORD 20-19.-2810/4368,19-18.-2865/4454, 2- 18 444 0.14 C 15- 7 889 0.29 C 18-17.-3028/4924,17-16.-3959/6403, 3- 18 1334 0.43 C 7-14 -554 0.10 C 16-15.-4414/7173,15-14.-3958/6402, 3- 17 1542 0.49 C 14- 8 1542 0.49 C 14-13.-3028/4923,13-12.-2865/4454, 17- 4 -555 0.11 C 13- 8 1333 0.43 C 12-11--2809/4368, 4- 16 835 0.27 C 13- 9 444 0.14 C Webs 19-2.-142/187,2-18.-147/444, 16- 5 -215 0.05 C 9-12 187 0.05 C 3-18.-814/1334,3-17.-957/1542,17-4.-555/419, 5- 15 20 0.01 C 4-16.-482/835,16-5.-215/191,5-15=-6/20, 15- 6=-217/191,15-7.-515/889,7-14.-554/419, 14- 8=-956/1542,13-8e-814/1333,13-9 147/444, 9- 12.-142/187, 22- 8-0 1 8-8-0 QYin 0 3. 00 10 1 4- 10-6 0- 6- 6 Face = 0- 2- 8 0_ 8_0_ 0-8-0 1760# 8.00" 1760# 8.00" 8- 11-11 22-0-10 8-11-11 20 19 18 17 16 40- 0-0 15 14 13 12 110 0 1,8R - 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, M aro n da Systems B acing shown on this dnwing is na erection bracing. wind bracing. portal bracing or similar bracing w hich is a pan of the building design and wtich most be considered by the building designer. Bracing shown is for lateral support of"" members only to reduce buckling length. Provisions mug be made to archer lateral bracing m ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (Sec HID-91 of TPH.For specific truss bracing requirements, contact building designn.(Truss Plate Institute. TPI is located at 593 4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 830050068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1585 WO: ARLK TI: B 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis rrorlle racn: c: taa-aszn nuart uuua kaxax++ax kaxacaan kn.kaaw Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:C Qty:l I DESIGN INFORMATION This design is for an individual buildingcomponent and has been baud on information provided by the client. The designer disclaims any responsibility for damages as result of faultyor incorrect information, specifications andror designs furnished to the truss designer by the client and the correctness or accuracy ofNis information as it may'clam to a specific project and accepts no responsibility or exercises no control with regard to fabrication. handling. shipment and installationofmosses. This mass has been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated aspan afthe building design by a Building Designs (registered architect or professional engineer). When reviewed far approval by the budding designer. the design loadings shown must be baked to be sure that the data shown are in agreemear with the local building codes, local climatic records forwindorsnowloads. project spmifreations orspecial applied loads. Unless shown wss has nor been designed for storage or occupancy bads. The design assomo compression chords (top or bottom) we continuously braced by sheathing unlessothawise specified. Where bottom chords intension are nor fully braced laterally by a properly applied rigid ceiling, they should be braced as a maximum spacing of Hy-0' o,c. Connector plates shall be manufxtured from 20 gauge hot dippedgalvanized awl meeting ASTM A 657. Grade 40. unlessotherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be installed over knotholes. Lints or diaoned grain. Members shall be enl for tight fining wood to wood bearing. Connector plates shall be located on both fams of the truss with its full imbedded and shall be sat. about thejoint unlosotherwise shown. A U4 plate is 5' wide x Clung. A 6xg plate is 6' wide x g' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the mmmid of the webs unless otherwise shown. CaMeclor plate sizes are mtrtmnurn sizes based on the forces shown and may need to be increased for certain handling and/or aecliou stresses. This wss is not to be fabricated with fire retardant treated lumber unless othcrwiu shown. For additional information on Quality Control refer to ANSI?PI 1-1995 PRECAUTIONARY NOTES NI bracing and section recommendations areto be followed in accordance with'Handling. Instilling and Bracing', HIB-91. Tmtses are to be handled with particular camduring bandingand bundling- delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holdingtrusses in a straight and plumb position and for raining lateral forma shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between cross to avoid toppling and dominoing. The supervision ofelation oftrusses dull be under the control of persons experienced in the installation of mosses. Professional advice shall be sought if nailed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight ofthe sectors shall be applied to busses until after all fastening and bracing is completed. TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the 2x 6 SP #1 D 3- 5,5- 7 composite result of multiple loads. BC: 2x 6 SP #2 WndLod per ASCE 7-02, CrC, V= 125mph, WE: 2x 4 SP #3 H= 15.0 ft, I. 1.00, Exp.Cat. B, Kzt- 1.0 All COMPRESSION Chords are assumed to be Bld Type- encl L. 40.0 ft W. 40.0 ft Truss continuously braced unless noted otherwise. in INT zone, TCDL. 0.0 psf, BCDL- 0.0 psf In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5047/3293,2-3.-5099/3314, 0- 4- 0 1 1760 0 -1241 B Pin 3-4.-5771/3793,4-5.-6252/4077,5-6.-6252/4077, 39- 8- 0 1 1760 0 -1241 B H Roll 6-7.-5772/3793,7-8.-5100/3315,8-9.-5048/3294, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 18-17.-2886/4527,17-16--2929/4595, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 16-15--2850/4684,15-14.-3567/5823, 17- 2 178 0.05 C 14- 6 489 0.16 C14-13--3567/5824,13-12--2851/4686, 2-16 160 0.05 C 6-13 -408 0.09 C 12-11.-2929/4596,11-10--2886/4527, 3-16 1387 0.45 C 13- 7 1225 0.43 C Webs 17-2--88/178,2-16.-32/160, 3-15 1226 0.43 C 12- 7 1388 0.45 C3-16.-831/1387,3-15.-759/1226,15-4.-408/336, 15- 4 -408 0.09 C 12- 8 160 0.05 C4-14.-277/490,14-5.-248/213,14-6=-276/489, 4-14 490 0.16 C 8-11 178 0.05 C 6-13.-408/336,13-7.-759/1225,12-7--832/1388, 14- 5 -248 0.05 C 12-8.-32/160,8-11.-88/178, 10-0-0 20-0-0 6. 00 3.00 Face = 0- 2- 8 Joint Locations------- =--- == 1) 0- 0- 0 7) 30- 0- 0 13) 25- 0- 0 2) 5- 6-14 8) 34- 5- 2 14) 20- 0- 0 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 5) 20- 0- 0 11) 34- 5- 2 17) 5- 6-14 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- J TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5047 0.45 A 18-17 4527 0.97 2- 3 -5099 0.47 A 17-16 4595 0.87 3- 4 -5771 0.34 A 16-15 4684 0.65 4- 5 -6252 0.35 A 15-14 5823 0.84 5- 6 -6252 0.35 A 14-13 5824 0.84 6- 7 -5772 0.34 A 13-12 4686 0.65 7- 8 -5100 0.47 A 12-11 4596 0.87 8- 9 -5048 0.45 A 11-10 4527 0.97 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.59/784-1.17/397 5 Horiz. 0.34 0.67 NA Max DL Deflection L/807 = -0.57 Long term deflection factor . 1.50 6vA 0-0 6.00 3.00 Face = 0- 2- 8 0-8-0 _0-8-0 164 1760# 8.00" 1760# 8.00" 10- 3-1 I 19- 4-10 10- 3-1 l 0-10,8 18 17 6 15 40-10- 0 - 13 2 11 100-j0T8 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 OF WARNING: Eng Job: BRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING- Dwg' Ma von der Systems Bracil ingshownonthisdrawingisnerectionbracing. wind bracing, panel bracing or similar bracing which is a pan of Dsgnr : TLY Chk : the buildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of wss mcerbmonly to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Li16 . 0 psf locations determined bythebuildingdesigner. Additional bracing of the overall structure may be required. (Sec HIB-91 Live p cfTPl).For specific wss bracing requncmenss, contact building designa.(Tmas Plate Institute. TPI is located at 585 TC Dead 7.0 psf 400S MARONDA WAYDonofi;oDrive. Maaisen.Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE b0050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 3276E ITOTAL 43.0 psf 9) WO: ARLK TI: C 8/ 26/2005 Scale = 0.1585 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analysis YZOtile Yacn: .:: laa-a.san knora saoaan kasnraz. kauea,z. v.. bean Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Cl Qty:3 ' DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages asa result of faulty or incorrect information, specifications and/or designs furnished to the wss designer by the client and the correctness or accuracy ofthis information as it may relateto a specific poject and acceptsno responsibility or exercises or, control with regard to fabrication. handling. shipment and installation ofcusses. This wss has been designed as an individual building component in xcordance with ANSVfPI 1-1995 and NDS-97 w be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). Whet reviewedfor approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project 9-ifnutioras or special applied loads. Unless shown. mass has not been designed for storage oroccupancy loads Thedesign assumes compression chords (top or bottom are continuously braced byOuthing uNess otherwisespecified. Where bottom chordsintension ace not fully braced laterally bya properlyapplied rigid ceiling. they should be braced a a maximum spxing of H7-0' o,c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrication. the fabricator shall review this draw iog to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies we tobe put in writing before cutting or fabrication. Plates shall not be installed ova knotholes, kmss or diatned grain. Members shall be NI for light fatting wood to wood hearing. Connector plates stall be located on both faces of the truss with if, full) imbedded and stall be s.m about the joint unless otherwiseshowm. A 514 plateis5' wide x 4- long. A 61g plate is 6' wide x g' long. Slots (holes) ton parallel to the plate length specified. Double cuts on web members shall menat the cenuuidofthe websunless otherwise shown. Connector plate sizes ate minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This miss is not to be fabricated with fate mtardant neared lumber unless otherwise shown. For additional information on Quality Control refa W ANSIffPI 1.1995 PRECAUTIONARY NOTES All bracing and nation recommendations me to be followed in accordance with'Handling. Instilling and Bracing'. HI13-91. T.- are to be handled with particular care during banding and bundling. deli)cry and installation to avoid damage. Temporary and permanent taxing for holding masses in a straight and plumb position and forresisting lateral forces shall be designed and installed byothers. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between masses to avoid toppling and dominoing. The supmision of erection ofmasses shall be under the control ofpersons experienced inthe installation ofmasses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads stuil not be applied Ittrusses at an, time. No loads other than the weight ofthe erectors shall be applied to masses until after all fwatitg and bracing is completed. TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the 2x 8 SP #1 D 4- 6,6- 7 composite result of multiple loads. BC: 2x 6 SP #2 3-PLY TRUSSI fasten w/3"x 0.120" nails in 2x 8 SP #1 D 14-18,13-14 staggered pattern per nailing schedule: WB. 2x 4 SP #3 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2x 4 SP #2 7-14,0- 0,0- 0 Repeat nailing as each ply is applied. All COMPRESSION Chords are assumed to be Distribute loads equally to each ply. continuously braced unless noted otherwise. Bracing Schedule: WndLod per ASCE 7-02, CBC, V- 125mph, Chords Max O.C. From To H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 BC 48.0" 0- 8- 0 14- 6- 8 Bld Type. encl L- 40.0 ft W- 40.0 ft Truss BC 48.0" 29- I- 0 39- 4- 0 in INT zone, TCDL- 0.0 psf, BCDL- 0.0 psf Bracing shown is for visual purposes only. Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. In -Plant Quality Assurance with Cq- 1 1- 2 -11134 0.38 A 20-19 9867 0.68 MAX. REACTIONS PER BEARING LOCATION----- 2- 3 -11589 0.40 A 19-18 11801 0.75 X-Loc BSet Vert Horiz Uplift Y Type 3- 4 -13553 0.18 A 18-17 12573 0.38 0- 4- 0 1 3808 0 -1460 B Pin 4- 5 -16166 0.14 A 17-16 17747 0.52 39- 8- 0 1 3444 0 -1446 B H Roll 5- 6 -18761 0.19 A 16-15 17743 0.54 PROVIDE UPLIFT CONNECTION PER SCHEDULE 6- 7 -16881 0.15 A 15-14 17161 0.53 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 7- 8 -12056 0.18 A 14-13 11191 0.37 2-19 970 0.10 C 15- 6 2408 0.26 C 8- 9 -10383 0.35 A 13-12 10565 0.68 19- 3 -1674 0.09 C 6-14 -1921 0.10 C 9-10 -9993 0.34 A 12-11 8858 0.61 3-18 804 0.09 C 14- 7 6048 0.37 C--------GLOBAL MAX DEFLECTIONS--------- 4-18 3103 0.33 C 13- 7 2934 0.31 C LL TL 4-17 4434 0.47 C 13- 8 635 0.07 C in./Ratio in./Ratio Jnt(s). 17- 5 -1930 0.11 C 8-12 -1478 0.08 C I. Span -0.42/999-0.92/503 6-5 16- 5 251 0.03 C 12- 9 848 0.09 C Horiz. 0.23 0.51 NA 5-15 1169 0.13 C Max DL Deflection L/928 = -0.50 3 PLYS REQUIRED Long term deflection factor = 1.50 Lineal Footage - 323.7 9-11- 0 20-2-0 Joint Locations ========...... 1) 0- 0- 0 8) 33- 0- 1 15) 21- 1- 8 2) 4- 0-14 9) 35-11- 2 16) 16- 7-11 3) 6-11-15 10) 40- 0- 0 17) 13- 1- 8 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 5) 16- 7-11 12) 34- 5-10 19) 5- 6- 6 6) 23- 4- 5 13) 29- 8- 5 20) 0- 0- D 7) 30- 1- 0 14) 23- 6- 1 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 40-10- 8 BC Vert L+D -40 0- 0- 0 -40 40- 0- 0 Concentrated LBS Location BC Vert L+D -1403 13- 1- 8 BC Vert L+D -2330 21- 1- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--11134/3920,2-3 11589/4026, 3-4--13553/4223,4-5 16166/4709, 5-6--18761/5294,6-7--16881/5179, 7-8--12056/4227,8-9--10383/4021, 9-10=-9993/3916, BOT CHORD 20-19 3466/9867, 19-18=-3873/11801,18-17--3830/12573, 17-16=-5090/17747,16-15--5088/17743, 15-14--5076/17161,14-13=-3844/11191, 13-12--3875/10565,12-11--3464/8858, Webs 2-19 224/970,19-3 1674/291, 3-18-0/804,4-18--1142/3103,4-17=-909/4434, 17-5--1930/639,16-5--115/251,5-15--73/1169, 15-6--114/2408,6-14--1921/270, 14-7=-1268/6048,13-7--1235/2934,13-8-0/635, 8-12--1478/299,12-9--221/848, 9-11- 0 r 1 7 600 I! r- r7 vzs RYin - 6.00 1 5-7-4 1 0- 6- 6 Face = 0- 2- 8 10 1 5-5-14 0- 6- 6 Face = 0- 2- 8 0-8-0 -S-Q 14- 6 8 10-11- 0 , _._ 380 8.00" 10- 3-11 19-4-10 l0- 3-11 3444 8.001, 20 19 8 17 16 14 3 1 0-107,8 40- 0- a5 12 'b_1OL8 9) COSMETIC PLATES (4)3X6 (28)2X4 1403# 12330# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING 1'O BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Ma ro n des systems B acing shown on this drawing ism erection bracing, wind bracing, ponal bracing or similar bracing which is a pan of the building derign and which must be considered by the building designer. Bracing shown is for lateral support ofwss members oNytoreduce buckling length. Provisiom must bemade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall arncmre maybe required. (See HIB-91 ofTPl) For specific mass taxing requirements, contact building desigua.(Tross Plate Innimte TPI is located at 533 4005 MARONDA WAY WO-firfo Drive. Madison. Wiwonsin 53719f. Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 920050068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 9) Scale = 0.1368 WO: ARLK TI: C1 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rruzue Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:D Qty:l DESIGN INFORMATION This design is for m individual building component and hasbeen basedon information provided by the client. The designer disclaims any responsibility for damages as a result offaultyorinconecl information, specifications andfor designs frmishd to the wss designer by the client and the correctness or accuracy of this information as it may relate to a specific project and accepts - responsibility or exercises no conmel with regard to fabrication. handling, shipment and installation ofmosses. This truss has been designed as an individual building component in accordance with ANSI?PI 1.1995 and NDS•97 to be incorporated as pan of the building design by is Building Designer (regiaezd amhil-I or professional mom), when re iewed for approval by the building designer. the design loadings shown must becheckdtobesurethatthedatashowyareinagreement with the local building codes, local climatic records for windor snow, load, poject specificationsor special applied loads. Unless shown, wss has Out been designed for storage or occupancy bads. The design assumes compression chards (top w bourns) tie continuously braced by sheathing unless otherwise specified. where bottom chords in tension me not fully braced laterallyby a properly applied rigid ceiling. they should be braced at a maximum spacing of10'-0' o,c. Connector plates shall be anofacmred from 20 gauge hotdipped galvanized steel coming ASTM A653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confom ance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writingbefore tuning or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cul for tight filling wood to wood bearing. Connector plates shall be looted on bah faces of the truss with nails full) imbedded and shall be svm. about thejoint unlessotherwiseshown. A 5x4 plateis 5' wide x a' long. A 6xg plate is 6' wide x 8' long. Sloss (holes) mo parallel tothe plate length specified. Double cutson web members shall meet at the cenuoid ofthe webs unless otherwise shown. Connector plate sizes we minimum sizes based on the forces shown and may need to be inctcasd for certain handling and/or erection suesses. This wss is Out to be fabricated with frc retardant neared lumber unless otherwise drown. For additional information on Quality Control refer to ANSlrrP1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling, Installing and Bracing'. HIB-91. Trusses aretobe handled with panicular rho during banding andbundling. delivercand installation to amid damage. Temporary and p---. bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and instilled by others. Careful handling is essential and erection bracing is always required. Normal preewionam action for trusses requires such temporary bracing during installation between mosses to amid toppling and domiming. The supervision of erection ofmosses shall be under thecontrol ofpersons experienced in the installation ofmosses. Professional advice shall besought if needed. Concentration ofconstructionInds greater than the design loads shall net be applied to tresses. at am, lime. No loads other than the weight of the erectors shall be applied to trusses until after all fawning and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-13,6-13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1761 0 -1235 B Pin 39- 8- 0 1 1761 0 -1235 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4943 0.48 A 16-15 4415 0.86 2- 3 -5015 0.51 A 15-14 4805 0.83 3- 4 -4952 0.36 A 14-13 4530 0.76 4- 5 -5666 0.53 A 13-12 4530 0.76 5- 6 -5666 0.53 A 12-11 4805 0.83 6- 7 -4952 0.36 A 11-10 4415 0.86 7- 8 -5015 0.51 A 8- 9 -4943 0.48 A 11- 4- 6. 00 6- 3-12 0- 6-6 MULTIPLE LOADS -- This design is the --_ ------ =--- =Joint Locations --- =----------- composite result of multiple loads. 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0- WndLod per ASCE 7-02, C&C, V- 125mph, 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 Bld Type- encl L- 40.0 ft W- 40.0 ft Truss 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 in INT zone, TCDL- 0.0 psf, BCDL= 0.0 psf 5) 20- 0- 0 11) 33- 9- 2 Impact Resistant Covering and/or Glazing Req 6) 28- 8- 0 12) 28- 4- 5 ' Bracing Schedule: FORCES (lb) - Max Compression/Max Tension Webs Brace Pt Joint to Joint TOP CHORD 1-2--4943/3231,2-3--5015/3273, 1/ 2 4-13,6-13 3-4--4952/3232,4-5--5666/3734,5-6--5666/3734, Bracing shown is for visual purposes only. 6-7--4952/3232,7-8--5015/3273,8-9--4943/3232, 1X4 continuous lateral bracing attached with BOT CHORD 16-15--2818/4415,15-14--3004/4805, 2- 1ld nails each member where shown.Bracing 14-13--2721/4530,13-12=-2721/4530, MUST be positioned to provide equal unbraced 12-11--3004/4805,11-10--2818/4415, segments OR 2x4 "T" brace may be nailed flat Webs 2-15=-74/254,15-3=-208/196, to edge of web with 12d nails spaced 8" o.c. 3-14--238/268,4-14--915/1558,4-13--753/1195, Brace must extend at least 90% of web length 13-5--392/425,13-6--753/1195,12-6--915/1558, 2x6 Brace required on any web exceeding 141. 12-7--238/268,7-11--208/196,11-8--74/254, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr--------GLOBAL MAX DEFLECTIONS--------- 2- 15 254 0.08 C 13- 6 1195 0.70 C LL TL 15- 3 -208 0.05 C 12- 6 1558 0.50 C in./Ratio in./Ratio Jnt(s). 3- 14 268 0.08 C 12- 7 268 0.08 CI. Span-0.55/840-1.09/426 5 4- 14 1558 0.50 C 7-11 -208 0.05 C Horiz. 0.33 0.65 NA 4- 13 1195 0.70 C 11- 8 254 0.08 C Max DL Deflection L/864 - -0.54 13- 5 425 0.11 C Long term deflection factor - 1.50 17- 4-0 11-4-0 lv4 6. 00 3. 00 1 -3.00 Face = 0- 2- 8 6- 2-6 0- 6-6 Face = 0- 2- 8 0- 8-0 0-8-0 1761 # 8.00" 1761 # 8.00" 11- 7-11 16- 8-10 11-7-11 16 15 4 13 2 11 10 0- J0, 8 40-0-0 0-JO,8 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTHS ON THIS SHRET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg' Ma nonda Systems B acing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pun of Dsgnr : TLY Chk : thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral mppon of cussmembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Live 16 • 0 psf locationsdeterminedbythebuildingdesigner. Additional bracing of theoverall structure may be required. (See HIB.91 P of TPl).For specific truss bracing requit ments. contact building designer.(Tmss Plate institute. TPI is located a1583 TC Dead 7.0 psf 4005MARONDAWAYWOnofrioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 psf TOMASPONCEP.E. LICENSE 9000SOD68 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf 9) Scale = 0.1585 WO: ARLK TI: D 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-7719 Design: Matrix Analysis rrorls.e ra[n: t,: \sera-a,vn nxza,<sauun asasa.zv asna.av5u.k,an Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:D1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been baud oninformation provided by'the client. The designer disclaims any responsibility for damages as a result offaulty or incorrect information. specifications and/or designs furnished to the wss designer by the client andthe coneemm or accuracy of this information u it may relate to a specific project and accept., no responsibility or eaeteises W conuul with regard to fabrication, handling, shipment and installation of trusses. This muss; has been designed u an individual building component in accordance with ANSVDPI 1-1993 and NDS- 97 to be incorporated as pan of thebuilding designby a Building Designer (registered architect or professional engineer). When reviewedfor approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building coda. local climatic records for wind or snow loads, project specifications or specialapplied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumm compression chords (sup or bottom) are continuously braced by sheathingudm otherwise specified. µTer, bottom chords in tension use not fully braced laterally by a properly applied rigid ceiling. they should be bracedat a maximumspacingofIV-0' o,c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized steel meeting, ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vmfy (hat this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies use to, be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or disoned grain. Members shall be .1 for tight fitting.nod to wood bearing. Connector plans shall be located on both f of the truss with it, fully imbedded and shall be s)m. about the jointunlm otherwise shown A 5s4 plate is 5' wide s a' long. A 6s8 plate is6' wide a 8' long. Slots (holes) sun parallel m the plate length specified. Double cuts onweb members shall men at the centroid of the webs unless otherwise shown. Connector plate sizes use minimum sizes based on the forces shown and may need to, be increased for certain handling and/or section Messes This wss is notto be fabricated with fire reardant vested lumber unlm otherwiseshown. For additional infomution on Quality Control ref- to ANSIITPI 1- 1995 PRECAUTIONARY NOTES All bracing and --lion recommerdations we to be followed in accodance with "Handling. Insulling and Bracing'. ifIB-91. Trusses use to behandledwith ponicutzr care duringbanding and bundling. delivery and installation to avoid damage. Temporary and Permanent bracing for holding trusses in a might and plumb position and for resisting lateral forces shall be designed and instilled by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for mosses requires such temporary bracing during installation between mosses to avoid toppling and domiroing. The supervision of erection of mosses shall be under the control of Personseaperietoed in the installation of mosses. Professional advice shall be sought if needed. Conamntion of wrwnrmion loads greater than the design loads sholl not be applied to busses at any time. No loads other than the weight of the --tors shall be applied in, trusses unfit after all fastening and bracing is completed. 0- 6-6 TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 6 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V- 125mph, 2x 4 SP #2 4-13,6-13,0- 0 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 0- 0 Bld Type. encl L- 40.0 ft W. 40.0 ft Truss All COMPRESSION Chords are assumed to be in INT zone, TCDL- 0.0 psf, BCDL- 0.0 psf continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req In - Plant Quality Assurance with Cq- 1 Bracing Schedule: FORCES ( lb) - Max Compression/Max Tension Chords Max O.C. From To TOP CHORD 1-2=-4942/3231,2-3--5015/3273, BC 48.0" 0- 8- 0 14- 6- 8 3- 4--4951/3232,4-5--5666/3733,5-6--5666/3733, BC 48.0" 29- 1- 0 39- 4- 0 6- 7--4952/3232,7-8--5015/3273,8-9--4943/3231, Webs Brace Pt Joint to Joint BOT CHORD 16-15--2818/4415,15-14--3003/4804, 1/2 4-13,6-13 14- 13.-2721/4529,13-12.-2721/4530, Bracing shown is for visual purposes only. 12- 11--3003/4804,11-10--2818/4415, ® 1X4 continuous lateral bracing attached with Webs 2-15--74/254,15-3=-208/196, 2- 1ld nails each member where shown.Bracing 3- 14.-238/268,4-14--915/1558,4-13--753/1196, MUST be positioned to provide equal unbraced 13- 5=-392/425,13-6.-753/1195,12-6.-915/1558, segments OR 2x4 "T" brace may be nailed flat 12- 7 238/268,7-11.-208/196,11-8.-74/254, to edge of web with 12d nails spaced 8" o.c. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr Brace must extend at least 90% of web length 2- 15 254 0.08 C 13- 6 1195 0.70 C 2x6 Brace required on any web exceeding 141. 15- 3 -208 0.05 C 12- 6 1558 0.50 C-------- GLOBAL MAX DEFLECTIONS--------- 3- 14 268 0.08 C 12- 7 268 0.08 C LL TL 4- 14 1558 0.50 C 7-11 -208 0.05 C in./Ratio in./Ratio Jnt(s). 4- 13 1196 0.70 C 11- 8 254 0.08 CI. Span-0.55/840-1.09/426 5 13- 5 425 0.11 C Horiz. 0.33 0.65 NA Max DL Deflection L/864 . -0.54 Long term deflection factor - 1.50 11- 4-0 17-4-0 I 2 3 4 5 6 6. 00 6- 3-12 1 3.00 Face = 0- 2- 8 0- 8-0 14- 6- 8 t 1760 8.00. 11- 7-11 6 15 4 16- 8-10 Joint Locations-------- ---- 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0. 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 9- 2 6) 28- 8- 0 12) 28- 4- 5 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1235 B Pin 39- 8- 0 1 1761 0 -1235 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4942 0.48 A 16-15 4415 0.89 2- 3 -5015 0.51 A 15-14 4804 0.86 3- 4 -4951 0.36 A 14-13 4529 0.78 4- 5 -5666 0.53 A 13-12 4530 0.76 5- 6 -5666 0.53 A 12-11 4804 0.86 6- 7 -4952 0.36 A 11-10 4415 0.89 7- 8 -5015 0.51 A 8- 9 -4943 0.48 A 11- 4-0 I 1 7 8 9 6. 00 6- 2-6 0- 6-6 3. 00 Face = 0- 2- 8 10- 11- 0 L LO- 8- 0 1761 . 00" II- 7-11 2 11 COSMETIC PLATE1'W'3X61(28)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Bracing shown on thisdrawing is nor ere -ion bracing. wind bracing, portal bracing or similar bracing.hich is a pan of the building design and which must be considered by thebuilding darer. Bracing shown is for lateral support of truss embers only to reduce buckling length. Provisions must be made to anchor [arm] bracing at ends and specified locations determined by the building designer. Additioml bracing of the overall stmme r cte maybequired. (Sec MB-91 of TPO. F"r specific moss bracing requirements, contact building daigner.(Trnss Plate Instimtq TPI is located at 593 D'Omfrio Drive. Madison. Wisconsin 53719). Eng Job: Dwg' Dsgnr : TLY M anondesSystemsTCLive TC Dead BC Live BC Dead 1 TOTAL 4005 MARONDA WAY Sanford, FL. 32771 407) 32. 1-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 9) Scale = 0. 1536 WO: ARLK TI: D1 Chk: 8/ 26/2005 16.0 psf Lbr DF: 1.25 7.0 psf Plt DF: 1.25 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 10.0 psf Code: FLA Design: Matrix Analysis rrori.ke Yacn: G: \lba-LVh \ROLE \JOOtl \euca.as \asxaan \La.k1LE Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:E Qty:1 DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the=________==vet:=Joint Locations ----- ===eve.... This design is for an individual building component and BC: 2x 6 SP 02 composite result of multiple loads. 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- Q hasbeen basedon informationprovidedbythe client. The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V- 125mph, 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 designer disclaims artyresponsibility for damages as a 2x 4 SP #2 4-13,6-13 H- 15.0 ft. Ie 1.00, Exp.Cat. B, Kzt- 1.0 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 Fault of faulty or incorrect information specYcatfom All COMPRESSION Chords are assumed to be Bld Type- encl La, 40.0 ft W- 40.0 ft Truss 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 andlor designs furnished to the truss designer by the client 00 sf 5) 20- 0- 0 11) 33- 1- 2andmecorr«mess tBCDL= . oraccuracyofthisinnnationasitcontinuouslybracedunlessnotedotherwise. in INT zone, TCDL- 0.0 psf, p may relate to a specific project and accepts no in -Plant Quality Assurance with Cq- 1 impact Resistant Covering and/or Glazing Req 6) 27- 4- 0 12) 27- 0- 5 responsibility or exercisam control with regard W In -Plant Quality Assurance, per ----MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension fabrication. handling. shipment and insullauon of trusses. sec. 3.2.4 of TPI-1-02, for joint(s): X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5044/3271,2-3.-5073/3284, This truss has been designed as an individual building 13 0- 4_ 0 1 1760 0 -1229 B Pin 3-4--4766/3106,4-5--5064/3362,5-6--5064/3362, componentinaccordancewithANSVTPI1-1995 and NDS- 97 to be incorporated as pan of thebuilding design ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 39- 8- 0 1 1760 0 -1229 8 H Roll 6-7.-4767/3106,7-8.-5074/3284,8-9--5045/3271, by a Building Designer (registuadarchitect or 1- 2 -5044 0.48 A 16-15 4524 0.89 PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 16-15=-2860/4524,15-14 2945/4756, professional engineer). When reviewed for approval by 2- 3 -5073 0.50 A 15-14 4756 0.82 .WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE.. CSI. Cr 14-13--2575/4344,13-12--2576/4345, the building designer. the design loadings shown must be chakcdtobesure that the data shown meinagreemem 3- 4 -4766 0.36 A 14-13 4344 0.67 2-15 185 0.06 C 13- 6 783 0.52 C12-11.-2945/4758,11-10=-2860/4525, With the local building codes local climatic records for 4- 5 -5064 0.44 A 13-12 4345 0.67 15- 3 151 0.04 C 12- 6 1554 0.50 CWebs 2-15=-58/185,15-3=-67/151, wind or snow loads project specifications or special 5- 6 -5064 0.44 A 12-11 4758 0.82 3-14 -367 0.15 C 12- 7 -367 0.15 C3-14--367/352,4-14 911/1553,4-13--503/784, applied loads.Golessdnn,. vuss has no, bear designed 6- 7 _4767 0.36 A 11-10 4525 0.89 4-14 1553 0.50 C 7-11 151 0.04 C13-5--330/363,13-6--503/783,12-6--911/1554, for storage or occupancy loads. The design assumes compression chords (top or bottom) we continuously 7- 8 -5074 0.50 A 4-13 784 0.52 C 11- 8 185 0.06 C12-7--367/352,7-11--67/151,11-8--58/185, braced by sheathing mlas otherwise specified. What 8- 9 -5045 0.48 A 13- 5 363 0.09 C--------GLOBAL MAX DEFLECTIONS--------- bottomchords in tension are Out fully braced laterally by a LL TL property applied rigid ceiling. they should be bracedat a in./Ratio in. Ratio Jnt(s). maximum spacing of 10. 0' oc. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel I.Span -0. 50/931 -0. 98/472 5 meeting ASTM A 653. Grade 40. unlas otherwise shown. Hori z . 0.32 0.64 NA Max DL Deflection L/ 958 - -0.48 FABRICATION NOTES Long term deflection factor 1.50 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformarcc with the fabricator's plans and to realizea continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata hall nut be installed over knotholes knots bar dignred grain. Members shall be ettl for tight fitting wood to wood bearing. Connector Flares shall be looted on bah faces of 12-8-0 14- 8- 0 12-8-0 the iness with reils filly imbedded and shall be sm. about I I I I I I the joint unless otherwise shown. A 5x4plate is 5' wide x1 2 3 4 5 6 7 8 9 a- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) ton parallel to the plate length specified. Double cuts on web members shall meet at the cammid of the webs unless 6.00 otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be 6x8 3x4 6x8 increased for certain handling and/or erection suesscs. Thisuuss is Trot to be fabricated with fire retardant bcmed iz- lumber unless otherwise shown. For additional information on Quality Conuol ref to ANSI/rPl 4x6 4x6 1-1995 PRECAUTIONARY NOTES 3x4 _ - 3x4 ac All ling and actionrecammendmionsare tobe 6-11-12 _ 6-10- 6 followed in accordance with'Handling. Imtalling and Bracing% HIB-91. Trussesare to be handled with 8xl 4 4x 8X14 particular are during banding and bundling, delivery and0-6-6 5x8 3-0-15 _ _ 0-6-6 installation to avoid damage. Tanporvy and permen ant I 4x6 4x6 Sx8 bracingfor holding basses in a suaight and plumb position and for resiaing lateral forces shall be designed and installed by others. Carefulhandling is essential and erection bracing is always required. Noma) preutionary 3.00 action for basses requires such temporary bracing during Face = installation between basses to avoid topplingand0- 2- 8 Face = 0- 2- 8 domiroing. The supmision of aectioo of basses shall be 0-8- 0under the control of persons expaice ced in the 0-8-0 -tr-- installation of basses. Professional advice shallbesought --tt if needed. Concentration of construction loads grater than 17600 8.00 rr 1760# 8.00" the design Inds shall nor be applied to trusses at any time. 12-11-11 14- 0-10 12-11-11 No loads other than the weight of the actors shall be applied to basses until after all fastening and bracing is 16 15 4 13 2 1 I 10 completed. 0_ 0 40-0-0 0-110-68 R - 3- 9) (RI- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1585 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. DwgTI' E Maronda Systems Bracing shownon this drawing ism cnctiot bracing, wind bracing. portal bracingor similar bracing uhich is a pan of Dsgnr-TLY Chk: 8/26/2005 the build g design and which mug be considered bythe building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified TC Live 16.0 0 s f Lbr DF : 1.25locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired, (See HIB-91 P ofTPD.For specific bass bracing requirements contact building designer.(Truss Plate Institute. TPI is located at 387 P l t DF : 1.25 4005 MARONDAWAY WOnofrioDri- Madison. Wisconsin 53719). TC Dead 7.0 psf O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321 BC Dead 10.0 psf Code: -3913 Code: FLA FBC-04 TOMAS PONCE P. E. LICENSE a:*0050068 1005 VANNESSA DR. OVIEDO FL 32766 ITOTAL 43.0 psf V4 . 7 . 21-7723 Design: Matrix Analysis vrorise race: a.: kaaa- a.vav knuanxuvue kaanaan kasax+aax kn.kaaaa Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:E1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designerdisclaims any responsibility for damages as a result offaulty orincorrect information, specifications and/or designs fumished to the truss designer by the client and the cortecmess or accuracy ofthis information as it may relate to a specific project and accepu no responsibility or exeroisa no control with regard to fabrication. handling. shipment and installation oftrusses. This truss has been designed as an individual building component in accordance with ANSUTPI 1.1995 and NDS-97 to be incorporated as pan of the building design bya Building Designer (registered architect or professional engincerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be we that the data shown we in agreanwt with the local building codex. local climatic records for windor s loads, project specificationsor special applied loads. Unless shown, truss has not been designed for storage or Occupancy loads, The design assumes compression chords (top or bottom) are continuously braced by sheathing unless othrnise spaifned. Wbere bottom chords in tension we not Polly braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Id-0' oc. Connector plates shall be manufactured from 20 gauge lot dipped galvanized sled meeting ASTM A 653. Grade 40. unless otherwisc shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vmfy that this drawing is in conformance with the fabricators plans and to teati7e a continuing responsibility for such verification. Any discrepancies tie to be put in writing before cutting or fabrication. Plates shall not be installed over kaotholes. knats Or disro ted grain. Members shall be cut for tight fitting wood to wood bearing. Connector Flares shall be located on both faces al the Imss with mils Polly imbedded and shall be tyro, about the joint unless otherwisc shown. A 5x4 plate is 5' wide x4- long. A 6d plate is 6' wide x 8- long. Slors (bola) mn parallel tothe plate length specified. Double cuts on web members shall meet at the cenuoid of the webs unless otherwise shown. Connector plate sizes we minimum sizes based an the forces shown and mayneed to be increased for certain handling and/or erection stresses. This toss is Out to be fabricated with rut rcardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI 1-1995 PRECAUTIONARY NOTES All bracing and elation recommendations are to be followed in accordance with -Handling. Installing and Bracing'. HIB-91. Tmsusare to be handledwith particular are during binding and bundling, delivery and installation Ica avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Carefulhandlingis essential and election bracing is aluays required. Normal precautionary action for wsta teeryues such temporary bracing during installation herwcen trussa to avoid toppling and dominoing. The supervision of erection of wssn shall be under the control ofpersona experienced in the instillation of trussa. Professional advice shall be sought if nrcded. Concentration of construction loads greater than the design leads shall not be applied to trusus at amtime. No loads other than the weight of the erectors shall be applied to tosses until afier all fastening and bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq- 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 13 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5044/3271,2-3.-5073/3284, 3- 4--4766/3106,4-5--5064/3362,5-6.-5064/3362, 6- 7--4767/3106,7-8=-5074/3284,8-9.-5045/3271, BOT CHORD 16-15--2860/4524,15-14--2945/4756, 14- 13.-2575/4344,13-12.-2576/4345, 12- 11.-2945/4758,11-10=-2860/4525, Webs 2-15--58/185,15-3--67/151, 3- 14.-367/352,4-14.-911/1553,4-13.-503/784, 13- 5e-330/363,13-6.-503/783,12-6--911/1554, 12- 7.-367/352,7-11 67/151,11-8.-58/185, 12- 8-0 I 2 3 6. 00 0- 6-6 3. 00 Face = 0- 2- 8 0- 8 14- 6- 8 ,, 1760 8.00" 12- 11-11 n a" 0 16 15 4 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, Kzt. 1.0 Bld Type- encl Le 40.0 ft W. 40.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0- 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5044 0.48 A 16-15 4524 0.93 2- 3 -5073 0.50 A 15-14 4756 0.84 3- 4 -4766 0.36 A 14-13 4344 0.69 4- 5 -5064 0.44 A 13-12 4345 0.67 5- 6 -5064 0.44 A 12-11 4758 0.82 6- 7 -4767 0.36 A 11-10 4525 0.89 7- 8 -5074 0.50 A 8- 9 -5045 0.48 A 14- 8-0 I 4 5 6 14- 0-10 40- 4- 0 2 Joint Locations=====__________ 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- Q 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 - MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1229 B Pin 39- 8- 0 1 1760 0 -1229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 15 185 0.06 C 13- 6 783 0.52 15- 3 151 0.04 C 12- 6 1554 0.50 3- 14 -367 0.15 C 12- 7 -367 0.15 4- 14 1553 0.50 C 7-11 151 0.04 it 4- 13 794 0.52 C 11- 8 185 0.06 13- 5 363 0.09 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.50/931-0.98/472 5 Horiz. 0.32 0.64 NA Max DL Deflection L/958 - -0.48 Long term deflection factor . 1.50 12- 8-0 I I I 7 8 9 6. 00 RS- 3- 9) COSMETIC PLATES (2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVBN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg' LMaronda Systems Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of Dsgnr : TLY thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral suppon of toss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified III Incaliom der;ined by thebuilding designer. Additional bracing of theoverall swcture may be required. (Sce HIB-91 TC Live of TPI).For der; toss bracing requirements. contact buildingdesigner.(Tross Plate Invimte. TPI is located at 583TC Dead 4005MARONDAWAYIYOoofrioDrive. Madison. Wisconsin 53719). Saitford, FL. 32771 BC Live 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 BC Dead 1005 VANNESSA DR. OVIEDO FL 3276E 1TOTAL 3. 00 6- 10- 6 0- 6-6 Face = 0- 2- 8 8- 0 1760# 8.00" 9) Scale = 0.1585 WO: ARLK TI: E1 Chk: 8/26/2005 16. 0 psf Lbr DF: 1.25 7. 0 psf Plt DF: 1.25 O. C.: 2- 0- 0 10. 0 psf TPI-02/FBC-04 10. 0 Psf Code: FLA AI n F vA 1 71-7775 Design: Matrix Analysis rrorlie raLn: L: saa-raazn tnszi ns ku true truaa.n xasnaa.. xaa a.. y,aas Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:F Qty:l DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... BC: 2x 6 SP 92 composite result of multiple loads. 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- QThisdesignisforanindividualbuildingcomponentand has becnbased oninf rmationprovidedbytheclient.The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V= 125mph, 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 designer disclaims anyrapomibilky for damagaas a 2x 4 SP #2 4-13,6-13 H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 raraft or raulty or incorrect information. specifications All COMPRESSION Chords are assumed to be Bld Type. encl L. 40.0 ft W= 40.0 ft Truss 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 and/ or designs furnished to thefruits;designer by the client itcontinuously braced unless noted otherwise. in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf 5) 20- 0- 0 11) 32- 5- 2 andtheconamasoraccuracyofthisinformationWmay relate to a specific project and accepts no In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req 6) 26- 0- 0 12) 25- 8- 5 responsibilityorcxercisanocon"] with regard to MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension TC. ..FORCE..CSI. Cr BC. ..FORCE..CSI. fabrication. handling. shipment and installationof"ssa. X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5119/3294,2-3.-5102/3276, 1- 2 5119 0.49 A 16-15 4608 0.92 This wss has been designed u an individual building 0- 4- 0 1 1760 0 -1222 B Pin 3-4.-4570/2971,4-5.-4572/3055,5-6.-4572/3055, 2- 3 5102 0.48 A 15-14 4689 0.81 component in accordance with ANSlfrP11.1995 and NDS- 97 to be incorporated u panofthe building design39- 8- 0 1 1760 0 -1222 B H Roll 6-7.-4572/2972,7-8.-5103/3277,8-9.-5120/3294, 3- 4 4570 0.36 A 14-13 4152 0.60 by a Building Designer (registered architect or PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 16-15.-2885/4608,15-14.-2872/4689, 4- 5 4572 0.37 A 13-12 4153 0.60 - pmfessionalengineer). When reviewed for approval by WEB. Cr WEB. ..FORCE..CSI. Cr 14-13=-2423/4152,13-12.-2424/4153, 5- 6 4572 0.37 A 12-11 4690 0.81 the building designer. the design loadings shown must be FORCE..CSI. 2- 15 146 0.04 C 13- 6 486 0.25 C12-11--2873/4690,11-10.-2885/4608, 6- 7 4572 0.36 A 11-10 4608 0.92 checked to be sure that the data shown are in agreement with thelocal building coda. local climatic records for 15- 3 143 0.04 C 12- 6 1547 0.50 CWebs 2-15=-77/146,15-3=-58/143, 7- 8 5103 0.48 A wind orsnow loads. project specificatiomor special 3-14 -486 0.23 C 12- 7 -486 0.23 C3-14=-486/429,4-14--903/1545,4-13--323/487, 8- 9 5120 0.49 A applied bads. Unless shown, fro. has -1been designed 4-14 1545 0.50 C 7-11 143 0.04 C13-5.-261/298,13-6.-322/486,12-6.-904/1547, GLOBAL MAX DEFLECTIONS--------- forstorage or occupancy loads. The design assumes 4-13 487 0.25 C 11- 8 146 0.04 C12-7.-486/429,7-11=-58/143, 11-8.-77/146, LL TL s compression chords; or bottom) are continuously braced by sheathing unless otherwise specified. where 13- 5 298 0.08 C in./Ratio in./Ratio Jnt(s). bottom chords in tension are not fully braced laterally by a I.Span 0.47/989-0.92/501 5 properly applied rigid ceiling, they should be braced at a Horiz. 0.32 0.64 NA maximum spicing of I V-0' o,c. Catuectol Plata shall be Max Deflection L/999 0.46 manufactured from 20 gauge hot dipped galvanized steel Long term deflection te factor1.50 mretina ASTMA653. Grade 40. unlessotherwise shown. ction FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator' s plans and to realize a continuing responsibility for such verification. Any discrep truia ice to be put in writing before cutting or fabrication. Plata shall not be installed over VoMb les. knots or distorted grain. Members shall be cut for tight fining wood to wood bearing. Connector plata shall be located on bah faces of the truss with toils fullyimbedded and shall be sym. about the jointunlessotherwiseshown. A 5•4 plate is5' wide x a- long. A 6d plate is 6' wide x g' long. Slots (Iola) ton puallel to the plate length specified. Double cuts on web membersshallmeetatthecetuuidofthewebsunlessotherwiseshown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection suesus. This On. is rot to be fabricated with fire retardant neared lumber unless otherwise shown. For additional information on Quality Control For to ANSIIfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling. Installing and Bracing'. HIB- 91. Truss- we to be handled with particular care during banding and bundling. delixcm and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for raising lateral forces shall be dmigncd and installed by others. Careful handling is essential and cration bracing is always required. Normal precautiomn action for nussa requires such temporary bracing during installation bowera vussa to avoid toppling and domiming. The supervision of erection of trusses shallbe under the mmm[ of persons experiencedin the installation of " sses. Professional advice shall be sought if sanded. Concentrationof wnsrunion Indsgreater thanthe design loads shall nor be applied to muses at am time. No loads other than the weight of the crcctonshall be applied to " ssa until after all fastening and bracing is 14-0- 0 12-0-0 14-0-0 1 2 3 4 5 6 7 8 9 6.00 3.00 Face = 0- 2- 8 6.00 3.00 7-6- 6 0-6- 6 Face = 0- 2- 8 0-8- 0 -8-0 1760# 8. 00" 1760# 8.00" 14-3- 11 i l- 4-10 14-3-11 16 15 4 13 2 I 10 41 0- 110, 8 40-0-0 O- Ol'ea 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY 07 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Maronda Systems Bracing shown onthis dewing isnot erectionbracing, windbracing, portalbracing orsmuLu bracing which is a pan of thebuilding daign and which mum be considered by the building designer. Bracing shown is for lateral support of wss membersonly to reduce bucklinglength. Provisions mum be made to anchor lateral bracing at ends andspecified locations dnamined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTPI).For specific truss bracing requirements contact building designa.(Truss Plate Inutitum TPI is located at 583 4005 MARONDA WAY D'Onofrio Drive. Madisom Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 IOG5 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 9) WO: ARLK TI: F 8/26/ 2005 Scale = 0. 1585 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix AnalySIB Procne race: 3asacaaav 3aanaaax 3 o. r. air Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:F1 Qty:l I DESIGN INFORMATION This design is for an individual building component and hasbeen basedon information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications andlor designs furnished to, the wss designer by the client and the conamas or accuracy of Ibis information as it may relate to, a specific project and xccpu no responsibility or exercises no control with regard to fabrication. handling. shipment and installation ofuissa. This truss has been designed u an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (regislaed architect or professionalengineer). Wbor reviewed forapproval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement withthe local building codes, localclimatic records for wind or snow loads, project s)recifcatioas or special applied loads. Unless shown, truss has not boor designed for storage or Occupancy loads. The design assumes compression chords Imp or bottom) are continuously braced by sheathing unless otherwise specified. Where bonom chords intension are not fully braced laterally bya properly applied rigid ceiling. theyshould be braced at a maximum spacing of 1d-0' o.c. Connector plats shall be manufactured from 20 gauge hot dippedgalvanized Heel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrication, the fabricator shall review this drawing toverify that this drawing is in conformance with the fabricatios plans and o rcaliae a continuing responsibility for such verification. Anydiscrepancies are to be put in writing before cutting or fabrication. Plata shall rot be installed over knotholes bats or distend grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be looted on bah faces of the truss with nails folk imbedded and shall besvm. about thejointunlessotherwiseshown. A 5x4plate is 5- wide x a- long. A 6a plate is 6' wide x S' long. Slots (holes) ton parallel to the plate length specified. Double cuts an web members shall meet at the cammid of the webs unless otherwise shown. Connector plate site are minimum sires based on the fortes shown and may need to be incrused for certain handling anNor erection stresses. This truss is not m be fabricated with fine retardant veined lumber unless otherwise shown. For additional information on Quality Control refer m ANS1frP1 1.1995 PRECAUTIONARY NOTES All bracing and oration raommrndatiom are to be followed in accordance with'Handling. Installing and Bracing'. 111B.91. Tmssa we to be bundled with particular are during banding and bundling. deliver and installation to avoid damage. Temporary and pamanml bracing for holding masses in a straight and plumbpositionaMforresittinglateralforcesshallbedesigned and installed by others. Careful handling isessential and oration bracing is always required. Normal pnceautionlan action fortrusses requires suchtemporary bracingduring installation between wsucs to avoid toppling and dominoing. The supervision ofsection of mosses shall be undo the control of persons experienced in the installation of uussa. Professional advice shall be sought ifneeded. Conontmtion ofconstruction Inds greater than the design loadsshall not be applied to trussesat any time. No loads other than the weight ofthe eramrs shall be applied in trusses until no all factoring and bracing is completed. 0-6-6 TC: 2x 6 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1222 B Pin 39- 8- 0 1 1760 0 -1222 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-15 146 0.04 C 13- 6 486 0.25 C 15- 3 143 0.04 C 12- 6 1547 0.50 C 3-14 -486 0.23 C 12- 7 -486 0.23 C 4-14 1545 0.50 C 7-11 143 0.04 C 4-13 487 0.25 C 11- 8 146 0.04 C 13- 5 298 0.08 C 2 3 6.00 7-7-12 IV 1 3.00 Face = 0- 2- 8 0-8-08-0 1760 14- 3-11 6 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, Kzt- 1.0 Bld Type= encl L. 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0- 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5119 0.49 A 16-15 4607 0.95 2- 3 -5102 0.48 A 15-14 4689 0.84 3- 4 -4570 0.36 A 14-13 4152 0.61 4- 5 -4572 0.37 A 13-12 4153 0.60 5- 6 -4572 0.37 A 12-11 4690 0.81 6- 7 -4572 0.36 A 11-10 4608 0.92 7- 8 -5103 0.48 A 8- 9 -5120 0.49 A Joint Locations==== ------ =___- 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- Q 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 2 6) 26- 0- 0 12) 25- 8- 5 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5119/3294,2-3--5102/3276, 3-4--4570/2971,4-5 4572/3055,5-6--4572/3055, 6-7=-4572/2972,7-8--5103/3277,8-9--5120/3294, BOT CHORD 16-15--2885/4607,15-14--2872/46891 14-13--2423/4152,13-12--2424/4153, 12-11--2873/4690,11-10=-2885/4608, Webs 2-15--77/146,15-3--58/143, 3-14--486/429,4-14--903/1545,4-13--323/487, 13-5--261/298,13-6--322/486,12-6=-904/1547, 12-7--486/429,7-11--58/143,11-8--77/146, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/989-0.92/501 5 Horiz. 0.32 0.64 NA Max DL Deflection L/999 - -0.46 Long term deflection factor - 1.50 12-0-0 14-0-0 I 4 5 6 7 8 9 6.00 4 11- 4-10 L.-Q 2 7-6-6 0-6-6 Face = 0- 2- 8 0-8-0 1760# 8.00" R- 3- 9) COSMETIC PLATES (2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek 14T20 Scale = 0.1585 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg T I: F1 LIMIaronda Systems Bracingshownonthisdmwingis-cnxtionbracing. wind bracingpornalbacngorsimilar bracing whichisapan of Dsgnr:TLY Clik: 8/26/2005 the building designandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral suppon of wss members onlym reduce buckling length. Provisions must be madeto anchor lateral bracinga ends and specified TC Live 16.0 0 psf LbrDF : 1.25 s ---ermined bythebuildingdesigner. Additional bracing of the overall structure may be required. (Sec HIB-91 p of TPH.Fm specific wss bracing requirements contact building designo.(Tmss Plate Institute. TPI is located at 593 P l t DF : 1.25 4005 MARONDA WAY 90-frioDrivc.Madison.Wisconsin53719). TC Dead 7.0 psf 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 aOO50DGa BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4 . 7 . 21-7804 Design: Matrix Analysis yroule 'aen: uuue%avavauv 3esn-%I-yes.. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:G Qty:l I DESIGN INFORMATION This design is for an individual building component and has beenbased oninformation provided by the client. The designer disclaims any responsibility for damages as a resultoffaulty or incorrect information. specificalions and/or designs furnished to the truss designer by the client and the corro mess or accuracy of this information as it may relate w a specific project and accepts no responsibility or exercises noconsul with regard to fabrication, handling shipment and installation ofmusses. This muss has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sunhat the data sbown arc in agreement with the local building coda local climatic records for wind orsmow loads project spaiftc"iom or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathingunless otherwisespecified. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of10'-0' 0 C. Connectorplates shall be manufactured from 30 gauge hot dipped galvanized acel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in canfarmarse, with the fabricators plans and torealize a continuing responsibility for such verification. Anydiscrepancies are to be put in writing before cutting or fabrication. Plates shall no. be installed over knotholes. ksols or distorted grain. hlcmbors shall be cut for tight fitting wood to wood bearing. Conmenor plats shall be looted on bah faces of the truss with nails full) imbedded and shall be sysm. about the joint unless otherwise shown. A 50 plate is 5' wide x a- long. A 6a8 plate is 6' wide a 8' long. Slots (holes) run parallel to the plate length spaifted. Double cuts on web members shall men at the commid of the webs anless otherwise shown. Connector plate sizes are minimum sires based on the forces shown and may need to be increased for certain handling and/or oration su- This muss is not tobe fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Consul refer to ANSlrrP1 1.1995 PRECAUTIONARY NOTES All bracing and action recommendations are tobe followed in accordaoce with 'Handling. Installing and Bracing'. HIB-91. Trusses arc to be handled with Nnicular areduring banding andbundling. delivers and installation to avoid damage. Temporary and permanent brazing for holding musses in a straight and plumb position am for resisting lateral forces shall be designedandinsultedbyothers. Careful handling is essential and erectionbracing isalwaysrequired. Normal pretautionxrs action for musses requires such temporary bracing during installation between musses to avoid toppling and dommaing. The supervision oferection ofmusses shall be under the consul ofpersons experienced in the installation ofsusses. Professional advice shall be sought if needed. Concentration of construction lards greeter than the design loads shall not be applied to imssa at any time. No loads other than the weight of the rectors shall be applied to susses until after all faaening and bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP 01 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5258/3320,2-3--4428/2836, 3-4--4009/2687,4-5--4428/2836,5-6--5257/3320, BOT CHORD 12-11--2915/4761,11-10--2922/4783, 10-9--2305/4009,9-8--2922/4782, 8-7--2915/4760, Webs 11-2--92/199,2-10--687/569, 3-10--838/1551,3-9-0/1,9-4--838/1551, 9-5--686/568,5-8=-92/199, 15-4-0 6.00 8-3-12 0-6-6 3.00 Face = 0- 2- 8 0-8-0 1760# 8 00" 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, Kzt- 1.0 Bld Type. encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5258 0.48 A 12-11 4761 0.77 2- 3 -4428 0.44 A 11-10 4783 0.84 3- 4 -4009 0.52 A 10- 9 4009 0.75 4- 5 -4428 0.44 A 9- 8 4782 0.84 5- 6 -5257 0.48 A 8- 7 4760 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.52/899-1.02/455 4-3 Horiz. 0.32 0.63 NA Max DL Deflection L/924 - -0.50 Long term deflection factor - 1.50 4-0 Joint Locations==_= _- 1)0- 0- 0 5) 31- 9- 2 9) 24- 4-5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION---r- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1216 B Pin 39- 8- 0 1 1760 0 -1216 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 199 0.06 C 9- 4 1551 0.50 2-10 -687 0.60 C 9- 5 -686 0.60 3-10 1551 0.50 C 5- 8 199 0.06 3- 9 1 0.00 C 15-4-0 6.00 8-2-6 0-6-6 Face = 0- 2- 8 0-8-0 1760# 8.00" 15-7- 11 8-8-10 15-7-11 0- 0 12 11 0 40-0-0 8 7 0- 0 R - 3- 9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Ma non der Systems Bracing shown on this drawing ism emotion bracing. wind bracing portal bracing or sirrtar bracing which is a pus of the building design and which must be considered by the building designs. Bracing shown is for lateral suppon of suss members only toreduce buckling length. Provisions must be madetoanchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp.For specific suss bracing requirements contact building designa.(Truss Plate Institute. TPI is located at 533 4005MARONDAWAYUousurrioDrive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE sr00S0060 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: DWg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1585 WO: ARLK TI: G 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-7810 Design: Matrix Analysis rroC lle roc tar: I: \I68--kvsa - W vac o)avavaaav)auvuav v .I,a a. Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:G1 Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been based on information pro ided by the client. The designer disclaims any responsibility fordamages as a result of faulty or incorrect information. specifications and/or designs furnished to the wss designer by the client and the conecmm or accuracy of this information as it may relate to a specific project and accepss no responsibility or exacisesno control withregard to Fabrication, handling. shipment and installation ofcruses. This wss has been designed as an individual building component in accordarnce with ANSMI 1-1995 and NDS-97to be incorporateda panofthe buildingdesign by a Building Design. (registered architect or professional engine.), When reviewed for approval bythebuildingdesigner. the design loadings shown mug be checked to be we that the dau shown are in agreement with the local building codes local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown truss, has not been desiped for storage or occupancy bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a aximum spacing of I0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. 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 put in writing before cutting or fabrication. Plates shall not be installed ova knotholes. knots or dissected grain. Membens shall be cut for tight fittingwoodto wood bearing. connector plates shall be located on both faces of the wss with tails fully imbedded and shall be sym. about thejointunlmotherwise shown. A Sxa plateis 5' wide x a- long. A 6a8 plate is6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. tiConnectorplatesizesc minimum sizes based on the forces shown and may need to be increased for certain handling and/or cation manes. This truss is not to be fabricated with fire retardant created limbet unlm otherwise shown. For additional information on Quality Control refer to ANSVTPI 1.1993 PRECAUTIONARY NOTES All bracing and cation recommendations are to be followed in accordance with'Handling. Insulting and Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery andinstallationtoavoiddamage. Temporary and Permanent bracing forholding msses in a straight and plumb position and forresisting lateral forashall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for cm -requires such temporary bracing during instillation between trusses to avoid toppling and dominoing. The mpavision ofacetion ofwss. shall he unda the concrul ofpersons expaie ced in the installation of wssa. Professional advice shall be sought if needed. Corncemration of constriction loads grnler than the design loads shall not be applied to teases at any time. No loads other than the weighl of the actions shall be applied to u uses until after all fastening and bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5258/3320,2-3.-4428/2836, 3-4.-4009/2687,4-5.-4428/2836,5-6.-5257/3320, BOT CHORD 12-11.-2915/4761,11-10.-2922/4783, 10-9.-2305/4009,9-8.-2922/4782, 8-7.-2915/4760, Webs 11-2.-92/199,2-10.-687/569, 3-10.-838/1551,3-9.0/1,9-4.-838/1551, 9-5.-686/568,5-8.-92/199, 5-4-0 T 2 6.00 8-3-12 1 3.00 Face = 0- 2- 8 0-8-0 14-6-8 176 8.00" 15-7-11 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type= encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5258 0.48 A 12-11 4761 0.80 2- 3 -4428 0.44 A 11-10 4783 0.87 3- 4 -4009 0.52 A 10- 9 4009 0.75 4- 5 -4428 0.44 A 9- 8 4782 0.84 5- 6 -5257 0.48 A 8- 7 4760 0.77 9-4-0 3 4 c... 8-8-10 a _ ....___=.... Joint Locations _____________ l) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 2-14 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION---a.- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1216 B Pin 39- 8- 0 1 1760 0 -1216 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 199 0.06 C 9- 4 1551 0.50 2-10 -687 0.60 C 9- 5 -686 0.60 3-10 1551 0.50 C 5- 8 199 0.06 3- 9 1 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.52/899-1.02/455 4-3 Horiz. 0.32 0.63 NA Max DL Deflection L/924 = -0.50 Long term deflection factor . 1.50 15-4-0 I I 5 6 6.00 15-7-11 8-2-6 0-6-6 Face = 0- 2- 8 L L 0-8-0 1760#8.00" 0- 0 12 11 10 40-0-0 9 8 7 0- 0 0- 3- 9) A- 3- 9) 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 ERECTING CONTRACTOR. BRACING WARNING, Maronda Systems Bracing shown on this drawing is net erectionbracing. wind bracing, ponal bracingor similarbracing whichisa pan of the building design and which mug be considered by the building design.. Bracing shown is for lateral support oftmss members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-91 ofTPI).For specific truss bracing requirancrim contact building designer.(Truss Plate Institute. TPI is located at 593 4005 MARONDA WAY WOnofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE e0050D68 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLR Dwg: TI: G1 Dsgnr:TLY Chk: 8/26/2005 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 Tnma7. Az n -.F -A '7 7i _jai c uesign: nacrix atnaayeas ravaaae ram... a.aao-...a..s ... v .,., s .... a .... v -err-- Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:H Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any tesponsibihty for damages as, a result offaulty or incorrect information, specifications md/or designs famished to the bass designer by the client and the conamess or accuracy ofthis information as it may retire to a specific project and accepts nor responsibility or exercises no control with regard to fabrication, handling. shipment and installation ofmusses. This bass has been designed as an individual building component in accordance with ANSVrP1 1-1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect err professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked re be sure that the data shown are in agreement with the local building codes, local climatic records for wind or mew loads. project specificationsor special applied Wads. Unless shown, muss has not been designed for storage car occupancy loads. The design assumes compression chords (top or bosom) are continuously braced by sheathing unless otherwise specified. WherebottomchordsintensionarerotPollybracedlaterallyby a properly applied rigid ceiling. they should be braced at a maximum spacingof10140' owe. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meninx ASTM A653. Grade40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator'splans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plates hall not be installed over knothole:. knots or distorted grain. Members shall be ens for tight fitting wood to wood bearing. Connector plates shall be located on both faces of the truss with nails full imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x a- long. A 6xg plate is 6' wide x 8' long. Slots (holes) met parallel to the plate length specified. Double cuts onwebmembersshallmatatthecentmidofthewebsunless otherwise shown. Connector plate sizes are minimum sires basedon the forces shown and may need to be incrcased for ccruin handling and/or action stresses. This bass is not to be fabricated with fire retardant heated lumber unless otherwise shown. For addilienal information on Quality Control refer to ANSIffPI 1.1"5 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in aceordarxe with 'Handling. Installing and Bracing'. 1118-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and Pennant bracing for holding musses in a straight and plumb Position and for resisting lateral forces shall be designed and installed by others. Careful handlingis essential and erection bracing is always required. Normal precautionary action for basses requires such temporary bracing during installation bnwcm basses to avoid toppling and domin ring. The supervision oferection of musses shall be under the control ofpersons experienced in the installation oftrusscs. Professional advice shall be sought ifneeded. Cc= tration of construction loads greater than the design loads shall rot be applied to rousesat any time. No loads other than the weight of the erectors shall be applied to vases until after all fastening and bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5274/3277,2-3 4199/2650, 3-4=-3781/2515,4-5--4200/2650,5-6=-5274/3277, BOT CHORD 12-11--2875/4783,11-10--2875/4795, 10-9=-2105/3779,9-8=-2875/4795, 8-7--2875/4782, Webs 11-2=-99/220,2-10=-918/718, 3-10=-817/1505,3-9=-1/2,9-4 817/1505, 9-5--916/719,5-8=-99/219, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 220 0.07 C 9- 4 1505 0. 2-10 -918 0.65 C 9- 5 -916 0. 3-10 1505 0.48 C 5- 8 219 0. 3- 9 2 0.00 C Face = 0- 2- 8 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, Kzt= 1.0 Bld Type. encl La,40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req 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- lld nails each member where shown.Bracing MUSTbe 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. Cr Brace must extend at least 90% of web length 48 C 2x6 Brace required on any web exceeding 141. 65 C 07 C Joint Locations =====_=________ 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5. 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 31- 1- 2 12) 0- 0- 0 In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION-- - X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1203 B Pin 39- 8- 0 1 1760 0 -1203 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5274 0.48 A 12-11 4783 0.77 2- 3 -4199 0.52 A 11-10 4795 0.85 3- 4 -3781 0.34 A 10- 9 3779 0.58 4- 5 -4200 0.51 A 9- 8 4795 0.85 5- 6 -5274 0.48 A 8- 7 4782 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.47/97970.93/496 10-11 Horiz. 0. 32 0.64 NA Max DL Deflection L/999 - -0.46 Long term deflection factor - 1.50 16-8- 0 6-8-0 16-8-0 j 2 3 4 5 6 6.00 3.00 6x8 6x8 6.00 3.00 Face = 0- 2- 8 0_8_ 0 -8-0 1760# 8. 00" 1760# 8.00" 16-11- 11 6-0-10 16-11-11 12 11 0 40-0- 0 7 0- 0 ON9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SREET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. M a eon des Systems Bracing shown on this drawing ism erection bracing. wind bracing. porol bracing orsimilar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for tat" support of bass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional taxing of the overall swcture may be required. (Sec HIB-91 of TPI).For specificbass bracing requirements, contact building designa.(Tmss Plate lavtete. TPI is located at 583 4005 MARONDAWAY Donofrio Drive. Madiun, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE =0050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: H Dsgnr-TLY Chk: 8/26/2005 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 Anaiysis rrva>_ln rocs...: ..: kaaa-a.ya„k"mesa,.x..sa..er3ayax...yy.,.y..a.yaa.raa. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:I Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been based on information pmsided by the client. The designer disclaims any responsibility for damages as a result offaulty or iocorect information, specifncatiom and/or designs furnished to the wss designer by the client and the cormmess or accuracy of this information as it mayrcImc to a specific project and accepts no responsibility or exercises no control with regard to fabrication. handling. shipment and installation oftrusses. This truss has been designed as an individual building component in accordance with ANSVfPI I-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architector professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. wss her nob been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chordsintension arc not fullybraced laterallyby a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o,c. Connector plates shall be manufactured from 20 gauge hotdipped galvanized steel meeting ASTM A653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fbricator shall review this drawing to verify that this drawing is in conformance with the fabricator'splans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over Im dmles, knots or distorted grain. Member shall be cut for tight fitting wood to wood bearing. Connector plats shall be loatcd on both faces of the truss with nails full imbedded and shall be sym. about thejointunlessotherwiseshown. A 5x4 plateis 5' wide x a- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cues onwebmembersshallmenatthecentroidofthewebsunless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need in be increased for certain handling and/or erection suesses. This truss is not to be fabricated with fire retardant ueated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIffPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with "Handling. Installing and Bracing'. HIB-91. Troves are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding wsses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal pmoutionan action for wsses requires such temporary bracing during installation between wsxs to avoid toppling and dominoing. The supmisionoferection oftrussesshall be under the control of persona experieoccd in the installation of wsses. Pmfessional advice still be sought if needed. Concentration of construction loads grater than the design loads shall rat be applied to trusses at any rime. No loads other than the weight of the erectors shall be applied to trusses untilafter all fawningand bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5277/3234,2-3=-4060/2524, 3-4--3684/2421,4-5--4062/2523,5-6--5276/3234, BOT CHORD 12-11--2835/4789,11-10"-2831/4796, 10-9=-1996/3682,9-8--2832/4795, 8-7--2835/4788, Webs 11-2--103/254,2-10--1049/803, 3-10--799/1476,3-9--1/3,9-4--798/1476, 9-5--1047/804,5-8--103/253, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 254 0.08 C 9- 4 1476 0. 2-10 -1049 0.83 C 9- 5 -1047 0. 3-10 1476 0.47 C 5- 8 253 0. 3- 9 3 0.00 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, Kzt= 1.0 Bld Type. encl L. 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req 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 8" o.c. Cr Brace must extend at least 90% of web length 47 C 2x6 Brace required on any web exceeding 141. 83 C 08 C 6.00 5-2-0 6x8 6x8 Joint Locations_____________ 1)0-0 0 5) 30- 8-10 9) 22- 2- 0. 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 8-10 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION---•- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1192 B Pin 39- 8- 0 1 1760 0 -1192 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5277 0.48 A 12-11 4789 0.77 2- 3 -4060 0.54 A 11-10 4796 0.87 3- 4 -3684 0.31 A 10- 9 3682 0.50 4- 5 -4062 0.54 A 9- 8 4795 0.86 5- 6 -5276 0.48 A 8- 7 4788 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.49/944-0.97/479 10-11 Horiz. 0.33 0.64 NA Max DL Deflection L/971 - -0.48 Long term deflection factor = 1.50 17- 5- 0 6.00 3.00 1 LML Face = 0- 2- 8 0-8-0 0-8-0 1760# 8.00" 1760# 8.00" 17-I0- 0 4-4-0 17-I O- 0 0- 48 12 11 0 40-0-0 7 0- 0 R - 3- 9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY O1 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, M a roe des Systems Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which mug be considered by the building designer. Bracing shown is for lateral suppon oftins members only in buckling length. PmvWom mug be made to anchor lateral bracing m ends and specified locationsdetermined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 ofTPI).For specific wss bracing requiremenm contact buildingdesigner.(Tmss Plate Institute. TPI is located at 587 4005 MARONDA WAY D'Ornofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rs0050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: I Dsgnr:TLY Chk: 8/26/2005 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 psf v4.7.21-7829 Design: Matrix Analy619 Yrorlle Yarn: G:\18b-LVR\a10LR\UVLtl \eaaaa,R \euaa,R \1.kaaR Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:J Qty:l I DESIGN INFORMATION Thisdesign is for an individual building component and has been basedon information provided b the client. The designer disclaims any responsibility for damages as a result of faultyor incorrectinformation, specifications andror designs famished w the wss designer by the client and the corrmmes or accuracy ofthis information asit may relate to a specific project and accepts rap responsibility or exercises not control with regard to fabrication, handling, shipment and installation ofmisses. This wss has been designed as - individual building component in accordance with ANSlffPI 1-1995 and NDS-97 to be incorporated as pan of the building design bya Building Designer (registered -hit., or pvfcssional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads, pm)cel specifications or special applied loads. Unless shown. wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or honom) we continuously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properlyappliedrigid ceiling, they avoid be braced at a maximum spacing of 10'-0' o c. Connector plain shall be anufxmred from 20 gauge hot dipped galvanized steel meeting ASTM A653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformarue with thefabricatoos plans and o realizea continuing responsibility for such verification. Any disereparcies are to be put in writing before cutting or fabrication. Plain shall nor be installed ova tnotholm knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be [trared on both faces of the truss with nails fully imbedded and shall be sym, about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) mo pwallel to the plate length specified. Double cuts onwebmembershallmeetatthecenuoidofthewebsunless otherwise shown. Connector plate sizes are minimum sizes based on the forces dawn and may need to be increased for certain handling andzor erection suesses. This wss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infommation on Quality Con"] ref to ANSLrrP1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations see tobe followed in accordance with'Handling. installing and Bracing'. 11I13-91. Tmsses are to be handled with paniculu mm during banding and bundling. dclivcry and installation o avoid damage. Temporary and p-ment bracing for holding uusses in a straight and plumb position and for resisting talml forces shall bedesigned and installed by others. Careful handling is essential and erection bracing is always required. Normal ptaautiornary action for misses requires such temporary bracing during installation between misses to avoid toppling and domiming. The supervision oferection ofmisses shall be under the control ofpersmns experienced in the installation ofmisses. Professional advice shall be sought ifneeded. Concentration of construction loads greater than the design loads shall tot be applied totmsscs at am time. No loads other than the weight of the sectors shall be almliedto misses until after all fasteningand bracing is TC: 2x 4 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP 02 2- 5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2 1069/722,2-3--2114/771, BOT CHORD 7-6--571/885,6-5 558/868, 5-4 628/1836, Webs 6-2=-330/429,2-5--83/1148, 1 1 789# 8.00" 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. Kzt= 1.0 Bld Type. encl L- 14.7 ft W. 14.3 ft Truss in INT zone, TCDL= 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 789 -11 -673 B Pin 14- 2- 3 1 1887 0 -584 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 6- 2 429 0.14 C 2- 5 1148 0.21 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/771-0.14/999 5-6 Horiz. 0.01 0.03 NA Max DL Deflection L/999 - -0.07 Long term deflection factor ar 1.50 7-4-0 6.00 -6.00 40 Joint Locations ======___=____- 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 4- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 14- 4- 0 BC Vert L+D -40 0- 0- 0 -40 14- 4- 0 Concentrated LBS Location BC Vert L+D -1403 13- 0- 0 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1069 0.41 C 7- 6 885 0.42 2- 3 -2114 0.50 C 6- 5 868 0.58 5- 4 1836 0.71 1 1 1887# 3.63" 14-4-0 7 6 5 4 10- 14-4-0 EXCEPT AS SHOWN PLATES AA0M1Te]E MT20 1403# WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg' Ma ro ndes Systems B acing shown on th s d awing is nor erection bracing, wind bracing. portal bracing or similar booing which is a pan of Dsgnr : TLY Chk : the building dmign and which must be considered by the building designer. Bracing Gown is for latml support of wss mernbcs only o reduce buckling length. Provisions must be made to anchor latml bracing m ends and specified TC Livee 16 . Q psflffilocationsdererminedbythebuildingdesigner. Additional bracing of the overall structure maybe required. (See HIB-91 p i Fmspecific miss bracing requirements contact building designer.(Tmss Plate Institute. TPI is located .1583 TC Dead 7.0 psf4005MARONDAWAYDOwfrioDrive. Madison Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 psfTOMASPONCEP.E. LICENSE sr0050068 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 0.3164 WO: ARLK TI: J 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix AnalySIS ferorlle rafin: : kaaa-a,szn knvsas.kuczun zuvaan eusa.n u.kzazv Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:K Qty:2 ' DESIGN INFORMATION This design is for an individual building component and has beenbared on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications ardror designs furnished in the truss designer by the client and the coeecmess or accuracy ofthis information as it may relate to aspecific project and accepts on responsibility or exacises in control with regard to fabrication, handling. shipment and installation ofuusses. This truss has beat designed as an individual building compound in accordance with ANSIRPI 1.1995 and NDS-97 tobeincorporated aspan ofthe building design bya Building Designs (registered -hit., or professional enginar). When reviewed for approval by the buildingdesigner. the design loadingsshown must be checked tobesure that the data shownare in agreement with the Ioca1 building code. local climatic records for windor sow, loads, project specifications or special applied bads. Unless shown. uuss has not been designed for storage or rccupancy bads. The design assumes compression chords (top or bottom) arc continuously braced by sheathing unless otherwise specified. Where boMm chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' oc. Connectot plates shall be manufactured from 20 gauge hot dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawingto verify that thisdrawingis in conformance with the fabricames plans and to realise a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata Shall not be Installed ova knotholes knits or dlstoned grain. Membersshall be cut fortight fitting wood towood bearing. Connector plates shall be loened on both faces of the truss with it, fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5xa plan is5' wide x P long. A6x8 plate is 6' wide x g' long. Slots (holes) sun parallel to the plate length specified. Double cuts onwebmembersshallmeetatthecentroidofthewebsunless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or section suesses. This truss is not to be fabricated with fire retardant treated lumber unlessotherwise shown. For additional information on Quality Conunl refer to ANSI/rPl 1-1995 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with 'Ha filing. Installing and Bracing'. HIB-91. Tosses are to be handled with particular ere during banding and bundling. deli% errs and installation to avoid damage. Temporary and pmnanent bracing for holding trusses; in a suaight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is csscnlial and erection bracing is always required. Normal preaautionary action for trussesrequires such temporary bracingduring installation betweet trusses to avid toppling and do nixing. The supervision oferection of musses shall be under the control ofpersons experienced in the installation oftrusses. Professional advice shall be sought if needed. Concentration of wnnsmction loads greater than the design Inds shall not be applied to inssses m any time. No loads other than the weight ofthe erectors shall be applied to mussa 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. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L= 14.7 ft W. 13.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 7 379 0.09 C 4- 6 781 0.20 C 7- 3 328 0.11 C 6- 5 79 0.04 C 7- 4 139 0.04 C 4-5-3 0-6-6 k t M 597# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 1 597 29 -761 B Pin 12-10-12 1 562 0 -688 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 943 0.28 A 8- 7 -730 0.42 2- 3 736 0.24 A 7- 6 -483 0.38 3- 4 731 0.26 A 4- 5 62 0.17 A 7-4-0 6.00 13-0-0 4x6 Joint Locations =-.==._______•• 1) 0- 0- 0 4) 10-10-15 7) 7- 4- Q 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-767/943,2-3.-590/736, 3-4.-591/731,4-5.-32/62, BOT CHORD 8-7.-730/657,7-6.-483/392, Webs 2-7.-189/379,7-3.-289/328, 7-4.-50/139,4-6.-596/781,6-5.-26/79, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span-0.05/999-0.11/999 7-8 Horiz. -0.01 -0.01 NA Max DL Deflection L/999 . -0.05 Long term deflection factor - 1.50 6.00 562# 2.50" 10_ g 13-0-0 0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.3971 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Bracing shown on this drawing is not erection bracing. wind braacing. ponal bracing or similar bmcingwhich 'so pan ofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lataal support ofmuss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designs. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP1).Fm specific truss bracing requirement. contact building designa.(Tmss Plate Institute. TPI is located at 587 Donofrio Drive, Madison. Wisconsin 53719). Eng Job: DWg: Dsgnr:TLY Chk: WO: ARLK TI: K 8/26/2005MarondaSystems Live pTCLi16 . 0 s fTC Dead 7.0 psf BC Live 10.0 pef BC Dead 10.0 pef ITOTAL 43.0 PSf Lbr DF : 1.25 Pl t DF : 1.25 O. C.: 2- 0- 0 FBC- 04 FLA Code: v4. 7 . 21-8350 4005 MARONDA WAY Sanford, FL.32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WSO068 a1005 VANNESSA DR. OVIEDO FL 32766 Design: Matrix Analysis eroriie race: 1; yaaas-uvwya.vaa. xv,v,a,. A-- I- I-b- Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:L Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information prmidd by the client. The designer disclaims any responsibility for damages as a result offaulty or imoncel information, specifications andfor designs furnished to the truss designer by the client and the conermess or accuracy Of Nis Information a, it mayrelate in a specific project and accepts no responsibility or exercises no control with regard to fabrication. handling, shipment and installationoftruss. This no has been cinignd as an individual building component in accordance with ANS11TPi 1-1995 ad NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When renewed for appmval by the building designer, the design loadings shown must be checked to be We that the data shown are in agreement with the local building codes local climatic records for wind orsnow, loaft project specifications Of special applied bads. Unless shown. unss has nor been designed for storage or occupancy loads. The design assumes compression chords lop or bottom) are continuously braced by sheathingunlessotherwisespecified. Where bosom chords in tension rue -1 fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of Id-0' o C. Connector plats shall be manufactured from 10gauge lotdippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to lest riolion, the fabricator shall rview this drawing to verify that this drawing is in conformance with the fabricator'splans and to realize acontinuing responsibility for such verification. Any discrepancies are to be put in writing beforetuning or fabrication. Plates lull not be insulted over knotholes trots or disond gratin, Members shall be cto for tight fining wood to wood bearing. Connector plates shall be located on both faces of the trusswith nails fully imbedded and shall be sum. about the joint unless otherwise shown. A Sao plate is 5' wide x a- long. A 6x8 plate is6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cennid ofthe webs unless otherwise shown. Connector plate sizes ice minimum sizes based on the forces shown and may need to be increased for certain handling and/or section stresses. This no is not to be fabricated with fire retardant voted lumber unless otherwise shown. For additional irtfic-d- on QualityCo."] refer to ANSIRPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordancc with 'Handling. Installing and Bruing . IIIB-91. Trosses ice in be handled with particular cam during banding and bundling, delivery and installation to avoid damage. Temporary and permanenl bracing for holding trusts in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing isalwaysrequired. Normal precautionap action for trusses, requirs such temporary bracing during installation between notes to avoid toppling and domiaoing. The supervision of erection ofu toes shall be under the control ofpersons experienced in the installation ofuusses. Professional advice shall be sought ifneeded. Concenlntion ofcormrtnion loads greater than the design loads shall norbeapplied to Im4esat am time. No loads other thto the weight of theexecom shall be applied to nssa until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl L= 13.0 ft W. 13.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(e). I. Span 0.12/999 0.12/999 4-3 Horiz. - 0.01 -0.01 NA Max DL Deflection L/999 a 0.00 Long term deflection factor - 1.50 4- 5-3 0- 6-6 Al t MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 1 597 230 -695 B Pin 12- 10-12 1 562 0 -568 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 816 0.26 A 7- 6 -756 0.42 2- 3 601 0.23 A 6- 5 104 0.31 3- 4 626 0.36 A 7- 4-0 6. 00 Locations=____ .... ______ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-761/816,2-3--588/601, 3- 4=-497/626, BOT CHORD 7-6=-756/651,6-5--80/104, Webs 2-6 178/386,3-6 56/202, 6- 4=-644/613,5-4 478/549, WEB. .. FORCE..CSI. Cr .WEB. ..E'ORCE..CSI. C. 2- 6 386 0.10 C 6- 4 -644 0.48• 3- 6 202 0.06 C 5- 4 549 0.43 5- 8-0 416 3X4 4- 2-6 597# 8.00" 562# 2.50" 13- 0-0 1, 10_ g 13-0-0 0- 11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3971 WARNING: READ ALL NOTES ON THIS SHEET. A COPY Or THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNINGr racing shownonthisdrawingisnotereexionbracing wind bracing. ponalbracingorsimilubmcinguhichisapart of thebuilding design and which must be considered by the buildingdesigner. Bracing shown is for lateral support of truss membersonly to reduce buckling length. Provisions must bemade to anchor lateral bracing at ends and specified locations dnumined by the building designer. Additional bracing of the overall someone may be requird. (Sec HIB-91 of TPi fforspecific truss bracing requiremenm contact building design -.mass Plate holituM TPI is located at 333 VOrofrioDrive, Madison. Wisconsin 53719). Eng Job: Dwg: Dsgnr:TLY Chk: WO: ARLK TI: L 8/ 26/2005 Maronda Systems TCLive16. 0 0 s fp TC Dead7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf 1 TOTAL 43. 0 psf Lbr DF : 1. 25 Pl t DF : 1.25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21- 7847 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 T OMAS PONCE P.E. LICENSE e+0050068 1005 VANNESSA DR. OVIEDO FL32766 Design: Matrix Analysis rrOrlle racn: u: tics -snap kraorx kvrooa ka++x+aaxknax+,ax a.. yeses, Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:L1 Qty:l DESIGN iNFORMATION TC: 2x 8 SP #2 1: Plate(s) OFFSET from joint center. The Joint Locations==-....... This design is for an individual building component and BC: 2x 8 SP #1 D Joint Detail Report must be included 1) 6- 0- 0 4) 14-10- 8 7) 7- 4-19 has been based oninformation pro, idedb)the client. The WB: 2x 4 SP #3 with any submittal, inspection, and/or 2) 7- 4-14 5) 14-10- 8 8) 6- 0- 0 dcsignerdisclaimsanyresponsibilityfordamagesasa MULTIPLE LOADS -- This design is the fabrication documentation. 3) 13- 2-12 6) 13- 2-12 result incorsect themuss desgner FMI1andfotthewssdesignerbycompositeresult of multiple loads. L. and R. End verticals designed for wind TOTAL DESIGN LOADS be thedesignsfamishedtheclientdesignsAllCOMPRESSIONChordsareassumedtobeWndLodperASCE7-02, C&C, V= 125mph, Uniform PLF From PLF To ardthe canecmestoraccuracyofthisinformationuitmayrelatetoaspecihcpmjatandacceptsnocontinuously braced unless noted otherwise. H- 15.0 ft, Ill 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -6- 0- 0 -46 8-10- 8 responsibility orexercisesnoconwlwith regard m This 1- PLY trues designed to carry Bld Types encl L- 14.9 ft W. 8.9 ft Truss BC Vert L+D -270 -6- 0- 0 -270 8-10- 8 fabrication.handling. shipment and installation of trouts. 131 0a span framed toBCone face P in END zone, TCDL- 0.0psf, BCDL- 0.0 psf In -Plant Quality Assurance with Cq- 1 This wss has been designed as anindividualbuildinginwithANSUfPII-1995 and 21 0^ span split -framed to opposite face Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance, per component accordance NDS-97 to be incorporatedupan of thebuilding design MAX. REACTIONS PER BEARING LOCATION----- Supportedspan based on int. wind zone. sec. 3.2.4 of TPI-1-02, for joint(s): by a Building Design.(rcgistved-hit.. or X-Loll BSetVert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 7 . poressiomlengineer). When reviewed for approval by 0- 1-12 1 1403 9 -772 B Pin TOP CHORD 1-2--1131/650,2-3--1086/627, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. the building designer. the design loadings shownmustbe8- 8-12 1 1403 0 -761 B H Roll 3-4-0/0, 1- 2 -1131 0.06 C 8- 7 59 0.40 checked to be it that the datadrownareimagltetrrentwiththeIocAbuildingcodes. kneal climatic records for PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 8-7--9/59,7-6=-25/66,6-5-0/0, 2- 3 -1086 0.14 C 7- 6 66 0.84 wind or mow loads. project specifneatiomorspecial WEB. .. FORCE..CSI. Cr _WEB. ..FORCE..CSI. Cr Webs 8-1--1743/942,1-7--877/1717, 3- 4 0 0.05 C 6- 5 0 0.77 applied loads. Unlessshown.crimes has mubeen designed 8- 1 -1743 0.32 C 7- 3 1119 0.36 C2-7--45/216,7-3--554/1119,3-6--691/539, GLOBAL MAX DEFLECTIONS--------- for storage or occupancy loads. The design assumes 1- 7 1717 0.55 C 3- 6 -691 0.26 C LL TL compessionchords(toporboumn)arecontinuously braced by sheathing unless otherwisespecified. What 2- 7 216 0.07 C in./Ratio in./Ratio Jnt(s). bottom chords in tension are nor fully braced laterally by a I.Span-0.13/771-0.26/389 6-7 properly applied rigid ceiling. they should be braced at a HOri i . 0.04 0.07 NA maximum spacing of I V-0' o.c. Connector plates shall betionL/786 -0.13 Max DL Deflection manufactured from 20 gauge hotdippedgalvanizedsectminingASTMA653. Grade 40. unless otherwise shown. Long term deflection factor = 1.50 FABRICATION NOTES 1- 4-14 7- 5-10 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with 2 3 4 the fabricaures plans and to realize a continuingresponsibilityforsuchverification. Any discrepancies areto be put in writing before culling or fabrication. Plata 4.00 shall not be installed over knotholes, knotsor diuoned grain. Members shall be cm for tight filling wood to wood bearing. Connector plea shall be looted on bah faces of 6x 12 5x6 the miss with nails fully imbedded and shall besym. aboutthe joint unless otherwise shown. A 5x4 plate is 5' wide x 5x6 a• long. A 6xg plate is 6' wide xS' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meetat the cenuoid of the webs unlessJ otherwise shown. Connector plate sizes we minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This wss is not to befabricated with Ere retardantuealed t lumber miles, otherwist shown. For additional 3-0-0IinformationonQualityCentralrefertoANSI?PI 2- 6- 6 1-1995 PRECAUTIONARY NOTES All bracing and election recommendationsareto be f followed in accordance with "Handling. Installing and Bracing'. HIB- 91. Trusses are to be handled with puticular are during banding and bundling, &&tiny and installation to avoid damage. Temporary and permanent 13x6l 16x81 3x6 bracing for holding misses in a straight and plumb position and for resisting lateral forces shall be designed and insulted by others. Cuefol handling is essential and erection bracing is always required. Normal preautionan action for misses requiressuch temporary bracing during instillation between misses to avoid toppling and dominoing. Thc mper ision of section of misses dull be CKCFQ under thecon"] ofpersons experienced in the installation of misses. Professional adviceshallbesought if needed. Corcenlmtionof comarranion loads greater than 1403# 3.50" 1 .50 rr the design loads shall ram be applied to tnsssesatanytime. No loads other than the weightof the sectors shall be 7-4-8 applied to misses until after all fattening and bracingiscompleted. 8-10- 8EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, M a non des Systems B acing shown on thisdrawingis net erection bracing. wind bracing. portalbracing or similar bracing which is aof die buildiug design andwhich must beconsidered by the building designer. Bracing shown is for lateral supportof wss members only to reducebuckling length. Provisions mustbe made to anchor lateral bracing at ends and specified locations determined by the building designs. Additional bracing of theoverall structuremay be required. (Sec HIB-91ofTP ) For specific truss bracing requirements. contact building daigner.(Tmss Plate Institute, TPI is located at 5834005 MARONDA WAY D'Omftio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407)321-0064 Fax (407)321- 3913 TOMAS PONCE P.E. LICENSE aa00S0068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.4591 WO: ARLR TI: L1 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21- 7853 Design: Matrix Analysis Frotile Fatn: C:\TksK-LUK\worK\ JODB\AxLK\ARLK\Ll.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:L2 Qty:2 DESIGN INFORMATION TC: 2x 8 SP #2 MULTIPLE LOADS -- This design is the Joint Locations............... BC: 2x12 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-1zThisdesignisforanindividualbuildingcomponentand infomation b, the client. The WB: 2x 4 SP #3 L. and R. End verticals designed for wind 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0hasbeenbasedonprovided designer disclaims anyresponsibility for damages as a 2x 4 SP #2 1- 5 2-PLY TRUSSI fasten w/3"X 0.120" nails in TOTAL DESIGN LOADS ------------ resultoffaulty orinconatinformation. specifications All COMPRESSION Chords are assumed to be staggered pattern per nailing schedule: Uniform PLF From PLF To and/or designs furnished tothe miss designer by the client continuously braced unless noted otherwise. TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -524 0- 0- 0 -524 8-10- 8 and the conecmcssoraccmacyofthisinfowationasit mayrelatetoaspecificproject aoil accepts no This 2-PLY truss designed to carry Distribute loads equally to each ply. in -Plant Quality Assurance with Cq- 1 responsibility or exercises no control wish regard to 19, 0" span framed to TC one face This truss has not been designed for ROOF MAX. REACTIONS PER BEARING LOCATION----- fabricatioahandlingshipmentandinstallationofwsses. 6- 0" span framed to TC opposite face PONDING. Building designer must provide X-Loc BSet Vert Horiz Uplift Y Type This miss has barn designed as an individual building WndLod per ASCE 7-02, C&C, v. 125mph, adequate drainage to prevent ponding. (0.25 0- 4- 0 1 2330 0 -1024 B Pin component in accordance with ANSIlrPl 1-1995 and NDS.97 in be incorporated as pan ofine buildingdesign H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt- 1.0 in./ft. min. elope to drain). Truss must be 8- 8-12 1 2330 0 -1024 B H Roll by a Building Designer (registered architect or Bld Type. encl Ler 8.9 ft W- 8.9 ft Truss marked to prevent UPSIDE DOWN erection. PROVIDE UPLIFT CONNECTION PER SCHEDULE pmf_ional-gross). Wbenreviewedfmappmvalby END zone, TCDL. 0.0 psf, BCDL. 0.0 psf in WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr FORCES (lb) - Max Compression/Max Tension the building designer. the design loadings shown must be Impact Resistant Covering and/or Glazing Req 6- 1 -1622 0.14 C 5- 2 -3037 0.25 CTOP CHORD 1-2-0/66,2-3.0/0, checkedmbeserethatmcdausbownarcinagrament with the local building codes local climatic recordsfor Supported span based on int. wind zone. 1- 5 0 0.00 C BOT CHORD 6-5-0/66,5-4.0/0, wind ormwloads. project specifrcationsmspecialTC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Webs 6-1.-1622/713,1-5.0/0, applied loads. Unless shown un. has not been designed 1- 2 66 0.69 C 6- 5 66 0.72 5-2.-3037/1335, for sausage or occupancy loads. The design assumes 2- 3 0 0.37 C 5- 4 0 0.72 GLOBAL MAX DEFLECTIONS--------- compression chords (top or bonom) me continuously LL TL bracedby sheathing unless otherwisespecified. where 2 PLYS REQUIRED bottom chords in tension me not Polly braced laterally by a Lineal Footage . 25.1 in./Ratio in./Ratio Jnt(a). properlyapplieddgidcdlingtheyshouldbebracedas. I.Span-0. 09/999-0.18/523 2-1 maximum spacing of 10- 0' over. Connector platesshall be HOrl z . 0.02 0.03 NA manufactured from 70 gauge but dipped galvanized steel tion L/999 . -0.09 Max DL Deflection ermeetingASTMA 653, Grade 40. unless oshwiw shown. 8-10-8 firm deflection factor . 1.50 FABRICATION NOTES 1 2 3 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricamts plans and to realize a continuing responsibility for such verification, Any diurepancin arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotales. knot or dissoned 5x6 3x6 grain. Members shall becutfortightfiningwoodtowoodbearing. Connector platesshall be located on bah faces of the miss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A U4 plate is 5' wide x O a- long. A 6xgplateis6' wide x 9* long, Slots (bola) t mat parallel to the plate lengthspecified. Double cuts on web members shallmeet at she centroid of the webs unless oshcrwiwshown. Connector plate sizes arc minimum situbasedon she forces shown and may need to be z increased for certain handlingand/or erection stresses. 3- 0- 0 3-0-0 This miss is out to be fabricated wish fire retardant treated I lumber unless otherwise shown. For additional 1_ information on Quality Control refer to ANSlrrPi O 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ace to be followed in accordance with 'Handling. Installing and Bracing', HI8.91. Trusses as. to be handled wish 4 x8 800 particular art during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumb position and for resistinglateralfortesshallbedesignedandinstalledbyothers. Cu<lhl handling is essential and erection bracing is always required. Normal prcautionan action for misses trs such temporary bracing duringinstallationfQTen usmisses toavoidtopplingandillationbetweendomimoing. The supervisionoferection of misses shall be under the control of persons espaiaxed in she installationofwssa. Professional advice shall be sought 2330# 8.00" L 2- 0- 023304 150" if needed. Concentration of constitution loadsgreater than thedesign loads shall out be applied to trusses atamtime. 6-10- 8No loads other than the weight of thevectors shall be IVI appliedto misses until after all fastening and bracing is 6 5 4 8-10- 8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4689 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARNING. Dwg: TI: L2 Maronda Systems the .macro.,hownonshisdsawingisrracrwionbmingwindbmingpones[ brmingarsimilarbracingwhichisaponof Dsgnr:TLY Chk: 8/26/2005 building design and which muttbeconsideredbythebuildingdesigner. Bracing drown is for lateral suppon of miss members only to reducebuckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Li16 .0 psf Lbr DF : 1.25 locations determined by the building designer. Additional bracing of she ovesastructureve ll structure may be required. (SecHIB-91 pofOm7PD.For specific miss braciag requirements. comet building designer.(Trnss Plash Institute. TPI is located as 593 P l t DF : 1.25 4005MARONDAWAY D'fiioDive,Madison. Wisconsin53719). TC Dead 7.0 psf O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10. 0 psf 407) 321-0064 Fax (407) 321Code: 3913 /FBC-04 TOMAS PONCE P.E. LICENSE OPOO50068 BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 1 TOTAL 43.0 Psf v4 .7 .21-7858 Design: Matrix Analy919 ra Vaaa. ra-: ..: yaaaaa- aavw y..v.,. x., .,.,.x •... x •--. x - r Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:M Qty:3 I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result offaulty or incorrect information, specifications ardor designs furnished to the truss designer by the client and Ne c mmess or accuracy of dtis information m it mayrelate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation of trusses. This wss has been designed as an individual building component in accordance with ANSVFPI 1-1995 and NDS-97 to be incorporated as pan ofthe building design bya Building Designer (registered architect or professional engineer). Whea reviewed forapproval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads project speciliations or special applied loads. Unless shown. wss bas ono been designed for storage or occupancy loads. The design assumes compression chords (rop or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of W-0' toc. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sal meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior tofabrication, the fabricator shall review this drawing in verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over kr,otholes. knots cur distorted grain. Members stall be cut for tight filling wood to woodbearing. Connector plates shall be loated on bah fora of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x P long. A6x8 plate is 6' wide x 8' long. Slott (bales) run parallelto the planelengthspecified. Doublecuts on web membersshall meet at the antmid ofth< webs unless otherwise shown. Connator plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or crection anises. This truss is net to be fabricated with fire retardant .reared lumber unless otherwise shown. For additional information on Quality Control teller to ANSI?PI 1.1995 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with'Ha filing. Installing and Bracing'- HIB-91. Trusses are to be handled with particular ore during banding and bundling, deliver) and installation in void damage. Temporary and permment bracing for holdingtnzscs in astraight andplumb position and for resisting lateral forces shall bedesigned and intaalled by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for mosses requires such temporary bracing during Installation between mosses to avoid toppling and dominoing. Thesupersision ofaction ofmosses shall be under the control ofperson experienced in the installation ofmasses. Professional advice shall be sought if .needed. Concentration ofmnstmo ion loads greater than the design loads shall net be applied to trusses at any time. No loads other than the weight ofthe erectors shall be applied to mosses until alter all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2 880/1033,2-3--708/833, 3-4=-705/831,4-5--850/1034, BOT CHORD 8-7=-836/756,7-0=-840/729, 0-6--577/530, Webs 2-7--182/367,7-3=-390/431, 7-4=-150/371,0-0=-262/199, 4-5-3 0-6-6 Z' t I I 656# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 14.7 ft W= 14.3 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1033 0.28 A 8- 7 -836 0.42 2- 3 833 0.25 A 7- 0 -840 0.40 3- 4 831 0.25 A 0- 6 -577 0.22 4- 5 1034 0.26 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.12/999 7-8 Horiz. -0.02 -0.03 NA Max DL Deflection L/999 a -0.06 Long term deflection factor - 1.50 7-4-0 „ 7-0-0 6. 00 -6.00 4x6 a===Joint Locations --------------- 1) 0- 0- 0 4) 10-10-15 7) 7- 4- Q 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 656 6 -802 B Pin 14- 2-12 1 617 0 -718 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cl 2- 7 367 0.09 C 7- 4 371 0.09 - 7- 3 431 0.14 C 0- 0 -262 0.21 4-2-6 0-8-6 11 617# 2.50" 14-4-0 8 7 6 10- 14-4-0 0-I1"12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY or THIS DRAWING To BE GIVEN TO Dwg' CM:aronda Systems ERECTING CONTRACTOR. BRACING WARNING. Braci....... n .his drawing is rot erection bracing, wind bracing, portal bracing or similarbracing which is a pan of hebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral supportof moss Dsgnr : TLY Chk : members only to reducebuckling length. Provisions must be made in anchor lateral bracing at ends andspecified Live TC Li160 f cre mayberequired. (Sa HIB-91 location determinedbythebuildingdesigner. Additional bracing of the overallsuom p 8 of TPILFor serifc truss bracing requirements contact building desigaer.(Truss Plate Institute TPI is located to 593 TC Dead 7.0 psf 4005 MARONDAWAYD'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE aa00SOD68 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL32766 TOTAL 43.0 Ds£ Scale = 0. 3313 WO: ARLK TI: M 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-8351 Design: Matrix Anaiysls rroriie raen: t:: kiaa-a.vn kasosetc k... keuxa,n kauxaan\--yasr Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:N Qty:l DESIGN INFORMATION This design is for an individual building component and has been basedon information provided by the client. The designer disclaims any responsibility for damages as a resultoffaulty or incorrect information, specifications anNar designs fumished to the truss designer by the client and the corrom ss or accuracy ofthis information as it may relate to a specific project and accepts no responsibility orexercisesnocontrol with n<gand to fabrication. handling. shipment and installationofrrussa. This mass has been designed as an individual building component in accordance with ANSVTPI I-1995 and NDS.97 to be incorporated as; pan of the building design bya Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadingsshownmust be choked to be sure that the data shown are in agreement with the local building codes local climatic records for windor snow loads project specifications or special applied loads. Unless shown, mass has not been designed for storage or occupancy loads. The design assnma compression chords (top or bottom) we continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I0'.W oz. Connector plates shall be manufactured from 20 gauge hot dipped galvanized Simi meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plain and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall tot be insulted over knotholes, k-rors or dismned grain. Members shall be cra for tight fatting wood to wood boring. Connector plats shall be [Dated on both faces of the truss with mails full) imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide a 8' long. Slots (holes) mo parallel tothe plate length specified. Doublecuts on web members shall meet at the centruid ofthe websunless otherwise shown. Connor plate sizes are minimum sizes based on the forces shown and may need in be increased forcertainhandling and/or erection srressa, This mass is not to be fabricated with fire reurdam tested lumber unless otherwise shown. For additional information on Quality Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and aection recommendations are to be followed in accordance with'Handling. Installing and Bracing% HIB-91. Trusses are to be handled with particular ore during banding and bundling. deliwen and irsallation to avoid damage. Temporary and Permanent bracing for holding masses in a straight and plumb position and for resisaing lateral forces shall be designed and insulted by others. Careful handling is eseotial and ermion brazing is always required. Nominal pretaurionanactionformassesrequiressuchtemporarybracingduring installation between masses to avoid toppling and domiroing. The supmision oferection ofmasses shall be undo thecontrol ofpersons e.peritncad inthe installation ofmasses. Professional advice shall be sought if needed. Concentration of constriction loadsgrater than the design loads shall not be applied to Inns ess at am time. No loads other than the weight ofthe sectors shall be applied in masses until after all Westingand bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V- 125mph, WDG: 2x 4 SP #2 H- 15.0 ft, i- 1.00, Exp.Cat. B, Kzt- 1.0 All COMPRESSION Chords are assumed to be Bld Type= encl L= 14.7 ft W. 14.7 ft Truss continuously braced unless noted otherwise. in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf In -Plant Quality Assurance with Cq- 1 Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2=-800/855,2-3=-1249/1349, 2- 8- 0 1 671 0 -793 B Pin 3-4=-1071/1174,4-5=-1071/1174,5-6=-1249/1349, 12- 0- 0 1 671 0 -793 B H Roll 6-7--800/855, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 16-15--668/671,15-14--63/66, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 14-13=-50/91,13-12=-1099/1153, 14-13 91 0.10 B 3-12 292 0.07 C 12-11--1099/1153,11-10--50/91,10-9--63/66, 13- 3 40 0.01 C 12- 4 -840 0.27 C 9-8--668/671,13-3--15/40,11-5--15/40, 11-10 91 0.10 B 12- 5 292 0.07 C Webs 15-2=-325/397,15-13=-717/709, 11- 5 40 0.01 C 11- 6 403 0.13 C2-13--355/403,3-12--183/292,12-4--840/834, 15- 2 397 0.10 C 11- 9 -717 0.23 C 12-5--183/292,11-6--355/403,11-9--717/709, 15-13 -717 0.23 C 6- 9 397 0.10 C 6-9--325/397, 2-13 403 0.13 C 2 4-5-3 0-6-6 4-0 6.00 Joint Locations ==----_=====u== 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 9 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 855 0.21 A 16-15 671 0.30 2- 3 1349 0.25 A 15-14 66 0.12 3- 4 1174 0.20 A 13-12 1153 0.26 4- 5 1174 0.20 A 12-11 1153 0.26 5- 6 1349 0.25 A 10- 9 66 0.12 6- 7 855 0.21 A 9- 8 671 0.30 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/xxx 0.08/xxx 12 Horiz. 0.03 0.06 NA Max DL Deflection L/xxx - 0.00 Long term deflection factor - 1.50 7-4-0 I I' 3 4 5 6 7 6.00 4x6 3.00 J L_:I.00 671 # 64.00" 671 # 64.00" 5-4-0 2-0-0 2-0-0 5-4-0 16 i5 Is 12 1s 9 8 14-8-0 0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING, Dwg: Ma non des Systems she shown on this dnwing is nd erection bracing. wind bracing. portal bracing or simile brazing which is a pin of Dsgnr : TLY Chkebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral support ofmass membm onlytoreduce buckling length. Provisions must be made to anchor lateral bracingat ends andspecified TC Li16 . 0 psf locationsdeterminedbythebuildingdesigner. Additional bracing critic Live eoverallstructuremayberequired. (See HIB-91 p of ,,,. Fm specific mass bracing roquire mars, contact building designer.(Tmss Plate Institme. TPI is located at 533 TC Dead 7.0 psf 4005MARONDAWAYD'Oofrio Drive. Madison Wisconsin 53719). Satkford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OMSOD68 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 1 TOTAL 43.0 psf 4- 2-6 0- 6-6 11- 12) Scale = 0.3410 WO: ARLK TI: N 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LUK\WOLK\JODs\AHLK\ANLK\N.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:N1 Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages u a result offaulty or incorrect information. specifications and/or designs furnished in the im. designer by the client and the conecmas or accuracy of this information as it may relate to a specific project and accepts ra responsibility or c.-i- no control with regard to fabrication, handling. shipment andinstallationoftrusses. This wss has been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS.97 to be incorporated as pan of the building design bya Building Designer (registered architect or professional engineer). When reviewed forapproval by thebuilding designer, the design loadings shown must be checked in be sure that the data shown are in agreement with the local building coda, local climatic records for wind or snow loads project specifications or special applied loads. Unless shown wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced bysheathing unless otherwise specified. Whac bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' is c. Connector plats shall be manufactured from 20gaugehot dippedgalvanized steel meeting ASTM A 653. Grade 40, unlessotherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator dull review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize acontinuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed ova knotholes knots or distortedgrain. Members shall be cut for tight fitting wood to wood bearing. Connemor playa shall be located on both faces of the truss withnails fully imbedded and shall be sat. about shejoint unless othrnise shown. A 5x4 plate is 5' wide x a- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) sun puallel to the plate lengthspmifned. Double cuss on web membm shallmeet at the cenu ridof the webs onlas otherwise shown. Connector plate sizes tie minimum sizes based on the forces sbown and may need to beincreased for certain handling and/or action wastes. This truss is not to be fabricated with fire ri ardantneared lumber unless otherwise shown. For additional information on Quality Contra[ refs to ANSVfPI 1- 1995 PRECAUTIONARY NOTES All bracing and action recommendations tie to be followed in accords ce with "Handling. Instilling and Bracing'. HIB-91. Trusses tic to be handled with particular ore during banding and bundling. dclivxn andinsullnionmavoiddamage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essentialand erection bracing is alwa)z required. Normal pm autiorugy action for imsses requires such temporary bracing during installation between uussa to avoid toppling and dominoing. The supervision of cation of tmxsM shall be under the control of personsexperienced in the instillation of trusses. Profasional advice shall be sought if needed. Concentration of constructionloads grater than the design loads shallnor beappliedto trusses atany trine. No loads other than the weight of thesrsecto$hull beappliedto uusesuntilafterall fastening and bracing is completed. TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V- 125mph, 2x 4 SP #2 6- 6,4- 4 H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 All COMPRESSION Chords are assumed to be Bld Type- encl L= 14.7 ft W- 14.7 ft Truss continuously braced unless noted otherwise. in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2=-1223/1231,2-3--1223/1231, Bracing Schedule: BOT CHORD 6-0--851/824,0-5--965/1093, Chords Max O.C. From To 5-0=- 965/1093,0-4=-851/824, BC 72.0" 0- 8- 0 4- 4- 0 Webs 5- 2--516/731,0-0--114/232, BC 72.0" 10- 4- 0 14- 0- 0 0-0=- 114/232, Bracing shown is for visual purposes only. WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr GLOBAL MAX DEFLECTIONS--------- 5-2 731 0.23 C 0- 0 232 0.20 C LL TL 0- 0 232 0.20 C in./Ratio in./Ratio Jnt(s). I.Span 0.27/588 0.27/588 2-1 Horiz. 0. 04 0.07 NA Max DL Deflection L/999 - 0.00 Long term deflection factor a 1.50 7-4- 0 6.00 2 40 6. 00 3.00 - 3.00 0-8- 0 4- 4- 0 6710 8. 00" 7-4- 0 14-8- 0 COSMETIC PLATES ( 4)3X6 (8)2X4 Joint Locations========_______ 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- Q 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 671 0 -788 B Pin 14- 4- 0 1 671 0 -788 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1231 0.55 A 6- 0 -851 0.68 2- 3 1231 0.55 A 0- 5 1093 0.85 5- 0 1093 0.85 0- 4 - 851 0.68 3 4- 4- 0 0-8-0 671# 8. 00" 7-4- 0 t, 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 WARNINGr FMaronda SystemsBracingshownonthisdewingisnorerectionbracing. wind bracing, portal bracing or .%atria bracing which is a pun of the building design and which must be considered by the building designer. Bracing strewn is for lateral support of muss members only to reduce buckling length. Provisions must be made to anchor lateral bracing m ends and specified locations determined by the building designer. Additional bracing of thc overall structure may be required. (Sec HIB-91 of TPI).Forspecific taus bracing requirements contact building designes.lTmss Plate Instimic TPI is located at 583 400S MARONDA WAY D'Onofrlo Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 322.-3913 TOMAS PONCE P.E. LICENSE MOOSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg : Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 4-2- 6 0- 6- 6 Scale = 0. 3111 WO: ARLK TI: N1 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis rrOrlle resent s,: kaasa-uvr knv,anvs, vaua yeyay...v yasay..av yes... yeses$ Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:O Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====_-________ BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 8) 14- 0- 5 15) 9- 9-12Thisdesignisforanindividualbuildingcomponentand has been basedoninfonnationprovided b,the client. The WB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 3-10-11 9) 15-11- 7 16) 6- 9- 7 designer disclaim, -yrespon:ibilityfor damages a:a 2x 4 SP #2 3-15,9-15 supports. Interior bearing locations should 3) 6-10- 5 10) 19- 8-13 17) 5-11- 8 result of faulty osincorrect information.specifications WDG: 2x 4 SP #2 be marked on truss. Shim or wedge if 4) 5-10-11 11) 25-11- 0 18) 3-11- 8 andJor designs famished tothe miss designer by the client 2x 4 SP #3 0- 010- 010- 0 necessary to achieve full bearing. 5) 7-10-11 12) 25-11- 0 19) 0- 0- 0 andthcconemessoraccuracy orthis informationasit mayrelatetoaspecific project and accepcino 0- 010- 010- 010- 0 in -Plant Quality Assurance with Cq= 1 6) 9-11- 8 13) 19- 9-12 - responfibilityorcxacisamocontrolwithregard to All COMPRESSION Chords are assumed t0 be MAX. REACTIONS PER BEARING LOCATION----- 7) 12- 0- 5 14) 15- 9-12 fabrication. handling. shipment and insullalionortrussa. continuously braced unless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension This truss has been designed as an individual building WndLod per ASCE 7-02, C& C, V. 125mph, 0- 1-12 1 398 -197 -483 B Pin TOP CHORD 1-2--268/266,2-4--205/309, component in accordance with ANS11fP11.1995andNDS-97 to be incorporated as Width, buildingdesign H- 15.0 ft, Z. 1.00, Exp.Cat. B, Rzt= 1.0 6-11- 0 1 1121 0 -907 B H Roll 4-3--183/334,3-5--535/716,5-6--450/684, by. Building Designer(rcgislered architeel or Bld Type. encl L= 25.9 ft W. 25.9 ft Truss 25- 7- 0 1 870 0 -903 B H Roll 6-7=-435/653,7-8=-463/615,8-9=-489/596, professional engines). when reviewed for approval by END zone, TCDL- 0.0 psf, BCDL= 0.0 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE 9-10=-859/942,10-11=-1178/1084, designer.the building designer. the design loadingsshownmustbe Impact Resistant Covering and/or Glazing Req TC. ..PORCfi..CSI. Cr ..BC. ..FORCfi..CSZ. SOT CHORD 19-16-106/198,18-17=-106/198, chatedmbemrcwtthe data sbowaa,einageement with the local building coda. local climatic records for WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 1- 2 -268 0.27 A 19-18 198 0.32 17-16=-106/197,16-15--89/202,15-14--643/881, wind or snow loads, project spaifncationsonspaial 18- 2 128 0.03 C 21-22 465 0.31 C 2- 4 309 0.22 A 18-17 198 0.29 14-13--841/992,13-12=-841/996, applicdloads.Unless sbowa.wsshas mtbeen designed 15- 6 - 253 0.12 C 22- 9 451 0.22 C 4- 3 334 0.34 A 17-16 197 0.39 Webs 18-2--51/128,15-6=-253/213, for stmage or occupancy bads. The design assumes 16- 3 - 857 0.26 C 21- 7 89 0.02 C 3- 5 716 0.37 A 16-15 202 0.39 16-3--857/647,3-20=-219/566,20-15=-279/683, compression chords (top or bottom) we continuously braced by sheathing unless otherwise specified. What 3-20 566 0.20C 22- 8 45 0.01 C 5- 6 684 0.24 A 15-14 881 0.35 17-4=-45/61,20-5--78/157,15-21=-401/496, bottom chords in tension are not fully braced laterally by a 20-15 683 0.22 C 14- 9 97 0.03 C 6- 7 653 0.26 A 14-13 992 0.35 21-22.-391/465,22-9--379/451,21-7--33/89, properlyapplicdrigidceiling.theyshooldbebraced ata 17- 4 61 0.02 C 14- 10 -334 0.17 C 7- 8 615 0.30 A 13-12 996 0.43 22-8=-34/45,14-9=-37/97,14-10--334/328, maximum spacing of 10'-w o.c. Connector plain shall be 20- 5 157 0.05 C 13-10 154 0.05 C 8- 9 596 0.30 A 13-10=-44/154, manufactured from 20 gauge hot dipped galvanized sleel meeting ASTM A653. Grade 40. unless otherwise shown. 15-21 496 0.31 C 9-10 942 0.35 A GLOBAL MAX DEFLECTIONS--------- 10-11 -1178 0.34 A LL TL FABRICATION NOTES in. / Ratio in. /Ratio Jnt (a) . Prior to fabrication. the fabricator shall review this I. Span-0. 04/635-0.16/457 18 dewing to verify that this drawing is in confotmancc with Hori z . 0.05 0.10 NA the fabricao's plans and to realize a continuing Max Deflection L/588 = -0. 13 responsibility for such verification. Any discrepancies arc Long term deflection factor 1.50 o to, be put in writing befixt,,ningm fabrication.Plata 10-10-0 16-10-0 shall not be installed over knotholes. knots or dismned I I I I I grain. Members shall be cw for light fining wood to wood I 1 1 2 4 3 5 6 7 8 9 10 11 bearing. Connector plates shall be Jowled on both ro h faofthemisswithnailsfullyimbeddedandshallberam, about the jointunless otbernise shown. A 5,,4 plate is 5' wide x6.00 -6.00 4-long. A 6x8 plate is 6' wide x 8' bng. Slols ( bola) run parallel to the platelength specified. Double cuts on 40 web members shall men at the centroid of the websunless 2x42x4otherwisesMwn. Connector platesizes are minimum2x4 sizes based on theforcesshwaandmayneedtobe 3x4 increased for certain handling an Vor erection stresses. 2x4 This miss is not to be fabricated win flit letardant treated lumberunlessomerniseshown. For additional 2x4 3X4 information on Quality Control refer to A,N'SI?PI 1.1995 20-6-6 PRECAUTIONARY NOTES 8-8-15 5x6 4 6x8 8- 6-2 All bracing and erection recomme dations are to be 4 2 followed in accmdance wim'Handling. Imtalling and T`' T Bracing'. HIB-91. Trusses are to be handled with 2X4 2X416,12' I particular mum during banding andbundling. delivery and 3-0-0 2X4 Sx6 0-6_ installation to avoid damage. Tamporary, and permanenl bracing rot holding misses in a straight and plumb position and for resitting lateral fortes shall be designed and installed by others. Careful hardling is asemial and 2X4 erection bracing is always required. Normal prewutionan I s00 6x8 actionformissesrequiressuchtemporarybracingduringl- -- installation ba%cm misses to avoid toppling and domincing. The supervision of section of misses shall be under the control of persons expaicncod in the installationof misses. Professional advice shall be soughtif nailed. Concentmnion of constna,ionloads greater than 398# 3.50" 1121 # 8.00" 870# 8.00" the design bads shall tux be applied Io trusses al any lime. Noloads other than the weight of the actors shall be 9-9-12 6-0-0 10-1-4 applied to musses umil after all fastening and bracing is 9 18 1716 15 14 13 2 completed. 040,8 25-11- 0 - 00 J _y0ti8 COSMETIC PLATES (2) 3X6 (4)3X4 (241RQ411 12) CIL:0-11- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. fMarsionda systems Bracing shown on this dewing is m t erection bracing, wind bracing. ponal bracing or similar bracing which is a pan of the building design and witich must be considered by the building designa. Bracing shows is for lineal snppon Greuss members only in buckling length. Provisions must be made toanchor lateral bracing at endsand specified locations determined by the building designs. Additional bracing of the overall swectare may be required. (See HIB-91 of TPD.Forspecific truss bracing requirements, contact building dcogner.(Truss Plate Institute. TPI is located al 583 400S MARONDA WAY D'OmfrioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAl4 PONCE P. E. LICENSE 00050068 1005 VANNESSA DR. OVIEDO FL 32766 Over 3 Supports Scale =0.1550 Eng Job: WO: ARLR Dwg: TI: O Dsgnr:TLY Chk: 8/26/2005 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 rrnmaT. A' 2 n . F ,,A 1 11 _7fgo1 Design: Matrix Anaiysls leroxiie YBLn: eaun kauxaarx sauxaan xv. ran Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:01 Qty:3 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ------ _____.___ This design is for an individual building component and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 has been bawd oninformation provided mthe client. The WB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 designer disclaims anyraponsibility for damages as a 2x4 SP #2 4-10 supports. Interior bearing locations should 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 result of faulty orincorrect information specifications WDG- 2x 4 SP #2 be marked on truss. Shim or wedge if 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 and/or designs Famished to the truss designer by the client 2x 4 SP #3 0- 0,0- 0 necea sary to achieve full bearing. in -Plant Quality Assurance with Cq. 1 and thecorecmmoraccuracyofNisinformationasitmay«lae to a specific project and accepts no All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension - responsibility orexercisesnor control withregardto continuously braced unless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-305/224,2-3.-489/461, fabrication. handling. shipment and installationoftruzus. WndLod per ASCE 7-02, CEC, V. 125mph, 0- 1-12 1 416 -140 -354 B Pin 3-4=-500/416,4-5.-858/641,5-6--1173/743, This on.has been designed u an individual building H. 15.0 ft, i. 1.00, Exp.Cat. B, Kzt- 1.0 6-11- 0 1 1106 0 -600 B H Roll BOT CHORD 12-11.-104/229,11-10.-168/209, component in accordance with ANSMI 1.1995 and NDS•97 to be incorporated as pan ofthc building design Bld Type. encl L. 25.9 ft W. 25.9 ft Truss 25- 7- 0 1 869 0 -635 B H Roll 10-9.-447/883,9-8.-582/988,8-7.-583/991, by a Building Designer(registered architect or in INT zone, TCDL. 0.0 psf, BCDL- 0.0 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE Webs 2-11.-855/507,2-10.-206/703, - pmfessionalenginees). When revi- odfor appmvalby I act Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 10-3.-168/225,10-4=-401/331,9-4.-44/110, the building designer. the design loadings shown in.. be Cr ..FORCE..CSI. Cr 1- 2 305 0.31 A 12-11 229 0.37 9-5.-328/220,5-8=-43/155, checked to be sore that the data shown are in agreement with the local building codes. local climatic tecords for WEB. ••FORCE..CSI. .WEB. 2-11 -855 0. 25 C 9- 4 110 0.03 C 2- 3 489 0.34 A 11-10 209 0.36 GLOBAL MAX DEFLECTIONS--------- windorsnowloads. pmjmt specifications or special 2-10 703 0.23 C 9- 5 328 0.17 C 3- 4 500 0.35 A 10- 9 883 0.34 LL TL applied loads. Unlmshwn. truss has not been designed 10- 3 225 0.08 C 5- 8 155 0.05 C 4- 5 858 0.34 A 9- 8 988 0.34 in./Ratio in./Ratio Jnt(s). for storage or occupancy loads. The design assumes 10- 4 -401 0.27 C 5- 6 1173 0.26 A 8- 7 991 0.43 I.Span-0.07/628-0.14/531 9-10 compression chords (rap or bonom) me continuously braced by sheathing unlm otherwise specified. WhereHoriz . 0.03 0.06 NA bottom chords in tension me not fully braced laterally by a Max DL Deflection L/999 - -0.07 properly applied rigid ceiling. they should be braced at a Long term deflection factor 1.5 maximum sparing of 10'- 0' o,c. Connector plates shall be manufactured fmm 20 gauge hot dipped galvanized aed mining ASTM A 653. Grade 40. uolm otherwise shwa. 9-11-8 15-11-8 FABRICATION NOTES Prior to fabrication the fabricator shall review this 1 2 3 4 5 6 drawing to verify that this drawing is in conformance with the (Aricmor's plans and to reali7e a continuing 6.00 6.00 responsibility for such verification. Any discrepancies are o be put in writingbefore cutting or fabrication. Plates 4 x6 shag rat be installedoverlaathles, knots or diaancd grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shallbelootedonbahfagsofthetrusswithnails fullimbedded and shall be s)m. about the joint unless otherwise shown. A 5x41 plate is 5' wide x 3x4 4' long. A 6x11 plate is 6' wide a 8' long. Slots (holes) sun parallel to the platelengthspecified. Double cuts on web members shall meet at the cenumid of the webs unless 3X4 otherwiseshown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/ or ermion acmes. This wss is not to be fabricated with fire retardant created 0-6-6 8-6-2 lamb. unlm otherwiseshown. For additional8-8-15 5x6 6x8 information on Quality Control refer to ANSIffPI 1.1995 PRECAUTIONARY NOTES 2x4 6x12 All bracing and action recommendations are in be followed in accordance with'Nanndliag. Installing and 3-0-0 0-6-6 Bracing'. ,,B-9 1. Trusses aretobehandledwithparticularcartduringbandingandbundling. delivery arid5x6 installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed8 20 andinstalled by othm. Careful handling is essentialand6.00 erection bracingis always required. Normalprecautionaryactionforwssesrequiressuchtemporary bracing during installation between cruses to avoid toppling and dominaing. The supmision of erection of wsus shall be underthe control of persons caperienced in the be installation of trusses. pmfmionil advice shallsoughtifneeded. Conoentration ofconstruction lcads;greater than 416H 33.50" 1106H 8.00" 869# 8.00" the design loads shall net be applied to Incases at am lime. 9- 9-12 6-0-0 10-1-4 No toads other than the weight oftheerectorsshallbeappliedtotrussesuntilafterallfastening and bracing is 12 11 0 8 7 completed. ra o x_k>I_n n-IA_.R C/L: 6-11- 0 COSMETIC PLATES ( 2)32F6•"(413XW (4)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 r WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BRBCTINC CONTRACTOR. BRACING NARNIHGr M a ro n d a Systems Bracing shown on this drawing is net erection bracing. wind bracing, portal bracing orsimilar bracing which is a pan of the building design andwhich mua ho considered by the building designer. Boeing shown is for lateral support of truss carect only to reduce buckling length. Provisions mum be made in anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall aructure maybe required. (Sec MD-91 of TPI. For specific truss bracing requiremenm contactbuilding designa.(Truss Plate Institute, TM is located m 583 4005 MARONDA WAY O'Orofn'o Drive. Madison Wisconsin $3719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OPOO50068 1005 VANNESSA DR. OVIEDO FL 32766 Over 3 Supports Scale =0.2080 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: ARLK TI: 01 8/26/2005 Lbr DF: 1.25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis a•au . r.s. aa. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:02 Qty:l ' DESIGN INFORMATION Thisdesign is foran individual building component and has ban baud on information provided by the client. The designer disclaims any responsibility foc damages as a result of faulty or incone t information. specifications ad/on designs fumished to the truss, designer by the client and the conecmess or accuracy of this information asit may relate to aspecific project and accepts no responsibility or exercises no consul with regard to fabrication, handling. shipment and installation oftrusses. This muss has been designed u an individual building component in accordance with ANSlffP] 1.1995 and NDS-97to be incorporated u pan ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadingsshown must be checked to be sure that the data shown are in agreement with the local building rudest. local climatic records for wind or snow loads project spececificatiou or special applied loads. Unless drownx on. has not been designed for rootage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced bysheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterallyby a property applied rigid ceiling they should be braced at a aximum spacing of Id-0' o,c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized ace] mining ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformanrcc with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall nor be installed over knrodroles tots or disoned grain. Members shall be cot for tight fining wood to woodbearing. Connector plmes shall be lom,ed on bahfaces of the I- with its fully imbedded and shall be sin. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6rg plateis6' wide x g' long. Slou (holes) run parallelto the plate lengthspecified. Double cutson web members shall men at the carmoid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be incre sed for twain handling and/or erection grasses. This wss is mot to be fabricated with fire retardant treated lumber unlessotherwise shown. For additional information on Quality Consul refer to ANSVFPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations sec to be followed in accordance with 'Handling. Installing and Bracing'. HIB-91. Tosses are o be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding masses in a straight and plumb position and for resisting lateral !ones shall be designed and innsulled by others. Cucful handling is essential and erection bracing is alwa)s required. Normal prenutionary action for musses requires such temporary bracing darning installation between musses to avoid toppling and dominoing. The supm•ision of erection of musses shall be under the control of person experienced in the installation of musses. Professional advice shall be sought ifnecdcd. Concentration of conanotion loads greater than the design loads shall nor be applied totrusses at an) time. No loads other than the weight of the erectors shall be applied to masses until after all fastening and bracing is completed. TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-10 WDG: 2x 4 SP #2 2x 4 SP #3 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 6- 9-12 1 1543 -135 -1238 B Pin 25- 7- 0 1 908 0 -517 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 -1179 0.34 C 9- 4 142 0.05 C 2-10 832 0.27 C 9- 5 -342 0.17 C 10- 3 302 0.09 C 5- 8 164 0.05 C 10- 4 -493 0.34 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, Kzt- 1.0 Bld Type. encl L. 25.9 ft W- 25.9 ft Truss in INT zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 72.0- 7- 1- 0 15- 9-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 563 0.47 A 12-11 465 0.42 2- 3 -612 0.39 A 11-10 639 0.69 3- 4 -643 0.26 A 10- 9 965 0.37 4- 5 -938 0.27 A 9- 8 1056 0.33 5- 6 -1250 0.22 A 8- 7 1059 0.43 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). L.Cant. 0.10/xxx 0.10/xxx 1 I.Span-0.05/999-0.15/999 9-10 Horiz. -0.02 -0.04 NA Max DL Deflection L/999 - -0.10 Long term deflection factor - 1.50 Joint Locations.....--........ 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12- 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 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): 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-446/563,2-3.-612/167, 3-4.-643/195,4-5--938/398,5-6--1250/517, BOT CHORD 12-11--428/465,11-10--477/639, 10-9.-204/965,9-8.-384/1056,8-7--385/1059, Webs 2-11--1179/892,2-10--516/832, 10-3--159/302,10-4--493/477,9-4--107/142, 9-5--342/247,5-8--43/164, 9-11- 8 15-11- 8 1 1 1 2 3 4 5 6 6. 00 0-6-6 8- 8-15 4 3-0-0 A 1543# 3.50" 9-9-12 CANT: 6- 8- 0 COSMETIC PLATES (2)3X6 (8)2X4 (111-0-14) EXCEPT AS SHOWN PLATES ARE MiTek MT20 4x6 0 25-11- 6.00 10- 1- 4 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING, Ma ton der Systems Bracing shown on this drawing is rot erection bracing, wind bracing. portal bracing or similar bracing which is a pan ofthebuildingdesignandwhichmugbeconsideredbythebuildingdesigner. Bracing shown is for lateral support ofwss membersonly to reducebucklinglength. Provisions mug be made to anchor lateral bracing at ends and specified locationdetermined bythe building designer. Additional bracingoftheoverall structure may be required. (See HIB-91 of TP ).For specific truss bracing requirements contact building designer.(Tmss Plate Institute. TPI is located at 593 400S MARONDA WAY d0nofrio Drive. Madiscoo, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OMS0068 1005 VANNESSA DR. OVIEDO FL 32766 8-6-2 0-6-6 R 908# 8.00" 12) Scale = 0.1509 Eng Job: WO: ARLK Dwg: TI: 02 Dsgnr:TLY Chk: 8/26/2005 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 Prot iis Patn: c:\'irsks-LVA\worn\Dona\+ \Ace \vA -prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:P Qty:l , DESIGN INFORMATION This design is for an individual building component and has been based on information prmidd by the client The designerdisclaims any responsibility, fordamagesu a result of faulty orincorrect information. specifications ad/or designs lumishd to the muss designer by the client and the conecmess or accuracy of this information as it may relate to a specific project and accepts on responsibility or exercises nocontrol with regard to fabrication. handling, shipment and installation ofmasses. This miss has been designed its an individual building component in accordance with ANSVTPI 1-1995 and NDS.97 to be incorporated as pan of the building design by a Building Designer (registered arthitat or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be choked to be ore that the data shown we in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless show% suss has rot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are Out fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing ofl0'-0' oc. Connectorplatesshall be manufactured from 20gauge hot dipped galvanized steel meeting ASTM A 653. GraAc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall 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 put in writing before cutting or fabrication. Plates stall Out be installed over knotholes knots or distorted groin. Members shall be cut for tight fining ...itto wood bearing. Connector plates shall ho lotatd on both fate of the truss with nails full) imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 Plattis 5' wide x a- long. A 6a plate is6' wide x g' long, Slots (holes) mn parallel to the plate length specified. Double cull on web membersshall men at the cenmaid of thewebs unless otherwise shown. Connector plate sizes we minimum sizebased onthe forces shown and may needto be Increased for certain handling and/or erection blesses. This miss is Out to be fbricated with fire remdaut trzmd lumber unless otherwise shown. For additional information on Quality Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations we tobe followed in accordance with'Handling. Installing and Bracing'. HIB-91. Tosses are to be handled with particular pre during banding and bundling. delivery and installation to avoid damage. Temporary and prnnamet bracing for holding misses in a straight and plumb position and for resisting [ate.] forces shall be designed and installed by others. Careful handling is essential and erection bracing isalways required. Normal precamionar) action for masses requires such temporary bracing during installation how- masses to avoid toppling and domiming. The supervision oferection ofmisses shall be undo the control of persons experienced in the installation oflosses. Professional advice shall be sought if needed. Concentration of tom aruaion loads greater than the design loads shall nor be applied tomisses at am' time. No loads other than the weightofthe orators shallbe applied to masses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 KB: 2x 4 SP #3 GBL: 2x 4 SP #3 2x 4 SP #2 0- 0,0- 0 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, Kzt= 1.0 Bld Type. encl L. 19.3 ft W. 19.3 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 255 0.09 A 1-21 -2 0.02 2- 3 198 0.08 A 21-20 0 0.03 3- 4 142 0.07 A 20-19 0 0.03 4- 5 95 0.09 A 19-18 0 0.03 5- 6 132 0.15 A 18-17 0 0.03 6- 7 132 0.13 A 17-16 0 0.03 7- 8 -95 0.10 A 16-15 0 0.03 8- 9 -142 0.07 A 15-14 0 0.03 9-10 -181 0.07 A 14-13 0 0.03 10-11 -255 0.06 A 13-11 -2 0.02 5-7-3 0- 6- 6 EXCEPT AS SHOWN PLATES ARE Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 990050068 1005 VANNESSA DR. OVIEDO FL 32766 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 6-17 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 109 -222 -126 B Pin 19- 0- 0 1 126 -222 -117 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 21- 2 160 0.06 C 16- 7 179 0.71 20- 3 112 0.18 C 15- 8 119 0.40 19- 4 119 0.40 C 14- 9 112 0.18 18- 5 179 0.71 C 13-10 160 0.06 17- 6 -82 0.37 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 7-6 Horiz. 0.00 0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Joint Locations=====_......... 1) 0- 0- 0 9) 15- 8- 0 17) 98 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0-.0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-109/255,2-3.-43/198, 3-4.-40/142,4-5.-38/95,5-6.-37/132, 6-7.-48/132,7-8.-95/55,8-9.-142/4, 9-10.-181/17,10-11.-255/33, Cr BOT CHORD 1-21=-2/0,21-20=0/0,20-19=0/0, C 19-18=0/0,18-17=0/0,17-16=0/0,16-15=0/0, C 15-14=0/0,14-13=0/0,13-11.-2/0, C Webs 21-2=-86/160,20-3.-91/112, C 19-4.-91/119,18-5=-93/179,17-6.-82/48, 16-7=-93/179,15-8 91/119,14-9.-91/112, 13-10 86/160, 9-8-0 9-8-0 I I I I I I 1 2 3 4 5 6 7 8 9 10 11 6.00 4x6 Dxa 6.00 19• II a e I I 124M II t 178 19-4-0 WARN iNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Bracing shown on this drawing is nor erection bracing. wind loaning. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support oftruss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional timing of the overall structure may be required. (Sec NIB-91 of TPO.For specific mass bracing requirements contact building designer.(Tuss Plate Institute. TPI is located at 593 D'On.ofrio Drive. Madison. Wisconsin 53719), 11-12) Scale = 0.2014 Eng Job: WO: ARLK Dwg: TI: P Dsgnr:TLY Chk: 8/26/2005 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 la.caaaa= :='era. ... •r-- Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:P1 Qty:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs fumished to the wss designer by the client and the correctness or accuracy of his information asit may relate to a specific project and accepts no responsibility or cxmises no control with regard to fabrication. handling. shipnem and installation oftruss ,. This wss has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 10 be incorporated as pan of the building design by a Building Designer (registered architect or professional engine.). When rmiewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or stow loads, project specifications or special applied loads. Unless shown. toss has -1been designed forstorage or occupancy loads. The design assumes compression chords (top or bottom) are continuously bracedby sheathing unless otherwisespecified. where bottom chords in teusion tie out fully braced laterally by a properly applied rigid ceiling, they should be braced a a maximumspacingofId-0' o.c. Connector plates shall be manufxturod from 10 gauge btu dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to verify that this drawing is in conformame with the fabricamfs plans and to realize a continuing responsibility for suchverification. Any discrepancies are to be put in writing before cutting or fabrication. Plates hull not be instilled over krimb.1es knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be located on both face of the toss with it, full imbedded and shall be symabout the joint unlessotherwise shown. A Sao plate is5' wide x 4' long. A 6xe plate is 6' wide x g' long. Slots (holes) an parallel to the plate length specified. Double cuts on web members shall men at the carruid of the webs odes otherwise shown. Com sector plate sizes are minimum sizes based onthe fortesshown and may need tobe increased for certain handling anNor erection blesses. This truss is rot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Controlrefer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations we a be followed inaccordancewith "Handling, Instilling and Bracing', HIS- 91. Tosses we to be handled with Particular care during banding and bundling, delivm and installation toavoiddamage. Temporary and permanent bracing for holding tosses in a straight and plumb position and forresisting latml fortesshallbe designed and insulld by other. Careful handling is essential and erasion bracing is always required. Normal preautiowy action rot tosses requites suchtemporary bracing during installationberwcen tosses to avoid toppling and dominoing. The supervision ofttation of tossesshall be miler the control of persons experienced inthe installation of uusus. Professional adviceshall be sought if needed. Concentration ofmnsutcaion loads greaterthan the design lards shall not be applied to trusses 21 aM time. No loadsother than the weight ofthe erectors shall be applieda tosses until afte, allfastening and bracing is TC: 2x4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-1159/1196,2-3=-954/982, 3-4=-954/ 982,4-5=-1159/1196, BOT CHORD 8- 7--958/995,7-6=-958/995, Webs 2-7=- 211/384,7-3--434/585, 7-4=-211/ 384, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 13/999-0.26/826 6-7 Horiz. -0.03 - 0.05 NA Max DL Deflection L/999 - -0.13 Long term deflection factor - 1.50 5-7-3 0-6-6 872# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CrkC, V. 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L. 19.3 ft W. 19.3 ft Truss in END zone, TCDL- 0.0 paf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1196 0.34 A 8- 7 995 0.71 2- 3 982 0.35 A 7- 6 995 0.71 3- 4 982 0.35 A 4- 5 1196 0.34 A Joint Locations =============== 1) 0-0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 872 0 -935 B Pin 19- 0- 0 1 872 0 -935 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSi. Cr .WEB. ..FORCE..CSI. Cs 2- 7 384 0.12 C 7- 4 384 0.12 . 7- 3 585 0.20 C 9-8-0 9-8-0 2 3 4 6. 00 6. 00 40 oxa f. 7 PEI 872# 8. 00" 5-4-6 0-6-6 f 'k 19- 4-0 8 7 6 10_ 8, 19- 4-0 10- 0-11-12) ( 0-11-12) 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, CMaronda Systems Bracingshownonthisdrawingisrearerxaionbeating, wind bracing penal bracing or similar bracing which is a pun of a the building designandwhichmustbeconsid.d by the building designer. Bracing shown is for latml support of wss embm only a reduce buckling length. Revisions must be made to anchor [aim] bracing at ends and specified locations determined by the building design.. Additional bracing of the overall swcturemay be required. (SeeHIB-91 of TPD.For specificwss bracing requirements contact building design -Truss PlateInstitute, TPI is located at 593 4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE as0OS0068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dig : Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf Scale = 0.3069 WO: ARLK TI: P1 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA A 7 71- R'A5d Design: matrix anaa. yuaa ra1..0 1. a1---.,.,..x...._......,.,.,.. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Q Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages u a result of faulty or incorrect information, specifications and/or designs furnished to the wss designer by the client and the conecmas or accuracy ofthis information nit may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation oftrusses. This truss has beat designed as an individual building component in accordance with ANSlfi'PI 1-1995 and NDS-97 to be incorporated u pan ofthe building design by a Building Designer (registered architect or Professional engineer). what reviewed for approval by the building designer. the design loadings shown must be chestedto be sure that the dau showy ue in agreement with the local building codes, local climatic records for wind or snow loath project specifications or special applied loads. Unless shown truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) tie continuously brxedbyshcathingunlessothawisespxifred. Where bottom chords in tension tic not fully braced laterally by a properly appliedrigid ceiling. they should be braced a a maximum spacing of Ity-o' o.c. Connector plates shall be manufactured from 70 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwiseshown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans arid to realize a continuing responsibility for such verification. Any discrepancies at to be put inwriting before cutting or fabrication. Plates shall rot be installed ova knothole, knits or distoned grain. Members shall be cut for tight fitting wood to wood hearing. Connector plats shall be to=red on bah fans of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5a4 plate is 5' wide x a- long. A 6xg plate is 6' wide x 8' long. Slots (holes) mn parallel to theplate length specified. Double cuts on webmembersshallmeetatthecatuoidofthewebsunlessotherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or aection suessa. This items is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANS11TPI 1. 1995 PRECAUTIONARY NOTES All bracing and nation recommendations are to befollowed in accordmccwith *Handling. Instilling and Bracing'. HIB-91. Trusts tie to be handled with particular cam during banding and bundling, dclivea and installation to avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral forces sluff be designed and installed by others. Careful handling is essential aM croon bracing is always required. Normal precautionary actionformossesrequiressuchtemporarybracingduringinstillation ba cos mosses to avoid toppling and dominoing. The supervision of eratiooof mossesshall be under the control of prsoms experienced in theinstallation ofmossa. Professional advice shall be sought if needed. Concentration of construction loads greata than the design loads shallnot be applied to trusses at am time. No loads other than the weight of the actors shall be applied to mosses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L- 13.0 ft W- 13.0 ft Trues in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 746 0.35 A 7- 6 -696 0.49 2- 3 -484 0.32 A 6- 5 121 0.39 3- 4 522 0.21 A 597M 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 1 597 256 -675 B Pin 12- 10-12 1 562 0 -580 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 477 0.13 C 6- 4 -599 0.44 3- 6 208 0.06 C 5- 4 571 0.54 6. 00 13- 0-0 10- g 13-0-0 0- 11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Joint Locations -------_--__--_ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- Q 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--718/746,2-3--484/479, 3- 4--388/522, _ BOT CHORD 7-6--696/617,6-5=-93/121, Webs 2-6--262/477,3-6--58/208, 6- 4--599/581,5-4--523/571, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.13/999-0.25/579 6-7 Horiz. 0.01 0.02 NA Max DL Deflection L/999 = -0.12 Long term deflection factor = 1.50 4- 4-0 4- 10- 6 M 562# 2.50" WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg. Ma won da Systems Bracing shown an this drawing is not erection bracing. wind bracing. portal boring or similar bracing which is a pan of Dsgnr : TLY Chk : thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bruing shown is for lateral suppon of trussmembers only determinedreducebuckling length. Rovisions must be made to =hot lateral bracing at ends and specifiedall TCLiveel6 . 0 psf locationsminedbythebuildingdesigner. Additional bracing of thstructuree overall structure may be required. (Sec HIB-91 p of TPI), For specific moss bracing rcquiren com. contact building designer.(Tross Plate Institute. TPI is located at 583 TC Dead 7.0 psf 4005MARONDAWAYD'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE as0050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 1 TOTAL 43.0 psf Scale = 0.3817 WO: ARLK TI: Q 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis rrorile Yarn: l:: \1G6-LV0.\ROLE \U VUtl \aYlLlx \axnuiy \Y•Yan Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:R Qty:2 I DESIGN INFORMATION This design is for an individual building component and hasbeen based oninformation provided by the client. The designer disclaims any responsibility for damages as a result offaultyor incorrect information, specifications anNon designs furnished to the truss designer by the client and the co.amen or accuracy of this information as it may relate to aspecific project and accepts no responsibility or exercises no control with regard to fabrication. handling. shipment and installationofmisses. This truss has been designed as an individual building component in accordance with ANSMI 1-1995 arid NDS.97 in be incorporated as pan of the building design by a Building Design. (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown mug be choked to be sure that the data shown are in agreement with the local building coda local climatic records fw wind or stow loads. project specifications or special applied loads. Unless shown, wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing out- otherwise specified. Wbere bottom chords in tension are not fullybraced laterallyby a properly applied rigid ceiling. they should be braced at a maximum spacing of Hy-o" o.c. Connector plates shall be manufactured (mm 20 gauge hotdipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior in fabrication. the fabricator shall review this drawing to verify that this drawing is in conformamc with the fabricames plans and m realize a continuing respormibility for such verification. Any discrepancies are W be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fining wood towood bearing. Convectorplatesshall be located on both faces ofthetrusswithnailsfullyimbeddedandshallbesvm. atom thejoint unlessotherwiseshown. A Sao plateis 5' wide x 4' long. A 6xg plate is 6' wide x 8' long. Slots (holes) ran parallel to the plate length specified. Double cum on web members shall meet at the centmid ofthe webs unless otherwise shown. Counamr plate sizes are minimum sizes baudonthe fortes shown and may need to be increased for certain handling =&or erection sucsus. This mass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Consul refer to ANSI?PI 1-1995 PRECAUTIONARY NOTES All bracing and.ation recommendations are in be followed in accordarsec with 'Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with purticufar on, during banding and bundling. delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holding masses ina straight and plumbpositionandforresistinglateralforcesshallbedesignedandinsultedbyothers . Careful handlingis essential and erection bracing is always required. Normal preautiono) action for musses requires such temporary bracing during installation between masses to avoid toppling and dominoing. The supervision oferection ofmasses shall be miler the control ofpawns experienced in the installation ofmosses. Pmfcssional advice shall be sought if needed. Concentration of construction loads grwter than the design loads shall rot be applied to trusses at any time. No bads other dun the weight of the .atom shall be applied to trusses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, C&C, V- 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. encl Lei 5.2 ft W. 5.2 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -65 0.36 C 4- 0 -281 0.35 0- 3 -25 0.42 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 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4-13 1 366 171 -505 B Pin 5- 1-12 1 279 0 -360 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-65/32, BOT CHORD 4-0--281/183,0-3 25/24, Webs 3-2e-128/261,0-0e-181/266, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/625 0.08/625 2-1 Horiz. -0.03 -0.05 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 5-3-0 2 3.33 151# 1 170 1.68 2x4 neeveeeaer,=Joint Locations=ve=eveeeveenee 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3--0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -51 3- 7- 4 BC Vert L+D -15 1- 4- 4 BC Vert L+D -36 3- 7- 4 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 261 0.09 C 0- 0 266 0.38 Attach with (4) 16d Toe -Nails 1-4-6 1t 0-7-2 Attach with (2) k 16d Toe -Nails 1-0-0 F9 366# 9.56" 279# 2.50" 5-3-0 4 3 1-7-9 5-3-0 RI- 8- 5) I5# 36# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg' Maronda Systems BtactngshownonthisRAcT ism eeetionbacing wind bracing. portalbracing orsimilar bacingwhichisapan of Dsgnr:TLY Cbk: the building designandwhichmugbeconsideredbythebuildingdesigner. Bracing sown is for hint support of truss members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified TC Li16 . Q s f locatiorm determined by thebuildgdesigner. Additioml bracingof the overall structuremaybe requited. (Sec HIB-9l Live p of TPI).For specific missbracing requirements contact building designer.(Tross Plate Institute. TPI is famed at 593 TC Dead 7.0 pB f 4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin53719). Sanford, FL. 32771 BC Live 10.0 psf 407)321-0064 Fax ( 407)321-3913 TOMAS PONCE P.E. LICENSE wOO50069 BC Dead 10.0 p8f 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 0.4549 WO: ARLK TI: R 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Macrix Anaa.ysas : axaaa e :a .- -- x -a.-.- Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:R1 Qty:2 DESIGN INFORMATION This design is for an individual building component and hasbeen bused on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications anNor designs famished to the truss designer by the client and the correctness or accuracy ofthis information as it may relate in a specific project and accepts no responsibility or exercises no control with regard to fabrication. handling. shipment and installation ofuussa. This miss has been designed as an individual building component in accordance with ANSI?PI 1.1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect or professional <ng(ncer). When reviewed for approval by the building designer, the design loadings shown must be choked toownbesurethatthedatasharc in agreement with thelocal building codes, local climaticrecordsfor wind or now loads, project specifications or special applied loads. Unless shown, miss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) we continuously braced by sheathing unless otherwise specified. Where bottom chords in tensionare not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of l0'-O' o.c. Connector Plata shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing toverifythatthis dewingisin conformattc withthe fabricaofs plans and to rcalizc a continuing responsibility for such verification. Any discrepancies we tobeputinwritingbeforecuttingorfabrication. Plata shall not be installed over knotholes. know or distorted grain. Members shallbe cut for tightfillingwoadtowoodbearing. Connector plates shall be looted on bah faces of the truss with nails fully imbedded and shall be sym. about Ihejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide a 8' long. Slats (bola) me parallel to the plate length specified. Double cuts on web members shall meat at the centraid of the webs unless otherwise stows. Connector plate sizes we minimum sizes based on the forces shown and may need in be increased for cmain handling and/or erection stresses. This miss is act to be fabricated with firs, retardant treated lumber unless otherwise shown. For additional information on Quality Central refer to ANSUfPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with 'Handling. Installing and Bruing'. HIB-91. Trosses are to be handled with particular areduring banding and bundling deliver) and ittwllation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumb Position and fa resisting lateral fames shall be designed and installed by others. Careful handling is essentialand erection bracing is always required. Normal preoutiorurs action for misses requires such temporary bluing during installation between misses to avoid toppling and dominoing. The sup s ision of erection of missy shall be under the control of pawnsexperienced in the installation of trusses. Professional advice shall be Sought if needed. Concentration of constrictionloads greater than the design loads shall trot be applied to Inusxs at am'time. No loads other dram the weight of thesectors shall beapplied in misses antil afta all fastening and bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 Shim or wedge if necessary to achieve full 2x 4 SP #2 4- 4 bearing. All COMPRESSION Chords are assumed to be in -Plant Quality Assurance with Cq= 1 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- RightEnd vertical designed for wind. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, CSC, V. 125mph, 0- 4-13 1 359 172 -509 B Pin He 15.0 ft, I= 1.00, Exp.Cat. B, Kzta 1.0 5- 1-12 1 236 0 -362 B H Roll Bld Type= encl L= 5.2 ft We 5.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2=-63/25, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSi. Cr BOT CHORD 4-0--265/171,0-3=-23/21, 3- 2 254 0.09 C 0- 0 248 0.39 CWebs 3-2=-101/254,0-0=-166/248, 2- 2-8 0- 6-1 5- 3-0 3. 33 1. 68 Locations= a= 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -41 2- 0- 5 TC. .. FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -63 0.34 C 4- 0 -265 0.34 0- 3 -23 0.46 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.08/285 0.08/609 1 Horiz. - 0.03 -0.05 NA Max DL Deflection L/380 - 0.00 Long term deflection factor a 1.50 0 359# 9.56" 236# 2.50" 5- 3-0 0- 7-8 1- 7-9 5-3-0 RI- 8-5) 41# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NAMING, Dwg' M a ron fiatSystems Bracing shown on this drawing is net erection bracing wind bracing portal bluing or similar bracing which is a pan of Dsgnr : TLY Chk : thebuildingdaigoandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of trussmembers only to reduce buckling Iestgth. Provisions most be made toanchor lateral bracing at codsand specified TC Live 16 . 0pelf locationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements. contact building desigrra.(Tmv Plus, Instimlc TPI is located at 583 TC Dead 7.0 psf 4005MARONDAWAYD'OnalrioDrive, Madison. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0060 BC Dead 10. 0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Attach with (4) 16d Toe -Nails Attach with (2) 16d Toe -Nails Scale = 0.5793 WO: ARLK TI: R1 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Designs matrix Anaiyaia rava.i a'as.aa: 1: vaaa-.--- - v .... v Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:S1 Qty:2 DESIGN INFORMATION This design is for an individual building component and ban beenbawd on information provided lr • the client. The designer disclaims any responsibility for damages as a resultoffaulty orincorrect information. specifications and/or designs; famished o the wss designer by the client and the cortmenes or accuracy ofthis information asit may relate to a specific pmjmt and accepts no responsibility or cxacisa no control with regard o fabrication. handling. shipment and installation ofmisses. This wss has been designed as an individual building component in accordance with ANSIffPI 1.1995 and NDS-97 in be incorpormod aspan of the building design by a Building Designer (registered amhitat or professional engineer). When reviewed for approval by the building designer. the design loadings shown must becheckedobesurethatthedatadrownareinagreement withthe local building coda local climatic records for wind or arrow loads project specifications or special applied loads. Unless shown. truss his not been designed for storage or occupancy loads. Thedesign assumes comptesion chords (top or bonoml are continuously braced by shuNrigunlesotherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at amaximumspacingofIU'-0' o.c. Connector plaza shall be manufactured from 20 gauge hot dipped galvanized aces meetin¢ ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and o realize a continuing responsibility forsuch verification. Any discrepancies arc to be put in writing before cutting or fabrication. Plaza shall out be installed over krodtnles, knots or diaoned grain. Members shall be cut for tight filling wood to wood bearing. Constonor plaza shall be looted on both faro of the truss with nails full imbedded and shall be svm. about thejoint unless otherwise shown. A 5x4 plate is 5' wide a a- long. A 6a8 plate is 6' wide x 8' long. Sloss (hoses) sun parallel to the plate length specified. Double cuts on web members shall meet as the centroid of the webs unless otherwise shown. Connecor platesizesare minimum sizesbased on the forces shown andmayneed tobe increased rot certain handling andor erasion stresses, This truss is not to be fabricated wish fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refs to ANSIfrPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling. Installing and Bracing'. HID-91. Trusses are to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and pamanenl bracing for holding misses in a straight and plumb position and for raining lateral forces shall be designed and installed by others. Caccful handling is essential and enaction bracing isalways required. Nomul precautionary action for mines requires such temporary bracing during installation between trusses to avoid toppling and dominating. The supervision of acction of misses shall be under the control ofpersom experiencedin the installation of misses. Professional advice shall be sought if ricked. Concentration of constructionloads greater sham the design loads shall not beapplied1. trusses a1 anytime. No loads other than the weight of theerectors shall be applied o misses ..,it after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 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). Truss must be marked to prevent UPSIDE DOWN erection. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 10- 1 113 0.20 C 7- 4 178 0.41 9- 2 216 0.41 C 6- 5 -6 0.17 8- 3 235 0.41 C 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, Kzta, 1.0 Bld Type= encl L- 6.7 ft W- 6.7 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 63/86,2-3a-63/86,3-4a-63/86, 4- 5 63/86, BOT CHORD 10-9=0/0,9-8a0/0,8-7=0/0,7-6a0/0, Cr Webs 10-1--43/113,9-2--87/216, C 8-3--98/235,7-4=-67/178,6-5--6/2, C-------- GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 4-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 to 0.00 Long term deflection factor a 1.50 3- 0-0 6- 8-0 1 2 3 4 5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 vet= a==a=a=== ==Joint Locations= -avast -====a 1) 0-0- 0 5) 6- 8- 0 9) 2- 0- Q 2) 2- 0- 0 6) 6- 8- 0 10) 0- 0- 0 3) 4- 0- 0 7) 6- 0- 0 4) 6- 0- 0 8) 4- 0- 0 In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION---,-- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 79 86 -121 B Pin 6- 4- 0 1 124 0 -190 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 86 0.06 A 10- 9 0 0.02 2- 3 86 0.07 A 9- 8 0 0.03 3- 4 86 0.07 A 8- 7 0 0.03 4- 5 86 0.04 A 7- 6 0 0.02 3- 0-0 eta• X a•XXXXa•a•Xa•a•>= 1 799 11 r e 1 I 11 I 10 7 6 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 anon des Systems Bracing shown on this drawing is rot erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which mum be considered by the building designer. Bracing shown is for lateral support of mist members only to reduce buckling length. Provisions mum be made in anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall ammure may be required. (See HIB-91 of TPI).For specific wss bracing requirements, contact building designer.(Tmss Plate Institute. TPI is located at 593 4005 MARONDA WAY D'O-rr'oDrive. Madison. Wisconsin 33719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0066 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.3949 Eng Job: WO: ARLK Dwg: TI: S1 Dsgnr: TLY Chk: 8/26/2005 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 TOTAL 43.0 vsf v4.7.21-8355 Design: Matrix Ana.kyel9 ra sesame a -a',,: 10 ----------- ,.x--- t .W •-• t -•C-•• Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:U Qty:6 ' DESIGN INFORMATION This design is for an individual building component and hasbeen based on infornation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications ardror designs Pornished o the maer massdesignbythe client and the correctness or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and insullatioo of masses. Thistruss has been designed n - individual building component in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated as pan ofthebuilding design by a Building Designer (registered architect or professional engines). When reviewed for approval by thebuilding designs. the design loadings shown mug be checked to, be sure that the data shownare in agreement with the local building codm lad climatic records for wind or stow loads. project specifications or special applied loads. Unless shown, truss has our been designed for swage or Occupancy loads. The design assumes compression chords ( top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in torsionare not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I0'-0' O.C. Connectorplates shall be manuf turgid from 20 gauge hot dipped galvanized gal meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator' s plans and to realize a continuing responsibility for such verification. Any discrepancies areto be put in writing before tuning or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for right fining wood to wood bearing. Connccte, plates shall be looted on bah fear of the truss with rails full) imbedded and shall be sym. about the joint unless otherwise shown. A 5a4 plate is 5' wide a a- long. A 6ag plate is 6' wide x 8' long. Slots (Mies) mn parallel w the plate length specified. Double cuts on web members shall moo at the cm"id of the webs unless otherwise shown. Connector plate sizes we minimum sizes based man the forces shown and may need to be increased for certain handling and/or section stresses. This mass is out to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Convnl refer to ANSIrrPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are 10 be followed in accordance with 'Handling. Installing and Bracing'. HIB- 91. Tmsses arc to be handled with particular cart during banding and bundling. deliver and installation to avoid damage. Temporary and permanent bracing for holding Mosses in a straight and plumb position and for resisting lateral forces shall be designed and installedbyothers. Careful handling is essential andemotion bracing is always required. Normal precautionIfY action for masses rcquues such temporary bracing during installation between masses to avoid toppling and domincing. The supervision of erection ofmosses shallbe under the control of persons experiencedin the installation Or— Professional advice shall be sought if needed. Corocmrwion of enwnetion loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to masses until afterall fastening andbracing is completed. TC: 2x 6 SP #2 BC: 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 trues. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--33/0, BOT CHORD 1-3--13/4, 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 1 171 124 -303 B Pin 2-11- 4 1 75 109 -198 T Pin 2-11- 4 1 53 0 -25 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-0- 0 1 2 6.00 C/L: 2-11- 4 75# 1. 50" 3.00 Face = 0- 2- 8 0 171 # 8. 00" 53# 1.50" 3- 0- 0 4 3 0-10- 8 3- 0- 0-10- 83- 0- 0 11 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL MOTHS ON THIS SHEET. A COPY OF THIS DRAWING TO HS GIV6N TO BRBCTING CONTRACTOR, BRACING WARNING, Ma ro n des SystemsBracing shown on this dewing is not enaction bracing. wind bracing. portal bracing or similar braing which is a pan of the building design and which mug be considered by the building designer. Bracing shown is for lateral soppon of mass membm only o reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified laaliwm determined bythebuilding designer. Additional bracing of the overallstructure may be required. (SecHIB-91 of TP4. Forspecific Moss bracing requiremrn¢ contact building designer.(Tross Plate Institute, TPI is located at 583 4005 MARONDA WAY D'Oncfn'o Drive, Madison. Wisconsin 33719). Sanford, FL. 32771 407) 321- 0064 Fa: (407) 321-3913 TOMAS PONCE P.E. LICENSE MOOSO068 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations=====__________ 1) 0- 5c8 3) 3- 0- 0 . 2) 3- 0- 0 4) 0- 5- 8 WndLod per ASCE 7-02, CSC, V- 125mph, H- 15. 0 ft, I. 1.00, Exp.Cat. B, Kit. 1.0 Bld Type- encl L. 3.0 ft W. 3.0 ft Trues in END zone, TCDL- 0.0 pef, BCDL- 0.0 pef _ Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 33 0.14 A 1- 3 -13 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 Attach with ( 2) 6d Toe - Nails 1-5- 6 Attach with ( 2) 6d Toe - Nails Over 3 Supports Scale = 0.6161 Eng Job: WO: ARLK Dwg: TI: U Dsgnr:TLY Chk: 8/26/2005 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 rroxiie racn: t.: yaaa-a,vn 3rcuanxv+ua,n kaxnun xrxa<a.ax 3v.k,an Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:V Qty:2 1 DESIGN INFORMATION This design is for an individual building component and has been based oninformation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifcaliom andbr designs furnished to the truss, designer by the client sandthecorreemeor accuracyof his information as it may relate to a specific projec, and accepts on tesponsibility or exercises no control with regard to fabrication. handling. shipment and installation oftrusses. This miss has been designed as an individual building component in accordance with ANSUTPI 1-1995 and NDS- 97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes local climatic records for wind or snow loads, project specificationsorspecial applied loads. Unless shown, wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bonom) we continuously braced by sheathing unless otherwise specified. Where bottom chordsin tension are not fully braced laterally by aproperly applied rigid ceiling they should be braced at a maxinumn spacing of10.0' o,c. Connector plates shall be manufactured ham 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalloutbeinstalledoverknotholes, knots or distoned grain. Members shall be cut for tight fitting wood Io wood bearing. Connector plates shall be looted on both fain of the truss with nails fully imbedded and shall be synct about thejoint unless otherwiseshown. A Sx4 plate is S' wide x 4' long. A 6xg plate is 6' wide x 9' long. Slots (boles) mat parallel to the plate length specified. Double cuts on web members shall meet at the cenunid of the webs unless othawisc shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain handling andror section saresses. This wss is norto be fabricated with fire retardant neatcd lumber unless otherwise shown. For additional information on Quality Comml refer to ANSVfPI 1- 1995 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with 'Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular are duringbanding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb Position and for raining lateral forces shall be designed and installed by others. Careful handling isessentialand erection bracing is always required. Normal pro autiomary action for wssu requires such temporary bracing during installation haw een trusses; to avoid toppling and dominoing. The supervision of action of wsses shall be under the control of persons experienced in the installation of musses. Profcsional advice shall be sought if needed. Continuation of constnction loads greater than the design Inds shall m be applied to tmssaat am time. Noloadsotherduntheweightoftheactionsshallbeapplied to mosses until after all fanening and bracing is completed. TC: 2x 6 SP #2 BC: 2x 4 SP 42 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. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 23 0.07 A 1- 3 -8 0.04 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 1 129 87 -234 B Pin 1- 11-12 1 51 77 -135 T Pin 1- 11-12 1 36 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 2- 0-8 1 2 6. 00 C/ I,: 1-11-12 51# 1.50" 0- 4-2 0-4-2 3. 00 Face = 0- 2- 8 0- 8-0 t: 5 H 129# 8.00" 36# 1.50" 2- 0-8 4 3 0- 10- 8 2-0-8 I ( 110- 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 WARNING, M a ro nd a Systems Bracing shown on this drawing ism erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral suppon of emsmembers onlyto reduce bucUinglength. Provisions must be madeto anchor lateral bracing m ends and specified locations --. ermined by thebuilding designer. Additional bracing of the overall structure may be required. (Sec HIB-91 ofTPI).For specific truss bracing requitements. contact building designer.(Truss Plate Institute. TPI is located at 583 4005 MARONDA WAY D'OnofrioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WW50068 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations --rarae= —rat a, 1) 0- s- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 WndLod per ASCE 7-02, C&C, V. 125mph, H- 15.0 ft. I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L. 2.0 ft W. 2.0 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=-4/23, BOT CHORD 1-3-8/2, 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 Attach with (2) 16d Toe -Nails 1- 2-8 Attach with (2) 16d Toe -Nails Over 3 Supports Scale =0.6795 Eng Job: WO: ARLK Dwg: TI: V Dsgnr: TLY Chk: 8/26/2005 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 TrVPAT. AA n . F .ice 7 71_01AS7 Design: Matrix Analysis Protile Patn: (::\'lists-LUX\worK\uoDB\AKLK\Px"\V.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT30 Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been baud oninformation provided lrthe client. The designer disclaims any responsibility for damages as a rectal, of faultyor incorrectinfonmatian. specifications andfor designs fumished to the miss designer by the client and the correctness or accuracy of this informationas it may relate to a specific project and accepts no responsibility or exorcises no control with tegard to fabrication. handling, shipment and installation of misses. This miss has been designed as an individual building component in accordance with ANSI1fP1 1-1995 and hrDS. 97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be choagreementked to be sure that the data shown e in agreement with the local building codes, local climatic records for wind or snowloads, project specifications or special applied loads. Unless shown, nss has rot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10-0' o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is inconformance with the fabricatoos plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in wriling before cutting or fabrication. Plates shallnorbeinstalledoverknotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be looted on both faces of the cuss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slou (holes) ton parallel to the plate length specified. Double cus on web members shall men at the cennid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces drown and may need to be increased for certain handling and/or erectionstresses. This miss is net to be fabricated with fire retardanttreated lumber unless otherwise shown. For additional information on Quality Control refer to ANSVTPI 1- 1995 PRECAUTIONARY NOTES All bracing and elation recommendations are to be followed in accordance with "Handling. Installing and Bracing', fit B-91. T.- are to be handled with particular arc during banding and bundling. delivery and installation to avoid damage. Temporary and permanrnl bracing for holding misses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and election bracing is always required. Normal precautionary action for misses requires such temporary bracing during installation between misses to avoid toppling and dominoing. The supervision of nation of misses shall be undo the connl of personsexperienced in the installation of misses. Professional advice shall be sought if nneeded. Concentration of mnstnutionInds greater than the design loads shall trot be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to masses until after all fastening and bracing is TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WB: 2x 4 SP #3 continuously braced unless noted otherwise. GBL: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, MULTIPLE LOADS -- This design is the H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 composite result of multiple loads. Bld Type. encl L. 6.0 ft W. 6.0 ft Truss L. and R. End verticals designed for wind in END zone, TCDL- 0.0 psf, BCDL. 0.0 psf This truss has not been designed for ROOF Impact Resistant Covering and/or Glazing Req PONDING. Building designer must provide FORCES (lb) - Max Compression/Max Tension adequate drainage to prevent ponding. (0.25 TOP CHORD 1-2.-46/64,2-3.-46/64,3-4.-46/64, in./ ft. min. slope to drain). Truss must be BOT CHORD 8-7.0/0,7-6.0/0,6-5-0/0, marked to prevent UPSIDE DOWN erection. Webs 8-1.-42/117,7-2.-88/242, WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 6-3.-99/272,5-4--34/93, 8- 1 117 0.12 C 6- 3 272 0.21 C--------GLOBAL MAX DEFLECTIONS--------- 7- 2 242 0.21 C 5- 4 93 0.11 C LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 4-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 2- 3-0 6- 0-0 1 2 3 4 3x4 2x4 20 2x4 2x4 2x4 2x4 3x4 Joint Locations== ------ =__---- 1) 0- 0- 0 4) 6- 0- 0 7) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- 0 3) 4- 0- 0 6) 4- 0- 0 In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 79 64 -125 B Pin 5- 10- 4 1 70 -64 -101 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 64 0.06 A 8- 7 0 0.02 2- 3 64 0.07 A 7- 6 0 0.02 3- 4 64 0.07 A 6- 5 0 0.02 2- 3-0 79# 3.50" Stud Q 2- 0- 0 70# 3.50" 6- 0-0 8 7 6 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg' fMarondaSystemsBracingshownonthisdrawingismerectionbracing, wind bracing, portal bracing or similar bracing which is a pan of Dsgnr : TLY Chk : thebuildingdesignandwfiichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of nss mernbers only to reduce buckling length. Provisions must be made to ocher lateral bracing at ends and specified TC Live l6 . Q psf locationsdeterminedbythebuildingdesigner. Additional bracing of theoverall structure may be required. (Sec HIB-91 p ofTPD. Fm specific truss bracing rcquircmenu, contact building dmigna.(Tmss Plate Institute. TPI is located at 393 TC Dead 7.0 psf 4005MARONDAWAYD'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL.32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMSOD68 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 ITOTAL 43.0 psf Scale = 0.4628 WO: ARLK TI: VT30 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-7961 Design: Matrix Analysis rrorile racn: : Sian-a.un worne 3.a eaaan xeucaaa. xauaa.nxvaasa.k,aas Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:VT40 Qty:l DESIGN INFORMATION This design is for an individual building component and has been baudon information provided b) the client. The designer disclaims any responsibility for damages u a result offaulty or incorrect information. specifications and/or designs furnished to the truss designa by the client and the corramess or accuracy of this information u it may relate to a specific projal and accepts no responsibility or exacises rocontrol with regard to fabrication, handling. shipment and installation oftosses. This toss has been designed as an individual building component in accordance with ANSIIfPI 1.1995 and NDS-97 to be incorporated u pan of the building design by a Building Designer (registered architect or profession) engineer). Wben revimed for approval by the building designer. the design loadings shoos must be checked to be sure that the data shoos are in agreancel with thelocal building codes. local climatic recordsfor rind or sow loads, project specifications or special applied loads. Unless shows, truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are our fully braced laterally by a properly applied rigid ceiling. they should be braced at amaximumspacingofId-0' o.c. Connector plates shall be mufxtured fmm 20gaugehot dippedgalvanized steel meetingASTM A 653. Grade 40. unlessotherwise shows. FABRICATION NOTES Prior to fabrication. 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 tobe put in writing before cutting or fabrication. Plates shall net be installed ova knothelm trots or distorted grain. Members shall be cut for tight fininguood to rood bearing. Connector plates shall be located on bah fain of the truss with nails fully imbedded and shall be s)m. about thejoint unless otherwise shows. A 5x4 plate is 5' wide x 4' long. A 6xg plate is 6' wide x 8' long. Slots (boles) ton panllcl to the plate length specified. Double cuts on web members shall coca at the centroid of the webs wil ss otherwise shows. Connector plate sizes are minimum sizes based on the forces stows and may need to be increased for certain handling andrror action stresses. This toss is not to be fabricated with fire reurdant treated lumber unless otherwise shows. For additional information on Quality Conwl term to ANSI?PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses ere to be handled with particular cart during banding and bundling, delivers and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and insulted by others. Careful handling isessential and oration bracing is alwa)s required. Normal precautionary action for trusses requires such temporary bracing during installation between wsses to avoid toppling and domiroing. The supervision of action oftosses stall be underthe control of pasimexperienced in the installation of mssa. Professional advice shall be sought if needbo. Concentration of au srnxtion loads greater than the design loads dull ma be applied to trusses at an) time. No loads other than the weight of theerectors shallbe applied to maser until after all ravening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, Ha 15.0 ft, I= 1.00, Exp.Cat. B, Kit- 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 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.01/999 0.01/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cqa 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-28/57, SOT CHORD 4-3=-16/22, Webs 3-2--66/152, TC. .. FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 57 0.07 A 4- 3 22 0.12 3- 0-0 4. 00 2x4 3x4 UJ 20 XX/>< 1'>\/1\ X q 129# 3.50" 1290 3.50" 3- 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNINGr M a non der Systems B acing shown on this daring is net e ec ion bracing. wind bracing, pmnal bracing or similar bracing which is a pan of the building design and which mumbe considaW bythebuilding designer. Bracing shows is for lateral support ortruss members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overallstructure may be required. (Sec HIB•91 of TPI). Forspecific toss bracing requirements. contact building designa.(Tmss Plato Institute. TPI is located at $93 4005 MARONDAWAYD'Onofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 veveev.=------ Joint Locations -sieve--tree-eee 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 129 -131 -211 B Pin 2-10- 4 1 129 0 -229 B H Rpll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 3- 2 152 0.05 C Scale = 0. 8648 Eng Job: WO: ARLK Dwg: TI: VT40 Dsgnr:TLY Chk: 8/26/2005 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 rroZale race: a.:\oars-uvs\\nuan\u uua\asavuav\a+.A+ \ . . ..ka^ Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT41 Qty:l I DESIGN INFORI9ATION This design is form individual building component and has been based on intonation prmided by the client. The designer disclaims any responsibility for damages as a result offaultyor imorreel information, spaificmions andror designs furnished to the wss designer by the client and the concemess or accuracy ofthis information asit may relate IS a specific project and accepts no responsibility or exercises ro control with regard m fabrication, handling. shipment and installation of mosses. This wss has been designed as an individual building component in accordance with ANSI?PI 1-1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect or professional engineer), When reviewed for approval by the buildingdesigner, the design loadingsshown must be checked to be sure that the data shown are in agreement with the local building coda, local climatic records for wind or crow loads, project specification or special applied loads. Unless shown wss has not been designed for storage or occupancy loads. The design asmmes compression chords (top or bottom) ere continuously braced by sheathing unlessotherwise specified. Whet bottom chords in tension are not Polly braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of I0-0' o.c. Connector plaes shall be manufactured from 20 gauge hotdipped galvanized sal meeting ASTM A 633, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confomnance withthefabricatorsplansandtorea.ire a continuing responsibility for such verification, Any discrepancies are tobe put inwriting beforecutting or fabrication. Plates lull roI be installed ova knotholes trots or dismned grain. Member shall be cul for tight fitting wood 1m wood bearing. Connector plates shall be located on bah faces of the Innis with if, fully imbedded and shall be s,m, about thejoint unless otherwise sawn. A 5,4 plate is 5' wide x 4• long. A 6%9 plate is 6' wide • g' long. Slots (holes) run parallel to the plate length Specified. Double cuts no web member cull meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum Sizes based on the forces sawn and may need to be immased for certain handling and/or action Stresses. This miss is no. In be fabricated with fire retardant scared lumber unless otherwise shown. For additional information on Quality Control refer to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations see tobefollowedinaccordancewith "Handling. Installingand Bracing'. HIB-91. Trusses we m be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding mrsses in a straight and plumb position and for resisting lateral forces shall be designed and installed byothers. Careful handling andlingisessentiala erection bracing is always required. Norrul precaution wr action for vustes requires such temporary bracing during installation between mosses to avoid toppling and domiroing. The mpmision ofsection of uuises cull be undo the conuol ofpersons experienced in the installation ofmisses. Professional advice shall be sought ifneeded. Co-ntmtion of cowmnion loads grater than the design loads shall not be applied to uuucs at any time. No loads other than the weight of the armor shall be applied to trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 42 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--89/112,2-3--37/41, BOT CHORD 1-5-0/0,5-4=0/0, Webs 5-2--144/439,4-3--24/68, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor . 1.50 2-0-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CSC, Ve 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L- 6.0 ft We 6.0 ft Truss in END zone, TCDL= 0.0 psf, BCDLe 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 112 0.15 A 1- 5 0 0.11 2- 3 41 0.16 A 5- 4 0 0.07 4.00 e---Joint Locations==-------e ---- 1) 0- 0- 0 3) 6- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 6- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 112 149 -151 B pin 5-10- 4 1 44 -54 -59 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 439 0.11 C 4- 3 68 0.08 2-0-0 0000< 1124 3.50" Stud @ 2- 0- 0 44# 3.50" 6-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING 1. BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. M a ro ndes Systems Bracing shorn onthis drawing is net erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support ofwss membersonly toreduce buckling length. Provisions must be made ro anchor lateral bracing at ends and spaifhed lions determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91ofTPI).Forspecific wss bracing requirements. contact building designer.(Trnss Plate Institute. TPI is located .1593 4005 MARONDA WAY D'Orofrio Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale ca 0.6520 WO: ARLK TI: VT41 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rroxile earn: c.: kaaa-a,un nsra rs vruue k4iRLax e+na.4.waa•.yaw Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT42 Qty:1 I DESIGN INFORMATION This design is for an individual building component and has been based on infomation provided by the client. The designer disclaimsany responsibility fordamages as a resultoffaulty orincorrect information, specifncatiom and/or designs famished to the sus designer by the client andNe cumeculm or Accuracy ofNis informationas it may relate to a specific project and Accepts no responsibility or exercises noconsul withregard in fabrication. handling. shipment and istsullnioo ofmosses. This suss has been designed as an individual building compound in accmdarnM with ANSIRPI 1-1995 and NDS-97 to be incorporated as pan of the building design bya Building Designer (registered architector professional engineer). When reviewed fro approval by the building designer. the design loadings shown most be chocked in be Sure that the dara shown are in agreement with the local building codes, local climatic records For windor .rowloads, project specifications orspecial applied loads. Unless shown, mass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bomm) are continuously brAced by sheathing voles otherwise specified. Where bottom chords in tension are not fully braced laterally by a popaly applied rigid «fling, they should be braced at a maximum spacing of 10'.0" o.e. Connector plainshall be manufactured from 20 gauge hilt dipped galvanizd sleet meeting ASTM A 653. Grade 40. miles otherwise shown. FABRICATION NOTES Prior to fabrication, thefabricator shall review this drawing in verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to beput in writing before cutting or fabrication. Plates shall our be installed over knotholes, knots or distorted grain. Members shall be cut for right filling wood to wad bearing. Connecror plain shall be located on bah faces of the tmss with nails fully imbedded and shall be svm. about the joint union otherwise shown. A 5x4 plate is 5' wide . P long. A 6xg plate is6' wide x S' long. Slots (holn) met pmllcl to the plate length specified. Double cuts onwebmembersshallmeetatthecentroidofthcwebsunless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or elation stresses. This mass is not to be fabricard with fare rctudam treated lumber unless otherwise shown. For additional information on Quality Consul refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and election recommendations are tobe followed in accordance with "Handling. Installing and Bracing'. 11I13-91. Tmssn are to be handled with particular cart duringbanding andbundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding massn ina straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and estxtion bracing is always required. Normal presautiomsy Action for masses require Such temporary bracing during imvallnion bet— masses in avoid toppling and dominoing. The supmisionoferectionoftrussesshall be under the consul ofpersons experienced in the installation ofmasses. Professional advice shall be sought if needed. Concentration of cunstmetion loads greater than the deiign loads shall not be applied to musses at any time. No loads other than the weight of the erectors shall be applied to masses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-18/26, BOT CHORD 4-3=-10/14, Webs 3-2=-50/99, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor - 1.50 T 0-9-4 1 Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, C&C, V- 125mph, He 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 2.3 ft W= 2.3 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 26 0.02 A 4- 3 14 0.05 2- 3-12 1 2 4.00 2x4} 3x4 l 0-9-4 2x4} 2- 3-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON TNIS SHEET. A COPY OY THIS DRAWING TO BE GIVBN TO HRECTING CONTRACTOR. BRACING WARNING. M a ro n der Systems B Acing shorn on his drawing is r.m erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and wfiich must be considered by the building designer. Bracing shown is for latent suppon of mass members only in reduce Welding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure mayberequired. (See HIB-91 ofTPH.Forspecific mass bracing requucmrnrs. contact building designer.(Tmss Plate Instimta TPI is located as 5934005MARONDAWAYDonofrioDrive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAIS PONCE P.E. LICENSE =0050068 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations ------------ 1) 0- 0- 0 3) 2- 3-12 2) 2- 3-12 4) 0- 0- 0 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- 1-12 1 99 -101 -164 B Pin 2- 2- 0 1 99 0 -176 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 99 0.03 C Scale = 0.8559 Eng Job: WO: ARLK Dwg: TI: VT42 Dsgnr:TLY Chk: 8/26/2005 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 nnaiyeie e'e,x.... x--.,.,. x .,. .,., .... ....------- Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT43 Qty:l ' DESIGN INFORMATION This design is for an individual building componem and has been based on information provided by the client. The designer di.[,ims any responsibility for damages as a result of faulty or incorrect information, specifications artNar designs famished to the truss designer by the client and the corrccmess or accuracy of this information as it may relate to aspecific project and accepts on responsibility or exacises no control with regard to fabrication. handling. shipment and installation oftrusses. This truss has been designed as an individual building component in accordance with ANSI?PI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be choked to be sure that the dau drown we in ageemenr with the local building codes, local climatic records for wind or mow loads, project specifications or special applied loads. Unless shown, wss has rot beer designed for sronge or occupancy loads. The design assumes compessior chords (rop or bottom) are continuously braced by sheathing unless otherwix specified. Where bottom chords in ternion tic not fullybracedlaterallyby a properly applied rigid ceiling. they should be braced at amaximumspacingofId-0' o.c. Connector plates shall be manufactured from 20gauge hot dipped galvanized saeel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricarorsplans nil to realize a continuing responsibility for such verification. Any discrepancies e to be put in writing before cutting or fabrication. Platesshallnotbeirmalledoverknotholmknotsordistorted grain. Members shall betern for tight fitting wood towood bearing. Connector plates shall be looted on bah liters of the truss with mils fullyimbedded and shall be sym. show thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6xg plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts onwebmembersshallraceatthecarmoidofthewebsunless otherwise shown. Connector, plate sizes are minimum sizes based on the homes shown and may need to be increased for certain handling and/or erection stresses. This wss is rot to be fabricated with fire retardant treated lumbar anless otherwise shown. For additional inhumation on pualiry Control refer to ANSlffP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to befollowedinaccordancewith'llandling. Installing arid Bracing'. HIB-91. Trusses are to be handled with particular arc during handing andbundling. delivery andinsullniontoavoiddamage. Temporary and pamanenl bracing for holding trusses ina straight aM plumbpositionandforresistinglateralforcesshallbedesignedandinstilledbyothers. Careful handling is essential and erection bracing is always required. Normal Precautionary action for masses requires such temporary bracing during inWallnion between masses to avoid toppling and derminoing. The supervision of erection of massy shall be under the control ofpersons experienced in the installation ofmasses. Professional advice shall be sought if nailed. Continuation of construction loads grater than the design loads dull not be applied to trusses at any time. No loads other than the weight of the actions shall be applied to misses until after all fagceing and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GEL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--122/277,2-3=-47/167, 3-4--44/84, BOT CHORD 1-7-0/0,7-6-0/0,6-5-0/0, Webs 7-2--116/289,6-3--92/283, 5-4--36/83, 2-9-5 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, Kzt= 1.0 Bld Type= encl L= 7.4 ft W. 7.4 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 277 0.08 A 1- 7 0 0.04 2- 3 167 0.08 A 7- 6 0 0.04 3- 4 84 0.07 A 6- 5 0 0.02 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 7-5-0 4.00 Joint Locations ==== ---------- = 1) 0- 0- 0 4) 7- 5- 0 7) 3- 5- C 2) 3- 5- 0 5) 7- 5- 0 8) 0- 0- 0 3) 5- 5- 0 6) 5- 5- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Tyge 0- 1-12 1 92 -268 -74 B Pin 7- 3- 4 1 118 -64 -239 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 7- 2 289 0.07 C 5- 4 83 0.12 6- 3 283 0.12 C I fi r I I 1 18N 3.50 8 7 6 5 7-5-0 1-0-0 R1- 0-1 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING, Ma ro n des Systems Bracing shown on this drawing is nor accrion bracing, wind bracing, postal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of mass members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (Sec HIB-91 of TPq.For specific mass bracing requiremenm contact building designa.(Tmss Plate Institute, TPI is located at 5934005MARONDAWAYWOooftioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rer0O50068 1005 VANNESSA DR. OVIEDO FL 32766 2- 5-11 2-9-5 Scale = 0.4331 Eng Job: WO: ARLK DWg: TI: VT43 Dsgnr:TLY Chk: 8/26/2005 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 rroriie racn: s:: kaaa-a.vn kssvrnc kutzun kzs+x+aax kas+s+aaxk.a+.k,aw Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:VT50A Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information prmided by the client. The design. disclaims any responsibility for damages as a e itoffaultyor incount information, specifications and/or designs famished to the wss designer by the client and the correemess or accuracy of this information as it may relate to a specific project and accepts m responsibility or exercises nocontrol with regard a fabrication. handling, shipment and installation ofasses. This truss has been designed as an individual building component in accordance with ANSUfPi 1.1995 and NDS-97 tobe ineorpn..red as pan ofthc building design bya Building Designer (registered atchitect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked o be sure that the data shown are in agreement with the local building codes, local climatic records for windor snow loads, project specifications or vecial applied loads. Unless shown, cross has not been designed for Storage or occupancy loads. The design assumes compression chords (top or bonom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension we not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 101-0' a c. Comma, plate Shull be manufactured from 20 gauge hot dipped galvanized lecl meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize acontinuing responsibility for Such verification. Any discrepancies we to be put in writing before cutting orfabrication. Plates shall not be installed over kmdales. trots or distoned grain. Members shall be cut for tight fitting wood to wood bearing. Connector plats shall be looted on both faces of the truss with nails rally imbeddedand shall be svm. about thejoint unless otherwise shown. A 5a4 plate is5' wide x 4' long. A 6x8 plate is 6' wide a g' long. Slats (bolo) meparallel to the plate length specified. Double cuts on web members shallmen at thecennid ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shown and may need to be reaincsed for:main handling mWor.eetion strews. This wss is not to be fabricated with rue r.udaut treated lumber unless otherwise shown. For additional information on Quality Control cafe to ANSIITPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations tie a be followed in accordance with'Handling. Installing and Bracing'. HIB-91. T- are to be handled withpanicularoreduringbandingandbundling. deliver and installation to avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resistinglateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for mosses requires Such temporary bracing during installation bnween asses to avoid toppling and domiming. The Supmision oferection ofwssa shall be under the control of persons experienced in the installation of trusses. Professional ad.ice shall be sought ifneeded. Cone tanation ofconstruction loads greater than the design loads shall not he applied 10 masses al am fine. No loads other than the aright of the erectors shall be appliedmmosses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-45/69,2-3=-45/58, BOT CHORD 6-5=-28/60,5-4--38/124, Webs 5-2--116/198, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 198 0.05 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, Kzt- 1.0 Bld Type= encl L= 3.9 ft W. 3.9 ft Truss in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 69 0.02 A 6- 5 60 0.04 2- 3 58 0.02 A 5- 4 124 0.05 1-11- 8 6.00 6.00 1-11- 8 4x6 3x4 3x4 0-11-12 2x4 Joint Locations =====__=_______ 1) 0- 0- 0 3) 3-11- 0 5) 1-11- 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 61 -96 -97 B ,pin 3-10- 4 1 61 0 -100 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 XXXXX/\N 1 1 61# 1.50" 61M 1.50" 3-I1- 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. Ma ron da Systems Bracing shorn on this drawing is erction bracing. wind bracing, portal bracing or similes bracing which is a pan the building design "which must be considered by the building design.. Bracing shown is for lateral Support oftruss members only to reduce buckling length. Provisionsmust be madetoanchor latml bracing at endsand specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (See HIB-91 ofTPI).For specific no bracing requiremenm contact building design a.(Truss Plate Instimta TPI is located .13934005MARONDAWAYWDnofrioDrive. Madison. µ'iscamin 53719). Sanford, FL. 32771 407) 321-0061 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 970050068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dig Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.8279 WO: ARLK TI: VT50A 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rroriie rain: : kaaa-a.vn knoane 3sa :run 3exaxa.av keuxa.avyva s,as. yaw Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT51A Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information pro ided by the client. The design. disclaims any responsibility for damag. as a result of faulty of incorrect information. specifications anNor designs furnished to the wss designer by the client and the correctness or accuracy ofthis information asit may nelalc to aspecific project and accepts no responsibility or exercises no control with regardto fabrication. handling. shipment and installation oftrusses. This buss has been designed n an individual building component in accordance with ANSI?PI 1-1995 and NDS-97 m be incorporated n pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown mug be Shocked m be sure that the data shown are in agreement with the local building code& local climatic records for wind or scow load& project specifications or special applied loads. Unless shown, wss has not been designed for storage or occupancy bads. The design asspmes compression chords (top or bottom) are continuously brxed by sheathing unless otherwise specified. Where bottom chords in tension are rot fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of101-W o.c. Connector plates shall be manufactured from 10 gauge hot dipped galvanized gal mining ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verifythat this drawing is in conformance with the fabricators plans and m realize a continuing responsibility for such verification. Any discrepancies are m be put in writing before cutting or fabrication. Plates shall net he installed over knotholes, kms or distorted grain. Members shall be cut for light filling wood towood bearing. Connector plates shall be looted on bah fates of the truss with nails full) imbedded and shall be sym. about thejointunless otherwiseshown. A 5x4 plate is5' wide x a- long. A 6a plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for«ruin handling andfor erection presses. This wss is nor to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSIrrPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling. Instilling and Bracing'. HIB-91. Trusses are to be handled withpanimWcareduringbandingandbundling. deli)er andinstallationtoavoiddamage. Temporary and permanent bracing for holding wsses in a straight and plumb positionand for resisting lateral forces shallbedesigned and installed by others. Careful handling is essential and erection bracing is always required. Noroul precautionary action for wzscs requires Such temporary bracing during its allation bewccn mss,s m avoid toppling and domimiag. Thesupervision oferection oftrusses shall be undo the control ofpawns experienced in the installation oftrusses. Professional advice skull be sought if nailed. Concentration of crnsrruction loads greater than the design loads shall rot be applied to trusses at am lime. No loads other Wan the weight of the erectors 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 #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-155/139,2-3=-155/139, BOT CHORD 6-5=-107/199,5-4--98/250, Webs 5-2--237/448, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 448 0.11 C 84# 3.50" 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, Kzt= 1.0 Bld Type. encl L= 6.6 ft W. 6.6 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -155 0.10 A 6- 5 199 0.14 2- 3 -155 0.09 A 5- 4 250 0.15 3-3-8 3-3-8 1 2 3 6.00 46 2x4 6.00 6-7-0 6 5 4 sera=====raJoint Locations=====-________ 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 84 -97 -121 B pin 6- 5- 4 1 83 0 -122 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor a 1.50 83# 3.50" EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BRECTING CONTRACTOR. BRACING WARNINGS DWg' M a ro nda Systems Bracing shown on this drawing is" enaction bracing, wind bracing, portal bracing or similar bracing which is a pan of Dsgnr : TLY Chk : the building design and which must be considered by the building designer. Bracing shown is for lareral Support of wss members only m reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified TC Li16 . 0 psf locationsdeterminedbythebuildingdesigner. Additional bracing ofthe overall structure may be required. (Sec Live HIB-91 P of TPp.For specific wss bracing requirement& contact building designer.(Tross Plate Institute. TPI is located ar 583 TC Dead 7.0 psf 4005MARONDAWAYD'OmfrfoDrive, Madison. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50068 BC Dead 10. 0 psf 1005 VANNESSA DR. OVIEDO FL 32766 ITOTAL 43.0 psf Scale = 0.7319 WO: ARLK TI: VT51A 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA vat 7 91—AM 9 Design: Matrix Analysis rroriie raen: t:: aaa-a.vn ncsa,t krauunkea+)+aax asna.a)kva a.as. ran. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT52A Qty:l I DESIGN INFORMATION This design is for an individual building component and has been based on information pruyided by the client. The designer disclaims any responsibility for damages As a result of faulty or incorrect information. specifcatiom and/or designs furnished tothe wss designer by the client and the conecutm or accuracy ofthis information asit MAY relate to a specific pmjm and accepts no raponibility or exercises no control with tcgard to Fabrication, handling shipment and installation oftrusses. This wss has been designed as an individual building component in accordance with ANSI?PI 1-1995 and NDS-97 to be incorporated aspan ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be chocked to be ore that the data shown are in agreement with the local building codes. local climatic: records for wind or snow loads project specifications or special applied loads. Unless shown. trust has rot been designed for storage or occupancy loads. The design asomes compression chords Imp or bottom) we continuously braced by sheathing soles; otherwise specified. Where bottom chords in tension we not fully famed laterallyby a properly applied rigid ceiling. they should be braced at a maximum spacing of1d-0' o,c. Conomtor plates shall be manufactured from 20 gauge hot dipped galvanized steel mining ASTM A 657. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies arc to be put in writing before tuning or fabrication. Plates shall not be installedover knotholes. know or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be located on bah faro of the truss with nails fully imbedded and shall be see. about the joint unless otherwise shown. A Sx4 plate is 5' wide a A- long. A 6x8 plait is 6' wide a 8' long. Slots (holes) tonparallel to the plate length specified. Double cuts on wsb members shall meet al the centruid of the webs unless otherwise shown. Connector platesizeswe minimum sizes based on the forces sawn and may need to be increased for certain handling and/or erection stresses. This trwx; is eel to be fabricated with face -,dam treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rmornmeMatiom Are to be followed in accordance with'Handling. Installing and Bracing'. HIB-91. Trusses arc to be handled with particular careduring bandingand bundling. deliveryand installation to avoid damage. Temporary and permanent bracing for holding trusses, in a straight and plumb Position and for resistingWerad forces shall be designed and installed by others. Careful handling is essential and erection bracing is always requires. Normal preoutiomip action for trusses; requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The mpmision of erection of woes shall be under the control of porous e.pi-.d in the installation of tosses. Professional advice shall be sought ifneeded. Concentration ofommrunion loads greater than the design loadsshall not be applied to trusasat an, lirrc. No loads other than the weight ofthe sectors shall be applied to cases until after all fastening and bracing is completed. TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WB: 2x 4 SP #3 continuously braced unless noted otherwise. GBL: 2x 4 SP #3 In -Plant Quality Assurance with Cq. 1 MULTIPLE LOADS -- This design is the MAX. REACTIONS PER BEARING LOCATION----- compositeresult of multiple loads. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C&C, V. 125mph, 0- 1-12 1 79 -98 -67 B Pin H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 9- 1- 4 1 79 -98 -67 B Pin Bld Type. encl L. 9.2 ft W 9.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/or Glazing Req 1- 2 110 0.13 A 1- 9 0 0.03 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 70 0.15 A 9- 8 0 0.03 9- 2 229 0.06 C 7- 4 229 0.06 C 3- 4 70 0.15 A 8- 7 0 0.03 8- 3 120 0.18 C 4- 5 110 0.08 A 7- 5 0 0.03 Joint Locations_______________ 1) 0- 0- 0 5) 9- 3- 0 9) 2- 7- 8 2) 2- 7- 8 6) 9- 3- 0 10) 0- 0- 0 3) 4- 7- 8 7) 6- 7- 8 4) 6- 7- 8 8) 4- 7- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-39/110,2-3.-37/70,3-4.-37/70, 4-5=-110/4, BOT CHORD 1-9.0/0,9-8.0/0,8-7-0/0,7-5.0/0, Webs 9-2=-100/229,8-3=-78/120, 7-4.-100/229, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 5-4 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 4-7-8 4-7-8 I 1 2 3 4 5 6.00 2- 3-12 79# 3.50" 10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 4x6 Stud Q 2- 0- 0 9-3-0 6.00 79# 3.50" Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 vsf 2- 3-12 Scale = 0.5658 WO: ARLK TI: VT52A 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Protile Fatn: C: \1'G15-f.ux\worse\JmDa eusa.n kaucs.rv wa en. Pan Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:VT53A Qty:l DESIGN INFORMATION This design is for an individual building component and hasban handon information provided bythe client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs fumishai tothe mass designer by the client and the correctnessor accuracy ofthisinformation asit may r<Iuc to a specific project and accepts no responsibility or exacisa on control with regard to fabrication. handling. shipment and instillation oftrusses. This mass has bean designed as an individual building component in accordance with ANSlffPI 1.1995 and NDS-97 n be incorporated aspanofthe building design by a Building Design. (registered -hit.. or professional enginces). When reviewed for approval by the building designer. the design loadings shown must be chaked to be surethat the data shown are in agreement with the local building coda, local climatic records for wind or stow loads, project specifications or special applied loads. Unless shown, truss has notbeendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords intension are not Polly bracedlaterally by a properly applied rigidceiling. theyshould be braced at a maximum spacing of Id-O' ova Connector Plata shall be manufactured from 20 gauge hot Clipped galvanized steel meeting ASTM A 653. Grade 40. unlas otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall teview this drawing to verify that this dnwing is in eonfirmance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are rot be put in writing before cutting or fabrication. Plata shall not be insttalledova knotholes, knoa or diswn<d grain. Members shall be cut rot tight fining wood to wood bearing. Connector plates shall be Itsored on bah fans of themuss withnails fully imbedded andshall be sm. about thejoint unlessotherwise shown. A 5x4 plate is 5' wide x 4' long. A 6xg plate is 6' wide x 9' long. Sloes (holes) ran puallel tothe plate length specified. Double cuts on web members shall mho at the c<nuoid of the webs unless otherwise shown. Connector plate sizes we minimum sizes based on the forces shown and may need to be increased rot certain handling andfor erection Wass. This mass is not to be fabricated with fire retardant neared lumber unless otherwise shown. For additional informationonQuality Control r<fa in ANSVTPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with'Handling, Installing and Bracing'. 11IB.91. Trusses we to be handled with particularrate during bandingand bundling, deliveryand iasullmiontoavoid damage. Temporaryand perumall bracing for holding massa in a straight and plumb positionandforresistinglateralforcesshallbedesignedadinstalledbyoth<a. Careful hulling is essential and erection bracing is always required. Normal precautionary action for uussa requires such temporary bracing during installation berweeo masses to avoid toppling and domin c ing. The supervisionof aectionoftressesshall be under the control of persons experienced in the instillation ofuusses. professional advice shall be sought if needed. Concentration of tensamesionloads grater tun the design loads shall mat be applied to trusses at a.. time. No loads other than the weight of the .errors shall be applied to masses until after all fastening and bracing is TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WB: 2x 4 SP #3 continuously braced unless noted otherwise. GBL: 2x 4 SP #3 In -Plant Quality Assurance with Cq- 1 MULTIPLE LOADS -- This design is the MAX. REACTIONS PER BEARING LOCATION compositeresult of multiple loads. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C&C, V. 125mph, 0- 1-12 1 130 -130 -108 B Pin H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 12- 1- 4 1 130 -130 -108 B Pin Bld Type. encl L= 12.2 ft W- 12.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf TC. ..FORCE..CSi. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/or Glazing Req 1- 2 145 0.35 A 1- 9 0 0.10 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 3 91 0.14 A 9- 8 0 0.09 9- 2 324 0.13 C 7- 4 324 0.13 C 3- 4 91 0.22 A 8- 7 0 0.09 8- 3 -48 0.33 C 4- 5 -115 0.24 A 7- 5 0 0.10 3- 0-12 6- 1-8 116 2 3 4 6. 00 -6.00 4x6 e= Joint Locations==--------- == 1) 0- 0- 0 5) 12- 3- 0 9) 4- 1- 8 2) 4- 1- 8 6) 12- 3- 0 10) 0- 0- 0 3) 6- 1- 8 7) 8- 1- 8 4) 8- 1- 8 8) 6- 1- 8 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--43/145,2-3--37/91,3-4.-48/21, 4- 5--115/9, BOT CHORD 1-9-0/0,9-8-0/0,8-7-0/0,7-5-0/0, Webs 9-2--158/324,8-3.-48/37, 7- 4.-158/324, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.03/999 0.03/999 5-4 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor n 1.50 5 3- 0-12 130# 3.50" Stud @ 2- 0- 0 130H 3.50" 12- 3-0 t, 10 9 8 7 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 - how SystemsBncingshownonthis dewing is naeection bracing widb acing portalbac rag or similubacing which isa pan ofthe building design ad whichmust be considered bythe building designer. Bracing shown is for lateral suppon of mass m. nbas only to reduce buckling length. Provisions must be made in anchor lateral bracing al ends and specified locations determined by the building design.. Additional bracing of theoverall structure may be required. (See IIIB-91 OFofTP).For specific mass bracing requircmenm contact building designa.(Tmss Plate Institute. TPI is located at 3g3 4005MARONDAWAYD'(;nofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50068 1005 VANNESSA DR. OVIEDO FL 32766 6 Eng Job: DWg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.4918 WO: ARLK TI: VT53A 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: matrix Analysis a`-- roc aces: 1. ..-......t .._ x ..., . .... . •••• , _•,-• .1- Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:W Qty:2 DESIGN INFORMATION This design is for an individual building component and has been baud on information pro, ided by the client. The desigier disclaims any responsibility for damages as a result affinity or incorrect information, specifications and.lor designs furnished to the truss designer by the client and the correctnessor accuracy ofthis information asit may relate to a specific project and accepts no responsibility or exercises nocontrol withregard to Fabrication, handling, shipment and installation oftrusses. This wss has been designed as an individual building component in accordaoce withANSIzrPI 1. 1995 and NDS-97 to be incorporated as pan ofPre building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agrce-ent withthe local buildingcodes, local climatic records for wind or seaw loads, project specifications or special applied loads. Unless shown, wss has rot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ace continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigidceiling they should bebraced at a maximum spacing of HY-W a c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless alhawiu shown. FABRICATION NOTES Prior to fabricatian. the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricator's plans and to realize a continuing responsibility for web verification. Any discrepancies are to be put in writing before cutting or fabrication. PlatesshallOutbeinvalledoverImotalcs, trots or distoned grain, Members shall be cut for tight facing wood ,o woad baring. Connector plates shall be looted on bah faces of theyuss with it, full' imbedded and shall be s'm. about thejoint unless otherwise, shown. A Sx4 plate is S- wide a 4- long. A 6.9 plate is6' wide a 11' long. Slott (holes) run parallel to the plate length specified. Double curs on webmembersshallracerwtheccnuoidofthewebsunlessothemise shown. Connector plate sizes we minimum sizes baud on the forces shown and may need to be increased for remain handling and/or erection stresses. This um. is rot m befabricated with fire retardant vested lumber unless aherwiushown. For additional infle- ion on Quality Control rcfct to ANShTPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling. Installing and Bracing'. HIB•91. Trusses are to behandled with particular art during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and fat resissing lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautiomp' action fa mossesrequires such t®pormy bracing duringim allmion berwea mosses to avoid toppling and dominceing. The supervision of erection of wssastall be under the coawl of persaaseaperieoced in the inhalation of mosses. Professional advice shall be soughttr ifneeded. Concenanon of connnrMn Inds greater thin the design loads shall rot be applied to tnesses at any time. No loads other than the weight of the erectors shall be applied m moues until after all fastening echo bracing is nmpleted. TC: 2x 6 SP #2 BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L- 0.8 ft W- 0.8 ft Truss in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cq- 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-5/0, BOT CHORD 4-3--6/8, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5 0.00 A 4- 3 8 0.02 Joint Locations====== ..... =___ 1) 0- 0- 0 3) 0- 9- 0 41 2) 0- 9- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 3-12 1 91 54 -97 B Pin 0- 8- 4 1 21 0 -114 B H R911 PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor a 1.50 01 I I 1 2 6. 00 5x6 Attach with (2) 16d Toe -Nails 1- 0-4 - 0-10-I4 0- 6-6 Attach with (2) 16d " roe -Nails Face = 0- 2- 8 L 0-9-0 L 4 3 0- 10- 8 0-9-0 Ro- 3- 9) 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, Maronda systems Bracing shown on thisdrawing ism erection bracing. wind bracing, panel bracing or similan bracing which is a pan of the building design and %tich must be considered by the building designs. Bracing shown is for lateral suppon of wssmembers onlyto reduce buckling length. Provisions must be made to anchor lateralbracing at cads and specified Iocaiom determined by the building designer. Additional bracing of theoverall struerutc may be required. (See HIB-91 of TPll.For specific truss bracing requirements contact building designer (T.. Plate Institute. TPI is located .1593 4005MARONDAWAYD'Onofia Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-006.1 Fax (407) 321-3913 TOt4AS PONCE P.E. LICENSE +30050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.8743 Eng Job: WO: ARLK Dwg: TI: W Dsgnr: TLY Chk: 8/26/2005 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 psf v4.7.21-8358 Design: Matrix Analysis Protile Path: C:\TEE-LOK\WOrK\UoDs\AKLK\AHLK\W.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:X Qty:12 I DESIGN INFORMATION This design is for an individual building component and has been based oninformationprovidedbythe client. The designer disclaims any responsibility for damages u a result of faulty or imonmi information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis information as it may relate to aspecific project and accepts no responsibility or exercises no control with regard to fabrication. handling, shipment and installation ofu mm. This truss, has been designed as an individual building component in accordance with ANSIfrPI 1.1995 and NDS.97 to be incorporated as pan ofthe building design bya Building Designer (registered architect or professional engineer). When reviewed for approval by the building design=, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, pojeclspecificationsor special applied loads. Unless shown. mass; has net been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced bysheathing artless otherwise specified. Wh=c bottom cbmds in tension we our fully braced laterally by a properly applied rigid ceiling, they should be braced w a maximum spacing of IV-0' o,c. Connector plates shall be anufwtured from 20 gauge hot dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility, for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plares shall nor be installed over knotholes trots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be locatedon both facesof theTruss with its fully imbedded andshall besym. about the joint unless otherwise shown. A SN plate is 5' wide x 4' long. A 6xg plate is6' wide a g' long. Sims (boles) run parallel to the plate length specified. Double curs on web members shall maet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizesbased onthe fortsshown and mayneed to be increased for <cruin handling andror erection strtmeo. This wss is nor to be fabricated with fire r=ardwo treated lumber unless otherwise shown. For additional information on Quality Consul refer to ANSVfPI 1- 1993 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling. Installing and Bracing'. HIB-91. Trusses weto behandledwith panialar areduringbanding andbundling, delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holding trusses in a straight and plumb position andfor resisting lateral fortes shall be designed and installed by others. Careful handling is essential and eetion bracing is always required. Normal preautiomn action for susses requires web temporary bracing during installation between wsscs m avoid toppling and domiming. The supervision of action of wss= shall be under the consul of personsexperienced in the installation of susses. Professional advice shall be sought if no dM. Conxmntion of constructionloads grater than the designloads shall rot be appliedto lames; at any time. No loads other than the weight of the =ectun shall be applied to susses untilaft= all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 417 -573 B Pin 10- 10-12 1 460 0 -680 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.04/xxx 0.01/xxx 4 Horiz. - 0.02 -0.03 NA Max DL Deflection L/xxx - -0.03 Long term deflection factor . 1.50 4- 5-3 0- 6-6 0- 8-0 532# 8.00" 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 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2, 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1287/1368,2-3.-130/114, SOT CHORD 1-0--1023/857,0-5--1582/1203, 5- 4.-1583/1202, Webs 5-2.-49/215,2-4.-1090/1387, 4- 3.-57/294,0-0.-270/160,1-0.-562/328, 11- 0-0 4. 00 2. 00 Joint Locations --------- ______ 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 WndLod per ASCE 7-02, C&C, V. 125mph, H= 15.0 ft, i- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L. 10.7 ft W- 10.7 ft Truss in END zone, TCDL. 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1368 0.62 A 1- 0 -1023 0.27 2- 3 -130 0.44 A 0- 5 -1582 0.35 5- 4 -1583 0.40 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 215 0.07 C 4- 3 294 0.13 2- 4 1387 0.59 C 1- 0 -562 0.15 03-$ 2- 5-2 I 460# 2.50" 10- 8-8 6 5 4 1- 4-8 11-0-0 R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNINGS DWg' M aro n des Systems Bracing shown or this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of Dsgnr : TLY Chk : thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownis for lateral suppon ormuss; almembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Li16.0 0 psf locationsdetermined bythebuildingdesigner. Additional bracing ofthe overall structure cture may berequired. (Sec HIB-91 p of TPI).For specific wss bracingrequuurartm contact building designer.(Tmss PlateInstitute, TPI islocated a 583 TC Dead 7.0 psf 4005 MARONDA WAYD'Omfrio Drive, Madison. Wisconsin 33719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OM50068 BC Dead 10.0psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43 . 0 Xlf 11 2- 6- 52- 3- 8 Scale = 0.4112 WO: ARLK TI: X 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix AnalySIS rrOrlle raun: L: >.aa-a.vn knVaakuvunkauaaaa kasnauv ... k,aa. Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Xl Qty:2 I DESIGN INFORMATION This design is !m an individual building component and has been based on information provided by the client. The design. disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs famished to the cramsdesigner by the then, and the corecmess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercise nocontrol with regard W fabrication, handling, shipment and installationoftmsses. This wss has been designed as an individual building component in accmdarce with ANSI?PI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Design. (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown mum be chothat kedWbesureatthe data shown are in agreement with the local building codes, local climatic records for wind or saw loads, pmjat specifications or special applied loads. Uales shown, muss has not been designed for nonage or occupancy bads. The design assam. compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ity-0' ox. Connector plates shall be manufactured from 20 gauge but dipped galvanized acel meeting ASTM A 653. Grade 40, unless othrnise shows. FABRICATION NOTES Prior to fabrication. the fabricator shall review thisdrawing to verify that this drawing is in conformame with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies tie to be put in writing before cutting or fabrication. Plates shall our be installed over knotholes knots or diaaned grain. Members shall be cut for tight fitting woodtowood bearing. Connector plates shall be located on both faro of themusswithnailsfullyimbeddedandshallbeam. about thcjoint unless otherwiseshown. A 5a4 plate is 5' wide x 4- long. A 6xg plate is 6' wide x S' long. Slam (holes) ton parallel to the plate length specified. Double cum on web members shall men at the centroid of the webs unless otherwise shows,. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling ardor aeclion smesses. This muss is notto be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an QualityControl refer to ANSIfTPI 1- 1993 PRECAUTIONARY NOTES All bracing andnation recommendations weto be followed in accordance with "Handling. Installing and Bracing'. HIB-91. T.- tic to be handled with particular arc duringbanding and bundling, delivery andinstallationtoavoiddamage. Temporary, and permanent bracing for holding trusses; in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal praautionan action for trusses require such temporary bracing during installation between trusses to avoid toppling and domiaing. The supervisionof nationoftrussesshall be under the control of personse.pi-.d in the installation of trusses. Pmfessional advice shall be sought if needed. Cc= tralion of constructionloads greater than the design loads shall tat be applied to trusses at any urne. No loads other than the weight of the aaam shall be applied to trussesuntil after all famrningand bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. encl L. 25.9 ft W. 11.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1228 0.53 A 6- 0 -1059 0.19 2- 3 1339 0.71 A 0- 5 -1341 0.25 5- 4 51 0.24 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.28/436 0.28/436 3-2 Horiz. - 0.02 -0.04 NA Max DL Deflection L/999 - 0.00 Long term deflection factor . 1.50 4- 3-3 0- 6-6 I t 1: Plate(s) OFFSET from joint center. The ------ =__= .-Joint Locations ------- ___=.... Joint Detail Report must be included 1) 0- 0- 0 3) 10-10- 4 5) 5- 5- with any submittal, inspection, and/or 2) 5- 3-11 4) 10-10- 4 6) 0- 0- 0 fabrication documentation. Shim or wedge if necessary to achieve full Right End vertical designed for wind. bearing. Bracing Schedule: In -Plant Quality Assurance with Cq- 1 Webs Brace Pt Joint to Joint ----MAX. REACTIONS PER BEARING LOCATION---;- 1/ 2 3- 5 X-Loc BSet Vert Horiz Uplift Y Type Bracing shown is for visual purposes only. 0- 4- 0 1 545 316 -514 B Pin 1X4 continuous lateral bracing attached with 10-10-12 1 452 0 -607 T H Roll 2- lld nails each member where shown.Bracing PROVIDE UPLIFT CONNECTION PER SCHEDULE MUST be positioned to provide equal unbraced PROVIDE HORIZONTAL CONNECTION PER SCHEDULE segments OR 2x4 "T" brace may be nailed flat FORCES (lb) - Max Compression/Max Tension to edge of web with 12d nails spaced 8" o.c. TOP CHORD 1-2.-1133/1228,2-3.-1123/1339, Brace must extend at least 90% of web length BOT CHORD 6-0.-1059/855,0-5 1341/1075, 2x6 Brace required on any web exceeding 14'. 5-4--48/51, WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr Webs 2-5 229/554,5-3=-1502/1175, 2- 5 554 0.15 C 4- 3 50 0.08 C 4-3.-14/50,4-3.-14/50,0-0.-282/202, 5- 3 -1502 0.93 C 0- 0 -282 0.09 C 4- 3 50 0.02 C 0 8 545# 8.00" 12- 4. 00 2. 00 452# 2.50" 11- 0-0 V 6 5 4 1- 4-8 10- 8- 8 0- 8 R 1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Eng Job: DWg' Ma ro n des Systems ERECTING CONTRACTOR. BRACING WARNING, Bracing shown on this drawing is not erection bracing, windbracing, ponal bracing or simile bracing which is a pan of the buildingdesignandwhichmumbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of wss Dsgnr : TLY Chk : TC Li. Ve 16 . 0 8 £ p TCDead 7.0 psf BC Live 10.0 ps£ BC Dead 10.0 psf jT0TAL 43. 0 psf members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified locations determined by the building designs. Additional bracing of th< overallswctme maybe regoired. tSa HIB-91 of TPH. Forspa ifc wss bracing requirements contact building dmignn.(Tmss Plate Institute. TPI is [mated at 593 WOnofrio Drive, Madison. Wisconsin 53719). 4005 MARONDAWAYSanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 3266 WO: ARLK TI: X1 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-8360 Design: Matrix Analysis erorlle YaCn: L:\1Eh5-LVR\wOix\JODB \MaeLfl\MRLA \AL. Paac Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Y Qty:2 I DESIGN INFOMMATION This design is for an individual building component and has ban based on information provided by the client. The designer disclaims any responsibility for damages as a resultoffaultyor incorrect information, specifications andnor designs fumished to the trust designer by the client and the corramess or accuracy ofthis information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication- handling, shipment and installation of"sacs. This wss has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan of the building design bya Building Designer (registered architector profmimial engines). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or sncw loads, project specifications or special applied loads. Unless shown, truss has not been designed fen storage or occupancy loads. The design assumes compression chords (top cur bottom) me continuously braced by sheathingunless otherwise specified. where bottom chords in tension we ens fully braced laterally by a properly applied rigid ceiling, they should be braced a a maximum spacing of lo'-0' a c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verify that this drawing is in confomnance with the fabricator's plans and to realize a continuing responsibility for such verifteatioo. Any diureparcies arc to be put in writing before tuning or fabrication. Plates shall not be installed ova knotholm knots or distorted grain. Members shall be nut for tight fitting wood towood baring. Connector plates shall be located on both faces of the trusswith toils fully imbedded and shallbesm, about thejoint unless otheiwix shown. A 5a4 plate is5' wide x 4' long. A 6,9 plate is6' wide x g' long. Slots (holes) tun parallel to the plate length specified. Double cuts onwebmembershallmeetatthecancidofthewebsunless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shown and may need to be nc cased for certain handling andror oration stresses. This wss is our o be fabricated with fire rerardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSlrrP1 1.1995 PRECAUTIONARY NOTES All bracing and action reeommendatiom arc in be followed in accordance with'Hand andling. Installing a Bracing'. HIB-91. Trusses are o be handled with particular care during bending and bundling, dclivcq and installation o avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting latent forces shall be designedand installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation hoween u asses to avoid toppling and dominoing. The supervision of actionof missesshall be unda the control of pawnsexperienced in theinstallation of mosses. Professional advice shall be sought if nailed. Concentration of enrnfructionloads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight oftheerector shall be applied to uussesuntil after all fastening and bracing is completed. TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 Right End vertical designed for wind. 2x 4 SP #2 7- 7 In -Plant Quality Assurance with Cq- 1 All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, CEC, V. 125mph, 0- 4- 0 1 545 121 -485 B Pin H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 10-10-12 1 465 0 -375 B H Roll Bld Type- encl L= 11.0 ft W. 11.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in INT zone, TCDL- 0.0 psf, BCDL= 0.0 psf TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/or Glazing Req 1- 2 -1082 0.18 A 7- 0 845 0.26 WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -794 0.23 A 0- 6 1038 0.36 2- 6 -274 0.08 C 5- 4 -379 0.13 C 3- 4 -724 0.16 A 6- 5 38 0.15 6- 3 132 0.04 C 0- 0 168 0.09 C 6- 4 786 0.25 C 3- 3-3 0- 6-6 545# 8.00" Joint Locations--------------- 1) 0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-1082/838,2-3.-794/589, 3- 4--724/613, BOT CHORD 7-0--681/845,0-6.-811/1038, 6- 5=-34/38, Webs 2-6--274/269,6-3=-57/132, 6- 4=-624/786,5-4--379/338,0-0--130/168, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.05/999-0.09/999 6-0 Horiz. 0.01 0.03 NA Max DL Deflection L/999 - -0.04 Long term deflection factor - 1.50 7- 6-0 3-6-0 4. 00 2. 00 7- 4-4 3- 7-12 N 465# 2.50" 1- 4-8 11-0-0 RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4860 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Eng Job: Dwg WO: ARLK TI: Y LMaronda Systems ERECTING CONTRACTOR. BRACING WARNING, Bracing shown on this drawing ism erection bracing.wirdbracingportalbracingorsimilar bracingwhichisaparof the buildingdesignandwhichmugbeconsideredbythebuildingdesigner. Bracing shown is forlateral support of missDsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf p TCDead 7.0 psf Lbr DF : 1.25 P 1 tDF : 1. 2 5 embm only to reduce buckling length. Rovisions mug be made o anchor lateral bracing at ends and specified locations determined bythe building daigner. Additional boring ofthe overall structure may be required. (Sm HIB-91 of TPH, Forspecific miss bracing requirements, contact building designer.(Truss Plate Institute. TPI is located at 583 4005MARONDA WAY D'Otofriis Drive. Madison. Wisconsin 53719). O.C.: 2- 0- 0 Saakiord, FL. 32771 Fax 321- 3913 BC Live 10.0 psf TPI-02/FBC-04 407) 321-0064 (407) TOMAS PONCE P.E. LICENSE as0050068 BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4 .7 .21-8361 Design: Matrix AnalySIS rrouae ra cat: ': kern--,ranknvan N.- '__ '__ k.. k,.av Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Z Qty:2 1 DESIGN INFORMATION This design is for an individual building component and has been based an information provided b1'the client. Thedesignerdisclaimsanyrespomribililyfordamagesasa resuhoffaulty or, into..' information, sp.ifncatiom and/or designs famished to the muss designer by the client and 'he co..mss or accuracy of this informal ion as it may relaic to a specific project and accepts no responsibility or exercise m control with regard o fabrication, handling, shipment and installation ofuosses. This muss has been designed as an individual building component in accordance with ANSVrPI 1-1995 and NDS-97 to be incorporated as pars ofthe building design bya Building Design (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be ch.kod in be sure that the dau shown are in agreement with the local building codes local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. muss has Out been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate Contirrinurdy braced by sheathingunless otherwise specified. Where bottom chords in tension we Out fully braced Iatmlly by a Ropy applied rigid ceiling. they should be braced at a maximum spacing of IO'4T once. Connector plates shall be anufacturcd from 20 gauge hot dipped galvanized sleel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior o fabrication, the fabricator shall review this drawing in, verify that this drawing is in conformance with the fabricamr's plans and to realize a continuing responsibility for such verification. Any discrepancies are in be put in writing before tuning or fabrication. Plates shall ml be instilled over knothole, Imes or dirtfined grain. Members dull be ml for tight fitting wood to wood bearing. Connexion plates shall be located on both faroof the truss with rails full) imbedded and shallbesym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide a 4- long. A 6xg plate is 6' wide a 8' long. Slots (holes) mn parallel othe platelength specified. Double cutson web members shall racer at the c--id of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection susses. This muss isnot o be fabricated with fire rclardam treated lumber others otherwise shown. For additional information on Quality Control refer to ANSV PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with partimlar cane during banding and bundling. delivery and installation in avoid damage. Temporary and permanenl bracing for holding trusses in a straight and plumb position and for resisting [aim] forces shall be designedandinstalledbyothers. Careful handling is essential and nation bracing is always required. Normal precaution.' action for trusses requires such temporary bracing during installation between cusses to avoid toppling and dominoing. The supra ision oferection of musses shall be under the control ofpersons experienced inthe installation ofmusses. Professional advice shall be sought if necded. Concentration of ennstmction loads greater than the design loads shall not be applied to Fere ses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 2x 4 SP #2 D 4- 5 WB: 2x 4 SP #3 2x 4 SP #2 2- 4,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 31 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 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2610/451,2-3=0/31, BOT CHORD 6-0.-315/1762,0-5=-419/2481, 5-4.-419/2265, Webs 5-2.-8/928,2-4.-2291/424, 4-3.-205/111,0-0=-105/707, MULTIPLE LOADS -- This design is the composite result of multiple loads. 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, Xzt= 1.0 Bld Type. encl L. 11.0 ft W. 11.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 4 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 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--------GLOBAL MAX DEFLECTIONS--------- 5-2 928 0.30 C 4- 3 -205 0.05 C LL TL 2- 4 -2291 0.45 C 0- 0 707 0.60 C in./Ratio in./Ratio Jnt(s). I.Span-0.24/501-0.50/243 4-5 Horiz. 0.05 0.11 NA Max DL Deflection L/472 - -0.26 Long term deflection factor . 1.50 T 0-6-62-3-3 4-6-0 2 4. 00 4x6 4 30 5.6 2.00 0-7-6 6-6-0 Locations ------- =..... =. 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0-.0 BC Vert L+D -40 0- 0- 0 -40 4- 6- 0 BC Vert L+D -47 4- 6- 0 -47 11- 0- 0 Concentrated LEIS Location BC Vert L+D -488 4- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 872 -62 -372 B Pin 10-10-12 1 725 0 -195 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2610 0.61 C 6- 0 1762 0.58 2- 3 31 0.75 C 0- 5 2481 0.99 5- 4 2265 0.94 2x4 T 1-5-0 0-7-6 0-8-0 872# 8.00" 725# 2.50" 4-4-4 6- 7-12 6 5 4 1-4-8 11 11-0-0 RI-5-6 EXCEPT AS SHOWN PLATES ARE MiTek MT20) 488.1# WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNINGS Dwg: Ma ro n d a systems Bracing shown an this drawing is runt erection bracing. wind bracing, portal bracal ingorsimilarbracingwhichis a panof Dsgnr : TLY Celt thebuildingdesignandwhichmugbeconsideredbythebuildingdesigner. Bracing shown is for laterswppon of mussmembersonlyoreducebucklinglength. Provisions mug be made to anchor lateral bracing at ends and specified TC Li16 . Q psf I.atiom determinedbythebuildingdesigner. Additional bracing of the overallstructuremay be requiredLive . (SeeHIB-91 pIIIofTPD.Forspecifictmssbracingrequirementscontactbuildingdesigner.(Truss Plate InsaitumTPI is located at 587 TC Dead 7.0 Q psf 4005 MARONDAWAY D'Onofrio Drive. Madison. Wisconsin53719). p Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE NW50060 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 osf Scale = 0.3310 WO: ARLK TI: Z 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Yrorlle Yarn: s:: Stan-a.szn naarrc lea tiara euca,n assxa,ax 4.. krazc Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Z1 Qty:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a resuhof faultyor incorrect information, specifications and/or designs famished to the truss designer by the client and the corecmess or accuracy ofthis information as it may relate to a specific project and accepts no responsibility or exercises nc control with regard to fabrication. handling. shipment and installation ofoasses. This on. has bear designed u an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 in be incorporated as pan ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to, be we that the daa Shown are in agreement with the local building codes, localclimatic records for wild or mow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (op or bottom) ace continuously braced by sheathing unless otherwise specified. Wherebottomchordsintensionaceourfullybracedlaterallyby a properlyappliedrigid ceiling. theyshould be braced w amaximumspacingofIT-0' o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized sccl meeting ASTM A 653. Grade 40. unlessotherwise shown. FABRICATION NOTES Prior to fabrication. the fabricaer shall review this drawing toverify that this drawing is in confonnucc with the fabricaor's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall nor be installed over knotholes, loos or disoned grain. Membersshall be cut for light filing wood to wood baring. Contractor plats shall be Ixated on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5a4 plate is 5' wide x 4- long. A 6x8 plate is 6' widex 8' long. Slots (holes) ten parallel tothe plate length specified. Double cuts onwebmembersshallmeetatthecentroidofthewebsunless otherwise shown. Connector platesizes we minimum sizes based an the fore' shown and may need to be increased for certain handling andlor erection stresses. This nss is not to be fabricated with fire retudanl trated lumber unlessotherwise shown. For additional information on Quality Control refer to ANSlrrPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivers and installation to avoid damage. Temporary and permanent bracing for holding asses in astraight and plumb position and for tesising lateral forces shall be designedandinwlledbyothers. Careful handling is essential and erection bracing is always required. Normal praautuman, action for trusses requires web temporary brazing during insullatios between susses te avoid toppling and dominoing. The supervision of oration ofsusses shall be under the control ofpersons experienced in the installation of trusses. Professional advice stall be sought ifne ded. Concentration of corstroction loads greater than the design loads shall na be applied to rnsses at am time. No loads other than the weight ofthe actors shall be applied to trusses until afterall fastening and bracing is complered. TC: 2x 6 SP #2 BC: 2x 4 SP #2 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 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--38/87, BOT CHORD 4-3=-7/9, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 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. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 -58 -324 B Pin 1- 7- 0 1 18 110 -56 T Pin 1- 7- 0 1 23 0 -9 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-8-4 4.00 C/L: 1- 7- 0 18# 2.50" Joint Locations============-__ 1) 0- 0- 0 3) 1- 8- 4 . 2) 1- 8- 4 4) 0- 0- 0 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, Kzt- 1.0 Bld Type- encl L- 1.7 ft W- 1.7 ft Trusa in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 87 0.02 A 4- 3 9 0.01 Attach with (2) 16d Toe -Nails 5x6 0-11- 2 1- 2-12 0-6-6 Attach with (2) 16d Toe -Nails 0- 2- 1 0-2-1 2.00 Face = 0- 2- 8 0-8-0 168# 8.00" 23# 2.50" L 1-8-4 L 4 3 1-4-8 1-8-4 R0- 6-15) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, M a ro n d a Systems Bracing shownon this drawingis rlaerectionbracing. windbracing. portal bracingm similar bracingwhich isa partof the building design and which must be considered by the building daer igo. Bracing shown is for lateral support of member only in reduce buckling length. Provisions must be made to anchor lateral bracing at ends am specified laations dnerminod by the building designer. Additional bracing of theoverall structure maybe required. (Sec HIB-91 of TPOTor specific truss bracing requirements comtact building desigoe.(Tmss Plate In aituta. TPI is loaned at 593 4005MARONDAWAYMOnofrioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSO06C 1005 VANNESSA DR. OVIEDO FL 32766 Over 3 Supports Scale = 0.7488 Eng Job: WO: ARLK Dwg: TI: Z1 Dsgnr: TLY Chk: 8/26/2005 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 AnaiyalB eroille racn: \.: \aaa-sun\nuars \.rvun \ruauw \as+xau.\a.+.yaw Job: 1OX3OH6B Customer: WO:l0X30H6B TI:P1 Qty:l I DESIGN INFORMATION This design is for an individual building component and has been based on information prmidcd by the client. The designer disclaims any responsibility for damages as a result offaulty or incorrect information, specifications and/or designs fumished to the truss designer by the client and the conecnnas or accuracy ofthis information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication- handling, shipmentand instillationofoussea. This miss has been designed as an individual building component in accordance with ANSUTPI 1.2002and NDS-02to be incorporated as panofthebuildingdesign by a Building Designer (registered anchheet or professional engineer). When reviewed for approval by the building designer. the design loadings shower must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or scowloads, project specifications or special applied loads. Unless shown. wss has not been designed for gouge or occupancy loads. The design assumes compression chords (top or bottom) are continuously buccd by sheathing unless otherwise specified. What bottom chards in tension we not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'.0' oc. Connectorplates shall be manufactured fmm 20 gauge hot dipped galvanized steel mining ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatots plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plata shag gal be installed over knodales line. or distorted grain. Members shall be cut for tight fitting woad to wood bearing. Connector Plata shall be located onboth faces of the truss with roils fully imbeddedand shall be gm. aboutthejointunlessotherwiseshown. A5,4 plateis 5' wide x 4- long. A 6xg plate is 6' wide x 3' long. Slim (bola) run parallel to the plate length specified. Double cuts on web members shall min at the centroid of the webs unless otherwise shown. Connector plate sizes we minimum sizesbaud on the fort, "wn and may need to be increased for terrain handling and/or elation stresses. This truss is not to be fabricated with foe retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?Pl I-2002 PRECAUTIONARY NOTES All bracing and section recommendation ere tobe followed in accordance with 'Handling. houlling and Bracing'. HIB-91. Trusses are to be handled with particular ,re during banding and bundling, delivery and installation to avoid damage. Temporary and pennment bracing for holding wssa in a straight and plumb position and forresisting lateral forces shall bedesignedandinstalledbyothers . Careful handling is essential and erection brazing is always required. Normal precautionary action for misses, requires such temporary bracing during installation between trussa to avoid toppling and domin ping. The supervision ofacetiou ofwsses shall be under the control ofpersons experienced inthe installation of wss,. Professional advice shall be sought if rneeded. Concentration of construction loads greater than the design loads shall not be applied to trusts at am time. No loads other than the weight ofthe aectom slull be applied to trussa until A. all fastening and bracing is completed. 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 -185 0.68 A 1- 3 4 0.57 3-3-2 0-6-6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CSC, V. 125mph, H. 15.0 ft, Ie 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- part L- 30.0 ft W. 5.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--185/53, HOT CHORD 1-3e-2/4, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.20/250 0.20/250 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor . 1.50 5-0-0 2 6.00 C/L: 4-11- 4 108# 1.50" N 209# 8.00" 96# 1.50" t, 5-0-0 __ y1 4 3 1-0-0 5-0-0 RO-I1-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET, A COPY OP THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Mar o n d a Systems Bracing shown on this drawing ism erection bracing, wind bracing, portal bracing or similar bracing which is a on of the buildingdesignand which muss be considered by the buildingdesigner. Bracingshownis for talent supportofwssembersonlytoreducebucklinglength. Provisions mug bemadeto anchor lateral bracing atends and specified I----- a determined by the building designer. Additional hawing of the overall sasuctme may be clui od. (See HIB-91 of TPI).Fm specific truss bracing regairements, contact building daigner.(Tmss Plate lnssitote. TPI is fixated at 5934005MARONDAWAYWOmfrioDrive. Madison Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOtAAS PONCE P.E. LICENSE CM50068 367 MadmiSm Ft Chutsista, FL 32760 ee..e. ------Joint Locations==era======___... 1) 0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 209 352 -497 B Pin 4-11- 4 1 108 156 -359 T Pin 4-11- 4 1 96 0 -114 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Attach with (4) 16d Toe -Nails 3-0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4350 Eng Job: WO: 10X30116B Dwg: TI: P1 Dsgnr:TLY Chk: 9/13/2005 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 mnmaT. 11 n elf xtd 1 91 _1 i i Zf Design: Matrix Analysis rroriie race: ........ vet -..rasa Job: 1OX30H613 Customer: WO:lOX3OH6B TI:P2 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the conoemen or accuracy of this information as it may relate to a specific project and accepts no responsibility or exacisa no control with regard to fabrication, handling. shipment and installation or.. This truss has been designed as an individual building component in accordance with ANSVfPI 1.2002 and NDS-01 to be incorporated as pan of the building daign by a Building Designer (registered archilert or professional engineer). Wben reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or nowloads, project speeifremions or special applied loads. Unless shown, wss has nor been designed for storage or occupancy loads. The design assumes compression chards (top or bottom) are continuously braced by sheathing unless otherwise specified. Wherebottomchordsintensionarenotfullybracedlaterallyby a properly applied rigid ceiling. they should be braced at a maximum spacing of I0'-0' o.c. Connector plain shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A653. Grade40, unlessotherwise shown. FABRICATION NOTES Priorto fabrication, the fabricator shall review this drawing o 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 put in writing before cutting or fabrication. Plata shall not be installed over knotholes, trots or distoned grain. Memben shall be env for tight fining wood to wood bearing. Connector Plata shall be looted on loth faea at the taints with it, fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is6' wide x 8' long. Slurs (holes) son parallel tothe plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the foma shown and may need to be increased for certain handling and/or erection suessst. This mass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI 1.2002 PRECAUTIONARY NOTES All bracing and nation recommendations arc tobe followed in accordance with "Handling. Installing and Bracing'. HIB-91. Tmssa are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing forholding masses ina straight and plumb position and for resisting lateral fona shall be daignedandinstalledbyothers. Careful handling is essential and erection bracing is always mquire 1. Normal precautionary action for trusses; requira such temporary bracing during installation between trusses to avoid toppling and dorninoing. The supervision oferection ofuussa stall be undo the conmal ofpersons experienced in the installation ofmasses. Professional advice shall be sought ifneeded. Co= Intion ofoornamerion loads grater than the design lads shall err be applied to trisses at am time. No loads other than the weight of the ancient shall be applied to trusses until aver all fastening 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 -12 0.03 A 1- 3 3 0.02 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 Her 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. part Ler 30.0 ft W= 1.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-12/0, BOT CHORD 1-3=-2/3, 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 a 0.00 Long term deflection factor = 1.50 1 Ir 1 2 6.00 C/L: 0-11- 4 22# 1.50r, 5x6 0-6-6 N 79# 8.00" 19# 1.50" L 1-0-0 Y 4 3 R0-11-11) Joint Locations =e=====________ 1)0- 2- 1 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 79 47 -185 B Pin 0-11- 4 1 22 39 -63 T Pin 0-11- 4 1 19 0 -21 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach Frith (2) 16d Toe -Nails T 1-0-6 1 Attach rrith (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANIHG TO BE GIVBN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems B acing shown -this dewing ism erection bracing, wind bracing. portal bracing or similarbracing which is a pan of die building design and winch must beconsidered by the building designer. Bracing shown is for lateral support ofmass members only m reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPH.For specific wss bracing requiremems contact building designer.(Tmss Plate Institute, TPI is located at 583 4005 MARONDA WAY D'Omfrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0060 367 Medallion /L Chukbotm, FL 32740 Over 3 Supports Scale = 0.6395 Eng Job: WO: 10X30H6B Dwg: TI: P2 Dsgnr:TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33.0 vsf v4.7.21-11133 Design: Matrix Analysis rrOrlie racer: t at. van. era oo vavaa naaeau xra .yam Job: 10X30H6B Customer: WO:10X30H6B TI:P3 Qty:l ' DESIGN INFORMATION This design is fen an individual building component and has been basedon information provided bythe client. The design. disclaims any r pmssibiliry for damages asa resultoffaultyor incorrect information, specifications anNor designs furnished to the truss designer by the client and the corramess or accuracy ofthis information as it may netate to a specific project and acceptsno responsibility or exercises no control with regard to fabrication. handling, shipment and installation of trusses. This truss has been designed asan individual building component in accordance with ANSlrrPI 1.2002 and NDS-02 to beincorporated u panofth, buildingdesign by a Building Designer (registered architect or professional engines). When reviewed for approval by the building design, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind orsnow loads, project specifications or special applied loads. Unless shown. wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) we continuously braced by sheathing unitss otherwise specified. Where bottom chords in tension are not fully braced laterally by a poperly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o,c. Connector plates shall be manufactured from 20gauge hot dipped galvanized sled mining ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrintoes plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Planes shall rot be installed ova knotholes, knots or diswnd grain. Members shall be cut for light filling wood to wood bearing. Connor plate shall be loatd on both fansof the truss with roils fully imbedded and shall be s)m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. Acall plate is6' wide x 8' long. Slou (holes) run parallelto the plate length specified. Double cuts on web members shall mca at the ccmroid of the webs unless otherwise shown. Co-exor plat, sizes are minimum sizes based on the forces shown and may need to be increased for certain handling anhor section stresses. Thiswss is not to be fabricated with fire retardant treated lumber unlessotherwise shown. For additional information on Quality Control refer to ANSUfPI 1.2002 PRECAUTIONARY NOTES All bating and election recommendations are in be followed in accordance with'Handling. Installing and Bracing'. HI13.91. Trusses are to he handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding uusscs in a straight and plumb Position and for resisting lataal fortes shall be designed and installed by mhas. Cueful handling is essential and erection bracingis always required. Normalprecautionary action for trusses requires such temporary bracing during instillation between trusses to staid toppling and doerinoing. Thesupmisioo oferection ofwss. shall be uda the control ofpersons experienced in the installation of trusses. Professional advice shall be sought ifneeded. Co=ntntion ofmrmntction loads grater than the design loads shall not be applied to INSie3 at any lime. No loads other than the weight ofthe sectors shall be applied to trusses until aft. all fastening and bracing is completed. 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 -33 0.24 A 1- 3 3 0.19 2-3-2 EXCEPT AS SHOWN PLATES ARE MiTek MT20 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, Kzt- 1.0 Bld Type= part L. 30.0 ft W. 3.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--33/6, HOT CHORD 1-3--2/3, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/916 0.03/916 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor . 1.50 t 0-6-6 3-0-0 2 6.00 C/L: 2-11- 4 65# 1.50" q 144# 8.00" 400 1.50" 3-0-0 4 1-0-0 3-0-0 R0-11-I1 3 WARNING: READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ron des Systems Bracing shown on this dewing is s cmaion bradng, wind bearing. ponal bracing or similar bracing which is a pan of Ne building design and wticb mast be considered by the building design. Bracing shown is for latcol suppon ofanus member only to reduce buckling length. Provisions muss be made to anchor lateral brxing at ends and specified locations determined by the building designer. Additional bracing ofthe overall srocmre may be required. (See HIB-9101ofiPl).For specific truss bracing requirements. contact building designer.(Truss Plate Institute. TPI is located at383 400SMARONDA WAY IrGmfrioDrive, M,eimn.Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Medallion PL Oudiulfsa FL 32766 Joint Locations ..... 1) 0-2- 1 3) 3- 0- 0 _ 2) 3- 0- 0 4) 0-.2- 1 In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 144 127 -345 B Pin 2- 11- 4 1 65 99 -184 T Pin 2- 11- 4 1 40 0 -69 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (2) 16d Toe -Nails 2- 0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.5175 Eng Job: WO: 1OX3OH6B Dwg-. TI: P3 Dsgnr: TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BCLive0.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA mnmaT. i'i n f xed 7 7I _t 117( Design: Matrix Analysis Profile Path: C:\TEE-LUK\worx\JODB\lDAlutlbtl\LuAsunooxrj.prx Job: 10X30H6B Customer: WO:l0X30H6B TI:P4 Qty:l I DESIGN INFORMATION This design is for an individual building component and has been based oninformation prmided by the client. The designer disclaims any respimsibilily for damages as a result of faulty or inconat information, specifications andror designs furnished tothe miss designer by the client and the corramess or accuracy ofthis information asit may nel"c to a specific project and accepts ne responsibility or excecisa no control with regard to fabrication. handling. shipment and installation ofmisses. This miss has been designed as an individual building component in accordance with ANSlrrPl 1-2002 and NDS-02 to beincorporated as, pan ofthe buildingdesign bya Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for windor sow loads project specifications or special applied fads. Unless shown. miss has of been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chards in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Id-0' isc. Connector plates shall be manufactured from 20 gauge hot dipped galvanized gal meerine ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the Fabricator's plans and in realize a continuing responsibility forsuch verification. Any discrepancies ere to be put in writing before cutting or fabrication. Plata shall nor be installed over suotholes, snots or dinoned grain. Members shall he cut for light ruing wood to wood bearing. Connector plala shall be healed on huh face, of the truss with nails fully imbedded and shall be nm. about thejoint unless otherwise shown. A 5,4 plateis 5' wide x 4' long. A 6,9 plate is6' wide x 8' long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the cenuoid ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Incneascd for certain handling and/or erection stressea. This miss is or to be fabricated with fire retardant treated lumber unless otheroisc shown. For additional information onQuality Comrol refer to ANSlrrP1 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling. Installing and Bracing'. HIB•91. Trusses are to be handled with panicularcareduring banding andbundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for raining lateral forces shall be designed and installed byothers. Careful handling is essentialand erasion bracing is always required. Normal praautiorury action for misses requires such temporary bracing during installation between misses to avoid toppling and domioing. The supervision of nation ofmusses shall be under the control ofpersons experienced in the instillation ofmusses. Professional advice shall be sought ifneeded. Concentration of eonnrunion loads greater than the design loads shall of be applied to trusses at any lime. No loads other than the weight of thc aeclors shall be applied to cusses until an. all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= part L- 30.0 ft W. 7.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL- 0.0 psf Supported span based on int. wind zone. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 199 0.16 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 MAX. REACTIONS PER BEARING LOCATION----- X-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. ..FORCE..CSI. Cr 1- 2 96 0.88 C 4- 3 81 0.55 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jest(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 7-0-2 4.24 105# 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=-66/96, BOT CHORD 4-3-0/81, Webs 3-2=-124/199, 2 2X4 Attach with (3) 16d Toe -Nails 2-11-14 Attach with (2) 16d Toe -Nails I I 186# 2.50" 1, 7-0-2 L 4 3 1-5-0 11 7-0-2 RI - 4-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro nd a Systems Bracing shown on this drawing is net erection bracing, wind bracing. portal bracing or similar bracing which is a pan of thebuilding design and whichmugbeconsidered by the building designer. Bracingshown is for lateral supportoftruss members only toreduce buckling length. Pros'isidns mugbe made to anchor lateral bracingatends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 ofTPI).Forspecific miss bracing requirements contact building desigma.(Trun Plate Institute. TPI is located at 593 4005 MARONDA WAY D'Onofrio Drive, Madison. Wisconsin 53719), Sanford, FL. 32771 407) 321-0064 Fax (407) 32JL-3913 TOMAS PONCE P.E. LICENSE WW50068 367 Madames+ FL Chuklota4 FL 32700 Scale = 0.3966 Eng Job: WO: 10X30H6B Dwg: TI: P4 Dsgnr:TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 paf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA mrvraT. 11 n .,err' —A 7 11 _11 1 4e. Design: Matrix Analysis erorile racer: a.: sansns-a.vn xnwan 5uaaun sec. s,na vnvaa 3w„s.vovaa. r,t ky Job: 10X30H6B Customer: WO:lOX3OH6B TI:P5 Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been basedon Information provided by the client. Thedesignerdisclaimsanyresponsibilityfordamagesasa result offaulty or imonno information, specifications arWor designs famished to the wss designer by the client and the correctness or accuracy of this information as it may relate to a specific project and accepts in responsibility or exercises no control with regard to fabrication, handling. shipment and installation oftrusses. This wss has been designed asan individual building component in accordance with ANSI?PI 1-2002 and NDS-02 in be incorporated as panofthebuildingdesign by a Building Designer (registered architect or professional engineer). \Vien reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes, local climatic records for wind ormer. loads, project specification or special applied loads. Unless shown, truss hasnot been designed for storage or occupancy loads. The design assumes compression chords (mp or bottom) are continuously brad by sheathing unless otherwise specifiedd. Where bottom chords in tension we not fullybrad laterally by a properly applied rigid ceiling. they should be brad at a maximum spacing of Io'-0' oc. Connector plates shall be manufactured from 20gauge hot dipped galvanized need meeting ASTM A 653. Grade40. unlessotherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this clawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Anydiscrepancies are to be put in writing before cutting or fabrication. Platashalltootbeinstalledaverkmttsoles. know. diaond grain. Members shall be cul for tight fitting wood to wood hearing. Connector plates shall be located on bah faces of the trusts with nails full) imbedded and shall be ram, about thejoint unless otherwise shown. A 5,4 plate is 5' wide x a- long. A fall plate is6' wide a 8' long. Slots (holes) mn puallel to the plate length specified. Double cuts on web mcsnbens shall men at the cenuoid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the fortes shown and may need to be increased for certain handling and/or section stresses. This truss is not to be fabricated with fire tvardan neared lumber unless otherwise shown. For additional information on Quality Control ref to ANSVTPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling. Initialling and Bracing'. HIB-91. Tmon ate to be handled with panienlar cart during banding andbundling. dcli)ery and Installation to avoid damage. Temporary and permanem bracing for holding musses in a straight and plumb position and for resisting lateral fortes dull be designed ad intsulled byothers. Careful handling isessential and eression bracing is always required. Normal prenautionany action for trusses requires such temporary bracing during installation between musses to avoid toppling and domiaing. The supervisionoferectionofmusses shall beunderthecontrolofpersonsesperieneedinthe installation of musses. Professional advice shall be sought ifneeded. Concentration ofconstruction loads greater than the design loads shall ndbeapplied to trussesat any time. No loads other than the weight ofthe erecmrs shall be applied to musses until aft. all fastening and bracing is TC: 2x 4 SP #2 2x 6 SP #2 2- 4,4- 6 BC: 2x 6 SP #2 WE: 2x 4 SP #3 wDG. 2x 4 SP #2 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, Xzt. 1.0 Bld Type. encl L- 10.0 ft W. 30.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL- 0.0 Pal! Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2847 0.48 C 14-13 2482 0.63 2- 3 -4282 0.42 C 13-12 2492 0.56 3- 4 -4806 0.44 C 12-11 4371 0.69 4- 5 -4806 0.44 C 11-10 4370 0.69 5- 6 -4282 0.42 C 10- 9 2492 0.56 6- 7 -2847 0.48 C 9- 8 2482 0.63 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.23/999-0.59/584 4 Horiz. 0.05 0.14 NA Max DL Deflection L/959 - -0.36 Long term deflection factor - 1.50 1 3-3-2 0-6-6 1 f 5- 0- 6.00 1679118.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY Hip Master designed to carry 5' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1679 0 -1124 B Pin 29- 8- 0 1 1679 0 -1124 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2847/185912-3=-4282/2795, 3-4--4806/3161,4-5--4806/3161,5-6.-4282/2795, 6-7=-2847/1859, BOT CHORD 14-13.-1608/2482,13-12.-1610/2492, 12-11--2853/4371,11-10--2853/4370, 10-9--1610/2492,9-8=-1608/2482, Webs 2-13.-65/146,2-12=-1319/1993, 12-3=-652/428,3-11.-352/496,11-4=-336/221, 11-5.-352/497,5-10.-652/428,10-6=-1319/1993, 9-6=-65/146, OAIV VAaV Joint Locations= ===________= 1) 0- 0- 0 6) 25- 0- 0 11) 15- 0- 0, 2) 5- 0- 0 7) 30- 0- 0 12) 10- 1-12 3) 10- 1-12 8) 30- 0- 0 13) 5- 1-12 4) IS- 0- 0 9) 24-10- 4 14) 0- 0- 0 5) 19-10- 4 10) 20- 0- 0 TOTAL DESIGN LOADS -----------: Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2-13 146 0.05 C 11- 5 497 0.20 2-12 1993 0.80 C 5-10 -652 0.13 12- 3 -652 0.13 C 10- 6 1993 0.80 3-11 496 0.20 C 9- 6 146 0.05 11- 4 -336 0.07 C 5-0-0 6 7 6.00 6sY 12 T 0-6-6 3-0-6 f I 1679# 8.00" 30-0-0 14 13 12 11 10 9 8 1 0_ 30-0-0 1 0- R0-I1-11) 195.9k 195.9# (R0-I1-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: CMaronda Systems Brai i' shown on this drawing is not erection bracing wind b acing. pro tatbracing or similes bracing which is a post of the building design ad whicA nun be considered by the building design.. Bracing shown is for taint support ofwss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall sonctme may be required. (See HIB-91 ofTPI).Forspecific wss bracing requirements contactbuilding designer.(Tmss Plate lunimte. TPI is located at 583 4005 MARONDA WAY WDrsofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOt4AS PONCE P.E. LICENSE s+0050068 367 MedsOm FL Chdkietaa FL 32766 Scale = 0.2054 Eng Job: WO: 10X30H6B Dwg: TI: P5 Dsgnr:TLY Chk: 9/13/2005 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 rroriie racn: G:\lax-4Va\aaVrx\UVDtl \1VAJ VAVG \a........ Nr yes Job: 1OX3OH6B Customer: WO:10X30H6B TI:P6 Qty:l I DESIGN INFORMATION This design is for an individual building component and has beenbased aninformation provided by theclient The designer disclaims any responsibility for damages as a resultoffaulty or incorrect information. specifications wWm designs furnished to the trots design. by the chair and the correctness or accuracy of Nis information as it mayrelate to aspecific project and acceptsno responsibility or exercises no control with regard to fabrication, handling shipment and installation ofuusses. This miss has beat designed as an individual building component in accordance with ANSI?PI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Design. (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind a, snow loads. project specifications or special applied loads. Unless shown, wss has not barn designed for storage or occupancy loads. The design ass roes compression chords (op or bottom) we continuously braced by sheathingunless otherwisespecified. Where bottom chords in tension ace oot fully braced laterally by a properly applied rigid ceiling they should be braced at a mi,imurn spacing of 10'-0' oc. Connector Plates shall he manufactured from 20gaugebut dippedgalvanized steel mating ASTM A 653. Grade 40. unlessothawisc shown. FABRICATION NOTES Prior to fabrication. the fabricator shall re,iow this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility forsuch vaibcation. Anydiscrepancies are to be put in writing before cutting or fabrication. Plata shall not be i-,]I d over knotholes, knoU or distened grain. Members shall be cul for light fitting wood to wood hearing. Connector plain shall be lasted on bah facesof thetruss withrails full imbedded and shall be nm. about thejoint unless otherwise shown. A 50 plate is 5' wide x a- long. A 6xg Plate is 6' wide x 9' long. Slou (holm) mn parallel tothe plate length specified. Double cuts on web members shall men at the came id ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased rot certain handling andror section suesses. This wss is our to be fabricated with file rerand-1 treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI 1.2002 PRECAUTIONARY NOTES All bracingand oration raommendations are to be followed in accordance with "Handling. Installing and Bracing'. HIB-91. T.- are to be handled with particular cane during banding and bundling delivm and instillation to avoid damage. Temporary and pemtaoent bracing for holding mrssa in a straight and plumb position and for raining lateral forces shall be designed and inswlled by others. Careful handling isessential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installationbetweentrusses to avoidtoppling and domincing. The supervision ofacetion of uusses shall be under the control ofpersons experienced in the installation ofwsses. Pmfmional advice shall be sought if necdcd. Conrantntion of construction loads greater than the resign loads shall rot be applied to tnsssa at any time. No loads otha than the weight ofthe erectors shall be applied to massa until aBa all fassening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3- 9 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1742 0.52 A 12-11 -1453 0.58 2- 3 2159 0.50 A 11-10 -1456 0.36 3- 4 2171 0.41 A 10- 9 -2000 0.44 4- 5 2172 0.50 A 9- 8 -1456 0.36 5- 6 1742 0.52 A 8- 7 -1453 0.58 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.28/999 0.28/999 4-3 Horiz. 0.04 0.11 NA Max DL Deflection L/999 = 0.00 Long term deflection factor . 1.50 1 4-3-2 0-6- 6 1 7-0-0 6.00 hq 1036# 8.00" 2 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, Kzt. 1.0 Bld Type- part L. 10.0 ft W. 30.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1036 0 -1232 B Pin 29- 8- 0 1 1036 0 -1232 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 217 0.07 C 9- 4 -236 0.07 C 2-10 -643 0.49 C 9- 5 -652 0.51 C 10- 3 -240 0.01 C 8- 5 219 0.07 C 3- 9 11 0.00 C 3 16- 0- 0 4 Locations =====______=___ 1) 0- 0- 0 5) 23- 0- 0 9) 17- 8- 0- 2) 7- 0- 0 6) 30- 0- 0 10) 12- 4- 0 3) 12- 4- 0 7) 30- 0- 0 11) 7- 1-12 4) 17- 8- 0 8) 22-10- 4 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--1584/1742,2-3--1913/2159, 3-4.-1923/2171,4-5.-1923/2172,5-6.-1585/1742, BOT CHORD 12-11.-1453/1345,11-10--1456/1347, 10-9.-2000/1874,9-8.-1456/1347, 8-7.-1453/1345, Webs 2-11=-150/217,2-10.-643/621, 10-3.-240/224,3-9.-7/11,9-4.-236/221, 9-5 652/631,8-5=-151/219, 7-0-0Ir 5 6 6.00 drR 6x8 Jx4 4x0 6x8 I"I 10360 8.00" 30-0-0 12 11 10 9 8 7 r 0- 0 30-0-0 1 ti 0 Q RO-11-11) (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 WARNING: Ma ro n des Sys to sus Bwing shownon th s dnwing is net erection bracing wind bracing portal bracing or similarbracing which isa pan of the building design and wtnich muss be considered by the building designer. Bracing shown is for lateral suppon ofwss msnbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations damnined by the building designs. Additional bracing of the ovmll stmcture may be required. (Sec HIB-91 off").For specific wss bracing requhentenu. contact building dmigna.j.. Plate Institute. TPI is located a 593 4005 MARONDA WAY D'Oncfrfo Drive. Madison. Wisconsin 53719). Saaaford, FL. 32771 407) 321-0064 Fax (407) 32.1-3913 TOMAS PONCE P.E. LICENSE O-WS0068 367 Medaalon PL ORd"taat FL 32766 Scale = 0.2054 Eng Job: WO: 1OX3OH6B Drag: TI: P6 Dsgnr:TLY Chk: 9/13/2005 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 TOTAL 33.0 Psf v4.7.21-1114C Design: Matrix Analysis Profile Patn: C:\TSE-LOK\worx\JODs\IUA7UBOtl\lUAIUHOa\FO.prx Job: l0X30H6B Customer: WO:10X30H6B TI:P7 Qty:l I DESIGN INFORMATION This design is for an individual building component and has been based oninformation provided by the client. The designer disclaims any responsibility for damages as a result offaulty orincorrect information, specifications andor designs furnished to the truss designer by the client and the corecmess or accuracy of this information as it mayrelate to aspecific project and accepts no responsibility or exercises no control with regard to fabrication. handling, shipment and installation oftrusses. This wss has been designed as an individual building component in accordance with ANSIffPi 1.2002 and NDS-02 to be inco p ..red as pan of the building design by a Building Designer (registered architect or professional enginm). When reviewed fro approval by the building designer, the design loadingsshown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind orsnow loads, project specifications or special applied loads. Unless shown, truss; has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathingunless otherwise specified. Where bottom chords in tension are not fullybraced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of IP-0' o,c. Connector plates shall be manu Gcmred fom 20 gauge hot dipped galvanized steel mewing ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingto verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be itwallcd ova knotholes, lensots or disroned grain, Members shall be cur for tight fitting wood to wood bmring. Coomector plates shall be lacated on bah faces of the truss with rails fully imbedded and shall be sin. about the joint unless otherwise shown. A 5.4 plate is 5- wide x F' long. A 6xg plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the c,nuoid ofthe webs unless otherwise shown. Connecor plate sizes weminimum sizes based on the forces shown and may need to be increased for certain handling and/or nation Wilma. This truss is not to be fabricated with fire retardant neared lumber unless otherwise shown. For additional information on Quality Conuol refer in ANSlrrPI 1.2002 PRECAUTIONARY NOTES All bracingand section recommendationsate tobe followed in accordance with "Handling. Insralling and Bracing'. HIB-91. Trusses we to be handled with particular can, during balling and bundling, delivcry and installation to avoid damage. Temporary and permanent bracing rot holding trusses in a straight and plumb Position and for resisting lateral (ores shall be designed and itwalled by others. Cxcfl handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supmisioneractionoftrusses shall be under the control or persons experienced in the installation of wss«. Professional advice shall be sought if needed. Concentration of contstractio easloadsgreater than the design loads shall not be applied to tsusscs at any urns. No loads other than the weight ofthe erectors shall be applied to - until alla all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP A2 3-10,5-10 WDG- 2x 4 SP N2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 2205 0.63 A 12-11 -1843 0.64 2- 3 2046 0.54 A 11-10 -1590 0.48 3- 4 2234 0.52 A 10- 9 -1590 0.48 4- 5 2234 0.52 A 9- 8 -1843 0.64 5- 6 2046 0.54 A 6- 7 2205 0.63 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.30/999 0.30/999 5-4 Horiz. -0.06 -0.14 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 9-0-0 G.00 1030 8.00" 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- part L. 10.0 ft w- 30.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL- 0.0 psf MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1036 0 -1532 B Pin 29- 8- 0 1 1036 0 -1532 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 323 0.08 C 10- 5 -381 0.35 C 11- 3 314 0.13 C 5- 9 314 0.13 C 3-10 -381 0.35 C 9- 6 323 0.08 C 10- 4 315 0.13 C 12- 0- 0 4x8 2A 4x8 JX4 6x8 JX4 Joint Locations_______________ 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 2) 4- 7- 1 6) 25- 4-15 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 In -Plant Quality Assurance With Cq= 1 FORCES (lb) - Max Compression/Max Tension _ TOP CHORD 1-2--1603/2205,2-3=-1489/2046, 3-4--1591/2234,4-5--1591/2234,5-6=-1489/2046, 6-7=-1603/2205, BOT CHORD 12-11--1843/1371,11-10=-1590/1272, 10-9--1590/1272,9-8--1843/1371, Webs 2-11=-116/323,11-3=-304/314, 3-10=-381/335,10-4--284/315,10-5--381/335, 5-9=-304/314,9-6=-116/323, 9-0-0 6.00 Pq 10361S 8.00" 5-0-6 0- 6- 6 30-0-0 IP0 0, 11 30-0 0 9 1Y ROI1-11) A-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing shown onthis dewing ism erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and %hick mum be considered bythe building designer. Bracing shown is forlateral support oftruss members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified locationsdetermined bythe building daigna. Additional bracingofthc overall structure may be required. (Sec HIB-91 ofTPI).For spaiftc truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at583 4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9VWSOD68 367 Madaillon FL gwduotle, FL 22766 Scale = 0.2054 Eng Job: WO: 10X30H6B Dwg: TI: P7 Dsgnr:TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0BCLive0.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33.0 psf v4.7.21-11141 Design: Matrix Analysis Profile Path: C:\TSS-LUX\Worn\JODB\lUAJUHbb\lUAJUMbC\P/.prx Job: 1OX3OH6B Customer: WO:10X30H6B TI:P8 Qty:l ' DESIGN INFORMATION This design is for an individual building component and Us ban baudon information provided b) the client. The designer disclaims any responsibility for damages asa result of faulty or incorrect information, specificnions and/or designs furnished to the moss designer by the client and the correcmas or accuracy ofthis information as it may relate in a spccifrc pmjmt and accepts no responsibilityor exercises no control with regard to fabrication, handling. shipment and installation oftrusses. This moss has been designed asan individual building component in accodancc with ANSI/TPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered archittel or professional engineer), when reviewed for approval by the building daigner. the design loadings shown mum be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for windor snowloads, project specifications./ special applied loads. Unless shown, moss has not been designed for storage or Occupancy loads. The design assumes compression chards (top or bottom) are continuously braced by sheathing unless othenise specified, where bottom chords in tension are out fully braced laterally by a properly applied rigid ceiling. they should be braced at a ma,imurn spacingof la-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized mcd meninx ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Priorto fabrication. the fabricator shall review this drawing to verify that this drawing is in confomtance with the fabriato's plans and to realize a continuing responsibility for such verification. Anydiscrepancies we tobe put in writing before cutting or fabrication. Plata shall our be installed over knotholes hots or dim.ned grain. Members shall be cut for tight filling wood to wood bearing. Connector plain shall belooted on both faces of the truss pith tails full) imbedded and shall be ram. about Nejoint unless otherwise shown. A 5a4 plate is 5' wide a a- long. A 6x8 plate is 6' wide a 8' long. Slott (holes) ten parallel to the plate length specified. Double cuts onwebmembersshallmatatthecenuoidofthewebsunless otherwiseshown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain handling andor erasion sunsn. This moss is our in be fabricated with fire rnardam neared lumber unless otherwise shown. For additional information on Quality Conmolrefer to ANSI?PI 1. 2002 PRECAUTIONARY NOTES All bracing and action recommendations see to befollowed in accordance with'Handling. Installing and Bracing'. HI13-91. Tmssa are to be handled with particular are duringbandingand bundling. delivery and nmallnion to avoid damage. Temporary and permanent bracing for holding masses in a straight and plumb position and for rniming lateral forces shall be designed andinstalledbyothers. Careful handling is essential and eneetion bracing is always required. Normal precautonan action for trusses requires such temporary bracing during installation between mosses to avoid toppling and domiouing. The supervision of crectionof massesshall be under the control of personsexperienced in the installation of trusses. Professional advice shall be sought if needed. Concentration ofcotmnnmion loads grater than the design loads shall not be applied to trusses at any tme. No loads other than the weight of the erectors shall be applied to mosses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-10,5-10 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 2205 0.61 A 12-11 -1845 0.69 2- 3 2010 0.56 A 11-10 -1537 0.54 3- 4 2082 0.48 A 10- 9 -1537 0.54 4- 5 2082 0.48 A 9- 8 -1846 0.69 5- 6 2011 0.56 A 6- 7 2205 0.61 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.19/999-0.35/996 8-9 Horiz. - 0.06 -0.14 NA Max DL Deflection L/999 - -0.15 Long term deflection factor a 1.50 5- 8-6 0- 6- 6 1036# 8.00" 9- 10-8 i- 2 6. 00 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- part L= 10.0 ft W. 30.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1036 0 -1536 B Pin 29- 8- 0 1 1036 0 -1536 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 11 365 0.10 C 10- 5 -249 0.21 C 11- 3 359 0.17 C 5- 9 359 0.17 C 3- 10 -249 0.21 C 9- 6 365 0.10 C 10- 4 244 0.13 C Joint Locations=====__________ 1) 0- 0- 0 5) 20- 1- 8 9) 20- 1- 8_ 2) 5- 0- 5 6) 24-11-11 10) 15- 0- 0 3) 9-10- 8 7) 30- 0- 0 11) 9-10- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 In - Plant Quality Assurance with Cq= 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--1601/2205,2-3 1451/2010, 3- 4--1448/2082,4-5--1448/2082,5-6=-1451/2011, 6- 7--1602/2205, BOT CHORD 12-11--1845/1372,11-10--1537/1230, 10- 9--1537/1230,9-8=-1846/1373, Webs 2-11=-160/365,11-3 350/359, 3- 10--249/229,10-4=-234/244,10-5=-249/229, 5- 9--350/359,9-6=-160/365, 10- 3-0 9-10-8 I 3 4 5 6 i1. 00 4x8 20 4X8 JX4 W jxv 30- 0-0 10 30- 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 r WARNING: READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVBN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n des Systems Bracing shown on this drawing ism erection bracing, rind bracing. portal bracing or similar bracing which is a pan of the building design and which mum be considered by the building designer. Bracing shown is for lateral support of mossmembers only wreducebuckling length. Pmsisions mom be madeto arch., lateral bracing at ends and specified Ial11. n5 detuumined by the building designer. Additional bracing of the overall mmeture may be required. (Sec HIB-91 of TPD.For specific moss bracing requirements )..tact building designer.(Tmss Plate Institute, TPI is located at 587 4005MARONDA WAY D'OnofrioDrive. Madisen.Wisconsin 53719). Sanford, FL. 32771 407)321- 0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE 010050068 367 MadaBon FL Chubatlti FL 32766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 7 5- 5- 10 0-6- 6 f 1 A 1036# 8. 00" 8 R0- 11- 11) Scale = 0. 2054 WO: 10X30H6B TI: P8 9/13/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-1114, Design: Matrix Analysis --aaa raa,aa: 1: )--a,.,a)...,a,. w.e.e= ..o.............--...... . -•r-^ Job: VAL30H Customer: WO:VAL30H TI:V40 Qtyzl DESIGN INFORMATION This design is for an individual building component and has ban bus don mformation prmided by the diem. The designs disclaims my responsibility for damages a a result offaultyor inrwrreclinformation. specific. ions andror designs furnished tothe muss design. by the client and the cosecmcn a acemacy ef1hi, infl-li- as it may relate to a :pair.., project and accepts - responsibilityor esacises on control with regard to fabrication. handling. shipment and installation ofsusses. This truss has been designed as an individual building component in accordance with ANSVFPI 1-1995 and NDS-97 tobeincorporated aspart ofthe buildingdesign bya Building Design. When reviewed for approval bythebuildingdesigner. the design loadings shown muss be checked to be we that the data shown are in agreement with the localbuildingcodmlocalclimaticrecords for wind or snow loads, project specifications or special applied loads. Unless :down. ona has not been designed for storage of occupancy loads. The design assumes compression chords (top a batu m) are continuouslybrae.dbysheatbirag-lessothawiwW-ifrcd. Where bone cbords in tension are net fully braced laterally by a property applied rigid ceiling, they shoots be braced al amaximumspacingof10.0' o.c. Comator Planes shall be manufactured from 20gaugehotdippedgalvanized mco1 meeting ASTM A 655. Grade 40. -less otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing isin conformance with the fabricator's plans and to realizea continuing responsibility for such verification. Any discrepancies are to be pot in writing before tuning or fabrication. Platesshallnotbeinstalledovalnotholcs, knotsor d'M"d grain. Membea shall be an for tight fitting wood to woodbaring. Coureaoc plates shall be looted on bah fans of the uuu with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5a4 plate is 5' wide a4' long. A6.9 plate is 6' wide a B' lung. Slurs (holes) matparallel to the plate lengthspecified. Double cuts - web members shall meet at the commid ofthe webs unless otherwise shows. Cmmata platesizesarc minimumsizesbased - the fortesshown and may needtobe increased forcabin handling and/orerection Wessa. Thismussis netto be fabricated with r- retardant sated lumber unless otherwise shown. For additional information- Quality Control terra to ANSVITI 1.1995 PRECAUTIONARY NOTES All bracing andauctionraommerdationsarc tobefollowedinacconlaocewithacceptedindustry pohlicatiom. Trusses ice to be handled with panieularcueduringhandingandhandling. delivery and installation to avoid damage. Temporary and Permanent bracing for holding runes in a straight and plumbpositionandforresistinglateralforcesshallbedesignedandinstalledbyother. C -lol handling is en-tial and elation bracing isalways required. Normal precautionaryactionforoussarequiresuchtemporarybracingduringitt"latiou km- mussytoavoid topplingand dominoiog. The mpavision ofanti- ofounnsshall be undertheconmelofpersons ..pi-.d in the installation of trusses. Professional advice shall be sought if needed, Conantntion ofconstructionloads pater thanthedesignloodashallnotbeappliedtotrussatanydine. Noloadsotherthantheweightofthearetonshallbea -lied to btlna until after all fastening and bracing is BC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, c&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzter 1.0 Bld Type. encl L. 68.0 ft W. 2.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq• 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1/0,3-2--1/2, SOT CHORD 3-3-0/0, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1 0.00 A 3- 3 0 0.00 3- 2 2 0.00 A ere...... =.==== Joint Locations.== ......... 1) 0- 0-0 3) 2- 0- 0 2) 1- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 2 4 -4 B Pin 1- 11- 4 1 4 0 -8 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 2-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 P1 2- 0-D 6-13 3 2 1 0. 40 F6. 00 0- 6-0 0-6-0 J AN I t !? I I I 2- 0-0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA Scale = 0.9618 WARNING: Eng Job: WO: VAL30H READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO TI: V40 ERECTING CONTRACTOR. BRACING WARNING: DWg. Maronda Systems Bracing shown- this drawingis norcratimbracrng.windbracing.ponalbracingorsimilarbracingwhichisapanof Dsgnr:ECH Chk: 10/13/2005 the building design and which mum be considacdby the building designs. Bracing shown is for late d support of sussmembers only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified Live TCLi16.0 Q psfLbr DF : 1.25 locations drtemined by the buildingdesigner. Additional bracing of the overallstructure may be required. (Sec FOB-91 IO of TP1). Fmspecific now bracing requirements. contact building designer.(Trass Plate Institute. TPI is located at 595 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D'OnofrioDrive. Madiwu.Wisconsin 53719). O.C.: 2- 0- 0 Saisford, FL_ 32771 Component Engineering by: Tmn p=P-ne^^g Co.. P.A. Big SoudsideRd. Ed=wn. NC 27932 BC Live 0.0 0 pa fTPI-02/FBC-04 407) 321-0064 Fax (407) 32JL-3913 BC Dead 10.0 psf Code: FLA TOMAS PONCE P.E. LICENSE 0050068 ra 267 MadmEmFL CheAwbe FL 22744 TOTAL 33.0 PSf V4 . 7 . 32-1737= erecter e..u. T.\TRR-r.OE\Juba\FLORIDA\ 125\Jobe\VAL3 OH\VT40. prx Job: VAL30H Customer: W0:VAL30H TI:V41 Qty:l I DESIGN INFORMATION This design is for an individual building component and has ban baudon information presided by the client. The designer disclaims any responsibility for damages as a resultoffaultyor incorrect information. specifications andfor designs furnished m the truss designer bythe client and the concemess or accuracy of this information as it may relate to a specific project and accepts no responsibilityor exorcises an control with regard to fabrication. hadling. shipment and installation ofonsses. This truss has beet designed as an individual building component in accordance with ANSlrrPI 1-1995 and NDS-97 w be incorporated aspan ofthe building design bya Building Designer. What reviewedfor approval bythebuildingdesigner. the designloadings shown must be checked to be sure that the dau shown we in agreement with the local building codes, local climatic records for wind or mow loads, project specifications or special applied loads. Unless shown, wss has not been designed for storage orOccupancy loads. The design assumes compression chords (sup or bonom) we continuously bracedby sbathing unless otherwise spaiftal. where bottom chords intensionare rot fully braced laterally by aproperty applied rigid ceiling. they should be braced at a maximumspacingofIV-0' O.C. Connector plates shall be manufactured fro. 20 gauge hot dipped galvanized steel Ming ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall r icw thisdrawing to, vmfy, that this drawing is in conformanec with the fabricamfs plans and to realize a continuing responsibility for such verification. Any discrepancies are w be put in writing before cutting or fabrication. Plata shall not be installed over knotholes. knots or distorted grain. Members shall be cur fw tight fitting wood to wood hearing. Connector plates shall be [=led on both faces of the truss with nails fully imbedded and shall be sym. about thejoint unless otherwise shown. A 50 plateis 5' wide x a- long. A 6x8plate is 6' wide x 8' long. Slum (holes) run parallel to theplate length specified. Double cum on web members shall men at the cenwid of the webs unless otherwise shown. Connector plate sizesweminimum sizes baud on the forces shown and may need to be increased for certain handling adfor erection stases. This wss is not to be fabricated with rue reratdam treated lumber unless otherwiseshown. For additional information on QualityControl refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommedation are to be followd in accordance with accepted industry publication. Trauma we to be handled with particular cue duringbandingand bundling. delivery andinstallation to avoid damage. Temporary and permanent bracing for holding tmsscs in a stsight and plumb Position and for resisting lateralforces shall be designed tadinstalledbyotbas. Card.] handling is atenti-1 and erection bracing is always required. Normal precautionary action for tmsses requires such temporary bracing during installation between oussato avoid toppling and dominoing. The supervision of erectionof wisesshall be undr, the control of personexperienced in the installation ofuosses. Professional advice shad be sought if ncrdrd. Concentalion of construction loads greater than to design loads shall not be applied to tFumses m ores time. No loads other than the weight of theorators shall he applied w trusses until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--35/31,2-3--35/31, BOT CHORD 1-5=0/0,5-3-0/0, Webs 5-2--75/126, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 126 0.09 C Analysis based 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 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 54 17 -56 B Pin 4- 7- 4 1 54 -17 -56 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.00/999 0.00/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 2- 4-0 2- 4- 6. 00 6.00 MT20 4x6} MT20 3 M"I'20 3 x41- 2-0 MT20 2x4 V 4-8-0 V 6 5 4 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing showman this dewingisrot a action bracing, wind bracing. portal bracing orsidLu bracingwhich is apan of thebuildingdesignandwhichmustbeennideredbythebuildingdesigner. Bracing shown isforlateral support of trussmembers only to rduce buckling length. Provision must be made to anchor lateral bracing at ends and specified location dear tuned by the building designer. Additional bracing oftheoverallsmarms. may be requital. (Sce HIB-91 ofTP1). For specific wss bracing requirements, contact building d.ip ..(T.. Plate Institute. TPI is located at 583 4005 MARONDA WAY D•GnofrioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A., $IS Soudside Rd. Edenton NC 27932 407) 321-0064 Fax (407) 321-3913 . TOMAS PONCE P.E. LICENSE a700SOD68 367 Mala®on PL Chulwtas FL 32760 Joint Locations==========_____ 1) 0- 0- 0 3) 4- 8- 0 5) 2- 4- 0- 2) 2- 4- 0 4) 4- 8- 0 6) 0- 0- 0 WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, Ie 1.00, Exp.Cat. B, xzt- 1.0 Bld Type- encl L- 68.0 ft W- 4.7 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 -35 0.10 A 1- 5 0 0.02 2- 3 -35 0.06 A 5- 3 0 0.02 T 1- 2-0 1 Eng Job: Dwg: Dsvnr: ECH Chk: TC Live 16.0 Pelf TC Dead 7.0 pelf BC Live 0.0 psf BC Dead 10.0 psf Scale = 0.6097 WO: VAL30H TI: V41 10/ 13/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Proxiie ratn: ....... + yaws Job: VAL30H Customer: WO:VAL30H TI:V42 Qty:l DESIGN INFORMATION Thisdesign is foran individual building component and has been baudan information provided by the client. The designer diuWms any responsibility for damages as a result offaulty or incorrect information. specifications and/or designs furnished to the wss designer by the client and the conecmess or accuracy ofthis information asit may relate to a specific project and accepts no responsibility or exercises but control with regard to fabrication, handling. shipment ad inmallation oftrusser. This wss has been dared as an individual building component in accordance with ANSI/fPI 1-1995 and NDS-97to be incorporated aspan ofthe building design by a Building Dmigaer. When reviewed for approval bythebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreanmt with the local building codes local climatic records for wind or snow loads project specifications or special applied loads. Unless shows From has not been designed for storage Or occupancy bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Wherebottomchordsintensionarenotfullybracedlaterallyby a property applied rigid ceiling they shoats be braced at a maximum spacing of I0'-0' o.c. Comatar plates shall be manufactured from 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40. onl¢sotherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confomrarce with the fabricamer plans and to realize a continuing responsibility for such verification. Any discrepancies are w be put in writing before cutting or fabrication. Plata shall not be installed over kooda.1- knots or disurned grain. Membersshall be cut for lightfittingwood towood bearing. Convector platen shall be located on bah faces of the truss withnails fully imbedded and shallbesymt. about the joint unless otherwise shown. A 5x4plate is 5' widea 4- long. A 6xg plate is 6' wide x 8' long. Slots (holes) run parallel tothe plate length specified. Double cuts on web members shall men at the centroid of the webs unless otherwiu shown, Connector plate sizes are minimum sizes based onthe forces shown ad mayneed tobe increased for certain handling and/or erection suesus. Thistruss is Outto be fabricated with fore retardant treated lumber unless otherwise shown. For additional information no Quality Control refer w ANSI?PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with accepld industry publications. Tmssa are to be handled with particularcareduringbandingandbundling. delivery and inmallalion to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling isessential and erection bracing is always required. Norval precautionary action for uussa requires much temporary bracing during imasiladon between trussm to avoid toppling and do ninoing. The supervision oferection of vussa shall be under the control ofpersons experienced in the installation oftrusses. Professional advice shall be sought ifnedd. Concentration of ennstncrion loads greater than the design loads shall not be applied to trusses at any lime. No loads otherthan the weight ofthe erectorsshall be applied to vussa until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C4C, V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L. 68.0 ft W- 7.3 ft Trues in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.02/999 0.01/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--62/52,2-3--62/52, BOT CHORD 1-5-0/0,5-3-0/0, Webs 5-2--133/263, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -62 0.30 A 1- 5 0 0.06 2- 3 -62 0.18 A 5- 3 0 0.06 erJoint Locations=====__________ 1) 0- 0- 0 3) 7- 4- 0 5) 3- 8- 0 _ 2) 3- 8- 0 4) 7- 4- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 93 32 -86 B Pin 7- 3- 4 1 93 -32 -86 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 203 0.12 C 3-8-0 i 3-8-0 2 3 6. 00 6.00 MT20 4X6 1712U 2x4 93# 1.50" Stud @ 2- 0- 0 7-4-0 6 5 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRBCTING CONTRACTOR. BRACING WARNING: Maronder Systems IBracingRECTING onthis drawingismerta on bmcrag wind bndngportal bracrag OFsimilar baring whchisapan of the building design and which mum be considered by the buildingdesigner. Bracing shown is for lateralsupport of trims mem= only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified cations determined by the building designer. Additional bracing of the overall structure may be required. (See HI B-91of TPI). Forspecific truss bracing requuemeote coned building desigter.(Tross Plate Institute. TPI is located .1593 4005 MARONDA WAY D'Ooofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A.. 8IS Sovdside Rd. Edenton. NC 27932 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OMS0068 367 MedaMon FL ass&wts. FL 32766 93# 1. 50" 4 Eng Job: Dwg: Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf Scale = 0. 6751 WO: VAL30H TI: V42 10/13/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA xA '7 19_77 ]7 Design: Matrix Analysla Cava aatl aert.aa: .-x. as as-•.•.. I---- - a----_-• • •-__ Job: VAL30H Customer: WO:VAL30H TI:V43 Qty:l ' DESIGN INFORMATION This design isfor an individual building component and has ban based on information provided by the client. The design. disclaims anyresponsibility for damages as a result offaulty or incorrect information, specifications and/or designs furnished to the wss designer by the client and the cortecmrn or xcomyofthis information as it may relate to a specific project and accepts no responsibility or eaacisa can comm] with regard in fabrication. handling. shipment and installation of mosses. This truss has been designed asan individual building component in accordance with ANSIffPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a BuildingDesigner. When reviewed for approval bythebuildingdesigner, the design loadings shown must be checkedW be surethatthe data sbe- tie in -9-col with the local building codes, local climatic records for windorstewloads, project specificationsor special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continuously bracedby,bathingunkssoth-isespecified. Wherebottomchordsintensionwenotfullybracedlatmllybya properly applied rigid ceiling, they should be braced at a maximum spacingof Itl-Wo.c. Connector Platadull be anvfacri nd from 20gauge but dipped galvanized secl meeting ASTM A 653, Grade 40. unlessotherwise shown. FABRICATION NOTES Prior in fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to, be put in writing before cutting or fabrication. Plata shall not be installed over knotholes, knot or distorted grain. Members stall be anfor tightfiningwood 10 wood bearing. Connector Plata shall be lomted on bah faro of the Imes with nails full' imbedded and shall be sum. about the joint unlessotherwiseshown. A5x4 plate is5' wide x 4- long. A 6a plate is 6' wide x 8' long. Slots (holes) ton parallel to the plate length specified. Double cuts on web members shall mho at the centroid ofthe webs unless otherwise shown. Connector plate sizes we minimum sizes based on the forces shown and may need mbe increased forcertain handling and/oraectivm srcssa. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refs m ANSI?PI 1-1995 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with accepted industry publications, TmsKs we to be handled with particular cue during banding and bundling. delivery and imullation to avoid damage. Temporary and permanent bracing for holding trusses in astraight and plumb position andforresisting latent forces shall be designed ad installed by others. Cueful handling is essential and erection baring is always required. Nornul precautionary action for trusses requires sxh temporary bracing during instillation between busses to avoid toppling and domiming. The supervision oferection oftmssa shall be under the control of persons experienced in the installation ofmosses. Professional advice shall besought if needed. Concentration of oonutmction loads greater than the design loads shall not be applied to trusses m1 um'time. No loads other than the weight of the ..tors shall be aoolied inwssa until afterall fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C4C, v= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- encl L. 68.0 ft W. 10.0 ft Trues in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 188 0.05 C 7- 4 188 0.08 C 8- 3 -74 0.25 C 2-6-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 73 61 -38 B Pin 9-11- 4 1 73 -61 -38 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -42 0.14 A 1- 9 0 0.04 2- 3 64 0.12 A 9- 8 0 0.02 3- 4 64 0.13 A 8- 7 0 0.02 4- 5 -42 0.09 A 7- 5 0 0.04 Joint Locations --------------- 1) 0- 0- 0 5) 10- 0- 0 9)3- 0- 0- 2) 3- 0- 0 6) 10- 0- 0 10) 0- 0- 0 3) 5- 0- 0 7) 7- 0- 0 4) 7- 0- 0 8) 5- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-42/712-3.-37/64,3-4.-37/64; 4-5--42/7, BOT CHORD 1-9-0/0,9-8-0/0,8-7=0/0,7-5=0/0, Webs 9-2--110/188,8-3--74/72, 7-4.-110/188, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.01/999 0.00/999 5-4 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 5-0-0 il 5-0-0 1 2 3 4 5 6.00 MT20 4x6 6.00 73# 1.50" Stud @ 2- 0- 0 73# 1.50" 10-0-0 10 9 8 7 6 EXCEPT AS SHOWN PLATES ARE TL20 GA r WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVRN TO ERECTING CONTRACTOR. BRACING WARNING: DWg. Ma ion des Systems Bracing shown on this drawing ism erection bracing. wind bracing. portal bracing or smile bracing which is a pan of Dsgnr : ECH Chk : the building design and wtiich must be considered by the building designer. Bracing shown is for lateral mppon oftruss members only to reduce buckling length. Provisions must be made to anchor latml bracing at ends and specified LiveTCLi16.0 0psf locationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure maybe required. (Sec HIB.91 it of TPI).For specific truss bracing requirements contact building daigna.(Tmss Plate Instimu% TPI is located at 583 TC Dead 7.0 psf 4005MARONDAWAYWOmbioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Fmgineaing Co.. P.A.. 819 Soundside RA Edenton. NC 27932 BC Live 0.0 ps f 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ri0050068 BC Dead 10.0 psf 347 Mtdal lon FL Gladtaota, FL 32746 TOTAL 33.0 PSf 2- 6-0 Scale = 0.5371 WO: VAL30H TI: V43 10/ 13/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-17379 Design: Matrix Analysle rroLiie racn: a: taan-wntwun yr uvnaun via+v..vu=x.a.w., as v•.+•r•^ Job: VAL30H Customer: WO:VAL30H TI:V44 Qty:l I DESIGN INFORMATION This design is for an individual building component and hasbeen baud on information prmided by theclient. The designer disclaims anyresponsibilityfordamages asa result offaulty or incorrect information. specifications andeor designs famished w the truss designer by the client and We coneem ss or accuracy ofthis informnion as it mayrelate toa specific project and accepts no responsibility orexercises on control with regard to fabrication. handling. shipment and installation ofmosses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 tobe incorporated as pan of the building design by aBuilding Designer. When reviewed for approval by the building designer, the design loadings showy must be checked to be sane thatthe datast- are in agreement with the local building codes, local climatic records for wind or snow loads, pmjmi spaifncations or special applied loads. Unless shown moss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate continuously braced by shathing unless otherwise specified. Where bottom chords in tension arenot fully braced laterally by a properly applied rigid ceiling, they should be braced at amaximumspacingofId-0' o.c. Connector plates shill be manofacmred from 20gauge but dippedgalvanized steel meeting ASTM A 653, Grade 40, unless otherwise showy. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing w verify that this drawing isin conformance with the rabricaines plans and to realize a continuing responsibility for mcb verification. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be insulted over Lnodoles, knots - distoncd grain. Members shall be cut fen tight fining woad to wood baring. Connector plates shall be located on both face, of the tmos with nails fully imbedded and shall be ramabout the jointunless otherwiseshown. A 5x4 plate is 5' wide x4- long. A 6x8 plate is 6' wide x g' long. Slots (bola) mat parallel to the plate length specified. Double cuts on webmembershallmeetatthecentmidofthewebsunlessotherwise shown. Connector plate sizes are minimum sizes based on the forces sbowo and may need to be increased for certain handling andfor erection suesSeS. This moss is not to be fabricated with fire retadant crated lumber unless otherwise shown. For additional information on Quality Contrul refer w ANSVTFI 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommerdations we w be followed in accordance with accepted iodusuy publications. Trusses are to behandledwith particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral Cores shill be designed and insulted by others. Careful handling is essential and erection timing is alwaysrequired. Normal prenutionary action for misses requires such temporary bracing during installation between mosses to avoid toppling and dominoing. The supervision of erectionof cusses stall be under the control of persons experienced in the installation of mosses. Pnofesiooa] advice shall be sought if rneeded. Concentration of constructionloads grater than the design Inds shall not be applied to trusses at any time. No badsother than the weighsoftheerectorsshall be applied to mosses -fit aster all fastening and bracing is completed TC! 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- encl L- 68.0 ft W= 12.7 ft Truss in END zone, TCDL= 4.2 pef, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 141 0.04 C 10- 5 152 0.17 C 12- 3 152 0.17 C 9- 6 141 0.04 C 11- 4 -82 0.42 C 3- 2-0 6- 4- Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- L-ocBSet Vert Horiz Uplift Y Type 0- 0-12 1 55 74 -5 B Pin 12- 7- 4 1 55 -74 -5 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -58 0.07 A 1-13 0 0.02 2- 3 -39 0.10 A 13-12 0 0.01 3- 4 79 0.11 A 12-11 0 0.01 4- 5 79 0.11 A 11-10 0 0.01 5- 6 -39 0.09 A 10- 9 0 0.01 6- 7 -58 0.04 A 9- 7 0 0.02 6. 00 MT20 4x6 6. 00 6- 4- Joint Locations ............... 1) 0- 0- 0 6) 10- 4- 0 11) 6- 4- 0- 2) 2- 4- 0 7) 12- 8- 0 12) 4- 4- 0 3) 4- 4- 0 8) 12- 8- 0 13) 2- 4- 0 4) 6- 4- 0 9) 10- 4- 0 14) 0- 0- 0 5) 8- 4- 0 10) 8- 4- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--58/14,2-3=-39/9,3-4.-36/79, 4- 5=-36/79,5-6.-39/9,6-7 58/14, BOT CHORD 1-13-0/0,13-12-0/0,12-11.0/0, 11- 10-0/0,10-9=0/0,9-7=0/0, Webs 13-2=-88/141,12-3=-93/152, 11- 4--82/57,10-5=-93/152,9-6 88/141, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(e). I. Span 0.00/999 0.00/999 6-5 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor = 1.50 3- 2-0 55# 1.50" Stud Q 2- 0- 0 55# 1.50" 12- 8-0 1, 14 13 12 11 10 EXCEPT AS SHOWN PLATES ARE TL20 GA r WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ion des systems Bracing shown on this drawingiseraerection bracing. wind tinting. portal bracing orsimilar bracing nhich is apan of Ne building design and wtiich mug be considered by the building designer. Bracing shown is for lateral Support of moss member only to reduce bucLling length. Provisions mug be made to anchor late'.] bracing at ends and specified locations determined by the building designer. Additional tinting of theoverall structure may be required. (Sec HIB-91 of TPI).For specific miss tinting requirements contactbuilding design Jims Maic lnstimtc. TPI is located at 593 4005MARONDAWAYDOnofinDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Fagineaing Co.. P.A., gig Soundside R4 Edenton. NC 27932 407) 321-0064 Fax (407) 32JL-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Modai /L Unduota, FL 32748 Eng Job: Dwg: Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf Scale = 0.4454 WO: VAL30H TI: V44 10/ 13/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Froriie Pater: •:Mars-a,vn.awa ra.vnaun ao.,oa,ewa.a.rayva..•yaa. Job: VAL30H Customer: WO:VAL30H TI:V45 Qty:l DESIGN INFORMATION This design is for an individual building component and has been basedon information provided by the client. The designer disclaims any responsibility for damages ss a result of faulty or incorrect information, specifications anndlor designs furnished to the truss designer by the client and the correctness or accuracy ofthis information as it may relateto a specific project andaccepts - responsibility or candies oo control with regard to fabrication. handling. shipment and installation oftrusses. This boss has beat designed as an individual building component in accordance with ANSMI 1-1995 and NDS-97 to be incorporated as put ofthe building design by a Budding Designer. who reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement withthe local building codes, localclimatic records for wind or traow loads project specifications or special applied loads. Unless shown, truss has rot beat designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension we not fully braced laterally by a properly applied rigid ceiling they should be braced a a maximum spacing ofId-0' o,c. Connector platesstall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thisdrawing isin conformance with the fabricator's plans and to rdize a continuing responsibility for such verification. Any disaep- are to be par in writing before cutting or fabrication. Plata shall not be installed ova knotbolm knots or dismned grain. Member shall be an for right fining wood in wood bearing. Connector plates shall be )=led on bah f of the truss withrails fully imbedded and shall be tyre. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A61g plate is 6' wide x 8' long. Slots (boles) mn parallel to the plate length specified. Double cuts on web members shall meet at the centruid ofthe webs unless otherwise shown. Connector plate sizes ice minimum sizes baud on the fora shown and may need to he increased for certain handling andfor erection messes. This truss is not to be fabricated with le retardant treated lumba unless otherwise shown. For additional information on Quality Control refs to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and section recommendations sec to be followed in accordance with accepted industry publications. Trusses we tobe handled with particular cueduring banding and bundling. delivery and installation to avoid damage. Temporary and pamanatt bracing for holding mosses in a straight and plumb position and for resisting lateral forem shall be designedandinstalledbyothers. Careful handling is essential and erection bracing is always required. Normal prwutionary action for misses requires such temporary bracing during installation bef-m bosses toavoid toppling and dominoing. The supervision ofsection ofbozos shall be under the control of persons experienced in the installation ofwsses. Professional advice shall be sought ifrorded. Concentration ofconstnxtfon Inds greater than the design loads shall mtbeapplied to trusses at my time. No loads other than the weight of the erectors shall be appliedto mosses until after allfattening and bracing 4 TC: 2x 4 SP #2 BC: 2x 4 SP #2 War 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L- 68.0 ft W. 15.3 ft Truss in END zone, TCDL- 4.2 pef, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. ..PORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 13- 2 - 189 0.11 C 10- 5 123 0.32 C 12- 3 123 0.32 C 9- 6 189 0.11 C 11- 4 -86 0.64 C 3-10-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 94 98 -24 B Pin 15- 3- 4 1 94 -98 -24 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -63 0.19 A 1-13 0 0.05 2- 3 -43 0.09 A 13-12 0 0.04 3- 4 92 0.11 A 12-11 0 0.01 4- 5 92 0.10 A 11-10 0 0.01 5- 6 -43 0.12 A 10- 9 0 0.04 6- 7 -61 0.14 A 9- 7 0 0.05 Joint Locations--=.-.---.----- 1) 0- 0- 0 6) 11- 8- 0 11) 7- 8- 0- 2) 3- 8- 0 7) 15- 4- 0 12) 5- 8- 0 3) 5- 8- 0 8) 15- 4- 0 13) 3- 8- 0 4) 7- 8- 0 9) 11- 8- 0 14) 0- 0- 0 5) 9- 8- 0 10) 9- 8- 0 FORCES (lb) - Max Compression/Max Tension ` TOP CHORD 1-2.-63/19,2-3=-43/32,3-4.-36/92, 4-5--36/92,5-6--43/32,6-7--61/19, BOT CHORD 1-13-0/0,13-12-0/0,12-11-0/0, 11-10-0/0,10-9-0/0,9-7-0/0, Webs 13-2--130/189,12-3--80/123, 11-4--86/41,10-5--80/123,9-6--130/189, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 7-6 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 8-0 7-8- 0 2 3 4 5 6 7 6. 00 -6.00 MT20 4x6 14 13 12 11 10 9 8 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma non des SysteMS Bracingshown on thisdrawingism erectionbracing. windbracing, portal bracingor similar bracingwhich isa Panof the building design and which must be considered by the building designer. Bracing shown is Cot lateral support of truss manbers only to reduce buckling length. Provisions must be made to anchor larval bracing at ads and specified locations determined by the building designer. Additional bracing of the overall muctme may be required. (See HIB-91 ofTPH,For specific moss bracing requiraneoks contact buildivg des',gna.(fmss Mat, Inaimtc TPI is located a 583 4005 MARONDA WAY Donofi. Drives Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A., 818 Soundside Rd Edeumn. NC 27932 407)321-OD64 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 397 Madalon PL Chubmtae FL 32764 3-10-0 Scale = 0.4007 Eng Job: WO: VAL30H Dwg: TI: V45 Dsgnr:ECH Chk: 10/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33.0 psf v4.7.32-17383 Design: Matrix Analysis Protlle Patn: T:\TEE-LUIC\JODa\CLVRIUA\1LakrataDa vaa,sva kwa-era.prx Job: VAL30H Customer: W0:VAL30H TI:V46 Qty:l I DESIGN INFORMATION This design is for an individual buildingcomponent and has been basedon information provided by the client. The design. disclaims any responsibility for damages as a result of faulty or incorrect infomation, specification andfor designs fished to the lass designer bythe client and the corramess or accuracy of this information as it may relateto a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation ofmusses. This wss has been designed as an individual building component in accordance with ANSMI 1-1995 and NDS-97 to be incorporaed as pan ofthebuildingdesign bya Building Designer. Wben reviewed for approval by the building design., the design loadings shown must be checked to be we that the data shown arc in agre®ent withthe local buildingcodes local climatic records for wind or snow load& project specific -limas or special applied loads. Unless shown toss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a muimam spacing of101•0' o,c. Connectorplumshall be manuBctnred from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall review this drawing to verify that this drawing is in confnsmance with the fabricates plans and to realize a continuing responsibility for such verification. Anydiscrepancies are to be put in writing before cutting or fabrication. Plates shall rot be installed over knotholm knots or distorted grain. Members shall be cut for tight fitting wood towood bearing. Connector plates shall be lammed onboth faces of the mass with nails filly imbedded and shall be ym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x4- long. A 6x8 plate is 6' wide x 8' long. Sloes (holes) run parallel to the plate length specified. Double curs on web members shall meet at the cenmoid of the webs unless otherwise shown. Connector plate sizes are minimum sizes baud an the fortes shown and may need to be increased forcertain handling andfor erection stresses. This wss is not to be fabricated with fire retardant treated lumber -less otherwise shown. For addirimial information on Quality Control refer to ANSlrrPI 1.1995 PRECAUTIONARY NOTES All bracing and erection resomme dations are to befollowedinaccmdurcewithacceptedindustry publications. Tmssm are w be handled with particularcueduringbanningandbundling, delivery and insullat- toavoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resisting lateral fortes shall be designedandinstalledbyothers. Careful handling is essential reed erosion bearing is always required. Normal precautionary action for trusses requires such icmporuy bracing during installation berwico musses to avoid toppling and dominoing. The mpmision of.!chum ofwsses shall be rod. the control ofpersons expaicrcedin thc installation of trusses. Pmfcssioml advice shall be sought if needed. Concentration of constriction loads grater than the resign Inds shall not be applied to trusses at amtime. No loads other than the weight of theerectors shall be applied to trusses until aftert all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GEL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CaC, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. encl L. 68.0 ft Wer 18.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -94 0.11 A 1-17 0 0.03 2- 3 -42 0.08 A 17-16 0 0.02 3- 4 43 0.09 A 16-15 0 0.01 4- 5 107 0.11 A 15-14 0 0.01 5- 6 107 0.10 A 14-13 0 0.01 6- 7 43 0.09 A 13-12 0 0.01 7- 8 -42 0.09 A 12-11 0 0.02 8- 9 -94 0.08 A 11- 9 0 0.03 4- 6-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 5-14 Bracing shown is for visual purposes only. In - Plant Quality Assurance with Cq- 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--94/26,2-3--42/5,3-4--37/43, 4- 5--39/107,5-6--39/107,6-7--37/43,7-8--42/5 8- 9--94/26, HOT CHORD 1-17.O/0,17-16-0/0,16-15.0/0, 15- 14-0/0,14-13-0/0,13-12-0/0,12-11-0/0, 11- 9-0/0, Webs 17-2--108/149,16-3--86/128, 15- 4--93/132,14-5--83/19,13-6--93/132, 12- 7--86/128,11-8--108/149, Joint Locations-=-==___=-_-___ 1) 0- 0- 0 7) 13- 0- 0 13) 11- 0- 0- 2) 3- 0- 0 8) 15- 0- 0 14) 9- 0- 0 3) 5- 0- 0 9) 18- 0- 0 15) 7- 0- 0 4) 7- 0- 0 10) 18- 0- 0 16) 5- 0- 0, 5) 9- 0- 0 11) 15- 0- 0 17) 3- 0- 0 6) 11- 0- 0 12) 13- 0- 0 18) 0- 0- O MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 76 114 0 B Pin 17- 11- 4 1 76 -114 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. 17- 2 149 0.04 C 13- 6 132 0.51 16- 3 128 0.24 C 12- 7 128 0.24 IS- 4 132 0.51 C 11- 8 149 0.0% 14- 5 -83 0.30 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 9-8 Horiz. 0.00 0.01 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 9- 0-0 9-0-0 I I I I 1 2 3 4 5 6 7 8 9 G. 00 MT20 4x6 1V1 1 LU UAO 6. 00 iX X X X X X XXXXXX O<Xx X X(X XXX 1 (XX X X Xxx/t ter 1 t f 1 1 76# I I I 18 17 16 15 14 13 12 11 10 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro nd aSystems Bracing shown onthis dewing is era erection bracing. wised bracing. portal bracing or similar bracing which is a pan of the building design and which most be considered by the building design.. Bracing shown is for lateral support of tossmembers only to reduce buckling length. Provision must be made W anchorlateral bracing at ends and specified location determined by the building designer. Additional bracing oftheoverall stir -tore maybe required. ISce HIB-91 of TPQ.For specific moss bracing requirements contact building design..(Tass Plate Instirom TPI is located at 583 4005 MARONDA WAY Donofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Tmss Engineering Co.. P.A.• 918 S-ndside Rd Edenton, NC 27932407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LSCENSE rt MSOD68 367 Medollm /L Cfndoot% FL 22766 4- 6-0 Scale = 0.3439 Eng Job: WO: VAL30H DWg: TI: V46 Dsgnr: ECH Chk: 10/13/2005 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 TOTAL 33.0 nsf v4.7.32-1738-e Design: Matrix Analy919 rro Liie ncacnr a:% ....... xouun aces-a.v,navnxun wv+u-v•avw vn v•.=wetyeses. Job: VAL30H Customer: WO:VAL30H TI:V47 Qty:l ' DESIGN INFORINIATION This design is for an individual building component and hasbeen basedon information providedbythe client. The designs disclaims any responsibility for damages asa resull offaulty or incorrect information. spececifcatiom and/or designs fumished to the wss designer by the client and the correctuess or accuracy ofthis information as it may relate an a specific project and accepts no responsibility oreaacises no control with regard o fabrication handling, shipment and installation of musses. This truss; hu been designed as an individual building component in accordance with ANSIRPI 1-1993 and NDS.97 W be incorporated as put ofthe building design by a Building Dtsign r. When reviewed fm approval by the building dcsigoa, thedesign loadings shown must be checked an be sure that the datashown are in agreement with the local budding codes, local climatic records ror wind orsnow loads. project specifications or special applied loads. Unless shown. mass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bonom) are continuously braced by sheathing unless otherwise specified. Wherehonourchordsintrisiooaremotfullybracedlaterallybyat properly applied rigid ceiling. they should be braced as a maximum spacing of 101-0' o.c. Connector pans shall be manufactured from 20 page lot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrication. the fabricator shall review this drawing to vairy that thisdrawing is in confonnarscc with the fabricaon's plans and to realize acontinuing responsibility for such verification. Any discrepucia are tobe put in writing before tuning or fabrication. Plata shall not be installed over knotholes, krtorsor distorted grain. Members dull be satfor tightfiningwood anwood hearing. Connector pLua shall be located on bah fates of the mess with rails fully imbedded and shall be sym. about the joint unlessotherwise shown. A Us plate is5' widea 4' long. A 60 plate is 6' wide x 8' long. Slots (holes) urn parallel to the plate length specified. Double cuts onwebmembersshallmenatthecentroidorthewebsunless otherwise shown. Connector plate sizes we minimum sizes based on the Ponca drown and may need to be increased for certain handling ad/or cation stresses. This muss is not an be fabricated with fire retard= treated lumber unless otherwise shown. For additional information too Quality Conw1 refs o ANSMI 1-1995 PRECAUTIONARY NOTES All brxing and erection racmmerdatiom are to be followed in accordance with accepted industry publications. Trusses are to be handled with particular cue during banding and bundling. delivery and instillation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and instilled byothers. Careful handling is essential and erection bracing is always required. Normal precautionary action any wua requires such temporary bracing during installation between masses o avoid toppling and domiming. The supmisioo of action ofmisses shall be under the control ofpersons experienced in the installation of misses. Professional advice shall be sought ifneeded. Concentration of ennstuction loads greater than the design loads shall tot be applied tolosses at any time. No loads other than the weight of the actors stall be applied an masses until rifler all fastening tied bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 GEL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. encl L. 68.0 ft W- 20.7 ft Trues in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -126 0.07 A 1-21 0 0.01 2- 3 -73 0.09 A 21-20 0 0.01 3- 4 -39 0.09 A 20-19 0 0.01 4- 5 61 0.09 A 19-18 0 0.01 5- 6 125 0.11 A 18-17 0 0.01 6- 7 125 0.10 A 17-16 0 0.01 7- 8 61 0.09 A 16-15 0 0.01 8- 9 -39 0.09 A 15-14 0 0.01 9-10 -70 0.08 A 14-13 0 0.01 10-11 -126 0.04 A 13-11 0 0.01 5-2-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 6-17 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 57 132 0 B Pin 20- 7- 4 1 57 -132 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 21- 2 124 0.04 C 16- 7 131 0.75 C 20- 3 133 0.17 C 15- 8 133 0.41 C 19- 4 133 0.41 C 14- 9 133 0.17 C 18- 5 131 0.75 C 13-10 124 0.04 C 17- 6 -83 0.40 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 10-9 Horiz. 0.00 0.01 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 err Joint Locations; ..... ===_---.-- 1) 0- 0- 0 9) 16- 4- 0 17) 10- 4- (7 2) 2- 4- 0 10) 18- 4- 0 18) 8- 4- d 3) 4- 4- 0 11) 20- 8- 0 19) 6- 4- f 4) 6- 4- 0 12) 20- 8- 0 20) 4- 4- 5) 8- 4- 0 13) 18- 4- 0 21) 2- 4- 6) 10- 4- 0 14) 16- 4- 0 22) 0- 0- 0 7) 12- 4- 0 15) 14- 4- 0 8) 14- 4- 0 16) 12- 4- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--126/34,2-3--73/20,3-4--39/0, 4-5--36/61,5-6.-44/125,6-7.-44/125, 7-8--36/61,8-9--39/0,9-10--70/20, 10-11--126/34, SOT CHORD 1-21-0/0,21-20-0/0,20-19-0/0, 19-18-0/0,18-17-0/0,17-16-0/0,16-15-0/0, 15-14-0/0,14-13-0/0,13-11.0/0, Webs 21-2--88/124,20-3--91/133, 19-4--91/133,18-5=-93/131,17-6--83/4, 16-7--93/131,15-8--91/133,14-9--91/133, 13-10--88/124, 10-4-0 10-4-0 I 1 I 1 I I I I I 1 2 3 4 5 6 7 8 9 10 11 6.00 -6.00 MnO 4x6 Nrr20 2y MT20 2x4 iNIT20 2 NIT20 2x4 MT20 2 10 MT20 2 MT20 3 MT20 2x4 11 MT20 2x4 MT20 20 2x4 2x4 NIT20 2x4 1 MT20 2x4 MT20 2x4 MT20 6x8 5-2-0 2x4 INIT20 3x4 57#I a 1 1 1 1 1 1 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n des Systems Bracing sawn on this dewing is not action arming. wind bracing, portal brxing or similar bracing which isa pan of the buildingdesignand which must be considered bythe buildingdesigner. Bracingshown is fen lateralsupponofmssu members only an reduce buckling length. Provisions must be made o auction lateral bracing at ends and specified location determined by the building designer. Additional brxing of the overall smacture may be regvued. (Scc HIB-91 of TPI).For specific truss bracing requiremena. contact building designer.(Tmss Plate Institute. TPI is located at 593allow- 4005 MARONDA WAY DID- Drive, Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A.. 818 Soundside Rd. Edenoo. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 247 Madaill FL ChadnotiN FL 227Ci Scale = 0.2257 Eng Job: WO: VAL30H Dwg: TI: V47 Dsgnr:ECH Chk: 10/13/2005 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 rroKILO racn: istens-t,vn wvoa3r aavaaun ka.a kauurs t•aaa..,a y..-., ..,. Job: VAL30H Customer: WO:VAL30H TI:V48 Qty:l I DESIGN INFORMATION This design is for = individual building component and has beatbased on information provided by the client. The design. disclaims any responsibility for damages as a result of faulty or incorrect information specifcAmet and/or designs furnished to the muss designer by the client and the corrcemcss or accuracy ofthis information as it may relate to a specific project and accepts no responsibilityor esacises ancontrol with regard to fabrication handling. shipment and installation of musses. This muss has been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 in be incorporated as, pan ofthe building design by a Building Designer. When reviewed for approval by the building designer, the design loadings shown must be chaked in be we that the data shown we in agreement with the local building codes, local climatic records for wind or sons, loads, project specifications or special applied bads. Unless shown, muss bas not beat designed for storage oroccupancy loads. The design assumes compressioo chords (op or bottom) we continuously braced by sheathing unless otherwise specified. What bottom chords in tension seenot fully braced lataally by a properly applied rigid ceiling, they should be braceda1a maximum spacing of Id-0' O.C. Connector Plata shall be manufactured from 20 gauge btu dipped galvanized steel meeting ASTM A 653. Grade 40, unless othawise shown. FABRICATION NOTES Prior in fabrication the fabricator shall review this drawing o verify that this drawing is in conformance with the fabricator's plans and inrealize acontinuing responsibility for web verification. Anydiscrepancies arc inbe put in writing before cutting or fabrication. Plata shall not be installed ova krotholm knots or distance! gain. Members shall be cu1 for tight filling wood in wood bearing. Connector plates shall be located on both faces of the truss with it, filly imbedded and shall be sym. about the joint unless otherwise sbown. A 5,4 plate is 5' wide x 4- long. A fall plait is 6' wide x 8' long. Slou (holes) run parallel or the plate length specified. Double cuts on web members shall meet at the cenwid of the webs unless otherwise shown. Co ancemr plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or action stresses. This muss isnot to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer in ANSVfPI I-1995 PRECAUTIONARY NOTES Allbracing and section recomunrmdmionsere tobefollowedinaccordancewithacceptedindustry publications. Tenses are m be handled with particularcareduringbandingandbundling. delivery and installation m avoid damage. Temporary ad permanent bracing for holding musses in a straight and plumbpositionandforresistinglateralforcesshallbedesigadandinstalledbyothers. Careful handling is essential and erectionbracing isalways required. Normal pravmionary action fro busses requires such temporary bracing during installation between musses to avoid toppling and dominoing. The supervision of erection ofmusses shall be uda the commit of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the design loads shall notbeapplied to trusses at am lime. No loads other than the weight ofthe erectors, shall be applied o musses until afta all fawning and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 wB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Ezt- 1.0 Bld Type- encl L- 68.0 ft Was 23.3 ft Trues in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -136 0.18 A 1-21 0 0.05 2- 3 -51 0.08 A 21-20 0 0.04 3- 4 -37 0.09 A 20-19 0 0.01 4- 5 80 0.09 A 19-18 0 0.01 5- 6 143 0.12 A 18-17 0 0.01 6- 7 143 0.10 A 17-16 0 0.01 7- 8 80 0.10 A 16-15 0 0.01 8- 9 -37 0.08 A 15-14 0 0.01 9-10 -51 0.12 A 14-13 0 0.04 10-11 -133 0.13 A 13-11 0 0.05 5-10-0 MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 5-18,6-17,7-16 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 95 160 0 B Pin 23- 3- 4 1 95 -160 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 21- 2 179 0.11 C 16- 7 129 0.34 C 20- 3 117 0.32 C 15- 8 137 0.62 C 19- 4 137 0.62 C 14- 9 117 0.32 C 18- 5 129 0.34 C 13-10 179 0.11 C 17- 6 -83 0.51 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 11-10 Horiz. 0.00 0.01 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 IM-1310 11-8-0 2 3 4 5 6 7 8 9 6.00 -6.00 MT20 40 MT20 11T20 MT20 2j NIT20x4 MT20 2 M'I'20 20 MT20 2x4 V MT20 2x4 MT20 2x4 20 w=Joint Locations======---==---- 1) 0- 0- 0 9) 17- 8- 0 17) 11- 8- 0 2) 3- 8- 0 10) 19- 8- 0 18) 9- 8- 0 3) 5- 8- 0 11) 23- 4- 0 19) 7- e- 0 4) 7- 8- 0 12) 23- 4- 0 20) 5- 8- 0 5) 9- 8- 0 13) 19- 8- 0 21) 3- 8- 0 6) 11- 8- 0 14) 17- 8- 0 22) 0- 0- 0 7) 13- 8- 0 15) IS- 8- 0 8) 15- 8- 0 16) 13- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--136/40,2-3--51/12,3-4--37/13, 4-5--36/80,5-6--50/143,6-7=-50/143, 7-8--36/80,8-9--37/13,9-10--51/12, 10-11--133/40, BOT CHORD 1-21-0/0,21-20-0/0,20-19-0/0, 19-18=0/0,18-17-0/0,17-16-0/0,16-15-0/0, 15-14-0/0,14-13-0/0,13-11-0/0, Webs 21-2--130/179,20-3=-79/117, 19-4--93/137,18-5--92/129,17-6=-83/0, 16-7--92/129,15-8--93/137,14-9=-79/117, 13-10=-130/179, 10 11 2x4 4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 6x8 8 17 16 15 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems Bracing shown on this drawing ism erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which muss be considered by the building designer. Bracing shown is for lateral suppon ofmussmembmonlytoreducebucklinglength. Provisions must be madetoanchor latmlbracing at ads ad specifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe overall strcturc may be required. (See HIB-91 ofTPI),For spaifsc muss bracing requirements. contact building designa.(Truss Plate Institute, TPI is located at 593 4005 MARONDA WAY D'Onnf. Drive Madison Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Tross Engineering Co- P.A., gig Soundsidc Rd Edenton. NC 27932 407)321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 I47 Medafon FL Chukiota, FL 32762 3 5-10-0 30 Scale = 0.2060 Eng Job: WO: VAL30H Dwg: Ti: V48 Dsgnr:ECH Chk: 10/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33.0 nef v4.7.32-17385 9 1 Design: Matrix Analy1319 rroxiie ratio: -Niel-a,-N-ax-na nyu wv+a=v•asaa vo v••w-•re,^ Job: VAL30H Customer: WO:VAL30H TI:V49 Qty:l I DESIGN INFORMATION Thisdesign isforan individual building component and hasbeen baudon information provided by the client. The designer disclaims any responsibility for damages as a resell offmity or incorrect information, specif"'mrons and/ordesigns furnished tothe From design= by the client and the corramess or accuracy of Nis information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling, shipment and installation oftrusses. This truss has ban designed as an individual building component in accordance with ANSVfPI 1-1995 and N`DS-97 to be incorporated as pan Fifth. building design by a Building Designer. When reviewed for approval by the building designer, the design loadings shown must be choked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown truss has out ban designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bolt.. chords in tension are not fully braced laterally by a propaly applied rigid ceiling. they should be braced at a maximum spacing of 10-0' o.c. Connector plates shall be manufactured from 20gaugehot dippedgalvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to verify that this dawing is in conformance with the fabricator's plans and to realize acontinuing responsibility for such verification. Any discrepancies are tobe put in writing before cutting or fabrication. Plates shall Out be installed ova knotholes, knots or distorted grain. Members dull be cut for tight fining wood to wood bearing. Connector plates stall be located on bah faroof the truss with nails fully imbedded and shall be syan. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6.9 plate is6' wide x 8' [e.g. Sloe (holes) ton parallel W the plate length spaifted. Double cuts On web mambas Ball Few at the camoid of the webs ualm otherwise shown. Coneator plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or elation stresses. This miss is Out to be fabricated with fire retardant treated lumber unless otherwise shown. For addirio.al information oo Quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and cation recommendations are to be followed in wcordance with accepted toduStry publicatiom. Trusses are to be handled with particular care during banding and bundling delivery and instillation to avoid damage. Teohporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral forces shall be designed aid installed byothers. Careful handling isessential and nation bracing is always required. Normal prmutionary action for mosses requires much temporary bracing during installation between mosses to avoid toppling and dominoing. The mpenision ofelation ofmisses shall be under the control ofpersons experienced in the installation of mosses. Professional advice shall be mught ifneeded. Concentration of construction loads greater than the design loads shall not be applied to tmsses at any time. No loads otha than the weight ofthe erectors shall be applied to mosses until Acr all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CSC, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= encl L- 68.0 ft W- 25.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -139 0.10 A 1-25 0 0.03 2- 3 -75 0.08 A 25-24 0 0.02 3- 4 -36 0.09 A 24-23 0 0.01 4- 5 58 0.09 A 23-22 0 0.01 5- 6 124 0.11 A 22-21 0 0.01 6- 7 139 0.05 A 21-20 0 0.01 7- 8 139 0.05 A 20-19 0 0.01 8- 9 126 0.10 A 19-18 0 0.01 9-10 60 0.09 A 18-17 0 0.01 10-11 -39 0.08 A 17-16 0 0.01 11-12 -72 0.09 A 16-15 0 0.02 12-13 -137 0.07 A 15-13 0 0.03 5-5-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 5-22,6-21,7-20,8-19,9-18 Bracing shown is for visual purposes only. In -Plant Quality Assurance With Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 71 152 0 B Pin 25- 7- 4 1 72 -151 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 25- 2 142 0.07 C 19- 8 -87 0.44 C 24- 3 129 0.22 C 18- 9 134 0.28 C 23- 4 133 0.48 C 17-10 133 0.48 C 22- 5 135 0.28 C 16-11 129 0.22 C 21- 6 -89 0.44 C 15-12 142 0.07 C 20- 7 95 0.44 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 13-12 Horiz. 0.01 0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Joint Locations ==== ... =---- =__ 1) 0-0- 0 10) 18-10- 0 19) 14-10- 0 2) 2-10- 0 11) 20-10- 0 20) 12-10- 0 3) 4-10- 0 12) 22-10- 0 21) 10-10- 0 4) 6-10- 0 13) 25- 8- 0 22) b-10- 0 5) 8-10- 0 14) 25- 8- 0 23) 6-10- 0 6) 10-10- 0 15) 22-10- 0 24) 4-10- 0 7) 12-10- 0 16) 20-10- 0 25) 2-10- 0 8) 14-10- 0 17) 18-10- 0 26) 0- 0- 0 9) 16-10- 0 18) 16-10- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-139/40,2-3--75/20,3-4=-36/0, 4-5--34/58,5-6--44/124,6-7--45/139, 7-8--45/139,8-9=-45/126,9-10.-37/60, 10-11--39/0,11-12--72/19,12-13--137/39, BOT CHORD 1-25-0/0,25-24-0/0,24-23-0/0, 23-22-0/0,22-21-0/0,21-20-0/0,20-19-0/0, 19-18-0/0,18-17-0/0,17-16=0/0,16-15=0/0, 15-13=0/0, Webs 25-2--102/142,24-3--88/129, 23-4=-91/133,22-5--93/135,21-6--89/57, 20-7--91/95,19-8=-87/56,18-9--93/134, 17-10--91/133,16-11--88/129,15-12--102/142, 10-10-0 4-2- 0 10-10-0 1 I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 6.00 MT20 4x6 -6.00 MT20 2x4 MT20 4x6 MT20 2 MT20 20 MT20 M1202 MT20 2 MT20 3 MT20 20 20 2x4 MT20 3x4 MT20 2x4 MT20 2x4 MT20 20 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 6x8 1 t o 1 1 72N 1.50" r •11 ig m EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Manon des Systems Bracing shown on this drawing ism erection bracing. wind bracing portal bracing or similar bracing which is a pan of the building design and which most be considered bythe building daigna. Bracing shown is for lateral sappon oftrim, membersonlyto reduce buckling length. Provisionsmust bemade to anchor lateral bracingatends andspecifiedlocations daaminedby rbe building design. Additional bracing of the overall structure maybe required. (Sec HIB-91 of TPI). For spaifc truss bracing requirements, contact building designer.(Trnss Plate Institute, TPI is located at 583 4005 MARONDA WAY D'Ooofrio Drive, Madison. Wisconsin 53719). Sanford, FL. 327771 Component Engineering by: Truss Engineering Co.. P.A., 819 Sourdside Rd. Ed=wm. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0`0050068 307 Madal ion PL Chulssotaa FL 32764 5-5- 0 Scale = 0. 1992 Eng Job: WO: VAL30H Dwg: TI: V49 Dsgnr:ECH Chk: 10/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33. 0 os£ v4.7.32-17393 Design: Matrix Analysis rrosua roc ens a: Kassa-uv...... +o.,a... I.,- Job: VAL30H Customer: WO:VAL30H TI:V50 Qty:l I DESIGN INFORMATION This design is for anindividual building component and has banbaud on information provided b5 the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specificatiow andror designs fumished to the wss designer by the client and the conecmess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises nocontrol with regud to fabrication, handling. shiprnrnt and installation of trussa. This wss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to beincorporated as part ofshe building design bya Building Designer. What reviewed for approval by the building designer, the design loadings shown must be ebecked to be mrc that the data shown tie in agreatnent with the localbuildingcodes, local climaticrecords for wind or snow loads. project specifications or special applied loads. Unless shown truss has nor been designed for stooge or mcupancy loads. The design assumes compression chords (top or bottom) we continuously braced by sheathing unless otherwise spaiftcd. Where bottom chords in tension arenot fully braced laterally bya pmperly applied rigid ceiling. theyshould be braced at a maximtun spacing of 10'-0' o.e. Connector Plata shall be manufactured from 20 gauge hot dipped galvanized stecl meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. 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. Anydiscrepamaia we to be put in writing before cutting or fabrication. Plata shall not be installed over knotholes, know or distorted groin. Membersshall becot for tight fitting woodtowood bearing. Connector Plata shall be looted on bah faces; of the truss with nails fully imbedded and shall be nut. about thcjoint unless otherwise shown. A 3x4 plate is S' wide x 4' long. A 6x8 plate is 6' wide s 8' long. Slots (holes) run puallcl to the plate length specified. Double cuts onwebmembersshallmenatthecentroidofthewebsunless otherwise shown. Connector plate sizes tie minimum sizes based on the forces shown and may need to be increased for certain handling ad/or erection mresset. Thismiss is not to befabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSlrrPI I-I"S PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with accepted industry publications. Tosses we to be handled with particular cue during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumbpositionandforresistinglateralforcesshallbedesignedandinstalledbyothers. Careful handling is essential and erection bracing isalways required. Normal pmuniomny action for misses requires such temporary bracing during im ullation between trossatoavoid toppling and domiming. The supervision oferectionofmisses shall be under the control of persons experienced in the installation ofmisses. Professional advice shall be sought ifntecdnd. Concentration ofton sun ction londs greater than the design loads shall not beapplied to masses atany time. No loads other than the weight of the erectors shall be applied to misses until after all (amening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- encl L. 68.0 ft W. 28.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -128 0.25 A 1-25 0 0.07 2- 3 -44 0.08 A 25-24 0 0.05 3- 4 -33 0.09 A 24-23 0 0.02 4- 5 99 0.10 A 23-22 0 0.02 5- 6 114 0.05 A 22-21 0 0.01 6- 7 114 0.04 A 21-20 0 0.01 7- 8 114 0.04 A 20-19 0 0.01 8- 9 114 0.05 A 19-18 0 0.01 9-10 99 0.10 A 18-17 0 0.02 10-11 -33 0.08 A 17-16 0 0.02 11-12 -44 0.14 A 16-15 0 0.05 12-13 -123 0.18 A 15-13 0 0.07 5-1-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 5-22,6-21,7-20,8-19,9-18 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 106 160 0 B Pin 28- 3- 4 1 106 -160 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 25- 2 204 0.16 C 19- 8 89 0.39 C 24- 3 108 0.38 C 18- 9 -89 0.39 C 23- 4 139 0.72 C 17-10 139 0.72 C 5-22 -86 0.39 C 16-11 108 0.38 C 21- 6 112 0.39 C 15-12 204 0.16 C 20- 7 108 0.39 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.02/999 0.02/999 13-12 Horiz. 0.01 0.02 NA Max DL Deflection L/999 - -0.01 Long term deflection factor - 1.50 Joint Locations=====__--.-__-- 1) 0- 0- 0 10) 20- 2- 0 19) 16- 2- 0 2) 4- 2- 0 11) 22- 2- 0 20) 14- 5- 8 3) 6- 2- 0 12) 24- 2- 0 21) 12- 2- 0 4) 8- 2- 0 13) 28- 4- 0 22) 10- 2- 0 5) 10- 2- 0 14) 28- 4- 0 23) 8- 2- 0 6) 12- 2- 0 15) 24- 2- 0 24) 6- 2- 0 7) 14- 5- 8 16) 22- 2- 0 25) 4- 2- 0 8) 16- 2- 0 17) 20- 2- 0 26) 0- 0- 0 9) 18- 2- 0 18) IS- 2- 0 FORCES (lb) - Max Coapression/Max Tension TOP CHORD 1-2--128/39,2-3--44/5,3-4--33/31, 4-5--36/99,5-6--37/114,6-7--37/114, 7-8--37/114,8-9--37/114,9-10--36/99, 10-11.-33/31,11-12--44/5,12-13--123/39, BOT CHORD 1-25-0/0,25-24-0/0,24-23-0/0, 23-22.0/0,22-21-0/0,21-20-0/0,20-19-0/0, 19-18-0/0,18-17.0/0,17-16-0/0,16-15-0/0, 15-13-0/0, Webs 25-2.-150/204,24-3--70/108, 23-4.-97/139,5-22.-86/64,21-6--101/112, 20-7--93/108,19-8--82/89,18-9--89/68, 17-10.-96/139,16-11--71/108,15-12.-150/204, 10-2-0 8-0- 0 10-2-0 I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 6.00 -6.00 MT20 2x4'IT20 4x6 MT20 20 MT20 2x4 MT20 6x8 MT20 2x4 MT20 20 It• I I ( It 4MI05 I i6 25 24 23 22 21 I r 15 14 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: MB acingsham on this dossing ism enaction bracing. wind bracing prom. bracing or similarbracing schich is apan of arondaSystDemsNebuildingdesignandwhichmustbecomideredbythebuildingdesigner. Bracing shown is for lateral mppon ofmiss members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified resections determined by the building designer. Additional bracing of theoverall structure may be required. (Sec HIB-91 ofTPI).For specific muss bracingrequirements. contact buildingdesigner.(Tmss Plate Institute. TPI is located at 583 4005MARONDAWAYD'OnofrioDrivc, Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Toss Engineering Co., P.A.. 819 Sourdside PA Edenton, NC 27932 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE =0050068 367 MedalBon FL Uxdwuar FL 32764 5- 1-0 Scale = 0.2184 Eng Job: WO: VAL30H DWg: TI: V50 Dsgnr: ECH Chk: 10/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 psf O.C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33.0 psf v4.7.32-17393 Design: Matrix Analysis Frorue raen: isk4ae-a.vn.avaaxenvnaunxa.ws+.ao s....,.....••..•r-.. Permit # : lD 3 2-44 Job Address: 1 -:;2 k P ill lP Ei CITY OF SANFORD PERMIT APPLICATION Date: Description of Work: 7l t ,- - 11 Historic District: Zoning: Value of Work: S % C)U - l Permit Type: Building Electrical 1, Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # ofFixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential V Commercial Industrial Total Square Footage: Construction Type: # of Stories: C,, # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 3 _ `1 ' ` — V- 1 b C- ` G —y U (Attach Proof of Ownership & Legal Description) Owners Name & Address: I l 1- LI Contractor Name & Address: L 0- Phone & Fax: k - Bonding Company: Address: Mortgage Lender: Contact Person: Phone: State License Number: Address: Architect/Engineer: Phone: Address: Fax: _ hone: 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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separatepermitmustbesecuredforELECTRICALWORK, 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 PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 ,round in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, a agencies, or federal agencies Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS S 13. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) Special Conditions: Signature of Contract Agent Date Print Cont ctor/Agent's Name it aO A Ok/1 I AJ Signature ofN ry-State of F ida Date Contractor/Agent is _ Personally Known to Me or Produced ID Utilities: FD: Initial & Date) (Initial & Date) (Initial & 3U. 0 0