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128 Wheatfield Cir - BR06-003231 - SFH (A)PERMIT ADDRESS CONTRACTOR ADDRESS 0FA7, A' (-ta' -, , - - - , I MR 1 #1ffA F. PHONE NUMBER PROPERTY ADDRESS PHONE NUMBER 0-1- 415 - ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT DESCRIPTION AER ECX M S V PERMIT VALUATION 0 CJa SQUARE FOOTAGE PA 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 . . . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner . . . . . . . . . 6/22/07 32.19.31.518-0000-0130 128 WHEATFIELD CIR SANFORD FL 32771 O] Contractor . . . . . . MARONDA HOMES INC OF FLORIDA 407 475-9112 Application number 06-00003231 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 . . . . . . . 4y1y4qn % d— 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. BP21OU01 CITTY-OF SANFORD 6/21/07 Application Miscellaneous Information Maintenance 16:13:36 Application number . . . . 06 00003231 Parcel Number . . . . . . 32.19.31.518-0000-0130 Address . . . . . . . . . 128 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 9/14/06 Y 1.ONE STORY, TWO BATH. HISB 9/14/06 Y 2.NOC ON FILE, EXPIRES ON 02/20/07 HISB 6/08/07 Y Final f/s on file HISB 6/18/07 Y co sign off HISB 6/18/07 Y P&Z: MR 06.19.07 HISB 6/18/07 Y PW: MW 06.21.07 HISB 6/18/07 Y Util: RB 06.21.07 Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING INC_._ P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 e , 2007 To: City of Sanford, Florida, Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 13 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. P R,yk7; I -4k o 6 -31P3) aka: 128y li,-''e%W 0ir./e ; 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.ZE'PARIWENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Exoires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owners Name A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I company NAIL, tvumoer Z8 W17.'=—,q Cit Stale ZIP Code Go2/O/19 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) 1—O % 1 A-; Ao9T BOrac 67, PAGES 299 E/ ^STY F/ A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.)/NGLG FAM/LY S/I GA/TA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® MAD 1983 A6. Attach at least 2 photographs of the building 4 the Certificate is being used to obtain flood insurance. A7. Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage _-j W ± sq tt b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade NA walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in A8.b 4eeo sq in c) Total net area of flood openings in A9.b j L_ sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION I Bi. NFIP Community Name 8 Community Number . tiz. L;ounry name IC/TY off' 5An/FOlep /202.9-7- SE,-9/NOL6 CoyNTY FG'e OA B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood 89. Base Flood Elevation(s) (Zone Date Effective/Revised Dale Zones) AO, use base flood depth) 2//7C006S ram, AlAe. /7, /995 APa/G /7 /99-5 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe) B11. Indicate elevation datum used for BFE In Item 139: ® NGVD 1929 NAVD 1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Yes Wo Designation Date _ — CBRS . OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized SSI Vertical Datum A/cVO1JZ9 Conversion/Comrents v14 a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building Describe type of equipment in Comments) r!/y'C CawovsssG>R I) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check themeasurement used 13. 55 feet feet feet 9. 50 19 feet 9.. 36 feet 9. / ® feet 1,, 9 Z ® feet meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. . I understand that any false statement may be punishable by Tine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Certifiers Name License Number Sfon e yL z—,- P.S. Ni. ". 373 e,- PLACE SEAL iif_ RE FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance company use: Building Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number J Z8 V HEA T/E11 • C%i2CGE' City State ZIP Code Company NAIL Number 2/ 4:1_o2iOf% 32771 '• SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature Date Check here if attachments SECTION E = $UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or' below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's 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 ere cormcl to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. Check the measurement used in Items G8. and G9. G1. [J The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) Is provVed 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 Constriction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Officiars Name Tit1e Community Name Telephone Signature Date Comments i] Check here if attachments FEMA Form 81-31. February 2006 Replaces all previous editions yc- 3a Permit #: - 3) Job Address: I Z I Description of Work: Historic District: CITY OF SANFORD PERMIT APPLICATION ! Date: c5 Cf ' 1 _1 /i _n Lr Zoning: u Value of Work: Permit Type: Building 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: # ofFixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential / Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: Z I - 3 S _ G ( - , ( U (Attach Proof of Ownership & Legal Description) Phone & FaiVJy Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: State License Number: Contact Person: Phone: Phone: Fax: 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 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 ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. 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 a found in the public records of this county, and there may be additional permits required from other governmental entities such as water management distric , 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 L7,,FS 713. Signature of Owner/Agent Date Signature of Print Owner/Agent's Name Signature ofNotary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Name 5-7V7 Date 6h)0 Contmctor/Agent is Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD 1^ STATEMENT NUMBER 106-75124 DATE: = - BUILDING PERMIT NUMBE D'' r A - CI .Y) COUNTY NUMBER: UNIT ADDRESS: I lL' TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TWP NG : PARCEL-* SUBDIVISION:— „T, CT: PLAT BOOK: PL BOOK PAGE:c'!eBLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NF ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE 2,143t00 STATEMENT. . L. RECEIVED BY: j _ . 1. - _ t S `G13' nRE'c L.,I v •- , PLEASE PRINT NAME) f' DATE U UCo NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2- APPLICANT 4-COUNTY NOTE** PERSONS ARE, ADVISED THAT THIS IS A STATEMENT OF FSES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL ( SCHOOL) IMPACT FEES MUST BE EXERCISED BY. FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT***************•***** y CITY OF SANFORD PERMIT APPLICATION RECEIVED Permit # : ®+ 1 Date: June 12, 2006 J U L 2 5 2006JobAddress: 128 WHEATFIELD CIRCLE LOT 13 CELERY LAKES PHASE IA Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $73,766.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,066 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) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a pen -nit and that all work will be perforated to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property ofthe requirements of Florida Lien Law, FS 713. 7/24/06 ignat re ofOO ner/Agent Date V Print OwrGtY/Agent's Name 7/24/06_ S re Notary- tare of Florida Date JEANiJI,'+E FULLERTOIv Gommt9 000460464 alto/2008 thru (eoo)432-4254: Fj jida Notary Assn. Inc7.................. .......:.a..f Owner/Agent is _X_ Personally Known to Me or 7/24/06 Signatu a o_ fCqp . ctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/24/06_ of Florida Date fULLERTON • Cornmri OD0460464 es allo/2009 800)432-4254: F °`. Flu,tj Notary A$. i .inc Contrantor/Agent i, X_ personally Known to Me or Produced ID ,,, .. ( f- r j _ Produced ID APPLICATION APPROVED BY: Bldg: oning: C t1 1''a.0\" Initial &,Date) (Initial & Date) Special Conditions: Utilities: e Initial & Date)._ (Initial & Date) t t F' wo 0 CITY OF SANFORD PERMIT APPLICATION Permit # : Date: 1111 2 4 2nn6 17JobAddress: 8 w FrdT`/E4A elAw - LOT 3 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 50 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: 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. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of theAlirements of Florida Lien L713. JUL 2 4 2006 JUL 2 4 2006 Sign lure of ner/Agent Date Wtufof Contra o g t/ ) Date Russell Keith Summers HARRY LONG, JR EC0000726 Print Owne /Agent's Name Print Contmcto /Agent's Name 2 4 2006 1UL 2 4 2006 atu o to of Florida Date nature o otary-State Florida Date JEAf. : E FULLERTOIv ••• ..... ...... G.. n rdf OD0460 JEANNINE FULLERTON 3a1( ' I fi' a4' Lxprres8/10/2008 u mN DD 1 ComW6W84 Bondud thru (800N32.42St: , ;?+ t =_ L.v es 8/t0/2008 j c:.n:. 1 u ru (800)432 4254: RondaNotaryAssn., Inc 'a,?Q Fd;+ Fr:xres IJotary Assn., Inc i......i:i................................0..2 Owner/ Agent is _X_ Personally Known to Me or Contmctor7Agerit is •_Ji_ PetStfAhlljr ICriBwri'fb 1e or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: t4 1ning: Utilities:. FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 1v,.. Y:'..r7dd•Tv;. o-y..m `7.^r?:w N.t:'f.'r r•' ...:w: ;:.', . ...— r.. CITY OF SANFORD PERMIT APPLICATION JUL 2 4 2005Permit #: Date: Job Address: w gFAT/EVp CIO— LOT 13 Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: 4 Permit Type: Building _electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # o AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte SarinEs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa pennit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictinsapplicable 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 permitis verification that I will notify the owner of the property of the ments of Florida Lien Law, FS 713. JUL 2 4 2006 JUL 2 4 2006 Signa re o Owner/Agent Date Signature of Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name JUL 2 Sigma o N ly-State of Florida Date s FULLERTON JEANiJINEComm# DD0460464 o tn fsG..p,res 8/1012009 a,.,—, Jthru (800)432.4254: OF Flonda Notary Assn.. Inc u•.....'.af OAMfAgBnYX i9'-PersonallyKnown to Me or GARY CARMACK CAC043900 Print Contractor/ Agent's Name 4 2006 JUL 2 4 2006 Signa of of -Stat of Florida Date JEANiJINE FULLERTON c ..!"p•.., Comm# OD0460484 9 L.. _ J ihiu (800)432-4254: F::n , Notary Assn.. I c.2 n 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 hi i JT EL Gam- 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 -Resident i Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures I vG7, 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 ofa permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property ofthe requirements of Florida Lien Law, FS 713. JUL 2 4 200 ntractor/Agent JUL 14 2006 Signatu ofOwn /Agent Date Signatu o Date Russell Keith Summers JULIA CREESE CFC1426702 Print Owner/Agent's Name Print Contractor/Agent's Name JUL 2 4 2006 JUL 2 4 2006 atu of Nota tate of Florida Date ig reo Notary -State of Florida Date JEANidINE FULLERTON••••••••••••••.... ••••••............. . Comma DDOas0484 JEANMNE FULLERTON ..... y, . , r ,.,res 8/10/2009 = • w - CommN DD0480484 Bu:..- J t...0 (e00)432-4254E ` ``__ -; e/lan000 s,,.., Forr.• ,NotaryAss:.::nc.i =`r°.9 8 (900 324?S4 Owner/ Agent is _X_ Personally Known to Me or Contactor/Agent;.,—-X_'Persc'nally Knownto Meor•= Produced U) _ Produced ID APPLICATION APPROVED BY: Bldg: 44ning: Utilities: FD: Initial & Date) (initial & Date) (Initial & Date) (Initial & Date) Special Conditions: City of Sanford "The Friendly City" Application for Engineering Kermit Anun 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-r -Way Utilization Y. 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: 407475-9112 FAX: 407-475-9115 1. PROJECT LQ,CATIONOR ADDRESS: 2. TITLE OF APPROVED DEVELOPMENT PLANS: —_ APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY: r ( Driveway Installation l Aerial Installation Underground Utilities lJ Bore and Jack Open Cutting or Roadway L__ Sidewalk Installation Li 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 JUL 2 4 2006 ApplicantSignatureDate: OFFICIAL USE'ONLY Application - No:. __-- Fee: —_ Date: Reviewed: "• Public Works DATE: Utilities - ----- -'---------------'_ DATE: ------- Approved: Engineering DATE: Engyrmt. pdf Laronda Homes AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA VOLUSIA COUNTY CITY OF SANFORD SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 13, 128 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. l RUSSELL'KEITH SUM ERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JUL 2 4 2006 RUSSELL KEITH SUMMERS who is personally known to me. JEANiJINE FULL Ccmm%DD046046/ s W O/2008 tivImV•Fi•':1 Bur,,. .! .0 (800)432.4254: uNotaryAssn.Inc " i.............................. ...........5 by Legend of Symbol.: and At;breviations: REROD: Steel Reinforcing Rod Boundary Lino Big. Bearing Field Field Mbasured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Righl-ol-way Lino C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Ulilily Une Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-ol-wayEasementLinoConc.: Concrete O.R. Official Records P.O.C. Point of Commencement Sec. Section ln Central Angle Const.: Construction Pav'l.: Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Lengin c/s Concrete Slab P.C. Pant of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench MarkBIk. Block Elov, Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary uryey: irlovtlrolcvY6 jYwo Gs-Z494NB9'38'/7 1 ` 1 m E.QSE.•c.T O Co: c L h z 'A gac0ai5 I v= CIO u N E p 'a N v V E' s z 4.0 c,.. €Z LLE SuN LU°'. U an ? c j L. uoqX u cU o Q u 0 c O c N O c D c ° r 3 piZA/.t/f1reE / 30' _ E SEME.TS '. Fo0 ram•!_' N t n 00 S. sEro T G9P LS-Z99 M c?o a.s Ev 9. 53 i1/oT 11A11C1 Fvo• s/e %/clean GAP GS-2t¢,94 1 PLANS REVIEWED 5' CITY OF SANFORD 00 FwD *4" CoweO 1P, LS 2999• 0 F ICE 03.6Z'.LArrF.E o .--¢i—— _ 5p•oo P iFiesev _y i :r-_. ,56. 3B"f'<•rr Fi s p 1 1 -5 89' JB'/7 i '`e- ror Assn vro \ - C-40. NA/L f .3E7i A/L fii[a EicA.FiN6 .. 7A6, G5-24.` -• /dLS GAO cS•G7 A/L fyWO. A141 . r a/a. __TF/6LO C/RGLE 37 T.oe, 3-zgs9; Z4' 4.6"Atr /.yd'i2'Gowr. E.rTc 'PCP'ArOL. G2/d> T/Oil/ L07 1j P/N/G/ GAT Z o/C 6 7 J /iQ6E5 B 4X0 .9_9 j U6L/G 6CoROS OF `Ei+9/.OL6 ouvrY, F oR/OA, CEAI IFIED TO ^Z4x1q OMC SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL 386)734-7047 (386)789.2855 DRAWN BY: REVISIONS: CREW CHIEF: SCALE: DATE: elfin/Guff G ) 7 ?O o WO I hereby certify that [his map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief: and thal this survey (noels the minimum technical standards set forth by the Florida Board of Professional Land Survet-ors in Chapter 61G17.6. Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. l Sla4ey E. Smith Rort.egisleryd Land Surveyor Certificate Number 373G NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-ol•ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. Legend of Sy-rnbol: and Ahbreviations: REROD: Steel Reinforcing Rod Boundary Lino Big. Boating Field Field Mbasured P.C.P. Permanent Control Point P.T. Point of TangencyCenterlineCalc. Calculated Fnd. Found P.I. Point of Intersection R Radius Righl-ol-way line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Lend Surveyor Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-wayEasementLureConc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section A Central Angle Const.: Construction Pav'I. : Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Longln Gs Concrete Slab P.C. Point of Curve P.R.M. Permanent Rotarence Monument T.B.M.: Temporary Bench MarkBlk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey- r/1/OT P`°r rYwv GS-Z994 P v rho 0AlB9 ° 38' 7 / E am goc. 5-Z•¢94 3` NB9'37%"E ;f, I Eft. SE/scw/T 1 3 EASEyE. Y.S3 CON PRTio Ev_-- h O' via. ry ASEr/ Gc/T w/ G4G, GS-Z99 S f 40 SO.. 570 J fvo. s/e %Icr?av GA. o GS-2 494 0 U F.A 9S 5e ve'OiT j i6 "/UO LS-24,9¢ o IN . NJ oo,' p..T r Fiuv !I 3B 3 89°98'/7:N/ A''`sa Asau vie ` - F O. il/A/L fTi A/ c9G7A/AiL i1/4/4 < i4G, P'/srPT. a7a: .Y{C TF/6Lp i/RGGE 37 T.o6, Ls-zs'9¢; Z4', 46"A4r/Iiio/';' jZ'Go.r. eavrTllfr) l0? / 3 j GE E.QYL GiE s H+SE /fl r4 cSUBOr iS/at/i uo/20/N6 To /y%fIP /N PGAT + oK 671 /i46E5 9B 4A40 9_9 j PURL/G 6coeOS OF SEM/OL6 GWTY FLOi2/Of%, CERI) RED To Mih'ON OMENS SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL 386) 734-7047 (386)789.2855 DRAWN BY: REVISIONS: CREW CHIEF: SCALE: DATE: Jy,vA,er /7, ?06 I hereby certify that this map depicts a survey perlofined 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 lorth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. janfey E. Smith torid Reg!siered Land Surveyor Caililicate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner• ships, reservations, restrictions and/or nghl-ol-ways, it any, have been pro- vided to this surveyor, except as shown. No underground installations of utilities have been located, except as shown. Won / 0035 - CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 13 Subdivision: CELERY LAKES PH.1A Property Address: 128 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). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 55.3, Part S). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. rX_1 h. Square footage table showing footages: Garages/Carports 414 S.F. Porch (s)/Entry(s) 27 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,066s.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: MONDAY, June 24, 2006 SIGNATURE: By owner6r Authorized Agent) I'll 18 IIY II 111111111 II 1II li lil 11 111 II Ill it Ill A Ill 11 Ill 11111 a c 00,4 LLInr4 1Lr4M O W J OrZLniV1C7 W LU Q JFOa 0 lz LLioCW W Q J ZJ0W Z UjiIm4 a, na, a 01ARVANNNE MIRSt! CLERR OF CIRCUIT fii7 RT WMINLILE C"My BK 061-J8 141 04L 1- t1pq) CL E FRWI R[iWN))1_0 01:01:14 PH REEORDIN8 FEES 1D w RECIMDED BY E holden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 13 128 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 Amount of Bond LENDER N/A Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1ST St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) ITHISDOCUMENT1SBEING `< r RE -RECORDED TO REFLECT RUSSELL KEIT14 SUPME THE CORRECT PHASE # Maronda Homes, Inc. of Florida Vice President - Construction Sworn tq and subscribed before me this 20TH day of FEBRUARY, 2006. Notakv\Public 4Fccw aonded thru (800)432-4254: Florida Notary Assn.. Inc3................................a.aeea seee.at f, CERTIFIED CQPr MARYAKWE po.Q.RK CLERK OF C °`,, Caq1' SEAS", Y. FLOltias 8Y— EPUTY CLOM FM 0 Pau FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: CHEK32B 13CL3 ADDRESS: 128 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1625 ft2 _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 133.0 112 _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 133.0 ft2 _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft2 _ b. Frame, Steel, Adjacent R=1 1.0, 207.0 ft2 _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1701.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 165.0 ft b. N/A Builder: MARONDA HOMES Permitting Office: 5A Ij 1F Z at Permit Number: otp-323 Jurisdiction Number: , ej I SCY) 12. Cooling systems a. Central Unit Cap: 34.8 kBtu/hr _ SEER: 13.00 b. N/A c. N/A 13. Heating systems a. Electric Heat Pump Cap: 34.8 kBtu/hr _ HSPF: 8.30 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 DHP-Dedicated heat pu HR-Heat recovery, SolaOFFICET, 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone co H REVIEWEDMZ-H-Multizone he J W SANFORD Glass/Floor Area: 0.08 Total as -built points: 19796 PASSTotalbasepoints: 23445 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUL 24 ?p 1 hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: JUL 2 4 Z Ob Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: yO& THE STq. y Hill a A. we 1 Predominant glass type. For actual glass type and areas, see Summer 8 Winter Glass output on pages 284. EnergyGauge® (Version: FLR3SB v4.0) e FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NW 0.6 6.0 16.0 40.72 1.00 648.8 Single, Clear SW 1.0 7.5 40.0 56.99 0.99 2252.4 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear SE 0.6 3.0 3.0 61.07 0.92 168.8 Single, Clear SE 1.0 11.0 36.0 61.07 1.00 2197.5 Single, Clear SE 1.0 3.0 6.0 61.07 0.81 297.2 As -Built Total: 133.0 7177.4 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.1 1033.0 1.18 1218.9 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1425.9 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 1701.0 2.82 X 1.00 4796.8 Base Total: 1625.0 3461.3 As -Built Total: 1701.0 4796.8 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 175.0(p) 31.8 5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p 31.90 5582.5 Raised 0.0 0.00 0.0 Base Total: 5565.0 As -Built Total: 175.0 5582.5 INFILTRATION Area X BSPM Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 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: 30923.1 Summer As -Built Points: 31210.7 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 34800 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Con(R),GagAH),R6.0(INS) 31211 1.00 1.08 x 1.150 x 0.95) 0.262 0.950 9168.1 30923.1 0.4266 13191.8 31210.7 1.00 1.179 0.262 0.950 9168.1 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 GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 0.6 6.0 16.0 14.97 1.00 239.3 Single, Clear SW 1.0 7.5 40.0 11.59 1.00 465.7 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear SE 0.6 3.0 3.0 10.59 1.04 33.0 Single, Clear SE 1.0 11.0 36.0 10.59 1.01 384.0 Single, Clear SE 1.0 3.0 6.0 10.59 1.09 69.2 As -Built Total: 133.0 1613.8 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.1 1033.0 3.31 3414.1 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3952.3 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 1701.0 0.87 X 1.00 1479.9 Base Total: 1625.0 1040.0 As -Built Total: 1701.0 1479.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 175.0(p) 1.9 332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: 332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM Points Area X WPM = Points 1625.0 0.28 455.0 1625.0 -0.28 455.0 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: 4579.2 Winter As -Built Points: 7236.6 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 34800 btuh ,EFF(8.3) Ducts: Unc(S),Con(R),Gar(AH),R6.0 7236.6 1.000 1.068 x 1.160 x 0.95) 0.411 0.950 3327.1 4579.2 0.6274 2873.0 7236.6 1.00 1.177 0.411 0.950 3327.1 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 13192 2873 7380 23445 1 9168 3327 7301 19796 PASS zt. 1; CT-Gb. o EnergyGauge) DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGaugeO 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 regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or 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 0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1625 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) 133.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 133.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 207.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1701.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 165.0 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: l Date: JUL 2 4 2006 Address of New Home: l City/FL Zip: Cap: 34.8 kBtu/hr _ SEER: 13.00 Cap: 34.8 kBtu/hr HSPF: 8.30 Cap: 50.0 gallons _ EF: 0.93 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. ucfedufor information and a list ofcertied Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 8501487-1824. PT, _ 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. nergyGauge® (Version: FLUSV4.0) National Evaluation Service, Inc. MIN 5203 Leesburg Pike, Suite 600, Falls Church, VirgLnia 22041-3401 INTERNATIO AL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA- CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800- 264-0870 nisus( cDnisuscorp.com www. nisuscorp.com 1. 0 SUBJECT BORA- CARE® Termiticide, Insecticide and Fungicide 2. 0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3. 0 DESCRIPTION BORA- CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate ( DOT), which is a mixture of borax and boric acid. BORA- CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA- CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA- CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4. 0 INSTALLATION 4. 1 General BORA- CARE Termiticide is installed in accordance with the manufacturer' s published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4. 2 Application BORA- CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA- CARE is applied by spraying, brushing, and injection. BORA- CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4. 3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, either expressedorimplied, 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. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code TM, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 128 6CLO1303 13-3 WHEATFIELD ORO-6CL CHEK3 RIGHT CIR CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Review d Truss ID Run Date Drawing Reviewed No. of Eng. 51Dwgs: Layout 9-27-05 V, O 9-24-05 Roof Loads - VT 7-27-05 Q 9-24-05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 7-27-05 R 9-24-05 A 9-24-05 S 9-24-05 B 9-24-05 T 9-24-05 B1 9-24-05 U 9-24-05 Total 43.0 psf C 9-24-05 V 9-24-05 C1 9-24-05 V1 9-24-05 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 9-24-05 V2 9-24-05 E 9-24-05 V3 9-24-05 F 9-24-05 V4 9-24-05 PLANS REVIEWED CITY OF SANFORD OFFIC G 9-24-05 V5 9-24-05 H 9-24-05 V6 9-24-05 1 9-24-05 V20 9-24-05 J 9-24-05 V21 9-24-05 11 9-24-05 V22 9-24-05 J3 9-24-05 W 9-24-05 K 9-24-05 W 1 9-24-05 K1 9-24-05 Y 9-24-05 K2 9-24-05 Z 9-24-05 K3 9-24-05 Z1 9-24-05 K5 9-24-05 Z2 9-24-05 L 9-24-05 Z3 9-24-05 L1 9-24-05 Z4 9-24-05 L2 9-24-05 L3 9-24-05 M 9-24-05 N 9-24-05 INV # DESC QNTY OF DATE: FEB 'a 3 2006 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 23 18370 THJ26 1 18336 THD28-2 2 SEAT PLATES 138 40-0 o o z m K K z o v o IrVV i u u LT T b I T TI 3-0I JUS2 HAN SERE TI I d x A - 4PLY B i V c 12 VOLUME CEILING4E 12 12 6 F 6 m ODD SkACE G g" x ODD SPICE / FT8'-0 CEIL NG / m 12 \ TI 4 E I D I e C1 d B1-3PLY V5. x I \ D2b RANG \ aTHD28-2 HANGE IK. 3J ODD SPACE J1 i K CEILING r NOI SK r; I J1 V K1 KNEEWALL 8'-0 CrILING / K2 TOM-0^ 8 J1 I KNEEWALL I / THD28-2 HANGERS, VOLUME CEILING- </ "1 Z4 12 L K3 — / J 114K5 - STRUCTURAL SCIS OR GABLEw- J FIELD FRAME d H 1 -1 PLYJOBNUMBER: CHEK3 CUSTOMER: JOB NAME: CHESAPEAKE K LZ9 Z DRAWN BY: tty DATE: 8.26-05 PITCH: 611284/12 O.H.: 1-0'81'$ Z F12BEARING: 8" LOADING: 43psf I t I ` N t 1 --i— s-a zao- FEB -0.3 -2 06 H 15-9-1' Summary S.h:eet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES tr t e oo vbily rofthein tallerlbuilder b ildinocontractor licensedcontracior. rectororerectron contractort toorooerlvrecerve unload store handle install andmetalslateconnectedBroodtruyestoorotectlrfeandoropTheinstaller nust exercise the same high degree of safety awareness as with any otherstructuralmaterial. TPI does not intend these recommendations to be interpreted as superiorotheprojectArchlfecfsorEngineer's design specification for handling, Installingandbracingwoodtrussesforaparticularrooforfloor. These recommendations are she 11.r4hip PYnerience of leading technical personnel in the wood hlt r a n{wi "'r JJn1tfZZ:4rifolp rn Y i4 4'•P 71''N t1t>+. C"- a ^ ' ry C r1i +• ate:. cL`t'r ,,y e1•y r-ll ;rih. } 2' to 70 :tl loa ,e IEP .rn:•.t'`o '-- lea i rt:N`3: c F•'.3. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 . truss industry, but must, due to the •nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the'Truss Plate Institute, Inc, expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations andinformationcontainedhereinbybuildingdesigners, installers, and others. CopyrightbyTrussPlateInstitute, Inc. All rights reserved. This document or any parsthereof -must not be reproduced in any form without written permission of the t thrQhPr Printed in the United States of America. yTORAGE: ssessfiolllcl;gotbe; . a .4tr t.' 4tcicn ttty;, ncrgvy? , vrain op un es;Wjj,F #h lilcl cause S. aw+• iM-=r.:,'6' avAne;•l,z •.G is 5p - ter... . ;. •.w;,:,y::. ....., ..• . y.._.. %._+.:.'rtit=' "':im +e. in{t'7i' I P,, `a R'' •C-..'- fi!' <' •'i:!~:.:'Y ;y^ w;„p 7 ln}!;Tntussesred:arer,6ica l'sfi_oul be' e 1 e:Ti:'ii:+.ri)i,:::vii}S+n Ay.::;.?`Ti.`:"^r..:.H'.F-."..:._:,s,.§c^.;"i%ns:P'hii r.•• it{.?j. iilt3 ,rltl 1n t` ii '11 f.Y atC.:+:1 4 'itlY._......::.ra. Y::: h•....lr4r .S. p'(G F3•Doxtamcm}or'`t r dles?u•prrg"Fii ur fess' Siu::"{ai4RrM... {F.R•grdii%aVT I!... *QSK kfT.+..c:.vC, rope"raeed?'omn • rea barielssurifu!lbutldies., tawv( O' a. r5'rr.acrTFmr' u:•-r!.i.•,• -.,tr. g usseswvyia hYare l,'iar;f a fi` stje»e . ' an ero_ac.. arrtltc sfyio d zblr:tsTpctly Off~ r:0ISL i '..:. iA•i"YFr I.\•di I]IE .. Frame A prApproximately %true i length Unea9 , /, truss length Une tne /, truss length Truss spans less than 30'. Ltttii the att8i Spreader Bar sling Toe In etc. Toe In Wei( Approximately . to t/i truss length Less than or equal to 60' Spreader Bar Toe In I Approximately Y. to Vitruss len th Less than or equal to 60' Tag' Line Toe In Tag Line 1 113ItY.Uaaca..f.:4aiJV=....n^ —r--•. ..r, yt, t t. :•t'—M.7V1fh••,yr!•^I Id;wI•.GY+N:acalG•i G R.OU, N.D BRACII :G:0ILQIN: t;t TEE IOA: r— brace 5 Io (uJ i rLi tPty}4 i t L L A5 11r j}r t Hb •;JiLPI•`"iYvi•'! p. t JN. .t.,ai Strongback/ SpreaderBai etownr' gporoximatelY 01 the I yi to 3/, truss length tempo- Greaterthan. 60' Tag Line Strongback/ 10' 10, SpreaderBai At or above mid -- height I gpproxlmately J to V, truss length Tag Greater than 60' Une t< hhi Wh-''IR+{ tI% tLTS An'n-. ,».'p.w:.Y !•,..:r •-e:.n:.. ..• BU E ERIO G•RO'l1iVD,13.R 7Cl t G: ;II D I,N:• R Top Chord Typical vertical nd We I t c attachment Plan S F' ,. F •.f. .f Blocking r.''• t ' ' Ground Brace GBV " C .., `~ _ ', Verticals (GBV) s n-_.— ti...... Frame z tat tie member with HT) t' truaa of bra, cup of trueae EB) Top ohorde that are laterally braced ran buckletogetharandcauseeoliapee11thereionodiaoo- net bracing: Diagonal brecinp should bonailed' to the underside of the lop chord when purlineareattachedtothetopsideofthelopchord. DF - Douglas Fir -Larch HF - Hem -Fir 12 4 or greaterj Sp - Southern PineSPF - Spruce -Pine -Fir Uc to 32' `+ 14 10 7 Over 32 - 46' 4/12 6' 4 Over 48' - 60' 4/12 5' 6 ssional engineer Over 60' See a registered profe ern PineDF -.Douglas Fir -Larch Sp - Souiuce-Pine-Fir HF - Hem-Flr SPF - Sp Continuous Top Chord All lateral braces Lateral Brace —\ ` lapped at least 2 — 1rUSSBS. 1p'orareater / r, • / Attachment / 7 YY Required J Frame 3 12 - l 4 or greater 20 15 10 7 6 4 ional engineer SP - Southern Pine SPF - spfuce-Pine-Fir All lateral braces lapped at least 2 trusses. Bottorrl'chorO OragorzarLit a+y -r-- at each -rid of the building and at same spacing as top chord diagonal bracing. Cross bracing repeated at each end of the building and at 20' Intervals. WWEB' IMEMBBIPL74 I SPAN u c: MIN1Ml) EP H O RD. ltiATER,LBRACE SP CING(t°BS t' `,. ••r'j, >j'llrt; D GONAI:'BR7YCE" r, SP.ACIN (DB, fmsses' ry!r GS1P 9:D:., iS.P.'F/ H F <+•. U to 32' 30" 8'1 16 10 ' Over 32' - 48' 42" 6' 6 4 Over 48' - 61L 48" S. 4 2 ' Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP = Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir RJO? R' SS key Continuous Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherend cause collapse lrthere is no diago- nal bracing. Diagonal bracing should be nalied 10, to the underaldo of the top chord when purlins are attached to the topside of the top chord. V_ The end Msfip-01 diagonalbracefor cantilevered End diagonals arISO. trusses must be- stability and must be dupl ica1eplaced on vertical both ends of the truss system. Webs In line with the support. 1.. ". ti a s, YJ..M4.i •(.. ...j Jr... ouIJ.V.It; r3x2; PARA LL L?.CHORD:<T•r'i, USS:TOr GHORD„ Top chords that are intern lly braced can buckle togetherand cause collapse if there is nodiago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlinc are attached to the topside of the top chord. 1 65 15 rru O'( Oea ses 0 0 End diagonals: re BMdup- both stability and must bends of the truss system. Attac h mer Required 20'( Des) Us es, y SPF/ HF 2 O.C. . 30" or greater Continuous Top Chord Lateral Brace Required 10" or Greater Attachment i Required tv Trusses must have lumbar oriented in the hori- zontal direction to'use this brace spacing. Frame 5 PLUMB Truss aW-AR M Hufy., opgvere rs gi:&- b.dff&ng- 0 ..am 0 VTOLERA b BOW D4M Z' 1/4- 1 24" 2" 36" 3/4" 3- 48" 1" 4- 60" 1-1 /4" 1 5' 77 1 -1 tz' 6'.. 84" 1.3/4" 7' 96" Z' a,'. 1082" 9' Depth D(in) Lesser of D/50 or Z' Maximum Plumb Misplacement Line nt IT-r)F-PLUMB INSTALLATION TOLERANCES. i T L(in) 20*4334 50" 4" 4.2' 1 My' 21M8.31 I5Wr 314-l2.5 Length L( in) Lesser of U200 or 2" L( in) Lesser of L/ 200 or 2" 200' 1 16.7' ZSCIP 1-1/4' 20.8- 300" 1 -1 /Z' 25.01 OUT - OF -PLANE INSTALLATION TOLERANCES. trame 6 i MA ZONDd SYMMS 40W5 Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Sanford, FL 32771 407) 321.MU . Fax (407) 321-3913 Subject: Valley Trusses All valleytrnsses labeled VT-1 thru 100 are covered under the general connectionslleonstareovideded in the truss package signed and sealed by the engineer of record. Theonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on the general sheet. if you have any questions please feel free to can at 407-321-0064. tY; Ferel, P.E. 1tlt6tiElIMEIl p Tom Ponce, Date: BPS p 3 slo3 F, '' Fi"'' r' No. 00FOG58 I b STATE C>F cOR IV y oNat TI : V' Qty:1 7ESIGN INFORMATIONtaiadespbftaa1adi.N.dbiding —Moab and1, ban baud oa Wa...daa pthe ad odddbyiaLTba daipaa dhclaima ens rapomib 1!y rot dmga n a n of lkey ar b...1.ft alos w-dO imi WbrddVarmoisbdmabeaaadaipabysaethcmaammwS"wM of EbbmRrmartooa R mry , d.t. m a wades polar and ac W:• ran h' sdsa m cnaaoi with -egad m nmkaimt bmdllag. ante andtv.tallaiaa aranrras g This 0, bo bcm daipd a m brdi.idaal hip7dioS Poo,, in O0with ANSVfPI 1.19" sad NDS.97 m M b_pa dM n pancrab, bandlag d.dp by . edidmR Despa (rw•+aod areilad m poradmd. v&—. Wbm a ,vi—d 9. Wo.al by th. b0dmg dadpa• thc daip Ind rap aba.o onobebakdmbaaoradinabedamabar'a an fo •8_m LbbeloadWO&S.oda. IorA dua& rMat& fQ wind oa mo. p ;a+w"ieaa,iow w W`dA spplidbradsUdmft,,% aam has oar b.m daipd ram o aaapor oao- r io,a. Tua dmw yam.. ramp. ioa.bend+(top or baaom) aa.ommaoady bmd by mathmaOd.,a ise waiaan Wbaa boMoa cbard, b, tram oo a. not rally bmadWadybya popsy .ppGcd Hod ccilaq duy aboald be brad a . mazi,nam wKNt or I1r-0' o.L coaaa.a plaa dog b. mm=rkroard Ono 20 pas. hot mppd N rncd I mpg ASTLd A 6AGran. 40, aim otherwise am.o FABRICATION NOTES Prim to rabricaioa the rabricama dun twim this dn.hng to .airy do this drawmgIs m conrarmanca "0' theMric.mra plmsand m redia a a006da6 apmability1mrash .airnudm. Any disacpao<ia all j m be Pni toamtmg before coning or a bkilo_ Plan 6dullbeFnadlcdovaImothalnkaouadismndal (of USM RUIAS —ad to woodb fl sae be d.9 ak.0 am barb dcn d ft ad "I besyta .bad r I. mod aim atha.as. ft— A 5.4 pla. i$ d' .ids . d4• long. A fiat Pi'u is fi- said.. r bag. Slad (bola) rampaa0dmtheP_ bmgb wai6ad Doable cam o0 6mamba msD then a the embnid of the webs mlm boaipcft. o Gaaaama P,a. drn arm®am nsi= band ao den Ibaca d,oam and may aced to be b_.. d thr ea,am ba.dlma -dlw aauoo0. . MTbls ass i. -A to be rabricdd .ith sae rmdmnabsd lambscalmoma.in dtova For .di ido" hawmation ® Qaabq Casual Mrs to ANSYM 1. 199s PRECAUTIONARY NOTES All br.clog and aauoo --oun doaa rollowd 1. acwda "Id''Hmdrmd. lnsW1?+g am. ba w " damns bar t* and bm mia6 dcOmy aae 1. W1.6an to avoid d-4. T®patsy and Paaaaco' br. cb t rat hobtmg bass Icd e dab. dedpd ppZoandy oda5 g a c p dal and adinsulldyothaaCRdklb.ambg aeabn bracingIs+Maya "d- --a p aasoo ra a.aa -ph..acb taop--y br-W dmiog j. gaflztioo bd a . 10 avoidtoppling and poi„& Tbc' 0f aadwof aossaseas be Oda d. aanbdol orp =.q-ia.d m the inaalbamn ortraaa. Prarm;ood advice se.B be ao.tt uoaddCmnamntlonofaaaanU .Waa bads Vwa than d amsp Imd,"nor be ap0id to Umma y dme No loads other lean the wdsht or atc ammo dadl be amlidtonos2010derall (kda>ang ad baa®g bJob: MARONDA SYSTEMS TOP CHORDS`:-2R95"2 BOT CHORDS: 2X4 SP 02 WEBS: 2X4 SP 93 Customer: TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE ( 2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. VARIES UP TO 1112 DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0.0 0- 0-4 WO: VALLEY SST 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 VAI 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND FOR 90% OF WEB LENGTH..2X8 BRACE. REQUIRED ON ANY WEB EXCEEDING 14'. . : ; -dbmuoN VALLEY denotes ONE edge Or one face denotes BOTH edges Or Both (aces. 1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG 2) TWO BRACES REO'D ON WEBS >=126.0' LONG. " VALLEY TRUSSES ARE ACCEPTABLE TO BE CANTILEVERED UP TO TWO FEET. VALLEYtRU06ES. YP.) IF LESS THEN 3.0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEI t 2x4 s 2x4 OR 5x6 ' OR 4x6 3x6 MONO VALLEY I IRONIES' r. ll----'.. .._ . sees: .• • •I t WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE . tl WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 . 2x4 - 20 400 2x4 3x6 3z6 on 3z6 a^ 2z4 4X6 OR •46 20 VALLEY MEMBERS AT 24 . D.C. (TYP) J VARIEB 12 MAX 6.0.0 O.C. (TYP) MAX 6.0-O.O.C. (TYP) MAX TRUSS SPACING BELOW a 48' O.C. SPANS UP TO 60-0.0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI •1-1995 WARNING:. ' R2= AI.L NOTES OE THIS SHEET. S COPS airTHIS DRaxINO TO HE OIE27 VTOERECTINO CONTRACTOR. HRACWC; I7ARNINOa Maro n da systemseadnt afn.n o. abbdmalnt is mr acnko brads` .dad bndeg pond bracing or dma. bradag .eke 1.. panof the baedivgdedpsadvdnkhmastbecwddadyslotbm'17m' gdmpa• Hncini dm.o is R+ Iaad wppar araaa mambasadymrcdncebackrmglengthPao.idrmt mw be made m antra load bracing a ends apd waiRd naafiana daamndythebai6dmgdnsgm. Additioml bran; of she ova.B atrvnme mayDe ro7°°*b (Saz FDBAI orTPl}Fm wades has bracng aaoe®ands, aamx! E dodgm.(Trm Plat tnaimte. 7PI h bnat.d a w 4005MARONDA WAY Dpa,R;, q;.r pldnoo Wacamsn sn l9} Sanford, FL 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICEN9E g WSM60 DOS VANNESSA DR. OVIEDO FL 32766 Design: Matrix yknalysis Profile Path: C:\TES-LoK\Rork\Jobe\MARONDA SYSTEHS\VT-Prx B'•N N 11 UPPORTING TRUSS P.) talyippp) Q : II.' VALLEY AREA l— ® SUPPORTING TRUSS VALLEY TRUSSES ( TYP.) VOMMON OR GIRDER COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRUS$ Bf LQYf Q 4' o.C... :. Cont. Support __ Eng Job: DWgI Dagar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf EIC Live 10.0 psf EIC Dead 2.0 p@f Studs A. 6-0-0 O.C. WO- VALLEY SST TI. V. 7/27/ 2005 Lbr DF: 1.25 Plt DF:' 1.25 O.C.: 2- .0.1 0. TpI-02/ FBC-04 Codes FLA v4.7. 21-4355 anh: MARONDA SYSTEMS Customer' WO:HIPDETAIL Ti:nir DESIGN INFORMATION jTt.,. d.,d6- dr..d--1bdr- i1-win, . ha beenbud on Iddbdlw Proms by the dfaa The d.sip—dialdms-y responu 'yforsmuts,:. tmh or O-fry' m 0Om'-' mfamuna itdaiP: rmmtfird d me bm drdp by d diem adthecorrammaceollcyoftbbhfMmdmu11r. ay relne m . spail3c plojal atd .acpu w espwabUiry m ezacddlmv inso0oamcs.. ' rbrinrmo.lurdiob m)Pmn - iadi.id.al boildi, aThbmbnbe-dmPCd ANsvtPl I-1995-d bei..-mp ttrcm C tm5-97 b be bcor cd n pat of me6-idiot d-dP b a B-iNbt DenPQ (r ochited a mCmioml a Wb- rrnewd mr swpro.al 67 L9c baildmt dctp me dZVb:admp shows mmt be hatdbbesmcthamedaashowwarei- -pemem Im the bat bm7dmt lor 1 clime c rao. @r W co uw bah. whom pr-) m . Zdesidad pplid badsp} forponemomp-c7lo.ds. Th) aedaie P amwo rompmi--chords (top a bommtIaacdb/ s4nmbtanlmottsawaespaldcdWttaehattomchordsb t®-o R od fby brad b—,dy by a poPdy WPIi?I dtwW be brad n . scimum =11 or 10-0' o.c. f-awalm Plea daEbe of-aectu d Boor "P•P bo1 Nppd Ph'mi:d pcd tint ASTM A6S3. Cade 406 West oft -wise shows . FABRICATION NOTES mar m fYdkpioa tdc Odicnm tbaE m mce .Ub dr-wivt 10tbnmifdnwbtme6bricamhPhm - d to «aloe apydimp rapwa3B10 Ibr -ctsraifkdaamfdo.>l mbe pnbwnwtbcl8rewtttatshalloatbebpalladoeaIadhol4bt, m dbwtd piles Mcmbmss4ea be m WiovBton boor he" ofFndoyC000sada Plato heIronwimoafbdillyImbdddadshaAbesyasabomaJoim .Im oihawhe -he plSt h S' wide a s' bay A PaaDd b me bat plate is Soh (tsola) r- . I -ph tpaidcd p-ablc csbt w 1.,bmmbas, b. 0 mat n me c-o-)d of ft webs olm ot6 se sllora pl0. dce ac m®mam dust bald w rorca shawo ad may oad to be braeaxd Rn casts h-mi-i sad!ma at> b oohdTtds omho-t m be adbnd lumber -lm -Itsawise ft— For adduimal ioWmnbow Q.14 C..00l rcfa m ANSVM nI-I993 PRECAUTIONARY NOTES. c to beAllbncby -d aecliw ra'H 6 folbwd b atmtdaa- ac)oS . )®•91. Tnaa are m be b-dldwho am hcsy h.a.d so vOW hadbtTcco? rM tmd Pmm-m itwalladw m asbiddtwatebracbyPorb°Nm/ baa0 to a pnl d td pl-mb Pei ad Nredgm6lacdrdce <hdl be daiPd ad bsWldby,.has. Cmfbl btmdllat h ass -lid ad oat)oo bra i b~ segnlsrb Nmma1 ptoo-Iboary doo rbr asap roga6e sects Impma76ncbtt dmIDs haul dw bawcwb>t4m m..owtopplbyand dambaby The gpaRowofaeviwabeatsmanbeads me emmolofpa-m aWaimcd iu the maunlw orbmeLParmiw-1d.lec shall be woad Ulf oeedsd Ccttaob>da- at t Sou bdsPsta tlt- sha plads y oabe plld to busm af-711to< t==q bads m-theweidd of me yaws sbdl begelid m owae -sill ills -0f * -d beam{ hR-mPlaed. HIP GIRDER LaCa S s;+ems OIid i . 4005 MARONDAWAYSanford, FL. 327n 407) 321-0064 Fax ( 907) 321-"i3 TOMAS PONCE P.E. LICENSE 00050068 IDOS VANNESSA DR. OVIEDO FL32766 Design: Matrix Analyeie 2x BLOCKING ADDED TO TOP CHORD OF 'STEP HIP TRUSSES • TO .SHORTEN (' r— v n r— f n r1 A 'in W KARNINU READ ALL NOTES ON THIS SHRET. A COPY O7 THIS DRANIHG TO BE GZT/EH TO ERECTING CONTRACTOR. BRACING MtHIM or dmB+r boil-t.tskts ha pn d Bradvt shoo- wIhbdnw4thowamlwbtatL:L wbd br>tday portal brads: stsoswo b mr latan soppan of bm me btnldm; dmPad .hichmap be eamidaed by thebmTdbt da+Pa• tcmj mmbaa only tordoce losslatchPo.ivom omst be made to or baetad 6racbt n txds sad 1pai6d bc.tibm dcrambd by thebo•hliab tlesiPa• Additiwd b vdng of me o.caUmvc0ae maybe «aobod (See H1"l o(TPf)Fm 8c boa brats: m-b®eo, wmam boa t dcdpu•(T[m flan hwima TH b bnbd 1150 G•Omfib pbs Madlsoa Wbabsb 53714 Profile path: Cs\TR9-L0&\ Nork\Jobe\i'R0=A SYSTB25S\VT-PrxI F/a /fl/ 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 ptaf WO: HIPDBTAIL TI:. HIP 7/ 27/2005 Lbr DF: 1.25 Plt DF:-1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Codes FLA DESIGN INFORMATION This design is fenanindividual building component and hasbeen basedoninformation provided by the diem. The designer disclaims any reryonsibility far damages asa result of faultyor incorrecl infomation. specifications andlor designs famished to the truss designer by the client and the correctness or accuracy of thisinformation a it may relate to a specific project and accepts no responsibility or aacises - coowl with regard to fabrication handling shipment and installatimm of tresses. This muss has been designed a an individual building compoom in accordance with ANSVTPI 1.2002 and NDS- 02 tobe incorporated apart ofthe buildingdesignby a Building Designs (registered architect or professional engineer). when reviewed fen approval bythebuilding designer, the design badings shown man be checked tobePrethatthedatashownareinagreementwiththe local buiding codes, local climatic records fen wind or anew loads. Project specification Or special applied bads. Unlm dh A muss has rot been designed fen storage or occupancy bads. The design assumes compression chords ( top or bottom) ass continuously bracedby sheathing unless otherwise specified. where bottom chords in tension arenot folly braced laterallyby a properlyapplied rigid ceiling they shwW be braced a a maximam spacing of te4' o.c. Connector plain shall be manufactured from 20 gauge hendipped galvanizedsled meeting ASTM A 653, Grade40. unless otherwise sboa- FABRICATION NOTES Rim to fabrication the fabricator shall review this drawing to verify thatthisdrawingis in conformlanee withthe fabricators plans andtorealize acontinuingresponsibility fm such verification. Any discrepancies are to be putin writing before coming or hbricasion. Plan shall aw be installed ova kmtboles. ovens or dinmtedgrain. Member:: ball be cot fen tight fitting .cod to wood hearing. Connector plates shill be to=led on both laces of the tramwithnailsfillyimbeddedandshallbesym. showthe joint mlmodwwiseshe- A 5.4 plate is 5' wide a a' bng. A 6ag plate is 6' widea 8' brag. Sits (boles) run paralld to the plate length specified. notable ctns on web members shall men m the cmwid of the websunless otherwise crown. Go ten pine aiw ere minimum sizes based an the fore= mown and may need to be increased fen certain handling andjm section Preen. This mass is not to be fabricated with fire ra ndans treated lumber unless otherwise mown For additional information on Quality Conwl referto ANSUTPI1-2002 PRECAUTIONARY NOTES All bracing and auctionrecommendations are tobebliwrd in - cordmca wish'Handling. installing and Bracing'. MB- 91. Trusses are to be handled with panintar can duringbandingand handling, delivery and insulationto avoid damage. Temporary and permanent bracing fen holding tresses in a aright and plumb position and loot resisting laurelforces mall be designed and installed by others. Carefulhandling is essential and oration bracing is always required. Normal precautionsu) action ran tma= requiresaoeb temporarybracing dig imunatmberw^ een masses to avoid topping and domiming. The mpavisim oftractionormvaashall be underthe crawl or persons experienced in the installation of trusses. Professional advice mall be sought tf odes. Concm=ion of consunaimh loads grater than the design loads shall notbe applied to truss= at my Gene. No loads other thanthe weight of thecrectorcmall beapplied to masses mil after all fastening and bracing is Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TC: 2x 6 SP #1 D 2x 8 SP #1 D 4- 7,7-30 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/3wx 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. 1/21 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 1 2 3 4 6.00 T 4- 3- 12 0-6-6 Face = 0- 2- 8 0-8- 0 5095# 8. 00" 3.00 7-10- 11 9) b 279# MULTIPLE LOADS -- This design is the composite result of multiple loads. This 4- PLY truss designed to carry 111 0" span framed to BC one face 2- Ow span split -framed to opposite face WndLod per ASCB 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bid 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 MA%. 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, HOT 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.- 1516/3978,17-9s211,3/351, 165 1 f L 15ipSS aUve Pj_ y. 9 1000 24-2- 10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BAECTIHG CONYRACTOA. BRACING WARNING: Maronda Systems Bracing mowcd'pmdawingifnone,mimb otw;nd ei pottal ipa.Bm m°ou ei woppmofpan We hoilding designandwhichmostbeconsidacdbytheroiklingdesigns. Bracing mown is fen lateral mppon oftuna members only atreduce buckling length. Provisions man be made to anchor lam bracing at ends and specified locations determined by the building designs. Additional bracing of the overall structure maybe required (See HIB-91 of TPI).For specifictruerbracingrequirements, contact building desigoa.(froa Plate Institute. TPI is located a 593 4005 MARONDA WAY DOwfaio Drive. Maeim4 Wisconsin 33719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE M0050068 367 Medullas FL Chs itiotae FL 32706 TI:A Qty:4 ' 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- S. 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 PLF To TC Vert L+D - 46 -0-10- 8 -46 0- 0- 0 TC Vert L+D - 23 0- 0- 0 -23 3- 0- 0 TC Vert L+D - 46 3- 0- 0 -46 37- 0- 0 TC Vert L+D - 23 37- 0- 0 -23 40- 0- 0 TC Vert L+D - 46 40- 0- 0 -46 40-10- 8 BC Vert L+D - 20 0- 0- 0 -20 3- 0- 0 BC Vert L+D - 227 3- 0- 0 -227 37- 0- 0 BC Vert L+D - 20 37- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D - 279 3- 0- 0 BC Vert L+D - 279 37- 0- 0 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 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 3918 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 S-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 7-4-10 10 11 12 13 6.00 iX8 4x6 3x4 0- 6- 6 4- 2-6 4 Sx6 3.00 Face = 0- 2-8 0-8-0 5096# & 00" 7-10- 11 6 15 0- 0 279# (R 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: CHER3 TI: A 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis Yrorlle Yarns n j%-haw r I I Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:B Qty:1 - DESIGN INFORMATION This design is form individual building eo npaom and hasbeen bused on information prmidrd by the dim. The designer disclaims my responsibility for damages as a remit offishyor mcossect information. specifxatlons adfor design furnished to the run designer by the client and test correcmm m accuracy of this mformatim u is mayrelate toa specific project and accepts - responsibility or uercisn on controlwith regardto fabrication handling shipment and smaliniw oruvssa. This tr n has been designed as m individual building component in ae,,.,d-n,e with ANSLrrPl 1-2002 ad NDS- 02to beincorporated as pm ofthebuilding designby a Building Designer (registered architect or professional engineer). Wben reviewed for approval by the baiMing designer, the design badivgs show most be checkedtobewethinthedatasbownareinagreementwith the local building codeslocal climatic records fed wind or snow bads project specification m special applied loads Unless show, torn has uses been designed C. storage or oecap-y bads. The design assumes compression chords ( top or bosom) arc comimonsly braced by sheathing unless otherwise specified. Where bottom chords in tensionare not folly batedlaterally by a properlyapplied rigid ceiling they should be braced at a maximum spacing or to,-T o.c. Coenaetor plates shall be mamlhctsred fiem 20 Singe but dipped galvanized steel mectin8 ASTM A 653. Grade 40. unless otherwise mown. FABRICATION NOTES Prior so fabricationn, the fabricator mallreview this drawing to verifythat this drawing is in conliuIDmcewith the fabricator' s plan and w r alize a cominaing responvbiliry for such verifxatios. Any d6serepancies are to be pot in writing before totting or fabrication. Mates shall twt be installed over knotholes, toots or dismrted pain. Metiers shall bemfortight riming wood towoodbaring Connector plains shall be both on both film of the truss with mailsfWyimbedded and thanbe aim. abed the join uWmotherwise dhow. A 5a4 plate is5' wide x 4' long A 6x8 phm is 6' wide x g' bog. Sloe (bola) ram parallel to the plane lengthspecified. Double cuts on web members a wi meet at the cmroid orthe webs umess otherwise show. Comecwr plate d:aare minimum sirs basedon the Cored mow and may need to be imc+uwd for cdram handling a Wm erection strtaes Thistins it ram to be fabricated with bra retatdsm new lumber uWem otherwise mown. For additional information on Quality Control referinANSIff PI1.2002 PRECAUTIONARY NOTES All bracing and erection recommeodation are to be followed in aumd-. with'Handlbg Installing and Basing'. HID-91. Truces ate w be handld with particular as duringbandingandGrillingdeli%wyand installation inavoiddamage. Temporaryand permanm bracing fed bolding mosses in a straight and plumb position and roe resisting lateral forces mall be designed and imasdbyotherCacHhandlingis -4, and erection bracing is always required. Normal precautionary action Ibr wssM requires inch temporary bracing during installation between runs to swid toppling and domiva,4 Thempervisiosoferectonofrosashahbe under the consul of perams experienced inthe installation ortasns. Professionaladviceshallbesougmit nettled. Concentration ofannunraim loads parrthan We design bads shall ram be applied to muses at any time. No bads other thm the weighs of the ereetora shall be awlid to Cusses until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP 02 WB: 2x 4 SP #3 2x 4 SP # 2 2-10,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MA%. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -873 B Pin 39- 8- 0 1 1766 0 -873 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5271 0.44 A 12-11 4777 1.00 2- 3 -6938 0.77 A 11-10 4777 0.84 3- 4 -7018 0.36 A 10- 9 7007 0.99 4- 5 -7005 0.79 A 9- 8 4780 0.86 5- 6 -5273 0.44 A 8- 7 4779 1.00 WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 1422 0.46 C 4- 9 -285 0.06 C 2-10 2235 0.93 C 9- 5 2295 0.48 C 10- 3 -309 0.06 C 8- 5 1431 0.46 C 3- 9 24 0.01 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CaC, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Ezt- 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedules Webs Brace Pt Joint to Joint 1/2 5- 9 Bracing shown is for visual purposes only. 184 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 wTw brace may be nailed flat to edge of web with 12d nails spaced 8- o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14e. GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 80/583-1.57/295 9-10 Horiz. 0.37 0.74 NA Max DL Deflection L/600 - -0.77 Long term deflection factor . 1.50 m vm Joint Locationsei-- 1)0 0-0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- B- 0 8) 31- 0- 5 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)t 9 FORCES (lb) - Max Compression/ Max Tension TOP CHORD. 1-2.- 5271/2323,2-3--6938/2990, 3-4--7018/3032, 4-5--7005/3021,5-6--5273/2323, HOT CHORD 12-11-- 1968/4777,11-10--1944/4777, 10-9--2763/7007, 9-8--1943/4780, 8-7--1968/4779, Webs 2-11--456/ 1422,2-10--803/2235, 10-3.-309/247, 3-9--6/24,4-9--285/244, 9-5--833/2295, 8-5--457/1431, 8-8-0 22- 8-0 8-8-0 1 2 3 4 5 6 Face =0.2-8 as-o 1766# 8 00" 6. 00 6Y12 3. 00 6. 00 1 4- 10-6 0- 6- 6 Face = a2-8 410- 8-0 1766# 8.00" 8- 11-11 22- 0-10 8 11-11 12 1 10 I - 40- 0- 0 1 - R - 5 4) - fxslh5 4) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1576 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: T I: B M aro n da Systems Bracingsbowa on this drawing is notcmetio bFadng wind bracing. pond baring car similar bracing which is a Tan of Dsgnr:TLY Chk: 9 / 2 4 / 2 0 05 thebuildingdesign andwhichmustbeconsideredbythebuildingdesigner. Bracing show is for lateral support of muss assar members only to reduce buckling length. P-risims mug be made in anchor Lateral bracing at ends and specified TC Live 16.0 psf Lbr' DF : 1.25 locations determined by thebuildingdesigner. Additional bracing of the overall mucture maybe repaired. (See HIB-91 P of TPI).Fm specific trussbracing ngahmms. comact building dcsigntr.(Trass Pfau Imitate, TM is located at 593 TC Dead 7 . 0 psf P 1 t DP : 1.25 4005 MARONDA WAY D' ounfrioDdMMadison, Wisennin53719). Sanford, FL32771 BC Live 10.0 psf O.C.: 2- 0- 0 407)321-0054 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OWS0068 BC Dead 10. 0 p8f Code: FLA 307It1 110,nFLChuk3o%FL32766 TOTAL 43.0 Psf v4.7.21-14219 Design: Matrix Analysis rroxiie rains a .a\a.ya,. Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:B1 Qty:3 DESIGN INFORMATION This design is for an individual building component and has b® based on information prosidrd by the demThe i. design. disclaims anyresponsibility for damages " a emit. fraulry"meca coninformation,spmirK ti' and/ or desigm furnished to thetruss designer by the client and the coriectemor accuracyof thisinformation as itmay relate n a specific project and accepts no responsibility or camises no control with regard to rabricatioo, handling sbipmem and installation of mosses. This truss has been designed as an individual building component in accordance with ANSYTPi 1.2002 and NOS- 02 tobe incorporatedas panof thebuilding designby a Building Dmgner (registered architect err professional emg"ss). Wben reviewed for approval by the building design.. the design loadings shown mop be checked to be sue that the data shown are in agreement with the local building code& local climatic records for wind " mow bads. project specifications or special applied bads. Unless shown trm has tot been dmgncd for storage or occupancybads. The design asmma compression ctmds (op or bounm) arc cominonusly braced by sheathing unless otherwise specified. Wbm bottom chordsintensionare not fully bracedlaterally by a properly applied rigid ceiling they should be boxed n a maaiecom spacing of 101-V o.c. Connector plat. shall be manufactured from 20 gmge but dippedgalvaoind pal meeting ASTM A 653. Cnde 4 now otherwise shown. FABRICATION NOTES Prior to fabricatiom the fabricator stall review this drawing to verifythatthis drawing is in conformance withthe fabricames plans and m fawn a continuing responabiliry fro such verification. Any discrepanciesare to beput inwritingbefore totting or fabrication. Plata shall out be installed over knotholes, koots or mom"' grain. Members still be an fm light fining wood to wood bearing. Convenor plateshallbe lomrcd onboth faro of thenunswithnailsfiillyimbeddedandshallbesy- abed tbejoint calmotherwisesbowaA 5a4 pine is5' wide a 4e long. A 6a8 plate is 6e wide a 8' king. Slots (bola) rot parallel to theplate length specified. Double cuts on web members pull mot .t the rcotroid of thewebs unlm Otherwise mown. connect" plane sines are minimum sizes based m the fortes mown and may need to be bereafed fro certain tmdlmg and/or crecnon pima. This true is out to be fabricated with rue retardant treated lumber now otherwiseshow. For additionalinformation on QualityControl refertoANSVrPI 1- 2002 PRECAUTIONARY NOTES NI bracing and erectioo .commendations are to be followedinaccordancewith •Handling. Installing and B, acin;'. MB-91. Trusses are to be handled with particular are during banding nd bundling. deli-y and installation to avoiddamage. Temporary and permancos bracing roe bolding trtusa in astraight and plumb position andfor resistinglateral forces shall be designedand installed by others. Careful handling is essential and eoaimn bracing is always required. Normal weary action for lro0a req¢ua inch temporary bracing during installation baweeo trusses to amid toppling and lain& The supervisionoferectionofames all be under the control of penansexperiencedmb theinstallation oftrnsse,. e+ofessicau advice mall be songht it necdrd. Covs9tntbo ofoonstnKtion load: greases teas we design loads sill rot be applied to trmtsses at any time. No wds other than the w eigborthe .caors mall be implied to trusses mail after all face tivg andbracing is completed. TC: 2x 6 SP #2 2x 8 SP #2 3- 6,6- 8 BC: 2x 6 SP #2 2x 8 SP 02 15-18,13-15 WB: 2x 4 SP #3 2x 4 SP #2 8-14,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCR 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 3057 0 -1590 B Pin 39- 8- 0 1 2734 0 -1570 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 19- 2 -542 0.03 C 15- 6 -157 0.01 C 2- 18 1650 0.18 C 15- 7 2099 0.22 C 3- 18 2348 0.25 C 7-14 -1321 0.07 C 3- 17 3404 0.36 C 14- 8 5244 0.32 C 4- 17 183 0.02 C 13- 8 2240 0.24 C 17- 5 -2227 0.14 C 13- 9 1369 0.15 C 16- 5 197 0.02 C 9-12 -491 0.03 C 5- 15 1093 0.12 C 3 PLYS REQUIRED Lineal Footage . 285.6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. 3- 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. Distribute loads equally to each ply. Bracing Schedule: Chords Max O.C. From To BC 72.0- 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -8957 0.25 A 20-19 7985 0.58 2- 3 -10584 0.28 A 19-18 8206 0.58 3- 4 -12853 0.17 A 18-17 10014 0.40 4- 5 -12855 0.18 A 17-16 14868 0.60 5- 6 -15852 0.21 A 16-15 14869 0.62 6- 7 -15856 0.21 A 15-14 14144 0.60 7- 8 -13845 0.21 A 14-13 8792 0.42 8- 9 -9270 0.24 A 13-12 7257 0.52 9- 10 -7912 0.22 A 12-11 7053 0.52 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.41/999-0.89/520 6 Horiz. 0.20 0.44 NA Max DL Deflection L/960 . -0.48 Long term deflection factor .•1.50 Joint Locations— ............ 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 . 11) 40- 0- 0 ' 18) 9- 1-11, 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23-11- 1 TOTAL DESIGN LOADS ------------ Uniform PLF From PLP To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -40 0- 0- 0 -40 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-8957/4327,2-3.-10584/4719, 3- 4.-12853/5531,4-5.-12855/5529, 5- 6--15852/6641,6-7.-15856/6644, 7- 8.-13845/6325,8-9.-9270/4729, 9- 10.-7912/4315, BOT CHORD 20-19.-3846/7985,19-18.-3936/8206, 18- 17 4400/10014,17-16.-6289/14868, 16- 15.-6290/14869,15-14.-6262/14144, 14- 13.-4433/8792,13-12.-3929/7257, 12- 11.-3834/7053, Webs 19-2.-542/145,2-18.-385/1650, 3- 18--1184/2348,3-17.-1200/3404,4-17.-35/1e3, 17- 5.-2227/985,16-5.-166/197,5-15.-246/1093, 15- 6.-157/122,15-7.-309/2099,7-14.-1321/299, 14- 8.-1828/5244,13-8.-1312/2240, 13- 9.-401/1369,9-12.-491/161, 8- 8- 0 22- 8- 0 8- 8- 0 1 2 3 4 5 6 7 8 9 10 6. 00 0- 8 o 57 I2- 10- o 308. 00" 9-1- 11 ,, 21- 8-10 4) COSMETIC PLATES ( 2)3X6 (12)2X4 866# 1394# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRECTINO CONTRACTOR. BRACING WARNING: Maronda Systems Bracing nd w;oau.ec„ii'dacd &w;d n ignr.Brtiogmri.u ba'am suhi=.pm,ef we buildngsang. andwh cb mopbe condderedbytee buildng designer. Bracingmown a1brlas.almPp"a ortrnss nembef onlytoreducebucklingIengih. Provisions most bemadetoawlw'am' bracingat coda and specifiedlocations determined by the building designer. Additional bracing of the overall structure may be ,aryued. (See HIB-91 of TPI) Forspecific toss bracing nquio®tams. emotes building dcdgm.(Ton Plate 1-ita e. TPI is locaed to 593 400S MARONDAWAYaonorrioDrive.Madison. Wisconsin 5nw). Sanford, FL 32771 407) 3=- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *OO50068 307 11a1a1111on FL Chuhtet% FL 32760 6.00 4x6 4- 10- 6 5x6 0- 6- 6 3x 3. 00 Face =0- 2-8 0-8- 0 2734# 8. 00" 9-1- 11 2 1 1 - R - 4) Scale = 0. 1536 Eng Job: WO: CHEK3 DWg: TI: B1 Dagnr:TLY Chk: 9/24/2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 paf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 oaf v4.7.21-14220 Designs Matrix Analysis rroxiie Yatn1 a:i \1all-war\Marx\JaDa \a.asanJ \l.n8anraswn6 e, i\o1.y1 Job: CHESAPEAKE E 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:C Qty:l I DESIGN INFORMATION TMsdesign is far anindividual building component and hasban based on information pm'ided by the diem. The designer disclaims any responsibility fa damages a a 11 offaulty orincorrect information, specifications anNor designs famished to the truss designs by the client and the -con, oc raysacyofthisinformation asit may tdae m aWmifx project and accepts on responsibility a camis s o control with rcgxrd to fabrication, hmdling shipment and installation oftrusses. This mass has ban designed asa individual building component in accordance with ANSVrPI 1.2002 and NDS-02 to be incorporated as pan of to building design by a Building Dmigues (registered architect or professional engineer). What reviewed forapproval by the building designer, the design loadings shown a = be checked to be sure that the data show are in agreement with the local building codeslocal climatic roads for wind a sow loads, project specifications or special applid loads. Unitas down truss bas ant been designed for storageor oaopancy bads. The design aaamacompression chords (top m b000m) art continuously braced by sheathing maim otherwise specified. Where boomchordsintensionarcourPollybracedlaterallybya properly applied rigid ceiling, they should be braced at a maximum spacing of 10'4r o.c. Comato plan shall be meatfactmed from 20 gage hot dipped galvanized sal mating ASTM A 653, Grade 40. select otherwise show. FABRICATION NOTES Rim to wricauon. the fibawamr tall review this drawing to verily Out this drawing is in conformance with the fabricames plans and to realize a continuing responsibility lot such verification. Any discrepancies are m be pot in writing before tatting or fabrication. Rues Ball not be installed ova kotholes, knaa on dismted Vain. Members shall be em fan tight filling wood to wood boring. Co.-= plan shall be looted an bob fans o1 to tram with c tits rally imbedded and shall be syrx abase the joinsunless otherwise shown A 5x4 plate is5' wide x V long A 6xgplate is 6' wide xg' long. She (bolo) rem parallel to to plate length specified. Double cuts on web members dull meet s the cemmid of the webs unless otherwise down. Ca®ator plate sim are minimum sizes basedon IMtaco shown and may aced to be increased for certain handling and/or [ration stresses. This notes is aim to be fabricated with rase raardml treated lamber adess otherwise down. for additional i. immation onQasity Controlrefs toANS VrPI1. 2002 PRECAUTIONARY NOTES All bracing and erection retommtndumnf are to befollowedinaccordancewit'Flndling, Installing ad Bracing'. FOB- 91. Tresses are to be handled withputiadar ere during banding and Willing, deliveryand installationm avoid damage Temporaryad pain bracing fa holding bustn m a straight and plumb position and fan resistinglateralforcesshallbedesignedandinstalledbyothers. CvcfW handling is coanial and mild bracing is always required. Normal precautionaryaction for masses reclaimsuchtemporarybracingdiginstallationbetweenbassesto avoid toppling and domioing. The supervision oraation of trusses shall be underthe consul or persons experienced in theinstallation of masses. Rofasimal advice shallbe sough if needed. Coocemn k oof construction loadsgrainer than the design loads shall net be applied to trusses atany time. No loads other than to weight of the aacton shall be applid to masses mail aBa all fastening and bracing is TC: 2x 6 SP # 2 MULTIPLE LOADS -- This design is the BC: 2x 6 SP 61 D composite result of multiple loads. 2x 6 SP #2 8- 9,7- 8,6- 7 WndLod per ASCE 7-02, CeC, V. 125mph, WB: 2x 4 SP # 3 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 2x 4 SP #2 2- 8,4- 8,0- 0 Bld Type. encl La 58.0 it W. 40.0 ft Trust All COMPRESSION Chords are assumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/ Max Tension Bracing Schedule: TOP CHORD 1-2.- 5202/2282,2-3.-6416/2804, Chords Max O.C. From To 3-4.-6416/2804, 4-5•-5202/2282, BC 48.0" 0- 8- 0 12-10- 4 BOT CHORD 10-9.- 1922/4720,9-8.-1885/4694, Webs Brace Pt Joint to Joint 8-7.-1885/4694, 7-6.-1921/4721, 1/2 2- 8,4- 8 Webs 2-9.-449/ 1466,2-8w-642/1775, Bracing shown is for visual purposes only. 8-3.-446/383, 8-4.-642/1775,7-4.-448/1467, 34 continuous lateral bracing attached with WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 2- lld nails each.member where shown.Bracing 2- 9 1466 0. 47 C 8- 4 1775 0.51 C MUST be positioned to provide equal unbraced 2- 8 1775 0. 51 C 7- 4 1467 0.47 C segments OR 2x4 "T" brace may be nailed flat 8- 3 -446 0. 10 C to edge of wab with 12d nails spaced 8" o.c. Brace moat extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Joint Locations .......... %.... 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horit Uplift Y Type 0- 4- 0 1 1766 0 -867 B Pin 39- 8- 0 1 1766 0 -867 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5202 0. 56 A 10- 9 4720 0.76 2- 3 -6416 0. 78 A 9- 8 4694 0.89 3- 4 -6416 0. 79 A 8- 7 4694 0.86 4- 5 -5202 0. 56 A 7- 6 4721 0.98 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.68/ 687-1.33/348 3 Horiz. 0.34 0. 68 NA Max DL Deflection L/ 707 . -0.66 Long term deflection factor . 1.50 10-0-0 20- 0-0 10-0-0 1 2 3 4 5 6.00 4011 5- 8-8 0- 6- 6 3. 00 Face = 0- 2- 8 0- 8- 0 12- 10- 4, 17 10- 3-I1 r, 19- 4-10 6.00 10- 9- 4) COSMETIC PLATES (2)3R6 ( 12)2R4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 88 GIVEN TO ERSCTING CONTRACTOR. BRACING NARKING: Dug' EMaronda Systems Bracing shownonthisdrawingisanMterectionMiringwindwindbco, portal bracing similarbracing which isapart Of Dsgnr : TLY Chk : the Wilding design ad which mastbeconsideredbytheWildingdesigner. Bracing show isfor Wassupport oftreesamonlyto reduce baekl'mg length. Provisionsmostbe madeto anchor lateralbracingasadsad specified TC Live 16 . 0psf locations determined by the Wilding desigoa. Additional bracing of the ovva0 mncmre may be required (Sec HIB.91 P err TPI).For specific um basing reywir®cros, contact Wilding daignc.(Tmas Rae Insime. TR is located as 583 TC Dead 7.0 psf 4005 MARONOA WAY DOwnio Drive, MadisonWisconsin53719} Sanford, FL. 32771 BC Live 10. 0 psf 407)321-0064 Fax (407) 321- 3913 BC Dead 10.0 psf TOMAS PONCE P.E. LICENSE MMSOD68SolIII --n FL Ch ltaots, FL 32796 ITOTAL 43.0 psi 1 5-6-6 0.6- 6 Face = 0- 2- 8 LO- 8- 0 17669 8.00" 4) WO: CHER3 TI: C 9/ 24/ 2005 Scale - 0.1576 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: matrix Analyaa9 rrvaa. a.a raa.ur - +v .a.-.. Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:C1 Qty:l ' DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... . BC: 2x 6 SP #1 D composite result of multiple loads. 1) 0- 0- 0 5) 40- 0- 0 9) 30- 3-11 716. deign is foranindividual building compomantand has been based- information prorided by the client. The 2x 6 SP #2 8- 9,7- 8,6- 7 WndLod per ASCS 7-02, C&C, V- 125mph, 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 designer disclaims myresponsibility fordamages aa Was 2x 4 SP #3 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 20- 0- 0 7) 29- 8- 5 retell of faulty or imconectinformation. specifications2x 4 SP #2 2- 8,4- 8,0- 0 Bld Type. enel L. 58.0 ft W. 40.0 ft Truss 4) 30- 0- 0 8) 20- 0- 0 andlor designs far fished to the taus designer by the client' and the corramm or accuracy ofthis information as it All COMPRESSION Chords are assumed to be in INT zone, TCDL- 4.2 pef, BCDL- 6.0 pef In -Plant Quality Assurance with Cq- 1 may relne to a specific project and accepts no continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- responabilityoraercisamcoovolwithregardm pORCB9 (lb) - Max Compression/Max Taneioa Bracing Schedule: X-Loc BSet Vert Horiz Uplift Y Type fabncavon.bamliss&shipment and imullmossofuussm TOP CHORD 1-2.-5202/228212-3.-6416/2804, Chords Max O.C. From To 0- 4- 0 1 1766 0 -867 B Pin This torn has been designedasan individual building 3-4.-6416/2804,4-5--5202/2282, BC 48.01 0- 8- 0 12-10- 0 39- 8- 0 1 1766 0 -867 B H Roll component maccmdancewith ANSVfPl1- 2002and NDS-02 to be incorporated a pan ofthe building design BOT CHORD 10-9--1922/4720,9-8--1885/4694, Webs Brace Pt Joint to Joint PROVIDE UPLIFT CONNECTION PER SCHEDULE by. Building Designer (registered architect OF 8_7.-1685/4694,7-6.-1921/4721, 1/2 2- 8,4- 8 TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. professimadcaginar). When reiewedforapproval by Webs 2-9.-449/1466,2-8--642/1775, Bracing shown is for visual purposes only. 1- 2 5202 0.56 A 10- 9 4720 0.76 tlx hoildmg desgm, the dingo Ioad;n sboa9 man be baked mbesarothat she data showssareinagreement8-3--446/383,8-4--642/1775,7-4.-448/1467, 1X4 continuous lateral bracing attached with 2- 3 6416 0.78 A 9- 8 4694 0.89 0.79 8- 7 4694 0. 86 imthe local building codcslocal cli- recordsfirWEB. ..FORCE..CSi. Cr WEB. ..FORCE..CSI. Cr 2- lid nails eneh member where ehown.Braeing 3- 4 6416 A aimor mow Wads. Project specif.nim+orspecial 2- 9 1466 0.47 C 8- 4 1775 0.51 C MUST be positioned to provide equal unbraced 4- 5 5202 0.56 A 7- 6 4721 0.98 applied load&Unless mos'atrust has not been designed 2- 8 1775 0.51 C 7- 4 1467 0.47 C segments OR 2x4 IT, brace may be nailed flat GLOBAL MAX DEFLECTIONS --------- forstorage oroecupancyloadt The designassame 8_ 3 _446 0. 10 C to edge Of web with 12d nails spaced 8• o.c. LL TL compression chords (top or bonam) arc continuously brxedbyde thmgadmotheraisespaifrcd. where Brace must extend at least 90% of web length in./Ratio in./Ratio Jnt(s). bottom chords intansionare not fbflybraced laterally bya 2x6 Brace required on any web exceeding 14'. I.Span 0.68/687-1.33/348 3 properly applied rigid ceiling they should be braced at a Horiz . 0.340.68 NAmaximum spacing of 104' Ise. Connector Plates shall be Max DL Deflection L/707 - -0.66 manufactured f1mm20 gauge but dipped gal.mind stud Long 1.50 term deflec tine factor 1 mating ASTM A653. Grade 40. unlunlessothaariseshoats. FABRICATION NOTES Prim tofabrication. the fabricator shill review this drawing to verify that this drawing is in aufmmanee with the fabricators plans and toreline a cormium ll responsibility for suchverification. Amy discs, is are to be pat in siftingbeforecuttingor fabrication. Mate. shall not be installed over knothole, knots or distorted grain. Members shall be an for tight feting wood to wood haring. Connector plainshall belooted onbahfansof10-0- 0 20-0-0 10-0-0 the tuns with nails fWly imbedded and shall be s)mo about the jointunless otherwise show. A 5.4 plate is 5• aide : 23 4 5 4• long. A 60 pine is 6• wide a g• long. Slots (bola) 1 nm parallel to the plate length specified. Double cots on arb members sha0 mat at the cmroid of the webs holm 6. 00 otherwise sb-- Connector plate sires are minimum sizes baud m the forte showss and may need to be 5X 10increasedfor Catlinhurdling sudrm cation messes. 500 sXI o This trust is ram to be fabricated with fire rasudam trued lumber mlm aherwise showy. Foradditional information on Qmafity Control refer to ANSVTPI 1. 2002 PRECAUTIONARY NOTES 5-8-8 1 5-6-6 110 All bracing and creation recommendations ere to be 8X10 8X10 0-6-6 followed in accordance with •Hurdling Installing -0 0-6-6 aX8 8X 1 SXHBracing•, FD11.91. Tresses are to be hamdled with 1$ particular art during banding and bundling. dclisrry and installation to .void dmnagc. Temporary and permavat bracingfor holding.trusrestraight a aight and plumb forces be dezigmd 3.00- 3.00pomioo and loxresistinglateral shall and inWcd by others. Careful handling is o- mial and Face = 0- 2- 8 Face = 0- 2- 8 amino baring is always re pdrod. Normal pnauionsry setmn fbr mosses require such tanporuy bracfmg daring installationbewean writeto avoid suppling and 0-8-0r, r,0-8- 0 be 12-10- 0- L dominuing The mpmisim of erection of oesses shall in I 1766# 8.00" asendsecontrolofpersonsexperiencedtheinsfallatioo of trusts. Professional advice shallbemught1710- 3-1119- 4-10 10- 3-11 if needed. Comzooaslon of ansmmion lads grater than 6 she design Inds shall not be applied to tease atany time. o I Nobdsotherthanthearightoftheerectorsshallbe1 _ 40- - 0 appliedtocrossesuntilatlaallfinaningandbracingisR54RS 4) COSMETIC PLATES (2)3X6 (16).2X4 EXCEPT AS SHOWN PLATES ARE MiTekMT20WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERsCrm CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing shorn on this dining is not maim baring. windbracingportal bracing or similar bracing whichis .µin ofthe buildingdingoand atkh must be consideredby thebuilding designer. &zing showisforheadsupportofmussmembersonlytoredactbucklinglength. Provisions most be madetoanchor lat rslbracing at ends and specified locaians daamined by the building designer. Additional bracing of We overall mucuare may be regabed. ( See FOB-91 of mP Fro specific muss bracing requirement contact building designa.(Tma Mae Institute. TPI is locatedat 593 4005 MARONDA WAY D'Ooofeio Dric, Madim4 Wiramsin 53719} Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913TOMAS PONCE P.E. LICENSE OWS0068 207 Ms1 dfan FL CM kwlb% FL 22764 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 = 0.1576 WO: CHEK3 TI: Cl 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Designs Matrix Analysis erorale eaLat 4\v.+.yaw Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:D Qty:2 I DESIGN INFORMATION This design is for an individual building component and hasbeen basedon information pm clad by the diem. The design. disclaims any r.q-bility for damages es a all of faultyor incorrect information spaiflcatiom and/or designs famished at the tress designer by the client and the ooriocmm m acemacy of this information as it may relate to a specific project and accepts on respooabiliry era onon orexeisctrolwithregard m lfabrication, handling Wpmem and installation of trusses. Thisoast has been designed as an individual building compoornt in tceardaoce with ANSVrPI 1-2002 and NOS-02 to beinctepmaed as pat of the buildingdesign bya Building Designer (registered asehitoct or professional engne.). When -wed for approval by the building designer, the design loadings shown must be chocked to be mare that the data show ate in agreemm aith the local building codes, local climatic records for wind or mow Ioads. project R-ifaaions or ap-ial applied bads. Unless shoaR tmss has not been designed for storage or occupancy loads. The design: assumes compression chords ( top or bottom) are continerou ly braced by sheathing artless othavise specified. Where bottom chords in tensionasore fully braced laterally by a propertyapplied rigid ceiling they should be braced at a maximum spacing of 19-M o.e. Connector plates shall be manufactured from 20 gauge hot dipped Ovanirid seal meeting ASTM A 653, Grade 40. calm mb.wise abeam. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily thatthis drawing is in canlbret witb the fabricators plans and to twat continuing responsibility for such v.ifncatima. Any discrepancies areto be potin writing before tatting or fabrication. Plata shall canbeinstalledoverknotboles• knots m dis omedgain. Members shall be em for tight fitting wood to wood boring connector plate shall be braced on bah fans of the truss with nails telly imbedded and shall be slm about the joins unlessotherwise shown A 5x4 plate is 5' widex 4' long. A 6xg plateis6- widea g' long. Slots (holes) red parallel to the plate length spesifred. Doable cuts on web memberssbanmeetatthecentmidofthewebsunlessade-in shown comment, plate size asminimum sizes based an We forces above and may need to beincrcucd for certain handling andfor.cction stresses. This man is ore to be fabricated with fire rcerden treated lumber tolm otherwise shown. For additional information on Quality Cannot rcf. to ANSIrrPl 1.2002 PRECAUTIONARY NOTES All bracing and eration secs mdatiam are to be rnllowed in accordance witb'Handling. leaulling and Bracing . t0B- 91. Tam etc to be heodled with pam.dat eta duringboding and h dhngddh-y and installation to avoid damage. Tempmary and p.manem bracing fed holding tramin astraightand plumbposition andforresistinglateralforcesshallbedesignedandinstalled by tubas. Careful handling is -vial and erresim bming is alaalt nNntired. Normal ps®diamary action red tresses r emit mcb temporary baemg dunes installation between trusses m avid toppling and dominoing. The mpetvision of eratioooftramthat] bemales the control of pe sodexperienced in the installation of nesses. Professionaladvice that] be sonatnt if n- dadConamratiot of ennarect mleads grainer than the design bads shall not be appliedtoteem a any time. No bads other, than theweight ofthe erocloachat] be appliedto tasteas tailalla all fastening andbasing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 11-12,10-11,8-10 WB: 2x 4 SP #3 2x 4 SP #2 3-11,5-11,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MA2:. REACTIONS PER BEARING LOCATION----- f-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1767 0 -861 B Pin 39- 8- 0 1 1766 0 -860 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 180 0.05 C 11- 5 1170 0.62 2-12 223 0.06 C 10- 5 1476 0.47 3-12 1481 0.47 C 10- 6 224 0.06 3-11 1169 0.62 C 6- 9 178 0.04 11- 4 - 382 0.09 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.56/828-1.10/420 4 Horiz. 0. 33 0.65 NA Max DL Deflection L/853 . -0.54 Long term deflection factor . 1.50 648 0- 6- 6 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, Ie, 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft We 40.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48. 0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5130 0.37 A 14-13 4616 0.78 2- 3 - 4967 0.41 A 13-12 4676 0.68 3- 4 - 5657 0.46 A 12-11 4546 0.78 4- 5 - 5657 0.46 A 11-10 4545 0.76 5- 6 - 4965 0.42 A 10- 9 4675 0.86 6- 7 - 5134 0.38 A 9- 8 4619 1.00 m Joint Locations- .............. 1) 0- 0-0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0. 5) 28- 8- 0 10) 28- 4- 5 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5130/2330,2-3.-4967/2220, 3-4.- 5657/2539,4-5.-5657/2539,5-6.-4965/2219, 6-7.- 5134/2332, HOT CHORD 14-13.-2004/4616,13-12.-2028/4676, 12-11.- 1769/4546,11-30.-1769/4545, 10-9.- 2028/4675,9-8.-2005/4619, Webs 13- 2.-76/180,2-12.-115/223, 3-12.- 532/1481,3-11.-459/1169,11-4.-382/354, 11-5.- 459/1170,10-5.-530/1476,10-6.-115/224, 6-9.- 73/178, 11-4- 0 17-4-0 41 11-4- 0 1 2 3 4 5 6 7 6.00 3.00 0-8- 0 12-10- 0 1767 40- 4) COSMETIC PLATES ( 2)3x6 (12)2%4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVE! TO Manondes Systems BssboG CONTRACTOR. BRACING WARNING: Brac-ing amOn this dating is rim ertatim bracing wind bracing penal bracing or similar bradngwhkb is pan of the building design and sticb must be considered by the building designer. Bracing show is fed lateral anppen of mass membersonly W 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 meallstructure may be raprirod. (Sex we-91 of TPI). Fwapaifk truss bracing repiremms, contact building desigo..(frass Mae maitum TPI is located a S33 4005 MARONDA WAY 13'Onofrio Drive, Madison, Wisconsin 57719} Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 MedAl B /L Chukbd+& FL 22796 lw4 6. 00 II- Eng Job: Dwg : Dsgnr: TLY Chk: TC Live 16.0 pef TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43. 0 vsf 6-2- 6 0- 6- 6 Face = 0- 2- 8 8-0 1766# 8. 00" 4) Scale = 0. 1576 WO: CHER3 TI: D 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-1422? Design: Matrix Analysis Frorile rains La\-Galt-LVa\1`1Dra\eIDDa\l:aafFi\a:D[SpNMAB n .a\a..ya,s Job:' CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:E Qty:2 I DESIGN INFORMATION This design is for anindividual Wilding compoom and hasbom based on information provided bythe dim. The desigaa disclaims any r..pmvbility for damages as . remit of (=try or incorrect information, specifications w designs famished to the troy designer by the cJim and the correctness or accuracyofthisinformation as it may rdue te specific Project and accepts no resp firility m exercisesoat controlwith regard to 66riestion. handling shipmm and cosullauoo of uao. This crua has been designed a an individual building component in accordance with ANSUfPI 1.2002 and NDS- 02 to be incorpmucd a put of thebuilding design by a Building Designer (registered arclitect or Professional agiom) When revrewvd for app 1 by the building designer. the design loadings shown most be checked to bemicethat the datashown art in agrcmm with the local building codeslocal climatic records for wind or mow bad& Project al-ificatiom or special applied bads. Unlm showm truss hasrut beendesigned for storage or occupancybads. The design assumes compression chords ( top or bottom) are mmi®wsly braced by sheathing unless otherwiu specified. W'bere bottomchords in tensioa are not fully braced laterally by properly applied rigidceiling, they should bebraced a amaximumspacing of l(r4r o.c. Coonecte, plates shall be co-futerred ft.20 Small, boadipped galvanized sued meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verifythat this drawing isin coufarmancewiththe fahricames plans and to rolin acontinuing responsibility for sucver h ification. Anydiurtprcaies are tobe putinwestingbeforecunningorfabrication. Planes Ball rot be installed over knotholes, knots or distorted grain. Members shall be mfortight fining wad to woodbearingCormmr plates shall be located on bath faces of the trues; with nails fully imbeddedandshall bes)R abase the jointadm otherwiseshow. A 514 plate is V wide x 4' long A 6.9 plate is 6' wide x 8' long. Slots (holes) me parallel to the plate length specified. Doable cats on web members shall mat a the cmmid of the win unless otherwise sbow. Connector plate sizes are minimum sizes based on the forces shown and may need to be incrusted for certain handling and/or erection suesse& This tress is ruttobe fabricatedwith fateretardsm created Lumber calm otherwise shown. For additional information on Quality Coatml refer toANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection necammendations arc to befollowed in accordance with 'Handling. Installiandng a aracisy'. wB-91. Tresses are to be handled with particular care during Wading andbundling delivery and ireWlasionceawiddamage. Tmporuyandpamananfbracingforboldingencasesin a straight and phumb position and fur resisting lateral fortes shall be designed ad installed by others. Careful handling is eamial and erection bracing is always required. Normal Prcamioouy action for trusses repine; inch tmpxuy bracing duringinstallation betwea woes to avoid toppling and dome ing. The tope vi of erection of trusses shall beanderthecentralof, experienced in the installation of trusses. Professional advice shall besought if needed. Coneoru tim of mnstmetianloads greater than the design Inds shall m be applied to trusses at any time. No bads other than the %' eight of the errrmes shall be applied to woes until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10- 12 WE: 2x 4 SP #3 2x 4 SP #2 3- 11,5-11,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAB. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -854 B Pin 39- 8- 0 1 1766 0 -854 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. Cr 13- 2 190 0.05 C 11- 5 760 0.32 C 2-12 310 0.21 C 10- 5 1478 0.47 C 3-12 1478 0.47 C 10- 6 310 0.21 C 3-11 760 0.32 C 6- 9 190 0.05 C 11- 4 -315 0.08 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.50/932- 0.98/472 4 Horiz. 0.32 0.63 NA Max DL Deflection L/959 . - 0.48 Long term deflection factor . 1. 50 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. Rat- 1.0 Bld Type. encl L. 58. 0 ft W. 40.0 ft Truss in INT zone, TCDL. 4. 2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O. C. From To BC 48.0% 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -5198 0.39 A 14-13 4690 0.80 2- 3 -4785 0.42 A 13-12 4733 0.67 3- 4 -5056 0.32 A 12-11 4358 0.68 4- 5 -5056 0.32 A 11-10 4359 0.68 5- 6 -4785 0.42 A 10- 9 4734 0.65 6- 7 -5199 0.39 A 9- 8 4690 0.76 Joint Locations............... 1)0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0. 5) 27- 4- 0 10) 27- 0- 5 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5198/ 2331,2-3e-4785/2140, 3-4.-5056/2311,4- 5.-5056/2311,5-6.-4785/2140, 6-7.-5199/2331, SOT CHORD.14-13.-2003/ 4690,13-12.-2020/4733, 12-11--1668/4358,11- 10.-1669/4359, 10-9.-2020/4734,9- 8.-2003/4690, Webs 13-2.-61/190, 2-12.-308/310, 3-12.-527/1478,3- 11.-305/760,11-4.-315/300, 11-5.-305/760,10- 5.-527/1478,10-6.-308/310, 6-9.-61/190, 12- 8-0 14- 8- 0 12-8-0 1 2 3 4 5 6 7 6.00 vR 7-0- 8 0 6- 6 Face = 0- 2- 8 3. 00 0-8-0 12-10- 0 17 8.00" 12-I1- 11 14 0- 10 6.00 3.00 Intl 5 4) COSMETIC PLATES ( 2)3R6 (12) 2R4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN 1'O ERECTING CONTRACTOR. BRACING WARNING: Dwg. M d ton der Systems Bracingorng down on this dewingisoaminobracingwindbndngports] bracing or similar bracing which is a port of Dsgnr : TLY Chk : the building design and which mostbeconsideredbythebuildingdesigner. Bracing show isfor lateralsupport ofbassmembersonlyto reducebucklinglength. Provisions most bemade to anchor lateral bracing at ads and specified TC Live 16 . 0 B f fixations determined by the building designs. Additional bracing of the overall structure (See w octu a may be respired. (Se-9] P orm).For Worifc trust bracing roquirmms, contact buildingdtsgnet.(TtmRate Imtim a TPI is bend al 593TC Dead 7.0 ps f 4005 MARONDA WAY D'Omfrio Drive. Madimt, Wisconsin 53719). Sanford, FL.32771L BC Live 10. 0 psf 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE MMS0068 BC Dead 10. 0 pef 367 MadnWon FL Chuhaota, FL 32746 TOTAL 43.0 psl 6-10-6 0-6-6 Face = 0- 2- 8 0_ 8- 0 1766# 8.08. 00" 4) WO: CHER3 TI: E9/ 24/ 2005 Scale = 0.1576 Lbr DF: 1. 25 Plt DFt 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Prorlle races c. xrice.-.n nvrrckUvvekw.naw w.mtaasraeawa Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:F Qty:2 I DESIGN INFORMATION This design is for anindividual building component and has been brad on information provided by de dicat. The design. disclaims any responsibility for damages a a remit offaulty oriueortat informatio , specifuaiom and/or designs furnished to the ones designer by the client and the correctness or accuracy of this information as it may relate to aspecific Project and accepts; no responsibility or aereisn onconnol with regard to fabriadon. handling, shipment and installation oftrussesThis nun has been designed a an individual building component in accordance with ANSUTPI 1-2002 and NDS- 02 to be incorporated a pan of the building design by a Building Design (registered architect or professional engine.). When Mimed for approval by the building designer. the design loading shown must be checkedtobesurethatthedatamownareinagee®at with the local building coda. local climatic records for wind or stow bads. Project specifeeatioN or specialapplied bads. Unless shown. ova has can been designed for storage or occupancy bads. The design asthma compression chords (top or bottom) arc eomiwmsly b,. d by d-thmg mica ah.wiu spmir, der Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they mould be braced at a maximumspacingof117-0, o.e. Connector plan shall be manufactured Dom 20 prig, hot dipped galvanized steel meeting ASfM A 653. Grade 10. artless otherwise mown FABRICATION NOTES Prior to fabrication. the fabricator mall review this drawing toverify that this drawingis incouformance with the fabricator's plans and to realize a cominumS responsrbility Cor such verifeation. Arty discrepaacinm to be pot in writing before cutting or fabrication. Mates mall rot be installed over kaorlales. lors or dinned grain. Member shall be em for light fining wood to woodbearing. Connector plate shall be located m bah faces of the um withNilefully imbedded andmall be sym. about the joinsunless otherwisemown. A Sal pine is5' wide a 4' long. A 6a8 Plate is 6' wide a 8' long. Slots (bola) run parallel to theplate length specified. Double cuts out web members shall men m the centraid of the webs unless otherwise mown Connector plate size ere minimum sin based co the forces mown and may needto be teased for certainhandling and/or.ectioo stresses. This truce is norto be fabricated with fire raardam tressed lumber unless otherwise mown. For additional infmmadem on Quality CmWI refer to ANSUCPI 1- 21202 PRECAUTIONARY NOTES NI bracing and aectim recommendations are to be followed inaccordance with 'Hand ling. Installing andBracing'. H10-91. Tmtse are, to be handled with particular are, during bording and bundlingdelivery andinstallationtoavoiddamage. Temporary and permanum Dazing for holding onsses in a straight and plumb positron and fr resisting lateral Cmen mall be daigned andinstalledbyothers. Careful handling is essentialand eaees mbracing is always required. Norval preautlomay actionforvussnrepairssuchtemporarybracingduringinstallation between bean to avoid toppling and domino4 The mpenisim of.mtim of uuaashag be under the control of, eperi-.d in the installation of bean. Professional advice mall be we& if oreded. Corazntntim of ennnnuim bads greater than the design Inds mall not beapplied to troan atcurry time. No bads other than the weight of the etectatn mall D< applied to trusses new afcr all fasteningand bracing a completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-12 WB: 2x 4 SP #3 2x 4 SP #2 2-12,3-11,5-11 6- 10,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5242/2322,2-3.-4594/2054, 3- 4.-4565/2121,4-5.-4565/2121,5-6.-4594/2054, 6- 7.-5243/2323, HOT CHORD 14-13.-1992/4740,13-12.-2003/47711 12- 11.-1564/4166,11-10.-1564/4166, 10- 9.-2003/4771,9-8.-1992/4740, Webs 13-2u-48/199,2-12.-526/393, 3- 12.-519/1472,3-11.-193/463,11-4.-239/242, 11- 5.-193/463,10-5.-520/1472,10-6.-526/393, 6- 9.-48/199, 7- 8-8 0- 6- 6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndl. od per ASCE 7-02, CRC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.01 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5242 0.40 A 14-13 4740 0.80 2- 3 -4594 0.44 A 13-12 4771 0.66 3- 4 -4565 0.27 A 12-11 4166 0.61 4- 5 -4565 0.27 A 11-10 4166 0.61 5- 6 -4594 0.44 A 10- 9 4771 0.64 6- 7 -5243 0.40 A 9- 8 4740 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.47/996-0.92/505 4 Horiz. 0.32 0.62 NA Max DL Deflection L/999 . -0.45 Long term deflection factor . 1.50 m•.. Joint Locations .......... uva- 1) 0- 0- O 6) 32- 5--2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0- 5) 26- 0- 0 10) 25- 8- 5 In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -847 B Pin 39- 8- 0 1 1766 0 -848 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. 13- 2 199 0.05 C 11- 5 463 0.15 2- 12 -526 0.38 C 10- 5 1472 0.47 3- 12 1472 0.47 C 10- 6 -526 0.38 3- 11 463 0.15 C 6- 9 199 0.05 11- 4 242 0.07 C 14- 0-0 12- 0- 0 14-0-0 1 2 3 4 5 6 7 6. 00 3. 00 0- 8-0 12-10- o 176 8 00" Kw4 6. 00 7- 6-6 066 Face = 0- 2- 8 0- 8-0 1766P# 58.00" 14- 3-11 11-4-10 14-3-11 jR1j 14 13 2 40- 0 0 ° 1 COSMETIC PLATES (-f ) 3 a(4) (12) 2s4 (R 4) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRA .(; TO BR GIVEN TO 1111 CONTRACTOR. BRACING III! Macon des Systems Bradntg mown on this drawing is out ereetim bracing wind °torn& portal bearing or similar !racing which is a part of the building design and which must be considered by the building designer. Erasing slaws is for lateral support of ones members only to reduce borkling lengb. Provisions most be made to anchor lam bracing a codsand specifiedlocations Zen.; ned by the building design. Additional bracing or theoverall mncmre may berequired. (See MB-91 of TPI).For specific buss bracing requirements. contact building desipa. f froaMae Institute. TPI is located as 583 4005MARONDAWAYDtloollioDrive. Madison. Wisconsin 53719} Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 11 ' "', PL Chuluots. FL 32760 Scale = 0.1534 Eng Job: WO: CHEK3 Dwg: TI: F Dsgnr: TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BCLive10.0 psf TPI-02/PBC-04 BC Dead 10.0 psf Code: FLA Design: matrix Analyeis rrOlale racnn c.Naaa-von v.orww Svc .Yaw Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:G . Qty:l e I DESIGN INFORMATION This design iffor an individual Wilding component and hasb® based on information ran, ed by theclient The designs disclaims may r - bility for damages a is small offaultyor inanities informnion. specifications adfor designs famished to the tross designer by the client ad the contractors or accy of this information a it mayrelate as a specific project and atteptsno rapow'biliry or nercises oncontrol with regard to fabrication, haadlwg, sbipmm cad inaallnionoftresses. This tress has ban ,',signed a an individual bailding eomponem in acwrdaaee with ANSVfPI I-2002 and NDS-02to be inampornrd a panofthebuildingdesign by Bcildiag Designer (registered arehilecl or profmdonal mgirsacr . whom reviewed fa approval by the building desigaa. ibe design loadings shown most be choked to be sorc that the data shown am in agTeemanl with thelocal buildingcodes lad climatic records for wind ornow loads. project specification a special applied loads. Unless showy am ba rot been designed for swage ar uccnpaacy loads. The design assumes compression chords (rep or broom) are contiaamsly braced by d-hing mlm otherwise gstcified. Where bottom chords in tension are not Pollybrad laterally bya property applied rigid ceiling, they sbn$d be braced in a masimom spacing of 10'-0' o.c. Comector plea shall be mus factored from 20 gunge hot dipped galvanized steel mewing ASTM A 653, Grade A mless otherwise shown. FABRICATION NOTES Priorto fabrication, thefahricnor shall reviewthis drawing to verily that this drawing is in coafomanca with the fabricames plans and to realize amominaing raposess inch verforcification. Anydiscrepancies are tobe pat inwriting before tatting or fabrication. Mites mall notbe iasalled over btromoles. torn errdrstoncd grain. Members mall be as for tight fining wood to wood boring. Conescom plates dull be located on baths fam of the tnsawith nails follyimbedded and shall be sins. sbaul thejoint onless otherwise dawn. A Us plats is 5' wide a 4' long A 6x8 plus is 6' wide a 8' long. Slots (bola) ran parard in the plate lengib specified. Double eau onwebmembersshahmeetathecenuoidoftheweunless othawise mown. Comecmr sign are mplateinimum sizesbased onthe fortis mown and mayneedto be increased for cation handling and/or cation assesses. This bag is rot to be fabricated with fee rcbrdam awed limber a dmi aherwifC shown. For additional information on QualityControl refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recammendatima nC to befblmwedinaccordancewith'Hand dling. Installing a Bracing'. FOB.91. Trusses arc to be handled with particular ae dining banding and hulling delivery and installation in avoid damage. Temporary and permanent bracing for holding bassi in a straight and plumb position and fa raiaiag lateral fortes rem be designed alms red by othos. Careful handling is essentialand set- bracing is dwa)s required. Normal preautiooary action for noses mpaira inch tamporary bracing during installation between amain to avoid toppling and dominating. The apavision of cationof ansses mill be coder the control of personsexperianced in the installation of trusses. Rofessimd advice mall be sought tr oadedC000maation cifomnioctiotr moll greater than the design Inds shall not beapplied to trusses at ivy time. No loads other than the weight of theerectors moll be applied to aorta mail after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 9-10 WE: 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.-5230/2298,2-3.-4469/1999, 3- 4.-4086/1922,4-5.-4470/1999,5-6.-5230/2298, HOT CHORD 12-11.-1964/4734,11-10.-1967/4757, 10- 9.-1506/4084,9-8.-1967/4757, 8- 7.-1964/4734, Webs 11-2.-35/193,2-10.-621/423, 3- 10.-502/1564,3-9.-1/2,9-4.-502/1565, 9- 5.-619/423,5-8.-35/194, Face = 0- 2- 8 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, 6xp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Res; Bracing Schedule: Chords Max O.C. From TO BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. TC. .. FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 -5230 0.41 A 12-11 4734 0.80 2- 3 -4469 0.36 A 11-10 4757 0.64 3- 4 -4086 0.67 A 10- 9 4084 0.79 4- 5 -4470 0.36 A 9- 8 4757 0.62 5- 6 -5230 0.41 A 8- 7 4734 0.76 Joint Locations ............... - 1) 0- 0- 0 5) 31- 7-12 9) 24- 1- 8 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 7-12 12) 0- 0- 0, In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Luc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -843 B Pin 39- 8- 0 1 1766 0 -843 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 193 0.05 C 9- 4 1565 0.50 2- 10 -621 0.49 C 9- 5 -619 0.49 3- 10 1564 0.50 C 5- 8 194 0.05 3- 9 2 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.54/862-1.06/437 4-3 Horiz. 0.31 0.62 NA Max DL Deflection L/887 . -0.52 Long term deflection factor . 1.50 15- 0-0 10-0-0 15-0-0 1 2 3 4 5 6 6. 00 3. 00 6x8 6x8 6. 00 3. 00 8- 0-6 0- 6- 6 Face = 0- 2- 8 0_ g_ Q_ 8 0 12- 10- 0 V 17 8.00" 1766# 8.00" 15- 4-8 9-3-0 15-4-8 1 _ 2 11 0 40- 0-0 0-0-0 7 1- 110-0 R 5 4) (11- 5- 4) COSMETIC PLATES (2)3X6 (12)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems B oaamwnWthi,dnwinsisnaerecaimbmdngwidbf,dngpond brngmd,u ndluhrngwhapotershe building dmgr and whichmost be consideredbythe building desipar. Bracing shown is for Weil appon ofauamembers only in remote bakling length. Provisions mast be made to anchor 'am bracing at ads and specified mcniom ddermmed by the building designs. Additional bracing of theavail] wmtme may be repaired. (Sec FBB-91 of TPI}For spmirw truss bracing rcgmi=cnl contact banding desigrsa.(Trna Plate laWnat. TPI is mend n 583 400S MARONDA WAY DChmof Otite. Madison. wiacmtin 53719> Santora, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0008 247 Mad tuna /L gWdiaoto. FL 32766 Scale = 0.1576 Eng Job: WO: CHEK3 Dwg: TI: G Dsgnr: TLY Chk: 9/24/2005 TC Live 16.0 psf Lb 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 Designs Matrix Analysis FrOrlle Yarnl e:i\lea-WA\repTa\YpDB \e.nBA)\a.a8aafraraAB n o\v.Fras Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:H Qty:l I DESIGN INFORMATION This design is for an individual building comprment and hasbeen based on information presided b) the diem. The designer disclaims any, raponability for damages as a result of rivalry or incorrect information, specifications and/or design Pomished in the tress designer by the client and the correctors; Of accuracy Ofthis infbrmamn u it may rclare in a specific project and accepts co responsibility w aercises m control with regard to fabrication, handling, shipment ad insullatioo ofvmsses. This tfass has been designed a an individual building component in record with ANSViPI 1-2002 and NDS-02 to beianrporued aspan ofthe buildingdesign by a Building Designer (regisused architect or professional engineer). When reviewed for approval by the building designer. the design lodiogs shown must be chucked tobe sure that thedatashownare inagreement with the local building codes. local climatic records for windor snow bads. project specificationsor specialappliedbads. Unlessshowy trusshas Out beendesigned for amage or occopeacy bads The design assumes compression chards (top or bottom) are continuously braced by sheathing udess otherwise specified. Where boom chordsin tension are not folly braced laterally by properly applied rigid ceiling theyshould be braced at a maximum spacing of lo'.W o.c. Connector plain shall be manufactured Dom 20 gauge hot dipped galvanized steel creating AST M A 653, Grade 40. udess otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall renew this drawingto verily that thisdrawingis in conformancewith the fabricru/s plain and in realize acontinuing responability, for mch verification. Any discrepancies are to be put in writing beRne coning or fabrication. Plates shall not be installed over kmtboles, koou or distorted grain. Membersshall bean for tight Bitingwoodto wood boring. Connecter, plates dull be looted on bah faces W thetruss with nails full imbedded and dull besym, aboutthejointmlessotherwised»w. A 5x4plate is 5' wide xVlong. A 6x8 plate is6' widex 8' long. Sbta (holes) run parallelto theplatelength specified. Doablecuts on web cr®hers shall meet it the centroid of the webs Orden otherwise dawn. Connector plate tiara are minimum elmbased onthe forces showy and mayneed to be increased for certain handling md/orcation nearer. This truss is ent to be fabricated with rue raatdam neared lumber odors otherwise show. For additional informationonQualityControl refer to ANSVTPI 1-2002 PRECAUTIONARY NOTES An bracing and auction recommeodatiom are to be fblbwed in accordance with'H>odling. baailing and Bracing', HlB.91. Trasses are to be handled with particular careduringbanding and bundling, delnep andinstallationloavoiddamageTemporaryandpermanent bracing for holding wises in a straight and plumb position and for resisting lateral force shall be designed and installed by others. Cref el handlhy is -aial and auction bracing is always regdued. Normal luressaionarT action for trussesteguhessuch tcmpwuy bracingduties im dlatioo baweeo mosses toavoid toppling and docrinoing. The sopavidonoferectionofreusesshall beunderthecontrolofpessmsexperiencedinthe installation ofanon. Professional advice stall be sought if.edd. Conecmntiw ofmuamctioo loads gaiter than the design loads dull era be :{plied in trusser in any time. No bads other than the weighs of the erector shall be applied to rases until after all fastening and bracing is TC: 2x 4 SP #2 2x 6 SP #2 3- 4 BC: 2x 6 SP #2 War 2x 4 SP #3 2x 4 SP #2 3- 8 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.-1329/972,2-3.-1208/793, 3-4.-1071/678,4-5.-1206/793,5-6.-1329/975, BOT CHORD 10-9.-816/1149,9-8.-676/1061, 8-7.-819/1148, Webs 2-9.-104/165,9-3.-44/288, 3-8.-2/12,8-4.-43/292,8-5.-105/165, f - 4- 3-15 0-6-6 I: 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. anal L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1329 0.25 A 10- 9 1149 0.29 2- 3 -1208 0.20 A 9- 8 1061 0.22 3- 4 -1071 0.23 A 8- 7 1148 0.29 4- 5 -1206 0.20 A 5- 6 -1329 0.25 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.11/999 4-3 Horiz. 0.01 0.03 NA Max DL Deflection L/999 . -0.06 Long term deflection factor . 1.50 Joint Locations ............... . 1) 0- 0-0 5) 16- 3- 0 9) 7- Ot 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 13- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift If Type 0- 4- 0 1 912 0 -560 B Pin 19- 8- 0 1 912 0 -560 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2- 9 165 0.04 C e- 4 292 0.09 9- 3 288 0.09 C 8- 5 165 0.04 3- 8 12 0.00 C 7-0-0 6-0-0 7-0-0 I 1 2 3 4 5 6 1q 912# 8.00" 6.00 OX1U L..O 6.00 pgi 912# 8.00" 20-0-0 10 9 8 7 1-9 20-0-0 -1-9 1- 1- EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2832 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Eng Job: Dwg= WO: CHER3 TI: H Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Braerngd dedp'a%t'khoismesealonb,advs,w;ndbndngpanes.radngecdstisfrlatest pponpertdthebuildingdingsandwldchmostbeconsideredbytheboildmgdesigner. Bracing shown is Ibrlateral support ofbuss DB :TLY Chk: r 9/24/2005 members only inreduce buckling length. Provisions must be made 10 anchor lateral bracing a ends and specified bcatimm determined by the building designer. Additional bracing of the overa0 aroctre may be required. (Sec HIB-9l orTPI).Pm specific cos bracing requirements, contact building desiguer.(Tres Plate lnaimm TPI is located 0593 D•Onoftio Drive Madison Wisconsin 53719). LiveTCLi . 16 . 0 B fP TC Dead 7.0 psf BC Live 10.0 pef BC Dead 10. 0 pef 1 TOTAL. 43.0 psf Lbr DF : 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPZ-02/FBC-04 Codes FLA v4 .7 .21-14632 4005 MARONDA WAY Sanford, Ft- 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. t10ENSE OWS0068 367 Madion FL Chuklets. FL 2276E Designs matrix Anasyeae rani a-ta1u: -- . •r-^ Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI:Hl Qty:l DESIGN INFORMATION This design is for an individual building compooem and hasbra based on information pmidrd by the diem. The designer disclaims any responsibility for damage a a result of faulty or income ct information. specifications and/ordesigns famished to the trna design= by the client and the correctness or accoracy, of this information asit may rdue to a specific project and accepts on responsibility a u=cixs on control with regard to fabrication. handling, shipment and installation oftrusses. Thisno has benddesigned asan individual Wilding compoom in accordance with ANSVr?l 1-2002 and NDS-0M to be incorporated a pan of the building design by a Building Design= (registered whilml or proresaanal engineer). Wbw revimod for approval by the building designer. the design loadings shown mug be checked to be sore that the data mown are b agremm with the local building codes. local climaic records for wind or mold bds. project spotificatiom or special applied bads. Unless mown ona has not been designed for storage or occupancy bads. The design assumes compression chow (top or bottom) are continuously braced by meshing onlea otbewise specified. Wherebottomchardsintensionarcoutfhllybracedlsaatlyby a property applied rigid ceilin& they mould be braced at . maximum spacing of lv-0' o.c. Convector plates dull be mamficmrcd from 20gauge but dipped galvanized star meeting ASTM A653. Grade A unless otherwise shown FABRICATION NOTES Prim to fabrication. the fabricator mall review this drawing toverifythat this drawing isin conformancewith the fabrieam/a plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fab6caioo. Plates shall not be installed over knwholes, knots or distorted gain. Members dull be aw for Light fitting wood to wood bearing. Connectorplatesshallbelocated onbothfaro of the torn with nails fullyimbeddedand shall be a)m. show thejoint enlen otherwise mown. A 3a4 plate is V wide x 4' long. A 6.8 plate is6' wide x 9- lung. Sits (holes) mat parallel to the plate length specified. Double cots on web members dull meet a the candid of the webs unless otherwise mown Connectorplate sizes areminimum sizes basedtomthe forcesmown and may needtobe increased for certainhandling and/or erstionnrea4 This wet is net to be fabricated with fate retardant treated lumber unless otherwise shown. For additional informstion on Quality Control refer to ANSVfPr 1- 2W2 PRECAUTIONARY NOTES All bracing and Minn ..commendations ate to be followed in accordance with'H=Ming. Imtalling and Br. cin{. HIB-91. Trusses m to be handled with particular areduringWiling and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holdingwanin a seraight and plumb position and for resiaing lateral forces shall be designed and installed by whoa Careful hadling is eamf.l andencaum bating . at sys noclut d. Normal precautionary action for nessa regoiea such temporary bracing during installation between truaa to avoid toppling and dominomg. The mptrvisin of erectionof mussesshall beunder the conmol of persons experienced inthe installation of tresses. professional advicedull be sought if needed. Cvoamntien of construction Inds pores than the design Inds shill not be applied totrusses at any time. No bad, was than the weight oftheerwm mats be appliedto creases until after m fsstening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP #3 2x 4 SP # 2 2- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCB 7-02, c&c, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 20.0 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. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-2317/800,2-3.-2048/698, 3-4.-2314/ 800, HOT CHORD 8- 7.-691/2017,7-6.-693/2030, 6-5.-691/ 2015, Webs 2-7.- 85/412,2-6.-5/21,6-3.-87/418, 4-1-2 0 - f 43 M 1466# 8. 00" 6-8-0 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) and Hip Jack Rafter framed to TC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 1,4 MAB. REACTIONS PER BEARING LOCATION----- E-LOC BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1466 0 -578 B Pin 19- 8- 0 1 1466 0 -578 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 2- 7 412 0.13 C 6- 3 418 0.13 C 2- 6 21 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 18/999-0.36/625 3-2 Horiz. 0.03 0.07 NA Max DL Deflection L/999 • -0.18 Long term deflection factor . 1.50 6- 8- 0 184.9# p 184.91E Joint Locations............... 1) 0- 0- 0 4) 20- 0- 0 7) 6- 8= 0 2) 6- 8- 0 5) 20- 0- 0 8) 0- 0- 0 3) 13- 4- 0 6) 13- 4- 0 TOTAL DESIGN LOADS----------- r Uniform PLP From PLP To TC Vert L+ D -46 -1- 0- 0 -46 6- 8- 0 TC Vert L+ D -77 6- 8- 0 -77 13- 4- 0 TC Vert L+ D -46 13- 4- 0 -46 21- 0- 0 BC Vert L+ D -67 0- 0- 0 -67 20- 0- 0 Concentrated LBS Location TC Vert L+ D -184 6- 8- 0 TC Vert L+ D -184 13- 4- 0 TC. ..PORCE..CSI. Cr ..BC. ..PORCB..CSI. 1- 2 -2317 0.36 C 8- 7 2017 0.86 2- 3 -2048 0.77 C 7- 6 2030 0.82 3- 4 -2314 0.37 C 6- 5 2015 0.86 6-8-0 6.00 -6. 00 20-0-0 f l 1466# 8.00" 383 0 44- 3 f a0 20- 0- 0 -ao 0-11-11 0 11-11) EXCEPT AS SHO PLATE ARE MiTek MT20 Scale=0.2843 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: Hl FMaronda Systems Braci.S.b_e-this drawing isnoi, -,b,.sing..idbrtong.portal bracing mdmilubrud g.aichis.Wof DSgnr:TLY Chk: 9/24/2005 the building designandwhichmustbeconsideredbythebuildingdesigner. Bracing mown is forlateralsupportoftroymembersonlym reduce buckling length. Provisions most be made to aahor lateral bracing at ends and apeci6ed TC Li160 a f Lbr DF : 1.25 n locatiodesm =bed by thebuilding de6pa. AmitimW bracing of tW overall to w= may be requ (sec IHB-91Live .P ofTpr).Forspmi6cmmabmingmquir®enMoontwt Wimingdmipa.(Tma PLuchwimm TPl s boned M583 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D'Oocfkio Div.. Mad m , Wig 5n19} O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf 407)321-0064 Fax (407) 371-3913 TPI-02/FBC-04 TOMIIS POND P.E. LICENSE 0+0050068 SC Dead 10.0 psf Code: FLA 367 Made -otk K Chuhlota, FL 22766 1 TOTAL 43.0 psf v4 .7 .21-14633 Design. Matrix AnalySIS Yrorlle YaLnl a;t\'l6a-WA\wOra\J Vas \<:a611J \a.a6t)N8aA8 A J\esa..prac Job: CHESAPEAKE R 3 CuBtomer:10# UPLIFT D.L. WO:CHER3 TI:I Qty:l ' DESIGN INFORMATION This design is for m iodiAmud building compeatem and has been based on information pmid d by the dint. The designer disclaimsany respoanbifty for damages asa result of faulty or incorrect information. specifications uWor designs furnished to the truss designer by the climb and thecoerecmess draccuracy ofthis inlmmAiou esit may rclne to a specific project and accepts On responsibility err a miva On control with regard to fabrication, handling sb4mmt and insallatioo oftrusses. This trust bas been designedas an imividual building eompenmt in accordance with ANSVPPI 1.2002 and NDS.o2 to be incorporated In, pan ortbe building design by a Building Designer (registered architect or poressiamal engineer). When revimvd fro approval by the building designer. the design bdings shown mat be checked to be sere that the data shown are in ageenrem with the local building codes, loth climatic records for wind or moorbads, project pe ifi ations - special applied bads. Unless shoay. cross has .Ot been designed for storage or Occupancy bads. The design assumes compression chords (top or bosom) are contimously braced by shnihing O.Im otherwiu specified. What, bottom chordsintension are om Pollybraced laterallyby properly applied rigid ceiling they should be braced at a maximum spacing of 10'.W o,c. Coonector Plata shall be mrnufacmred from 20 gunge batdipped galvanimd sled meetingASTM A653, Grade40, unless otherwise shown FABRICATION NOTES prior to fabrication, the fabricator shall -view this drawing to wiry that this drawing is in co.formrrce with therabric.mesplansand brealizea cootiming raponv'bility for such vcrifrcatim. Anydiscrcpan:.a arc to bepat inwriting beforecutting or fabrication. Plata shall rot be installed over knotboles. Ymts or dunned grain. Members shall be em fortight fittingwoodto wood baring Connector plates shall be bated on both fats of thetruss, with nails fully imbeddedand shall be 52m. about the joint ania, otherwise shown. A 5x4 plate is 50 wide x 4- long A 6x8 plate is6- wide x 8- long. Slots (bola) rut parallel to theplate length specified. Doable cots on web members shall Inner at the cmuoid of the webs unless otherwise sbo- Coonector plate sizes are minimum sires baud on the Cones shown and may need to be increased for certain handling and/or aectim aresses. This trust is sus In be fabricated with fire retardant treated lumber on]= otherwise show. For additional informmumon QualityCombat refs to ANSVrPI t•2002 PRECAUTIONARY NOTES All bracing and erection recommendations are tobe followed in accordancewith •Handling Installingand Bracing-. FHB-91. Trusses are In be handled with particular ore during banding and W.&in& ddnay and inuallatioo to avid damage. Temporary and permament bracing ror holding trusses ina insight and plumb positionad lbr raining lateralfarcesshallbe dedgtd and installed by Others. Catefal hadlivg is mmtiatand erection bracing is always required. Normal pretawioaary action for wsso requires such temporary basing during in. allnion berwcen truares to avoid toppling and domineing. The supervisionof erectionof masscsshall be coda thecontrol of personsexperienced in the imullation of trusses. Professional ach*c shall be sought tf nerds. Coocmtntioo orcondr.ctbn bads grata than be design loads shall not be applied to tresses at any time. No loads other than the weight of theerector shall be applied to trusses umil after all framing and bracing is complerd TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 WDGs 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAS. REACTIONS PER BEARING LOCATION----- x- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 912 -14 -521 B Pin 19- 8- 0 1 860 0 -445 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 9 209 0.10 C 8- 4 291 0.09 C 9- 3 285 0.09 C 8- 5 236 .0.10 C 3- 8 12 0.00 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, R:t. 1.0 Bld Type. encl L. 58.0 ft W. 20.0 ft Trues in INT zone, TCDL. 4.2 paf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1219 0.21 A 10- 9 1048 0.58 2- 3 -1035 0.22 A 9- 8 881 0.49 3- 4 -885 0.15 A 8- 7 1047 0.58 4- 5 -1029 0.22 A 5- 6 -1217 0.21 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.13/999-0.27/842 7-8 Horiz. 0.02 0.04 NA Max DL Deflection L/999 . -0.13 Long term deflection factor . 1.50 Joint Locations............... 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 In - Plant Quality Assurance with Cq. 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-1219/657,2-3--1035/557, 3- 4.-885/560,4-5.-1029/557,5-6.-1217/6741 HOT CHORD 10-9--492/1048,9-8 309/881, 8- 7.-515/1047, Webs 2-9.-188/209,9-3.-76/285, 3- 8.-3/12,8-4.-85/291,8-5.-191/2361 9- 0-0 2-0-0 9-0-0 1 2 3 4 5 6 6. 00 912# 8.00" 6. 00 860# 8.00" 20- 0-0 10 9 8 7 1- 9 20-0-0 1- 1- EXCEPTASSHOWNPLATEARE MiTek MT20 Scale =0.2928 WARNING: Bag Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: I LMaronda Systems Bracingaboanonthis dmsingisnot -6-brad.&w;dbad.& portal bracing orsimilar bndngwhichisapart or Deghlr:TLY Chk: 9/24/2005 Ihe building design and wt" mutt be considered by the building daig.er. Bracingshowy is roe latent support of trussmembers only to reducebuckling length. provisions mastbe made to anchor lateral bracing .1 suds and speeifrd locations determined by the building designer. Additional bracingorthe overall motto- may be require& (Sec HI11-9I TC Live 16.0 pe f Lbr DF : 1.25 orTP1).For specific cross bracing raryiremems, contact building designer.(Tna Plate Instimm TH is located at 593 P 1 t DF : 1.254005 MARONDi A WAY ErOoo . Dsiv4MadismWisconsio5371-4 TCDead7.0 pSf O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10. 0 paf 407)321-0064 Fax (407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE MOOS006H BC Dead 10.0. paf Code: FLA 397 MadaMon FL Chditurf+4 FL 32764 1 TOTAL 43.0 psf v4 .7 . 21-14228 Designs Matrix Analysis Profile Pata, x j\i.prx Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TIiJ Qty:3 I DESIGN INFORMATION This design is for an individual building component and has been based on information plaided by the client. The designer disclaims any responsibility, for damages as a result of faultyor incorrect iLfm otaion specifications and/ or designs famished to the min designer by the client and the correctness or accuracy of thisinformation as it may rdue in a specific project ad accepts on responsibility or exercise no control with regard in fabrication, handling dupmem and i rnallatioo of missyThis troa has been designed a an individual building component in wcoorth.,.e with ANSVrPI 1-2002 ad NDS- 02 in be incorporated a put of thebuilding design by a Building Designer (registered atchitat or profnsonat engmeo). when -wed for approval by m thebuildingdesigner, the design loadingsown man be checked to be sure that the data showri ate in agreement with the local building coda. local climatic records for wind or snow bads. Project specificatiom or special applied bads. Unless shown truss bat not been dea;ged for storageor occupancy load:. The designaavmes compression chords (top or botom) we continuously braced by sheathinguulat otherwise specified. Where bottomchordsintensionareourfullybradlatmllybyaproperly applied rigidceiling they shouldbe bracd u maximum spacing of tol.W o.c. Caonectm pinta shag be maimfacmred from 20 gauge but dipped galvanized sted meeting ASTM A 655. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator Ball review this drawing mverify I1,11this drawing is inconformance with the rmricamis plan and in realize a continuingresyocsnbinry for meltvoifxa An atioydiscrcpacinrc ato be put in wiling heron coning or fabrKnion. Plan ball not be maned Over lmotholes, knots or distorted grain. Members mall bead for tight fining woodto wood bearing. Connector platerslapbelocatedon both faecsofthe tros with uaibfully Imbddd mid shall be s)m, about the join anon Othawise mow.. A 5.4 plate is S wide a 4' bug. A bag plat is 6' wide a 8' long. Slav (bolo) run parallel to the plate length specified. Double cuts on, web members shall mat at the cmboid of the webs unless otherwise mow.. Cuoncctm plate sign are minimum sizes baud onthe forcesmow. and may tied tobe ine:eaad for certain handl;- antler erection tuu:n. This tram is ram in be fabricated with fire retardant treated lumber unless otherwise show.. For additional nfmmuion on Quality Control .1cr to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommeodi do ofareinbe followedin accordaocc with 'Handling 1 m 11ingad Boeing', 11I13- 91. Trusses are to be handled with particular sue during Wilingandbridling delivery and installationtoavoiddamage. Temporary and permanent bracing for hold;tigbusses ina straightad plumb position and forresisting lateral forces stall bedesign ad installed by othm. Careful banAling is amid and erection bracing is always required. Normal procauum try action for wan requires melttemporarytiming daring installationbetween tones to avid toppling and domivoing The supervision of erectionofbeanmallbeunder the control of persons experienced inthe installation of trusses. professional advicemall be sought H needed. Coecmratlun ofoonwmaioubads greater than the design loads shah oa be applied inmisses in any time. No (wads Other than the weight of the erectors shall be applied in bnssei until after all fastening and bracingis TC: 2x 4 SP #2 BC: 2x 4 SP 92 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.-1206/615,2-3.-991/508, 3-4.-991/ 508,4-5.-1206/615, HOT CHORD 8- 7.-466/1036,7-6.-466/1036, Webs 2-7.- 222/225,7-3.-169/610, 7-4.-222/ 225, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 15/999-0.30/745 7-8 Horiz. 0.02 0.04 NA Max DL Deflection L/999 • -0.15 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wnd[,od per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1206 0.19 A 8- 7 1036 0.76 2- 3 -991 0.21 A 7- 6 1036 0.76 3- 4 -991 0.21 A 4- 5 -1206 0.19 A Joint Locations ............... . 1) 0-0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 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 1 912 0 -502 B Pin 19- 8- 0 1 912 0 -502 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 225 0.14 C 7- 4 225 0.14 7- 3 610 0.20 C 10-0-0 10- 0- 0 PIV 1 2 3 4 5 6. 00 Pq 912# 8. 00" 4x6 oxa 00 PM 912# 8. 00" 20-0-0 1- 9 8 20-0- 0 6 - 0 - 1- 9 1- 1- 1- 1- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHENT. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems Be.dugshown en ad °in not on° rd°& wind b°b mr b w1debisaWof doe building design which must be considered by the building designer. Bracing shown is for laterm al ppm of sum membersonlyto bucklingtength. Provisions mustbe made to anchor lateral bracing a cods and specified be tiom daamined by the building desigotc. Additional bracing of the overall structure may be required. (See HIB-91 llof TPI).F. specifictrotsbracingrequu®ents. tomact bniMo;g desigoer.(Trna flue bsimte, tPl is located as 383 400S MARONDA WAY Donoftiio wive. Madison W;senmiti 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50068 267 Madaioa FL Chuhsdr* FL 32766 Scale = 0.2915 Eng Job: WO: CHEK3 Dwg: TI: J Dsgnr:TLY Chkt 9/24/ 2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf PIt DF: 1.25 BC Live 10.0 Psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Daf v4. 7.21-14233 Designs Matrix Analysis rros.aae raver 1.%.... w...v +vve.y- Job: CHESAPEME R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:J1 Qty:4 I DESIGN INFORMATION This design is for an individual building compound and hasbanbaseda information limidedby the client. The designer disclaimsmy responsibility for damages a a remit of fully a incorrect information. specifications armor designs famished to the trim designer by the client andthecorratnen oraccuracy ofthis information as it may relate ter. specific project and accepts m responn'biliry a e:ocisn m control with regard b fabrication, haodlin& shipment ad installation oftrvsscs. This Iron has been designed as an individual building componns in accordance with ANSVPPI 1.2002 and NDS-02 to be mcapaatd as part ofthe building design bya Building Design (registered architect or professional engineer). When rmicwd frr approval by the building designs. the design loadings shown most be chakd to be care thin the data show are in agre®em with the local building caA4 local climatic records fa wida mow bads. Project specifications or special applied loads Unless shown, truss bin an ben designed for garage a acapsay loads The design assumes compression chords (top a bottom) are comimmusly brad by sheathing tWas otherwise specified. Wherebottomchord, intension we rot anybraced laterally by . property applied rigid ceiling. they should be braced a amaaimrmspacingof10'-0' o.c. Caonectm plates shall be mamfacmred from 20 gage hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise dew.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing in verify that this drawing is in conformance with the fabricatnes plans and to malicea comiduing responabiliry for such verification. Any iitaepamies arc to be put in writing before coding a fabricalioo. Plato shall nor be im aned ayes knotholm kow; or dis reed gain. Membersshall be ernfatightriding wood towood blaring Connector plates shall be bold a bah faces of the torn with nails fully imbedded ad shall be sym. about the join unless otherwiseshow.. A 3a4 plus is 5' wide s 4- big. A 6arplate is 6' wide a r' long. Slots (boles) ran parallel to thepine length specified. Double coo a web members shall mea at the cemmid of thewebs unlm otherwise shown. Connector plate sizes are minimum ices based onthe forces show. ad may need to beincreased fa claims handling a.Na erecsion stresses. This flan is not to be fabricated with fire retadi nt treated limber unless otherwise shown. For addnetoal information a Quality Control refer to ANSVfPI 1. 20(12 PRECAUTIONARY NOTES An bracing and auction Iadmmedatlana are to befollowed in accordance with'Nmdling. Installing and Bracing', NIB-91. Trusses are in be handled with panimdar care during banding and huddling• delna) and imallatioo to avoid damage. Temporary ad Permanent bracing for holding classes in a straight ad plumb position ad for resisting lateral forces shall be designed it installed by others Cereal handling is essential and erection blaring is always nalui ad. Norval t reesmbmry action for model requvo Well temporary bracing daring installation between trusses to avoid suppling ad dominoing. The wpmrision of erectionof vassesshall be coder the control of permnsarpericiced in theimwladoon of irussn Professional advice shall be sought if minded. Cmrem udid of co ldicrion rods greater than the design loads shall not be applied to Ideal at any time. No loud, other than the weigh, of the scans shall be applied to bassesowl after all foaming ad bracing is TC: 2x 4 SP 92 BC: 2x 4 SP t2 WB: 2x 4 SP 03 WDG: 2x 4 SP 82 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCB 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 19.5 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 126 0.04 C 4- 7 155 0.04 C 2- 8 -323 0.20 C 7- 5 1046 0.34 C 8- 3 550 0.18 C 6- 5 -774 0.12 C 8- 4 -282 0.17 C MULTIPLE LOADS -- This design is the composite result of multiple loads. 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): 7 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2w-1245/591,2-3.-916/519, 3- 4.-921/524,4-5.-1191/558, HOT CHORD 10-9.-436/1061,9-8.-437/1057, 8- 7.-461/1022,7-6.-11/12, Webs 9-2.-5/126,2-8.-323/197, B- 3.-202/550,8-4.-282/224,4-7.-47/155, 7- 5.-434/1046,6-5.-774/422, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.07/999-0.14/999 3-2 Horiz. - 0.02 -0.03 NA Max DL Deflection L/999 . -0.07 Long term deflection factor . 1.50 Joint Locations---------- v••• 1) 0- 0- 0 5) 19- 5- 8 9) 5- 1- 0 2) 5- 1- 0 6) 19- 5- 8 10) 0- 0- 0 3) 10- 0- 0 7) 14-11- 0 4) 14-11- 0 8) 10- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- LOC BSet Vert Horiz Uplift Y Type 0- 4- 0 1 897 -29 -502 B Pin 19- 3-12 1 828 0 -421 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -1245 0.24 A 10- 9 1061 0.49 2- 3 -916 0.21 A 9- 8 1057 0.41 3- 4 -921 0.26 A 8- 7 1022 0.40 4- 5 -1191 0.26 A 7- 6 12 0.14 10- 0- 0 9-5- 8 j 2 3 4 5 6. 00 897q' 8.00" 4x6 XZj 6. 00 828A. 50" 19- 5-8 10 9 8 7 6 1_ 9 19-5-8 EXCEPT AS SHOWN PLATES I-1- Mek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING IRACTOR. E111 WARNING: DWg' M aron da Systems Bracing shown onthis drawing isnot erection bracing. wind bracing• paw bracing a similarbracing which I.a putofDsgnr : TLY Chk : thebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing show. is 1br tam support of mesa crabs only to reducebalding length. Provisions mustbe madetoanchorlateralbracing at ends and specifiedTC Li16 . 0 a f butims danminedbythehaildmgdesigner. Additional besting of the overallsincmre mayberequired. (SecLive MB-9IPof TPI). Faspecific Ilanbracing re qul®nu. mmacl building dmgns.(rrunPlate Itmimte. TM is land at 593 TC Dead 7.0 ps f 4005 MARONDAWAYD*Onoriio Drive. Marina. wiscrosin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321. 0064 Fax (407) 322.-3913 BC Dead 10.0 pas TOMAS PONCEP.E. LICENSE OWS0068 367 P1 I -- FL pukaPts. FL 22764 1 TOTAL 43.0 psf Scale - 0. 2509 WO: CHER3 TI: J1 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-1423° Design: matrix Anaaysis r...... race,: •.; %son-,.s.a.- . -r.,. Job: CHESAPEAKE K 3 Cuatomer:10# UPLIFT D.L. WO:CHEK3 TI:J3 'Qty:l I DESIGN INFORMATION This design is for an iodividcal building mmponerd and has been based oninformation presided by the diem. The designer disclaims any responsibility for damages as a resah offaulty orincorrect informatio4 specifications and/or designs famished to the tress designs by the client and the correctness or accuracy of this information AS it mayrtlate in aspecific project and accepts on respooabiliry or exercises anconned with regard ag. fabrication. handling, shipment andinstallationofterm a This no hasbeen designed aanindividual building component in accordance with ANSVIPI 1-2002 and NDS-02to be incorporated a panofthe buildingdingo by a Building Designer (registered architect or professional rngimer). Wbenrevkvred for approval by the building designer. the design loadicp shown mast bechockedtobeCarethinthedatashowareinagreement with the local building coda local climatic records for wind or smw loads. Project spociftcatiom orspecial applied loads. Unless shown. wen has oat been designed. br storage oraccepaocy bads. The design assumes compression chords (Cap orbosom) art continuwsly bracedby sbnthiag mks otherwisespecified. Where bottom chords in term o are am fully braced laterally by a property applied rigid ceflm& they sbarild be braced at a maximum spacing of I a4' O.C. Contractor Plata shall be mamGctared hum 20 gage her dipped galvanized sted meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance withthe fabricator's plans and to Italia a comioning responsiWiry for such verification. Any discrepancies are in be pet in writing before costing on fabrication. Plata shall min be ;-. lied over knotholes, terms ordistorted grain. Members stall bead for tight fining woad to woodharing. Connector pates shall be bated on bah tics of the torn with rails fully imbedded and shall be s)m. show the join mho otherwisedawn. A3x4 pate is 5' widex 4' long. A 6.8 plate is 6' wide . 8' long. Slots (bola) ran parallel to the plate length spre;fred. Doable cum on wcb member shall meet in the crmboid of the webs unless otherwise shown. Camoctor pine Sias are minimum dm based on the forces shownand may oeed to be itrcnased for certain handling and/or action straw Thisrest is am to be fabricated with fire reardam treated lumber unless otherwise shown. For additional information on Qualiy Control refer in ANSIlrP1 1-2002 PRECAUTIONARY NOTES All bracing and erectiae recommendations are to be followed inaccordance with'Handling. Installingand Bracing% HIB-91. Tresses are to be handled with particular ave duringbanditrgandlamdlitg, dethery sadinstallation to awid damage. Temporary and permanent bracing for holding trassa inastraightandplumb position andfor resisting lateral forces shall be designed and installedbymhmcacfblhandlingis -;d and erection bracing is always regrind. Normal premnimury action for trusses repirus such temporary bracing during installation between frames to avid toppling and dominoiog. The super sic n of ereetioa ofariaWall beundo the control of pamm experienced inthe installation of tmffes. Professional adviceshall be songm if correct. Concentration of aasnsction Inds pater than the design Inds . hall m be applied to trucc es at any time. No loads other thanthe weight orhere sectors shallbeapplied in trusses omit after all ftstraing and bracing is mmpltcd. TC: 2x 4 SP 82 BC, 2x 4 SP ®2 WE. 2x 4 SP #3 2x 4 SP B2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. MA%. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 898 236 -478 B Pin 19- 8- 4 1 835 0 -383 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 8 204 0.05 C 7- 5 1741 0.61 C 3- 8 719 0.23 C 6- 0 98 0.69 C 3- 7 170 0.10 C 0- 5 7325 0.34 C 7- 4 -299 0.06 C 1- 0 640 0.21 C Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 19.5 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-2225/1158,2-3.-2056/1002, 3-4.-1796/ 836,4-5.-1796/836, HOT CHORD 1- 0.-739/1323,0-8.-1199/2003, 8-7.-996/ 1914,7-6.-91/160, Webs 2-8.- 108/204,3-8.-256/719, 3-7.-126/ 170,7-4.-299/231,7-5.-793/1741, 6-0.0/ 98,0-5.-325/242,0-0.-412/149, 1-0.-468/ 640, v..Joint Locations ............... 1) 0- 0- 0 4) 13- 4-12 7) 13- 4-12 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 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). 7 TC. ..PORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2225 0.26 A 1- 0 1323 0.38 2- 3 -2056 0.29 A 0- 8 2003 0.52 3- 4 -1796 0.29 A 8- 7 1914 0.55 4- 5 -1796 0.29 A 7- 6 160 0.26 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 13/999-0.26/860 4-3 Horiz. 0.04 0.09 NA Max DL Deflection L/999 . -0.13 Long term deflection factor . 1.50 7-4-0 12-5-0 Ir 1 2 3 4 5 6.00 3. 00 0- 8-0 898# 8.00" 835# 1.50" 7- 7-12 11- 9-12 9 8 7 6 1-9 19- 9-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a non desSystems Bringshown m this drawing isnet armor, boxing. wind boring. portal bracing m rimdar bracing which is a part ofthe building chip and which m- be considered by the beildin desigoa. Bracing shown is Rat Iaterd mpp- of wen member ontyto redce bckling lagsh. Rovisians m- be made to anchor W.M bracing a ads and gwirted location determined by the building designs. Additional truing of the overall structure maybe required (Sac H19.91 ofTW).fr_ spoil_ roes timing re4ufrememi comact beildag desipur.(Tmss Wane bmimte. TPI is located .1533 4005 MARONDA WAY13T3mftbDane, Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWSO068 267 wadies FL gWloabi, FL 32766 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16. 0 Pall! TC Dead 7. 0 paf BC Live 10. 0 paf BC Dead 10. 0 paf Scale = 0.3097 WO: CHEK3 TI: J3 9/ 24/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Designs Macro wnalyeie rrvaaaar raw: 1. - t.,.,.,. .- .r Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:X Qty:3 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ................. - This design is fur anindividual building wmpomanaW BC: 2x 4 SP #2 composite result of multiple loads. I) o- o- 0 6) 20- e- 0 11) 8- o- o has been basedOninformation ptaiMdbythe client. TMWB: 2x 4 SP #3 WndLod per ASCE 7-02, C4C, V. 125mph, 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 designer disclaims myrespombilityfordamages 0A WDG: 2x 4 SP #2 He 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 11offaulty Orincorrect inimmatimspecirkmiom 2x 4 SP 03 0- 0,0- 0 Bld Type. encl L. 58.0 ft W. 20.7 ft Truss 4) 13- 4- 0 9) 13- 4- 0 and/or designs furnished to the tons designer by the client and the correctness oraccuracy ofthisinr= stiwasit All COMPRESSIONChords areassumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef 5) 16-11- 0 10) 11- 4- 0 may mice to a specific Project and acccpu no continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq. 1 responsibility or esecisu no control with regard to MAX. REACTIONS PER BEARING LOCATION----- Bracing Schedule: FORCES (lb) - Max Compression/Max Tension " fabrication, handlin& d petemand installation oftrvsses x-Loe BSet Vert Horiz Uplift Y Type Chords Max O.C. From To TOP CHORD 1-2.-398/0,2-3.-450/379, This truss has been designed a ao individual building 0- 4- 0 1 226 139 - 27 B Pin BC 72.0• 8- 0- 0 11- 4- 8 3-4.-1172/1532,4-5.-429/656,5-6.-207/295, mmpoomtmaccordance with ANSVrPl1-2002and NDS-02tobeincorporatedasPat ofthe building design 11- 6- 4 1 1656 0 -1214 B H Roll Bracing shown is for visual purposes only. HOT CHORD 13-12.0/311,12-11.0/310, by. Building Design. (registered architect or PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 11-10.-444/585,10-9.-565/530,9-8.-229/229, pmfenonil ertgneer). When resmama r. approval by PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 2 -398 0.13 A 13-12 311 0.20 8-7.-221/224, dhow the building designer. the design loadingow mostbeWEB. 12- 2 164 0.05 C 10- 4 -1561 0.56 C 2- 3 -450 0.32 A 12-11 310 0.13 Weber 12-2.-24/164, 2-11.-343/202, chocked to be sort that the datasb-are inagreement withthelocal boilzcodeslocal climatic records for 2- 11 -343 0.13 C 4- 9 223 0.07 C 3- 4 1532 0.50 A 11-10 585 0.28 11-3.-399/583,3-10.-1082/831,10-4.-1561/1301, wind or snow loadspmi=tspecifx+tiwsmwaul 11- 3 583 0.19 C 9- 5 -383 0.13 C 4- 5 656 0.33 A 10- 9 -565 0.24 4-9--182/223,9-5--383/346,5-8.-133/209, applied load&Unless daowntmsshas ON been designed 3- 10 -1082 0.31 C 5- 8 209 0.07 C 5- 6 295 0.16 A 9- 8 229 0.17 GLOBAL MAX DEFLECTIONS--------- for storage or Occupancy bads The design assume 8 - 7 2 240.17 LLTL compression chords (top m bottom) ere contimously in./Ratioin./Ratio Jat (9). bracdbysheahingnwmotherwisespair.d. what bomm chords in torsion ere outfullybradlaterally by a I.Span-0.03/999-0.04/999 3-2 propertyaPPlid rigid ceiling they should be brad as a R.Cant.-0.11/999-0.21/519 7 mavmrm spacing of I17-0' o.c. Canoatm Plates shall be HOr i z . - 0 . - 0 . 07 NA mamfacmmd ft. 20 gauge but dipped gah-ized steelMaxDLDeflectionL/999 -0.01 meeting ASTM A 653. Grade 40. unlessotheraise shown 13-4-0 7- 4- 0 Long term deflection factor . 1.50 FABRICATION NOTES Rim m fabrication, the hbricatc, shall mvim this 2 3 4 5 6 dtaaing to verify that this drawing is in coolmmmce with the fabricators plansandm rcilice s comtiming 6.00 6. 00 repoan"bility for sack verification. Any discrepmcie ere to be putinaritivgbermecuttingafabrication. Plate shall oat be ianalld Over knotholes knots oc diuond 5x6 grain. Members shall be on for tight fitting wood m wood hearing. Connector Plies shall belocatedonboth faces of theminwithnailsfullyimbeddedAMshallbesym. aboutthejoinstolesothwiacmoan. A5xa Plateis5' wide a4- long. A6a8 plat, is 6' aides8- fang. Sldts ( hole) to the plate length sPecibd. Double cats on memberseb membshall meet atthe centmid ofthe webs odesothns 2-6 C.-un plate sim ae minimum mwnsi erwise oon 3x44k3x4Paralleleown. based the fumshandmayneed mbeincreasedfancertainhandlingandlmemtiontheses. ax6a6-6 This true is om to befabricatedwithfiremurdambeardlumberodeserman.othwise oP r additional7-5-15information onQuality Control rerer mANSVfPI6x8I.2W23x4x PRECAUTIONARY NOTESAll bracing and erectionraommendat.ons are tobe a 6- 6 3- 0 3- 0-0 fbll-d in accordance with'H,ndling. lmtallingand 5x6 Bracing'. IUD.91. Trade ere m be haodld with particular ere during balling and bundling, ddnery andinstallationtomiddamage. Temporary and Permanent bracing forholdingbnseainaartigtuandptamb 2x45x8positionandfmreiningWersl force, mill be designed 10.80and installed by whom CarefulhandlmgisessentialandaNimbracingisalwaysrequire& Normal prey diooatyactionforwswregainsracetemporarybracingduringma allaion between tenses to mid toppling and domiwing. The supervision of erection oftensesshall be under the control or penom experienced in the 3-4-8 92innillaionoftenses. Rofcsaoniladvice mall be mgbt 226# 8.00" 165 3.50" ff meld. Cowentma o of constrtanfon loads greater than the design roads mall not be 8*xd to tmsm at anytime 8-0-0 3- 4-0 9-4-0 No loads other than the weight of the damn shall be Al3 0 9 8 7 to untilafter w fastening and bracing is12 1a*a 1_9 20-8-01- CANT. 9- 0- 0 I - COSMETIC PLATES (2)3X6 (4) 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 1": Md ion d a Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing mo"a m This °'awing is m erMion bracing. windbracing. portal boring a similar bracing wiich is a part of e building deign and wtich most be considered by the building designer. Bracing moanis (br lateralrapportorhnsDegnr : TLY Chk : m®bon only m reduce buckling Imph. Provisions man be madem mcbor in" bracing a ends and sPecif eel Live 0 f TC Li16 locations determined by the boihliog designer. Additional bracing of the overall mature may be mgaird. (Sat NIB-91P84005MARONDAWAYSanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 Medsioo FL pWiwlaa FL 32766 of TPI).rw specific truss bracing requirements contact building desiper.(Tras Plate institute. TPI is located a 583 D'OnoOioDrivahfadimnWisconsin 53719} TC Dead 7.0 ps f BC Live 10.0 pef BC Dead 10.0 0pef ITOTAL 43.0 PSI Scale - 0.2275 WO: CHER3 TI: X 9/24/ 2005 Lbr DF: 1.25 Pit DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC- 04 Code: FLA Designs Matrix Analysis rroriie racna Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R1 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ere•.. Joint Locations ............... - BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 15- 4- 0 9) 11- 4= 0 ThisdeagnisC.anindividiulbuildingcomponmand bit been based mu information pronidedbythe dxm.The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V- 125mph, 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 dmgn. disclaimsanybponabiliryfor damages ue WDGs 2x 4 SP #2 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 11offwhyorincorrect mformnioaspecifications 2x 4 SP #3 0- 0,0- 0 Bld Type. encl L. 58.0 ft W- 20.7 ft Truss 4) 11- 4- 0 8) IS- 4- 0 + amor designs Ounished to the buss designer by the clim AllCOMPRESSION Chords are assumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf In -Plant Quality Assurance with Cq. 1 and the torridnessorsaaracyofthisinformationaitmayrelateto aspecific project andaccepts on continuously bracedunless noted otherwise. Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION ----- respoembilityornescisesoncontrol with regard m FORCES (lb) - Max Compression/Max Tension Bracing Schedule: X-Loc BSet Vert Horiz Uplift Y Type a Fabric,oamm eanwm&' ymenta'msallationofmows TOP CHORD 1-2.-383/121,2-3.-485/360, Chords Max O.C. From To 0- 4- 0 1 226 139 -17 B Pin This bass has been designed awas individual building 3-4.-1225/1482,4-5.-1019/1274,5-6.-340/446, BC 72.0• 8- 0- 0 11- 4- 8 11- - 0 -1280 B H Roll 64 1 1655 component inacconcewithANSVFPl1-2002and NDS-02tobeincorporated npan ofthebuilding design BOT CHORD 11- 10.-49/299,10-9.-474/639, Bracing shown is for visual purposes only. PROVIDE UPLIFT CONNECTION PER SCHEDULE by Building Desigoa(regiued'rthitect or 9-8.-329/361,8- 7.-336/365, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. WED. ..FORCE. .CSI. Cr .WEB. ..FORCE..CSI. Cr proressional enpneci). Wbeet 1CYiewod ltr'pproval by Webs 2-10.-279/ 221,10-3.-462/667, 1- 2 -383 0.23 A 11-10 299 0.32 2-10 -279 0.11 C 9- 4 -829 0.18 thebuibmgdasgnvWedargobadipshownmos`be 3-9.-1042/836,9-4.-829/725,9- 5.-1130/987, 2- 3 -485 0.26 A 10- 9 639 0.33 10- 3 667 0.21 C 9- 5 -1130 0.52 chucked to be sure that the data show are in agreement with the local buildingcodes, local climatic records for 8-5.- 133/214, 3- 4 1482 0.32• A 9- 8 361 0.22 3- 9 -1042 0.30 C 8- 5 214 0.07 wind orsmvloads. Project specifeationsorspecial GLOBAL MAX DEFLECTIONS--------- 4- 5 1274 0. 33 A 8- 7 365 0.24 applied loads. Unless shown tma has not been daigod LL TL 5- 6 446 0.33 A for stmage or occupy W4. Th, dmgo assumes in./Ratio in./Ratio Jnt(s). compression chords (top or bom a) are continuously braced by sheathing unlessotherwisespecified. Where I.Span-0.10/999- 0.19/659 10-11 bottom cbmds in tension use on folly braced laterally by a R. Cant.-0.13/820-0.26/418 7-8 properly applied rigid ceiling' they should be braced at a Hor i z . 0.03 0.06 NAmaximum spacing of 10•-W o,c. Countctor Plates shall be c a u factored from 20 gulp, but dipped galvanized need Max DL Deflection L/999 -0.10meeting ASTMA653. Grade 40. unless aherwisc mown Long term deflection factor . 1.50 11-40 4-0-0 5-4-0 FABRICATION NOTES 2 3 4 5 6 Prim to fabrication. the fabricator stall anew this dewing to vaifj• that this drawing is in conformance with 6.00 the fabricaoesplusd atorealize a come®ing responsibility for such vairrstion. Any discrepancies are4x8 to be pat in writing before tatting or fabrication. Plates 4x6 shall nobeinstalledoverknotholesknotsordistortedgrain. Member shall beadfuntightBniogwoodtowoodhaing. Connector plates shall be located on both faces of the truss with nails fully; and shall be syun. about the joint unless otherwise shown. A 5x4 plate is 5' wide : V long. A 6x8plate is 6 wide x 8' ling. Slots (boles) 3x4 3-2-6 On ra n parallel to the plate length specified. Doable eau on 15x6,, webmembersmembersshallmenthecmnoidofthewebss0-6-6 shown. own. Connector plate sizes are minimum aidesbased on the fortes shown and mayneed to be le- IZZ incresscd fm ceruinhardimg andlorerection stresses. with roetional treated Thistrusts is nottorw6- 5-15 2x4 ylllC' se shcatd lumber odesotherwisemown. Foradditions) 2x4 information on Quality Control refer to ANSVfPI1.2002 PRECAUTIONARY NOTES 3- 3-0- 0 All bracing and aecdoo recommendations are to be 0-6-6 5x6 followed in accordance wim'Handling, installing and Bating'. MB-91. Trusses arc to behandledwithparticularereduringbandingand bundlin& dclnery and installationto avoid damage. Temporary and permanent 5x8bracing for holding uaaes in a straight and plumb. and for resusug lateral forcesshallbedesigned10.80 position ad installed byothes. Careful handling is essential and erection bracing is alwaysrequired. Nomui prmutimury action for sasses rcqu6o suchternpnnry bracing during inswinion between tastes to avid toppling and do of aing. The mpmision of erection of basses mall be under the control of persons caperienced in the 3- 4- 8 installation oftrusscs. Professionaladvicedullbesought226# 8.00" 16 33.50e, if ocadrd. Cootmtmion ofcommute m loadsgrater than the design rods Mali notbeappliedtotressatsoytins,. 8-0- 0 3-4-0 9-4-0 No lids other than the weight cf the crectoe smB be 8 applied to urine until afterallfastening and bracingis 1110 9 completed. 1-1-9.. 20-8-0 I- 9V CANT: 9- 0- 0 COSMETIC PLATES (2) ft 1(' EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Ding. Ma ro n des Systems ERECTING CONTRACTOR. BRACING WARNING: anteing mown on this drawing is rotereetton bacnA wind bmdng, portal bracing or similar bracing which is a pas of the Wilding design and which must be considered by theWilding designer. Bating shownisrotlateralsupportofonaDsgar : TLY Chk : membaa only to reduce buckling length. Provisions must bemadeto anchor lateral bracingatendsandspecifiedTCLive16 . 0psf Plocations determinedby thebuildingdesigner. Additionalbracing of the overall structure mayberequired. (See 10B-91 4005 MARONDA WAY Sanford, FL32771 407) 321-0064Fax (407) 321-"13 TOMAS PONCE P.E. LICENSE 0000SOD68 3117 Madiak /L Ct UkWt9.FL i2Tii of TPl).For Weeife buss bracing requirements. contact Wilding dcupre{Trust Plate instione TH islocated as583Donofrio odm Mdime, Wisconsin 53719> TCDead 7.0 ps f BC Live 10.0 psf BC Dead 10.0 psf I TOTAL 43.0 psl 1- Scale = 0.2688 WO: CHEX3 TI: X1 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C:: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Designs Matrix Anaty6ae rat vaaao ruin, ..,auu-a,vws..,,... s................ ........----_- -. - : Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R2 Qty:l ' DESIGN INFORMATION Thisdesign is for an individual building component and bas been based m information provided by the client. The designer disclaims my responsibility for damages as a result of faniry or incorrect information specifications and/ordesigns famished to the truss designer by the client Ed the correctness or accuracy ofthis informaton a it may relate to a specific project and accepts m retphonsibiliry err aacis, on control with regard m fabrication. bandlin& shipment and installation oftmsses. Thisam has been designedas a individual building wmm in acemda•-e wins ANsirrpi 1-2oo2 and NDS- 02to be incorporatedas putof thebuilding design by aBuilding Designer (registered architect or professional mgincer). what reviewedfor approval bythe building designer, the design loadings bown mast be checked to be rare that the data shown are in agreemm with the local building codes, local climatic roads for wind or mow bads, project specifications m special applied buds. Unless shownmass has rot beendesignedfa storage or occupancy loads. Tbc design assum. compression chords (hop or broom) are com;®aasly braced bysheathing anlessotherwisespecified. where bomm chords intmsiaa are not fully braced laterallybya properly appliedrigid ccifiog they shouldbe braced at a maximum spacing of 1010' o.c. Comecta pines shall be mamftcmred cam 20 page ha dipped galvanized aed mining ASTM A 633. Grade 44 holm otherwise shown. FABRICATION NOTES Prig m fabrication, the fabricator shall review this drawing toverifythatthis drawingisin conformance with the fabricators plans and to realize a contionieg responsibility floe such verification. Any discrepancies are to be pat in writing before casting or fabrication. Plies shall rot be installd ova knotholes, knots or distorted gain. Members shall be cut for Light fitting wood to wood hearing. Connector plates shall be bold onboth face ofthe truss with mils filly imbedded and dullbe sum. about thejoinholmotherwiseshownA5e4plateis3• wide x 4' long. A 6xgplate is6' wide xV long. Slats (bola) ran parallel to the pine length specified. Doable cuts on web members shallmeet at the ctmoid of thewebs unless otherwise $ be t:mnecm plate span arc minimum ricer based m the forces shown and mayneedm be creased fa ccrum handling and/or eratia t tmessr, This oassis rotto be fabricatd withfoe retardant validlumber unless otherwise shown. For additional information on QualityControl refer. on ANSVfP1 1. 2002 PRECAUTIONARY NOTES All bracing and .atim recommendations are to be followed in accordance with *Handling bungling and Bracing'. FDB.91. Train ate to be handled with particularareduringbandingandbundlingdeliverandinatillniontoavoiddamage. T®pmary and permaom bracing for holding trueres in a straight and plant, positionand fa "sistuy bacrA Cones shallbe desigoed and installed by others Careful handling is esssmial and erection baring is always required. Normal precautionary action for wss, require meb tathporay bracing during installation betweat hones to avoid toppling and dominoing. The mpa ision oferectionof onssnshallbeand. the controlof proms experientd in thein"latim of mess,. Professional advice shall be caught if needed. Cooamsation of atmnsaimlords grata than the design loam aball ua be applied to otsscs at any Lim. No loads other than the weight of thetaamra shall bemonied tomuss, until after an fastening and bracing is TC: 2x 4 SP # 2 BC: 2x 8 SP # 2 2x 4 SP #2 4-10,7- 9 WE: 2x 4 SP # 3 WDG: 2x 4 SP # 2 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, C4C, V. 125mph, H. 15'.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L- 58.0 ft W- 20.7 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/ or Glazing Req FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 913/549,2-3.-714/400, 3-4.-54/9, 4-5.-54/9,5-6.-887/351, HOT CHORD 13-12.- 545/780,12-11.-292/558, 11-10.-39/17, 10-9.-2400/804,9-8.-294/790, 8-7--285/776, 9-4--458/186, Webs 2-12.-217/ 381,12-3.-487/52e, 3-11.-170/392, 11-9.-344/1354,3-9.-506/183, 9-5.-791/361, 8-5--154/266, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.05/ 999-0.11/809 5-4 Horiz. 0.02 0. 03 NA Max DL Deflection L/ 999 - -0.05 Long term deflection factor - 1.50 5- 545 0- 6- 6 EXCEPT AS SHOWN 746# 8PN.00" Plate( s) OFFSETfrom joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 9 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 746 203 -628 B Pin 12-10- 0 1 2642 0 -849 B H Roll 20- 6- 4 1 623 0 -351 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 10- 9 -2400 0. 34 C 11- 9 1354 0.43 C 9- 4 -458 0. 05 C 3- 9 -506 0.17 C 2-12 381 0. 10 C 9- 5 -791 0.37 C 12- 3 528 0. 21 C 8- 5 \ 266 0.09 C 3-11 392 0. 10 C 9-4-0 8- 0-0 2 3 4 6. 00 5x6 2x4 16x8l 2642# 4.00" Joint Locations ........... ..•_ 1) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 4- 0 3) 9- 4- 0 8) 17- 4- 0 13) 0- 0- 0 4) 13- 0- 0 9) 13- 0- 0 5) 17- 4- 0 10)'13- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D - 46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D - 118 13- 0- 0 -118 17- 4- 0 TC Vert L+D - 46 17- 4- 0 -46 21- 9- 9 BC Vert L+D - 40 0- 0- 0 -40 13- 0- 0 BC Vert L+D - 79 13- 0- 0 -79 17- 4- 0 BC Vert L+D - 40 17- 4- 0 -40 20- 8- 0 Concentrated LBS Location TC Vert L+D - 120 17- 4- 0 BC Vert L+D - 1449 11- 7- 4 BC Vert L+D - 79 17- 4- 0 TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -913 0. 31 C 13-12 780 0.23 2- 3 -714 0. 28 C 12-11 558 0.22 3- 4 -54 0. 46 C 11-10 -39 0.16 4- 5 -54 0. 46 C 9- 8 790 0.40 5- 6 -887 0. 23 C 8- 7 776 0.32 3-4-0 120# 6.00 4x8 623. 50" 0- 6- 6 T 2-2-6 3- 0-0 13- 0-0 1e 7-8-0 13 120-8-0 11LL''0 8 7-1-9 ilTelk MT20 my -1st 0 79# (jr7 Supports Scale - 0.2298 Lmaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWS00613 20711 - -- FL 0Kd wbN FL 32766 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: R2 ERECTING CONTRACTOR. BRACING WARNING: Basing shown on this drawing is rot crection bracing wind bracing penal bra ing m situ bracing which is a pin of Dsgnr : TLY Chk : 9 / 24 / 2 0 0 5 thebalding design and wt=h mua be W®daW by the bedding dedpa. Bracing shown ts for lneraI m, of toner TC Li16 . 0psf Live P Lbr DF : 1.25 members only to reduce bucklingIatgh. Provisions man be made to anchor In.d bracing at ends and specified locations determined by the buildingdesigner. Additional bating orth overall maeme may be royaiaa (Sec FDB-91ofTPI).For specific no bracing ropiremceu, ca dact building desigha.(Tmn wenbnimte, TPl is located at 593 TC Dead 7.0 psf P 1 t DF : 1.25D'Oonfk(o Drive. Madison. Wisconsin 53719). O.C. : 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf lCode: FLA Design: Matrix Analysis Yroriie Yatn: a, Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R3 Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been bawd oninformationion Provided by the diem. The designer disclaims any responsibility for damages a a result errantly orincorrect information, specifications and/or designs famished to the truss designer by the client andthe corrcemm or accuracyofthis in(b+mation ait may relate to . specific project and accepts; on responsibility or exercises on control with regard to fdo.aioq handling, shipment and mnillatam ofwan This unss has ban designed . an individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be iocorpmatd a pan ofthe building design bya Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings showy most be chucked to be sure that the data shown are in agreement with the Lail building coda. local climatic records ibrwindorsnow, leads, project specificationsor special applied load& U.1- Shot. truss bar out been designed for storage or occupancy bads. The design assvma compresaoa chords (sup or bonnet) are caminmusly braced by sheathing unless otherwise specified. Wherebosomhardtintansionarenotfollybracedlaterallyby a property appliedrigid wiling, they should be braced at aimamwisingoflfr.W o.w. Coeur umptatessludlbe manufactured ftom 20 Page hetdipped galvanized sted meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator mall review this drawing to verify that this drawing is in conformance with the fabricator/ plans and to realise a consi....-ii, responsibility for such .erifeatine. Any eitaqui wia are to be put in writing before cutting or fabrication. Plata nor be ingalld ova knothole knots or distorted grain. Mambasshall bew1fortight riming wood to new bearing. Connector platy shall be bated on bah faro of thetomwith tails fullyimbeddedandshall be sjm, moth thejoint unless otherwise shown. A 5x4 plateis 5' wide a V long A 60 plate it 6' wide x 8' hang. Sloe (bola) not parallel to the plate length specified. Double cuts onwebmembersshallmeetinthecamodofthewebsunless otherwise shown. Connector plat fists are, minimum aim baud on the forces shown and may oed to be increased for certain banning and/or erection mashThisneatisnottobefabricatdwithfirereludamframed timber uulas othawae sheen. For addidmmal infbrmnioo onQuality Camal refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES Ari erring and aectioo re mmatemdationt are to be followed. crrdance with'Handheg. IaWlmg and Bracing'. 11I13-91. Trusses are to be handled with pamiatlar are duringbandingandbundling. delivery and instillation to avid damage. T®p.ary and ptrim mtm bracing ror holding manta in a straight and plumb position ad fat resisting lateralfmuca grill be desipaland installed by others, Careful barAing is c-mha and erection bracing is always required. Normal precautionary action ( bit mvao ralim mint®paary bracing duringinstallation bawemmusses to avoidtoppling ad domiming. The mpe vision of erationof mnaesshill be under the control of persuntexperienced in the installation of musesProfessional advice shall be sought if traded. concentration of mnsomaiouInds grata than the design bads shall not be applied to m,tsscs at any time. No bads other than the weight of the crectoa shall be molid to mnsm anvil tine all f-ing ad bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP 92 3- 5,7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L. 58.0 ft W- 13.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 279 0.07 C 5- 4 159 0.29 C 6- 3 678 0.22 C 0- 0 253 0.22 C 3- 5 -826 0.61 C MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cq- 1 MA%. REACTIONS PER BEARING LOCATION----- R- Lose BSet Vert Horiz Uplift Y Type 0- 4- 0 1 619 260 -465 B Pin 12- 30- 0 1 551 0 -411 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1116 0.24 A 7- 0 -776 0.21 2- 3 -1015 0.32 A 0- 6 1002 0.33 3- 4 90 0.30 A 6- 5 732 0.43 Joint Locations---------- -- 0OO - 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 FORCES ( lb) - Max Compression/Max Tension - TOP CHORD 1-2--1116/894,2-3--1015/692, 3- 4--81/90, HOT CHORD 7-0--776/715,0-6--980/1002, 6- 5--592/732, Webs 2-6.-98/279,6-3--388/678, 3- 5--826/699,5-4--131/159,0-0--211/253, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jat(a). I. Span-0.10/786-0.20/706 5-6 Horiz. 0.03 0.07 NA Max DL Deflection L/999 - -0.10 Long term deflection factor - 1.50 7- 4-0 5-8-0 1 2 3 4 6. 00 3. 00 1 1 -3.00 0- 8-0 619# 8.00" 4- U 551# 4.00" 4- 2- 6 6- 8-0 6-4-0 7 6 5 IV 1-1-9 IV 13-0-0 RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3950 Maronda Systems)_ 400S MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 32i-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 M ILA1L Chu a tLg. FL 3274t WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Br.cm mown on this droving a not erccaion brains. wind W=A& porral bracing or similar bracing which a a pan of the budding designand which mug be consideredbythe buildingdesigner. Bracing shown isforboundsupportof wetmanbatonly to reduce backlinS length. Provisions mug be made to anchor lateral bracing at andt and specified taatiom determined by the building designer. Additional bracing critic overall structure may be requite. (Sec I113.91 of TPI). For specific trussbracing rcquirments, comae budding desiper.(Trvst PWe Institute. TPI is located a 583 DrOmri(o Drive. Maditon. Wisconsin 53719). Eng Job: WO: CHER3 Dwg: TI: R3 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFs 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 nsf v4.7.21-14240 Designs Matrix Analysis Prorlle Patnt a a\As.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:X5 Qty:1 " 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 7) 13- 4- 0 13) 4- 6'- 0Thisdesignisforanindividualbuildingcompmeotand hat beenhued minformstionProvided bytheclient. TheWB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2) 2- 4- 1 8) 13- 4- 0 14) 4- 6- 0 designer disclaims any responsibility for damages esa WDG: 2x 4 SP #2 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 4- 6- 0 9) 10-11-15 15) 2- 4- 1 Temp of fanhy orincmres information. specifxatiam All COMPRESSION Chords are assumed to be Bld Type. encl L. 60.0 ft W. 13.3 ft Truss 4) 6- 8- 0 10) 8-10- 0 16) 0- 0- 0, and/or designs furnished to the wet designer by the client it continuously braced unless noted otherwise. in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf 5) 8-10- 0 11) 8-10- 0 and ecm the correaoraccmacy or this informationumay relate to a specific projectand accepts no In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req 6) 10-11-15 12) 6- 8- 0 n mpaavbiliryoreseereisesmcontrol withregard to MAg, REACTIONS PER BEARING LOCATION---- FORCES (lb) - Max Compression/Max Tension TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. fabricaioabmdling.shipmmand insitallatimofwssa. E-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-680/617,2-3.-1108/1008, 1- 2 680 0.14 A 16-15 565 0.24 This trots has been designed a an individual building 2- 3- 0 1 614 0 -623 8 Pin 3-4.-952/868,4-5.-952/868,5-6.-1108/1008, 2- 3 1108 0.18 A 15-14 61 0.12 component inaccordance withANSlfri'l1-2002and NDS-02inbeincorporated aPen ofthebuilding design 11- 1- 0 1 614 0 -623 B H Roll 6-7.-680/617, 3- 4 952 0.17 A 13-12 1029 0.23 by Building Designer (registered architect or PROVIDE UPLIFT CONNECTION PER SCHEDULE HOT CHORD 16-15.-462/565,15-14.-54/61, 4- 5 952 0.17 A 12-11 1029 0.23 Professional engucer). when reviewed for approval 0y PORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 14-13•-31/86,13-12.-800/1029,12-11.-799/1029, 5- 6 1108 0.18 A 30- 9 61 0.12 the building designs. the design loadings shown mnst be WEB. 14-13 86 0.08 8 3- 12 244 0.06 C 11-10.-31/86,10-9.-54/61,9-8.-462/565, 6- 7 680 0.14 A 9- 8 565 0.24 checked to be core that the dau shown are in agreement with (be local building codes.low climatic records for 13- 3 76 0.01 C 12- 4 715 0.23 C 13-3.-13/76,11-5.-13/76, GLOBAL MAX DEFLECTIONS--------- windor snow bads, project speciruions or Wmiil 11-10 86 0.08 B 12- 5 244 0.06 C Webs 15-2.-304/313,15-13•-494/598, LL TL aWlidload. Udmshown, tmahas not been designed 11- 5 76 0.01 C 11- 6 391 0.13 C 2-13.-276/391,3-12.-161/244,12-4.-558/715, in./Ratio in./Ratio Jnt(s). for amp oroccupancy loads. The design. 15- 2 313 0. 08 C 11- 9 598 0.19 C 12-5.-161/244,11-6.-276/391,11-9.-494/598, I.Spaa 0.04/999-0.07/708 11-12 compression chords (top orboom) are comimm ay bncdbl,A-hing Wessotherwisesporifid. Where 15-13598 0.19C6- 9 313 0.08 C 6-9.-304/313, Horiz. 0.02 0.04 NA bottom chords in tension are not Polly braced laterally by a 2- 13 391 0.13 C MaxDL Deflection L/999 . 0.04 property .pgidrigid ceiling. they should bebrxdata Long term deflection factor 1.50 mauimom spacing of IO-0' o.c. Cooaecor plasesshall be masufsmrcd Be. 20 gang, boa dipped galvammdOcel meeting ASTM A 653, Grade 40. unlea otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this 6-8-0 6- 8-0 drawing to verily thatthis draw-irtg is in eumfirrmauce with the fabricaies plumandtorealizeacontinuing4567m,pmabiliry for such verification. Amy disucpanciesare to be pat in writing beforetotingorfabrication. Flues 2 3 shall ant beitmalled over krothola knots or diGMd 6.00 -6. 00 gratin. Members shall be ernsfortight fittingwood to wood er bearing. ConnectorplatsShanbebatedonbothfansdthetomwithmails fully imbedded ad than be s5m abant4x6 the join sedan otherwise shown. A 5u4 plate is 5' wide a 4'". Abagplate668wideag' long. Slou (boles) urn Parallelto the plate length specified. Doable cum on web members shall meet at the cenoid of the webs unless otherwise ¢own Connector pine sizes are minim m 3x4 3x4 sizesbased on the forces shown and may need to be increased for certain handlingand/or erection stresses. This tins is not to be fibricatd with fareretardant acalud tmmber unless otherwise shown. For additbmal 3x4 3x4 3-10- 6 information on Quality Control refer to ANSVM 4-1-3 1-2W2 PRECAUTIONARY NOTES0_ 6 6x8 5x6 0-6-6 Ali bracing anderectionrecommendations are to be 5x6 folbwed in accmdance with'Handling. Installing and 6 8 0-11- 8 6x8 Bracing'. HIS-91. Trason are W be balled with 0-x 80-11- partio b r are during boding and bundling, delivery and imtalbtimtoavoid damage. Temporary and Permanent 3x4 3x4 3x4 3x4 bracingfor holding tossesinastraightandplumbPositionand for resisting Wed fortesshallbedesigned3.00 and installed by other. Cavern! handling is asantial and erection bracing is always required. Normalpsmdionaryactionsforwoesrequiressuchtemporarybracingdosinginstallationbetweenouaatoavoidtopplinganddomiming. The supervision of erection of wan shall be under the control of persons espersenced in theivstallutimo oftrusses. Professionaladvice shall be scaght 9 needed. Cooamsationof mnstrut3 mInds grater thin 614# 54.00" 614# 54.00" the design leads than tot be appid to moan at any time. No loads otherthantheweightortheecctorsdashbe4-6-0 2-2- 0 2-2-0 4-6-0 applidto buses until after all fastening and bracing is completed.16 15 13 121098la13-4-0 la 0-11- 2) 0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0. 3438 Laronda systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE tt WSOD68 307 Madaion FL Chukaota, FL 32794 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg' ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is nos ermiom brdn& wind bodng• portal bracing or simiW bracing which is a Pon of Dsgnr : TLY Chk : the building design and which most be considered bythe building designer. Bracing shown isfurlateralsupportof «sea mombur only to reduce buckling length. Provisions mustbe madetoanchor Weal bracing arendsandspecifiedTCLi160afLivelocationsdeterminedbythebuildingdesigner. Additionalbracing of the overall structure may be required. (SeeHIMIPofTPI).Forspecific trea bracingregairtmews. contactbuilding dmgw.(T,ua Plate Instimse. TM is locatedas 593 TC Dead 7.0 ps f Donofrio Drive. Madison. Wisconsin 53719). BC Live 10.0 psf BC Dead 10.0 psf WO: CHER3 TI: ES 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Designs matrix Anaiyela rrvuiar raw: .. + s..+-•a.-.. Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:L Qty:2 I DESIGN INFORMATION Tbis design is for m individual building compoom and hasbeenbased oninformation p,mided by dedime. TIe design. disclaims any responsibility for damages as a ruall offaulty or iaconucm information. spaifuations ao&w designs furnished to the truss designe, by the client and the corrucmm or aecmacy orthis iuformaim as ii may rdste to aspecific Project and accepts on responsibility, oramcises nocontrol with regard to fabrication. handling shipment and insullatim oftranes. This truss has been designed as an individual building compooanr in accordance with ANSVrPI 1-2002 and NDS42 tobeiocap"al u put ofthe buildingdesign bya Building Design. (registered architect or pecressioe" engocer). Wban mvicwcd for approval by the building designer. the design loadings shosv most bechockedtobesorethatthedausbownareinagreement with the local buildingcodes. localclimatic records for mid or mow bads. Project specificusons or special applied loads. Unless sbos 0. war has not been designed for storage or occupancy bads Tbc design assoma compression chords (cop or bobam) are continuously braced by shatbing unless otherwise specified. Where bottom chords intorsion are set fully braced Iamity by a property applied rigid ceiling theyshouldbe bracedsta maximum spacing of 10.0' o.c. Connector plates shall be mawfkturd Dom 20 gauge bot dipped galvanized steel meeting ASTM A 653, Grade 40. unless othwise sho%v. FABRICATION NOTES Print tofabrication. the fabmator shall rmm this drawing to vdfy d a this dawing is in conformarce with the fabricsme, plans and to realize a continuing rery'bility fro sacb verification. Any discrepancies ve to be pat in writing before caning a fabrication. Plata shall not be installed ova imetboles, knots ordistorted grain. Menders shall be as for tight lining wood towood baring Coumeror plans shall be loatm on bow raem of a. tans %9h nails fully imbedded and shall be sym. about the joint unless odua ife dtowv. A 50 plate is 5' wide 14' long A618 plate is 6' wide a 8' long Slots (holes) ton parand tothe plme length specified. Doable cots on web member shall mein o the cmwid of the webs t otherwise sbowv. Connector plate Sim are minimum mnimumtd sizm based on we fore. show. and may need to be i.e., rut certain handling adlor motion messes This truss is am to be fabricated with fire madam sated lumber unless otherwise show.. For additional mformatine onQuality Caonwl ref. to ANSVfPI 1-2002 PRECAUTIONARY NOTES All brae ngad erect;® recommendations are to be meo-d inaccordance with *Handling.Imwling and Bracing*. H7B-91. Tmssm .e to be handled with particular ereduring Wmina and bndlm& ddisay and m9allation to amid damage. Temporary and permmmt bracing for bolding crosses in a malght and plumb position and for resisting [metal force shall be designed and installed byothers. Careful handling isessential and martian bracing is alus5s respond. Normal preamumary action for wan requires such temporary bracing mating installation benea trusses to amid toppling and dominating The supervision ofauction oftmacs sbae be under the control ofpersons experienced in the installation oftmam. Professional advice shall be sought if needed. Conce mation of construction lads grata than the design lands dull err be applied to trusser at any time. No loads ntha than the %tight orthe aeeten shall be applied to mosses umilages an fancoing andbracing 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, C4C, V- 125mph, H- 15.0 ft, I. 1.00, Rxp.Cat. B, Rzt- 1.0 Bld Type. encl L- 40.0 ft W- 5.2 ft Truss 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 3- 2 225 0.08 C 0- 0 215 0.31 C 2-3-2 0-6-1 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 1 367 113 -454 B Pin 5- 1-12 1 234 0 -307 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--32/25, HOT CHORD 4-0--201/169,0-3--23/25, Webs 3-2--100/225,0-0--163/215, 5-3-0 3.33 1 27# 1.68 Joint Locations ...---- --.- 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLY To TC Vert L+D -46 -1-10- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated. LES Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -36 2- 0- 5 TC. ..FORCE..CSI. Cr ..BC. ..YORCE..CSI. 1- 2 -32 0.29 C 4- 0 -201 0.34 0- 3 25 0.40 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span 0.13/xxx 0.03/xxx 4 Horiz. -0.02 -0.04 NA Max DL Deflection L/xxx - -0.10 Long term deflection factor - 1.50 3x4 Attach with (4) 16d Toe -Nails 0-7-8 Attach ith (2) 16d Toe -Nails 0 367# 9.56" 234# 2.50" 5-3-0 4 3 Ak 1-10- 9 5-3-0 It 111-10-7) 36# EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.5696 F WARNING: Bag Job: WO: CHEX3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: L Bracng dew. to this do-ing [ tat auction bracing wind bracing portal bracing or similar bracing which laa port of Dagnr : TLY Chk: 9 / 2 4 / 2 0 0 5 Marondesystocosthebuildingdesignandwhichmustbeconsideredbythebuildingdesign.. Bracing showst is for lateral support of trussmember only to rcdace buckling langth. Provisions man be made to antchor Ioml bracing at ends and specified location determined by the building designer. Additional bracing ortheoverall structuremay berequired. (See HlB.91 TC Live 16.0 psf Lbr DF : 1.25 of TPI).For specificbass bracing nyuir®mu, comxa building dai .(Trans Pate remains, TM is located a 593 P 1tDF : 1.25 4005 MARONDA WAY DOcef:io WiWisconsinMadison, Wiscon53719). TC Dead 7.0 ps f 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 ttr0p50060 BC Dead 10.0 psf Code: FLA 207 Medafoe not Chukwt% FL 32766 TOTAL 43.0 psf V4.7.21-14609 Designs Matrix Analysis Procne path: a JNL.prx Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:L1 Qty:2 A DESIGN INFORMATION This design is for an individual building component and hasbeen based on informatioo provided by the diem. The designer disclaims my responsibility for damages as result of faulty or incoacct information. specifrmons adfor designs famished to the truss designer by the client and the omreciness or accuracy ofthis information a it may relate to a specific project and accepts no responsibility or exercises no control with regardto Gbrieatico, hadho& shipment and i tsullmon ofbusses. This truss has bum designed as an individual building component in accordance with ANSVfPI 1.2002 and NDS-02 tobe incorporated as put of the building design by Building Design. (registered architect or professional engine.} When reviewed fW approval by the building designer. the design loadings shown coma be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind orscow bads, project specifications Wspecial applied loads. Unless showy bass has notbeen designed for aonge or occupancy bads. The design assumes compessum chords (cop or bottom) are contimoudly braced by sheathing onlos otbawise specified. Where human chordsinIen90a ere old fully braced laterallybya property applied rigid «ilia& they should be braced at a maximum spacing of 117-0' o.c. Oca ectoo plate shall be co- f.tured from 20 gunge but dipped galvanized steel meeting ASTM A 653. Grade 40, artless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator mall review this drawing to verify that this drawing is in conformance with the fabricamis plain and to realize a continuing msponnbihty for such verification. Any discrepancies ice to be pot in writing before rotting or fabrication. Plae mall cot be installed over knotholes kros or distorted grain. Members shall be an for tight fitting wood to wood bario& ConnoerW plug shall be located on both faces of the cormwith mils fly imbeddedand shall be sytn. about thejointan'ess Wherwisemown. A 5x4 plate is5' wdc x 4'". A 6x8 plate ls 6' wide a 8' ba& Slots (boles) mu parallel to the pine length spo i6d. Double cos o0 web members mall meet to the cmaoid of thewebs mlm otherwise mown. Comm tot plate sim are minimum sinsbasedontheforcesshownandmayneedtobeircre, for certain handling u'ver erection presses. This tress is ram to be fabricated with fire reardmt mewed lumber unless otherwise maws. For ."Limo' information on Quality Control refa to ANSVfPI 1. 2002 PRECAUTIONARY NOTES An bracing and erection recamnendatiens arc to befollowed in accordance with'Handlmmnd & !ulling a Bracing'. HIB-91. Tresses areto be balled with funicular oreduring banding and Mmdhn& delivery and It.,im enaviddamage. Temporaryandpamancel bracing fm holding wan in a straight and plumb position and for resisting lateral fortes mall be designed and installedby oahem Careful handling is esmtial and cream bracing a always raimr d. Normal p ccamam ny action for musses regains such temporary bracing during installation between crosses to avoid toppling and dominoing. The supervision of auction of trussesshall beunder the control of persons experienced inthe installation of bases. profession, adviceshall be sought if needed. Concamntbn of amstmaioo leads gaff than the design load: shall not be applied to tnrsse a any time. No bads otber than the weight of the acctnn shall be mulid to busses avail after W fknrning and bracing es TC: 2x12 SP 92 BC: 2x 8 SP g2 WB: 2x 4 SP 03 2x 4 SP 02 1- 5 Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind 2-PLY TRUSSI fasten w/31x 0.120" nails in staggered pattern per nailing scheduler TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loade equally to each ply. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 67 0.57 C 6- 5 67 0.00 2- 3 0 0.45 C 5- 4 0 0.00 2 PLYS REQUIRED Lineal Footage . 24. 7 3-0-0 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. This 2-PLY truss designed to carry 13' 0" span framed to TC one face 61 0" span framed to TC opposite face This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE DOWN erection. MA%. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1699 0 -752 B Pin 8- 8-12 1 1642 0 -727 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 6- 1 -1699 0.15 C 5- 2 2 0.05 C 1- 5 0 0.00 C 8-10- s It 2- a- o 1 2 3 I 1 1699N 3.50" p, 6-6- 8 6 5 eves.-..-==... Joint Locations ............... 1) 0- 0- 0 3) 8- 7- 0 5) 6- 4-12 2) 6- 4- 12 4) 8- 7- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To . TC Vert L+ D -395 0- 0- 0 -395 8- 7- 0 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. 8.6 ft W. 8.6 ft Truss in END zone, TCDL- 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.0/67,2-3.0/0, HOT CHORD 6- 5-0/67,5-4.0/0, Webs 6-1-- 1699/752,1-5-0/0,5-2.0/2, 0-0.0/ 0, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 06/999-0.13/790 4 Horiz. 0.02 0.03 NA Max DL Deflection L/999 es -0.06 Long term deflection factor . 1.50 1-2-4 3-0-0 1642# 3.50" 8-10- 8 _ _ t, EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Sag Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Is,,.,.n: D CMa:rondaSystemsERECTINGCONTRACTOR. BRACING WARNING: Braongmawnan,drawing aame anbraeia&widbmeing. portal bracing W°mi bracing w hlsa,of the building design awhich moss be com;dad by the building designer. a . Bracing shown is forlaalsupportcramdDB r:TLYCbk: coembas only m reduce buckling langth Provisions mesa be made m anchor lam' bracing at ends ad specified TC Live 16.0 psf locations dct=ioed byelsebuildingdesigner. Additional bracing of the overall structure maybe rcgnhad. (So HlB-91 of TPI),Fm spoeiric buss bracing repirceemi contact building designer.(Tmss Plate Institute. TPI is located a 533 * DrOnofrioDrive, Madiron.Wisconsin $3719). TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf ITOTAL 43.0 psi 4005 MARONDA WAY Sanford, FL. 32771 407) 32IL- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 367 Madman FL Chukwtp. FL 22766 Scale = 0.3672 WO: CHEK3 TI: L1 9/ 24/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Codes FLA Designs Matrix AnalyBlB rrorlle raen: ax avua.ysn Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:L2 Qty:2 ' DESIGN INFORMATION This design is fm an individud building compatem and has been bald m information provided by theclient. The designer disclaims army responsibility for damages n a 11offealty Or incesrect information. specifications and/or designs 6wished to the truss designer by the client and theemecmemm accuracy ofthis iofmmatim nit may relate m a specific project and accepts m responsibility or eaacismoo control with regard to fabrication handling shipment and moullamon ofuwsso. This truss bas been designed a m indiv dual building compmat in accordance with ANSVrPI 1.2002 and NDS-02 on be incorporated n pan ofthe building design by a Building Designer (m*oaed architect Or professional mg•mnl Wbm reviewed fm approval bythebuildingdesigner. the design loadings show most be Checked to be sure that the data show are in agreemem with thelocal buildingcodes. localclimatic records for wind OrStamm, loads, project specificationsm special applied bads. Umesasbowa muss has out been designed for storage or occupancy bads. The design assumes compr¢ sim chords (sup or bmmm) are comiwoudy braced by sheathing mdesa otbawise specified. Where bmmn chords in tension are tmt Polly braced laterally by a properly applied rigid cd6m& they aeonld be braced at a maaim® spacing of 10-0' o.c. connector planes than be manufactured font 20 page but dipped galvanic d add meeting ASTMA 652, Grade 40. miss otherwiseshown. FABRICATION NOTES Rim to fabrication, the fabricator shall renew this drawing on verily am this drawing is in conformance with the fabricstoes plans and to rnlize a continuing responsibility for such vaifrcatim. Any dues. . m to be pot in writingbefore cutting or fabrication. Plates dullteabeinstalledoverkootbolakeOtsOrdistortedgrain. Members seal be cm for tight fining wed to wood bea ng. Connector Plata seal be looted m bah (ices of the trust with nails fillyimbedded ad .hall be sym. about the join tdesa otherwise show. A 5c4 plate is 5' wide a V bang. A 6.3 plane is 6' vide a 8' bug. Slots (holes) ono parallel to the plate length specified. Double cutsm web members seal mca an the cawid of her weld unless otham, ise sbow. Cooncetor plate sizes are minimum sizes based ou the forces show and may need m be increased for certain beaming and/or erect;m messes This wrs is tam to be fabricated with fire relndam trey d lumber unless mheswin shamn. Fm a"timal information m Quality Control ref" to ANSVM 1- 2002 PRECAUTIONARY NOTES All bracing andaatim reeommendatims netobefollowedinaccordancewith'Hadling, Insulting and Bracing', HID-91. Trusses are to be handled with pnti" dar oar during Wiling and bundling, delivery and installation to avoid damage. Temporary and Fears bracing fm heading tsusss, in a straight and plumb position and for ras;a;ng laim frees than be designedand installed byoshemCareful handling is essemial and erection bracing is allays required. Normal precautionary actin for crsses requires such temporarybracing during installation between muses; to amid toppling and dom;ming. TWmpavision mferatimofmnssa shallbeoiler the control of pwmm otperictced in the in"iation ofumeses. Professional advice sban be sought tf ended. Concentrationof mnanction lords greater than the design loads seal eat be applied to trusses 0 any time. No bads other than the weight of theastersseal beappliedto uses, until afar all rasl"nng and bracing a TC: 2x 4 SP 02 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, CeC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft 94. 5.2 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 - 36 0.30 C 4- 0 -215 0.35 0- 3 28 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 MAR. REACTIONS PER BEARING LOCATION----- 1-Loc BSet Vert Boris: Uplift Y Type 0- 4- 13 1 366 Ill -434 B Pin 5- 1- 12 1 279 0 -296 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-36/32, HOT CHORD 4-0.-215/183,0-3.-25/28, Webs 3- 2.-128/226,0-0.-181/230, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span- 0.03/365-0.07/607 4 Horiz. -0. 02 -0.04 NA Max DL Deflection L/487 . -0.03 Long term deflection factor . 1.50 5-3- 0 1 2 3.33 51# 1.68 Joint Locations ............... . 1) 0- 0. 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To s 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. ..FORCH..CSI. 3- 2 226 0.08 C 0- 0 230 0.31 Attach with ( 4) 16d Toe - Nails 1-4- 6 0-7- 2 Attach with ( 2) 16d Toe - Nails 1-0- 0 I I 366# 9. 56" 279# 2.50" V 5- 3-0 L 4 3 1-7- 9 5-3-0 RI-8- 5) 15# 36# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HH GIVEN TO ERECTING CONTRACTOR. BRACING wARNINGr 1= EMaronda SystemsBnbaishownmthisdrswingis 'oarsens"wetbracingmind bracing. iAgdcportalBminmsimilarwl" which;spanerr Dsgnr: TLY Chk: the bwileiageerie, and wfiich mustbeeonsidaedbythebuihfngdesigaa. Bracing seam, isran lateral mppm armor members only to reduce heckling length. provisions must be madeto mahoa weral bracing an ends and specified TC Live 16.0s f locations determined by the building designer. Additionalbracingorheroverallasxturemayberequired. (Sec HIB-9l P ofTPI).Fwspmirc unss bracing raga;semtms. roman baiW4 de iV=.(rmu Plan ba;mtr. TR is located m 583 TC Dead 7.0 psf 4005 MARONDA WAY D'Onmf act Drive. 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 347 MedGEM FL Chukwt% FL 32796 1 TONAL 43.0 psl Scale - 0.4549 WO: CHEX3 TI: L2 9/24/2005 Lbr DF: 1.25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis Prozile Patn: Ci \THE- WA\WOLF\JODH\t:alAA]\usanwrawAa A a\s.A.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:L3 Qty:l . I DESIGN INFORMATION Thisdesign' forto individual building compooem and has been basedon infarmatioo provided by thedied. The dmiguer disclaims any responsibility f damages as a recall offealty or incomes intimation. specifications and/or designs Pomishm to the truss designer by the client and the cmrammor accoszy ofthisiolbrmatioaas it may relate to a specific Project and accepts no responsibility or demises no commit with regard to fabrication, handling shipment and wAWIatioo oftenor. This Kass has been designed u an individual building component in accordance with ANSVTPI 1-2002 and NDS-02to be incorporatedu panofthe buildingdesign bya Building Designer (registered architect or pmfessimsl aginccs . Wben reviewed for approval by the building designer. the design loadings chose mess be checked in be ere that the data sib— are in apartment with the local building codes, local climatic records for wind ormow bads project specifications ospecial applied bads Unless shown. tract hasnot been deigned for amp in occupancy bads. The design atsmes compremon chords (cop or boom) are continuously linseed by sheathing unless otherwise specified. Wherebottomchordsintensionmonelilybraced 'Amity bya properlyappliedrigid cciftthey shouldbebraced at amaximumspacingof101-0' o.e. Comamr plates shall be manufactured from 20 gauge hot dipped galvanized tied meeting ASTM A653, Glade 40, elm otherwise shown. FABRICATION NOTES Prior to Gbricatim the rabricamr shall review this drawing in verify that this drawing is in camfmarmc with The fabricame, plans and to realize a continuing responsibility ear inch verification. Anydiscrepancies are to be put in writing before cutting or fabrication. Pines dull rut be insulted aver knotholes, knots in diaorted grain. Members shall be m far tight finingwoodinwoodbearingConnectorplatesshallbelowedanbathfacesof the truss with nits fury imbedded and shall be ym about Elie joint unless otherwise shown, A 5x4 )date is 5' wide x C long, A fall plate is6' wide a g' long. Slots (holes) rot paralld in the plate length specified. Doable cum an web numbers shall meet at the centroid of the webs unlms otherwise shown Connamr plus sizes ase minimum sizes based no the farces sbowv and may mad to be increased f catain handling sotto erection stresses This rum is our in be fabricated with fire retardant sated other unless otherwise sbown. For additional infomnion on Quality Control refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES All bracing and erection r codut areto be followed in—,aidasec with'Handliag Installing and Bracing', HI11-91. Tmssm are to be handled with particularareduringbandingandbundling ddivery and iasullniootoavoiddamage. Temporaryand perm — bracing for holding woes in a =might and plumb position and fur residing lateral forces dull be designed and installed by other. Carefulhandling is essential anderection bradng a always required. Normal prtumamioouy sedan fartrussesrequiressuchtemporarybracingduringimtaBationbetween suesto avid toppling and dominoing. The epavision of erection of trtttses dull be ands the control of pesmes experiencedin the installation of wua Professionaladvice shall be sought if needed. Concentrationof mmnraion leads peamr than the design loads shall oat be applied to mew at any time. No bads other than the wcigbt of the cators dull be applied to wssa until after all fastening and bracing is TC: 2x12 SP #2 BC: 2x 8 SP 91 D WB: -2x 4 SP #3 2:c 4 SP #2 1- 5 Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, 1. 1.00, Exp.Cat. B, Xzt. 1.0 B1d Type. encl L. 8.6 ft W. 8.6 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. WEB. ..PORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 6- 1 - 511 0.21 C 5- 2 1454 0.47 C 1- 5 51 0.01 C 3-0- 0 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. This 1- PLY truss designed to carry 191 4" span framed to BC one face 2' Ow span split -framed to opposite face This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-48/85,2-3.0/0, HOT CHORD 6-5.0/67,5-4.0/0, Webs 6- 1.-511/419,1-5.-20/51, 5-2.- 564/1454,0-0.0/0, Joint Locations ............... 1)•0-00 3) 8- 7- 0 5) 6- 4112 2) 6- 4- 12 4) 8- 7- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To , TC Vert L+ D -23 0- 0- 0 -23 B- 7- 0 BC Vert L+ D -429 0- 0- 0 -429 6- 6- 8 BC Vert L+ D -20 6- 6- 8 -20 8- 7- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-LOC BSst Vert Horiz Uplift Y Type 0- 1-12 1 1827 0 -937 B Pin 8- 8-12 1 1154 0 -661 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 85 0.82 C 6- 5 67 0.89 2- 3 0 0.82 C 5- 4 0 0.03 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 13/765-0.26/386 5-6 Horiz. 0.02 0.05 NA Max DL Deflection L/780 . -0.13 Long term deflection factor . 1.50 41 8-10- 8 2-4-0 1 2 3 3x6 (6x8j 3- 0-0 F 1827N 3. 50" 1154# 3.50" 6-6-8 6 5 4 8-10- 8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.4279 WARNING:' Eng Job: WO: CHEK3 READ ALL NOTES ON THIS SHERI. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING -. I.: Dwgt TI: L3 MBnscing shown an this dewing is net erection brsdng wind bndng pedal bracing or similar bracing which is a pat of Da r : TLY Chk : 9 / 2 4 / 2 0 0 5 a eon derSystemsthebuildingdesignandwhichmastbeconsideredbythebuildingdesigner. Bracing w sbois for lateralsupport of Iran mmbes only toreducebactlingIcVh. Provisions mast be made to anchor Ined bracing at cads and specified TC Li16 . 0 psf Lbr DF : 1.25 locations determmed by the buildingdesigner. Additional bracing of the overall muctwre may berequired. (Sec Live MB-91 P of TPI).For specific taws bracingrequlmma contactbuMingdesipu.(rr Plate ladtatr. TPI is located at5g3 TC Dead 7 . 0 psf P 1 t DF : 1.254005 MARONDA WAY D'onna; a Drive, Madima Wiacnosim 53719). O.C. : 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf 407)321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/LS PONCE P.E. LICENSE g0050068 SC Dead 10.0 psf Code: FLA 36711 1 -,n FL Cfa/ uolar fl 32700 1 TOTAL 43.0 vsf v4 .7 .21-14502 Designs Matrix Anaiysis rrouaer racsar 1.A..a-w..a•vat,.wv.,.vwo..ev..,ow,..wo....o Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:M Qty:12 I I DESIGN INFORMATION This design isfor an individual building compoom and has been bindoninformation pro,ided by thediem. The designerdisclaims any responsibility for damages as a result of faulty or incorrect informatim spoeifuatiom andlor designs furnished to the nuns designer by the client and the carramen or aecoracy of this infomuion as it mayrelare toa specific project and accepts on responntraity a aercim nocontrol with regard to fabrication. handling shipment and imstallation ofmasses. This truss has been designed a an individual building component in accordance with ANSVTPI 1.2002and NDS-02to be incorporatedas panofthe buildingdesign by Building Daigoer (registered architect or professional enguecs). When reviewed for approval by the building designer, the design badinp sbaw a mus be checked m be sure that the data show are in agreemm with thelocal building codes. local climaticrecords for wind or snow loads. Project specifixations or special applied bads Unless shown truss has out been desiVxd for a-V or occupancy bads. The design ns®es compmsioo chords (sup orbottom) are caotiwoosly braced by sheathing unless oWawise specified. Where bottom chords in tension are rot Pollybraced latently by a properly appliedrigidceiling theyshould bebraced ata maaimam spacing of 10'-0' o.c. Connector plate shall be maaufactoredfrom20gorgehotdippedgalvanimdaedmeeting ASTM A 653. Crude 40. anlea odlawise shown FABRICATION NOTES prior m fabrication. the fabricator shall review this drawing to verifythatthis dewing is inconlmous ce withthe fabricators plansandto realizeacontinuing responsibility for such verification. Any discrepanciesare to be put in writing before tuning or fabrication. Plates shalt not be installed over Imothalm lmots or diound grain. Members shall be m fortightfining woodto wood bearing Connector plates shall be located on bothfacts of thetrusswithnailsfullyimbeddedandshallbesym. abort the jointunless abetwise shown. A 50 plate is 5' wide a 4- long A 6.3 plate is 6' wide a 8' long. Slots (boles) sun puaBel to theplate length specified. Doable cuts on web members shall meet to the cmroid of the webs unless otherwise show. Cmanctor plat sizes are minimum size based on the forces shown and may oed to be increased for certainblowingand/or auction stresses. This mass is rot to be fabricated with fate ntudaul created timber unless otherwise shown. For additional informnum on Quality Cannot refer to ANSVTPI 1- 2002 PRECAUTIONARY NOTES All bracing andnation recommendations are tobefollowed in accordance with'Hadlbg. Installing ad Bracing'. IBB-91. Trosm arc m be handld with puniaduearnduringbeadingandbeaming, dd'nayand installationmavoiddamage. Temporary and permanent hracing for holding uusses in a straight and plumb position ad for resisting lateral forces shall be designedand installed by other. Carefal handling is mend-/ and ereuioo bracing is always required Normal prenmiooarY action for musses requires such temporary bracing during mstalluiao between trusses to avoid toppling and domimiog. Tbc supervisionof erectionof moanshall beunder the control of PersonsOrPerieneed in the inaalluion of ounces. Professional advice shall be sought tf needed. Conoenmatbn a<mmtnraioa bds grata than the design lads shall nor be applied m nurses u any time. No bads other than the weight of the caws shall be applied to trusses ontil 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 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----- B- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 331 -430 B Pin 10- 10-12 1 460 0 -518 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-0.06/411-0.12/999 4-5 Horiz. - 0.01 -0.03 NA Max DL Deflection L/548 . -0.06 Long term deflection factor . 1.50 4- 5-3 0- 6-6 k t 1 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): 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-1287/1028,2-3.-130/91, HOT CHORD 1-0.-771/857,0-5.-1199/1203, 5- 4.-1201/1202, Webs 5-2.0/215,2-4.-1090/1053, 4- 3.-2/245,0-0.-270/100,1-0.-431/328, 11- 0-0 T 2 4. 00 2. 00 10- 8-8 6 5 1- 4-8 11-0-0 R1- 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 Systems 1ERECTING CONTRACTOR. BRACING NARNZNG: LMarondaVystomsBnbaishornonthisdrawingisasacabnbcddy taid bracing portal bracing or own is ar' ia8which is. pan of thebuildingdesignand •rich mesa be considered by torebuilding designs. Racing shown is ran lateral support of mussmembersonlytoreducebucklinglength. provisions mug be made to uchor lateral bracing a ends and specified bcuiamdeterminedbythebaildbgdesigner. Additional bracing of theoverallanncmre maybe rcgaeed. (See HIB-91ofTPI}for Rmifa: mass bracing requirement contact building deagra.(Tnss Flats htgimte. TPI is botom .1583 4005 MARONDA WAY O'OaaftDrive, Madison, Wisconsin 53719), Samford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0000SOD68 36711 1 ", n FL Ctaukootse FL 32766 Joint Locations ............... 1) 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, CQC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 10.7 ft Truss in INT 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 -1287 0.48 A 1- 0 857 0.27 2- 3 -130 0.35 A 0- 5 1203 0.35 5- 4 1202 0.40 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 215 0.07 C 4- 3 245 0.14 2- 4 -1090 0.59 C 1- 0 -431 0.15 0-$ 3 460# 2.50" 4 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 - 0.4112 WO: CHEE3 TI: M 9/ 24/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-1435C Designs Matrix Analysis Yror]le rain: cr\ran.-ones worrc\warn \..naa,...ao...o,•..a ..-••y... Job: CHESAPEAKE X 3 Cuetomer:10# UPLIFT D.L. WO:CHER3 TI:N Qty:2 a ' DESIGN INFORMATION This design is for ao individual building component ad has been based on information pmided by the dim. The designer disclaims may responsi0ili:yfor damages as a remit of faulty Of Ineerreel infamaiM speeilk atians and/or designs furnished to the muss designer bythe client and the wrivemess in accuracy ofthis information as it may relate in a specific prejoet and accepts On responsibility ortamisa no emrul with regard to fabrication, handling, shipment and installation ofmasses. This haw has been designed as an individual building patron in accordance with ANSVfPI 1-2002 and NDS-02 in be incorporated as pan of the building design by aBuilding Designer (registered architect in prof ..ion, mginca). Wheat revicwd for approval by the building designer. the design bdinp shown moss be chocked to be sure that the dun show use in agreemm with the local building codes. local climatic reads for wind or mow bads, project specifications orspecial applied bads. Unlessthemu truss has ombeen designed fur amagc in occapacy, beds. The design a ampre . chords (top or bottom) are continuously braced by th,mhing unless otherwise specified. Wherebottomchordsintensionarenotfullybracedlumlyby a property applied rigid ceiling they should be braced a a mmimom spacing of Id4' o.c. Cmnaccou places shall be manufactured from 20 gaoge bon dipped galvanind steel meeting ASTM A 653. Grade 4 unless otherwise shown FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to vdry thin this drawing is inconfoemanse with the rabrica oes plain ad mrealm a cominuing rap'hairy for mob verification. Any disc in are to be put in writing before tatting or fabrication. Platashallourbeinstalledovakmthnleaknotsordunned grain. Members shall be m for tight fitting wood to woad baring. Camectns plain shall be bated on bah faces of the muss with nails Polly i and dull be s5m. about thejoin rumotherwiseshown. A 5a4 plateis 5' wide a 4' long. A 6.8 plate is 6' wide a8' long. Slurs (holes) rot parallel to the plate 1=0 specified. Double cots on web members shall meet a the centroid ofthe webs mless Otherwise mow. Connector plate sic- are minimum sim basedm theforcesshown ad may need m be ipcm fur cenainhammingad/m erccrioo stresses. This man if not to be fabric" with foe raldim tried lumber mess otherwise show. For additional information on Quality Control refs in ANSVfPI 1- 2002 PRECAUTIONARY NOTES NI bracing and erection recommadaims are to be followed in accordarce with 'Handling. tasselling and Bracing'. HIB-91. Trusses are in be handled with panindin are duringbandingand bundling. ddnwy and installation to avoid damage Temporary and permanent bracing fur holding trusses in a straight and plumb position ad fur resistinglateral forces mallbedesignedand installed by others. Carefal handling is essential and motion bracing is alwairequired. Normal proarmiaury action for m¢na requires Rah temporary 6racntg daring installation between mount to avoid toppling and dcmicau4 The snpervitim aferectinn of transmall be audit, cannot of persona experienced inthe installation ortrusam. Professional advice shall be sought if needed. Concentration of cmwroa;an lad, grater than the resign loads shall not be applied to tresses it aM time. No wads Otherthan the weightof theerama thou be applied to trusses mail after all fastening and bracing u TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP 03 2x 4 SP #2 0- 0 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. MAB. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 327 -425 B Pin 10- 10-12 1 460 0 -516 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 0.03/xxx 0.01/xxx 4 Horiz. - 0.01 -0.03 NA Max DL Deflection L/xxx . -0.03 Long term deflection factor . 1.50 4- 3-3 0- 6-6 k t 0- 8-0 532# 8.00" Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. A11, COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, He 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1285 0.50 A 1- 0 855 0.26 2- 3 -129 0.35 A 0- 5 -1257 0.35 5- 4 -1259 0.40 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 215 0.07 C 4- 3 253 0.14 C 2- 4 1110 0.59 C 1- 0 -450 0.15 C 10- 8- 8 4. 00 2. 00 eeeeer, ee=.=Joint Locations ............... 1) 0- 0- 0 3) 10- 6-12 5) 5- 4- 9 2) 5- 4- 9 4) 10- 6-12 6) 0- 0- 0 Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s)t 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-1285/1042,2-3.-129/83, HOT CHORD 1-0.-811/855,0-5.-1257/1201, 5- 4 1259/1200, Webs 5-2.0/215,2-4.-1089/1110, 4- 3--3/253,0-0.-270/107,1-0.-450/328, 0-" rT___ l 6- 1 5 0- 1-10 1- 8-1 460# 2.50" 10- 8- 8 6 5 4 to- s s 0-" 14 RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON SKIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing mown onthis drawing isnot maim bracing.wind Iradng, portal bracing or similar bracing wiucb is a panof thebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing mown is our lateral support ermm membera only to reduce buckling length. Provisions mug be made to anchnt lateral bracing in ads and specified bntilona determined by the building designer. Additional bracing of theoverall strmeture may be required. (Sec HIB.91 ofTPI) fnr specific manbracingrequiremrmts. amac: build(og designer.(Trvn PlatsInRitum TPI is wend at 583 D' fiio Dri . Madima Wisconsin 53719} OaEng Job: g ram., Dw' DSgnr : TLY Chk : LMarondasystemsTC Live 16.0 pS fTC Dead 7.0 p8 fBC Live 10.0 pS fBC Dead 10. 0 pef TOTAL 43. o S1 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00005OD68 36711 1 --n FL Chukbbtaa FL 32744 Scale = 0.3739 WO: CHER3 TI: N 9/ 24/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-14611 Design: Matrix Analysis Frorlle Farms a j\n.prx Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:O Qty:2 ' DESIGN INFORMATION This design is Cm an individual building component and has been based on information pemided by the clued. d. The designer disclaims any responsibility /br damages a a mall of faulty or incorrect information specifications aodla designs fmoished to the toss designer by the client and the co nortnm or accuracy of this informaum as it may rein, to aspecific project and accepts On respotmbiliry co aaeises onconbol with rested to fabrication, handling shipment and installation oftrusses. This unsshasbeen designedas an individual building componcul in accordance with ANSI/fPI 1-2002 and NDS-02 to be incaperated as pan of the building design bya Building Dedgta (rcgiaaed architect Or Professional engineer). When --d for approval by the building designer. the design loadings mown map be cbeckd to be min that the data mown are in agre®m with the local building codes. local climatic records for windor snow bads. project speciffcatbns or special applied bads. Unlm shown, puss hasnot been designed Ca storage or occupancy bads. The design assama compression chow (top or boron) are continuously brwd by sheathingunless otherwisespecified. Where ban, chow in tension are ea Polly brad laterally by a properly applied rigid ceiling they should be braced at amasimnmspacingofId-0' o.c. Cmoater plum shall be manufactured Croon 20 gage but dipped gad -mini pal meeting ASTM A 653. Grade 4 unlessotherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vmry that this drawing is in cmCormance with the Gbricam/s plans and torealize acontinuing responsibility for such verification. Any discrepancies are to be pat in writing before cutting or fabrication. Plata shall not be installed ova knotholes. (mots - dipaned grain. Members shall be em for tight fittingwoodtowood beating Conon" plate, shall be looted On both fans of the trusswithnails fully i rboddd Val shall be sjm about thejoint calm otherwise shown. A 5s4 plate is 5' wide a 4' long. A 6sg plate is 6- wide a 9' long. Sloss (holes) inn parallel to the plate length specified. Double cuts onwebmembersshallmatathecmroidofthe .eW unlm otherwise mown. Connector plate aim ere minimum sizesbasedon the forces shown ad may needtobe increased forchain handling and/orauctionpresses. This truss is not to be fabricated with rue retardant treated tombs unless otherwise shown. For additional information no Quality Cauhul rcfa to ANSI/CPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommadatims are to be followed in accordance with 'Handling. Installing and Bracing', NIB.91. Trasse, are to be handled with particul. art dining baling and bullingdelusoryandmu.natimtoavoid damage. Temporary and pon aent tracing for holding trusses in a straight and plumb position and for retesting lateral lbrcea shall be designedandinstalledbyothers. Carew handling isessmia and eemim bracing is always required. Normal prmutimary action for crossesrequires such temptuary bracingduring mpallatim between busses to avoid toppling and domiming The mpmrision of erection ofanuses shallbe uada the control of perwmaperiemd in the installation of Crosses. Professional advice mall be sought H ended. Concentration ofeanpmaim load: grata than the design loads shall not be applied to trusses It anytime. No loads other than the weight of theerecmrs shall be applied to aurauntil after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 92 WE: 2x 4 SP #3 2x 4 SP #2 7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ARCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 709 0.21 C 5- 4 -91 0.07 C 6- 3 371 0.12 C 0- 0 -195 0.10 C 3- 5 -752 0.22 C 3- 3-"3 0- 6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 545 273 -563 B Pin 10- 10-12 1 465 0 -288 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1251 0.36 A 7- 0 -1186 0.26 2- 3 -799 0.39 A. 0- 6 -1377 0.32 3- 4 38 0.14 A 6- 5 688 0.21 e .. 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.-1077/1251,2-3 799/603, 3- 4.-34/38,. SOT CHORD 7-0.-1186/833,0-6.-1377/1035, 6- 5.-612/688, Webs 2-6.-265/709,6-3.-239/371, 3- 5.-752/669,5-4.-91/91,0-0.-195/176, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.10/466 0.02/999 3 Horiz. - 0.02 -0.04 NA Max DL Deflection L/621 . -0.07 Long term deflection factor . 1.50 7- 6-0 3-6-0 2 3 4 4. 00 2. 00 545# 8.00" 4654 2.50" 7- 4-4 3- 7-12 7 6 5 1- 4-8 11-0-0 t RI- 5-6) -. EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.4932 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: this drawing (s notcreetbnb:adngwidbr ng.por,albracing ec:;mBabrxingw isapan of the baikling design and which map be considered by the building designer. Bracing shown is for lateral support of moss members onlytoreducebucklingIengh. Provisions must be madeto melon lateralbracingaends and specified locations determined by the Wilding desigon. Additional hoeing of the overall concretemaybe required. (Sec HIB-91 ofTPI).Fca specific « ass bracingrequirements. contact building designa.(Tmsa PlateInstitute. TPI is located at $83 D4DmftioDrixMadismWisconsin53T19z Eng Job: Dwg' Da r: TLY Chk: WO: CHER3 TI: O 9/ 24/2005 MmsBacingmawnm aronda SysteTCLive16. 0 s f p TC Dead7. 0 psf BC Live 10. 0 PSf BC Dead 10. 0 psf 1 TOTAL 43. 0 psf Lbr DF : 1. 25 PI t DF : 1.25 O.C.: 2- 0- 0 TPI-02/PBC- 04 Code: FLA v4 . 7 .21- 14262 4005 MARONDA WAY Sanford, FL.32771 407) 321-0064 Fax (407) 321-3913 TOM/l4 POND taf P.E. LICENSE0050068salMadalionre, Chukwtae FL 32766 Designt Matrix Analysis Frorile rate: c;t\'law-LUA\worx\Done \s:aans \taaanraswaa m jk+,.Faac Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:Q Qtyt2 a I DESIGN INFORMATION This design is for an individual building component and has been based m information provided by the diem. The designer disclaims any respaatibility fm damages a. temp of faulty or incorrect information specifications and/or designs famished to the tmo designer by the ctimt and the conectom or accuracy ofthis information as it may relate to a specific project and accepts m respmnbility oresmises m control with regard m fabrication. handling, shipment and installation of trusses. This torn bar been designed as a individual building componem in accordance with ANSVfPI 1.2002 and NDS.o2 to be incorporated aspanofthe building design by aBuilding Designer (registered architect orprofessionalcrgnea). Wb= reviewed forapproval by the building designer. the design loadings shown must be dbaked to be sure that the data sboam are in agreement visit the local building codes. local climatic records for wind or maw loads. pmj.1 specifications Or special applied loads. Unless showar. a mst has our been desigrd fro storage oroccupancyloads. The design astumel comprrmm cbmils (sup or broom) are continuously bracedby sheathing unleraotherwise specified. What broomchords in tensionare not Orally braced laterally bya property applied rigidceiling theyshould be bracedat amasimamspacingofto,.vo.c. Connector plates shall be maonfactured fiom 20 gorge bon dipped galvanized steel meeting ASTM A 653. Grade 40, odes; otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall review this dra.ing toverifythatthis drawing is in conformanceaitb the faluiatofs plans and to realize a cmtiming resPombitity for such verification. Any discmpaocies are to be putin aaidog before cuttingor fabriutim. Plates shill om be insured ova armholes, knots or distorted grain. Members shall be our for tight Ottingwoodto wood bearing. Connector plates shell be looted on both fin of the tram with mils fully imbedded and shall be s5m. abom thejoint unlessothaaise show. A 5a4 plate is 5' widea 4' long. A 6ag plateis 6' widex g' long. Slots (holes) mat palatld to the plate length specified. Double cats on wYb members diall meet at the cenbomd of the webs unless otherwise show. Cumxctor plate sizes are minimum diza based on the forces show and may aced to be incensed fro certain handhng and/or erection messes Thisbon isnot tobe fabricated with fur retail= treated lumber unless mwws hiseshoForadditional information on Quality Controlrefer in ANSVfPI 1-20M PRECAUTIONARY NOTES All bracing and erection recommendaim; are to be followed in accordance with'Handliny. Insulling and Bracing'. HIB- 91. Trusses are to be handledwithpaniabar ore during handingand bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for rmsling lateral forces dull be designed and nstaned by oa m. Cudu1 handling is a nriidand erection bracing is always required. Normal precautionary action for trusses rcquirn sash temporary bracing timing n..i.... bwten mosses toamid toppling and domimmg. The mi m ision of aectim of umsrs shallbe under she control of persons rapesienced inthe insuuatim of vanes. Rofestional advice shall be smglis if mined Concentration ofomarntum lore: grata than the design kinds sballout be &Mind to smsta at IM time. No bads ether than theweightof the crctoes shallbeappliedto manes until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-3/3, BOT CHORD 4- 0.-18/10,0-3.-9/21, Webs 0-0.- 5/11 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 0- 0 -5 0.01 C 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- 0 1 147 64 -215 B Pin 1- 7- 0 1 63 0 -125 - B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 00/999 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 1-8-4 1 2 4. 00 5x8 1- 3- 15 0-6-6 0-2-1 2.00 0- 8-0 147H 8.00" 63# 2.50" 1, 1-8- 4 4 3 1- 4-8 V 1-8-4 L R1- 5- 6) Joint Locations ..•==__________ 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 WndLod per ASCH 7-02, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 , Bld Type. encl L. 40.0 ft W. 1.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3 0.01 A 4- 0 -18 0.01 0- 3 21 0.01 Attach with (2) 16d Toe -Nails T 0-11- 2 f 0- 2AItach with ( 2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: EMaronda Systems Baron ,lb ngo<dmilar eioaw eisapartof the building design andwbicbmust be consideredbythebuildingdesigner. Bracingshownis for Wail support of unst membmonlyto reduce buckling length. Provisions mug be made to anchor lateral bracing at end; and specified locations determined by thebuildingdesigner. Additional bracing of the overa istructure maybe required (SeeIEB-91 of TPI).For specifictrust bracingrequucmema contact buildingdesigna.(Truss PlateInstitute, TPI is located al Sg3 4005 MARONDA WAYDomtt;o Dive, Madison. Wisconsin 53719} Sanford, F1. 32771 407) 32IL-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 39711 1 Noe M Chukb&b6 FL 32764 Eng Job: Dug: DSgnr:TLY Chkt TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf Scale = 0.6279 WOt CHEK3 TI: Q 9/ 24/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analyses rroraae ,acne 1. awu.a,v aver_ - +vr.r-.- Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R Qty:2 a DESIGN INFORMATION This design is for an individual building component and hasbeen brad oo infinendioo pm kd by the diem. The designer disclaims arty responsibility for damages a a resol: of faulty or incorrect mformnioo. specifications and/or designs furnished to the truss designer by the client and the tonatness or accuracy ofthis information a u may fel.e to aspecific project and accepts no responsibility or eeseises nocontrol sith regard to falricstimt handling shipment and imulbaims oftrusses. Thishas hasbeen designed asanindividual building component in accordancewith ANSVfPI 1-2002 and NDS_02 tobeincorporated a panofthebuildingdesign by a Building Designer (registered architect or pofessional engineer). When reviewed for approval by the building designer. the design loadings show must bechockedtobesomethatthedaumowereinagreement with the local building codes, local climatic records for wind or snow loads, Project speeifneatiom or gmisd applied loam. Unless mow. m:s has net been des good forstooge or Occupancy loam. The designansnma compression chords (lop or bom m) are comimonsly braced by sheathing urles otherwise specified. Where bottom chow in tension ere canfullybraced laterally bya property appliedrigidceiling theyshould be braced ata maximum spacing of 19-M o.c. Connector plates shall be mano6ctm,d from 20 grog, but dipped galvanized swell meetingASTM A 653. Crude4% unlessoherwiw moan FABRICATION NOTES Prim to fabrication, the fabricator shall review this dresingto vaify thatthisdrawing isin cnofurtu:Qewith be fabricames plans and to rediae a cam ins repowbility for mch verifxatloa Anyd;scr,parcia are to beput in writingbeforecutting or fabrication. Plata shall ambe installed overknotholes, knowOrdunned grain. Members shall be elm for tight finingwoodtowood bearing. Conneaut plates shill be located on bah fins of the truss with nails full• imbedded and shall be s)m. #boot thejoint unles othenise shown. A 5x4 plate is 5' wide a 4' long A6x$ plate is6' wide a 8' long Slots (holes) run passtlel to the plate length specified. Double cuts no web members shall meet at the centmid of the webs unless Otherwise shorn. Couneetor Plate sices are minimum sizes based onthe force mown and may need to be increased for certain handling and/or erection stresse. This Oasts ;s om to be fabricated with fire rcurdsot utawd lumber Odesotherwise show. For edditiooal information on Quality Control refer to ANSln?l 1.2002 PRECAUTIONARY NOTES All bracing and erestion recommendations are to be fblkwed in accordancewith 'Haml;ng Installing and Bracing". HIB-91. Tresses arc to be handled with particular ereduring balling andbundling• delivery and jostallatiooto avoiddamage. T®por4ry andpermanent bracing for holding trusses in a straight and plumb position and far resisting lateral forces shall bedeignedandinstilledbyothers. Careful handlingis essential and er¢tion bracing isalways regdrcd. Normal pmc=wnaty action for trussesrequirosuch temporary bracingduring installation baweco trusses to avoid toppling and dominoing The supwisioo oferection oftrusses thdl ho order the control ofpersons experienced in the installation ortruzses. Pmfesional advice mill be sought Hneeded. Corocniran" of nons,nrt en loads gaiter than the design loam dull Out be pplled to trusses; at wry time. No loads Otherthan theslightofthe erectorsshillbe applied to oases until after Wfastening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WE: 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 3- 0" open jacks (no webs) and Hip Jack Rafter framed to TC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1600 0.44 C 6- 0 1118 0.32 2- 3 31 0.62 C 0- 5 1528 0.55 5- 4 1425 0.77 2-3-3 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. WndLod per ASCE 7-02, CBC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. MAX. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 634 182 -592 B Pin 10-10-12 1 563 0 -200 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI.. Cr .WEB. ..FORCE..CSI. Cr 5- 2 392 0.13 C 4- 3 -187 0.04 C 2- 4 -1441 0.99 C 0- 0 397 0.31 C 4-6-0 4. 00 2.00 56.2# 6-6-0 Joint Locations ............... 1) 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 -47 0- 0- 0 -47 11- 0- 0 Concentrated LBS Location TC Vert L+D -56 4- 6- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1600/1123,2-3.0/31, BOT CHORD 6-0.-996/1118,0-5.-1148/1528, 5-4.-1100/1425, Webs 5-2.-152/392,2-4.-1441/1113, 4-3•-187/43,0-0.-154/397, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.19/632-0.38/323 4-5 Horiz. 0.04 0.07 NA Max DL Deflection L/662 . -0.18 Long term deflection factor . 1.50 0-8-0 I I 634# 8.00" 4-4-4 6- 7-12 6 5 1-4-8 11-0-0 RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO Sag Job: Dwg' Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bradng aano am,nai unot,lonbr,dins%indb„cinap«bracing «°mbrbracing a hisapan of the buildingdesignandawnmullbeconsideredbythebuildingdesigner. Breciog moan is roc lateral support of truss D8 r:TLY Chk: members only to reduce buckling length. Provisions must be made to anchor latent bracing at ends and specifiedlocations determined by the building designer. Additional bracingof theoverall structuremay be ra cia (See HIB-9l of TPl).For specificmoss bracingrap;r®am. contact building designa.(TmssPlateInstitute. TP1 ;s located as 593 D'Onofrio wive. Madison. Wisarwn 53719). Live TC Li16 . 0af P TC Dead 7.0 ps f BC Live 10.0 ps f BC Dead 10.0 Pelf ITOTAL 43.0 psf 111 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSO 60 307 Medallion FL ChAw* FL 32746 3 T 1-5- 0 1t 0-7-6 4 M 563# 2. 50" 4 Scale co 0. 4903 WO: CHER3 TI: R 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 7 71-1df. 1'. Designs Matrix Anaaysis rrmuaer caws a.:ken..-wwwaa wsaa,...m••..•••..,••-••••••-• •- .•••r-•- Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:T Qty:6 fA DESIGN INFORMATION This design is for an individual building eompmw and hasbeen basednot info r anonprmided by theclient. The designer disclaims any responsibility for damages as a resnh of (dully or incorrect information. specifications and/or designs fomished to the one designer by the cline W thecorrammor accmacyofthis wformatim asit may relate to a specific pmjwt and accepts no responsibility or esaeises on control with regard m fabrication, handling, dupmem and iaaallmm ofmosses. This truss has been designed nm individual building competent in accordance with ANSVfPt 1.2002 and NDS-02 to be incorporated as part of the building design by a BuildingDesigner (registered architect or professional angioev). when reviewerforxppoval by the building designer. the design loadings fhnw9 muss be checked to be sure that the data shoat ale in agreement with the local building codes local climatic records for wind or movbads. pojat specification, or special applied roads Unless sbowv6 nvss has sus been designed for storage oroccupancy roads. Thedesignass dues compression chords (top or bdom) are comimmusly brad by sheathing unless otherwise specified. whorebommchordsintensionarenorfollybracedlaterallyby. properlyappliedrigidceiling, they should be bracedat amaaimnmspacingofId-0' Isc. Comecmr pales shall be mamfYmrd form 20 garage but dipped galranizd nod meeting ASTM A 655, Grade 40, unless otherwise showy. FABRICATION NOTES Prim to nbricta on, the fabricnm mall revim this drawing m verifj thn this drawing is in conformance with rthebricaofs plans and to realize. continuing responsibility for such .aifxation. Any discrepancies are tobepminwritingbeforetuningof fabrication. Pones mall sum be insulld ova kwotboles. Jauntsor dissected grain. Members shall bean for tight fitting wood In wood bearing. Connector plates shall be rocatd on both fans of the tram with nails (idly imbeddedand shall be sym. about thepin: onlessotherwixshown. A5a4 pineis 5' wide x V long. A 6x8 platis W vide x 8' rang. Slon (holes) run parallel mthe plate length specified. Doable cuts on web members mall meet at We cmnoid of the weld unless otherwise mowv. Carmatm plate sizes me minimum sizesbasedout the forces shoatand may need to be increased fbr counts handling and/or nation stresses. This notes isnet tobe fabricated withfoe reurdam treated lumber unless Otherwise shown. For additional information onQuality Controlrefa w ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracingand aatim recommendationsaretobe followed in accordance with'H-mlmg. tanalling and Bracing'. HIB-91. Trusses me to be bundled with particular care duringbandingandbundling, dd'nery and imuBuion to -iddamage. Temporary and pumanmr bracing for holding tmaes in a straight and plashpositionandforresistingWeralfortesshallbedesignedandinnalledbyolden. Careful handling is mmW and swim bracing is allays required. Normal precautionary action for tosses respires such temporary bracing during installation between trusses to ."id toppling and dominating. The supervision oferection ofunsscs shall be undo the control of persons experienced in the insullatim ofmosses. professional advice mall be sought Ifneedd Conant ssmor ofeen tmetee leads greater than the design loads shall oar be applied to trusses in any time. No Wads other man the weight oftheaeetan mall beapplied to mosses until after all fastening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WBn 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -34 0.23 A 1- 0 -82 0.13 0- 3 16 0.04 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI 1- 0 68 0.13 C Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 MA%. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 140 -258 B Pin 2- 11- 4 1 64 98 -161 T Pin 2- 11- 4 1 67 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr-------- GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio a in./Ratio Jnt(s). I. Span 0.05/527 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/702 . -0.04 Long term deflection factor . 1.50 2- 3-3 0-6-6 1 t. 3- 0-0 6. 00 3. 00 2 Joint Locations ............... 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCB 7-02, CBC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, &zt. 1.0 Bld Type. encl L. 60.0 ft W. 3.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-34/6, HOT CHORD 1-0.-82/74,0-3.-11/16, Webs 1-0.-65/68, CIL: 2-11-4 Attach with (2) 64# 1.50" 16d Toe -Nails T 1- 5JI-6 T 0- 8-0 I I N 168# 8.00" 67# 1.50" 3- 0-0 y 4 3 0- 10- 8 3-0-0 R0- 11-12) Attach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEBT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: CMarondaSystemsBracingshayouthisdrawingisnetanionDram& wind bracing, postal bracingorsimilar bracing utichis aport ofthe building design and atieh mast becoosiderdby the building designer. Bracing mown is for lateral support of thusmembers only us reduceheckling length. Provisions most be made m anchor law bracing a ads and specified aim determined by the building designs. Additional brw mg ofthe overall mucture may be repird. (See MB-91 of TPI).Fw specific trna bracing rcquiremems, unman building daigma.(Trues mote Insitma TPI is local to 582 4005 MARONDA WAY DOwfirie Dri e. Madison. w 53719 Sanford, FL. 32771 407) 321-0064 Fax (407) 32.1-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Meda*m FL CINIFIaotar FL 32766 Over 3 Supports Scale = 0.4705 Eng Job: WO: CHER3 Dwg: TI: T Dsgnr: TLY Chk: 9/24/2005 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 Codes FLA Designs Matrix Analysis rrorlle rain: s::\l"66-Wa\NOZE\J VDa\WbA\t.86isAL6Mn n .a\+•y+as Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:D Qty:2 I I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the cline. The designerdisclaims any responsibility lot damages asa 11offaulty or incorrect information. spcificniom and/or designs furnished to the wa designer by the client and the co t-mea car accuracy ofthis ioformatioo as it may rein to a specific pojat and accepts co responsibility or esercisesm control with regard to fabrication. handling, shipment and installation ofanne& This trust bas Deco designed as an individual building compooeat in accord ,..,e with ANSVFPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designs (registered architect or professiom i engineer). When reviewedla approval by the building designer. the design loadings shown must be checked to be more that the data show art in agreement with the local building codes. local climatic records for wind ormow bads. project spcifxatiamor special applied loads. Unlessshout6 truss has not beendesigned for stooge or occupancy bads. The design aanma compression chords (cop on human) use continuously braced by sheathing unless otherwise specified. Where bottom chords in temim ere not ftdly braced laterally by , property appliedrigid ceiling, they sbmld bebreedat a maaimum spacingof 10-0' o.c. Connector plates shall be mauofacmred fie. 20 gauge but dipped galvanized seed meeting ASTM A 653. Grade 40. unless othauisc shown. FABRICATION NOTES Mar to fabrication. the fabricator shall review this drawing tovairythat thisdrawingis in con with the fabricatoh plans and te realize a rxminuing responsibility for such verification. Any discrepancies use tobe pot inwriting before totting or fabrication. Plates tall not be installed ova kmtholm knots or diaoned grain. Members shall be anfortight fitting weed to wood baring Connector puss shill be looted on bab lion of the tunawith mils fully irrnI ' I and shall be s)m. about thejointunlessotherwiseshown. A 5a4 plateis5' widea V long A 6a8 plateis 6' wide a g' long. Slots (bola) rot parallel to the pine length specifud. Double cuts no web members shall men st the camid ofthe webs unless otherwise shown. Comctor plate sines see minimum sizesbasedon the forcesshownand mayneed tobe itaced for casein hamdlmg and/or action messes. This otter anot to be fabricatedwith ftre rcwdanl treated lumber unless otherwise shown For additional information onQuality Oxamlreferto ANSVFPI I.2002 PRECAUTIONARY NOTES All bracing and oration—cradatiom are to be lbUowed in sca ndauce with'Handling togalling ad Bracing'. HIB-91. Trusses are tobe handled with panicnlar care during banding and bundling, delivery andinstallationtoavoiddamage. Temporary and permment bracing for holdingwoes in astraight andplumb positive ad for resisting lateral forcesshall be dared and insalld by others. Cucfol handling is ascotial and aection bracing is alwa), required. Normal peamiernr). action for muses re pim such temporary bracing daring installation be— tosses to avoid toppling and dominoing. l bempavWne of sectionof mtssesshall be under the control of permnsexperienced in the installation of tenses. Profession, advice shill be might if eclm Comce u of conwm m bads grata thm the design loads shall teas be applied to tmaa at any time. No bads other than the wa& of the asters dell be applied to mosses until after Al fastening and bracing is completed. TC: 2x 4 SP #2 BC. 2x 4 SP 02 WE: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-24/0, HOT CHORD 4-0.-192/57,0-3.-18/47, Webs 0-0.-38/142, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 0- 0 142 0.22 C 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 MAY. REACTIONS PER BEARING LOCATION----- Y- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 138 131 -151 B Pin 1- 11-12 1 81 0 -191 B. H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.12/338 0.03/999 2 Horiz. - 0.02 -0.04 NA Max DL Deflection L/450 . -0.09 Long term deflection factor . 1.50 1- 9-7 0- 6-6 2- 0-8 1 2 6. 00 0- 4-2 3. 00 T 1- 2-8 1 0- 4-2 fmq q 138# 8.00" 81# 1.50" 2- 0-8 4 3 0- 10- 8 le 2-0-8 RO- 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 11CT0R. BRACING WARNING! FMarondaSystems shown -this drawing nor satin° bating. Mace& portal blaang carrimilu bracing which is a pan ofthe building designandwhich must be comidened by thebuilding designer. Bracing shownisforlateraloppott ofmanmembm only to reduce buckling length. Pavisions mug be made to anchor lateral bracing at cods and specified locations determined by thebuilding designer. Additional bracingof theoverallaructure may be required. (Sot HIB-91 of TPI).Fm spairc ran bating rapimmcw& coact building desipa.(Tan Pine bgimm TPI is bald 81533 4005MARONDAWAYD'Oaofrio Drives Maeiam Wisansis 53709 Sanford, FL. 32771 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 M cadion FL CIWsksots, FL 32746 Joint Locations ............... 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -24 0.15 A 4- 0 -192 0.06 0- 3 47 0.04 Attach with (2) 16d Toe -Nails Attach with (2) 16d Toe -Nails Scale — 0.5688 Eng Job: WO: CHER3 Doug: TI: U Dsgnr: TLY Chks 9/24/2005 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 Designs Matrix Anaiyeis rroLILC raw: e.rkaaan-s.vw— --V- Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V Qty:2 ' DESIGN INFORMATION This design ;s fa an imi..idn,l building component and has beenbud on idbrmation prmided bythediemTh . edesign. disclaims any responsibility for damages as a remll of faultyor incorrect information, specifications and/ or designs furnished to the ben designer by the client and the cmrrecmm oraccuracy ofthisinformation as itmay relate to a specific project ad accepts on responsibility or .reeises on control with regard to fabrication. bandling, shipment and installation of tmats. This truss has been desigtrad o anbdivideal building camponem in accordance with ANSVrF1 1-2002 and NDS- 02 to be incorporated as pan of thc building deign by aBuilding Design. (registered architect a professional . egincer). When reviewed for approval by the building designer. the design loadings sbowa must be chucked to be sure that the data fhoa9 are in agreement with the local building codes, local climatic records forwind or sonw bads, project specifications or, special applied loads. Umm cbown truss has our been designed for storage ncaecnpency bads. The design assumesco e, -' chords (sup or bottom) are radianwsty braced by sheathing unless otherwise specifies) Where bottom chords in tension are net Polly bated laterally by a properly applied rigid ceilingthey should bebraced at a mas; mmm spacing of l V-0' o.c Cmm tor pl.a.uesdullbe maon6cmred Bum 20gang. bed dipped gatvmzcd Feelmeeting ASTM A 653. Grade 40, unless mh.wise showy. FABRICATION NOTES prior to fabricatioa the fabricmr shall review (his drawing re verily, that thisdrawing is in conformance with the fab6caroes plain ad lo rcalin s curtinmtrg responsibility forsuch verification. Any discrepancies are re be per in w4iting berm tuning or fabrication. Plates I am be installedover kmorholes. knots or distorted grain. Members shall be emfortightfitting wood lo wood bearing. Contractorplum shall be located on both fins of the true with nails fidly imbedded and shall be sym..boor the joint mnlm otherwise bore,, A 5x4 plate is 5• wide aV long A 6ag plate is 6' wide a 8' bag Sots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs aim otherwise maw9. Com— tor plate $it. are minimum sizes based an the forces showy and may need to be increasedforcabin ham ling and/or.ectiom Frmes. This ban is sum to be abricatd will, fie reum ars mcared timbermrlm otherwise mown. For additional information on Quality General refer to ANSVfPI 1-2007 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with ' Hamlimg Installing and Bracing% NIB-91. Tresses are to behailed with panicul. ale dttimg banding ad summing ddnwy andinstallationtoawid damage. Temparary and permanent bracing for holding trusses in . straight and plumb position and for resting lateral force mall bedesignedAM installed by others. CneBd handling is essentialand erection bracing is 1lw2)3 required- Normal PrmatuMM action for musses requires such temporary bracing during imullation berm= trusses to awid toppling and dominoing The supervisionof.eclion ofmusses slur be under the control of persons experienced in the installationof (macs. Professional advice shall be sought if needed. Cmnctemrration of construction loads gmuff than the d-p load: shall o. be ,ppliodto trusses .1 any timeNo loads otherthan the weight afthe erectors shall be applied to truaes until after aB f=..ivg and bracing 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.-9/ 0, HOT CHORD 1-3.0/ 1, T 1-0-4 1 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCS 7-02, CLC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bid Type. encl Le 60. 0 ft W. 0.8 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. .. PORCE..CSI. 1- 2 -9 0.01 A 1- 3 1 0.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1. 50 Joint Locations............... 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 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- 3-12 1 73 31 -146 B Pin 0- 8- 4 1 18 30 -50 T Pin 0- 8- 4 1 14 0 -5 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 0-9-0 1 2 GL: 0- 8- 4 Attach with (2) 18# 1.50" 16d Toe - Nails 5x6 I 0-10-14 0-6- 6 I Attach with (2) 16d Toe - Nails Face = 0- 2- 8 73# 7.50" 14# 1. 50" 0-9-0 4 3 0-10- 8 0-9- 0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SH86T. A COPY OF THIS DRAWING TO BS GIVBN TO ERECTINO CONTRACTOR. BRACING WARNING: Maronda Systems Bracingsbwaenthisdeswingunchtg (eraction,cinwindbneing. pom m lbrnasimilar bracing w, hisa.of the buildingdesign and wtich must be considered by the building dedgmer. Bracing sbow is for'am l support of tress members only to reducebuckling longth. Frwisiommast be made toanchor lateral bracing to ends and specified 1«ations determined by thebaildiug designer. Additional bracing of the overall structure may be required. (Sea I9B-91 of TPI)Tor specificones bracing requir®cerm contactbuilding ding design-Unuss Plate Imtimtt, TPI is locatedF 583 4005 MARONDA WAY DOmafrio Dd%s Madima Wisconsin 53719} Sanford, FL. 32771 407) 322-0064 Fax (407) 321-3913 TOMAS POND P.E. LICENSE OWS0068 307 It 1 111, FL Chukwfai FL 32706 Over 3 Supports Scale = 0.6768 Eng Job: WO: CHER3 Dag: TI: V Dsgnr: TLY Chk: 9/24/ 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 pef TPI-02/FBC- 04 BC Dead 10.0 pef Code: FLA Designs Matrix Analysis rrorrie ratan: a jt..yrn Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V1 Qty:1 DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. Joint Locations= .............. ' This dingo isfor anindividual building compmat and BC: 2x 6 SP #2 - All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 1- 4- 0 bibeen based onin(mmuionpemidedbythe diem. TheMULTIPLE LOADS -- This design is the continuously braced unless noted otherwise. 2) 0- 8- 0 4) 0- 0- 0 deep. disctaimsany responsibility for dareages.. composite result of multiple loads. In -Plant Quality Assurance with Cq. 1 MAB. REACTIONS PER BEARING LOCATION----- remb or fealty or ine-cca i.1munnio0. specifications WndLod per ASCE 7-02, C&C, V. 125mph, FORCES (lb) - Max Compression/Max Tension S-Los BSet Vert Horiz Uplift Y Type and/or designs furnished tothe truss designerby theclient H. 15.0 Pt, I. 1.00, Exp.Cat. B, Rzt. 1.0 TOP CHORD 2-1.-3/13,3-2.-11/13, 0- 0-12 1 6 -14 -15 B Pia and the correctnessoraccuracyofthisinformatioo.it mayrdatto. sptrifieproject and accepts no Bld Type. encl La 58.0 ft W. 1.3 ft Truss BOT CHORD 3-3.0/0, 1- 3- 4 1 6 -15 -10 B Pin ncsµmabitirymuocis.mcom,olwithresudm in 8ND zone, TCDL. 4.2 pBP, SCDL. 1.2 ps! Toss ..PORCE..CSi. Cr ..BC. ..FORCB..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication, handling shipment and innallium, of t msses. Impact Resistant Coveringand/or Glazing Raq 2- 1 13 0.00 A 3- 3 0 0.00 GLOBAL MAX DBPLECTIONS--------- This truss his been designed. an iedivdual budding 3 - 2 13 0.00 A LL TL component in accordance with ANSVfPI1.2002 and NDS-02 robe imorpmated a pat orthe building design in./Ratio in./Ratio Jnt(s). byaBuilding Designer (registered adtitatOr I. Span 0.00/999 0.00/999 1-2 professional engineer) when revived for approval by Horiz . 0.00 0.00 NA the building designer. the design loadings shown most be MaxDL DeflectionL/999 0.00 checked to be sore than thedatamownetcingre®m with the local building coea.local climatic records lb, i Long term deflection factor . 1.50 wind or sort bad:, project specifications w specialapplied bads. Unless d..m. tins, has can been designed for storage or oampaney bads. The elcsgo assumes compresaon chord` (top or bamm) are community braced by sheathing unless otherwise specified. Where bottom chords in tension are notfullybracedlaterallybyaI*opeflyapplied rigidceiling, they should bebracedat a unseen spacing of 10-0' o, c. Comectnr plan shallbe mamfxtruedfrom 20 gang, but dipped galvanr:zd ated meeting ASTMA 653. Grade 44 unless otherwise shown. as-o as-o FABRICATION NOTES Prior to fabrication. the rabricam mall review this 3 2 1 chasing to verily that this drawing is in confm mmace with the:uricaars plans and to realize a continuing 1.611 F6.00 respona'Diliry for such verification. Anydis[rcpaaies are to be potin writing before coning or fabrication. Plates mall net be installed over knotholes. knots or distorted grain. Members shall bean fin tight fitting wood W wood hearing. Corrector plates shall be baud on both ram of the nuts with nails fay imbeddedandshallbesym. about4z6 n the joins unless otherwise shown. A 5.4plateis5• wide a Clung. A6.g plate is 6' wide . g' bug. Slots (boles) 0-5-8 run paralld to the plate lengthspecified. Double catsmweb members shall meetat the camid orthe webs ordess otherwise mown. Comator plane den are minimum 0-5-8 dinbasedm the forcer abeam and may aced to be increased fin certain handling and/or erection stresses. This ua. is net to befabricatedwithfireretardanttreatedlumberunlessotherwiseshown. For additional information on Quality Como] rdc, to ANSVfPI O 1-2002 PRECAUTIONARY NOTES All bracinganderection recommematioos are to be followed in accordance with •Hamming, installingandBracing'. HIB-91. Trusser areto be handled with psnialu are during banding and bundling. ddr-y and mstallatim to avid damage. Temporary and pmar ame tbracing Ibr b.Wimg w.es in a maight and plumb position and for resisting lateral fortesshallbedesignedandinstalledbyothers. Candidhandlingis -m;aland aadenbracing isalwaysegmdrad.Normalprecanama" 1.so^ smaa-ao 1.sonr action fin truss. requires such temporary bracingduring1s# lj -1oa installment between tra.es to rigid toppling and do aiming. Theanpervidon Of ereclioa of Gasses mall be underthecontrolofpavmuperienced in the 1-4-0instillation of trv.o. Profession, l advicemallbesoughtLifneeded. Concematim of onnnncrme bads pater thouthe design bads shall net be applied to trusses a any time. 4 No bads other than the weight oftheerectorsshallbeanoliedtobossesmailalterallfastening and bracing is EXCEPT AS SHOWN PLATES ARE MiTek MT20 C WARNING: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERBCTINO CONTRACTOR. BRACING WARNING: Maronda Systems E mmthis 'md'st umtm b°d.windhaan&portaligm.bracingigsbis boningWhich°uamdss the building design and which must be cmddered bythebuildingdcdgtrer. Bracing mown is Ibrlateral snppen of truss members only to reduce bustling leugm. Provisions mustbemadetoanchorlateralbracingatendsandspecifiedbcaionsdeterminedbythebuildingdesigner. Additiatral bracingof the "emu structure may be required. (See HIB-91 orrpi).sw specific truss bracing repaircoens. count buildin desiper.( Tmss PlateImam, TPI is bcaed atsay 4005 MARONDA WAY Doamfrim on e. Madison Wisconsin 53719j. Sanford, FL 32771 407) 321-0064 Fax (407) 321- 3913 TOMA.S PONCE P.E. LICENSE OWS0060 307 MedwWon fLGMraOLne FL 32764 Scale = 0.9529 Eng Job: WO: CHER3 Dwg: TI: V1 Dsgar:TLY Chk: 9/24/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7.0 psf Pat DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04BCDead2.0 psf ICOdet FLA Designt Matrix Analysis rrorila racn: cr\aaa-waAnorac%uvua a. .a ev-...r.,. Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI M Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. Joint Locations ............... This design is for an individual building component and BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 5) 0- 0- 0 hasbeen based onidmmsuooprovided bythe client. The MULTIPLE LOADS -- This design is the continuously braced unless noted otherwise. 2) 2- 0- 0 4) 4- 0- 0 daagoa disctaims any responsibihty for damages as. composite result of multiple loads. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- remll offarby- incorrectinfmma:ioo.spailictioos WndLod per ASCE 7-02, C&C, V. 125mph, FORCES (lb) - Max Compression/Max Tension X-Los BSet Vert Horiz Uplift Y Type and/or designs furnished to the am designer by the client H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 TOP CHORD 1-2.-3/71,2-3.-3/71, 0- 0-12 1 54 -79 -65 B Pin and the correctom or accuracy ofthis inibmanioo as it may rela: emaspecific pmjotand accepts rn Bld Type. encl L. 58.0 ft W. 4.0 ft Truss HOT CHORD 1-3.0/0, 3-11- 4 1 54 -79 -65 B Pin responsibility or nvcises on control with regards in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE hbncn,oahmdhn&shipment and installation ofuumes. Impact Resistant Coveringand/or Glazing Req 1- 2 71 0.04 A 1- 3 0 0.03 GLOBAL MAX DEFLECTIONS--------- Thisone bas been designed a an individual building 2 - 3 71 0. 04 A component in accordance withANSVdfPI1.2002 a component in./Ratio in./RatioJnt(s). NDS-02 to be incorporatedaspmofthebuildingdesignbyaBuildingDesigner (registered architector I.Span 0.00/999 0.00/999 3-1 professional enginm} When reviewed rot approval by THOrd z . 0.00 0.00 NA the building designer. the design loadings show must be Max DL Deflection L/999 o 0.00 chucked d with the local buildingcodes. local climatic records for Long term deflection factor 1.50 wind or mew' leads project specificationson special applied bads. Unless shown, tom has rot beandesigned for storage c r occupancy bads. The designassumes compression chords (rap err been ) arc conlnoonsty braced by sheathing mlm otherwise specified. Where bovom chords in tension areourfullybracedlaterallybyapropertyappliedrigidceiling they should be braced to a n aumem spacing of IV- 0 o.c. tor platesshall bemanufactured fiom 20 gauge but dipped galvanized rued V 2-0-0 _ 2-0-0 V meeting ASTM A 653. Grade 40, unless otherwise mown. 1 2 3 FABRICATION NOTES Prim m rabriearioa the fabricator mall review this 6.00 -6.00 drawing to verify that this drawingis in conformance withthe fabricatorsplans andto realize a continuing responsibility fm such vviBcaion. Any discrepancies areto be pm in writing her= calling or fabrication. Pima 4X6 mall nor be installed ovaimotbolcs. Imms m drooled gain. Members "I be m for tight fillingwood to wood being. Connectorplaces shall belocatedonbahfagsofthetramwithwailsfully imbedded and aball be aym. about the joins unlm otherwise mown. A50 plane is 5- wide x 4-long. A 6a8 plate is V wide a 8' bug. Sluts (hole) 3X4 3x4 run parallel to the platelengthspecified. Doable cuts on 1-0-0 1-0-0 web members dW] meet to the ca mid of the webs anlm otherwise mown Conoector plate Sizes are minimum size based on the fortes mow ad maytreed to be increased for cannier hae1mg aod/ m erection sbesa. This true isnet to be fabricatedwith rue retardant tied lumber thins otherwisemown. For additional informtion m Quality Control refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES Ali bracing and aectioo .Commendations an, to be falbwed in accordance withHandling InsWlmg ad Bracing'. FH8-91. Troaesace to behandled with particular ease during bandingand bundling delivery and imuUmim to avoid damage. Temporary and permanent bracing nor holding truan in teraigha and plumb N\I XXX>=Xx position and fro resisting lateralforcesmallbedesignedandinstalledbyothers. Careful handling is essmialand erctim bracingis alwaysrequired. Normal preowimwry action nor masses requires suchtemporarybracingduringimtauaimbcm= haaea toavid toppling and 54P 1.50" Stud @ 4- 0- 0 54H 1.50" docoiming. The mpavisim of er= 60to of traaa shall be cothe cda ontrol of permes-periencalin theinstallationof banes. Professional advice mall be soughifneeded. Conccmnhon of a:wmaion loads greaterthan 4-0-0 - thedesignInds mall oor be applied to trusses at any time. No bads other than the weight of the crecton mall be4 applied towananvil after all fanemngandbracinga5EXCEPTASSHOWNPLATESAREMiTekMT20 F WARNING: READ ALL MOTHS ON THI6 SHEET. A COPY OF THIS DRANING TO HH GIV3N TO ERECTING CONTRACTOR, BRACING NARNING: LM a ro n d a SystemsBndngaMwnmUandwhichitroterection !rearing will hiring poet °rangm o miler hiring support the building design andwhich mast beconsideredbythebuildingdesigner. Bracing monois for land rapport of trva members only to reduce beetling length. Provisions coal be madeto anchor lateral bracing at cods and specified locations determined by the building daigta. Additionalbracingoftheoverallstructuremayberequire& (SeeHIB-91 of TPI).Fm specific truss bracing requirements, emtaerbuilding designe.(Tnss Plan Instimle. TPI is locatedas 583 4005 MARONDA WAY WOoofrio wive. Madison. Wiscoct 5]719) Sanford, FL. 32771 407) 3=-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE t1tWSOD68 267 IdrL Chultbotaa FL 22796 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 2. 0 psf Scale = 0.8648 WO: CHEX3 TI: V2 9/ 24/2005 Lbr DF: 1. 25 P1t. DF: 1.25 O.C.: 2- 0- 0 TPI-02/PBC- 04 Code: FLA Design: Matrix Analysis rroaaaer ras.ua .. - --- a Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V20 Qty:l 4 I DESIGN INFORMATION TC: 2x 4 SP 82 This design is for an individual building component sod BC: 2x 4 S P 02 has bear basedon inCmmatioo provided bythediem. The WB : 2x 4 S P 03 designer disclaims any responsibility C. damage at. MULTIPLE LOADS -- This design is the 1[offtattycar incorrect iotmmatmspecificatiom composite result of multiple loads. and/or design famished to the moss designer by the diner and the correctness oraccuracy ofthisinlbrmationa it Right End vertical designed for wind. may Mato to a specific pmjea and accepts w FORCES (lb) - Max Compression/Max Tension respotssiWhy or exercises co control wine regard to TOP CHORD 1- 2. -14 / 42 , fabrication, handling shipment and imullation of ttuma. HOT CHORD 1-3-0/0, ThisbosshasbeardesignedaanindividualbuildingWebs3 - 2.0 / 0 componentinaccordancewithANSVTPI1.2002 and NDSL2 tobe mcmporued as panofthebuildingdesignGLOBAL MAX DEFLECTIONS--------- bya Banding Designer (registered architect orL LTL professional argnea)'wenereviewed far approval by in./Ratio in./Ratio Jnt(e). the buildingdesigner, thedesign loadingsd mm true be chocked to be sure that the dau shoran arc in agramem I . Span 0 . 00/xxx 0 . 00/xxx 3-1 with the local building codes, local climatic records for Hori z . 0.00 0.00 NA wind or tuns, load& pmje a specifications orspaial Max DL Deflection L/xxx . 0.00 applied loads. Unless shooamost has ambear designed Long term deflection factor - 1.50 for storage or occupancyWads. The design asmmes compression chords (top or bocom) are continuously braced by sheathing unless otherwise specified. where bottom chords in tensionartonePollybracedlaterallyby property applied rigid calling, they should be braced at a maximom spacing of itr4mo.c. Connector plates shallbe maonfacmred from 20 gauge hot dipped galvanizedsteel meeting ASTMA 633. Grade40. udas otherwise show.. FABRICATION NOTESPrim to fabrication. the nbricator shall tevim this dewing to verily thus this dewing is in confmmarcc wine the fabrtoemh plans and to ralin a continuing responsibility for such vaiftcatiom. Any dinerepeacies are to be put in writing before cutting orfabrication. Pines tall not be installed ova knotholes. knots m diaoned gain. Members shill be no for tight fitting word to wood bearing. Connectorplaces dull be looted on both fan ed the truss with roils fully imbedded and shill be synx about the joint nmess otherwise mownA5x4plateis 5' wide a 4' Iwg. A fall plate is 6' wide a 8' long. Slots (bola) run parallel to the plate length specified. Doable cuts on 1-0-0 web member. shall menatthecammldofthewdnunlessmhWlseshnw9. Connector plate logs art minim® sizes based on the Rosenshmw9andmay need to be ilCtasedforcertain handling and/or auction firesstr This dDss is cor to be fabricated with fire raLdanl created lumber unless otherwise shoran. PW additional information on Quality Comml refer to ANSIRPI 1.2002 PRECAUTIONARY NOTES All bating and erection rea m ucodatWro are to be1blioaed in -and-. with' Haudlmg. Imwling and Became. HIB.91. Truman are to be handled with particular are during bandingandbundling. delivery and installationto avoid damageTemporaryandpermanentbracingforholdingcauses inastraight and plumbposition andCor resistinglateralComamerebedesignedandinstalledbyothers. CarePol haodlivg is menial and creation bracinga always taloned. Normal patotorory action for buses requiresmuchtemporarybracingduringinstallationberwccotrassesto avoid toppling and domincing. The supervision of action of coma shallbe under the control of pe, experiencedin theinstallation of tntaca professional advice mallbe sought n o if . Conammu f aDrerlonloadsgraterthan the design Waada Shall nor be applied to tataaar any time. NO loads other than the .eight ofthe shall all be spiked tohomes until after all fastening and breams a Analysis based on Simplified Analog Model. ..............Joint Locations ............... All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 0- 0 continuously braced unless noted otherwise. 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCE 7- 02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----w Bld Type. encl L. 58.0 ft W. 3.0 ft Truss X-Loc BSet Vert Horiz Uplift Y Type in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf 0- 0-12 1 62 51 -117 B Pin Impact Resistant Covering and/ or Glazing Req 2-11- 4 1 34 -22 -20 B Pin TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 42 0. 08 A 1- 3 0 0.06 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 3- 2 0 0. 01 C 3-0-0 1 2 4.00 2x4 3x4 1-0- 0 LU 2x4 OR / ____FIR O_/ , I t o1 1 I 3-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVE: TO ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems Braalngcbow9as°ingisnot on w;ndb ng.porudbraalngmsimilar b;ngntiehisa of he bolding design and ahlcb mutt be considered by the building designan designer. Bracingshoris fir Lateral mI, of massmember onlytoreduce butting lengthProvisions muss be made to anchor lateral bracing at cods and specified Wcatiom determined by the building design. Additional bracing ofthe overall structure may be required. (See H13.91 of T9 ).For specific tram bracing requir®mtacounsel building desigrer.(Trum Plate taaitma TR is located at 593 4005MARONDA WAY DOuoCrWDrive. Madison. Wixonsic53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0060 307 Modafon FL CMiwtas FL 32766 Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 2. 0 pef TOTAL 35.0 n9i Scale = 0.8648 WO: CHEK3 TI: V20 9/ 24/2005 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Designs Matrix Analysis rroLlle rain: a j%va- yaws Job: CHSSAPEME X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V21 Qty:l .0 I DESIGN INFORMATION This design is for an individual building componens and has been bash on information pmided by the diem. The design= disclaims my responsibility for damage as a 11 offaulty m incorrect information specifcatiom anNor designs furnished to the truss designer by the client and the corr=tnesa or accuracy of this information as it may relate to a specific pmjwt and accepts on responsibilityor u=cisn oncentral withregard to fabrication handlin& ship.= and iunallatian of trusses. Thistrust; has beendesigneda enindividual building component in accordance with ANSVfPi 1-2002 and NDS-02 to be incospoatcd as pan of the building design bya Building Designer (registered arthit=tor professional engine=). Whenreviewed for approval by the building designer. the design loadings shown mast be chocked to be sore that thedata shown arc in agremm with the local building codes. local climatic records for windor sprow, bads. Project sperirc-tiorn orspecial appliedbads. Unlessshowy tsmss hasnor been designed for nonage or occupancy loads. The design wones compression chords (top or botmm) are continuously braced bysheathingunless otherwisespecified. Where bottom Words in tension are rut fully braced laterally by a properly applied rigid ceilingthey should be bracedat a maximum spacing of IMw o.c. Counocmr plate shall be mamfactnrtd fiom 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40, tless otherwise show. FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verily thus this drawing is in comfortnance with the fabriames plum and to realize a cominumg responsibility fbr such vcrifik duo. Any discrepancies are to be put in writing before caning or fabrication. Plates anal] not be installed over knotholes. know or distontod grain. Membersshall berun for tight fittingwoodto woadhearing. Connector plates shall belocated onbahfaceof the truss with osils fully imbedded and shall be sjta. about thejoint unlessotherwise sbown. A 50 plateis 5' wide a 4' lung A 6.8 ptae is 6' wide x 8' long. Sots (boles) run parlld tothe plate length spceifued. Doable cuts anwebmembershallrumathecentredofdhewebsunless otherwise shown. Connector plate Sim are, miniu m n sizes based on the forces show and mayneed to be memsed for certain handling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber udm otherwise show. For additional information mQmatity, Control refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are tobe followedmaccmdancc with'Handling. lonalling tedBracing% HIB.91. Trusses are to be handled with pastkWu ore duringbanding and bundling• ddnery and installation to awid damage. Tmporsy and permanm bracing for holding transact in a aright and plumb positionandforresistinglateralformashallbedesignedand installed by others. Cmfbl handling is essentialand swim bracing u alwaja required. Normal precautionary anion for trusses regnires such temporary bracing dung installation between trusses to r"id toppling and dominofog The supervisionoferection oftrussessla8 benederthe control of persons experienced in the installation of mosses. Professional advice shall be somghl if necded. Comenuatimof mnvruaion loads greater than the design landsshall notbe applied totruss at anytime. No bads other data the weight of the erectorsail) be applied to trusses until aft all fastening and bracing u completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE, 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--36/105, HOT CHORD 1-3.0/0, Webs 3- 2.0/0, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/xxx 0.03/xxx 3-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/xxx - -0.05 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, C4C, V- 125mph, H- 15. 0 ft, I. 1.00, Exp.Cat. B, Rat- 1.0 Bld Type- encl L. 58.0 ft W. 6.0 ft Truss in END zone, TCDL- 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 105 0.45 A 1- 3 0 0.40 6-0- 0 4.00 Joint Locations----- -------- 1) 0- 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 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 1 153 128 -279 B Pin 5-11- 4 1 92 -54 -64 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 3- 2 0 0.06 C 153H 1. 50" Stud @ 4- 0- 0 92N 1.50" 6-0- 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 WARNING: LMaronda Systems °g°nm° w °°° °°°°w°h ° waqava nef the bnildmg ela;pu and .hich mesa be considered by the bmikting designer. Bracing shown is for lateral aPPon of tuna memberonly toreduce bwldinglaugth. Provisimu must bemade to anchorlateralbracingarods and specified locations detamioed by the building designer. Additional bracing of the overallstructure may be rgairce. (See HIB-91 of TPI). F. specific bun bracing regnumams. contact building dcsip=.(Trm Plate butimtc. TTM is located at $33 4005 MARONDA W" D'O-N. Drive Madimo. W xom6 53719). Samford, FL. 32771 407) 321- 0064 Fax (4407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 307 nMd. ian K uWrkahg, FL 32766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 paf BC Dead 2.0 psf Scale a- 0.6644 WO: CHSR3 TI: V21 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Designs Matrix Analysis rrvua.e raw: a tansy-arvnynvan.,.,ar.vwov+vv.,,a..,..-.a..-.a, •. +.-------- Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V22 Qty:l ' I DESIGN INFORMATION This design is for an individual building component and has been based oninformation pmided bythe diem. 11. designerdisclaims any responsibility for damages a a remit offtiatry or incorrect information specifications and/or design funished to the truss designer by the client and the cornecmess or accuracy ofthis information n it may mine to aspecific project and aecepa mresponsibilityornercisooncontrolwithregard to fabrication handling. shipment and insallnim oftrusses. Thistruss basbeendesigned as a individual building component in accordance with ANSVTP1 1-2002 and NDS-02to be incorporated aspart ofthebuilding design by a Building Designer (registend architect or professional mgmecr} When reviewed for approval by the building designer, the design loadings show must becheckedtobesurethatthedatashowareinagrcanem with thelocal building coda, localclimaticrecords forwindormowbads, project gtecificatima or special Mind bads. Unless show. truss hasour beendesigned for storage or occupancy bads. The design assumes cmaMsaoo chords (top or bosom) are contmoc ady braced by d_thing unless otherwise specified. Where boat m chords in tension are not fully braced laterally by a propertyappliadrigid ceiling they should be braced at . maximum spacing of 10'-V o.c. Cnometor plum shall be manufactured than 20 gauge butdipped galvanized sted mating ASTM A 653. Grade 406 unless otherwise dawn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confinnon c with the fbricatorsPlainand torealizea continuing rcVonabiliry Cor such verification. Any discrepancies area tobe put inwriting beforeconing or fabrication. Plain mall not be installed over komboles. knots or dismted grain. Members shall be an far tight fitting wood to wood baring ConnectorPinesmall be lowedon bah facesof the truss with rails fully imbedded and shall be qm. abws thejoimunlessotherwiseslaw. A 5x4pineis 5' widea 4' lung A 6x8 plate is6' wide a 8' long. Sou (holes) ran parallel to thc pine length specified. Double cuts on web members shill min at the cemoid orthe webs unless otherwise shown. Counecmr plate lives are minimum sires basedonthe Conn dew and may cad tobe iacrcasrd for certain handling and/or erection seines. This alas is ont a be fabricate with fate rmdam created lumber unless otherwise mow. For additional informationon QualityControl referto ANSVTPI 1.2002 PRECAUTIONARY NOTES NI bracing and erection retommendatbns art tobe followed in accordancewith 'HandlingInstalling and Bracing'. HIB-91. Trusses are to be handled with pared. oreduring banding andbundling, delhay and installation to avoid damage. Temporary and permanent cueing for holding cusses ina maight and plumbpositionnodforresistinglatentforcesmallbedesigned and installed by others. Curfhl handling is nsmtia] and erection bracing isalways required. Normal Precautionary action lb, sasses -pihn web temporary bracing daring instillation between alsscs to avoid topplingand dominoing. The mpavidamorerction ortmoes shallbe under the conbvl ofpersons experienced inthe installation oftrusses Professional advice shall be sought if nerdni Conmoulmon of aonsucas on Imds grater than the design Inds shall ore be applied to trusses u any time. No bads other thantheweightorthecectms shall be ppliad btrussesuntil after .11 farmingand bracing is completed. TC: 2x 4 SP 82 BC: 2x 4 SP 82 WE: 2x 4 SP 83 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--152/339,2-3.-57/184, HOT CHORD 1-5.0/0,5-4.0/0, Webs 5-2.-196/547,4-3.-72/191, WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 5- 2 547 0.14 C 4- 3 191 0.18 C 2-10- 0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt- 1.0 Bld Type. encl L. 58.0 ft W. 8.0 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- 2 339 0.27 A 1- 5 0 0.05 2- 3 184 0.27 A 5- 4 0 0.05 Joint Locations ............... 1)0- 0- 0 3) 8- 0- 0 5) 4- 0= 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MA%. REACTIONS PER BEARING LOCATION----. X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 74 -328 -92 B Pin 7-11- 4 1 133 -80 -239 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.10/933 0.02/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - -0.07 Long term deflection factor n 1.50 8-0-0 1 2 3 4.00 I I H t I I 133ti 1.50" I I 6 5 4 8-0-0 -6-0 0- 6- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 08 GIVEN TO BRSCTINO CONTRACTOR. BRACING NARNING: Ma ro nda Systems Bracing strewn m this calling a our esectoo .d wind braerng portal bracingBracingec nmilar bracing which is a pas ss the baildiog elesigo and wtirb nosbeconsiders bythe building designer. Bracing mows is Ibr lateral soppmt ofcrossmembersonlytoreducebucklinglength. Provisionsmessbe madem anchor lateral bracingaendsand specified A ucatima det-imcd by the buildingdesigner. Additional bracing ofthe overalls acmhe mayberequire. (SecHIB-91 ofTPI).For spmifc alas bracing requiremma. comxt building desipa.gT Plate loWmte. TPI is locate at583 4005MARONDAWAYDrOcofrioDrive. Madison. Wisconsin $3719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 247 Madaoora FL Ch4jots. FL 32766 2- 10- 0 Scale - 0.5719 Eng Job: WO: CHER3 Dwg: TI: V22 Dsgnr: TLY Chk: 9/24/2005 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 Codes PLA Designs Matrix Analysis rrvz ate races: 1. La in -inn xndaa n A—. - - +r---•r-^ Job: CHESAPEAKE E 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI:V3 Qty:l 4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the dim. The dmgua dixlaimsany raponn3ility fordamages as a result of faulty or incoraw information. specifications and/ordesign fmoisbed to the urss designer by the client and the amormm or accuracy of this information as it may relate to a specific project and accepts on responsibilityor eaaeim nocannot withregard to fabrication, ha..We& shipment and installation of crasser. This Goss has; bear designed as an individual building compormt in ccorda ct with ANSVTPI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (regdered architect or professional engncer). Wben reviewed for approval by the building designer. the design loadings sbown must be checked to besum that thedata sbow are in agreement withthe local buildingcodeslocal climatic reemdsfor wind or snow load& projmt specifications or specialapplied bads. Unless showywss has canbeen designed fro storage or meapacy loads. The design assrmn compression chords (top or bomom) are continuously braced by sheathing bless otherwise specified. Wbae bonom chords in torsion are rot fully bred laterally by aproperty applied rigid ceiling, they sbould be braced at a maaimom spacing of t0'4' o.c. Connector pWa shall be manufctured from 20 gauge but dipped galvmncd deal mecd. ASTM A 653, Grade 40, milers othewitc shown. FABRICATION NOTES Rion to fabrication. the fabricator dell review this drawing toverify thatthis drawing is ineonformaece withthe fabricames puns and to realize a continuing responability for such vcrificamu. Any discrepancies are to beput in writing before cuttingor fabrication. Plan dWlourbe &-mild ova knotholm knots or dimmed grain. Members dell be m fro right fitting woad to cooed beating. Connector pales deal be loatd on bah hoes of thetermwithnailsfillyimbeddedanddullbesyna. about da, joint unless otherwise alma A Sao pine is5' wide a 4' lay. A 6agplate is 6' wide a 8' long. Slats (bola) ma parallel tothe platelength specified. Doable cutsnn web member m dullmeetatthecmidof the webs uraless mbewise drown. Connector plate Sias are: minimum don basedon theforces drawn and may and tobe increased fro cocain harming and/or section aressa. Thistrussisnottobefabricatedwithfirens.,dm treated lumber unless otbawise drown For additional ioformaiao on QualityCounted refer to ANSVTPI 1. 2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in rand,^,. with'Handling. I—Aling adSawing'. lE8•91. Trusses are to be handled with particularoredotingbandingadbundling. delivery and installation toavoid damage. Temporary and Perot analbracing for baking trusses in t sin fight and plumb position and Ibr resisting lateral feuen dull be designed andinstalledbyother. Camefol hadling is asemial and aoamn bracing is alwaysrccluired. Normal ptemnionaty action fen noun reclaimmcbtemporary bracing dininginstallation be veentassa to avoid toppling and domicoieg. The mpavision of etmtioaof uniscsdull be under the control of pawnsapaitttced in the innallatim of tames. Professional advice dull be sought if ncedcd. Corcmntion of comunaionbads gnyta than the design loads that race be applied m tmssa ar any time. No loads otba than theweigh ofthemetersdull be applied to mosses until after all fistamg and bracing is TC: 2x 4 SP 92 BC: 2x 4 SP #2 War 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCS 7-02, C&C, V= 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 58.0 ft W. 6.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.01/999 0.01/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 1- 8-0 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 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-55/57,2-3.-55/55, BOT CHORD 1-5.0/0,5-3.0/0, Webs 5-2=-120/221, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 57 0.28 A 1- 5 0 0.06 2- 3 -55 0.17 A 5- 3 0 0.06 3- 4-0 il 3- 4-0 1 2 3 6. 00 4x6 6. 00 88# 1.50" Stud Q 1- 5- 4 6- 8 -0 6 5 4 0- Joint Locations ............... • 1) 0- 0-0 3) 6- 8- 0 5) 3- 4J 0 2) 3- 4- 0 4) 6- 8- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Lac East Vert Horiz Uplift Y Typq 0- 0-12 1 88 -51 -105 B Pin 6- 7- 4 1 88 -51 -105 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 221 0.06 C 1. 50m, EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING: Erwinshuun catthis drawing is not auction bating, wind bracing, ponal lacingor similar bracing "lakh isapan of the buildingdeign and wbkb coma beconsideredby the building designer. Bracing shown is M Waalsupport of tressmember onlytoreduce bucklinglength. Provisions mustbemade toanchor lateral bracing t: ends andspecified locations daamiaW by the baiMmS designa. Additional bmiugof theoverall metromsy berequired. (Son:tB-91ofTPI)Tcarspecificnowbracingrapairemem& contact building desipa.(Treass Pine Institute. TM is located at 593 Dbmfi.DrimMadime, Wisconsin 53719) Eng Job: DMg. Dagnr : TLY Chk : Md nondotSystemsTCLi16 . 0 psf Live p TCDead7. 0 psf BC Live 10. 0 psf BC Dead 2. 0 pef 1 TOTAL 35. 0 pal 400S MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWSOD68 207 h! thMa a FL Chukoot% FL 22766 Scale = 0.7077 WO: CHER3 TI: V3 9/ 24/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA oA 7 '31_ 12[912 Designs Matrix AnalyGIS rrorue ra&os e.ska a--maven.+•r-•- Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V4 Qty:l 4 DESIGN INFORMATION Thisdesign iffor anindividual building component and hss been baud on informemen provided by the dim. The design. disclaims any responsibility for damages n a result of faulty or incorrect information, specification ndlor design furnished to the truss desiguer by the clim and the correctness m accuracy ofthisinformation nit may rdate to aspecific project and accepts on responsibility or aacises on control with regud to fabrication. handling shipment and m9alutim cftr s This tress has been designed n an individual huiWtug wompovem in accord c with ANS VTPI 1.2002 and NDS-02 to be incorporated n pan ofthe building design by Building Designer (registered archite a orprofessionaleogvctr). When reviewed fro approval bythebuildingdesigner. the design badinp show muss be docked to be serethatthe data shownare in agreement with the local building coda local climatic records for wind ormow bads. project specifications or special applied lads. Unless shown urn hasnotbeendesigned the stooge eeoccopaecy loads. The desig, annumes con, ressioo chords (top or bonam) arc continuously hewed bysheathingunlessotherwisespecified. Where bottom chords in tension ate not filly braced laterally by a properly applied rigid tali:& they should be braced at a madmamapawingof10"W o.e. Corrector planes shall be maonfaemred loom 20 gauge but dipped galvanind and mating ASTM A 633. Grade 40. unless otherwise shows. FABRICATION NOTES Prim to fabrication. the fabricator shall review thin drawing to veil' that this drawing ifin coniblmance with the fabricames plan and to realice a continuing responsibility for such verification. Any discrryancin are to be pat in writing before tatting or fabrication. Plates shall can be mulled over lmotholcs, knots or distorted grain. Members shall be m for tightfitting woodto woodbearing. Con Oman platesshallbe looted onbah faro ofthetrueswithnailsfullyimbeddedcadshallbes)m abed the joinminsotherwise shown. A 5a4plateis 3' wide x 4' long. A 6xg puleis 6' wide x V long. Sots (holes) rum parallelto theplatelength specified. Double enu on web members shill meet at the centroid of thewda unless otherwise shown. Convector plate sizes are minimum Sias baudon theforces shown and may nerd to beincreased for certain handling and/or erectionsvcsses. Thistranisodtobefabricatedwithfateretardanttreatedlumber unless otherwise show. For additional information on Quality Control refer to ANSVTPI 1- 2W2 PRECAUTIONARY NOTES All bracing and erection recommendation are m be followedin .r,e..e>Me with*R-dung Installing and BracinC. 1DB-91. Trines are to be handled with particular ore duringbanding and bundling. dd vmy and installation to avoid damage. Temporary and pmommt bracing for holdingtrodes in a straightand plumb positionand for retiring hum l forces shall be designed and insulted by others. C_fbl handling is essential and aeetim bracing is alwa)irequired. Norval precautionary action fan trusses requires such temporary bracing dering installation between vusm to avoid toppling and den ieing. The mpervisim of esectioe oftmsses shill be under the control ofpersons experiencedin the installationof trusses Professionaladvice shag be sought if needed. Corceorntion ofomwmd an toads greater than the design loads shall not be applied to wises sa any time No loads other than the weightofthecretinsshallb< applied to ruaes mail after all fastening and bracing is 3111wetod. 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 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl Lu 58.0 ft W. 9.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.06/999 0.05/999 3-2 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 • -0.01 Long term deflection factor u 1.50 129# 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.-82/253,2-3.-150/82, BOT CHORD 1-5.0/0,5-3.0/0, Webs 5- 2.-178/330, TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 253 0.63 A 1- 5 0 0.12 2- 3 - 150 0.37 A 5- 3 0 0.12 Joint Locations ............... 1)0- 0- 0 3) 9- 4- 0 5) 4- 8= 0 2) 4- 8- 0 4) 9- 4- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Typo 0- 0- 12 1 129 -226 -157 B Pin 9- 3- 4 1 129 -226 -157 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL' CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 5- 2 330 0.42 C 4-8- 0 4-8-0 1 2 3 6 6. 00 46 Stud @ 4- 0- 0 9-4- 0 T 5 6. 00 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SIiBST. A COPY OF THIS DRAWING TO BE GIVEN TO ERSCiING CONTRACTOR. BRACING WARNING: Maronda Systems Bracngshown on this drawing isnoaccumbr,do&w;ndht, ,l;ngmoo arbnadosw isa nof the building design and which mar be considered by the building designer. Bracing shown is for 'aim l sappon of truss ntemben onlyto reduce bucdnttg lengh. Provisions mar be made to anchor lateral bracing as ends and specified bcatiom determined by the building designer. Additional bracing of the overall structure maybe mryire& (Sec MB-91 of TPI).FmspecificIronbracingregoirmema, counsel baildmg desgner.(TrassPlatelarimte. TPI is located at 533 4005 MARONDA WAY DOwflio Drive. Madison Wisconsin 53719). Sanford, FL 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 247 Madaion Ft ChLdwtl aFL snap 4Eng 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 129# 1.50" 2-4-0 21 Scale = 0. 6223 WO: CHEX3 TI: V4 9/ 24/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA A 7 71_ 1 A412C Designs Matrix Analysie rroaraer racer c: xwo.v+- +x -++.a - Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V5 Qty:l DESIGN INFORMATION This design is for an individual building component and bat been basedon inforruuonprovided by theclient. The designer disclaims any raponabdity for damages a a result of fautry or ineonee l information. specifications ardlor designs &roished to the trust designer by the client andthe eonecmess or accuracy of thisinfmmatim a it may relate to a specific project and accepts ou respo es; or aacises an control with regnd to fabrication, handling shipment and installation oration. This tress has been designed as an individual building amponal in accordance with ANSVfPI 1.2002 and NOS-02 w be inempmatcd a pat of the building design by a Building Designer (registered architect or professional engaecr . What reviewed fro approval by the building designer. the design loadings shown mat be chocked to be sore that the data show are in agrcarea with the local buildingcodes, local climatic records fro wind or now bads, project specifications mspatial applied loads. Unlessshown. tans hasnet been designed frostorage or occupancy loads. The design assvma ampres . church (top orboat m) are eourimoasty braced by shcohing miles otherwise specific. What bottom chords in tension are ram Polly braced literally by a propertyapplied rigid ceiling, they should be braced a a maxio am spacing of ia-r o.c. Connector plea shall be mamfxtnred from 20 gauge hot dipped galvanized Mel meeting ASTM A 6S3. Grade sq unless mb-n14e shower. FABRICATION NOTES Prior W fabricatioe, the fabricator dull review this drawing to verify that thisdrawing isin conformance with thefabricates plans and to realize a continuing responsibility Wsuch verification. Anydisereparciarca w be put in writing before tatting or fabricatim. Play dull our be installed over knothole•, knuu or distorted grain. Membm shall be.a fro tight fitting wood w wood hearing. Connector plants ,hull be looted on both lam of the truss with mils filly imb ddcd and dull be saw abour thejoint unlessothawise sb— A 5a4 placeis 3' wide a 4' long A bag plate is 6' wide a 8' long Slots (bola) rm paratld m the plate length specified. Double cuss an web members dull meet a the cawid of the webs unless otherwise shown Connectorplate sizesareminimum sizesbased onthe foreee shown and may need to be increase for certain handling and/or auctionaressa. This truss is ram to be fabricated with frc retadam veiled lumber nnlas otherwise sfmv. For additional ittfmmaioa on Quality Coastal ref. to ANSVfPI 1-2002 PRECAUTIONARY NOTES Allbming anderection recommendations are tobe followed in accordancc with'Hudling Installing and Bracing'. 11113-91. Tresses ere to be handled with Wnindu are during ending andbundling, delivery and insultaion toavoid damage. Temporary and permanent bracing for holding unical in straight and plumb position and for resisting literal fmca,ball be designed . and installed by ahem Careful handling is essential and erection bracing is alwsls requisud. Normal precautionary action fro mssesrequires such temporary bracingduringinstallationbawcavnsatoavoidtopplingand domimivg. Thempavisiaofnationoftressesshall be under the romeal ofpersons experienced in the insallalon aromatics. Professional advice d aE be sought ifseeded Cmmnraiao of armnetion lamb grater than the design heads shall noa be applied to trusses at any time. No loads other thanthe weight oftheerocma shall be andied W trassa omit ,flu all fastening and bracing is TC: 2x 4 SP 02 BC: 2x 8 SP #2 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, Rzt- 1.0 Bld Type. encl L. 58.0 ft W. 2.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf Impact Resistant Covering and/or Glazing Req T 0-8-0 1 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.-2/14,3-2.-1/19, HOT CHORD 3-3.0/0, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 14 0.00 A 3- 3 0 0.00 3- 2 19 0.00 A Joint Locations ............... 1)aer0- 0- 0 3) 2- 8- 0 2) 1- 4- 0 4) 0- 0- 0 MA%. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 0-12 1 3 -21 -10 B Pin 2- 7- 4 1 4 -33 -15 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 1, 1-4-0 _- 1-4-0 1, 3 2 1 0.40 6. 00 Cv4 FIVAR /______SEA` i• 1• I i i 2-8-0 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ A" NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Enr -ad- dewo on this draping is not election braciag. aind bracing, portal bracing or similar baring wiich is a parlorondaSystt:emDsthe beildmg design and wbicb matbecomWomd by the building dasgoa. Bracielg shown is for lnd mappmt ofmuss aembas only to reduce bmkling length. Provisions mast be made to anchor load bracing n ends ad spat8d locations determined by the building designer. Additiood bracing ofthe overall structure may be require. (Sea ID&91IIIofTPI).Fmspairmtress bracing repir=sits, eomaetbaiWmgdcsipa.(Trass PWe Imtimnt TPl is Iocatod a 5834005MARONDAWAYDD-11rio Drive Midiscat. Wiswnsio 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 347 Maction FL pWghkataa FL 32766 T 0-8-0 1 Scale = 0.9356 Eng Job: WO: CHEX3 Dwg: TI: VS Dsgar:TLY Chk: 9/24/2005 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 2.0 psf Code: FLA Designs Matrix Analysis rrOrlle ra6n: c:N1as-sva%nor,sauva,aay.aaaua+a-asnraa,uau sip. +sva+vrw. yaw Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V6 Qty:l ' W ' DESIGN INFORMATION This design it for an individual building cemponenr and bas been based on information prodded by the dent. The designerdisclaims my responsibility 1br damagees a remit offaulty or incorrect infix -lion. Wecifratiom and/or designs famished to the Oass dmgna by the client and the correctness or accuracy ofthis information ro it may relate to aspecific project and accepts on responsibility oreaaeiscsnocouncil with regard m fabminioa battling, shipment and mstatimum ofmusses. This truss has been designed as ur bddvidual building component in accmdmcc with ANSVrPI 1.2002 and NDS-02 to be incorporated a pan of the building design bya Building Designer (registered architect w professional enginca). when reviewed for approval by the building designer, the design loadings mown must be chucked or be sure tm the data show am in agreement with the local building codes. local climatic records for wind orsnow bads, project specifications orSpecial applied bads. Unless show, truss has ono been designed Ids storage Or occupancy loads. The deep assume compression chords (top a bon ) are cortimoody braced by sheathing unless otherwise specified. where hot= chords in tension are, our fully braced laterally by a properly applied rigid ceiling they should be braced a amaximumspacingofIvo' over. Cannecmr panes dull be mamfxmred (toes 20 gorge bot dipped plvanend stsel meeting ASTM A 653. Grade 40. odes othmsise shown. FABRICATION NOTES Pm W fabrication the fibreasor shall review this drawingto verity thatthisdrawingisin conformance with the fabricators plans and W rW ids a continuing responsibility for such verification. Any discrepancies are m be put in writing before tatting m fabrication. Mates mall out be im utled era knotmle. knots or die mtod grain. Members dull be ern for tight fining wood Wwood bearing. Connector pales shall be located on both facesof the tnsis with nsib"imbedded and chill be sym. about thejoint unless otherwise shown A 514plate isV wide a 40 Wog A 6x$ plate is 6' side a g' berg Sots (bola) non parallel W the plate length specified Double cuts onwebmembersmillmeetatthecrosmidofthewebsunless otherwise moss Connector plate am are, minimum elm based On the forces drawn and may need m be increased In, certain hmdltng urdlor erection mresses. This UORS is nut m be fabricated with fire retardant owed lumber adds otherwise draw. For additional WformuWn on Quality Cannot refs W ANSVIPI 1.2002 PRECAUTIONARY NOTES All bracingand section reeommeodatim s arete be followed in accordance with •Handling. Winn rag and Bneing% 108.91. Trusses am tobehandled with pmtimt,rare during bondingand battling, ddincry and installation W avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for rmining lased fortes stun bedesigned and installed by Others. Careful hurdling is asentim and erection bracing is always required. Normal precautionary action for musses requires such temporary bracing during insallatim between musses m mid toppling and doaiming. The supervision oferection ofmusesshall be udda the courted of personsexperienced in theinstallation of trusses. Professional advice sball be smght if nooaed. Concentration of consnxdoo lcods greater than the deign bads mall ono be applied W trtmes m any time. No bads other than the svighs of theerectms shill be applied to trussesuntil alter an fasueing and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP i2 WB: 2x 4 SP 93 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCS 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 58.0 ft w. 5.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). 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 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.-42/162,2-3.-136/46, HOT CHORD 1-5.0/0,5-3.0/0, webs 5-2.-90/187, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 162 0.18 A 1- 5 0 0.04 2- 3 -136 0.14 A 5- 3 0 0.04 Z- 8- 6. 00 -6.00 4x6 2- 8-0 Joint Locations ............... 1) 0- 0- 0 3) 5- 4- 0 5) 2- 8= 0 2) 2- 8- 0 4) 5- 4- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 67 -145 -91 B Pin 5- 3- 4 1 72 -145 -91 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. 5- 2 187 0.27 C A' FA 1 t e 1 1 1 5- 4-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale es 0.7475 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: V6 CMarondaSystemsBracingmownmthisdrsw;erg soOtercerioohracing winobraciug porulbracing mdmlarbradngwtch s.pan of DB r:TLY Cbk: 9/24/2005 the buildingdesigoandsticbmumbeconsideredbythebuildingdmgoa. Bracing s man istar lateral sv, ormass members only W reduce bnctling length. Provisions mom be made m anchor lasml bracing as ends and specified locations determined by thebuilding designer. Additional bracing ofthe werau sum:name may berequired. (seemB.91 TC Live 16.0 psf Lbr DF : 1.25 of TPI). For specific tress bracing requimmema contact banding designa.(Trass Plate hmimw. TPI is located m 5b3 TC Dead 7.0 psf P 1 tDF : 1.25 4005 MARONDA WAY DIO-ftio Dive, b tutisoo. Wisconsin53719) O.C.: 2- 0- 0 Sanford, FL. 3277L BC Live 10.0 psf 407) 321- 0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/lS PONCE P.E. LICENSE 000050068 BC Dead 2.0 psf Codes FLA 267 Madaion K ChukWt0. FL 72744 I TOTAL 35.0 psf v4.7 .21-14625 Designs Matrix Analysis Prorlle Pacers A .s%v-rDln.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:W Qty:2 -' DESIGN INFORMATION This design is for An individual building component And hasbeen baud on infor aim provided by the diem. The designer disclaims any responsibility Ibr damages As a result of faulty or incorrect information, specifications And/ordesigns fimisbed to the truss designer by the client andthe correctnessor accuracyofthis information ait may relate to a specific project and accepts noresponsibilityoraacisesmcontrolwithregard to fabrication, handling shipment and installation ofwastes. This mass has been designed As An individual building component in accordant. with ANSVfPi 1.2002 and NDS-02 wbe incorporated apart ofthebuilding design by A Building Design. (registered architect or professional mginea). When reviewed for approval bythebuildingdesigner, the design loadings show most be thaked to be sure that the data f.. Are in Agre®m with the We building coda. local climatic records for windor sowbads, project specificationsor special Applied bads. Unless show. truss has not been designed far storage or occupancy loads. The design assama Am . chords (top or bottom) are continuously bracedby st—thing calm otherwise specified. Where bottom , bads intossimsare Am fully braced Iat.ally by A property applied rigid sidlin& they should be braced at a mesa® um spacing of I V-0' o.c. Camator plate dull be manafacmred from 20 gorge hen dipped galvanized steed meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Ibis drawing to verify that this drawing is in eooformanee with the fabricators plans and tu r Ali. A continuing responsibility for such vairwatioo. Any dim repmciaAreto be pat in writing before cutting or fabrication. Plan shall nor be installed over knotholes, knots or distorted grain. Menders shall be era for tight Bating wood to wood boringConnectorplateshallbeloatdoutbothfacescdthe sum with nails fully imbedded And shall be sym. abaa the jointunless otherwise stow. A 5x4 plateis Swide A4• long. A 6a8plate is 6' wide a 8' long. Slots (hot") rm parallel to thepine length specified. Doable cuts cm web members sball meet a the cenuoid of thewebs maim otherwise shown. Comator plate dim Are minimum sins basedmthe forces shown andmay nerdto beincreased for certainhandling Ad/or auctionstrasn. This truss is rot to be fabricated with rue rcurdam treated lumber unless otherwise sbowo. For Additional inforunnim on QualityControl refa m ANSVFPI t- 2002 PRECAUTIONARY NOTES An bracing And erection recemmedatbm Are m be fmlowedinaccordancewith'Hadl'mgInsulling adBracing% MB-91. Trusser are to be handled with particular ore during banding ad bundling dciivery ad lostslta— taw to amid damage. Tempomy and permanent bracing for holding trusses in a straight and plumb position And for resisting lateralforce, shall be designed and installed by others. C o lbl handlingis esal and erection bracing is always rcynird. Norval precautionary action for trusses requires such temporary bracing during insullatim between tm.es to amid toppling and domiming. 7be upavisims of erectionoftrussessha8 he Adathecontrolofpumaexperiencedintheinstallation of tm met Professional advice shall be sought if needed. C000ccoomoo of tonstnctionInds greater than the design )oafs shall on. be applied to trusses; at Any time_ No bads usher than the weight of theerectors roll be Wind to truss. anvil after all fastening ad bracing is TC: 2x 4 SP #2 D 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Rzt. 1.0 Bld Type. encl L. 20.0 ft W. 7.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 425 0.16 C 3- 3-7 0- 6-2 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION ----- Luc BSet Vert Horiz Uplift Y Type 0- 5-11 1 135 281 -436 B Pin 6- 10-14 1 242 0 -482 B N Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -142 0.91 C 4- 3 81 0.60 Cr-------- GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio ?' in./Ratio Jnt(s). I. Span 0.42/172 0.42/172 2-1 Horiz. - 0.08 -0.16 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 7- 0-2 4. 24 I 1 135# 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- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -48 7- 0- 2 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-142/96, HOT CHORD 4-3.0/81, Webs 3-2.-128/425, 2x4 I I 242112. 50" 7- 0-2 t 4 3 1- 6-2 7-0-2 Rai- 6- 0) Attach with (4) 16d Toe -Nails Attach with (2) 16d Toe -Nails 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: Doug. Maronda Systems thacing:hoxnontlnsdm:asumammtAwogwindbr gportalbsanvgoremalar av6wltrdsopanof DS r:TLY Chk: ebtdWingdeepadwtith ..0 be coosdaWby thebuilding dmpa. Bracing dhows is fortateratmppon of ummembers only to reduce buckling length. Provision must be made to anchor lateral bracing a cods and specified TC Live 16 . 0 B f locationsdeterminedbythebuildingdesigner. Additional bracing oftheoverallsuncmre may be rryaird. (sec F18•91P of TP1).For specific sunss bracing regouemms. comer building desiper.(Tmss Rate lastitute. TPI is toeatd at 583TC Dead 7.0 p e f 4005MARONDAWAYD'Ooofilo Drive. Madison. Wswnso 53719) Sanford, FL. 32771 BC Live 10.0 pS f 407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 pef TOMASPONCEP.E. LICENSE OOMSO060 347 Madan, FL Chukwtn. FL 32764 ITOTAL 43.0 pelf Scale = 0.3952 WO: CHER3 TI: W 9/ 24/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-14647 Designs Matrix Anskiysls rroxiae racnd +v -w— Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:W1 Qty:l C' ' DESIGN INFORMATION This deign is floc an idiviaoa building component and has b® bused on information prmided by the diem. The desipar disclaims any responsibility Ibr dmages a rmltoffaulty or incortas information, specifications and,. designs fnsnisbcd to the truss designer by the slim mandthecorreemor..y of thisinformation a it may relate to a specificproject and accepts on respona' bilityorexercisesno controlwith regardmfabricating handling. shipment and installation of mosses. This tram has ben designed as an individual building ompoom in accordance with ANSVFPI 1.2002 and NDS- W tu beincorporated a pat of thebuilding design by. Building Designer (,,&cued achilect or professional agincer). who reviewed for approval by the building designer. the design loadings show mmg be checked to be stirs that the data mow are in agsc®m with the local building codes, local climaticrands for wind orSow bads, project Wmifu stionsor specialapplied loads. Unlm shown, boss his nor ben designed for image or occupancy loads. The design asa®a compression chords (top or bottom) ere continuously braced by sheathing amen odxrwim specified. Where bosom cbmds inmaimsare on, rrDy braced laterally by a properly applied rigidtailing they shouldbe braceda a masimom spacing of I s-0, O.C. Convector plate shall be mamfactured fioot 20 gang, box dipped gal—siced and meeting ASTM A 633. Grade 40. onlm otherwise shown. FABRICATION NOTES Prim tofabrication. the fabricator shall revim this drawing toverifythat this drawingisin conformancewiththe fabricators plans and m realize a continuingre p onsibdity for auch Verification. Any discrepancies ere m be put in writing bcfbm tossing a fabrication. Plates mall not be installed over taothrles. trots or dunned grain Members shallbeadfortightfittingwoodtowoodboring Conner plates stall be looted on both faces of the truss with nailsf dlyimbedded and shall be sync. about the joins an;m otherwise shown. A !x4 plae is sec wide x a- long. A 6x8 plate is 6- wide x 8' long Siam (boles) mo parallel to theplate length specified. Double cum our web members shallmeet athe cmroia of thewebs oulm otherwise mown. Connector plate Sias arc minimum aces based osthe forces mown andmay needtobeincreased fan cetain handlolg anNm erection gles;tl. This tram if not to be fabricated with hIC setadans belted brother unless otherwise mown For additional inform tiou onQualityControl refermANSVITI 1- 2002 PRECAUTIONARY NOTES AD bracing and erection recommendations; are to be followed in accordance with'Hadling, Installing and Bracing. HIB-91. Trusses ere m be handled with patiadar oredining handingandbundling. deli esy andImWlatica to avoid damage Temporary and permananl bracing for holding truces in a maightand plumbposition and for rmsting Iaetal forte shallbe deigned and iavalledbyothers. Carefulladlingis —ial and auction brass" is always required. Normal prexamummy action for wastes requites suchtemporary bracing duringinstallationbetween trusses to avoid toppling and domiming. The supervision of cation of trussesshall be miler the control of permm experienced inthe imullatim of braes. Professional adviceshall be sought if ouded. Concentration of omaruaion Inds greater than the dingo load; mall nor be applied to unsses as any time. No bads otber than the weight of the cr ctsn shall be applied to states mail rDe all fatoing and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 WDG: 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 0.45 C 1- 3 -1 0.32 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 0 0.00 C 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 ASCH 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 58.0 ft W. 4.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Teneion TOP CHORD 1- 2.-12/0, HOT CHORD 1- 3.-1/1, Cr Webs 3- 2.0/0, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio f in./Ratio Jnt( ss). I.Span 0. 08/564 0.08/564 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 4-8-9 4.24 52# 11.31" 4-8-9 4 1-6- 2 4-8-9 Rl- 6- 0) CIL: 4- 7- 9 43# 1.50" 2x4 N 40# 1. 50" OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Laronda Systems theingismeionbadngw;dbrsdng albracing o<simDabr ngw hisapan of the building design and which mar beCOn9deredby the building designer. Bracing mown is forlaical WppmtOftram membersonly toreducebuckling length. Provisions mug be made to a ebor lateral bracing ar eds and specified locations determined by the building designer. Addition bracing of the ovedl structure may be required. (Sec RIB-91 of TPI).For specific from bracingrequirements. contact building dcdz=.(Tma Plate Instimu, TPI is bead at 383 4005 MARONDA WAY i oo ft Drin. Madigw Wisconsin 53719> Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050060 307 ModaMm #L nWraatil, FL 32746 Joint Locations ............... 1) 0- 3) 4- 8- 9 2) 4- 8- 9 4) 0- 3- 2 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 - 1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -26 4- 8- 9 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 5-11 1 52 123 -393 B Pin 4- 7- 9 1 43 50 -134 T Pin 4- 7-13 1 40 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (2) 16d Toe - Nails 2-2- 2 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale = 0. 4432 Sag Job: WO: CHER3 DWg: TIs W1 Dsgnr:TLY Chk: 9/24/ 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 osf v4. 7.21-1463( Design: Matrix Analysis Prorate Pata; n utna..prra Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:Y Qty:6 a' DESIGN INFORMATION This design is for an individual building componertt and hasbeat based on information provided by the client. The designerdisclaimsmy :esponsihairy for damages a . result of faulty or incorrect infmmaio4 specifcatiom andlor designs firmisbed to the ones designer by the client andthe cemamess or accuracy ofthis information asit may rein to a specific project and accepts m retpomsbiliry or eaaciso mcomol with regard to fab-atmn, handling shipment and iasulladon oftrusses. This euss has beat designed as an individual building componm in accordance with ANSVfPI 1.2002 ad NDS-02 to beincorporated apan ofme buildingdesign bya Building Designer (registered architat or profational engineer). Wbm reviewed for approval by the building designer. We design loadings show9 must becheckedtobesurethatthedatamowarcinagreement with the local building codes, local climatic records for wordor scow loads. project specificationsor Special applied loads. Unless sbowa one; has an ben designed for storage or occupancy bads. The design assumes compression chords (top orbottom) are continuously braced by sheathing nness otherwise Spccifned. When bonnm chords in tension are not ibiy braced tataally by a popaly applied rigid culing, they should be braced at a maaimum starting of IO.V o.c. Cmtnector plates drat] be manufactured from 20 gauge but dipped galvanized steel meesins ASTM A 653. Grade 40, unless otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with We fabricator'{ plum and to rWnze a continuing responsibility forsuch verification. Any discrepancia art to be pat in writing before acting or fabrication. Plata mall cotbe installed over in tholes. b»u or distoncd grain. Mailers mall be to for tight fitting wood to wood bearing. Connector plates shall be looted on both fan of the tram with .its filly imbedded end shall be sFm, about the joint unless otherwise show. A 5a4 plate is 5' wide a V long A 6x8 plate is 6' wide a 8' long. Slots (holes) roc parallel to the plate length specified. Double cuts on web members stall mat at the ccuumid of the weld unless, otherwise morn. Conuator plate sizes are minimum situbased onthe fmca mowsand may needtobe mcruud for ccnam handling andrur carom cresseS. Thisover is an to be fabricated with rue retardant treated lumber unless mhwise shown. For additional information onQuality Control refer to ANS VrPI 1.2002 PRECAUTIONARY NOTES All bracing and ereeu0n recommend-, are to be followedin accotdmce with'Handliag Imullirng and Bracing% F9I1-91. Trusser; art to be handled withparticularartduringWadingandbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral fortes mall be designedandinstalledbymhos. Cmcfelhandlirngisasocial and erarms bracing a always regmrod. Normal pseomiomny scours for uvaa requires such temporary bracing during insalia ion bcm= trusser; to avoid toppling and domimmg. The mpavisionof aecrfonof uussa mall be coda the control of pisexperienced in the installation ortrusses. Professional advice mall be songm if needed. Cmamustion of communion Inds greater than the design Inds shall not be applied to env$ at any time. No loads other than the weight of the anion shall be applied to inures until after 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 trues. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 53 0.58 A 1- 3 2 0.46 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.14/xxx 0.05/xxx 3-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/xxx . -0.09 Long term deflection factor . 1.50 3- 3- 15 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, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 20.0 ft W. 5.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-53/0, BOT CHORD 1-3.-2/2, 5-0- 0 6.00 Joint Locations ............... 1)m0- 2- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 0 In -Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION ----a x-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 266 200 -392 B Pin 4-11- 4 1 112 154 -273 T Pin 4-11- 4 1' 103 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE C/L: 4-11- 4 112# 1. 50" Pq N 266# 8. 00" 103# 1.50" 5-0- 0 r 4 3 Attach with ( 3) 16d Toe - Nails 3-6- 6 Attach with ( 2) 16d Toe - Nails 1-1- 9 , 5-0-0-1-9 , 5-0-0 L 1 RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale=0.5101 WARNING: Bag Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 6RECTZHG CONTRACTOR. BRACING WARRING: SET: . TI7 Y FMaronda SystemsB'g`h dedp'n wt' kh tssmeratmnbraerngwrndboctngpora.Bmibracing smmi$ftctmgwir,I oftnof Ds r:TLY Chk: 9/24/2005 don building design .ed wbehmum b<consideredbythe building deaigm. Bracing shows is Rn lateralavppon of ram mwbenonlyto reduce buckling length. Provisions most be made to anchor intern bracing at cods and specified TC Li16 . 0 psf Lbr DF : 1.25 locations determined by thebuildingdesigner. Additional bracing of the overall structure mybe reqec Live required. (SFBB-91 P ofTPI).For specific mass bracing re uiranants. contact building designer.(Troo Plant Institute, TP1 is located m 393 TC Dead 7.0 p s f Pit DF : 1.254005 MARONDA WAY DDwfiio Drive. Madison. Wisconsin 53719} O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10. 0 psf 407) 321-OD64 Fax (407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE a.+ 0050060 BC Dead 10.0 psf Code: FLA 207 M-&No FL Chukaata4 FL 327Q4 I TOTAL 43.0 palf v4 .7 .21-14637 Designt Matrix Analysis Frozlle Fatnt a axa.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI M Qty:4 v A DESIGN iNFORAIATION Thisdesign isforanindividual buildingcomponsm and has beenbased oninformation presided by the diem. The designer disclaims any responsibility for damages as a resultoffaultyor ineornect informatim spaifxations andror designs finnished to the truss designer by the client and the cmramm or accuracy ofthis (nfbnmation es it may rtlate to a specific project and accepts on responsibility orexescises nocontrol withregard to fabrication, handling sluMew and installation oftrussn. This am bas beat designed a an individual building compoeatt in accord with ANSIfrPI 1-2002 and NDS-02 to be incorporated as pan ofthe building design bya Building Designer (registered arehitca wpmfesaooalcognneer). Wbeo reviewed forapprovalbyIhobuildingdesigner. the design loadings sbnwn no be chakd to be sure that the dau shown are, in agemem with the local building codes local climatic records for wind ormow lads, Project specifications or Valli applied buds. Unless shown truss has not beat designed forstorage oroccupancy bads. The design assmoa eamPression chords (asp or btmem) arc continuously braced by sheathing umas otherwise specified. What bottom chords in tension art not (ally braced laterally bya properly aWid rigid ceiling. they should be braced an a maximum spacing of 10 - w o.c. co maim platy mall be manufactured flow 20gange but dipped galvanized rated meeting ASTM A653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabric" shall review this drawing to verily that this drawing is in couformauce with the fabricames planeand torealize acontinuing responsibility Into such verification. Anydiscrepancies are m be put in writing before cutting or fabrication. Platesmallnotbeinsultedoverknmbolesknotsordistond grain. Membersshall be em for tightfittingwoodtowood boring connectorplansshall be bated onbothtamof the uusawith coils fullyunbeddd and stall beslid about the join, unless otherwise shown A 5x4 plate is 5• wide a 4' long. A 6x8 Plate isV wide a 8' bug. Sloe (holes) non Parallel m the plane latob specified. Double cuts on web members mall idaear the craaoid of the weld onlas otherwise shown. Caonatm plate sires are mivimom alas based on the forces shown and may cad to be increased for Certain hmming adlor auction Straus. This bra is om to be fabricated with the retardant treated lumber unless otherwise shown. For A"ticnal information on Quality Control refer to ANSVfPI 1. 2002 PRECAUTIONARY NOTES All bracing and exation recommendations are to be followed in accordance with 'handling Insulting andBracing', HIB-91. Tmaus am m be handled with paniodumceduringWldinadWndlingddi%wy zedinstallation to avoid damage. Temporary and parn— bracing for holding tresses in a straight and plumb position adfor resistinglateralforces sball be de:ignd ad installed by others Careful bundling is essentialand erection bracing is always required. Normal prmmim ary action for crosser rogoim such temporary bracing during installation between vanes m avoid toppling and dominoing. rw roper ision of erectionof truces mall be under the control of Pamexperienced in the in, wistion ortrvsss Profusion, advice mall be aongbt If oeededCo,,ectratthn of aman enumlads pater than the design lades shall not be aWial m trusses an any time. No bads other than the weigm es oftheerecteshaftbe soohid m b4esn anvil after all fastening and bracing u TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on 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- 3 0-6- 6 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, CSC, V- 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L. 20.0 ft W. 3.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--33/0, BOT CHORD 1-3--2/3, 3-0- 0 1 2 @ ..Joint Locations ............... 1) 0- 2- 3) 3- 0- 0 2) 3- 0- 0 4) 0- 2- 0 In -Plant Quality Assurance with Cq- 1 MA%. REACTIONS PER BEARING LOCATION 1 Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 - 1 169 126 -267 B Pin 2-11- 4 1 67 98 -169 T Pin 2-11- 4 1 62 0 -28 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.02/xxx 0.01/xxx 3-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/xxx - -0.01 Long term deflection factor - 1.50 6.00 GL: 2- 11- 4 Attach with (2) 67# 1. 50" 16d Toe -Nails N 169# 8. 00" 62# 1.50" Ak 3- 0-0 4 3 0-10- 8 le 3- 0- 0le 3- 0- 0 R) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BR 111 CONTRACTOR. BRACING WARNING: Maronda Systems ng nwthisd,> not bracing. br acing m ng°milrbmdngwhichisapanof thebuildmbuilding design and which tuna be considered m ancd by the building designer. BracingshowisforlateralopponofoessembersOnlymreducebuckling length. Provisions must be made hor laera tl bracing an ends andspecified loom determined by the building designer. Additionalbracing ofthe overallmucmre may berequired. (Sec IBB-91 ofTPI).For specific truss bracingregolment& contact building designa.(Tross Mate Institute. TPI is located at 583 4005 MARONDA WAY D'Ouofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $ 00050068 367 Madtttfota K aWraatIN FL 32746 2-0-6 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale - 0. 6429 Eng Job: WO: CHER3 Dwg: TI: Z1 Dsgnr:TLY Chk: 9/24/ 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 Dsf v4. 7.'21-1460: Design: Matrix Analysis rroriie raent a sNc,a..praa Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:Z2 Qtyt4 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 mailtiple loads. 1) 0- 0- 0 3) 1- 0- 0 has beatbandoninformation provided bythe cliese.The WB: 22c 4 SP #2 Right End vertical designed for wind. 2) 1- 0- 0 4) 0- 0- 0 designer disclaims any responsibility for damage as All COMPRESSION Chords are assumed to be In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- 11 of fmltyorimm"vctinin"anon. spaiftcafiom continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Typb ma°camnectoWhcdmmewaaaegoereymechem and the cturama or accuracy of this informationa it Wind analysis based on: Y TOPCHORD 1-2.-10/0, 0- 4- 0 1 129 29 -61 B Pin may retae to aspens: project and accepts an SBCCI-94, V.100 MPH, DOT CHORD 4-3.-5/7, 0-10-12 1 30 0 -64 B H Roll re11 bilityor aemisa as control withregard to I. 1.00, Mean Hgt..15.0 ft, Int zone. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE falancatiaa handling. shipment and installation of tr°ssnand enclosed building. lding. 1- 2 -10 0.01 A 4- 3 7 0.02 - --GLOBAL MAX DEPLECTIONS--------- This truehasbeendesignedaanindividualbuildingLLTLcompoominaccordancewithANSlrrPI1.2002 and NDSmmbeincorporated asWofthe building design in./Ratio in./Ratio Jnt(s). by. Building Designer(registered achhect a I.Span 0.00/906 0.00/999 2 professional cn$mm). When reviewed for approval by Hori z . 0.00 NA the building designer. the design loadings mown mustbe DL Deflection L/999 0.00 l ec chocked bagreementagreementbesure that the datashownre, in with the local baitelWcodaslocal climatic ramdafar Longterm deflection factor 1.50 wind or mow loads. project specifbatiom or special applied loads. Unlas shown true bat ens ben designed fen storage or occupancy bads. The design assvma compression chords (top or boa ) are emti®wdy braced by dnathing onlm othawiu specified Wbm bottom chords in tmsioo are out Polly braced latadly bya properly applied rigid ceiling. they should bebreed a aI - 0- 0 maximuspacingof 1v-W o,e. Connector Plan shall be m mmufacbred from 20 gauge butdipped galvanized oral meting ASTM A 653. Grade 40, unless otherwise shown. 1 2 FABRICATION NOTES F6. 00 Prior to fahricatio . the famicatar shall revkw thisAttach with (2) aawWtovairy,m„ci,mawingisinmformawith the tmricausesplanfandtoaJlieC a continuing 16d Toe -Nails responsibility for inch verification. Any disuepmcia arerebeparinwrilingbeforetuning or fabrication. Flea dull rot be installed overkrotbola. knots or dunned gain. Me slaw shall be m fen tight fining woodtowoadbaring. Can.== pleadollbeloathedro both face of 5a6 the tract with mils fully imbedded and mall W rim. shwa the joint odes otherwise shown. A U4 plate is 5' wide x 46 long. A 6ag is 6' wide a So long. Slots (bola) 1-0-6plate inn parallel to the plate lengthwecirad. Doable con on 1-3-3 web members shall met at the anomie of the webs unlas 0-6-6 otherwisedrown. Camrstor Plate Sim are minimum dzu based ro the insect mown and myneed tobe mcRaed fur certainhandling mdle rcr etion wars. This was isnotto be fabricated withere rasdam tradedhwber mlad otherwise mown For ."tio°al information on Quality Control seta lo ANSVrPI 1.2002 Attach with (2) PRECAUTIONARY NOTES All bmi, ngand aes,;ro,aammme,rnn, are: mbe 16d Toe -Nails followed in accordance with *Handling. I —Alms and Bracing-, HIB-91. Trusses as to be handled with particular, care echoing banding and bundling- delnwy and installation to avoid dmsage. Temporary and permanent bracing for boldingtrusses in a straight and plumb position and for resisting lateralforces mall be designed and installed by uthera. Careal handling is essential and action bracinges always required. Normal precautionary action for lanes top= such temporary bracurg dnnng iaaallarioo battencrossesm avoidtopplingand 129tf 8.00" 30q 2.50" dcn mirs The nap—isi-ofaetim ofuaaa maBbeunderthecentralof, aperimced in the installation ottrasa. Professional advice dnall be sought ifnmkd. Comzmnrien of construction bads greater than 1- 0-0 the design bads shall not be applied to trusses as any time 1 41 No low ohm than the weight of the erma ecmall be 4 3 appliedto tosses .railafla allfastening andbracing is aampinad 0-10- 8 1-0-0 RO-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHRRT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING: Maronda Systems &acingrhown'ip=d 'which roe'c..' daed &w;nd loe lBr,eioamdo r loaw aftro< the bat lei rig kdgo and weigh mot be comidand by tee buildy desigoQ. Braising mown isfbr Waal support ortrus Cambers onlyre nedere hackling length. Provisions mud be made toanchor'am bracing andesandspecmed locations deeermimd by hetbuildingdesigner. Additionalbracing of the overallwwtm mayberepind. ( Sa RIB-91 orTFq.Fw gmirx ads baring mquirmmL roman baileing desgner.(Taa Pate lm it te. Tea is locateda593 4005 MARONDA WAYDD-f;,u Drive. Madison. Wisconsin 53719) Sanford, FL. 32771407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 htada-on K uNraaota. FL 32746 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 30.0 psf TC Dead 7. 0 psf BC Live 0.0 psf BC Dead 10.0 psf Scale = 0.8248 WO: CHEK3 TI: Z2 9/24/ 2005 Lbr DF: 1.33 Plt DF: 1. 33 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Designs Matrix Analysis Prorile Pltnt C:\less-WA\ work\ODDS\a.nsAa\ t.nsuaraana A \aa.pxas Job: CHESAPEAKE E 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:23 Qty:3 DESIGN INFORMATION This design is fur an itudividual building compound and bas been based oninformation prosidd by the than. The desige, disclaimsany responsibility fordamagesasa result offaulty orincorrect infocmation. specifications and/or designs f misbed to the truss designer by the client and the cocatnea or accuracy orthis information as it may relate to a specific project and acccyu ou responsibility oreserciso noconuol withregard In fabrication, handling. shipmew and installation ofuussex This mess has been designed as an individual building component in accordance with ANSVIPI 1-2002 and NDS-02 to be incorporated as pm of the building design by Building Designer (reginad architect orprofessionalangas). Wbw reviewed for appmvd by the building designer, the design loadingsflown men be checkedto be soreNatthedau shown are in agreement with the local building coda. local climatic records for wind or mow loads. project specir—tio- or $pecial applied bads. Imam shows truss has out been designed for storage oroccupancy bads. The design assumes compression chords (Lop or bottom) are continuously braced by sheathing unless otherwise specified Whore bottom chords in tension are ram fully braced laterally by a property applied rigid ceiling, they should be braced at maxim— spacing orIOVI' o.c. Connectorplate shall be mamfacmrd from 20 gauge hot dipped galvanized steel meeting ASTM A653. Grade 40. unless otherwise show" FABRICATION NOTES Rim to fabrication, the fabricator shall review this dewing to verify that this drawing is in comfbre, - with the fabliceors plans and to realize a continuing responsibility for rocb verification. Anyditaepmcin use to be pat in writing befine cutting or fabrication. Mates shall our be installed ova kouthnla, bras or distorted grain, Members shall be at for tight fining wood to wood basing. Cm,ornor pales shall be baud on both faces of the truss with nails fully imbedded and shall be qm. about 0. joint unless othawise shown. A 5.4 plate is 5' wide x a' Long. A 6xg plate is6' wide a g' long. Slats (bola) run parallel tothe plate length specified. Doablecats on web members shah meet a the cenmoid ofthe webs unless otherwise show" Comeetor, plate sizes are minimum sins baud onthe forces shown and may aced to be bcrrssed for certain hading and/or erectim messes. This truss isneeto be fabricated withfire reutdaot treated lumber unless otherwise shown. For &"Lionn informationou QualityControl referm ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing ad cation recommendations are to be followed in accordance with 'Handling. Insulting ad Bracing', RIB-91. Trusses aze to be handled with particularoreduringbanding adbundling. ddisery and installation to avid damage. Temporary and permanent bracing forholding crosses in a nnight and plumb position And for resisting lateral force shall be deaigned and thinstalledbyothers. Careful handling is essential and erection bracing is aNI)i required. Normal precautionaryactionrunbossesrcgeiresachtemporarybracingduring installation between mosses to avoid toppling and domiming. The wpe isim oferection ofwages shall be under the control of penms experienced in the installation ofwere. Professional advice shall be sought if nailed. Co., mntion of ennumetto n bads grans than We design bids shall our be applied to trusses at airy time. Nobads other than the weightofthe crcctora,hall be applied tocanes aril a!!cW foaming and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 36 0.31 A 1- 3 4 0.26 2- 5-15 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Ezt. 1.0 Bld Type- part L. 58.0 ft W. 3.3 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.0/36, BOT CHORD 1-3.-2/4, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/xxx 0.02/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx . -0.01 Long term deflection factor . 1.50 3-4-0 1 2 6.00 C/L: 3- 3- 4 75# 1.50" R3.5195#0" 69# 1.50" 3-4-0 „ 4 3 1-1-9 3-4-0 RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, FMaronda Systems Bracing sMwn on this athisdrawingisermioo bracing. midbracing portal bracingor similarbracing uhichis a pan of she building design and which must be considered bythe building designer. Bracing shown is for lateral sappon ofhen mndbas only to ,enlace hackling length. Rovifiom most be made to anchor lateral bracing at eels andspecifed louatimn determinedby the building designer. AddWoml braciog othereoverallanannex maybe required. (See EDB-91 ofTPI).For specify man bracing regehannds. comae, building chsigoa.(Truss Mau lustimte. TPI is located a 583 4005 MARONDA WAY Domoein Drii. Madison. Wisconsin 53719} Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 . TOMAS PONCE P.E. LICENSE M00SOD68 367 Machine 1L ChutgotsrFL 32766 Joint Locations............... 1) 0- 2- 1 3) 3- 4- 0 ' 2) 3- 4- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION ---- A Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 195 141 -329 B Pin 3- 3- 4 1 75 109 -190 T Pin 3- 3- 4 1 69 0 -57 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with ( 3) 16d Toe - Nails 2-2- 6 Attach with ( 2) 16d Toe - Nails I Over 3 Supports Scale = 0.4960 Eng Job: WO: CHER3 Dwg: TI: 23 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA gwwhT. d4 n n 1F vd 7 7i _i arOf Design: Matrix Anaiysiu rr . r. 1. Na..---t.a -w..a,. I.-a..a.v+— -— Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI:Z4 Qty:2 1.1 DESIGN INFORMATION This design isforan individual buildingcomponent and has been band on information provided by the diem. The desigoa disclaims my responsibility for damages a a rmlloffaultyor ianrteclinformation speclfie.m. adlor designs furnished to the one design- by the client and the correctness or accuracy ofthis information as it may relate toa specifx project and accepts On resporen ibility ora. no control with regard to fabricaliml, handling shipment and installation oftrots.. This um has been designed a an idividual building component in accordance with ANSlfrPI I.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered whitest or professional eft&_- When reviewed for approval by the building design. the design loading sbow9 most becheckedtobeamthatthedatashownaminagreement with the local building codeslocal climatic records for wind or sm. bads. project specifications «special applied loads. Unless mown. wa has not been designed for storage or uccopaucy Inds. The design asmma compression chords (top or boron) arc continuously bracedbysheathingunlessotherwisespecified. Where bottomchordsintensionateramfullybracedlaterallybyaproperly applied rigidccilingthey shouldbe braced at a maaimomspacingof1V-0' o.c. Coomctor plaza shall be factored from 20 page but dipped galvaniced steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim 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 ate to he pat in writing before caning or Kat o atashall nonbeinstalled over knothole, koots «distorted grain. Members shallbeat for tight fillingwoodto woodbearing. Connector plat. shall be lootd on both fans of the truss withnailsfullyimbedded and shall be s)m. about the joint unless otherwise shown. A 514 plate is 5' wide aa• lung A 6zk pine is 6' wide a g• long. Slurs (bola) mat parallel to the plate length specified. Double cats on web members shall meet at the «emnold of thewebs unless m otherwiseown. Camttctor plat sin am minimum sires basedon the force shownand may need tobeincreased for certain handling and/or erection stresses. Thistrussisnottobefabricatedwithfireretardanttreatedlumber unless otherwise shown. For additional information on Quality Control ref - to ANSVTPI 1. 2002 PRECAUTIONARY NOTES All bracing and atctiwo recommendations an, to be followed in accordance with 'Handling. Installing and Bracing'. HIS-91. Trusses we to be handled with particular ram during banding andbundling delivery and installationtoavoiddamage. Temporary and permanent bracing for bolding cusses in a straight and plumb positionandforresistinglateralfoecesshallbedesignedand iaulled by others. Camful handling is essential and sectionbracingisalwa)s required. Normal prt.utiortm). action for trussa raryires such temporary bracingduring installation between manses to avoidtoppling and domiming. The supervision of erectionoftmsses shall be under the control of pc aons aperionced in the iosudialiom of mosses. Professional advice shall be sought if Iradd. Coacanratton of commuclun bads greater than the design bads shall nor be applied to trusses to amtime. No loads otherthanthe weight oftheerectorsshallbe applied to mosses until after all fastening and bracing is completed. TC: 2x 4 SP 42 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, CEC, V. 125mph, H. 15. 0 ft, I. 1.00,-Exp.Cat. B, Rzt. 1.0 Bld Type. part L. 1.0 ft W. 1.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2/12, BOT CHORD 1-3.-2/3, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/xxx 0.00/xxx 3-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/xxx . 0.00 Long term deflection factor . 1.50 1 1 2 6.00 C/L: 0-11- 4 23# 1. 50" SX6 1- 3- 3 0-6- 6 I C5 83# 3. 50" 21# 1.50" 1-1 1 4 3 0-10- 8 1-0-0 RO-I1- 12) Joint Locations .......... q 0- 20 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION- !' W X-Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 83 47 -154 B Pin 0-11- 4 1 23 39 -59 T Pin 0-11- 4 1 21 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with ( 2) 16d Toe - Nails T 1- 0- 6 1 Attach with ( 2) 16d Toe - Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHSBT. A COPY OF THIS DRAWING TO BE GIVEN TO 111 CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing shown cmIbis drawing is not crection bracin& wind boring portalbracing « similar bracing which is a panof thebuildingdesignandwhichmostbeconsideredbythebuildingdesign-. Bracingshown islbr lateral support of unss memberonly to reduce buckling length. Rovisiow most be made to anchor bteral bracing at ends and specified! localiom determinedbythobuiklivgdesigner. Additionalbracing of elsemerallnrucmm maybe required. (SawB-91 ofTPI).Forspecific truss bracing requirements, contactbuilding dcsigm.(Tmss Plate Imlimse. TPI is located in 593 400S MARONDA WAY D'OmEio Drive. Madison. Wisconsin 53719), Sa:aford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 MadaOon FL Uu&wh4 FL t2766 Over 3 Supports Scale =0.6382 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: CHER3 TI: Z4 9/24/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis rro.alas taco: tress tan.---r,..,a,v w.,., v---.+•• —.-- +