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Home My WebLink About141 Wheatfield Cir 07-1366 New SFHPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER d% O PROPERTY OWNER fAAA ff ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # 01 13 DATE PERMIT DESCRIPTION ERECT A SF'R PERMIT VALUATION 181, Q9 3611 SQUARE FOOTAGE62 n Bid a d d 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 . . . . . . 8/14/07 Parcel Number . . . . . 32.19.31.518-0000-0180 Property Address . . . 141 WHEATFIELD CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . SINGLE FAMILY Owner . . . . . Contractor . . . . . . MARONDA HOMES INC OF FLORIDA 407 475-9112 Application number 07-00001366 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . Building Official i VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. SMITH DRAFTING & SURVEYING INC P.O. Box 4518 D DeLand, Florida 32721 I eY , Phone (386) 734-7047 Fax (386) 734-4248 13(o(p 7v` y z 5 , 2007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot /S ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99, Public Records of Seminole County, Florida. aka: 141 ; 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. DE?ARTME',RT OF HOMELAND SECURITY ELEVATION CERTIFICATE I OMB No. 1660-0008 Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 178. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Policy Nurrtbef A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Cofnpany NAIL tJurft r Cit State ZIP Code iSK/o/20 .CGO/L-32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 1 A ,' /ndT Boo- 67, 046ES ' SE 1/G6 CPa1V?Z Z54 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) NGLGF.QM/cy si tiT.WL A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. AT Building Diagram Number 1_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) i A sq ft a) Square footage of attached garage _-hQ ± sq It 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 Z' 4 walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in A8.b Y,4_ sq in c) Total net area of flood openings in A9.b 0_ sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name B3. State C/TY off' JA.VFD.P /ZOZ.9 / O G'o NTY FG0.2/oA B4. MapfPanel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood 89. Base Flood Elevation(s) (Zone AO, base flood depth) rE Date Effective/Revised Date Zone(s) use 2// 7C 006 S AAe. 17, /.9 95 APa/i- / 7 19-9-5 x B10. 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) B B11. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other (Describe) 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date 111A_ 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 SSCP Vertical Datum nIGvO/,!I2,9 Conversion/ComrT)ents NIA Check the measurement used. a) Top of bottom floor (Including basement, crawl space, or enclosure floor)- 2L.7- ® feet b) Top of the next higher floor feet c) Bottom of the lowest horizontal structural member (V Zones only) feet d) Attached garage (top of slab) 7 feet e) Lowest elevation of machinery or equipment servicing the building®feet Describe type of equipment in Comments) (NC 0 Lowest adjacent (finished) grade (LAG) ZO. 7 feet g) Highest adjacent (finished) grade (HAG) 1. O feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Pubrlo Rico only) meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. --, I understand that any false statement may be punishable byline or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Certifier's Name - License Num ber fSfcneu !/"_ GSM/t4/ F Or o% //S. Al. IVo. 3736 PLACF SEAL FF_MA 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 City State ZIP Code Company NAIL Number N 2 Go2ivA 07 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 = 13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For ?_ones 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 El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E I. 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 authortied representative who completes Sections A, B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used In Items G8. and G9. G1. The Information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate'the source and 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 G4.7G9.) is provVed for community floodplain management purposes. IG4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. New Construction Substantial Improvement G8. Elevation of as-buill 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 Official's Name Title Community Name Telephone Signature Date Comments FEMA Form 81-31. February 2006 Check We if attachments Replaces all previous editions COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 107-75002 BUILDING PERMIT NUMBER: (CITY) UNIT ADDRESS: 141 i,, ?L. i 1 , .-. I :1 , i- TRAFFIC ZONE: JURISDICTION: 06 SEC: TWP: RNG: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: DATE: COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: OWNER NAME: Ik t,L i-%,_ ADDRESS: `"raTiiil '" 'i 1 A .e APPLICANT NAME: 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 8 000.00 LIBRARY CO -WIDE 0 dwl unit 54.00 1 54.00 SCHOOLS CO -WIDE 0 dwl unit 1,384.00 1 8 1,384.00 AMOUNT DUE 2,143.00 STATEMENT RECEIVED BY: jSIGNATUR.E :. PLEA E -PR NT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE' DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** son lul I! 111111 It II Ill II III II 111 II 11111 III II 111 II III 11 III 1 IIII MARYANNE MRSE9 CLERK OF CIRCUIT COURT SEMINME COUNTY 8K 066n 99 1404; (1pg) CLERK'S # 2007045403 RECORDED 03/27/2007 Ce:44 t 00 PN RECORDING FEES 10.00 RECORDED I1W T Smith NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. -0000 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 18 141 Wheatfield Circle : Subdivision: Celery Lakes Ph. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION aName and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 0 0 ^ Interest in Property (Fee Simple, Partnership, etc.) Owner u- -1 M NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) 0 W .J j z CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 i C a (Name and address) 0 1 W SURETY (Bonding Company) ce c -i o Name and Address N/A 41 Z W a Y a Amount of Bond 33LnLn a LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 a ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 o, a Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 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 er t date is specified.) X 0 0 DO NIC Maronda Homes, Inc. of Florida Vice President Sworn to and subscribed before me this 23`d day of March, 2007. PaY Puei ERICA HEWETT MY COMMISSIOl b DO 461985 EXPIRES: August 14, 2009 Sr, F OF F`oPP Bonded Thor Budget Notary Services E MpRSE MARYOFNC r COORj CLERK y O?Q0 ' EMtNOI E C IIY Oro, . WA' 2 20a1 CITY OF SANFORD PERMIT APPLICATION Permit # : U l' Job Address: Description of Work: Historic District: _ Date: Total Square Footage Zoning: Value of Work: $ S DC) C Permit Type: Building Electrical __X 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 Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Phone & Fax: Contact Person: rnone: Bonding Company: Address: Mortgage Lender: . Address: Architect/Engineer: Address: 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 the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that ay be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management dis cts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien P.yrt%, FS 713. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: Signature of I Date Sigl tur0Notary-State of Flo(d N Lfe-gam OF FLORAJKenyaK. LindsayCommission # DDS41618 Expires: APR 18, 2010 Contractor/Agent is a— Personally Kno 11%1t Atlantic Bonding Co, Inc, Produced ID ENG: BLDG: Permit # M+ CITY OF SANFORD PERMIT APPLICATION Job Address: l l w EiQ%/2/_X5 LOT /8 CEKe Date: JAN 0 4 2007 14 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: • Permit Type: Building )C Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 1Q 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: 71 2 Construction Type # of Stories: I # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Harry Long, Jr 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Fax: (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities suc as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the properefldt ul ernents of Florida Li w, F 713. JAN 0 4 2007 `-BAN 0 4 2007 Si ure Owner/ gent Date S a of Cont tor/Agent Date Russell Keith Summers HARRY LON , JR EC0000726 Print Own /Agent's Name Pritontmtor/Agent's Name Si na re No ary-State of Florida e 0 4 2007 Sitate of Florida 'a0 4 2007 fu.u••n•n•u•••u••.un.uunnnu •uu••n•uuuuu• LJEANi41NE FULLERTON ULLERTON Comma DD0480484 ..P", Commtr D00480484 Expires 8/10/2009 _ Wit," Expires 8110r2009 CL.C.J lhru (800)432.4254: r' Bon cJ lhru (800)432 4254: i '''••... •", t ,Notary Assn., tnc = •"•..,,, "' F.. ,Je Notary f t)wnerit<gent is C_ personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID _ Produced ID Wk—) APPLICATION APPROVED BY: Bldg: Zoning:Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) CITY OF SANFORD PERMIT APPLICATION JAN 0 4 2001 Permit # : Q Date: Job Address VvNFaT-EL6 Gil= LOT Celery Lakes oN Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy 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: 1 Flood Zone: X TEMA 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 40Y640-MOG 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number:64C0W390J Phone Fa 4/O7 66 %- o0/y Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional county, and there may be additional permits required from other governmental e Acceptance of permit is verification that I will notify the owner of the property 0 4 2007 Signature of Owner/Agent Date Russell Keith Summers Print Owner/Agent's Name applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. gnature of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/Agent's Name 4 2007 AN 0 4 2007 JAN 0 4 2007 nat re f N tary-State of Florida Date ' n to f tary-State of Florida Date t ....... JEAN INE FULLERTOIv ...... JEANNINE FULLERTON....... Comm# OD0460484 ,., ".,, Cummp 00046/464 Expaes 8/10/2009 'o'`'_ C ,...es 6/t0/2009 7; Bun.. J u,ru (6o0)432-4254: I 0 n.... „ru (800)432 254: F. latary Assn., Inc '., a I a IJutary Assn:.. Inc f . s... OWhetlAg 8ttf l5""X""Pdi'Sd'all j Cnown to Me or Contr9eto11"AgemlS'_X""Personally Known to Me or Produced ID I _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION JAN 0 4 2007Permit # : Date: Job Address: 1 y/ w#F-47'-C/e1P aA LOT Celery Lakes 101;• 1 A Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical — Mechanical _ _ Plumbing _X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures 1 A # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets c Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: J—# 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.vL1!r6 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: «L/AiZX 070,02_ Phone & 1301-1Or7 66 I- DD 14/ 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 pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pennit 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 pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JAN 0 4 2007 Q,AN-0-4 2007 iyinawngentDateSignatuofContractor/Agent Date Russell i h Summers JULIA CREESE CFC1426702 Print Owner/Agent's Name Print Contractor/Agent's Name JAN 0 4 ?nn7 JS. gna JAN 0 4 2007 Notary - State of Florida Date na of No ry-State of Florida Date i JEANiJINE FULLERTOh s......... E,., ANi I. i*4'1 NE ,,........................ tJFUILERTOhCommi$ OD0460464 o•., Commtt DD0460484 us 8/ 10/2009 C. pus 8/10/2009 G (800) 432-4254 7 S E .. . ,, u (800)432 4254: 0lyntjilAgetit.is._ X a E5 " rllyknown to Me or CoMtao O'Xgont•irr_X=%eis=lykkwn 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 BUILDING VALUATION WORK SHEET NEW ONE AND TWO FAMILY AND TOWNHOMES DATE I Z10 1 APPLICATION NUMBER V ` "" t3dC PROJECT ADDRESS 14 BUILDER 14 h- lklmm-s MODEL r\W ' 6%• L BUILDING CODE OCCUPANCY USE GROUP R-3 BUILDING CODE CONSTRUCTION TYPE V-B SQUARE FOOTAGE OF AREAS: BVD LIVING AREA l ems%'% X 91.36 = 1711 4 GARAGE 3i S x 35.55 = l 3 I Z 1 I .2 5 COVERED PATIO(S) U X 35.55 TOTAL ESTIMATED VALUATION 186, Oil.')) COST PER SQUARE FOOT FOR VAULATION FROM THE MOST CURRENT BUILDING VAULATION DATA (BVD) AS PUBLISHED IN THE BUILDING SAFETY JOURNAL BY THE INTERNATIONAL CODE COUNCIL March 1, 2007 City of Sanford "The Friendly City" 9= o Application for EnginE ering Permit - - - h• 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 X Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNER(S)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS FIRM: MARONDA HOMES INC., OF FLORIDA ADDRESS: 955 KELLER RD. STE. 1500 -- — ALTAMONTE SPRINGS, FL 32714 —_--_ -__—_- Date: PHONE: 407475-9112 FAX: 407475-9115 1. PROJECT LOCATION OR ADpRES,S: /__J' 2. TITLE OF APPROVED DEVELOPMENT PLANS: --- APPROVAL DATE: -----____- 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY: N Driveway Installation Aerial Installation 01 Underground Utilities l-- Bore and Jack 0 Open Cutting of Roadway Sidewalk Installation I__; Other 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length ------ (Feet) Number of Open Roadway Cuts - 7. AERIAL INFORMATION: Length — - (Feet) Number of Poles --- --- (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT. TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS. COST. -DAMAGE. OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD. INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 Applicant Signature Date: JAN 0 4 ZW n OFFICIAL USE°ONLY Application No: ---__-.- Fee: _--._—__ Date: Reviewed: Public Works _--- -- DATE: _ - Utilities ------------------------...__._ DATE: --------- Approved: Engineering - - -- - ------------------------- DATE: -- --- -- Engprmt.pdf 1V aronda HomesL==j 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 CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 18, 141 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. Y RUSSEL`L ITH-UMMERS, CRC058496 MARONDAHOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JAN 0 4 2007 by RUSSELL KEITH SUMMERS who is personally known to me. JEANi4 FULLERT8N Comm# DD0460484 Expires 8/10/2009 tutu (800)432-4254: ay CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 18 Subdivision: CELERY LAKES PH.1A Property Address: 141 WHEATFIELD CIR x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). FK 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. FX-1 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O 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. x h. Square footage table showing footages: Garages/Carports 375 S.F. Porch (s)/Entry(s) 36 S.F. Patio(s) S.F. x a Conditioned structure 1,877 S.F. Total (Gross Area) 2,288S.F. 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 4. TO FOLLOW N/A 5. N/A N/A N/A CK 6. 1. 2. 3. 4. 5. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 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: JAN fl 4 71107 SIGNATURE: .- : JA,., By Owner or thorized Agent) 111111 " III Ill nil1it11111Ill 4a, 03111111411 PillIIIIIIIIl18 a c M O o '4 u- 1n fV LL V4 M O W J LLO M 0 L7 W Z W f O a OaV) Ix W ZOJO Z O YLn Q W Ln J a, C n aa BIARYRNNE Kl3R`•;Fj CLE.% Cf CIRCUIT 1 i IRT- ai: 1 KILE GOtiY• W it l 'P_ Pq 04:9; Upq) CLERK' S :#i 10060Z 7721 R11- 41lIti i) 0 fi; 0kC)(K, tt1:01;14 M REQ0Q) IN[i Fl:E S 10.0 101RDED BY t holden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 18 141 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY ( Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 15' St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) THIS DOCUMENT IS BEING !-1-11 t RE - RECORDED TO REFLECT RUSSELL KEITHTH SUMME' THE CORRECT PHASE # Maronda Homes; -Inc. of Florida Vice President - Construction Sworn to/and subscribed before me this 20TH day of FEBRUARY, 2006. 4n Nota Sublic t.,CERTINE3 SE fV LE C U:ffY,' FLC;_' il + JEANNINE• FULLEFTGiv Co: ni: CC04G0=,64 wL__ Cs 81106.009 e AEP'11f G4 i; Bonded Uvu (800)432-4254: FloridaNctary A:sn_ Inc Q y seu. a.,u................$ uu....... r J I r• FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY COD FOR BUILDING CONSTRUCTIO bVFFloridaDepartmentofCommunityAffairs ICEpY Residential Whole Building Performance Method A Project Name: ARLINGTON 4BDR Builder: MARONDA HOMES Address: kLk k v4N*a_--%etcl C tt; , Permitting Office: C 4V D-F'CirAf_CI City, State: o,ra1 t V-1- Permit Number: O-I - 13 to lc Owner: ELECTRIC Jurisdiction Number: Le 9 1 Soo Climate Zone: Central l . New construction or existing New - 12. Cooling systems 2. Single famih, or multi-famih Single family - a. Central Unit Cap: 42.5 kBtu/hr - 3. Number of units. if multi -family' 1 - SEER: 13.00 - 4. Number of Bedrooms 4 - b. N/A - 5. Is this a worst case? Yes - - 6. Conditioned floor area (ft) 1877 W - c. N/A - 7. Glass type I and area: (Label regd. by 13-104.4.5 if not default) - a. U-factor. Description Area 13. Heating systems or Single or Double DEFAULT) 7a. (Dble Default) 196.0 ft2 - a. Electric Heat Pump Cap: 42.5 LBtu/hr - b. SHGC: HSPF: 7.90 - or Clear or Tint DEFAULT) 7b. (Clear) 196.0 ft- - b. N/A - 8. Floor types - a. Slab -On -Grade Edge Insulation R.O. 198.0(p) ft - c. N/A - b. N/A - - c. N/A - 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons - a. Concrete. Int Insul. Exterior R=20.0. 1132.0 W - EF: 0.90 - b. Frame. Steel. Adjacent R=11.0. 196.0 fF - b. N/A - c. N/A - - d. N/A - c. Conservation credits - e. N/A - (HR-Heat recovery. Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=30.0. 2085.0 ft2 15. HVAC credits PT, - b. N/A - (CF-Ceiling tan. CV -Cross ventilation. c. N/A - HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0. 150.0 ft MZ-C-Multizone cooling. T JU CvvVIEWEpb. N/A - MZ-H-Mult ®® Glass/FI r Area: 0.10 Total as -built points: 21210 PASSTotalbasepoints: 24698 I hereby certify that th1pand specifications covered by this calculation are ince with the lorida Energy Code. PREPARED BY: DATE:' 1 hereby certify that this building, s in compliance with the Florida En ode OWNER/AGENT: DATE: 3 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: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGaugeO (Version: FLRCSB v4.5) FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points 18 1877.0 24.35 8227.0 1.Double, Clear SW 1.0 6.0 32.0 49.60 0.96 1531.0 2.Double, Clear SE 1.0 8.0 40.0 53.20 1.00 2118.0 3.13ouble, Clear SE 1.0 6.0 16.0 53.20 0.97 822.0 4.Double, Clear SW 1.0 6.0 16.0 49.60 0.96 765.0 5.Double, Clear NW 1.0 8.0 15.0 35.45 0.99 527.0 6.Double, Clear SE 1.0 6.0 5.0 53.20 0.97 256.0 7.Double, Clear NE 1.0 6.0 16.0 40.99 0.97 637.0 8.13ouble, Clear NE 1.0 6.0 16.0 40.99 0.97 637.0 9.Double, Clear SE 1.0 6.0 40.0 53.20 0.97 2055.0 As-BuiR Total: 196.0 9348.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 1. Concrete, Int Insul, Exterior 20.0 1132.0 0.19 210.2 Exterior 1132.0 1.90 2150.8 2. Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As-BuiH Total: 1328.0 406.2 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 2.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 1877.0 2.13 3998.0 1. Under Attic 30.0 2085.0 2.13 X 1.00 4441.1 Base Total: 1877.0 3998.0 As -Built Total: 2085.0 4441.1 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 198.0(p) 31.8 6296.4 1. Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296A As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM = Points 1877.0 14.31 26859.9 1877.0 14.31 26859.9 EnergyGauge® DCA Form 600A-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35201.3 Summer As -Built Points: 34878.2 Total Summer X System Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500btuh .SEERIEFF(13.0) Ducts:Unc(S),Con(R),Int(AH),R6.0(INS) 34878 1.00 1.08 x 1.150 x 0.85) 0.260 0.950 9139.8 35201.3 0.3260 11440.4 34878.2 1.00 1.061 0.260 0.950 913918 EnergyGauge"m DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details J ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len I-Igt Area X WPM X WOF = Point 18 1877.0 9.11 3078.0 1.Double, Clear SW 1.0 6.0 32.0 8.12 1.01 262.0 2.Double, Clear SE 1.0 8.0 40.0 7.31 1.01 295.0 3.Double, Clear SE 1.0 6.0 16.0 7.31 1.02 119.0 4.Double, Clear SW 1.0 6.0 16.0 8.12 1.01 131.0 S.Double, Clear NW 1.0 8.0 15.0 10.91 1.00 163.0 6.Double, Clear SE 1.0 6.0 5.0 7.31 1.02 37.0 7.Double, Clear NE 1.0 6.0 16.0 10.70 1.00 171.0 8.Double, Clear NE 1.0 6.0 16.0 10.70 1.00 171.0 9.Double, Clear SE 1.0 6.0 40.0 7.31 1.02 298.0 As -Built Total: 196.0 1647.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 1. Concrete, Int Insul, Exterior 20.0 1132.0 0.76 857.1 Exterior 1132.0 2.00 2264.0 2. Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 1366.7 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Exterior Insulated 20.0 5.10 107-0 Exterior 20.0 5.10 102.0 2.Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPESArea X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1877.0 0.64 1201.3 1. Under Attic 30.0 2085.0 0.64 X 1.00 1334.4 Base Total: 1877.0 1201.3 As -Built Total: 2085.0 1334A FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 198.0(p) 1.9 376.2 1. Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM = Points 1877.0 0.28 525.6 1877.0 -0.28 525.6 EnergyGauge® DCA Form 60OA-2004R EnergyGaugeSIFIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 6168.3 Winter As -Built Points: 4525.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) (DM x DSM x AHU) sys 1: Electric Heat Pump 42500 btuh ,EFF(7.9) Ducts: Unc(S),Con(R),lnt(AH),R6.0 4525.7 1.000 (1.068 x 1.160 x 0.87) 0.432 0.950 2011.2 6168.3 0.6540 3417.2 4525.7 1.00 1.083 0.432 0.950 2011.2 wA EnergyGauge'll DCA Form 60OA-2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: ... PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 11440 3417. 9840 24698 9140 2011 10059 21210 PASS EnergyGaugeTM DCA Form 60OA-2004R EnergyGauge®/RaRES'20W. FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , 6A 21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST PERMIT #: COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 ctnVs .ft. window area; .5 cfnVsq.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. Mufti -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 612.1.ABC.3.2. Switch or clearly marked circuit breaker electric or cutoff s must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons r 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 Se rate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 88.3 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 I 4. Number of Bedrooms 4 - 5. Is this a worst case? Yes - 6. Conditioned floor area (W) 1877 fl= - 7. Glass type I and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a. (Dble Default) 196.0 fl' - b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 196.0 W - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0. 198.0(p) fl - b. N/A c. N/A 9. Wall types a. Concrete. Int Insul. Exterior R=20.0. 1132.0 W - b. Frame. Steel, Adjacent R=11.0, 196.0 fl2 - c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=30.0.2085.0 fl' - b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0. 150.0 ft - b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery. Solar DHP-Dedicated heat pump) l S. 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 yvhich will be installed (or exceeded) in this home before final inspe ise, a EPL Display Card will be completed based on installed Code co fea s. Builder Signature: Date: p'23r Address of Cit}°/FL Zip: Cap: 42.5 kBtu/hr - SEER: 13.00 Cap: 42.5 kBtu/hr - HSPF: 7.90 Cap: 50.0 gallons - EF: 0.90 iVOTE: The home's estin ated energy perfonnance score is only mailable through the FLARES con p iter program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a U5 EPA/DOE EnergyS0r designation), your home may qualify for energy efficiency mortgage (EEW) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1192 or see the Energy Gauge iveb site at ttntrir fsec.ndedti for infonration and a list of certified Raters. For information about Florida's Energy Efciency Code For Building Construction, contact the Department of Co nmanityAff airs at 8501487-1824. PT. 1 Predominant glass type. For actual glass type and areas. see Summer & Winter Glass output on pa es 2&4. Energytrauge!i (Version: FLRC B v4.5) INrf L I S T E D ISO17020 (IAS AA-682) IS017025 (IAS TL-259) OFFICE CSI06:06120 PRODUCT: ProTE& Concrete Structural Insulated Panels DIVISION: Wood and Plastics (06) SECTION: Structural Panels (06120) Report Holder: T Clear Corporation 3255 Symmes Road Hamilton, Ohio 45012 Ph: 513 870-9246 www.tclear.com tclear@telesouthl.com Manufacturing Locations(s): As noted above 1. SUBJECT: ProTE& Concrete Structural Insulated Panels 1 4. SCOPE: NTA, Inc. has evaluated the above product(s) for compliance with the following codes: 2004 Florida Building Code 2004 Florida Residential Code Rule 913-72, F.A.C., Florida Product Approval Act NTA, Inc. has evaluated the following properties of the above product(s): Structural performance under axial, transverse, and racking loads Surface burning characteristics Thermal barrier —room corner fire test USES: ProTEe Concrete Structural Insulated Panels are used as exterior walls in buildings of combustible non -fire - resistance -rated construction, Type V construction. DESCRIPTION: 4.1. General: ProTEC® Concrete Structural Insulated Panels are prefabricated sandwich panels with facings of cement board bonded with expanded polystyrene foam insulation core material. The panels are used as load bearing wall components. The panels are 4-1/2 inches thick and produced in standard widths of 18 and 36 inches and in lengths up to 120 inches long. Larger sizes are available upon request. 4.2. Materials: g' 4.2.1. Core. Core materials is expanded polystyr foam plastic, manufactured by Plymouth Form Inc. a recognized in ICC-ES NER-665. The foam plastic core Listing Report: TCC121205-17 has a nominal density of 2.0 pcf, and is manufactured in a 3-13/16 inch thickness for use in panel fabrication. 4.2.2. Facing. Facing materials are %-inch-thick Util-I- Crete-concrete, glass -fiber -mesh -reinforced panels manufacturerd by FinPan, Inc., and recognized in NER- 419. 4.2.3. Adhesive. The facing material is bonded to the core using the proprietary sandwich panel adhesive manufactured by FinPan, Inc. The adhesive is a Type II, Class 2, cementitious product composed of Type I Portland cement, Type F fly ash, and a latex/water emulsion. 4.2.3. Angles, Splines, Top/Bottom Tracks. Angles, top channels and top/bottom tacks are manufactured from 20 gage (base -metal thickness of 0.036 inch) CQ G-90 galvanized steel conforming to ASTM A792 (Gr 33). Top and bottom tracks and jamb channels consist of C-channels, measuring 2-1/2 inches x 2 inches, with the flanges inserted into the pre-cut grooves along the edges of each sandwich panel. Splines are manufactured from 18 gage (base -metal thickness of 0.048 inch) CQ G-90 galvanized steel conforming to ASTM A653 (Gr 33). Splines consist of two C-channels, measuring 2-1/2 inches x 2 inches, spot welded web -to -web to form a H-section. The H- section flanges are inserted into the pre-cut grooves along the edges of each sandwich panel. 1/21-1-channel splines are used at panel ends. 4.2.3. Fasteners. After the steel splines or plates are set in the grooves of a panel, the panel is secured to the splines and plates using T Clear Driller corrosion resistant No. 14-10 x 1-5/8 inch proprietary heavy-duty wafer -head screws and 1-1/2• inch x 0.140 inch diameter, ITW Buildex GYP-FASTTA° pneumatic coil nails. Stuifrr,r,t, REPLANS I.AN j ! c • _t 1 OF !'iwx 7 c , This listing report is intended to indicate that NTA Inc. has evaluated product described and has found it to be eligible for labeling., t gt hrbeled as spewed herein is not covered by this report. NTA Inc. makes no warranty, either expressed or implied, regarding the product covered b3 l/ti'iI report..' NTA, INC. - 305 NORTH OAKLAND AVENUE - P.O. BOX 490 - NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 TCC121205-17 Listing Report 2006-04-28.doc Issue Date: 4/27/06 Prepared by: Eric Tompos Expiration Date: 4/27/07 Reviewed & approved by: Jeff Byrd Page I of 4 N191SO17020(IAS CSI 06:06120 L I S T E D IS017025 TLIASTL-25959) Listing Report: TCC121205-179 channels must be installed and attached to the splines S. INSTALLATION: adjacent to the opening with tow (2) #10-16 x '/z-inch 5.1 General: pan head self -drilling screws on each side of the 5.1.1 ProMe Concrete Structural Insulated Panels opening. All headers must be continuous over the are installed in accordance with the manufacturer's opening and extend at least 6 inches over each side of published installation instructions and this evaluation the opening. T Clear Driller corrosion resistant No. 14- report. The manufacturer's published installation 10 x 1-5/8 inch proprietary heavy-duty wafer -head instructions and this report shall be strictly adhered to, screws shall be installed 8 inches on center connecting and a copy of the instructions shall be available at all the header panel to the steel header channel and the times on the jobsite during installation. The installation top track. A minimum of three T Clear Driller screws instructions within this report govern if there is any shall be used to attached the header to the vertical conflict between the manufacturers instructions and splines at each end of the header. Openings greater this report. than 6 feet and/or openings with loads greater than those specified in Table 3 must be designed by a 5. 1.2 Where required by the authority having registered design professional and frame by jurisdiction, structures using ProTEC® Concrete conventional methods. Structural Insulated Panels shall be designed by a registered design professional. Drawings shall be 5.2.2 High Velocity Hurricane Zones. ProTEC® provided that bear the design professional's registered Concrete Structural Insulated Panels shall not be used stamp or seal when application is made for a building in areas classified as High Velocity Hurricane Zones permit. Such drawings shall contain specific Broward and Dade Counties) as indicated in the instructions with regard to connections, erection, and referenced codes. installation of the panels, and shall be available at all times on the jobsite during installation. 5.3 Exterior Cladding: Panels, at the time of their erection and placement, 5. 1.3 ProTEC® Concrete Structural Insulated Panels shall be covered on the exterior by an approved wall are connected to each other at the panel edges through covering material. Wall covering may be any covering the use of an H-section spline. The spline is secured in recognized in the code. All exterior panel joints must be place by the field application of one T Clear Driller sealed with latex thin set mortar or a compatible acrylic corrosion resistant No. 14-10 x 1-5/8 inch proprietary latex caulk. heavy- duty wafer -head screws in each comer of each panel on both sides. Each screw shall be installed to 5.4 Interior Covering: penetrate one flange of the spline and one flange of the The ProTECO Concrete Structural Insulated Panels top/ bottom track. Between the screws, along each qualify as a Class A interior finish rating and do not panel edge, 1-1/2 inch x 0.140 inch diameter, ITW require a 15 minute thermal barrier as required in Buildex GYP-FASTTm pneumatic coil nails, shall be applicable sections of the code listed in Section 2.0. provided at a spacing not to exceed 8-inches on center, on both sides of the panel. Each nail shall penetrate 6. CONDITIONS OF USE: one flange of the spline ProTEe Concrete Structural Insulated Panels as described in this report comply with the codes listed in 5. 2.1 Allowable Structural Loads. Allowable axial, Section 2.0, subject to the following conditions: transverse, and racking loads are noted in Tables 1. 6.1. Installation complies with this report and the through 4. Axial loads applied at a spacing of up to 24- manufacturer's installation instructions. inches on center shall be considered as uniform loads 6.2. ProTEe Concrete Structural Insulated Panels for the purposes of using Table 2. Design for combined shall not be used in areas classified as High shear, axial, and/or transverse loading shall in Velocity Hurricane Zones (Broward and Dade accordance with [CC -ES ACO4, Acceptance Criteria for Counties) as indicated in the referenced codes. Sandwich Panels. For loading conditions not specifically addressed herein, the specific condition shall be framed by other methods to meet applicable code requirements. 5. 2.2 Openings. Openings up to 72 inches in width, and having a minimum 13.5 inch header depth, are permitted for door and window installations. Header This listing report is intended to indicate that NTA Inc. has evaluated product described and has foundit to be eligible for labeling. Product not labeled as specked herein is not covered by this report. NTA Inc. makes no warranty, either expressed or implied, regarding the product covered by this report. NTA, INC. - 305 NORTH OAKLAND AVENUE - P.O. BOX 490 - NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 TCCI21205- 17 Listing Report 2006-04-28.doc Issue Date: 4/27/06 Prepared by: Eric Tompos Expiration Date: 4/27/07 Reviewed & approved by: Jeff Byrd Page 2 of 4 INNISO17020(IASAA-682) - L I S T E D IS017025 (IAS TL-259) 6.3. Where required by the author*V having jurisdiction, structures using ProTE Concrete Structural Insulated Panels shall be designed by a registered design professional. Construction documents, including engineering calculations and drawings providing floor plans, window details, door details, and connector details, shall be submitted to the code official when application is made for a permit. The individual preparing such documents shall posses the necessary credentials regarding competency and qualifications as required by the . applicable code and the professional registration laws of the state where the construction is undertaken. These documents are not covered by this report. 6.4. Design loads to be resisted shall be determined based on the design loads in the applicable code. Loadings on the panels shall not exceed those noted in this report. 6.5. ProTEC® Concrete Structural Insulated • Panels shall be used only on buildings of combustible construction. 6.6. Heat -producing fixtures shall not be installed in the panels unless protected by a method approved by the code official or documented in test reports. 6.7. The panels are manufactured in the production facility(es) noted in this report and under a quality control program approved by NTA, Inc. 7. EVIDENCE SUBMITTED: NTA, Inc. has examined the following evidence to evaluate this product: 7.1. Review of plant quality assurance manual 7.2. Plant certification inspection of manufacturer's production facilities, test procedures, frequency and quality control sampling methods, test CSI 06:06120 Listing Report: TCC121205-17 equipment and equipment calibration procedures, test records, dates and causes of failures when applicable. 7.3. Qualification test data in accordance with ICC-ES AC04. 7.4. Follow-up quality assurance audits of the production facility(ies) 7.5. Follow-up testing in accordance with NTA, Inc. Inspection Method 14.0 (IM014). Evaluation evidence and data are on file with NTA, Inc. Rule 913-1, F.A.C. Rule 98-72, F.A.C. System ID Ws QUA3504, VAL3479, TST3478) 8. FINDINGS: All panels are manufactured under an in -plant Quality Assurance program to insure that the production quality meets or exceeds the requirements of the codes noted herein and the criteria as established by NTA, Inc. Furthermore, panels must comply with the conditions of this report. This report expires one year from the issue date noted below. 9. IDENTIFICATION: Each eligible panel shall be permanently marked to provide the following information: a) Manufacturer's name or trademark; b) Production facility address; c) Product name; d) Batch number or production date; e) [CC -ES legacy evaluation report number, NER- 581. This listing report is intended to indicate that NTA Inc has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc. makes. no warranty, either expressed or implied, regarding the product covered by this report. NTA, INC. - 305 NORTH OAKLAND AVENUE - P.O. BOX 490 - NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 TCC121205-17 Listing Report 2006.04-28.doc Issue Date: 427/06 Prepared by: Eric Tornpos Expiration Date: 427/07 Reviewed & approved by: Jeff Byrd Page 3 of 4 CSI 06:06120IN91S017020 (IAS AA-682) L I S T E D IS017025 (IAS TL-259) Listing Report: TIC C121205-17 Table 1: Allowable Transverse Load Clear Span (ft-in) Deflection Limit 18 Inch Wide Panels 36 Inch Wide Panels U180 U240 U360 1_1180 U240 U360 8'-0" 88.2 65.5 44.3 54.5 40.8 27.0 9'-0" 60.0 45.4 29.7 43.0 34,6 24.4 10'-0" 51.5 40.5 27.2 31.1 24.9 17.6 Load governed by deflection. 2 Load governed by ultimate strength divided by 3.0. Table 2: Allowable Axial Compressive Load.' Clear Span (ft-in.) Uniform Compressive Load I 18 Inch Wide Panels 36 Inch Wide Panels 8'-0" 2842 24309'-0" 10'-0" Allowable axial tension loads shall not exceed the allowable compression loads above. Loads may be interpolated to determine the allowable load under transverse loads or spans bounded by those provided. Axial loads consider an eccentricity equal to approximately 1/6 the overall thickness of the panel. For applications requiring greater eccentricities, contact the manufacturer for design assistance. Table 3: Allowable Header Loads'2 (Dead + Livel Span ft Uniform Header Loads I 3'-0" 664 4'-0" 447 5'-0" 316 6'-0" 273 See Section 5.2.2 for description of header assembly. 2 Load governed by ultimate strength divided by 3.0, unless otherwise noted Load governed by deflection limit of U240. Table 4: In -Plane Shear Loadina' Overall Allowable Shear at Panel Maximum Shear 1/8-inch Thickness Height/Length Strength Deflection Assembly Description in. Ratio I I 18 inch wide panels secured as described in Section 5.1.3 4-1/2 2:1 282 104 36 inch wide panels secured as described in Section 5.1.3 4-1/2 2:1 265 100 Limited to IBC seismic design categories A, B, and C. Tie -downs and connection to other structural elements must be design by a registered design professional. ' 77jis listing report is intended to indicate that NTA Inc has evaluated product described and has found it to be eligible for labeling. Product not labeled as specified herein is not covered by this report. NTA Inc. makes no warranty, either expressed or implied, regarding the product covered by this report. NTA, INC. - 305 NORTH OAKLAND AVENUE • P.O. BOX 490 • NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.COM FAX: 574-773-2732 TCC121205-17 Listing Report 2006-04-28.doc Issue Date: 427/06 Prepared by: Eric Tornpos Expiration Date: 427/07 Reviewed & approved by: Jeff Byrd Page 4 of 4 CERTIFICATE OF INDEPENDENCE FOR ERIC J Tompos, P.E. (FL# PE63511) 1) Eric J Tompos, does not have, nor does he intend to acquire or will he acquire, a financial interest in any company manufacturing or distributing products for which evaluations or testing is performed. 2) Eric J Tompos, is not controlled by any company manufacturing or distributing products he evaluates or tests. 3) Eric J Tompos, does not have, nor will acquire, a financial interest in any company manufacturing or distributing products for which evaluations or testing is performed. 4) Eric J Tompos, does not have, nor will acquire a financial interest in any other entity involved in the approval or certification process of the product. Eric J To os NTA eA 13.5 Statement of Independence PE 2004-11-29.doc Prepared By: Eric Tompos Reviewed & Approved By. Dale Arta i Issued/Revised: 11R9=04 Page 1 of 1 ICE. Nationa F valuation Service, Inc. EN5203LeesburgPike, Suite 600, Falls Church, Virginia 22041-3401 .0 INTERNATIONAL Phone: 703/931-2187 Fax: 703/931-6505 CODE COUNCIL 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 manufacturers published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisusCilnisuscorp.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. NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. rage i oT 2 Re ort No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's nametand or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators.. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTm, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Florida Building Code Online Pagel of 3 ITE N-- -- - r" a BCIS Home I Log In I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I & Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL3394-R1 Application Type Revision Code Version 2004 Application Status Approved Comments LANE REVIEWE Archived P aA pRDDli`Y 0 Product Manufacturer T. Clear Corporation Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method 3255 Symmes Road Hamilton, OH 45015 513)870-9246 j_ketterer@tclear.com Dick Crawford dcrawf1@fuse. net Michael A. Frank Graham Obermeyer & Partners, LTD 205 West Fourth Street, Suite 1100 Cincinnati, OH 45202 513) 621-7073 mfrank@gopltd.com Dick Crawford 3255 Symmes Road Hamilton, OH 45012 513)870-0246 d_crawford@tclear.com Structural Components Structural Wall Evaluation Report from a Florida RegiE http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtAau72weYlsZN... 4/2/2007 Florida Building Code Online Page 2 of 3 Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Licensed Florida Professional Engineer r Evaluation Report - Hardcopy RecE Eric 3 Tompos PE-63511 NTA, Inc. David R Tompos FL3394 R1 COI NTA IM 13.5b Stater E3T 2006-03-02.pdf 104.11 Method 2 Option B 04/11/2006 04/27/2006 04/28/2006 05/03/2006 Summary of Products FL # Model, Number or Name Description 3394.1 ProTEC Concrete Structural Insulated Panel System ProTEC SIPS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50 /-50 Other: See evaluation report for details on SIP panel design. Installation Instruction FL3394_R1II_FL3394_R Manual.pdf Verified By: NTA, Inc. Evaluation Reports FL3394_R1_AE_Evaluatic 27.pdf Back I Next http://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtAau72weYlsZN... 4/2/2007 Florida Building Code Online Page 3 of 3 DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399-2100 850) 487-1824, Suncom 277-1824, Fax (850) 414-8436 p 2000-2005 The State of Florida. All rights reserved. Copyright and Discl. Product Approval Accepts: M F7 BobbpSoeurad , VF RIPT AtPRQVEO http://www. floridabuilding.orglprlpr_app_dtl. aspx?param=wGE VXQwtDgtAau72weYlsZN... 4/2/2007 Legend of Syritbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.O. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Lino Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section A : Central Angle Const.: Construction Pav'I.: Pavement P.R.C. Point of Reverse Curve Srr Septic Tank ARC Arc Length c/s Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey Lt/tV 40'rfff PNAfd / I do I s ts o LS-24¢ I I GfIO, LS-24J S I 8 s• pa...J.Q 6 sr'A 6.+5.aciV7— F OF c C b I CvNc.. IJAT P v N a O .. W/FOOT're' - TON o i ti;: iF .w... • 7/1;; . x:nr 1 Ilk 40 cof FL 01) v ` 0 3 S H Sp u FL fv o- L = - It PROPOSED h ti E , o Ru l ToN I a ---___ _"— I o NS REVIEWED2"0 o o nm F t Qr OFTY SANFORDtrcn PW V O v n 5.0 o'vriLiTY E.QsF.•rENT a W Fwo.Jt.eiL i rb is-e 4: iP C.p Jrr P, 3Z. LJ' 16' - 1 s' CAO,G6-2t'yp r argil t`i. I(v ZrrfJ k.. s J f' s`c l/f EATF/EG.O C-AeCGE r 3`G t wr PT. TAf)A/J Low- /8 G-?KEs .ygsE /.9 ; fl S ea visial o/zoas To /%Q.o /•d LAT .Booms 6 % 1 , 1?0q -5 58 19.uo 33 ; "'::"BL/C Eco,PLtS Of SEAJ/NOG6 CovJvTY, F 4 C'/O/9. CERTIFIED TO: / I hereby certify that this map depicts a survey performed under my supervi- L! ----- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6. Florida Administrative Code. pursuant to Section 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL Sta E. Smith 386) 734.7047 (386) 789-2855 FFd-f1ldR-REr&sterod Land Surveyor DRAWN BY: SE ,:;- REVISIONS: - Certificate Number 3736 CREW CHIEF: NOT VALID UNLESS SEAL IS EMBOSSED SCALE: i_ 2 Note: No instruments of record reflecting easements, limitations, ownnr- DATE: / OD6 ships, reservations, restrictions and/or right-of-ways, it any, have been pro- vided to this surveyor, except as shown. No underground installations or Wo 4 /^ 0040 _ O6 utilities have been located, except as shown. 1V aronda Systems MARONDA SYSTEMS 4005 Maronda Way Date: March 20, 2007 To: Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida # 50158 Sanford, FL 32771 Subject: 141 Wheatfield Cir. Lot 18-3, ORN-6CL 6CL01803, ARLK4 Right - ProTEC WALL PANELS ATTN: Wayne Thorne: OFFICE 407) 321.0064 Fax (407) 321-3913 In response to your February 12, 2007. Letter regarding PLAN REVIEW RESPONSE: as follows S-1 Compliance with Florida State Statute 553.8425 T-Clear Corporation advises that this matter is resolved. A copy of their documentation is attached for your attention. S-2 Revise plans to reflect the installation instructions of the manufacturer including but not limited to the following. a. Identify the connection and component details on the Floor Plan. See sheets 2, 2P & FTG. b. Identify Hold-downs and shear wall location on plans. See sheets 2, 2P & FTG. c. Identify Load column locations. See sheet 2P. d. C Channel connections to foundation. See sheet FTG. M-1 Attached, please find statement from manufacturer that the wall panels are rated at R-20. If you,have any questions, please feel free to call 407-321-0064. Sincerely, BERG Asir - No. 50158 Elmer W. Bergman, P.E. z 4 STATE OF Date: 03/20/07 p0 EWB/kc .e .••......••••' vim`' Ss10NAL 1. S-1 T-Clear ProTEC Panel Listing Report TCC121205-17 (6 page fax). /4111IIII1111111 2. S-2 One complete set of Maronda Homes of FL prints includes ARLK4 ProTEC PANEL (S 1 P) drawings 2, 2P, FTG revised. Note: Not including ProTEC Installation manual since No revision. 3. M-1 ProTEC Concrete Structural Insulated Panel System Cover sheet and page 2. R Value: Dow Styrofoam Brand Long Term Insulation Valve (R20). City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: February 12, 2007 Contact Person: Jeannine Fullerton Contact Phone Number: 407-659-3719 Contact E-mail Address: Reference Number: Project Description: Model Arlington-4K Job Address: 141 Wheatfield Circle OFFICE Contact Fax Number: 407-667-0014 The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. STRUCTURAL S-1 The plans and supplemental information submitted indicates that this structure is to be built of a concrete structural insulated panel system by (ProTEC). Insufficient information has been provided demonstrating compliance with Florida State Statute 553.8425 for this product. S-2 If S-1 above can be provided revise the plans to reflect the installation instructions of the manufacture. Including but not limited to the following. a. Identify the connection and component details on the floor plan. Provide the details within the plans. b. Identify the hold-down and shear wall locations on the plans. c. Identify the load column locations. d. C-channel track connections to the foundation and to the panels. MECHANICAL M-1 Revise the energy compliance statement for the wall assemblies to match the design, or provide documentation that the wall panels meet the minimum R-values in the statement. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornew(abci.sanford.fl.us. r 46 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 141 6CLO1803 18-3 WHEATFIELD ORO-6CL ARLK4 RIGHT CIR ARLINGTON 4K8 FFICE 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. I Truss ID I Run Date I Drawing I Truss ID I Run Date I Drawing lDwqs: No. of Eng. 50 Reviewed Reviewed Layout 09/22/05 0 08/26/05 Roof Loads - VT 07/27/05 01 08/26/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 02 08/26/05 A 08/26/05 T 09/22/05 B 08/26/05 T1 09/22/05 C 08/26/05 O 08/26/015 Total 43.0 psf C1 08/26/05 1 R 08/26/05 D 08/26/05 R1 08/26/05 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 08/26/05 S1 08/26/05 E 08/26/05 U 08/26/05 L1 08/26/05 V 08/26/05 N S REVIEWED F S pN F O R D F 08/26/05 W 08/26/05 F1 08/26/05 X 08/26/05 G 08/26/05 X1 08/26/05 G1 08/26/05 Y 08/26/05 H 08/26/05 Z 08/26/05 1 08/26/05 Z1 08/26/05 J 08/26/05 V1 09/22/05 K 08/26/05 V2 09/22/05 L 08/26/05 V3 09/23/05 L1 08/26/05 V4 09/22/05 L2 08/26/05 V20 09/22/05 M 08/26/05 V21 09/22/05 N 08/26/05 v22 09/22/05 N 1 08/26/05 V23 09/22/05 V30 09/22/05 INV # DESC QNTY DATEDEC 2 2 2006 18331 THD26 2 18330 THD28 18357 SKHH26R 18357 SKHH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 I_I_I M 4lfil lmlmlm mimin_If_ JI_ 04 ODD SPACE, t PLANT JHELF I owl C " I I K b- ODD SPACEl jpmLL _,A Im VOLUME C ILING ODD SPACE L N - SCISSOR GABLE 14-8 6-0 _1 _ 19.4 JOB NUMBER ARLK DRAWN fl1 fr L411 l \ CUSTOMER: PITCH:6/12 8 4/12 ARLINGTON K 3 8 4 BDRM BEARING: 8' T- - -i 40' DATE: 9-22-05 OH:1'-08 1'-6- LOAD: 43# c9 DANGER designates a condition. This -safety.* alert symbol is 'used, to. attract your DANGER::;',A When wherefailure-to follow n- s &e warnPERSONALSAFETYISINVOLVED! instructions or heed you see this Smbol:-. BECOME IT ing.'will most i..e,y:re?yt.jn serious personalsy. injury r: deii athor damage to structures.:. I CAUTION-.:-. A.-.CAUTION.Jdentifies safe operating I.-i "A . _-t:WARNING:-.A : WARNING describes a condl]ition]:- ult ii Id :'A&:;"w" hdrefalluf6to lldw.instru6tionscduia result in.. practicesorindicatesunsafeconditionsthatcouldur resultinpersonal16j6h" 6r damage to structures . severe persoh6l_ injury or damage to structures:-. yM HIB- 91 SuMm-ar Sheet' COMMENTARY and RECOMMENDATIONS TRUSS' PLATE INSTITUTE HANDLING, INSTALLING &:BRACING METAL 583 D'Onotrio Dr., Suite200 aidison Wisconsfin 53719 PLATECONNECTEDWOODTRUSSES® -'.. 1r kV.1 ri 1, Tt res n buil inq contractor, icensed,;:,,,p6rsonnelinthevv8bd 6.i d6rtry, dit' m ur6oiresponsibilifieti- 4'; I . Stil o sibifit of installer (builde b ust, due to the nat .3. contractor' erector or erection 'Contractor) 16 properly receive, be presented d f 'r the 6sia of a qualified e unload, store as c building designer handle. install and brace metal plate connected wood trusses to protect life and:, installer. Thus, -theTru se Plate InStitdie, Inc! expressly'd isc I aims any responsibility' 6fromth' 6s 1li nc e'bn the rbc6mrrie-ndation property. Theinstallermustexercis'6 the same high degreepfsalety awareneisas for dam aiges arisin e,-appicabon or re a s I . . ;, and I . ' tio -; ` I by building with anyotherstructuralmaterial. TPJdc es not iit nd.these re'c''o'nimenclatior;s-to )-.inclinforrii n contained designers, installers, and others. be interpreted . as superiorioihe project Architect's or de ficatio4?:topyright (D by Truss -Plate , e . inI stitute, - Inc. All rights reserved'. This d6cument or sign specrforhandlihg, installing and bracin g wood trusses for a pa rticuldr roof or floor. These 'A-;''` any -part .thereof must not be repro. Lced in any form without written permission ornmenclations are basecl-u p t p.';61`1 . collective recommendations h iveexperienceofleadingtechnical ;"-of the publisher. Printed-in'the United States of America. CAUTION: Th& builder,, u! ldingcoritractor,.Iid6ns6d':..* contractor, erector or erection - contractor vis6d to -obtain :and ; read the entire .booklet '-d6ii mentary aria. ecommendations for Handlihg-'In stallinj P 6cin§'.Met6l. P ate onnectedwo IJ''Trusses, 1-1113- 91°.f rom the Truss Plate Institute CAUTION: All tern' rary bracihg should benciless. pol I than'2)i4l grade. marked.,Ium6lumber All connectidiis' shouldwith minimumof 2-16d nails: All trusses 'assumed 2! on center or less: All multi, ply y u d-. trussei'sfi& "Id bili connectedtogetherinaccordah66.With desigri,drawings prior toAnsta latioh STORAGE 1. A A.. 0 CAUTION usses s ou 66tbeunloadedonrough .,terrain or uneven surfaces` which .'.coud..1- S.. cause, damage o e- tr6iZj, lg,- X, N- N, 0 X IM; e; t H1, T; 8 01. 81- 10" J Tru'sses storedhodiontallyShould be S'up- poh6d;o'n 1610 c.:kinig... to "Prevent excessive Tru ses ored vertically' shodid.be l- lateral bending -aria letsen'moist braced . ip" prevent toppling or tipping.. moisture Rain.:. i-DANGER tl.lf." --"" ",'dil .. --i . ANG R: not store un esuprightunlessI N j 711 weD; embers 7 withcablesWARNINDonotlifttitigletrussesw 4 VARNING:-'-','...Do'.,h6t,..attacfi" great6r'than:3 the.Pooksto-Ahe.' MECHANICAL` INSTALLATION'` V VCA 6 - 6 N or. less Approxirtiately Approximately Tag Tag truss Line Line Truss It ....... X.— Lifting devices should be connected Strongback/ Spreader B to the truss top chord with a closed - loop attachment utilizing materials h slings, chains, cables, nylon ToeIn . such as Toe, I . __ , - ;:,- - I . nN. 1c. of sufficient strength strapping, e to carry the weight of the truss. NJINN .7lk,,.JV zi. 7; :, y3to vAruss n T .4 . ..... i- gth Yz 0,.3 iruss jengin 60' thanLess than or equal o 60'.3,:'- A T Greater t Tag is 11. Tag Line k/. -: Stro.ngbac Spreader Ba r 'SpreaderBar V 10- oL-' In ToeAt or, a6ove 1 mid height 7. r., .1. Approximately ly length to Y3 truss lenqlh Tag .1. : Tag h Lessthanor equal 1o6 reaterthan '60 ine ? I'. - CAUTION:.* Te"m"p"b'rEit"V-'.:bracihj'.shoiWfi.:iri'this'sui mrhary. sheet .is . adequate, dfor theeinstaillainstallation :of? h:!§jrbilar!:c6fifi 6- onsu t -ai.segistere prof 6-isl6h6l' A* different , t :666ihl6efIf ry' Ret: ommencleMDesigr ?Specification for Temporary bracing of Metal Plate 'Connected. Wood ` 1'6-i 60 ND'..BRACI N -tulLD1NG.%EXTt41b" R GB Q/ Top Chord/ TY.pical vertica End Wall SM LBT -C attachment Plal, 1 j; oup ofir j"' of truest Ground. bradIg"', '1' lateral (U G) I diiagonals'PBOI"'.1. .1 Note: 2nd Moor system shall hav'j 9. adcquire C:OpsCftj( to support Backup ground CAUTION Ground bracing} . required for allris L V I` V(j.". ...... 7. . .. .. ... ..... M 2, A or,gre.a x AN ka I V 14 t V., If- T11 N 1,QmT f TOP CHORD CHdR6 ON B WINIMUM TEFIAL 11311XCEFt'XO SPA' I N! S PA PITCH-jj',.!i A. SPACING S, s I N J! Up to 32' 4/12 81 20 151Over32'- 48' 4/12 6' 10 714Over48'-6 4/12 5' 6 Over 60, See a registered professional engineer DF - Douglas Fir -Larch ;, SP- so .uthern Pine 5 rzx>4' y / / — t} ' ; tk HF - Hem Fir SPIF - Spruce -Pine Fir -M. V, . Continuous Top ChordIra W /7 All lateral beacds;:. Lateral Brace -------- v Requiredt -least .2PP ii"bsses 10* or Greater 4 4 V Top chords that are laterally braced can buckle ay.-,- together and cause collapse if there is no diago- VH. not bracing. Diagonal bracing should be nailed j to the underside of the top chord when purling are attached to the lopaide of the top chord. Attachment Required - 7, 41—.- A, PITCHED. T" RI A t, --i` u WARING-.,'-Fallure to f o'llow these recommenda ioAscouid6sn r damag e4o severe,persofialirijury' -6'Afusses or buildings TOP CHORD 6 MINIMUM TOPS-CHORD TOP -CHDIAGONALBRACELATERAL BRACE SPACING (b6S SPAN ... ... DIFFERENCE LB' SPACING(LB' Yius'ses]!:',` ra cSP/ DF SPF/HF... Up to 28' 2.5 7' 17 12 Over 28' - 42' 1 3.0 1 6' 9 6 Over 42' - 60' 1 3.0 1 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir Larch HF - Hem Fir Continuous T- r'k—A Lateral Brac Required 10* or G Atlachmen SP - Southern Pine SPF - Spruce - Pine -Fir Ali lateral braces lapped at lepst 2 trusses. Requited J Lj A z 3j 1st--: i. a. 7.5 f rat t' E S, to ine unerame of ine top cnora wn.n Pu:d-. ',I crare attached to the topside of the to, ch. TRUSS,. ;SCISSORS JA: A:. r !:. r :.4`or greater t i - , r c — i j ,- r 't' I — A5' : r ' - 1 _ - 1 Pin {1 k r . i. ? r MI 1 17.. Ir RI !1i isi I fi''`J r zt, ill I- I11` i''..;,,:,,; r. ,, f. I:.. ,;.. ,; IBOTTOMiCHORD!' it 1` II IM411 1 i IMi!G I1ih :» 1 4 1 i.BOTTOM'CHORD' DIAGONALBRACEit.. ' IIC1J,J, tr. Jr JIi j,I iii. I MINIMUM LATERAUBRA E hSPACING'(DB..'1',,'''' x 1 1 SPAN F} PITCHts,1 r SPACING(LBS) ; y.,. G i; [# tru'ssesJ`•;' t•,%'. 5: f A la t 7.. {, -. tr k;.! 1 I r;? f!, i ;_ r,5 il... i" Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15, 10 7 Over 48' - 60' 4/12 1 15' 6 4 Over 60' i See a registered professional engineer 3+N) : ';:,•:°Y DF •Douglas Fir Larch SP Southern Rine 1 i % , tHF -Hem-FirSPF Spruce-Pme Fir ` ; 4] g;E / l ; n ' S 03 r in.} y .r' ] t r l",, 9i" 1 All lateral braces 4Fr f,n's 1 . r ..... hidapped at least 2, ' r tl dlJT c trusses tsirk trt a J 1.,, a.• a - - i / GS3, /OB ry'.. 'k'l fi".2`'r.v+,',{r`yi 't' _ / j - t ' .:.-;':• N _ i Y 7 h. *S' s Lv t 3 Y b" C 9frtii Cris l / v h3 n1 \ . } i . p '..M Y >rl r'lY.t'S i I - 1t1 4' 1 t y tr - r Yf`,} 'r •,')r Ms 'rzz 't'ys1r r. 1 r b 1 1 ' r t i ! i•+_'xY {•f{ d'+iY. •a.,,r:.' z .e .. l {.Igo F4 .,. r. '. t , r 7 i [ , !,;: i'",. r ' e 4y' r rr. .t ..ot; 1'"i:. Y,1x;t,:.: •r:;i t - _ i: r4r'r:llTY .+l'AY;ELy.I;",,5 t` ,J. .. ;). ,i• Bottomchorddiagonalbracln_"g repeated;; j t f i Yk 1 ` p, yut` r at ' each end of the building aid-it'same r, ,,:. ,,tx i '_l h r3rr,rti spacing as top chord diagonal bracing l ' 4-< ?sz' 1`=' ' `` 607TO -': . ORD.,Pl1 NEt ly.. t . .. . itr).: iY 'v:FL'.s `+•]'^1:t' •:'1': Y.:. J! t' -. ::Yr]•.-it+' f,{• C'i•W':t :Si .•••i i. -.ft. \tq .•Y tr. 7 of A''tc-• 's.W,i w;]*i'...•"tin:`i,!'Y tx'/ '` -_<, t, r,Y `arilWARNING_,'ailure.tofollowthese ecommendationscouldresultirixr :' r fi .4;'". , • J.ir;l,':r: n1t.•4i .=[,'y: i+j. •{ .t .1: - : 1M._:"j, .:SJ.. Y - ir-•.':':h if S:•.."' 'I } 'lvr:l:. ..'$.'.. „i lv, p i.: 1 !.1' U,1 [i: 9: - 1t•-k nor.+'a• •-,'rr'.F ii;a:Y ,iq t,: s 4. r .7•.- ,.i:<. hi',.,.v 4.. •., Ar J k J, severe:personal irilury or damage'.to trusses or buildin s ; D r -r' .• r ., il ,i:_ 1•-- 11it,. r-F. / 1?' 9 Tlts; +. r,:,^.-wI F, [f st r..s .' ....4.< «- 9;1'- .2t'L. i:y 3 >'•4;'-a "}a g 3 's' s 9: ,sty.:. ,, e ;{ t t s / i .. r_• Ott - , - t} 1. r r t s r ' t t ` i , 5 1 yT / 1: t s F' Cross bracing repeated yIAr. a - .. r lo S' ' / at each end of the;'.;;,:,- , s- 3 ,. s _ bulldtng and at 20'.. r.' sPs o , ti „ // , _- Intervals I. ^ 4 gg,, i / / ,i t, o , r Sr%"yCsl,,1/ s o ? i , / Ci' L `) t wmt : i" w t ) } r f / J i 1 GS [ i Q la / Permanent s sus 2° " , i #?„ fit[ / / continuous Cep lateral bractng:°o,1p" as seecified :bv the ,..f^: !'a, , / _ . ' .: _ truss engineermg ,j — r S; ''51/> 1 ` + n .s r ; .. JH .. y5 rr f K 7•f tv. , , y - " tf rp r ,` -., V. 4 ri _ [ 1 n . 11 f. J. ' S 1 Y 1., ` 64 ra] ::.:. ; 1 4 > u 4/ i d r ..: 1 °`r Jt° .. ... WEB° MEMBER"PLANE' ? ,, [ r" i. M ., rs.. ,_ c h s- -S.•n >.a a rit_r: "•a! :,`, ^h :: y:. i 11,: F•1. rame` 4 ' r:, 1. r ,'. .. : .. ,.: itt<m'.:,i_. 7-777-7TT7-7777777r t 4it lrttr i.OP`CHdRb`: z CH.CRD.'1,,1$ TOP ADIAGONUBRXCE- LATERALBRACE sp'AbNG',(bi3 i!i:,1S1pAC ING (1_13s) is 41 w Z W. S P11D -F,..., S.PF'/H F Up to 32' 30" 81 16 10 Over 32' - 48'1 42" 61 6 1 Over 48'- 60'1 48" 5' 4 2 Over 60' 1 See a registered professional engineer I . SO'- S.thern Pl9"e' I-, - DF - Douglas Fir. -Larch PF'_ P ne-Fir* M AII'latertV.,." btaces Iappc 2x4/2i6 !'IPARALLEU'15 Continuous R Top ChordCHORD-!:THUti.ti- {:JA Lateral Brace Required h.., r.d.,1h tare laterally braced can buckle uaccollapac, ifthere iznodiago- 10' or Greater not bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Attachrr ient. Required W: 0S, sse SPFIH 0.0 30" of. V: greater,:!., 4, L'The en Nto ia, tirace for cantilevered End diagona s are'essen trusses must be stability and must be dur i placeonverticalbothwebs online,with' A WARNING .Fa i I u re'T&J dl 16W t h e 4' x2'P4RA'L'L,EL::'.CHORD.-TRUSS':TOF.5"'.CH'bRD'}"'i-.' Top chords that are laterally braced can buckle logetherandcauae collapse if there is no diago- not bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. z V., . Le S id, diagonals are essential fove- and " ... duplicated -".- i dbility' nd must 6 e ih ends of the truss _syslem.:;-,,: I Z. .. ........ "., a or.- licale d one ulould esinenatiobscsr • ig6lojrussesi ...... Continuous N. Top Chord xLateral Brace a Required 10* or Greater t Trusses 7" it , 21 truss6spiu' st have lum- ber oriented in the hon zontal -direction touse his brace spacing. . 415 0 0 j, x Wl M'. 4i tj- I 14, K., 4! TOWCHORDj. i y•;it ay TOP 'CHORD blA:GON,CBRACE BRACE *, SPACING .(DBg);!:; SPA ITCH SPA sYNI i*'fl [# russes]`N,,5;, TSP/DFsizj SPF/HF,. Up to 24' 3/12 8. 17 12 over 24'- 42- 3/12 7' 10 6 Over _42'- 54' 3/12 6' 6 4 Over 5-4, see a regisiered professional engineer i I i n eF - Douglas Fir -Larch 8P - S6utherni—P iF = Hem -Fir R Diagonal brace i also d' require on endd verticals Top chords that are laterally braced can buckle together and "use collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. PLUMB Depth ID(in) b 5 .:. D (ti) 12" 1/4" 1 24" 1 /Z, 2' 36" 3/4" 3' 48" 1.1 4 ' 60" 1 -1 /4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7 ' 96" 2" 8. 1081, 2" 9. 501, 4 4.2' 1001, 150" 1 2q3/4 8 3 1 2.5' trus! 200 L(N) 200" V* 16.7' 250" 1-1 /4" 20.8' 300" 1-1 /2.1 25.0' e-OUT-OF.-"NE:INSTALLATION TOLERANCES .. aced: Ttaiijz. e 6 A aronda S ems MARONDA SYSTEMS 4005 Maronda Way San ford, FL 32771 (407) 321-0064 Fax (407) 321-3913 Date: November 1, 2006 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled V-1 through 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date: J 1 ! 1 / of Job: MARONDA SYSTEMS' Customer: WOIVALLEY SET TI:V;r. Qty:l DESIGN INFORMATION TOP CHORDS: 2X4-SP #27RANSOEA E RACING NA E FCATTrSE E+— HH HHHIIdivide.] building component and OF WEB WITH 12d NAILS AT 9' O.C. OR A SCAB OFThisdesignisfor .. Th. BOT CHORDS: 2X4 SP N2 SUPPORTING TRussEs- heat been bawd on last donprmiddbyNeelleypansibinyrota.m.. gesa.igner eiwl.iany WEBS: 2X4 SP aI3 THE SAME DIMENSION AND GRADE AS WEB; NAILED I II I TIIP) itornr nityorincoectmiumran°o,:p.ifi,.d— rnnincorrect udt°r designs famishd tothe tens design. by&them TO FACE ( 5) OF WEB WITH 10d NAILS STAGGERED TIC MUST 6E CONTINUOUSLY BRACED VALLEY TRUSSES TYP.) II II and the eoemmes or accensey of Ibis infoeenatiavuit way nixie to.Vccifiepeo).tal.eer t,nes Be O. C. SCAB OR TRANSVERSE BRACKINO TO EXTEND BY ROOF SHEATHING UNLESS NOTED a VALLEY AREA mepomibiliy be lumises no ronlmi werh:egad to FOR 90% OF WEB LENGTH. 2X6 BRACE REQUIRED OTHERWISE. COMMON VALLEY: fabricedonteaselling. shipment -4ine,Jl.tionnf°ur:e• This Una bas been designed as an individual building ON ANY WEB EXCEEDING 14'. componenl inaccordaocewitbANSUTPi1.1995and VALLEY MEMBERS TO BE SET oenoies ONE edge or one IBee NDS-97 to be incorporated as pen of the building dnigs bye Building D. i er(registerd an"'ner or denotes BOTH edges or Bolh leeee, PERPENDICULAR TO TRUSSESBELOW, A paressional "Sine"). When reveewd for appm,.l by the building designs. the design loadings shown mop be in 1 ONE BRACE REQUIRED ON WEBS > 94.0' LONG IT IS NOT REQUIRED TO SHEATH TRUSSES () TL checked to besurethatthedatashownareagreementwimmelocalbuilamgeoaex.localenmaticre<ordarer 2 TWO BRACES REQ'D ON WEBS > > 126.0' LONG. " BELOW VALLEY SET. VALLEY MEMBERS I ) War,00.lo. e: prole 1specinrnionsin peti-I applied bads.Unlmshe—. tress he, -1be. dnigmel PROVIDE ALL NECESSARY TOP CHORD VALLEY TRUSSES ARE ACCEPTABLE TO BE I rm nmrgcornceapaneylapis. The designasmm" compression chord. (top exbottom) ancomimmosly BRACING. CANTILEVERED UP TO TWO FEET. MONO VALLEY braced by sheathing unless otherwise specified. When bottom chords in tension annatPollybracedlstmllybyaWHENVALLEYMEMBERSARE NAILED DIRECTLY . I - — - 'll II properly applied rigid ceiling, they should be brunt .1 e maxim mspacing or lO-0' o.e. Connector plates sball be TO TRUSS TOP CHORDS USE (2) 16D NAILS PER :'vxi(er iqu@see• rrP.) guP.onnr. igBiggr41 mannfxtmed hen 20,sage but dippd g.lvaei=ad steel INTERSECTION, OR TWO FEET ON CENTER. :I mcning%TMA633.Deadea0.•nlmoNrrwissshe— WHENBELOWTRUSSESARESHEATHED FIRST FABRICATION NOTES fabricator slosh reviewthisUSE ( 2) 10d NAILS OR (1) 16d NAIL PER SUPPORTING TRUSS prior to rabrkplars, the dnwbgtoverifythatthis drawing is in cooformsace with I INTERSECTION, OR TWO FEET ONCENTER. VALLEY TRUSSES(TYR) the Dbrivtoes plans and to rtalime coutimikir responsibility far such vsincmioo. Any diacrep.eeeire COMMON OR GIRDER to be par to wridog before 1o111n9 or robricatinn. Plan IF LESS THEN 3.0-0 THEN MOVE sball ml be inpaOul over knotholes, IsoU ordimand gain. McZ. heilbecut for Light fildngwoadm.one DIAGONAL WEB TO NEXT PANEL. be.A.g. Connun, plat. shall be located on both Ern al Imbedded-been the tsues s.rlh oJh wily imbedded .l shall e . 5* the jointantsillsrrwye A7ssgale1s!'widex WHEN DI0AONALWEBPRESENTUSEIXe'PLATE s' long. A 6sl plate is V wide s g' long. Slots (bond.) 1 1 WHEN NO DIAGONAL WEB PRESENT USE 1X1 PLATE pallet to the plate length Wnified. Doubt. cue oo webmembmshalimeel.tlheccoeroidofthewubsunlm VARIES j''' COMMON TRUSSES ( TYP.) otherd wise own, Connector plate '1.. ve midmummaodmaynetobe I,. based onNeroo rtesJud UP 10 711212x4 .s 2x4VALLEY $TRAPPING TO TRIJ$ BELQW increased for certain halting and/or ereedoomw.. This aosisramtobefabricatewilbflue Mention °eats OR OR VALLEY MEMBERS 40 6x a 3x6 AT ' 4' 0, C.. :. lumber else otherwise shown. Far addstiorel DIAGONAL WEBS REQUIRED WITH •.4xe 4z8 4g6 24' O:C. (TYP) MonatidauonQualiyComealrtr to ANSI/fPl 3xe SPANS GREATER THEN 26. 0.0 OR OR 1.1995 2z4 2x4 Zx4 PRECAUTIONARY NOTES 3x6 All bruin, al erecticar meammend.tions . 1 to be tnsulling and 2 x 4 I VARIES followed to wartime wirh' Handling. 2x4 Bracing', HIB-91. Trusses an to be hand with dclh—y 2x4 12 G pardmixr can during banding l m ing anedling, al0.0.4 C%J installationtoawid damage. Temporary al permenenl bracing forboldingVass. in . straight al plumb position and rise resisdog lateral roren shall be designed r` 4installed bynthrn C.ePolballiregIsmentheland 3x6 2x4 2x4 2X4 2X4 4x10 2x4 3x6 2X4 : 2X4 3x6 eraoion bruIsin, always met -led. Nomol pnsaud'-'y dying 3z6 '" action poi rus,. mquim such temps vy baring toppling and 3x62x4ORInndl.tion between true. in .void dominaing. The supsion of c ,,m of busies sball be ervi A 4 x6 • 4 x6 2X4 W oil.the controlof person experiencedin the imt.11. 6an ofusv . Professional advice sbell be soa,ht MAX. B•0.0 O.C. (TYP) MAX. 6.0.0 O.C.(TYPI rnnsid,Concentntbnofennumciion1-6greeter ban tbe be to mance, at allbiae MAX. TRUSS SPACING wlauniotherthw t mightoftheumsessd No beds other than the might of l6r ..bra shall be BELOW • 46' O.C. pplid as°ones andl aft. W fap.ning and bracing Is eomptsed. I SPANS UP TO 60-0.0 SHOWN. PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont.- Support Studs A 6-0-0 O.C. -- EXCEPT AS WARNING: Eng Jobs WOs VALLEY SET READ ALL NOTES ONTHISSHDDT. A COPY 01 TRIS DRAWING TO BB OIVBN TO Dwg1 TI I V' Maroinida Systems BRZCTINO CONTRACTORHO . DRACINARRINOe Ba<tag=hart anthhdmeesngi.nolp-.Ibr•cingarslmil. rb,rIngeehichl.. p.neef thebuilding design and which musl be considered by the building designer. Bracing shown is for lateral suppon arbuss Degnr:TLY Chk: 7/27/2005 mcmbm only to:duce bucklin, length. Pmvisiom most be made in anchor Ialm1 bracing.1 ends and specined locations delrnnind by the building designer. Additional bracing of the overall aniclure may be required. ( See HIB-91 TC Live 16.0 0 s f P Lbr DF : 1.25 of TPI).For specific was bruin, requirciexn4contact building d.igner.(Tran Plate hmimte, TPI is bend n 5g3 TIC Dead 7.0 ps f P1 t. DF I 1.25 4005 MARONDA WAY D'Onaeio Dive, Madison, Wisconsin 53719). O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf TPI:2FBC-04 407) 321-0064 Fox ( 407) 321-3913 BC! Dead 2.0 pest TOMAS PONCE P.E. LICENSE a0050068 Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 35.0 psf v4 .7 . 21-4355 Designs matrix XnalyeiD LL Vllltl roe.sec secs µsic-uv.e...+•.. s•e •...r x..••........•, •+•.. ••.•• t .. e.-.. DESIGN INFORMATION This design is for in individual building component and has been based on inforutlon provided by the client. The designer disclaims any responsibility for damages as a 11 of faulty or incorrect information. specifications and/or designs furmsbed to the truss designer by the client nd the corecmm m aeeamy of this informaion as it may relate In a specific project and accepts - responsibility or maeises no control with reed 10 fabrication, handling, shipment and installarion of onuses. This trots has been designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS.97 in be ineorponted as pan orthc building design by a Building Designer. When reviewcd'for approval by the building designer. the design l.adinP shown mesa be chmtcd to be snit that the data shown am in agreement with the locd building codes, local climnic records for wind or snow loads. project spxifread— or special applied bads. Unless shown• tma has not been designed fro stooge or occupancy loads. The design atmm. comprounen chords (top or bottom) are continao.sly braced by sheathing unlm otherwise specified. Where bottom chords in tension are .1 fully braced laterally by a properly applied rigid ceiling. they should be braced at a masimum spacing.( lPfi o.o. Connector pina shall be manufserurd from 20 gauge hot dipped galvanircel steel meeting ASTM A 653. Grade 10, unlm otherwise shown. FABRICATION NOTES Prior in fabrication. the faluicstor shall review this drawing to verity that this drawing is in wnformarxe with f bthe ricatoes plans tosod malirc a continuing responsibility for such vmfication. Any dixmpucim see to be put in writing before tuning or fabrication. Plat. shall MI be installed over trodoles, btou or distorted grain. Members shall be cot far light fining wood to wood boring. Conneetm platms shah be looted on both ram of the tons with roils fully imbedded and shall be sym, about the joint unless otherwise show. A 5ss plate is 5- wide s s• lung. A 6.9 plate is 6' wide s S' long. Slue (holes) mn pualki to the plate length specified. Double cuts on cob members shall meet al the centroid of the webs onlm otherwise show. Comn.ror plate sircs are minimum sim based on the fore. show and may need to be i.—nd for cocain balling mWor erection stresses. This bass is not to be fabricated with fire retardant ar...d lumber unless otherwise show. For additional information on Quality Conn, refer to ANSVrPI 1.1995 PRECAUTIONARY NOTES NI bracing and erection recommendations, are to be followed in accordance with accepted industry publications. Trusses sec to be handled with Panieolu cue during banding and bundling, delivery and im1a11ation to avoid damage. Terri, o:ary and pen o-ern bracing for holding trusses in a straight and plumb position and for r.istiog lateral rote. shall be designed and installed by others. Caeful handling is essential and c.., on brscing is dwnys required. Nomul precautionary action fro trusses requiro such temporary bracing dnring insallatioo between true. to avoid toppling and dominning. The supervision of ermorm of truss. shall be under the control .f Pmom experienced in the installation of buss.. Professional advice shall be sought if needed. Cc_..tion of congnt,,ion loads greater than the design Im& shall not be applied to mates a1 -try lime. No bads other than the wvgin of the erectors shall be applied to unss. until Site, all fastening and bracing is compl.d Job: Customer: WO:HIPDETAIL TI:HIP HIP TRUSS BLOCKING REQUIREMENTS APA•FORM NO. TT-083 SPAN RATING AND BLOCKING RECOMMENDATIONS FOR USE OVER HIP -ROOFS SUPPORT AT 24. O.0 Root 3lope Panel Sp en Retina 24/16 32/16 40/20 48124 1:12 OK OK OK OK e 2:12 OK OK OK OK 3:12 O-K 0 K 0 K 0 K 4:12 OK OK OK OK 5:1 2 3i nfK tikO:K^;i:,> 0 K 0 K 0 K e:12 O:ICi' ::r"G.: OK O K O K e:12 FwA` ',O' OK 0 K 0 K 7:12 e :OK`«;?:. OK OK OK e :12 r j;i;;i;0'. r, ' OK OK OK 9:12 r:r _r.p:K g ;all r OK OK 1 0:1 2 rag Qt O;,K;Ia:y 0 K OK 1 1 :1 2 r.';r ;iO:Ki;;:+- si= n O K O K 1 2:1 2 K OK 13:1 2-:: OK 14:12- 7, ;1;;:r6,ti:;:. a.:k:p L LO - K12r5F! TO THE FRONT OF HIP TRUSS 7/16" 038 ROOF 9HEATHINa \ P LMaronda systems L 400S MARONDA WAY Sanford, FL- 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE-iGO50068 367 Medallion PL Clauluotm, FL 32790 NOTE: SHADED AREA REQ(RRR 2X LUMBER BLOCKING BRTWFMN TRU,9.9 AT 1N SUPPORTED PANEL BOOM IN 18? ROOF ARMS 2X BLOCKING TYP NAILED W/ IOD 11" O.C. 6112 OR ABOVE 2) 2X ONE PROP ONE BACK OF HIP TRUSS NOTE NO BLOCKING IS REQUIRED ON 4/I2 AND BELOW PITCHED ROOPS WRI."114U: READ ALL NOTES ON THIS SHEET. A COPY 01 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Bracing sho, m on this drawing is not erection bring, hind bracing. Portal bracing or similar boring rvhich is a pan of the building design and which must be cunsidmd by the building design.. Bracing show is for 121m1 mppon of". embm only to reduce battling length. Provisions moo be made to anchor lateral bracing at ads and specified lucations determined by the building designer. Additional bracing of the overall structure may be required. (Sex HIB.91 of TPI).Fe, specific wss bracing mquim.-M contact building d.igtcs.(T.. Plate Institute. TPI is loead at 513 Donofrio Drive. Madison. Wisconsin 53719). Component Engineering by: Tna Engineering Co.. P.A.• gig Soundside Rd. Edenton, NC 27932 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 Dsf Qty:I T 12 7 s BLOCK f- PRE - ENOD TRUSSES WO: HIPDETAIL TI: HIP 11/2/2006 Lbr DF: 1.25 Plt DF: 1.25 G.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32-0 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\Job-1\COMN-l.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:A Qty:4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The design disclaims any responsibility for damages as a rerun of faulty or irrnmal information, specifrutions and/or designs furnished to the truss designer by the client and the wramess or accuracy of Nis information as it may relate W a specific project and accepts no responsibility or eaceiso no connl with regard to fabrication. handling shipment and installation of trusses. This truss has been designed as an individual building component in aeeorduree with ANSVfPI 1.1995 and NDS-97 to he incorporated as pan of the building design by a Building Design.. When reviewed for approval by the building designer, the design loadings shown mum be chocked to be sure that the data shown are in agreement with the local building codes local climatic records for wind or snow loads, project spaifications or special applied loads Unless shown, umn has not been designed for storage or occ.p-y loads. The design assumes compression chords (top or bottom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are net Polly braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of Id-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mining 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 Gbricaoh plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Pit,,. shall not be installed over knotholes. knou or disc rued grain. Members shall be cut for right liming wsod to wood bearing. Connector plain shall be located on bah raw of the trim with nails fully imbdded and shall be syrn. abort the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Bag plate is 6' wide a to long. Slou (holes) too parallel to the plate length specified. Double cots on web members shall men at the cenumid of the webs unless otherwise shown. Connoctor plate sizes ace minimum sizes based on the forces shown and may need to be increased for retain handling and/or erection aresscs. This insist is out to be fabricated with fire retardant muted lumber unless otherwise shown. For additional information on Quality Control refer to ANSIrrpl 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with accepted industry ' publications Trusses are to be handled with particular cut during banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding tresses in a straight and plumb position and for resiming lateral fortes shall be designed and installed by nth-. Careful handling is essential and erection bracing is ahve2i required. Normal precautionary action for mosses requires web temporary bracing during installation between trusses to avid toppling and dominoiog. The supervision of.ation of asses .hall be undo the control of pe.om experienced in the installation cf wan. Professional advice shall be s"mgb, if needed. Corcvnattion of wnstmction loads greater than the design Inds shall not be applied to trtestes at arty limn. No loads other than the weight of thc cram. shall be applied to mosses until an.. all fastening and bracing is completed TC: 2x 6 SP #1 D 2x 8 SP #1 D 4- 7.7-10 BC: 2x 6 SP #1 D WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TCCBC in addition to nailing. Distribute loads equally to each ply. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -14661 0.30 A 24-23 12973 0.43 2- 3 -15450 0.31 A 23-22 15450 0.52 3- 4 -17208 0.19 A 22-21 23036 0.65 4- 5 -17921 0.20 A 21-20 23042 0.65 5- 6 -26672 0.27 A 20-19 26875 0.73 6- 7 -28196 0.28 A 19-18 26875 0.73 7- 8 -28196 0.28 A 18-17 23037 0.65 8- 9 -26671 0.27 A 17-16 23031 0.65 9-10 -17921 0.20 A 16-15 15450 0.52 10-11 -17208 0.19 A 15-14 12973 0.43 11-12 -15450 0.31 A 12-13 -14662 0.30 A 4 PLYS REQUIRED Lineal Footage - 385.8 7-4-0 6.00 T 4- 3-12 0- 6- 6 3.00 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 4-PLY truss designed to carry 11' 0" span framed to BC one face 2' 0" span split -framed to opposite face WndLod per ASCE 7-02, C4C, V- 140mph, 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. 0.0 psf, BCDL- 0.0 pelf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 4,10 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5783 0 -2624 B Pin 39- 8- 0 1 5783 0 -2607 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-23 1886 0.15 C 19- 8 1457 0.12 C 23- 3 -1583 0.07 C B-18 -902 0.04 C 3-22 641 0.05 C 18- 9 4090 0.33 C 4-22 7404 0.59 C 17- 9 455 0.04 C 22- 5 -5549 0.24 C 9-16 -5544 0.24 C 5-21 455 0.04 C 16-10 7403 0.59 C 5-20 4087 0.33 C 16-11 641 0.05 C 20- 6 -902 0.04 C 11-15 -1583 0.07 C 6-19 1456 0.12 C 15-12 1886 0.15 C 19- 7 -196 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.64/723-1.27/365 7 Horiz. 0.29 25- 4- 58 NA l' WS6 1/4" X 6"WOOD SCREWS m-AY BE USED INSTEAD OFI/2" THRU-BOLTS Joint Locations--------------- 1) 0- 0- 0 9) 28- 0- 0 17) 28- 0- 0 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 12- 0- 1 13) 40- 0- 0 21) 12- 0- 1 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 -46 0- 0- 0 -46 40- 0- 0 TC Vert L+D -46 40- 0- 0 -46 40-10- 8 BC Vert L+D -227 0- 0- 0 -227 40- 0- 0 Concentrated LBS Location BC Vert L+D -279 3- 0- 0 BC Vert L+D -279 37- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--14661/6625,2-3.-15450/6946, 3-4--17208/8003,4-5--17921/8328, 5-6--26672/12581,6-7--28196/13315, 7-8--28196/13315,8-9--26671/12581, 9-10--17921/8328,10-11--17208/8003, ll-12.-15450/6946,12-13--14661/6625, BOT CHORD 24-23--5796/12973, 23-22--6933/15450,22-21--10721/23036, 21-20.-10723/23042,20-19--12570/26875, 19-18--12569/26875,18-17--10720/23037, 17-16--10718/23031,16-15--6933/15450, 15-14--5796/12973, Webs 2-23--797/1886,23-3--1583/1046, 3-22--448/641,4-22--3369/7404, 22-5--5549/2730,5-21--145/455, 5-20--1954/4087,20-6--902/495,6-19--686/1456, 19-7--196/171, 9-8-686/1457,8-18--902/494, 55, 9-16-- 44/2 7,1 0 6 / 7 4 0 3 , 16-11-- 48/6 ,31- --1 3/1046, 15-12 797/1W l 3.00 T 0-6-6 4-2-6 Face =0-2-8 0-8-0 0-8-0 5783# 8.00" 5783# 8.00" 7-10-11 24- 2-10 7-10-11 24 23 2 21 20 19 18 17 6 15 14 01 A 40-0-0 0-d0T,8 9) b 279# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n des Systems Bracing shmsn on this dewing ism erection bracing. wind bracing, portal bracing or similar bracing which is a Puritf the building design and which mum be considered by the building designer. Bracing shown is for lateral support of nu members only to reduce buckling length. Provisions muss be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovnall encmre may be required. (Sec HIB-91 of OTPI).For specific moss bracing requirements contact building design- Trost Plate Institute. TPI is located m 5834005MARONDAWAYD'lno Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Tutu Engineering Co.. P.A., gig Soundside Rd. Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE-0050069 367 Mis"flon PL Chuluots, FL 327C4 279# (110- 3- 9) Scale = 0.1518 Eng Job: WO: ARLK Dwg: TI: A Dsgnr:TLY Chk: 11/10/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt OF: 1.25 SC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAI, 43.0 psf v4.7.32-22454 Ueslgn: Matrix Analysis Profile Path: T:\TEE-LOK\Jobs\FLORIDA\125\Jobe\140MPH\ARLK\ARLINGTON K\A.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:B Qty:l I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications studios designs furnished to the wss designer by the client and the eorcmn or accuracy of this information as it may felate to a specific project and accepts on responsibility or exercises on control with regard to fabrication. handling shipment and installation of tms sus. This truss has been designed as an individual building component in err-,d-, with ANSVfPi 1-1995 and NDS-97 to be incorporated a pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be mre that the data show are in agreement with the local building codes, local climatic records fro wind or mow loads, project specifications or special applied bads Unln down, wss has not been designed for storage or occupancy loads. The design assumes companion chards (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully brad laterally by a properly applied rigid ceiling. they should be braced at a ximum spacing of 10'-0' a c. Connector plain shall be mamfactured from 20 gauge hot dipped galvanized steed meeting ASTM A 653, Grade 40. unless otherwise show. FABRICATION NOTES Prior so fabrication, the fabricator shall review this drawing to vary that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be pot in writing before cutting or fabrication. Plata shall not be installed ova k otholn, knots or disarmed grain. Member dull be cut for tight fining wood to wood baring. Connector plain shall be located an both faces of the truss with roils fully imbedded and shall be sym. about thejoim unless otherwise show. A Sal plate is 5' wide x V long. A 6.3 plate is 6' wide x 9' long. Slat (holes) ton p-11.1 W the plat, length specifid. Double sits on web members shall tom at the cenwid of the webs onln otherwise show. Connector plate sizes are minimum sizes based on the fora show and may need to be increased for certain handling and/or cation svessa. This wss is am to be fabricated with fire retardant treated lumber unless otherwise show. For additional information on Quality Control refer to ANSIlrPi 1.1995 PRECAUTIONARY NOTES All bracing and cation -inn eradmions are ,o be followed in accordance with'Handling. Iwalling and Bracins . MB-91. Tmssa arc to be handled with particular am during banding and bundling, delivery and installation to avoid damage. Temporary and pernenent bracing for holding wasses in a straight and plumb position and for raisting lateral forces shall be designed and installed by other. Careful handling is nential and erection bracing is always required. Normal precautionary action for natant require inch temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of action aromatics shall be under the control of perms experienced in the installation of"-. Pmfasioml advice Nall be sought if n,cded. Conrentntion of enmtnetion loads grater than the design Inds shall ram be applied to moves as any time. No loads other than the weight of the mottoes shall be applied to wsses until after all (mcning and bracing is TC: 2x 6 SP #1 D 2x 8 SP #1 D 3- 6,6- 8 BC: 2x 6 SP #1 D WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 15 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4896 0.32 A 20-19 4368 0.68 2- 3 -5267 0.35 A 19-18 4454 0.65 3- 4 -6311 0.30 A 18-17 4924 0.52 4- 5 -7137 0.34 A 17-16 6403 0.70 5- 6 -7191 0.33 A 16-15 7173 0.76 6- 7 -7191 0.33 A 15-14 6402 0.70 7- 8 -6310 0.30 A 14-13 4923 0.51 8- 9 -5266 0.35 A 13-12 4454 0.65 9-10 -4895 0.32 A 12-11 4368 0.68 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.60/768-1.19/389 15-16 Horiz. 0.32 0.63 NA Max DL Deflection L/790 . -0.59 Long term deflection factor . 1.50 8-8-0 6. 00 3.00 J Face = 0- 2- 8 MULTIPLE LOADS -- This design is the ..............Joint Locations............... composite result of multiple loads. 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 WndLod per ASCE 7-02, C&C, V. 125mph, 2) 4-10-14 9) 35- 1- 2 16) 17- 8-13 H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 Bld Type- encl L. 40.0 ft W. 40.0 ft Truss 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf 5) 17- 8-13 12) 35- 1- 2 19) 4-10-14 Impact Resistant Covering and/or Glazing Req 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- 7) 26- 9-10 14) 26- 9-10 X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 0- 4- 0 1 1760 1 -1248 B Pin TOP CHORD 1-2.-4896/3218,2-3.-5267/3432, 39- 8- 0 1 1760 0 -1247 B H Roll 3-4.-6311/4128,4-5.-7137/4620,5-6.-7191/4653, PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-7.-7191/4653,7-8.-6310/4127,8-9.-5266/3431, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9-10.-4895/3218, 19- 2 187 0.05 C 15- 6 -217 0.05 CBOT CHORD 20-19.-2810/4368,19-18.-2865/4454, 2-18 444 0.14 C 15- 7. 889 0.29 C 18-17.-3028/4924,17-16.-3959/6403, 3-18 1334 0.43 C 7-14 -554 0.10 C 16-15.-4414/7173,15-14.-3958/6402, 3-17 1542 0.49 C 14- 8 1542 0.49 C 14-13.-3028/4923,13-12.-2865/4454, 17- 4 -555 0.11 C 13- 8 1333 0.43 C12-11.-2809/4368, 4-16 835 0.27 C 13- 9 444 0.14 C Webs 19-2.-142/187,2-18.-147/444, 16- 5 -215 0.05 C 9-12 187 0.05 C3-18.-814/1334,3-17.-957/1542,17-4.-555/419, 5-15 20 0.01 C 4-16.-482/835,16-5.-215/191,5-15.-6/20, 15-6.-217/191,15-7.-515/889,7-14.-554/419, 14-8.-956/1542,13-8.-814/1333,13-9.-147/444, 9-12.-142/187, 22-8-0 ,. 8-8-0 6.00 3e00 10 1 4-10-6 0- 6- 6 Face = 0- 2- 8 0-8-0 16.11 -8-0 1760# 8.00" 1760# 8.00" 8-11-11 22-0-10 8-11-11 0 19 18 17 16 15 14 13 12 Il 0- 0 40-0-0 0- 0 R ' 3- 9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1585 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, DMeg: TI: B Maronda Systems Braangshwnonthisdnwingisnot crmion bracing. wind bracing. porulbracingmsimilarbnrcingwhichis. pan a( Dsgnr:TLY Chk: 8/26/2005 the buildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing show lateral for latlsupportof-n reembrn only to reduce buckling length. Provisions must be made to author lateral bracing at ends and specified locations determined by the building designer. Additioml bracing of the overall structure may be required. (See MB-91 TC Live 16.0 psf Lb r DF : 1.25 of TPD. F- specific moss bracing regoiremenq contact building daigna.(Tmss Plate Institute TPI is located m 585 TC Dead 7 . 0 s f P 1 t DF : 1.25 4005 MARONDAWAY=frioDrive. Madison. Wisconsin 53719), p O.C.: 2- 0- 0 Sanford, FL. 32771407) 321-0064 Fax (407) 321-3913 BC Live 10. 0 psf TPI-02/FBC-04 TOMAS PONCE P. E. LICENSE 9i0050068 BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4 . 7 . 21-7713 ueas.yn: met cx>.ac nransy- rrvssae racn: t_:\inc-LVK\worx\s1ODs\ARLK\ARLK\B.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:C Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mseh of f uhy or incorrect information. specificaions andlor designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may Mate W a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation of wises. This wss has been designed as an individual building component in accordance with ANSlfrPI 1.1995 and NDS-97 W be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be closeted to be sore that the data shown are in agreenrnt with the local building codes. Weal climatic rccmds for wind or mow bads, project specifications a special applied bads. Unless shown, truss has tat been designed for stooge or occupancy bads. The design assamn compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. where bottom chords in tension are out fully braced laterally by a Properly applied rigid ceiling. they mould be breed at a mnimum gating of 10-0' o.c. Connector plain mail be manufactured from 20 gauge but dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator mall review this drawing to, verify that this drawing is W conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies arc to be put in writing before tuning or fabrication. Plain mall rot be installed over knotholes. knots or dinond grain. Members shall be cut for Light fitting wood to wood bearing. Connector plain shall be looted on bah face of the truss with nails fully imbedded and shall be syn. abm the joint unless otherwise shown. A 5x4 plate is 5' wide a P long. A 6xg plate is 6' wide a S' long. Sloes (holes) mo parallel to the plate length specified, Double cuts on web members stall meet at the ceawid of the webs unless otherwise mown. Connector plate sizes are minimum sizes based on the forca shown and may need to be increased for certain handling and/or section suesXf. This tract is rot to be fabricated with fie retardant treated lumber amlea otherwise show. For additional information on Quality Control refer to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendaions arc W be followed in accordance with 'Ha filing. Installing and Bracing% HIB.91. Tosses am to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and pmimcm bracing for holding uossa in . might and plumb position and for resisting [aim) fort+mall be designed and installed by others. Careful handling is essential and section bracing is always required. Normal prwutimury, action for trusses requires such temporary bracing during installation bewcen busty to avoid toppling and douniming. The supervision of amtiao of um shall be under the worm) of persons eapsienced in the installation of busses. Professional advice shall besought if tom. Concentration or contraction loads grater than the design bads shall on be applied to trusses at eery time. No bads other than the weight of the sectors mall be applied to busses until after all fattening and bracing is completed. TC: 2x 6 SP 42 MULTIPLE LOADS -- This design is the 2x 6 SP 41 D 3- 5,5- 7 composite result of multiple loads. BC: 2x 6 SP #2 WndLod per ASCE 7-02, C4C, V. 125mph, WB: 2x 4 SP #3 H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 All COMPRESSION Chords are assumed to be Bld Type. encl L= 40.0 ft W. 40.0 ft Truss continuously braced unless noted otherwise. in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5047/3293,2-3.-5099/3314, 0- 4- 0 1 1760 0 -1241 B Pin 3-4.-5771/3793,4-5.-6252/4077,5-6.-6252/4077, 39- 8- 0 1 1760 0 -1241 B H Roll 6-7.-5772/3793,7-8.-5100/3315,8-9.-5048/3294, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 18-17.-2886/4527,17-16.-2929/4595, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 16-15.-2850/4684,15-14.-3567/5823, 17- 2 178 0.05 C 14- 6 489 0.16 C 14-13.-3567/5824,13-12--2851/4686, 2-16 160 0.05 C 6-13 -408 0.09 C 12-11.-2929/4596,11-10.-2886/4527, 3-16 1387 0.45 C 13- 7 1225 0.43 C webs 17-2.-88/178,2-16.-32/160, 3-15 1226 0.43 C 12- 7 1388 0.45 C3-16.-831/1387,3-15.-759/1226,15-4.-408/336, 15- 4 -408 0.09 C 12- 8 160 0.05 C4-14.-277/490,14-5.-248/213,14-6.-276/489, 4-14 490 0.16 C 8-11 178 0.05 C6-13.-408/336,13-7.-759/1225,12-7.-832/1388, 14- 5 -248 0.05 C 12-8.-32/160,8-11.-88/178, 5-7-12 0- 6- 6 Face = 0- 2- 8 Joint Locations ... =........... 1) 0- 0- 0 7) 30- 0- 0 13) 25- 0- 0 2) 5- 6-14 8) 34- 5- 2 14) 20- 0- 0 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 5) 20- 0- 0 11) 34- 5- 2 17) 5- 6-14 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5047 0.45 A 18-17 4527 0.97 2- 3 -5099 0.47 A 17-16 4595 0.87 3- 4 -5771 0.34 A 16-15 4684 0.65 4- 5 -6252 0.35 A 15-14 5823 0.84 5- 6 -6252 0.35 A 14-13 5824 0.84 6- 7 -5772 0.34 A 13-12 4686 0.65 7- 8 -5100 0.47 A 12-11 4596 0.87 8- 9 -5048 0.45 A 11-10 4527 0.97 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.59/784-1.17/397 5 Horiz. 0.34 0.67 NA Max DL Deflection L/807 . -0.57 Long term deflection factor = 1.50 10-0-0 20-0-0 10-0-0 1 2 3 4 5 6 7 8 9 6.00 3.00 6.00 3.00 Face = 0- 2- 8 0-8-0 0-8-0 1760# 8.00" 1760# 8.00" 10- 3-11 19- 4-10 10- 3-11 18 17 16 15 14 13 2 11 10 0- O;A 40-0-0 0- 0 R - 3- 9) A- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNINGr Ma ron da Systems Besting shown on this drawing is eel erection bracing. wind bolting, ig nr. bearing or similar bracing which is a pan orthebuildingdesigntadwhichmesabeconsideredby 'the designer. Bracing shown is for lateral support of wss mcm only to reduce buckling length. Provisions must be made to anchor lateral bracing at end. and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific massss bracing requireents, contact building designer.(Tmu Plate Innitute. TPI is located at 593 4005 MARONDA WAY D'Ooofrio specificMadison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0AM50068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1585 WO: ARLK TI: C 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-7715 Design: Matrix Anaiysls PrOtlle Patn: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\C.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:C1 Qty:3 1 DESIGN INFORMATION This design is for an individual building component and has been based on infornadon provided by the client. The erdesigndisclaims any responsibility for damages as a result of faulty or iocorrat information. spotiliic"io- and/or designs furnished in the cuss designer by the client and the cortecmess or accuracy of this information as it may relate to a specific project and accepts - responsibility or nereisu on control with regard to fabrication, handling, shipment and installation cf tnuss This cuss has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional mgin ier} When reviewed for approval by the building designer, the design loadings shown most be chucked a be sure that the data shown ane in agreement with the local building codes. local climatic retards for wind or mow loads, project specifications or special applied loads. Unless shown, muss has our been designed for storage or occupancy loads. The design assumes compression chords (cop or bottom) art continuously braced by sheathing unless otherwise specified. Where bottom chords in Ietsian are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 1 dd' o.c. Conmector plates shall be menofactured ft. 20 gauge ha dipped galvanized sted 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 fabricators plans tad in realize a continuing responsibility foe such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates null -1 he instilled over knatholer, loos or diaoned grain. Members shall be cut for light letting wewd to wood bearing. Conrenur plates shall be located on bah Errs of the truss with nail, fully imbedded and shall be sym. .bow the joint unless otherwise shown. A 5a4 plate is 5' wide a 4' long. A 6xg plate is 6' wide a g' long. Slots (holes) run parallel m the plate length specified. Double cuts on web members dull men at the centroid of the who unless otherwise shown. Connector plate sixes are minimum sizes based on the forces dawn and may need to be increased for certain handling and/or erection stresses. This truss is not in be fabricated with fuc retardant treated lumber unless otherwise shown. For additional information on Quality Control refer a ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecdoa recommendations ace to be followed in accordance with'Handling. Installing and Bracing'. HIB-91. Trusses we to be handled with particular cart during binding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral (-.,hall be designed and instilled by other Careful handling is essential and ersdon bracing is always required. Normal prwutionary action fro trusses requires such temporary bracing during installation between cusses in avoid toppling and domi.cmg. The supervisioa of erection of trussesh.II be under the control of persons experienced in the iaaallation of cusses. Professional advice shall be sought if needed. Conanwtion of construction bads greater than the design Ioads dull net be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to cusses until after all fastening and bracing is completed. TC: 2x 6 SP 42 MULTIPLE LOADS -- This design is the 2x 8 SP #1 D 4- 6,6- 7 composite result of multiple loads. BC: 2x 6 SP 02 3-PLY TRUSSI fasten w/3"x 0.120" nails in 2x 8 SP #1 D 14-18,13-14 staggered pattern per nailing schedule: WE: 2x 4 SP #3 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2x 4 SP #2 7-14,0- 0,0- 0 Repeat nailing as each ply is applied. All COMPRESSION Chords are assumed to be Distribute loads equally to each ply. continuously braced unless noted otherwise. Bracing Schedule: WndLod per ASCE 7-02, C&C, V. 125mph, Chords Max O.C. From To H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 BC 48.0" 0- 8- 0 14- 6- 8 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss BC 48.0" 29- 1- 0 39- 4- 0 in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Bracing shown is for visual purposes only. Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. In - Plant Quality Assurance with Cq. 1 1- 2 -11134 0.38 A 20-19 9867 0.68 MAX. REACTIONS PER BEARING LOCATION----- 2- 3 -11589 0.40 A 19-18 11801 0.75 X- Loc BSet Vert Horiz Uplift Y Type 3- 4 -13553 0.18 A 18-17 12573 0.38 0- 4- 0 1 3808 0 -1460 B Pin 4- 5 -16166 0.14 A 17-16 17747 0.52 39- 8- 0 1 3444 0 -1446 B H Roll 5- 6 -18761 0.19 A 16-15 17743 0.54 PROVIDE UPLIFT CONNECTION PER SCHEDULE 6- 7 -16881 0.15 A 15-14 17161 0.53 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 7- 8 -12056 0.18 A 14-13 11191 0.37 2- 19 970 0.10 C 15- 6 2408 0.26 C 8- 9 -10383 0.35 A 13-12 10565 0.68 19- 3 -1674 0.09 C 6-14 -1921 0.10 C 9-10 -9993 0.34 A 12-11 8858 0.61 3- 18 804 0.09 C 14- 7 6048 0.37 C--------GLOBAL MAX DEFLECTIONS--------- 4- 18 3103 0.33 C 13- 7 2934 0.31 C LL TL 4- 17 4434 0.47 C 13- 8 635 0.07 C in./Ratio in. Jnt(s). 17- 5 -1930 0.11 C 8-12 -1478 0.08 C I. Span-0.42/999-0.92/503 6-5 16- 5 251 0.03 C 12- 9 848 0.09 C Horiz. 0.23 0.51 NA 5- 15 1169 0.13 C Max DL Deflection L/928 . -0.50 3 PLYS REQUIRED Long term deflection factor . 1.50 Lineal Footage . 323.7 1 5- 7-4 1 0- 6- 6 Face = 0- 2- 8 Joint Locations ..........._... 1) 0- 0- 0 8) 33- 0- 1 15) 21- 1- 8 2) 4- 0-14 9) 35-11- 2 16) 16- 7-11 3) 6-11-15 10) 40- 0- 0 17) 13- 1- 8 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 5) 16- 7-11 12) 34- 5-10 19) 5- 6- 6 6) 23- 4- 5 13) 29- 8- 5 20) 0- 0- 0 7) 30- 1- 0 14) 23- 6- 1 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert LaD -46 -0-10- 8 -46 40-10- 8 BC Vert LaD -40 0- 0- 0 -40 40- 0- 0 Concentrated LBS Location BC Vert L.D -1403 13- 1- 8 BC Vert LaD -2330 21- 1- 8 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-11134/3920,2-3.-11589/4026, 3- 4.-13553/4223,4-5.-16166/4709, 5- 6.-18761/5294,6-7.-16881/5179, 7- 8.-12056/4227,8-9.-10383/4021, 9- 10.-9993/3916, BOT CHORD 20-19.-3466/9867, 19- 18--3873/11801,18-17.-3830/12573, 17- 16 5090/1774716-15.-5088/17743 15- 14.-5076/17161:14-13.-3844/11191: 13- 12.-3875/10565,12-11.-3464/8858, Webs 2-19.-224/970,19-3.-1674/291, 3- 18.0/804,4-18.-1142/3103,4-17.-909/4434, 17- 5.-1930/639,16-5.-115/251,5-15.-73/1169, 15- 6.-114/2408,6-14.-1921/270, 14- 7.-1268/6048,13-7.-1235/2934,13-8.0/635, 8- 12.-1478/299,12-9.-221/848, 9- 11- 0 20-2-0 9-11- 0 I I I 1 2 3 4 5 6 7 8 9 10 6. 00 ! 'D u l L! r r vs6.00 8x10 6X8 1 Iwo 1 WO 1 0- 6- 6 Face = 0- 2- 8 0- 8- 0 0-8-0 14- 6-8 10-11- 0 - 38094 8.00" 10- 3-11 19-4-10 10- 3-11 3444 8.00" 0 10, 8 20 19 8 17 16 40 0 J 5 14 13 12 1 l -d0T, 8 9) COSMETIC PLATES (4)3X6 (28)2X4 1403# 12330# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING ING/ M a ro n d a Systems JBracing shown i this drawing is not 'wncsin bracing, wind bracing. ig nr. bracing a similar bracing which is a pan of thebuildingdesignandwhichmenbeennsideredby 'the building designer. Bracing dew is for lateral support ofwss in- only to reduce buckling length. Provisions most be made to ancbur latml bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce MB-91 of TPI). For specific cuss bracing requirements, contact building designer.(Tross Plate Intaimte. TPI is located at 3113 4005 MARONDA WAY Donofrio D vet Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE sa0050068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 9) Scale = 0. 1368 WO: ARLK TI: C1 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-7717 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\Cl.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:D Qty:l "I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client, The designer disclaims any responsibility for damages as a resall of faulty or irco rect information, specifications and/or designs furnished to the trust designer by the client and the enrecmess or accaracy of this information as it may relate to a specific project and accepts o0 responsibility or exercises no conwl with regard to fabrication, handling. shipment and installation of trusses. This trust has been designed as an individual building component in accordance with ANSVTPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design battling shown must be checked to be sum that the data shown art in agreement with the local building codes, local climatic records for wind or snow load; project specifications or special applied loads. Unless shown. truss has M1 been designed for enrage or occupancy loads. The design assumes compressioo chmrds (op or bottom) arc continuously braced by sheathing unless otherwise specified. when bottom chords in tension an out fully braced laeralty by a property applied rigid ceiling, they should be braced at a maximum spacing of I0'-0' o.c. Cometor plates shall be manofaclu ed from 20 gauge but dipped galvanized steel mining ASTM A 655. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricaor shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any diurepancies are to be pit in writing heroic curling or fabrication. Plates shall nor be insulted over knotholes knits or distorted grain. Members shall be cut for right fitting wood to wood bearing. Connector plates shall be located on both faro of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5a4 plate is 5' wide x 4• long. A 6ag plate is 6" wide x g" long. Slots(holes) inn parallel to the plate length specified. Double cuts on web members shall men at the cenuoid of the webs unless otherwise shown. esreConnectorplatesizaminimumsizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This truss is ram o be fabricated with fire retardant treated lumber ..lees otherwise shown. For additional information on Quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling. ]walling and Bracing', HI8- 91. Trusses are to be handled with particular cam during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral form Nall be designed and installed by ahm. C-fol handling i essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of wises shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of ennstr coon loads greater than the design loads shall for be applied to busses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-13,6-13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1761 0 -1235 B Pin 39- 8- 0 1 1761 0 -1235 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 4943 0.48 A 16-15 4415 0.86 2- 3 - 5015 0.51 A 15-14 4805 0.83 3- 4 - 4952 0.36 A 14-13 4530 0.76 4- 5 - 5666 0.53 A 13-12 4530 0.76 5- 6 - 5666 0.53 A 12-11 4805 0.83 6- 7 - 4952 0.36 A 11-10 4415 0.86 7- 8 - 5015 0.51 A 8- 9 - 4943 0.48 A 6-3- 12 0- 6- 6 MULTIPLE LOADS -- This design is the = .............Joint Locations ......._..__... composite result of multiple loads. 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0 WndLod per ASCE 7-02, C&C, V. 125mph, 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 Bld Type. encl L. 40.0 ft w. 40.0 ft Truss 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf 5) 20- 0- 0 11) 33- 9- 2 Impact Resistant Covering and/or Glazing Req 6) 28- 8- 0 12) 28- 4- 5 Bracing Schedule: FORCES (lb) - Max Compression/Max Tension Webs Brace Pt Joint to Joint TOP CHORD 1-2.-4943/3231,2-3.-5015/3273, 1/2 4-13,6-13 3-4.-4952/3232,4-5.-5666/3734,5-6.-5666/3734, Bracing shown is for visual purposes only. 6-7.-4952/3232,7-8.-5015/3273,8-9.-4943/3232, 1X4 continuous lateral bracing attached with BOT CHORD 16-15.-2818/4415,15-14.-3004/4805, 2- 1ld nails each member where shown.Bracing 14-13.-2721/4530,13-12.-2721/4530, MUST be positioned to provide equal unbraced 12-11.-3004/4805,11-10.-2818/4415, segments OR 2x4 "T" brace may be nailed flat Webs 2-15.-74/254,15-3.-208/196, to edge of web with 12d nails spaced 8" D.C. 3-14.-238/268,4-14.-915/1558,4-13.-753/1195, Brace must extend at least 90% of web length 13-5.-392/425,13-6.-753/1195,12-6.-915/1558, 2x6 Brace required on any web exceeding 141. 12-7.-238/268,7-11.-208/196,11-8.-74/254, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr--------GLOBAL MAX DEFLECTIONS--------- 2-15 254 0.08 C 13- 6 1195 0.70 C LL TL 15- 3 - 208 0.05 C 12- 6 1558 0.50 C in./Ratio in./Ratio Jnt(s). 3-14 268 0.08 C 12- 7 268 0.08 CI. Span-0.55/840-1.09/426 5 4-14 1558 0.50 C 7-11 -208 0.05 C Horiz. 0.33 0.65 NA 4-13 1195 0.70 C 11- 8 254 0.08 C Max DL Deflection L/864 . -0.54 13- 5 425 0.11 C Long term deflection factor . 1.50 11-4- 0 17-4-0 11-4-0 1 2 3 4 5 6 7 8 9 6.00 6x8 8x10 6x8 6.00 3.00 1 1 -3.00 Face = 0- 2- 8 0-8- 0 1761 # 8. 00" 11-7- 11 15 9) 16- 8- 10 40-0- 0 6-2- 6 0- 6- 6 Face = 0- 2- 8 0-8- 0 1761# 8. 00" 11-7- 11 11 10 0-1 7 R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg: Brxing shown on this drawing is not cre Lion bracing, windbracing, portal bracing or similar bracing which is a pan of Ds r : TLY Chk a ron desystoensthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral suppon of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovmll structure may be required. (See HIB-91 TC Live 16.0 psf of TF0.For specific truss bracing requirements contact building designa.(Tmss Plate Institute, TPI is located at 585 TC Dead 7 . 0 psf 4005 MARONDA WAYD'Ooofrio Drive. Madison, Wisconsin 53719). p Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 040050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 Usf Scale = 0.1585 WO: ARLK TI: D 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21- 7719 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\D.prx I I Job: ARLINGTON K Customer:1011, UPLIFT D.L. WO:ARLK TI:D1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect informatoi. specifications andfor designs Nmished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a specific project and accepts no responsibility a exercises no cernaol with regard to fabrication. handling. shipment and installation of trusses. This truss has been designed as to individual building component in accordant, with ANSI/TPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sue, that the data shown are in agre®eru with the local building coda, local climatic records for wind or snow bads, project specificatons or special applied bads. Unless shown, truss has ore been designed for storag, or occupancy bads. The daigo assnma compression chords (top or bottom) are continuously braced by Nothing unless otherwise specified. Whore bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 101-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mcding ASTM A 653. Grad, 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricator's plans and to realize a continuing responsibility for web verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall our be installed over knothola, tints or distorted grain. Members shall be an for tight fining wood w wood baring. Connector plates shall be bated on both faces of the tram with roils fully imbedded and shall be sym. abeam the joint unless otherwise shown. A 5x4 plate is 5' wide x a' long. A 6.9 plate is 6' wide a 8' long. Slott (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the cemmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fort. shown and may need to be increased fro certain handling and/or erection stresses. This wss is not to be fabricated with fire retardant ueated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/fPl 1-1995 PRECAUTIONARY NOTES All bracing and erasion recommendations are to be followed in accordance with'Hardling, Installing and Bracing'. HIB-91. Trusses arc to be handled with particular arc during banding and bundling, delivery and installation m avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting hint forces shall be designed and installed by others. Careful handling is essential and erasion bracing is always required. Normal precautionary action for misses; requires web temporary bracing during installation how= mouses to avoid toppling ad dominoing. The supervision of erection of trusses shall be ender the coaml of persons experienced in the installation of trusts. Professional advice shall be sought if needed. Conamnsion of mnstrudion loads grater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the actors shall be applied to warn until after all fastening and bracing is 0-6-6 TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 6 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2x 4 SP #2 4-13,6-13,0- 0 H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 0- 0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss All COMPRESSION Chords are assumed to be in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq. 1 Bracing Schedule: FORCES (lb) - Max Compression/Max Tension Chords Max O.C. From To TOP CHORD 1-2.-4942/3231,2-3.-5015/3273, BC 48.0" 0- 8- 0 14- 6- 8 3-4.-4951/3232,4-5.-5666/3733,5-6.-5666/3733, BC 48.0" 29- 1- 0 39- 4- 0 6-7.-4952/3232,7-8.-5015/3273,8-9.-4943/3231, Webs Brace Pt Joint to Joint BOT CHORD 16-15.-2818/4415,15-14.-3003/4804, 1/2 4-13,6-13 14-13.-2721/4529,13-12.-2721/4530, Bracing shown is for visual purposes only. 12-11.-3003/4804,11-10.-2818/4415, 1X4 continuous,lateral bracing attached with Webs 2-15.-74/254,15-3.-208/196, 2- lld nails each member where shown.Bracing 3-14.-238/268,4-14.-915/1558,4-13.-753/1196, MUST be positioned to provide equal unbraced 13-5.-392/425,13-6.-753/1195,12-6.-915/1558, segments OR 2x4 "T" brace may be nailed flat 12-7.-238/268,7-11.-208/196,11-8.-74/254, to edge of web with 12d nails spaced 8" D.C. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr Brace must extend at least 90% of web length 2-15 254 0.08 C 13- 6 1195 0.70 C 2x6 Brace required on any web exceeding 141. 15- 3 -208 0.05 C 12- 6 1558 0.50 C-------- GLOBAL MAX DEFLECTIONS--------- 3-14 268 0.08 C 12- 7 268 0.08 C LL TL 4-14 1558 0.50 C 7-11 -208 0.05 C in./Ratio in./Ratio Jnt(s). 4-13 1196 0.70 C 11- 8 254 0.08 CI.Span-0.55/840-1.09/426 5 13- 5 425 0.11 C Horiz. 0.33 0.65 NA Max DL Deflection L/864 . -0.54 Long term deflection factor . 1.50 11-4-0 17-4-0 I 2 3 4 5 6 6.00 6-3-12 1 3.00 Face = 0- 2- 8 0-8-0 14-6-8 176014 8.00" 6 COSMETIC PLATEst-{' A_X%) (28)2X4 4 Joint Locations ............... 1)0-0- 0 7) 32- 0-12 13) 20- 0- 0 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 9- 2 6) 28- 8- 0 12) 28- 4- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1235 B Pin 39- 8- 0 1 1761 0 -1235 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4942 0.48 A 16-15 4415 0.89 2- 3 -5015 0.51 A 15-14 4804 0.86 3- 4 -4951 0.36 A 14-13 4529 0.78 4- 5 -5666 0.53 A 13-12 4530 0.76 5- 6 -5666 0.53 A 12-11 4804 0.86 6- 7 -4952 0.36 A 11-10 4415 0.89 7- 8 -5015 0.51 A 8- 9 -4943 0.48 A 11-4-0 I 7 8 9 6.00 6-2-6 0-6-6 3.00 Face = 0- 2- 8 0-8-0 10-11- 0 1761 .00" 16- 8-10 11-7-11 13 2 it 10 40-0-0 0-d0,,8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WMWINGrEMarcondaSystemsBrmngshownonthisdrawingisnotcrmionbracing. wind bracing. portal bracing m similar bracing which is a part.( Ne building design and which most be considered by the building designer. Bracing shown is for lateral support of wss membm only to reduce buckling length. Provisions must be made to anchor lalml bracing at ends and specified locations ddermined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 efTP).Por specific truss bracing meloirements contact building derigner.(Tmss Plate Instirute. TPI is located at 585 4005 MARONDA WAY D'Onofnio Drive. Madison Wisconsin 53719), Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0'0050068 1005 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 9) Scale = 0.1536 WO: ARLK TI: D1 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-7721 Design: Matrix Analysis Profile Path: C:\TEE-LOK\work\Jobs\ARLK\ARLK\Dl.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:E Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs fumishd to the truss designs by the client and the correctness or accuracy of this information as it may relate to a specific project and accepts no responsibility or aeseisa no conmil with regard to fabrication, handling. shipment and installation of misses. This miss has been designed as an idividu.l building component in accordance with ANSVrPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer} When reviewed for appmval by the building designer, the design loadings shown must be chocked to be sure than the data drown are in agreement with the local building codes, local climatic records for wind or sow loads, project specifications or special applied loads. Unless shown. miss has not been d.iped for storage or occupancy loads. The design assumes compression chords (top or botmm) are continuously braced by sheathing unless otherwise specified. Where botmm chords in tatsion are riot fully braced laterally by a properly applied rigid ceiling. they should be braced at a mammon spacing of 101O' c.c. Connector of.,. shall be manufactured from 20 gauge hen dipped g.Nanird are] meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall review this drawing to, verify that this cowing is in ecof-ance with the fabricators plans and o realist a continuing responsibility for socb verification. Any discrepancies are m be put in writing bcfora coning or fabrication. Plates shall rot be installed over knotholes. knou or distond grain. Member shall be cut for light ruing wood to wood bearing. Connector plates shall be located on both lass of the truss: with nails wly imbedded and shall be sym. about the joint onlm otherwise shown. A 5.4 plate is 5' wide a 4' hog. A 6ag plate is 6' wide a g' long. Slots (holes) ran parallel to, the plate length specified. Double cuts on web members shall raw at the centmid of the webs unless otherwise shown. Cennocmr, plate rises arc minimum sizes based on the fortes shown and may nccd to be increased for certain handling atad/or cation cruses. This miss is not to be fabricated with fire retardant uea,ed lumber unless otherwise shown. For additional information on Quality Control refer to ANSVrPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Hardling. [mailing and Bracing'. HIB-91. Tosses are to be handled with particular ore during banding and bundling, delivery and installation to -id damage. Temporary and permanent bracing for holding misses in a straight and plumb position and for raising lateral fortes shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses; requires such ternpoary bracing during installation between crosses to avoid toppling and domiroing. The supervision of erection of oucta shall be under the control of persons experienced in the imallation of misses. Profesional advice shall be sought if needed. Concentration of construction loads greater than the design leads hall not be applied to trusses.1 any time. No bads other than the weight of the .ators shall be applied to m ssa anti] 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 4-13,6-13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 13 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5044 0.48 A 16-15 4524 0.89 2- 3 -5073 0.50 A 15-14 . 4756 0.82 3- 4 -4766 0.36 A 14-13 4344 0.67 4- 5 -5064 0.44 A 13-12 4345 0.67 5- 6 -5064 0.44 A 12-11 4758 0.82 6- 7 -4767 0.36 A 11-10 4525 0.89 7- 8 -5074 0.50 A 8- 9 -5045 0.48 A MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1229 B Pin 39- 8- 0 1 1760 0 -1229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-15 185 0.06 C 13- 6 783 0.52 15- 3 151 0..04 C 12- 6 1554 0.50 3-14 -367 0.15 C 12- 7 -367 0.15 4-14 1553 0.50 C 7-11 151 0.04 4-13 784 0.52 C 11- 8 185 0.06 13- 5 363 0.09 C er. -er-=.... Joint Locations=........a.. 1)0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5044/3271,2-3.-5073/3284, 3-4.-4766/3106,4-5.-5064/3362,5-6.-5064/3362, 6-7.-4767/3106,7-8.-5074/3284,8-9.-5045/3271, BOT CHORD 16-15.-2860/4524,15-14.-2945/4756, 14-13.-2575/4344,13-12.-2576/4345, C 12-11.-2945/4758,11-10.-2860/4525, C Webs 2-15.-58/185,15-3.-67/151, C3-14.-367/352,4-14.-911/1553,4-13.-503/784, C 13-5.-330/363,13-6.-503/783,12-6.-911/1554, C12-7.-367/352,7-11.-67/151,11-8.-58/185, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.50/931-0.98/472 5 Horiz. 0.32 0.64 NA Max DL Deflection L/958 . -0.48 Long term deflection factor . 1.50 12-8-0 14- 8- 0 12-8-0 1 2 3 4 5 6 7 8 9 6.00 6.00 3.00 1 L:3±L Face = 0- 2- 8 0-8-0 1760# 8.00" 6-10- 6 0- 6- 6 Face = 0- 2- 8 8-0 1760# 8.00" 12-11-11 14- 0-10 12-11-11 0 0 16 15 4 3 2 11 10 40 0 0 0 0- 3- 9) A- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1585 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING, Dwg: TI: E a ion der Bracing shoon this drawing is not enoction bearing. wind boring. penal bracing or similar booing which is a n of DS r : TLY Chk : 8 2 6 Systemsshownonbuilding design and which must be considered by the building designer. Bracing shown is for latent suMen of miss / 2 Q Q s members only to reduce buckling length. Provisions must be made to =bar lateral bracing at ends and specified locations determined by the building design.. Additional bracing of the overall structure may be required. (See HIB-91 TC Live 16.0 psf Lbr DF : 1.25 of TPl).Fm specific toss bracing requirements. contact building designer.(Trass Plate Institute. TPI is located at 593 P 1 t DF : 1.25 4005MARONDAWAYD'OnofrioDrive.Madison. Wiscmuin33719). TC Dead 7.0 psf Sanford, FL.32771 BC Live 10.0 psf O. C.: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 BC Dead 10.0 psf TOMASPONCEP.E. LICENSE OWS0066 p Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4 . 7 . 21-7723 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\E.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:E1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a It of faulty or incorrect information. specifications and/or designs furnished to the no designer by the client and the correctness m accuracy of thi, information as it may relate to a specific pmjmt and accepts re, responsibility or eaaciso w control with regard to fabrication, handling, shipment and installation of trusses. This cuss has bear designed as an individual building component in accordance with ANSIIrPI 1.1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect or professional mginea). when reviewed for approval by the building designer, the desip loadings shown must be checked W be sure that the data shown are in agrcen,rnt with the local building codes, local climatic records for wind or mow loads. project spmificatimn or special applied loads. Unless shown. ass has -I been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless othawite specified. whore borom chords in tension are not fully braced laten)ly by a property applied rigid ceiling, they should be braced at a maximum spacing of I7-0' o.c. Connector plates shall be manufumred from 20 gauge hot dipped galvanized pal meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator dull review this drawing to verify that this drawing is in conformance with the fabrics nes plans and to rulize a continuing responsibility for such vaifrution. Any discrepancies are, to be put in writing before cutting or fabrication. Plata dull not be installed ova knotholes. knots or disioned grain Member shall be al for tight fitting wood to Brood boring. Connector plates shall be touted on both faro of the true with it, fully imbedded and shalt be syrrr, about the joint unless otherwise shown. A 5s4 plate is 5' wide a 4' long. A 6all plate is 6' wide a V tong. Slots (halo) mu parallel in the plate length specified. Double cuts on web members shall men at the cennid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shown and may need to be increased for certain handling and/or nation stresses. This nn is not to be fabricated with fie retardant treated lumberunless othewise snows. For additional information on Quality Control For to ANSVrPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with'Handling. hWalling and Bracing', HIB•91. Trusses ate to be handled with pzrtinmlar care during banding and bundling. delivery and insullation to avoid damage. Temporary and pamanad bracing for holding trusses in a straight and plumb position and for resisting lateral forte shall be designed and installed by other. Careful handling is essential and enaction bracing is always required. Normal precautionary action for asses requires such temporary bracing during insulation between tsses to avoid toppling and dominoing. The s tpervisiori of erection of mosses shall be 0. the wotrol of persons experienced in the inuanation of asses Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to Imues; at any time. No loads other than the weight or the acctor man be applied to asses anvil after all fastening and bracing is coraplac& TC: 2x 6 SP 92 BC: 2x 6 SP #2 WB: 2x 4 SP 93 2x 4 SP #2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq. 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 13 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5044/3271,2-3.-5073/3284, 3- 4.-4766/3106,4-5.-5064/3362,5-6.-5064/3362, 6- 7.-4767/3106,7-8.-5074/3284,8-9.-5045/3271, BOT CHORD 16-15--2860/4524,15-14--2945/4756, 14- 13.-2575/4344,13-12.-2576/4345, 12- 11--2945/4758,11-10.-2860/4525, Webs 2-15.-58/185,15-3.-67/151, 3- 14.-367/352,4-14.-911/1553,4-13--503/784, 13- 5--330/363,13-6.-503/783,12-6.-911/1554, 12- 7.-367/352,7-11.-67/151,11-8--58/185, 12- 8-0 6. 00 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Trues in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5044 0.48 A 16-15 4524 0.93 2- 3 -5073 0.50 A 15-14 4756 0.84 3- 474.7.66 .0.3.6 A 14-13 4344 0.69 4- 5 - 5064 0.44 A 13-12 4345 0.67 5- 6 - 5064 0.44 A 12-11 4758 0.82 6- 7 - 4767 0.36 A 11-10 4525 0.89 7- 8 - 5074 0.50 A 8- 9 - 5045 0.48 A 14-8- 0 6x8 3x4 6x8 Joint Locations— ............. l) 0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 2) 4- 11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1229 B Pin 39- 8- 0 1 1760 0 -1229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 2-15 185 0.06 C 13- 6 783 0.52 IS- 3 151 0.04 C 12- 6 1554 0.50 3-14 - 367 0.15 C 12- 7 -367 0.15 4-14 1553 0.50 C 7-11 151 0.04 4-13 784 0.52 C 11- B 185 0.06 13- 5 363 0.09 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.50/931-0.98/472 5 Horiz. 0. 32 0.64 NA Max DL Deflection L/958 - -0.48 Long term deflection factor - 1.50 6.00 3.00 - 3.00 Face = 0- 2- 8 0-8- 0 14-6- 8 1760 8. 00" 6-10- 6 0- 6- 6 Face = 0- 2- 8 LO- 8- 0 1760#8. 00" 12-11- 11 14- 0-10 12-11-11 Ak 16 15 4 13 2 11 10 0 0 40-0-0 0- 0 I2 - 3- 9) (R - 3- 9) COSMETIC PLATES ( 2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Ma ro n da Systems Bracing shown on this drawing is rot erection bracing, wind bracing, primal bracing or simile hoeing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of moss ember only to reduce buckling length. Provisions must be made to anchor lateral boxing at ads and specified locations determined by the building designer. Additional tinting of the overall structure may be required. (See HIB•91 it TPI). Fm specific no bracing requirements. contact building dedgner.Umss Plate tnstimte, TPI is located at 595 4005 MARONDA WAY D'Onofrio Drive Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 1585 Eng Job: WO: ARLK Dwg: TI: E1 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\El.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:F Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designs disclaims any responsibility for damages as a result of faulty or incorrect infom,ation. specifications and/or designs famished to the truss designer by the client and the co.octoess or accuracy of this information as it may relate to a specific project and accepts no responsibility or esereisa an cannot with regard to fabrication, handling, shipment and installation of uosses. This mass has been designed as an individual building component in accordance with ANSVTPI 1.1995 and NDS-97 m be incorporated as part of the building design by a Building Designs (registered architect or professional engine.). When reviewed for approval by the building designer, the design loadings shown must be chocked to be sere that the dau shown are in agreement with the local building codes local climnic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or oaupaocy loads. The design assumes compression chords (mp or bonom) are continuously braced by sheathing unless otherwise specified. whore bosom chords in tension are not fully braced Iataally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'4' o.c. Connector plates shall be manufactured from IO gauge hot dipped galvanized pal meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing W verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall out be installed -or knotholes, knots or distoned grain. Members shall be an for tight fitting wood to wood bearing. Connector places shall be located on both faro of the tram with roils fully imbedded and shall be sym. about the joint males, otheew. . shown. A 5.4 plate is 5' wide a P long. A fall plate is 6' wide a 8' long. Slam (holes) ton parallel to the plate length specified. Double cuts on web members shall meet at the certnoid of the webs unless otherwise shown. Connector plate sizes arc minimum Sim based on the farces shown and may need to be increased fro catiin handling and/or nation mrasa. This wss is rot W be fabricated with fire --dam treated lumber unless otherwise shown. For additional informativa on Quality Control m(a to ANSI?PI 1-1995 PRECAUTIONARY NOTES All bracing and aatioo recommendations are to be followed in accordmce with 'Handling Instilling and Bracing', NIB-91. Trusses all to be handled with particular are during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding cruses in a straight and plumb position and for resisting lateral forces shall be designed and installed by othea. Careful handling is essential and enaction bracing is always required. Normal prmutiomury action for trusses requires each temporary bracing during installation between trusses to amid toppling and dominoing. The supervision of nation of truss shall be nod. the control of persons experienced in the installation of tames. Professional advice dull be sought if needed. Concentration of conur ctlon bads greats than the design loads Shan tom be applied to trusses at any time. No loads other than the weight of the orators shall be applied to oases until aster all fastening and bracing is completed. TC: 2x 6 SP 42 MULTIPLE LOADS -- This design is the BC: 2x 6 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2x 4 SP #2 4-13,6-13 Ha 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 All COMPRESSION Chords are assumed to be Bld Type. encl L. 40.0 ft W. 40.0 ft Truss continuously braced unless noted otherwise. in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5119/3294,2-3.-5102/3276, 0- 4- 0 1 1760 0 -1222 B Pin 3-4.-4570/2971,4-5.-4572/3055,5-6.-4572/3055, 39- 8- 0 1 1760 0 -1222 B H Roll 6-7.-4572/2972,7-8.-5103/3277,8-9.-5120/3294, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 16-15.-2885/4608,15-14.-2872/4689, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 14-13.-2423/4152,13-12.-2424/4153, 2-15 146 0.04 C 13- 6 486 0.25 C 12-11.-2873/4690,11-10.-2885/4608, IS- 3 143 0.04 C 12- 6 1547 0.50 C Webs 2-15.-77/146,15-3.-58/143, 3-14 -486 0.23 C 12- 7 -486 0.23 C3-14.-486/429,4-14.-903/1545,4-13.-323/487, 4-14 1545 0.50 C 7-11 143 0.04 C 13-5.-261/298,13-6.-322/486,12-6.-904/1547, 4-13 487 0.25 C 11- 8 146 0.04 C 12-7.-486/429,7-11.-58/143,11-8.-77/146, 13- 5 298 0.08 C 14-0-0 6.00 7-7-12 0-6-6 12-0-0 Joint Locations=a---=-------== 1) 0- 0-0 7) 30- 3- 7 13) 20- 0- 0 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 2 6) 26- 0- 0 12) 25- 8- 5 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5119 0.49 A 16-15 4608 0.92 2- 3 -5102 0.48 A 15-14 4689 0.81 3- 4 -4570 0.36 A 14-13 4152 0.60 4- 5 -4572 0.37 A 13-12 4153 0.60 5- 6 -4572 0.37 A 12-11 4690 0.81 6- 7 -4572 0.36 A 11-10 4608 0.92 7- 8 -5103 0.48 A 8- 9 -5120 0.49 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/989-0.92/501 5 Horiz. 0.32 0.64 NA Max DL Deflection L/999 . -0.46 Long term deflection factor . 1.50 14-0-0 6.00 3.00 j -3.00 Face = 0- 2- 8 7-6-6 0-6-6 Face = 0- 2- 8 0-8-0 0- 8- 0 1760# 8.00" 1760# 8.00" 14-3-11 11- 4-10 14-3-11 16 15 4 3 2 Il 10 0- 0 40- 0 040 10- 3- 9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1585 OF N WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg: TI: F Bracing shorn an this drawing is not erection bracing, windbracing, portal bruin or similar brain hich is a n or Maronda Systemsthebuildingdesignandwhichmumbcwnsideedbythebuildingdaigper. Bracingor dhown is forlatalsupponoftrussDsr : TLY Chk : 8 /26/2005 members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified TC Live 16 . 0 psf Lbr DF : 1.25 locations d ,erminedbythebuildingdesigner. Additional bracing of the overall muaure may be required, (See HIB-91 p of TPI)Tor specific wss bracing requirements contact building desigau.(Truss Plate Institute. TPI is located a1 593 TC Dead 7.0 0 psf Pl t DF : 1.25 4005 MARONDA WAYD'Oooftio Drive. Madison. Wisconsin$3719). P Saaaford,FL. 32771 BC Live 10.0 psf O.C.: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P. E. LICENSE td0050066 BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 pisf v4 . 7 . 21-7710 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\F.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:F1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information pm.ided by the client. The designer disclaims any responsibility for damages as a resell Of faulty Or incorrect infu mllltOn Spalfratiom and/or designs famished to the truss designer by the clicm and the co rathess or accuracy of this information u it may relate to a waifrc project and accepts o0 responsibility or aecises no control with regard to fabrication. handling, shipment and installation of cusses. This truss has ban designed as an individual building component in accordance with ANSVTPI 1.1995 and NDS-97 to be incorporated a pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designs, the design loadings shown mug be chocked to be we that the data shown arc in agresnent with the local buildng codes. local climatic records fro wind or snow, bads pojmt specificatiom or special applied loads. unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (op or bottom) arc continuously braced by sheathing miles: otherwise specified. Where bottom chords in tension are nor fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of IAA' o.c. Connector plates Nall be anvfacmred from 20 gauge hot dipped galvanized pal meeting red 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 fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be installed over knotholes, knots or distorted grain. Members shall be cul for light filling wood to wood bearing. Connector plats shall be located on both faces of the tmss with nails fully imbedded and shall be rim. about thejvint unless otherwise shown. A 5x4 plate is 5' wide x a' long. A 6a8 plate is 6' wide a 8' long. Slots (holes) run parallel to the plate length specified. Double cuts no wcb members shall meta as the camid of the webs unless otherwise shown. Connector pine sizes arc minimum sizes based on the fumes shown and may need to be creased for certain handling and/or erection stresses. This wss is not to be fabricated with fire retardant neared lumber unless otherwise shown. For additional information on Quality Control refer to ANS VITI 1-1995 PRECAUTIONARY NOTES All bracing and soction recommadations are to be followed in accordance with "Handling. Installing and Bracing'. RIB-91. Trusses are o be handled with particular art during banding and bundling. delivery and insull-don to avoid damage. Temporary and permanent bracing fro holding misses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essentid and erection bracing is always required. Normal precautionary action for mosses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be uder the wmuol of persnm expaiencd in the imnallnioo cf mosses. Professional advice shall be sought if needed. Concentration of constnotion Wads grater than the design loads shall not be applied to mnuses at any time. No bads other than the weight of the aeon Nall be applied to mosses ..[it ags all ravening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1222 B Pin 39- 8- 0 1 1760 0 -1222 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-15 146 0.04 C 13- 6 486 0.25 C 15- 3 143 0.04 C 12- 6 1547 0.50 C 3-14 -486 0.23 C 12- 7 -486 0.23 C 4-14 1545 0.50 C 7-11 143 0.04 C 4-13 487 0.25 C 11- 8 146 0.04 C 13- 5 298 0.08 C 7-7-12 0-6-6 14-0-0 2 3 6. 00 1 3.00 Face = 0- 2- 8 0-8-0 14-6-8 1760W 8.00" 14-3-11 6 IS 9) COSMETIC PLATES (2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 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. 8, Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Trues in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0- 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5119 0.49 A 16-15 4607 0.95 2- 3 -5102 0.48 A 15-14 4689 0.84 3- 4 -4570 0.36 A 14-13 4152 0.61 4- 5 -4572 0.37 A 13-12 4153 0.60 5- 6 -4572 0.37 A 12-11 4690 0.81 6- 7 -4572 0.36 A 11-10 4608 0.92 7- 8 -5103 0.48 A 8- 9 -5120 0.49 A Locations== ........ =..__ 1)= 0- 0- 0 7) 30- 3- 7 13) 20- 0- 0 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 2 6) 26- 0- 0 12) 25- 8- 5 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5119/3294,2-3.-5102/3276, 3-4.-4570/2971,4-5.-4572/3055,5-6.-4572/3055, 6-7.-4572/2972,7-8.-5103/3277,8-9.-5120/3294, BOT CHORD 16-15.-2885/4607,15-14.-2872/4689, 14-13.-2423/4152,13-12.-2424/4153, 12-11.-2873/4690,11-10.-2885/4608, Webs 2-15.-77/146,15-3.-58/143, 3-14.-486/429,4-14.-903/1545,4-13.-323/487, 13-5.-261/298,13-6 322/486,12-6.-904/1547, 12-7.-486/429,7-11.-58/143,11-8.-77/146, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/989-0.92/501 5 Horiz. 0.32 0.64 NA Max DL Deflection L/999 . -0.46 Long term deflection factor . 1.50 12-0-0 14-0-0 l I I 1 1 4 5 6 7 8 9 6.00 4 11-4-10 2 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Ma ro n des Systems B acing shown on this dewing is net erection bracing, wind bracing. portal bracing or similar bracing which is a pan of Ne building desip and which mow be considered by the building designs. Bracing shown is for lateral svppon of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified ttll location determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For speifc wss bracing requirements contact building designer.(Truss Plate Institute. TPI is located at 585 4005 MARONDA WAY D'Onofrio Drive. Madison Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50066 1005 VANNESSA DR. OVIEDO FL 32766 7-6-6 0- 6- 6 Face = 0- 2- 8 0- 8- 0 1760# 8.00" 10 A- 3- 9) Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: F1 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-7804 Design: Matrix Analysis PLOtlle Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\Fl.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:G Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer mdisclaimsanyresponsibilityfordamages as a result of faulty or incorrect information, specifications and/or designs famished to the wss designer by the client aandthecortmess or accuracy of this information as it may relate to a specific project and accepts not responsibility or exercises no control with regard to fabrication. handling, shipment and iossallation of u asses. This truss has been designed as m individual building component in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated u pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, wss has not been designed for storage or occupancy loads. The design asu ram compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not Polly braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 1T-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 655. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication- the f briator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall rot be installed over ksmthol- Items or dinoned grain. Members shall be cut for tight fitting wood to wood bearing. Connector plats shall be loafed on bah faro of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (bales) run parallel to the plate length specified. Double cuts on web members shall men in the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection str¢sec. This wss is not to be fabriatd with Grc rvadant treated lumber odes otherwise shown. For additional information on Quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Ha filing. Installing and Bracing', HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and pmnanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and instilled by others. Careful handling is essential and enaction bracing is always required. Normal preautimury action for trusses requires such temporary bracing during installation bowccn trusses to avoid toppling and dominoing. The supervision of nation ofuusses shall be under the control of persons experienced in the installation of trusty. Nofcsiotul advice shall be sought if necdcrl. Concentration of mostroction loads greater than the design loads shall rat be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all ramming and bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2 5258/3320,2-3--4428/2836, 3-4--4009/2687,4-5 4428/2836,5-6.-5257/3320, BOT CHORD 12-11--2915/4761,11-10--2922/4783, 10-9--2305/4009,9-8--2922/4782, 8-7.-2915/4760, Webs 11-2.-92/199,2-10.-687/569, 3-10--838/1551,3-9-0/1,9-4 838/1551, 9-5 686/568,5-8e-92/199, 15-4-0 6.00 8- 3-12 0-6-6 3.00 Face =0-2-8 0-8-0 1760# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. encl L= 40.0 ft W. 40.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5258 0.48 A 12-11 4761 0.77 2- 3 -4428 0.44 A 11-10 4783 0.84 3- 4 -4009 0.52 A 10- 9 4009 0.75 4- 5 -4428 0.44 A 9- 8 4782 0.84 5- 6 -5257 0.48 A 8- 7 4760 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.52/899-1.02/455 4-3 Horiz. 0.32 0.63 NA Max DL Deflection L/924 a -0.50 Long term deflection factor a 1.50 4- 6x8 6x8 Joint Locations °=eae>=e=e=..... 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1216 B Pin 39- 8- 0 1 1760 0 -1216 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 199 0.06 C 9- 4 1551 0.50 2-10 -687 0.60 C 9- 5 -686 0.60 3-10 1551 0.50 C 5- 8 199 0.06 3- 9 1 0.00 C 15-4-0 6.00 3.00 8-2-6 0-6-6 f 11 Face = 0- 2- 8 0-8-0 1760# 8.00" 15-7- 11 8-8-10 15-7-11 0- 0 12 11 0 40-0-00-0-0 7 0- 0 R - 3- 9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 r WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING, Ma ro n der Systems Bracing shown notthisdrawingisnerection bracing, wind bracing. ponal bracing or similar bracing wwhich is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of wss embers only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements. conuct building designer.(Truss Plate Institute- TPI is located a, 585 4005 MARONDA WAY D'Onofrio Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9s0050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: G Dsgnr: TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0TPI-02/FHC-04 BC Live 10.0 psf BC Dead 10.0 psf Code: FLA Ueslgn: Matrix Analysis Protlle Patn: C:NTbk;-LUK\WorX\Jobs\ARLK\ARLK\G.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:G1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information pro ided by the client. The designer disclaims any responsibility for damages as a resolt of faulty or incorrect information, specifications and/or designs furnished to the mass designer by the client and the correctness or accuracy of this information as it may ralate to a specific project and accepts no responsibility or exercises no control with regard to fabricatiom handling, shipment and installation of canes. Tiffs man has been designed as an individual building component in accordance with ANSVTPI 1-1993 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed fm approval by the building designer. the design loadings shown most be checked m be ore that the data shown are in agreement with the local building coda local climatic retards for wind or snow loads. project specifications or special applied bads. Unless shown. man has nor been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bosom charts in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of Id-0' o.e. Connector plates shall be matmfac utod from 20 gauge but dipped galvanized creel mectinx ASTM A 653. Grade 40. unless otherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing m verify that this drawing is in conformasce with the fabricames plans and to realiu a continuing responsibility for och verification. Any discrepocies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes knots or dismned grain. Members shall be cut for tight fitting wood to wood bearing Connector plates shall be located on both fax; of the truss with nails fully imbedded and shall be sym. about thejoint unless otherwise show. A 5x4 plate is 5' wide x 4' long. A 6.9 plate is 6' wide x 8' long. Sloes (holes) ma parallel to the plate length specified. Double cuts on web members shall meet at the eenu aid of the webs unless otherwise show. Connector Plate sizes are minimum sizes based on the fortes show and may need to be increased for certain handling andror erection oesses This mass is not to be fabricated with fire retardant treated lumber unless otherwise show. For additional information on Quality Control refer to ANSVfPI 1-1993 PRECAUTIONARY NOTES NI bracing and erection recommendations are m be followed in accordance with'Handling. Installing and Bracing'. H18-91. T.- arc m be handled with particular an during banding and bundling deli%,M and installation to avoid damage. Temporary and permanent bracing fro holding masses in a straight and plumb position and fro resisting lateral forces shall be designed and insulted by others. Careful handling is essential and erasion badng is always required. Nomul precautionary ac6011 for henna requires och imporvy bracing during instillation between muses; to avoid toppling and dominoing. The supervision of erection of masses shall be under the contain of persons experienced in the installation of masses. Professional advice shall be ought if nooded. Concentration of mnsuuctim loads greater than the design Inds dull not be applied to trusses at any time. No bads other than the weight of the erecmrs shall be applied to masses until alter all fastening and bracing is complemd. TC: 2x 6 SP 02 BC: 2x 6 SP 01 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP 03 2x 4 SP #2 2-10,3- 9,5- 9 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5258/3320,2-3--4428/2836, 3-4--4009/2687,4-5--4428/2836,5-6--5257/3320, BOT CHORD 12-11--2915/4761,11-10--2922/4783, 10-9--2305/4009,9-8.-2922/4782, 8-7--2915/4760, Webs 11-2--92/199,2-10--687/569, 3-10--838/1551,3-9-0/1,9-4--838/1551, 9-5--686/568,5-8--92/199, 8- 3-12 0-6-6 15-4-0 I- 2 6.00 1 3.00 Face = 0- 2- 8 0-8-0 i` 14- 6- 8 1760# 8.00" 15-7-11 2 11 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 40.0 ft W- 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5258 0.48 A 12-11 4761 0.80 2- 3 -4428 0.44 A 11-10 4783 0.87 3- 4 -4009 0.52 A 10- 9 4009 0.75 4- 5 -4428 0.44 A 9- 8 4782 0.84 5- 6 -5257 0.48 A 8- 7 4760 0.77 3 4 6x8 6x8 0 8-8-10 Joint Locations....=_...------ 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 2-14 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1216 B Pin 39- 8- 0 1 1760 0 -1216 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 199 0.06 C 9- 4 1551 0.50 2-10 -687 0.60 C 9- 5 -686 0.60 3-10 1551 0.50 C 5- 8 199 0.06 3- 9 1 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.52/899-1.02/455 4-3 Horiz. 0.32 0.63 NA Max DL Deflection L/924 - -0.50 Long term deflection factor - 1.50 15-4-0 5 6 6.00 15-7-11 8-2-6 0- 6- 6 Face = 0- 2- 8 0-8-0 17'6'0# 88..00" 0- O;A 40-0-0 0- 0 11- 3- 9) (0- 3- 9) COSMETIC PLATES (2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Ma run des Systems Bracing shown w this drawing ism erection bracing wind bracing portal bracing or similar bracing which is a pan of thc building design and which mug be considered by the building designer. Bracing show is for lateral suppon croon member only to reduce buckling length. Provisions mug be made to anchor lateral bracing m ends and specified locations determined by the building designer. Additional bracing of the overall smacmre may be required. (See MB-91 ofTPl).For'it. truss bracing requiremenu, comacr building designer.(Ttuss Plate Institute. TPI is locaed a 593 400S MARONDA WAY D'Onofrio Drive. Madioa Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 01,0050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLK DWg: TI: G1 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\Gl.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:H Qty:2 DESIGN INFORMATION This design is for an individual building component and has been baud - information provided by the client. The designer disclaims any responsibility for damages as a rtsnit of faulty or incorrect information, specificatlam and/or designs Pomishcd to the wss designer by the client and the conecmess or accuracy ofthis information as it may relate to a specific project and accepts on responsibility a-creixs - control with regard to fabrication. handling, dtipmmt and installation ofwsses. This truss has beat designed as an individual building compooatt in accordance with ANSViP1 1.1995 and NDS-97 to be incorporated as pan of the building design by a Bailding Designs (registered architect or professional engineer). What reviewed fa approval by the building designer, the design loadings shown ..at be chatted to be sure that the data shown are in agreement with the local building codes, local climatic roods far wind or snow loads, project specifications or special applied leads. Unless shown. wss has onl been designed for naage or oaupancy loads. The design assumes compression chords (top or bosom) we continuously braced by sheathing unless otherwise specified. Where bottom chords in teasion are rot fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plain shall be manufactured from 20 gauge rot dipped galvanized accl moving ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricamis plans and in realise a continuing responsibility fa sack verification. Any discrepancies ice in be put in writing before cutting or fabrication. Plata shall rot be installed ova knotholm. hots Or distorted grain. Members stall be at fa light fitting wood to wood bearing. Connector plain shall be located an bah fear of the truss with nails fully imbedded and shall be sym. about the joint unless othmvise shown. A Sat plate is 5' wide x a' long. A 6xg plate is 6' wide x 9' long. Slou (holm) mn parallcl in the plate length specified. Double cuts on web members shall men at the ca mid of the webs unless otherwise shown. Connector plate sizes ere minimum sizes based on the forces shown and may need to be increasd for certain handling and/or erection susses. This wss is not in be fabricated with fire retardant treated lumber artless otherwise shown, For additional information an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES NI bracing sad oration recommatdatiom are in be followed in said-, with'Handling. Installing and Bracing', HUB-91. Trusses are in be handled with particular cart during banding and bundling. delivery and installation in avoid damage. Temporary and pamanatt bracing for holding trusses in a Might and plumb position and for resisting lateral forces shall be designed ad installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for unsset requires web temporary bracing during installation between trusses to avoid toppling and dominoing. The apervisioo of aectiou of trusses shall be under the control of patterns experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to intssa at any time. No bads other than the weight of the aamra shall be applied to trusses until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5274/3277,2-3.-4199/2650, 3-4.-3781/2515,4-5.-4200/2650,5-6.-5274/3277, BOT CHORD 12-11.-2875/4783,11-10.-2875/4795, 10-9.-2105/3779,9-8.-2875/4795, 8-7.-2875/4782, Webs 11-2.-99/220,2-10.-918/718, 3-10.-817/1505,3-9.-1/2,9-4.-817/1505, 9-5--916/719,5-8.-99/219, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 220 0.07 C 9- 4 1505 0. 2-10 -918 0.65 C 9- 5 -916 0. 3-10 1505 0.48 C 5- 8 219 0. 3- 9 2 0.00 C 8-11-12 0-6-6 Face = 0- 2- 8 0-8-0 1760# 8.00" 16-11-11 2 11 16-8-0 2 6. 00 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 1251mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 1ld nails each member where Bhown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Cr Brace must extend at least 90% of web length 48 C 2x6 Brace required on any web exceeding 141. 65 C 07 C 6-8-0 3 4 6x8 6x8 Joint Locations ............... 1)0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 31- 1- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1203 B Pin 39- 8- 0 1 1760 0 -1203 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5274 0.48 A 12-11 4783 0.77 2- 3 -4199 0.52 A 11-10 4795 0.85 3- 4 -3781 0.34 A 10- 9 3779 0.58 4- 5 -4200 0.51 A 9- 8 4795 0.85 5- 6 -5274 0.48 A 8- 7 4782 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/979-0.93/496 10-11 Horiz. 0.32 0.64 NA Max DL Deflection L/999 . -0.46 Long term deflection factor . 1.50 5 6 6.00 3.00 1 -3.00 0 6-0-10 TIIM Face = 0- 2- 8 0- 8- 0 1760# 8.00" 0 0 40-0-0 0- 0 0- 3- 9) (0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NA 11, M a ro n des Systems Bracing shown on this drawing is nrot erection bracing. wind bracing, portal bracing a similar bracing which is a pan of the building dmign and Which mum be considered by the building designer. Bracing shown is for lateral suppon of wss members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and spaifned locations determined by the building designer. Additioml bracing of the overall structure may be required. (See MR-91 of TPI).Fer specific wss bracing requiremenm contact building designalTruss Plate Institute. TPI is located at 593 4005 MARONDA WAY D'Onofio Drive Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE nr0050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: H Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 risf v4.7.21-8349 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\H.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:I Qty:l DESIGN iNFORMATION This design is for an individual building component and has been based on infommion prmided by the client. The designer disclaims any responsibility for damage as a result of faulty or ne-oci information spo it-tions and/or designs fumished to the nun designer by the client and the cortccmess or accuracy of this information as it may relate to a specific project and accepu no responsibility or exercises m control with regard to fabrication, handling shipment and installation of trusses. This iron has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 w be incorporated as pan of the budding design by a Building Designer (registered architect or professional engineer} When reviewed for approval by She building designer, the design loadings shown must be checked w be sure that the data shown arc in agreernem with the local building coda local climatic records for wind or snow bad& project specifreations or special applied loads. unless shown, con has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of to,-v o.c. Connector plats dull be mm!rxtured from 20 gauge hot dipped galvanized steel mending ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conC arec with the fabricators plans and to realize a continuing responsibility for web verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates Shall rot be installed over knotholes, trots or dinoned grin. Members shall be at for tight fining wad to wood bearing. Connector plain shall be located on bah faro of the I- with nails fully imbedded and [hall be arm. about thejoint unless otherwise shown. A 5a4 plate is 5" wide x 4" long. A 6,11 plate is 6" wide x 8" long. Slots (holm) mn parallel to the plate length specified. Double cuts on web members stall mat at the cenwid of th< webs unless own. Connector plate sizes arotherwiseshe minimum sires based on the forces shown and may need to be increased for certain handling and/or erection saressn. This muss is nor to be fabricated with fete retardant treated lumber unless otherwise shown. For additional information on Quality Control ref. to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with'Hanaling. Installing and Bracing". HIB-91. Trusses are to be handled with particular ere during banding and bundling, delivery and installation to avoid damage. Temporary and permanent basing for holding Crosses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and cmixion bracing is always required. Normal precautionary action for uasses requires Such temporary bracing during installation berween Maser to avoid toppling and domincing. The Supervision of erection of u asses stall be under the control of person experienced in the installation of musses. Professional advice Nall be Sought if n-ded. Concentration of construction Inds greater than the design toads shall rat be applied to messes at any time. No bads other than the weight of the erectors shall be applied to musses until A. all fastening and bracing is completed. TC: 2x 6 SP 42 BC: 2x 6 SP #1 D 2x 6 SP 92 10-11,9-10,8- 9 WB: 2x 4 SP 03 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5277/3234,2-3.-4060/2524, 3-4.-3684/2421,4-5.-4062/2523,5-6.-5276/3234, BOT CHORD 12-11.-2835/4789,11-10 2831/4796, 10-9.-1996/3682,9-8.-2832/4795, 8-7.-2835/4788, Webs 11-2--103/254,2-10.-1049/803, 3-10.-799/1476,3-9.-1/3,9-4.-798/1476, 9-5.-1047/804,5-8.-103/253, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 254 0.08 C 9- 4 1476 0. 2-10 -1049 0.83 C 9- 5 -1047 0. 3-10 1476 0.47 C 5- 8 253 0. 3- 9 3 0.00 C 9-4-4 0-6-6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C6C, v. 1251mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 1Id nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Cr Brace must extend at least 90% of web length 47 C 2x6 Brace required on any web exceeding 14e. 83 C 08 C Joint Locations ............... 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 8-10 12) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1192 B Pin 39- 8- 0 1 1760 0 -1192 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5277 0.48 A 12-11 4789 0.77 2- 3 -4060 0.54 A 11-10 4796 0.87 3- 4 -3684 0.31 A 10- 9 3682 0.50 4- 5 -4062 0.54 A 9- 8 4795 0.86 5- 6 -5276 0.48 A 8- 7 4788 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.49/944-0.97/479 10-11 Horiz. 0.33 0.64 NA Max DL Deflection L/971 . -0.48 Long term deflection factor . 1.50 17- 5- 0 5-2-0 17- 5- 0 1 2 3 4 5 6 6. 00 -6.00 3.00 1 L3±L Face = 0- 2- 8 0-8-0 0-8-0 1760# 8.00" 1760# 8.00" 17-10- 0 4-4-0 17-10- 0 12 11 0 8 7 0- 0 40-0-0 0- 0 R - 3- 9) R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY 01 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Ma eon des Systems Bracing shown on this drawing is ter anion bracing, wind bracing, portal bracng or similar bracing which is a pan of the building design and which must be considacd by the building designer. Bracing thowo is far lateral Support of no. members only to reduce tackling length. Provisions must he made to anchor lateral bracing m ends and specified locations determined by the building design.. Additional bracing of the overall smucmre may be required. (Sec M B-91 of TPI).Fw specific muss bracing requircecots, contact building designes.(Truss Plate Institute. TPI is located at 593 4005 MARONDA WAY D'Orofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: I Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O"C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7,21-7829 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\ARLK\ARLK\I.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:J Qty:1 -I DESIGN INFORMATION This design is for an irdividual building component and has been based oo information prmided by the client. The daigna disclaims any responsibility for damages as, a vault of faulty or incorrect information, specifications and/or designs famished to the truss designer by the client and the correcmas or accuracy of this information as it may relate, to a specific project and accept, no responsibility or aeeeisa oo control with regard to fabrication, handling, shipmem and installation of masses. This truss has bear designed as an individual building component in accordance with ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (regivaed architect or professional engineer), When reviewed for app ay.l by the building designer, the design loadings shown must be chocked to be sure that the dau shown are in agreum" with the local building codes, local climatic records for wind or scow bads, project specifications or special applied bads. Unless show. trap has rot been designed for storage or occupancy loads. The design asmma wmprasioo chords (cop or bottom) are continuously braced by sheathing unless otherwise specified. Where botom chords in tension are not fully braced latmlly by a property applied rigid ceiling, they should be braced at a maximum spacing of I0'-0' o.c. Connector plats shall be anufacturod from 70 gauge hot dipped galvanized steel meeting ASTM A 655, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricators plans ad to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plates hall our be installed ova knetheles knot, or distond grain. Member shall be cut for right fitting rood to wood bearing. Connector plaza shall be located on bah faces of the truss with nails fully imbedded and shall be sym. about thcjoim unless otherwise drown. A 5x4 plate is 5' wide a V long. A 6a8 plate is 6' wide x 8' long. Slots (bola) me parallel to the plate length specified. Double cuts on web members shall mesa at the centmid of the webs unless otherwise show. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or nation stresses. This truss is net to be fabricated with fire retardant treated lumber unless otherwiu shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and criterion recommendations are to be followed in accordance with 'Handling. Installing and Bracing', MB-91. Trusses are to be handled with particular ore during Wiling ad bundling, delivery and installation to avid damage. Temporary and permanent bracing for holding missy in a straight uW plumb position and for ra,,ing Ialml forca shall be designed and installed by others. Careful handling is essential and aeaion bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during insullatioo bmeen trusses to avoid toppling and dominoing. The supwision of erection of a asses doll be nodes the control of persons experienced in the installation of trassn Professional advice Nall be sought if needed. Concentration of construction loads greater than the design loads shall rot be applied to to sses at any rime. No loads other than the weight of the erecton Nall be applied to trussa until after all fastening ad bracing is cumplaed. TC: 2x 4 SP #2 BC: 2x 6 SP #2 wB: 2x 4 SP #3 2x 4 SP #2 2- 5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1069/722,2-3.-2114/771, BOT CHORD 7-6--571/885,6-5--558/868, 5-4.-628/1836, Webs 6-2--330/429,2-5.-83/1148, 4-5-3 0-6-6 I I 789# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CSC, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 14.7 ft W. 14.3 ft Trues in INT zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 789 -11 -673 B Pin 14- 2- 3 1 1887 0 -584 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 6- 2 429 0.14 C 2- 5 1148 0.21 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/771-0.14/999 5-6 Horiz. 0.01 0.03 NA Max DL Deflection L/999 - -0.07 Long term deflection factor - 1.50 7-4-0 7-0-0 6.00 -6.00 4x6 aaaa .Joint Locations ............... 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 4- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 14- 4- 0 BC Vert L+D -40 0- 0- 0 -40 14- 4- 0 Concentrated LBS Location BC Vert L+D -1403 13- 0- 0 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1069 0.41 C 7- 6 885 0.42 2- 3 -2114 0.50 C 6- 5 868 0.58 5- 4 1836 0.71 4-2-6 0-8-6 I I 1887# 3.63" L 14-4-0 7 6 5 4 10- 14-4-0 0-1 j-17 1403# EXCEPT AS SHOWN PLATES E M1Te MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, D"g: EMU(nda Systems Bracing shorn on this drawing is not erection bracing, wind bracing, postal bracing or simile bracing which is a pan of Dsgnr : TLY Chkthebuildingdesignandwhichcoo, be considered by the building designer. Bracing Mown is for [aim] suppon of cuss members only to reduce buckling length. Provision must be made to anchor lateral batting at ends and specified locations deesmined by the building designer. Additional bracing of the overall stracmre may be required. (See MB-91 TC Live 16.0 psf of TPI).For specific ors bracing regairwenLL contact building designe.(7rus Plate lnsdmre TPI is locatd ar 58l TC Dead 7 . Q psf4005MARONDAWAYDrDnofrioDrive. Madison. Wisconsin 53719). P Samford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE ++0050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 0.3164 WO: ARLK TI: J 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\J.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:K Qty:2 DESIGN INFORMATION This daign is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a resuh of fauhy or rcct infomaion, sixcifiodom author designs furnished to the muss designer by the clienl and the comeemess or accuracy of this information a it may relate to a specific project and accepts m responsibility or e-ises no contel with regard to fabrication, handling, shipment and installation of wsso. This truss; has been designed as an individual building component in accordance with ANSI?PI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered anehitmt or professional engineer). when reviewed for approval by the building design, the design loadings shown must be checked ro be sort that the data shown are in agre - with the local building coda, local climatic records for wind or snow, bads, project specifications or special applied bads. Unless shown, trust has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where hour no chords in tension are not Polly braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of I(Y 0V o,e. Connector pino Nall be mamfacmred from 20 gauge hot dipped galvanized steel mining ASTM A 653. Grade 40. unless othawisc shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be installed over knotholes, knots or distorted grain. Members dull be cut for right fining wood to wood besting. Connector plats dull be tinted on bah faces of the trims with nails fully imbedded said shall be rym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x a' long. A 6xg plate is 6' wide x s' long. Slott (holes) run parallel to the plate length specified. Double cum on web members shall meet at the cenunid of the webs unless otherwise shown. Connector plate Giza are minimum sizes baud on the forces shown and may need to be increased for certain handling and/or cation stresses. This wss is nor to be fabricated with fire reurdant treated lumber unless otherwise shown. Fer additional information on Quality Conwl refer to ANSMI 1-1995 PRECAUTIONARY NOTES All bracing and cation rmommerdations are to be followed in accordance with 'Handling. Insimlling and Bracing'. HIB-91. Trusses are to be bandled with particular care during banding and bundling, delivery sed installation to avid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for wsxa requires such temporary bracing during installation between truces to avoid toppling and dominoing. The supervision of erection of trusses dull be order the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concemntion of constriction loads greater than the design loads dull not be applied to tnemes at any rime. No bads other than the weight of the actors Nall be applied to mosses until after all fastening add bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP 42 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L- 14.7 ft W- 13.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 7 379 0.09 C 4- 6 781 0.20 C 7- 3 328 0.11 C 6- 5 79 0.04 C 7- 4 139 0.04 C 4-5-3 0-6-6 J, t MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 597 29 -761 B Pin 12-10-12 1 562 0 -688 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .,FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 943 0.28 A 8- 7 -730 0.42 2- 3 736 0.24 A 7- 6 -483 0.38 3- 4 731 0.26 A 4- 5 62 0.17 A 7-4-0 6.00 4x6 Joint Locations ..........._._. 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--767/943,2-3--590/736, 3-4--591/731,4-5--32/62, BOT CHORD 8-7--730/657,7-6--483/392, Webs 2-7--189/379,7-3--289/328, 7-4.-50/139,4-6--596/781,6-5--26/79, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.05/999-0.11/999 7-8 Horiz. -0.01 -0.01 NA Max DL Deflection L/999 - -0.05 Long term deflection factor - 1.50 5-8-0 6.00 I 1 597# 8.00" 562# 2.50" 13-0-0 I 8 7 6 10- 8 13-0-0 0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3971 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WA 11, Dwg c TI : K Bracing shown rm this dewing is rat erection bracing, wind bracing, portal bracingor similar bracin which is a D 6 r : TLY Cllk : $ 2 6 2arondaSystemsthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of wss / 005 members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations d 4- imed by the building designer. Additional bracing of the overall swcture may be required. (See HIB-91 TC Live 16 . 0 psf Lbr DF : 1. Z 5 of TPI).For spccific wet bracing requirements. contact building designa.(Tmss Plate lostimte, TPI is located at 593 P 1 t DF : 1.25 4005 MARONDA WAY D'OmfrioDrive, Madison. Wisconsin 53719). TC Dead 7.0 psf Saakford, FL. 32771 BC Live 10.0 psf O. C.: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 of 0 . 10DeadTPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE a10050069 BC P Code: FLA 1005 VANNESSA DR. OVIEDO FL 32-766 TOTAL 43.0 Asf v4 . 7 . 21-8350 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\K.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:L Qty:l I DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs fumishcd to the no designer by the client and the correcmess or accuracy of this information as it may relate W a specific project W accepts no responsibility or exercises no control with regard to fabrication. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSIfrPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be chocked to be care that she data shown arc in agreement with the local building coda, local climatic records for wind or snow loads project specifications or special applied loads. Unless shown, ass has not been designed for storage or occupancy loads. The design ascames compression chords (top or bottom) are cominuously braced by sheathing unless otherwise specified. Where bottom chords in tension are nor fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of l(r.T o.c. Connector plates shall be factored mfro20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 4o. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dewing is in confonoanee with the fabricator's plans and to realize a cominving responsibility for such verification. Any disuepancim we to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Cone-, Plata shall be looted on bah faro of she truss with Nils fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sea plate is 5' wide x 4' long. A 6ag plate is 6' wide a 2' long. Slots (bola) ton parallel to the plate length specified. Double cuts on web member shall meet at the centmid of the webs unless otherwise shown. Contractor plate sizes arc minimum sires based on the forces shown and may need to be increastd for certain handling and/or creation stresses. This ass is on to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSVrPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling, Installing and Bracing% HIB-91. Trussa we to be handled with particular an during banding and bundling.delivery and installation to avoid damage. Temporary and permanent bracing for holding noes in a straight and plumb position and fa resisting lateral forces shall be designed and installed by others Careful handling is essential and erection bracing is always required. Normal precautionary action for asses requires such temporary bracing during installation between tnsssa to avoid toppling and dommoing. The supervision of erection of asses shall be under the coon) of persons experienced in the installation of naex Professional advice shall be sought if needed. Con ee nation of mnstnN criern loadsgreateranthe design toads still net be applied to trusses at any time. No loads other than the weigh: of the aoctors shall be applied to nssa until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 13.0 ft W. 13.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.12/999 0.12/999 4-3 Horiz. -0. 01 -0.01 NA Max DL Deflection L/999 - 0.00 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 597 230 -695 B Pin 12-10- 12 1 562 0 -568 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 816 0.26 A 7- 6 -756 0.42 2- 3 601 0.23 A 6- 5 104 0.31 3- 4 626 0.36 A 7-4- 0 6.00 Joint Locations --------------- 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2u-761/816,2-3.-588/601, 3-4.- 497/626, BOT CHORD 7-6.-756/651,6-5.-80/104, webs 2- 6.-178/386,3-6.-56/202, 6-4.- 644/613,5-4.-478/549, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 2- 6 386 0.10 C 6- 4 -644 0.48 3- 6 202 0.06 C 5- 4 549 0.43 5-8- 0 4-2- 6 I I 597# 8. 00" 562# 2.50" 13-0- 0 7 6 5 10- 814 13-0-0 0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3971 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING. Dwg: TI: L Bracing shown on this drawing is"erection bracing, wind bracing, portal bracin m similar braein which is a n of a rondesystomsthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is for lateral suppon of aDBr : TLY Chk : $ss / 2 6 / 2 Q 0 5 embers only to reduce buckling length, Provisions must be made to anchor lateral bracing at ads and specified TC Live 16 . 0 psf Lbr DF : 1.25 ai locations dererminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (Sec MB-91 p of TPI)Tm specific nu bracing requirements, contact building dmigner.(Tcass Plate Imvimle. TPI is located al 583 P l t DF : 1.25 4005 MARONDA WAY DOnofrioDrive, MadisomWisconsin 53719). TC Dead 7.0 psf Sanford, FL.32771 BC Live 10.0 psf D.C.: 2- 0- 0 TOMAS PONCE P E. LICFax ENSE C-04 NSE a0050068 BC Dead 10. 0 psf Code: FFLBA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf V4 . 7 . 21-7847 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\L.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:L1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been bared on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. spectlications and/or designs famished to the miss designer by the client and the mnesmess or accuracy of this information as it may rtlate to a spocifK pmjmt and accepts no responsibility or exercises no control with regard to fabrication. handling, shipment and installation of misses. This miss has been designed as an individual building component in accordance with ANSI/fPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional enginm). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic rownds for wind or sue. loads, project specifications a special applied bads. Unless shown, miss has not been designed for storage err occupancy loads. The design assumes compression chords (top or bosom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tersiou are tat Polly braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of Idd' o,e. Connor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator Shall review this drawing In verify that this drawing is in conformance with the fabrieatoes plans and to realize a continuing responsibility for such verifcinion. Any discrepancies are to be put in writing before tuning or fabrication. Plato lull not be installed over knotholes. knota or disused grain. Members shall be ant for light fitting wood to rood bearing. Cormectm plates shall be bated on both fates of the truss with ,tails fully imbedded and shall be sym. ab= the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is 6' wide x g' long. Sloes (holes) min panlld a the plate length specified. Double cuts on web members shall men at the centmid of the webs unless otherwise shown. Contractor plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling andror erection stresses. This unss is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling. Installing and Bracing'. HiB-91. Tresses are to be handled with particular tare during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumb position and for resisting lateral forces Nall be designed and installed by others. Careful handling is essential and enaction bracing is always required. Normal precautionary action for vusm requires such temporary bracing during installation between misses to avid toppling and domiming. The mpmvision of action of misses shall be under the control of persons experienced in the installation of misses. Professional advice shall be sought if needed. Concentration of comrtction loads greater than the design loads shall rot be applied to trusses at any time. No bads other than the weight of the crectots shall be applied to misses until after all fastening and bracing is completed. TC: 2x 8 SP 42 0: Plate(s) OFFSET from joint center. The BC: 2x 8 SP #1 D Joint Detail Report must be included WB: 2x 4 SP #3 with any submittal, inspection, and/or MULTIPLE LOADS -- This design is the fabrication documentation. composite result of multiple loads. L. and R. End verticals designed for wind All COMPRESSION Chords are assumed to be WndLod per ASCE 7-02, C&C, V. 125mph, continuously braced unless noted otherwise. He 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 This 1-PLY truss designed to carry Bld Typee, encl L. 14.9 ft We 8.9 ft Truss 131 0" span framed to BC one face in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf 21 0" span split -framed to opposite face Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- Supported span based on int. wind zone. X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 0- 1-12 1 1403 9 -772 B Pin TOP CHORD 1-2.-1131/650,2-3.-1086/627, 8- 8-12 1 1403 0 -761 B H Roll 3-4.0/0, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 8-7.79/59,7-6.-25/66,6-5.0/0, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr Webs 8-1.-1743/942,1-7.-877/1717, 8- 1 -1743 0.32 C 7- 3 1119 0.36 C 2-7.-45/216,7-3.-554/1119,3-6.-691/539, 1- 7 1717 0.55 C 3- 6 -691 0.26 C 2- 7 216 0.07 C 3-0-0 1- 4-14 4.00 2-6-6 q 1403# 3.50" 7- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY O1 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, M a eon des Systems Bracing shwa on this drawing is notenaction bracing, wind bracing. portal bracing or similar bracing which is a Pon of the building design and which must be considered by the building designer. Bracing shown is for lateral support of miss embers only in reduce buckling length. Previsions must be made to anchor lateral bracing at ends and specified locations dercrmined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPQ.For specific miss bracing requirements. contact building derigna.(Luss Plate Institute. TPI is located at 595 4005 MARONDA WAY D'Omfi. Drive Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050068 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations............e=.. 1) 6- 0- 0 4) 14-10- 8 7) 7- 4-14 2) 7- 4-14 5) 14-10- 8 8) 6- 0- 0 3) 13- 2-12 6) 13- 2-12 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -6- 0- 0 -46 8-10- 8 BC Vert L+D -270 -6- 0- 0 -270 8-10- 8 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. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1131 0.06 C 8- 7 59 0.40 2- 3 -1086 0.14 C 7- 6 66 0.84 3- 4 0 0.05 C 6- 5 0 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.13/771-0.26/389 6-7 Horiz. 0.04 0.07 NA Max DL Deflection L/786 . -0.13 Long term deflection factor . 1.50 3-0-0 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 psf Scale = 0.4591 WO: ARLK TI. L1 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-7853 uesign: matrix Analysis Protlie Patn: C:\TEE-LOK\work\Jobs\ARLK\ARLK\Ll.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:L2 Qty:2 1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the concemess or accuracy of this information a it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation of wsses. This muss has been designed as an individual building component in accordax, with ANSVfPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed fw approval by the building designer. the design loadings shown must be checked W be sure that the data shown are in agreement with the local building codes, local climatic needs for wind or snow bads, project specifications or special applied bads. Unless shown, truss her not been designed for storage or occupancy bads. The design assumes compression chords (top or bonom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are nor fully braced laterally by a properly applied rigid ceiling they should be braced at a aimum spacing of 10-0' o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plain and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, kmou or distend grain. Members shall be ml for tight filling wood to wood bearing. Connector plates shall be located on bah faces of the truss with nails fully imbedded and shall be gym. about the joint unless otherwise shown. A 5.4 plate is 5' wide a a' long. A 6x9 plate is 6' wide x 9' long. Slots (holes) non parallel to the plate length specified. Doable cuu on web members hall meet at the ce nwid cf the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the farces shown and may need to be increased for certain handling and/or crwion stresses. This truss is not to be fabricated with fire retardant treaterd lumber unless otherwise shown. For additional information on Quality Control refer to ANS VfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are W be followed in accordance with'Handling. lstaling and Bracing'. HIB-91. Trosses are to be handled with particular art during banding and bundling. delivery and installation to avoid damage. Temporary and parnanem bracing for holding musses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between crosses to avoid toppling and dominoing, The supervision of erection of wsses shall be under the control of persons experienced in the installation of tosses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusus at any time. No loads other than the weight of the erectors shall be applied to umsses until after all fastening and bracing is TC: 2x 8 SP #2 BC: 2x12 SP #2 WB: 2x 4 SP 43 2x 4 SP #2 1- 5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY trues designed to carry 19' 0" span framed to TC one face 6' 0" span framed to TC opposite face WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L- 8.9 ft W- 8.9 ft Trues 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. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 66 0.69 C 6- 5 66 0.72 2- 3 0 0.37 C 5- 4 0 0.72 2 PLYS REQUIRED Lineal Footage . 25.1 3-0-0 MULTIPLE LOADS -- This design is the were. Joint Locations - --------- composite composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 L. and R. End verticals designed for wind 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 2-PLY TRUSSI fasten w/3"X 0.120" nails in TOTAL DESIGN LOADS ------------ staggered pattern per nailing schedule: Uniform PLF From PLF To TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -524 0- 0- 0 -524 8-10- 8 Distribute loads equally to each ply. In -Plant Quality Assurance with Cq- 1 This truss has not been designed for ROOF MAX. REACTIONS PER BEARING LOCATION----- PONDING. Building designer must provide X-Loc BSet Vert Horiz Uplift Y Type adequate drainage to prevent ponding. (0.25 0- 4- 0 1 2330 0 -1024 B Pin in./ft. min. slope to drain). Truss must be 8- 8-12 1 2330 0 -1024 B H Roll marked to prevent UPSIDE DOWN erection. PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr FORCES (lb) - Max Compression/Max Tension 6- 1 -1622 0.14 C 5- 2 -3037 0.25 C TOP CHORD 1-2.0/66,2-3.0/0, 1- 5 0 0.00 C BOT CHORD 6-5.0/66,5-4.0/0, Webs 6-1.-1622/713,1-5.0/0, 5-2.-3037/1335, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.09/999-0.18/523 2-1 Horiz. 0.02 0.03 NA Max DL Deflection L/999 . -0.09 8 10 8 T.--- kerm deflection factor . 1.50 0 3-0-0 O R 2330# 8.00" 2- 0- 02330# 3.50" 6-10- 8 1. 6 5 4 L 8-10- 8 L EXCEPT AS SHOWN PLATES ARE MiTek MT20 EMarconda WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg' Systems Boxing shown on this drawing ism erection bracing, wind bracing, portal bracing or similar bracing which is a pan of Dsgnr : TLY Chk : the building design and which must he :onsidered by the building designer. Bracing shown is for lateral suppon ofmuss mernbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-91 TC Live 16.0 psf of TPI).For specific truss bracing requiremenm contact building designer.(Truss Plate Institute. TPI is located at 593 TC Dead 7.0 psf 4005MARONDAWAYD'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 32JL-3913 TOMAS PONCE P.E. LICENSE OWSOD68 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 0.4689 WO: ARLK TI: L2 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-7858 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\L2.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:M Qty:3 I DESIGN INFORMATION This design is for an individual building component and has been based w information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the wss designer by the client and the corre mess or accuracy of this information as it may ,else in a specific project and accepts ro responsibility or exercises no conmol with regard W fabrication, handling. shipment and installation of musses. This truss has been designed as an individual building component in accordance with ANSVTPI I-I"S and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked m be sure that the data shown are in agreement with the Local building coda, local climatic records for wind or snow, Loads, project specifications or special applied bads. Unless shown, titan has mot been designed for storage or oecupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing uWess otherwise specified. Where bottom chords in tension are net fully limed laterally by a properly applied rigid ceiling they should be braced at a con spacing of 10.0' o.e. Connector plan shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and m realize a continuing responsibility for sock verification. Any discrepancies arc m be put in writing before curling or fabrication. Plato shall rent be installed over Imntholes, knots or distorted grin. Members shall be an for right fitting wood to wood bearing. Conrrssm plates shall be looted on both faces of the tram with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x F long. A 6xg plate is 6' wide a 8' long. Sloe (holm) run parallel to the plate length specified. Double cuts on web members shall men at the centrnid of the webs unless otherwise shown. C._.[., plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This muss is NI m be fabricated with fire retardant created lumber unless otherwise shown. For additional information on Quality Control refer to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling. Installing and Bracing', HiB-91. T.- tie to be handled with particular art during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by other. Careful handling is essential and erection bracing is always required. Normal precautionary action Cm mosses requires socA temporary bracing during installation between masses to avoid toppling and domire d.g. The mpervision of erection of musses shall be underthe control of persons experiencedins the installation of mosses. Professional advice shall be sought if herded. Cortezmntion of convnnetion loads greater than the design Loads shall not be applied to buttes .1 any time. No Loads other than the weight of the crecmrs shall be applied to tresses until after .11 fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--880/1033,2-3.-708/833, 3-4-- 705/831,4-5--850/1034, BOT CHORD 8-7.-836/756,7-0.-840/729, 0-6-- 577/530, Webs 2- 7--182/367,7-3--390/431, 7-4-- 150/371,0-0--262/199, 4-5- 3 0-6- 6 c t I 1 656# 8. 00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15. 0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- encl L. 14.7 ft W. 14.3 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1033 0.28 A 8- 7 -836 0.42 2- 3 833 0.25 A 7- 0 -840 0.40 3- 4 831 0.25 A 0- 6 -577 0.22 4- 5 1034 0.26 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.06/999-0.12/999 7-8 Horiz. -0. 02 -0.03 NA Max DL Deflection L/999 - -0.06 Long term deflection factor - 1.50 7-4- 0 7-0-0 6.00 - 6.00 4x6 Joint Locations...--.......... 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 656 6 -802 B Pin 14- 2- 12 1 617 0 -718 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 2- 7 367 0.09 C 7- 4 371 0.09 7- 3 431 0.14 C 0- 0 -262 0.21 fl 6174 2. 50" 1. 14- 4-0 1, f-t 8 7 6 10- 14- 4-0 0-11- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 or WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING, Dwg. Macon des Systems Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of Bracing Dsgnr : TLY Chk the building design and which must be considered by the building designer. ing shown is for lateral support of wtt embers etstructureve only to reduce buckling length. Provisions must be made to anchor lateral bracing a ends and specified TC Li16.0 p 8 f locations dermined bythebuildingdesigner. Additional bracing of the overall structure may be required. (Sce HIB-91 of TPI).For specific muss bracing requiretnenu contact building designer.(Trun Plate Institute, TPI is located at 587 TC Dead 7 . Q 9 f 4005 MARONDA WAYWOnofrioDrive. Madison. Wisconsin 53719). p Sa.kford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 00050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psi Scale = 0.3313 WO: ARLK TI: M 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\M.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:N Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any r..pomibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the wss designer by the client and the coneemess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling, shipment and installation of "'saes. This u t. has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered ambium . professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records far wind or snow bads, project specificarions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously breed by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperiy applied rigid ceiling. they should be brad at a maximum spacing of I0'-0' o,c. Connector plates shall be anofacturd from 20 gauge hot dipped galvanized gal meeting ASTM A 657. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies tie to be put in writing before cutting or fabrication. Plata shall not be installed ova knotholes knots or distond grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be located on both faces of the truss with it. fully imbedded and shall be y.. about thejoin, unless otherwise shown. A 5a4 plate is 5' wide x a' long. A 6,8 plate is 6' wide x 8' long. Sluts (hold) run parallel m the plate length specified. Double cuts on web member shall men at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or cation misses. This wss is rot m be fabricated with &e rnardam rated lumber onlm otherwise shown. For additional information on Quality Comml ref. to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and action recommendations tie to be followed in accordance with'Handling. Installing and Bracing'. MB-91. Trusses an to be handled with particular am during banding and bundling, delivery and installation to avoid damage. Temporary and permamn bracing for holding tmssa in a might and plumb position and for resisting lateral forces shall be designed and installed by others. Ca-firl handling is essemial and procant bracingisalwaysrequired. Normal prutionary action for wan requires such temporary bracing during installation between crosses m avoid toppling and domincing. The supervision of erection of trusses shall be anda the mnuol of pasom experienced in the installation of tmsso. Professional advice shall be sought if nailed. Concentration of comarunion Inds grater than the design loads 'hall nil be applied to trusses at any time. No loads other than the weight of the ancient shall be applied to trusses until aner all fastening and bracing is completed. TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, CQC, V. 125mph, WDG: 2x 4 SP #2 H. 15.0 ft, I. 1.00, Exp.Cat. B. Kzt. 1.0 All COMPRESSION Chords are assumed to be Bld Type. encl L. 14.7 ft W. 14.7 ft Truss continuously braced unless noted otherwise. in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf In - Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X- Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-800/855,2-3.-1249/1349, 2- 8- 0 1 671 0 -793 B Pin 3-4.-1071/1174,4-5.-1071/1174,5-6.-1249/1349 12- 0- 0 1 671 0 -793 B H Roll 6-7.-800/855, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 16-15.-668/671,15-14.-63/66, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 14-13.-50/91,13-12.-1099/1153, 14- 13 91 0.10 B 3-12 292 0.07 C 12-11.-1099/1153,11-10.-50/91,10-9.-63/66, 13- 3 40 0.01 C 12- 4 -840 0.27 C 9-8--668/671,13-3.-15/40,11-5.-15/40, 11- 10 91 0.10 B 12- 5 292 0.07 C Webs 15-2.-325/397,15-13.-717/709, 11- 5 40 0.01 C 11- 6 403 0.13 C2-13.-355/403,3-12.-183/292,12-4.-840/834, 15- 2 397 0.10 C 11- 9 -717 0.23 C 12-5.-183/292,11-6.-355/403,11-9--717/709, 15- 13 -717 0.23 C 6- 9 397 0.10 C 6-9--325/397, 2- 13 403 0.13 C 7- 4-0 6. 00 3. 00 4x6 7- 4-0 6. 00 Joint Locations............... 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 855 0.21 A 16-15 671 0.30 2- 3 1349 0.25 A 15-14 66 0.12 3- 4 1174 0.20 A 13-12 1153 0.26 4- 5 1174 0.20 A 12-11 1153 0.26 5- 6 1349 0.25 A 10- 9 66 0.12 6- 7 855 0.21 A 9- 8 671 0.30 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.08/xxx 0.08/xxx 12 Horiz. 0.03 0.06 NA Max DL Deflection L/xxx - 0.00 Long term deflection factor . 1.50 4- 2-6 0- 6-6 671# 64.00" 671# 64.00" 1 5-4-0 L 2-0-0 L 2-0-0 L 5-4-0 L 16 15 15 12 Ill 9 8 10- 14-8-0 10- 0- IIA2 l2) EXCEPT AS SHOWN PLATES ARE (OMiTek MT20 Il Scale = 0. 3410 OF WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, DM'g: T I: N Bracing shown on this drawing ism erection bracing, wind bracing, portal bracing or similar bracing which is a pan of Ds r : TLY Chk : 8 2 6 2 0 0 5 a nondaystemsthebuildingdesignandwhichmugbeconsideredbythebuildingdesigner. Bracing shown is for lateral support of sou / / roar only to reduce buckling length. Provisions mug be made to anchor [aim] bracing at cods and specified TC Live 16 . psf Lbr DF : 1.25 locations dmanninedbythebuildingdesigner. Additional bracing of the overall gmcmrc may be required. (Sec HlR41 p of TPI). For specific tress bracing requirernenLL contact building daigner.(Tmss Plate Institute. TPI is located a, 593 TC Dead 7.0 O psfP 1 t DF : 1.25 4005 MARONDAWAYO'OmfrioDrive,Madison,Wisconsin53719). p 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 9*0050068 BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 osf v4 . 7 . 21-7869 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\N.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:N1 Qty:2 DESIGN INFORMATION This design is for an individual building component and has been bared on information provided by the client. The designs disclaims any responsibility for damages as a remit of faulty or incorrect information, spaifications and/or designs famished to the buss designer by the client and the cortamess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exorcises no conbul with regard to f bncation, handling shipment and installation of trusses. This mass has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 an be incorporated a pan ofer building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked an be sure Nat the data shown are in agreement wish the local building codes, local climatic records for wind or scow loads projat specifications or special applied loads. Unless shown, mass has our been designed for storage or occupancy loads. The design assumes compression chords (cop or hot=) are continuously braced by sheathing unless mherwise specified. Where bottom chords in remain. are cot Polly braced fra illy by a properly applied rigid ceiling they should be braced at a maximum spacing of I V-W o.c. Connector plate shall be manufactured he. 70 gauge hot dipped galvanized steel mining ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior an fabrication. the fabricator atoll review, this drawing an verify that this drawing is in conformance with the fabricames plans and to realiu a continuing responsibility for such verification. Any discreparnies are to be put in writing before caning or fabrication. Plates shall our be installed ova kmdnola. knots at distoned gain. Members shall be at for tight fatting wood an wood burin& Connector plate shall be looted on bah fain of the truss with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4• long. A 6x8 plate is 6' wide x 8' long. Stairs (holes) ram parallel to the plate length specified. Double cuts can web members shall meet at the ca mid of the webs m.less otherwise shown. Connector plate sizes are minimum sizes baud on the forces shown and may need to be increased for cauin handling and/or erection souses. This truss is our to be fabricated with fare retardant treated lumber unless otherwise drown. For additional information an Quality Conuol refer m ANSMI I-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are m be followed in sccordance with'Handling. Installing and Bracing'. HIB-91. Trusses are m be handled with particular care during banding and bundling delivery and imullation an avoid damage. Temporay and pamanent bracing frr holding basses in a straight and plumb position and fa resisting lateral forte shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Norval precautionary action for busses requires such temporary bracing during installation between trusses to avoid toppling and domiming. The supervision of action of masses shall be under the mntml of persons experienced in the installation of masses. Professional advice shall be sought if nec led. Concentration of constrtsctim loads greater than the design loads shall not be applied to truces at any time. No loads other than the weight of the sectors shall be applied an maares until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 6- 6,4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--1223/1231,2-3--1223/1231, BOT CHORD 6-0--851/824,0-5--965/1093, 5-0--965/1093,0-4--851/824, Webs 5-2--516/731,0-0--114/232, 0-0--114/232, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 731 0.23 C 0- 0 232 0.20 C 0- 0 232 0.20 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt- 1.0 Bld Typen, encl L. 14.7 ft W- 14.7 ft Trues in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 72.0" 0- 8- 0 4- 4- 0 BC 72.0- 10- 4- 0 14- 0- 0 Bracing shown is for visual purposes only. GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.27/588 0.27/588 2-1 Horiz. 0.04 0.07 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 7-4-0 7-4-0 2 6.00 -6.00 4x6 3.00 -3.00 0-8-0 4-4-0 671 # 8.00" 7-4-0 oint Location .-=------------- 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 671 0 -788 B Pin 14- 4- 0 1 671 0 -788 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1231 0.55 A 6- 0 -851 0.68 2- 3 1231 0.55 A 0- 5 1093 0.85 5- 0 1093 0.85 0- 4 -851 0.68 3 4- 4- 0 0- 8- 0 6719 8.00" 7-4-0 4-2-6 0-6-6 6 5 4 10- 14-8-0 -10- 0-I1-12) (AO- I 1- 12) COSMETIC PLATES (4)3X6 (8)2X4 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 WARNINGr Dwg: Bracing shown on this drawing ism emaion bracing wind bracing portal bracing or similar bearing which is a pan o! DS nr : TLY CllkarondesSystemsthebsildirgdesignandwtricbmuvbeconsidadbythebuildingdesigns. Bracing shown is for lateral suppon of buss g mcm= only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spaifid TC Live 16 . 0 psflocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See HIB.91 p of TPI).For specific mass bracing requirements contact building daignen(Tmu Plate Institute, TPI is located err 593 TC Dead 7 . 0 psf4005MARONDAWAYD'Omfrio Drive, Madison. Wisconsin 53719). P Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 0.3111 WO: ARLK TI: N1 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-8352 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\Nl.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:O Qty:l 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 42 composite result of multiple loads. 1) 0- 0- 0 8) 14- 0- 5 15) 9- 9-12 has been based a.infororati..provided by,heclient. The WB: 2x 4 SP 43 This truss is designed to bear on multiple 2) 3-10-11 9) 15-11- 7 16) 6- 9- 7 designer disclaims anyresponsibility for damages as a 2x 4 SP #2 3-15,9-15 supports. Interior bearing locations should 3) 6-10- 5 10) 19- 8-13 17) 5-11- 8 remit offaulty., incorrect information,specifications WDG: 2x 4 SP #2 be marked on truss. Shim or wedge if 4) 5-10-11 11) 25-11- 0 18) 3-11- 8 and/ or designs furnished to the truss, designer by the client and the corecmessoranx .yorhisinformation asit 2x 4 SP #3 0- 0,0- 0,0- 0 necessary to achieve full bearing. 5) 7-10-11 12) 25-11- 0 19) 0- 0- 0 may relate to aspecifcpreject.nd accepts no 0- 0,0- 0,0- 0'0- 0 In -Plant Quality Assurance with Cq. 1 6) 9-11- 8 13) 19- 9-12 responsibility oreaaeisesno, control with regard to All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- 7) 12- 0- 5 14) 15- 9-12 fabrication. handling. shipment and installation ofwsses. continuously braced unless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension This muss has been designed as am individual building component in accordance with ANSIrrPI 1-1995 and WndLod per ASCE 7-02, C&C, V. 125mph, 0- 1-12 1 398 -197 -483 B Pin TOP CHORD 1-2.-268/266,2-4.-205/309, NDS-97 to be incorporated as pan ofthc b.ildingdesign He 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 6-11- 0 1 1121 0 -907 B H Roll 4-3.-183/334,3-5--535/716,5-6.-450/684, by a Building Designer(registered mititect or Bld Type. enel L. 25.9 ft W. 25.9 ft Truss 25- 7- 0 1 870 0 -903 B H Roll 6-7u-435/653,7-8.-463/615,8-9.-489/596, professionalengmeer). when reviewed for approval by in END zone, TCDL. 0.0 psf, BCDL= 0.0 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE 9-10.-859/942,10-11.-1178/1084, the building designer, the design loadings shown most be checkdmbe-,thathedatashownareinagreemern Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. BOT CHORD 19-18.-106/198,18-17--106/198, with the local building codes. local climatic records for WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 1- 2 -268. 0.27 A 19-18 198 0.32 17-16.-106/197,16-15.-89/202,15-14--643/881, wind or snow bads. Project specifications or special 18- 2 128 0.03 C 21-22 465 0.31 C 2- 4 309 0.22 A 18-17 198 0.29 14-13.-841/992,13-12.-841/996, applied loads.Unless shown. wsshas mtbeen designed 15- 6 -253 0.12 C 22- 9 451 0.22 C 4- 3 334 0.34 A 17-16 197 0.39 Webs 18-2--51/128, 15-6.-253/213, for storage or occupancy loads. The design assumes 16- 3 -857 0.26 C 21- 7 89 0.02 C 3- 5 716 0.37 A 16-15 202 0.39 16-3.-857/647,3-20.-219/566,20-15.-279/683, compression chords (top or bottom) are continuously brad by sheathing unless otherwise specified. Where 3-20 566 0.20 C 22- 8 45 0.01 C 5- 6 684 0.24 A 15-14 881 0.35 17-4.-45/61,20-5.-78/157,15-21.-401/496, bottom chords in tension are rot fully brad laterally by a 20-15 683 0.22 C 14- 9 97 0.03 C 6- 7 653 0.26 A 14-13 992 0.35 21-22.-391/465,22-9.-379/451,21-7=-33/89, Property applied rigid ceiling. they should be brad at a 17- 4 61 0.02 C 14-10 -334 0.17 C 7- 8 615 0.30 A 13-12 996 0.43 22-8.-34 /45,14-9.-37/97,14-10.-334/328, maximum spaingorm-wo... Connector plates shall be 20- 5 157 0.05 C 13-10 154 0.05 C 8- 9 596 0.30 A 13-10.-44/154, manufamredfiom20gauge hot dippdgal,mizedsteel miningASTMA653. Grade 40. naless otherwise shown. 15-21 496 0.31 C 9-10 942 0.35 A GLOBAL MAX DEFLECTIONS--------- 10-11 -1178 0.34 A LL TL FABRICATION NOTES in./Ratio in./Ratio Jnt(s). Prior w fabrication, the fabricator shall review this I . Span - 0 . 0 4 / 6 3 5 - 0. 16 / 4 57 18 drawing to verify that this drawi. g is in conformance with Hor i z . 0.05 0.10 NA the fabricators plans and to realize a continuing Max DL Deflection L/588 . -0.13 resporssibiliry for such verification. Any discrepancies ere to be put in writing before cutting or fabrication.Plates 10-10- 0 16-10- 0 Long term deflection factor - 1.50 shall rot be installed over knndoles b,om.r distorted grain. Members shall be cut for tight fining wood to wood I I I I bearing. Connector plates shall be located on both fans of 1 2 4 3 5 6 7 8 9 10 11 the tress with nails fully imbedded and shall be s)m. about the j.im unless mherwia shown. A 5aa plate it 5' wide a 6.00 6.00 P long. A 6ag plain is 6' wide a g' long. Sloss(holm) run parallel to the plate length specified. Double cuts on 4 x6 web members shall meet at thecenwidofthewebsunlessotherwiseshown. Connector plate sizes are ... imam 2X4 2x4 2x4 sizes based on the forces shownandmayracedtobe3x4increasedforceruinhandlingand/orerectionstresses. 2 4 This truss is not to befabricatedwithfireretardanttreatedxlumberunlessotherwiseshown. For additional 2X4 3 x4 information on Quality Control refer to ANS1ffPi 1.1995 2 0-6-6 PRECAUTIONARY NOTES All bracing and erection recommendations are to be 8- 8-15 50 4 6x8 8-6-2 followed in in accordance with 'Handling. Insulling and4 2i i Bracing'. HI13-91. Trusses; are to be handled with 2X4 2x4 6X 12 particular one during banding and bundling, delivery and 0-6-6 installation to avoid damage. Temporary and permanent 3-0-0 20 5X6 bracing for holding trusses in a straight and plumb position and for resiaiog lateral fortes shall be designed and installed by others. Careful handling is essential and 2x4 cation bracing is always required. Normalprecautionary6x8actionformossesrequiressuchtemporary bracing during 6.00 installation between vusscs to avoid toppling and dominating. The supervision of erection of trusses shall be under the control of persons eapaiencd in the installation of trusses. Professional advice shall be sought Pal if nedd. Concentration or constrtxtion loads greater than the design loads shall not be applied to trusses at any time. 398# 3.50" 1121 # 8.00" 870# 8.00" No bads other than the weight of the erectors shall be 9-9-12 6-0-0 10- 1- 4 applied to mosses until after all fastening and bracing is 9 18 1716 15 4 13 2 completed. 0-J0,,8 25-11-0 0-1OT,8 COSMETIC PLATES (2)3X6 (4)3X4 ( 247ZX1-12) C/L:6-11- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, M a ro n der Systems Bracing alowm on his drawing is rot erection bracing, wind bracing. ponal bracing or similar bracing which is a pan of the building dnsgp and which mug be considered by the building designer. &xivg shown is for lateral support of wss membersonly to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).F. specific truss bracing req.irenrerum coouct building designer.(Tmss Plate Institute. TPI is located at 583 4005 MARONDA WAY DDnufrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE r MSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Over 3 Supports Scale =0.1550 Eng Job: WO: ARLK Dwg: TI: 0 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7. 21-7891 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobs\ARLK\ARLK\O.prx II I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:01 Qty:3 DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the client. The designer disclaims any responsibility, for damages as a result of faulty or incorrect information specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling shipment and installation of wsses. This wss has been designed as am individual building component in s,,.d ere with ANSVTPI I-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (mgiaered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be wrc that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads project specifications or spatial applied loads. Unless shown cos: has nor been designed for stunge or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a Properly applied rigid ceiling, they should be braced at a maximum spacing of I0r-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrcatios plans and to realize a continuing responsibility for web verifludon. Any discrepancies are to be put in writing before cutting w fabrication. Plato shall not be installed over knotholes, knots or distorted grain. Member shall be col for tight fining wood to wood bearing. Connector plates shall be looted on both fans of Use truss with nails rutty imbedded and stall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6ag plate is 6' wide a g' long. Slots (bolo) ran parallel to the plate length specified. Double cats on web member dull meet at the centmid of the webs unless otherwise shown. Connector plate sizes see minimum sizes based on the forces shown and may need to be increased for semi. handling and/or erection stresses. This truss is not to be fabricated with rim retardant ueated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI(TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling. Installing and Bracing', MB-91. Trusses we to be handled with particular nu during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses; in a straight and plumb position and for raiaing lateral fortes shall be designed and insulted by others. Careful handling is essential and erasion bracing is alwt0a required. Normal precautionary action for trusses; requires web temporary bracing during installation between wsses to avoid toppling and dominoing. The supervision of erection of trusses shall be ender the control of pawns e.pi-.d in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design Inds stall not be applied to tnusus at any time. No bads other than the weight of the erector shall be applied w masses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 4-10 WDG: 2x 4 SP #2 2x 4 SP #3 0- 0'0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 25.9 ft W. 25.9 ft Truss in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB.--FORCE..CSI. Cr 2-11 -855 0.25 C 9- 4 110 0.03 C 2-10 703 0.23 C 9- 5 -328 0.17 C 10- 3 225 0.08 C 5- 8 155 0.05 C 10- 4 -401 0.27 C 8- 8-15 0-6-6 T f 3-0-0 ul 6.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 416 -140 -354 B Pin 6-11- 0 1 1106 0 -600 B H Roll 25- 7- 0 1 869 0 -635 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -305 0.31 A 12-11 229 0.37 2- 3 -489 0.34 A 11-10 209 0.36 3- 4 -500 0.35 A 10- 9 883 0.34 4- 5 -858 0.34 A 9- 8 988 0.34 5- 6 -1173 0.26 A 8- 7 991 0.43 2 3 4 4x6 A A 416# 3.50" 1106# 8.00" 9-9-12 6-0-0 2 COSMETIC PLATES (2 ) 3X6-0(1111W (4) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 0 0 15-11- 8 6.00 N. WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECPING CONTRACTOR. BRACING WARNING. Ma ro n des Systems B acing shown on this drawing is rat erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral suppon of wss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce 11I8-91 ofTPl).For apecific truss bracing requirements, contact building designer.(Truss Plate Institute. TPI is located at 593 4005 MARONDA WAY D•Onofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050069 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations -------..---. 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--305/224,2-3--489/461, 3-4--500/416,4-5--858/641,5-6--1173/743, BOT CHORD 12-11.-104/229,11-10.-168/209, 10-9--447/883,9-8--582/988,8-7--583/991, Webs 2-11.-855/507,2-10.-206/703, 10-3--168/225,10-4.-401/331,9-4--44/110, 9-5--328/220,5-8.-43/155, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.07/628-0.14/531 9-10 Horiz. 0.03 0.06 NA Max DL Deflection L/999 - -0.07 Long term deflection factor . 1.50 5 6 Piq 869# 8.00" 12) Over 3 Supports SCale = 0.2080 Eng Job: WO: ARLK Dwg: TI: 01 Dsgnr-TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-8353 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\01.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:02 Qty:l I DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may ,date to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling, shipment and insullation of trusses. This mass has beat designed as . individual building component in accordance with ANSMI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engines). What reviewed for approval by the building designer, the design loadings shown muss be hacked to be core than the data shown see in agreement with the local building codes, local climatic records fro wind or snow, loads. project specifmcaliom or special applied loads. Unless shown, wss has not been designed for storage or occopancy loads. The design assumes compression chords (top or bouom) are continuously bracts by sheathing unless otherwise specified. Where bounm chords in tension are not Polly braced lalaally by a properly applied rigid ceiling they should be braced at a maximum spacing of Id-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 655, Grade 40, unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall review this drawing to verify that this drawing is in eonimmance with the fdaricaors plans and to realize a continuing responsibility for such verification. Any discrepancies sec in be put in writing before cutting or fabrication. Plates shall not be installed ova knotholm know or distorted grain. Member shall be matt for tight fitting wood to wood bearing. Connector plates shall be looted on both faro of the truss with uuils fully imbedded and shall be sym. atom the joint nnlas otherwise shown. A 5.4 plate is 5' wide a 4' long. A 6xg plate is 6' wide x g' long. Slots (holes) tan parallel w the plate length specified. Double cuts an web m®bars shall may at the cenuoid of the webs unlm otherwise shown. Connector plate sizes are minimum sizes based on the fortes showy and may need to be increased for cataio handling and/or section memos. This truss is not to be fabricated with ( retardant treated lumbar unless otherwise shown. For additional information on Quality Consul refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES NI bracing and =action recommendations are to be followed in accordarace with 'Handling. htstalhing and Bracing , HIB-91. Trusses are to be handled with putiadu care during banding and bundling, delivery and installation to avoid damage. Temporary and panda cc t bracing for holding musses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others CarePol handling is essential and erceion bracing is always required. Normal precautionary action for masses requires such temporary, bracing during installation between masses in avoid toppling and domiming. The supervision of section of trusses shall be ands the wool of pawns experienced in the instillation of masses. professional advice shall be sought if heeded. Corcentntion of construction loads great= than the design Inds shall met be applied to trusses at any time. No bads other than the weight of the sectors shall be applied to masses until after all fastening and bracing is completed. TC: 2x 4 SP 92 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-10 WOO: 2x 4 SP #2 2x 4 SP #3 0- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 6- 9-12 1 1543 -135 -1238 B Pin 25- 7- 0 1 908 0 -517 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 -1179 0.34 C 9- 4 142 0.05 C 2-10 832 0.27 C 9- 5 -342 0.17 C 10- 3 302 0.09 C 5- 8 164 0.05 C 10- 4 -493 0.34 C 0-6-6 8- 8-15 4 3-0-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CSC, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L. 25.9 ft W. 25.9 ft Truss in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 72.0" 7- 1- 0 15- 9-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 563 0.47 A 12-11 465 0.42 2- 3 -612 0.39 A 11-10 639 0.69 3- 4 -643 0.26 A 10- 9 965 0.37 4- 5 -938 0.27 A 9- 8 1056 0.33 5- 6 -1250 0.22 A 8- 7 1059 0.43 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). L.Cant. 0.10/xxx 0.10/xxx 1 I.Span-0.05/999-0.15/999 9-10 Horiz. -0.02 -0.04 NA Max DL Deflection L/999 - -0.10 Long term deflection factor - 1.50 Joint Locations............... 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-446/563,2-3--612/167, 3-4.-643/195,4-5.-938/398,5-6--1250/517, BOT CHORD 12-11.-428/465,11-10--477/639, 10-9.-204/965,9-8.-384/1056,8-7--385/1059, Webs 2-11.-1179/892,2-10--516/832, 10-3--159/302,10-4--493/477,9-4--107/142, 9-5--342/247,5-8--43/164, 9-11- 8 15-11- 8 I 1 I 1 2 3 4 5 6 6.00 4x6 6.00 00 8 LX4 8-6-2 0- 6- 6 Pi R 1543# 3.50" 908# 8.001, 9- 9-12 6-0-0 10- 1-4 CANT: 6- 8- 0 0 1 ,s 11 0 25-11-0 0- 0 8 COSMETIC PLATES (2)3X6 (8)2X4 (R -0-14) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg: Ma eon der Systems Bracing shown on this dewing is ,rot crtai,m bracing, wind bracing, portal bracing orsimilar bracing witich its patter ed BracingDsgnr : TLY ctlx thebuildingdesignandwhichmumbecansidebythebuildingdesigner. shown is for lateral support of top member only in reduce buckling length. provisions mum be made to anchor lateral bracing at ends and specified TC Live 16 . Q 8 f bead--- determinedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See HTB.91 I7 of TPI). For specific cop bracing requrements....ta= building designa.(Tup Plate htmitott TPI is located m 5g5 TC Dead 7 . 0 psf 4005 MARONDAWAYDOmfrioDrive. Madiwn. Wisconsin$3719). p Sanford, FL. 32771 BC Live 10.0 psf 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OMSOD68 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf SC21C = 0. 1509 WO: ARLK TI: 02 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-7897 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\02.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:Q Qty:l 1 DESIGN INFORMATION This design is for an individual building component and has ban based on information prmided by the client. The design. disclaims any responsibility for damages as a result of faulty or incorrect information, specifications andla designs furnished to the "n designer by the client and the correerness or accuracy of this information as it may relate to a specific project and accepts no responsibility or acreis s ne control with regard to fabrication, handling shipment and installation of musxs. This "a has been designed as an individual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (regissaed architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be core that the data shown are in agreement with the local building coda local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bosom) are continuously braced by sheathing unless otherwise specified. Where batom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of IO-0' o.c. Connector plates shall be maoofactm ed from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabricating the fabricate shall review this drawing to verify shut this drawing is in conformance with the fabricame. plans and o realim a continuing responsibility fa such verification. Any discrepancies sec to be put in writing before tuning or fabrication. Plato shall ner be installed ova kmotholea, knout or distorted grain. Members shall be cut for tight filling snood to wood baring, Connector plates shall be located on bah faro of the truss with nails fully imbedded and shall be sym. about thejaint unless otherwise shown. A 5a4 plate is 5' wide a a' long. A 6.9 plate is 6' wide a 8' long. Slots (holes) mo parallel in the plate length specified. Double cuts on web mambas shall mere at the cenuoid of the webs onlos otherwise slowsotherwise Connector plate size are minimum sizes baud on the toshownandmayneed be increased fro cenain handling and/or erection stresw. This wet is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refs to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'HwWlin& Installing and Bracing% HIB-91. Trusses are to be handled with particular rase during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting latent forces shall be daigned and installed by others. Careful handling is essential and acation bracing is alwa)s required. Normal precautionary action for mosses requires such temporary tinting during ins illation between cosies to amid toppling and domineing. The supervision of erection of vusw shall be under the conmil of persons experienced in the installation of comes. Professional advice shall be sought if needed. Coneenntion of construction loads greater than the design loads shall not be applied to musses at any time. No loads other than the weight of the orators shall be applied to now until sift. all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 13.0 ft W. 13.0 ft Trues in END zone, TCDL- 0.0 pef, BCDL- 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 746 0.35 A 7- 6 -696 0.49 2- 3 -484 0.32 A 6- 5 121 0.39 3- 4 522 0.21 A I I 597# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 597 256 -675 B Pin 12-10-12 1 562 0 -580 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 477 0.13 C 6- 4 -599 0.44 C 3- 6 208 0.06 C 5- 4 571 0.54 C Joint Locations------- ------ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-718/746,2-3--484/479, 3-4.-388/522, BOT CHORD 7-6--696/617,6-5--93/121, Webs 2-6--262/477,3-6--58/208, 6-4--599/581,5-4--523/571, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.13/999-0.25/579 6-7 Horiz. 0.01 0.02 NA Max DL Deflection L/999 - -0.12 Long term deflection factor - 1.50 8-8-0 1, 4-4-0 6.00 4-10- 6 562# 2.50" 13-0-0 T 7 6 5 10-8 13-0-0 0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: WE=LL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg' Maronda Systems Bracing shown on this drawing is era enaction bracing, wind bracing. portal bracing or similar bracing which is a pan of Dsgnr : TLY Chkthebuildingdesignandwhichnunbeconsideredbythebuildingdeign.. Bracing swnhois for lateral .peon of ass members only toreduce buckling length. Provisions mum be made toanchor lateral bracing at ads and specified TC Live 16. 0 f locations determined bythebuildingdesigner. Additional bracing of the overall oum- c may be required. (See HIB.91 p s 4005 MARONDA WAY of TPI).For specific cou bracing requirements contact building designer.(Truas Plate Institute. TPI is located at 583 D'Onoftio Drive. Madison. Wisconsin 337191. TC Dead 7 . 0 p s £ Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMak.4 PONCE P.E. LICENSE 00050069 BC Dead 10.0 ps£ 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 Ds£ Scale = 0.3817 WO: ARLK TI: Q 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21- 7916 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\Q.prx Job: ARLINGTON K Customer:10r UPLIFT D.L. WO:ARLK TI:R Qty:2 DESIGN INFORMATION This design if for a individual building component aid has been based on infomation provided by the dim. The designer disclaims my responsibility for damages a a result of faulty or incorrect ioformatim specifications amor designs dnrnished m the truss designer by the client and the correctness or accuracy of this innnemauon as it may ttlue to a specific project and accepts on responsibility or exercises no control with regard to fabrication, handling shipment and installation of uv This truce has been designed u an individual building compoomf in accordance with ANSVfPi 1.1995 and NDS-97 to be incaporad as put of the building design by a Building Dmguer (reginaed architect or professional mgroml When reviewed err approval by the building designer, the design loadings show most be a .bted m be - that the data shown atagreement einagreemewith the local building codes local climatic records for wind or mow bads. project specific":cum a special applied bads. Unless shown. truss has not been designed fors amp or occupancy, bads. The desige assumes compression chords (sup m bottom) are continuously bread by sheathing udess otherwise specified. Where broom chords in tesninn ate not rally braced laterally by a properly applied rigid calling th y sbould be braced u a maaimnm spacing of lo-0' o.c Coamect plum shallbe mamficturod floes 20 gorge hot dipped gdvmiud ned mewing ASTM A 653. Grade 40. unless otherwise shows FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing to verily the this drawing is in onnfotmmce with the fabricames plms and to realize a continuing responsibility for such verification. Any discrepancies are to be pot in writing before cutting or fabrication. Rocs shall out be installed ova knotholes bons or diuoned grain. Menders shall be em for tight noing wood to wood beartng Connecw plate dhali be looted on both faces of the truss with rails fully imbedded and shall be sym. about the joim mless otherwise show. A 5s4 pine is 5- wide a 4' long A bag plate is 6' wide a g' long Sbu (boles) run parslld m the plate Iaigth specified. Doable cuts ce web member mall meet to the ccmmid of the webs unless otherwise mown Connector plate sizes are minimum sizes based on the fortes mow and may need to be ineresttd for certain handling andror auction messy This truss is oot m be fabricated with fire raudm treated lumber mless otherwise mow. For additional information on Quality Control refa to ANSVfPi 1.1995 PRECAUTIONARY NOTES All bracing and erection rucuumn-Aatioru ate to be foibwed in accordance with -Handling tnnalling and Bracing% K( B-91. Trusses are m be hurdled with particular cam during banding and bundling delivery and installation m avoid dmage. T®poesy and permanem bracing for holding tressm in a straight and plumb position and for red -in; lateral forces shall W dmgaad and installed by others CaueM1t handling is coential and erection bracing is always required. Norval precautionary action for masses repoues such temporary bracing during imlallatim between trusses to avoid toppling and dominobng. The supervision of section of masses shall be under the cootml of persuns experienced in the installation of boats Professional advice shall be sought Vended. concentration of construction bads greater Non the design bads dull not be applied to cusses at airy time No bads other thin the weight of des erectors shall be applied to ensues until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, CBC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 5.2 ft W. 5.2 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 65 0.36 C 4- 0 -281 0.35 0- 3 - 25 0.42 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 13 1 366 171 -505 B Pin 5- 1- 12 1 279 0 -360 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-65/32, BOT CHORD 4-0.-281/183,0-3.-25/24, Webs 3- 2.-128/261,0-0.-181/266, GLOBAL MAX DEFLECTIONS --------- ea- TL in./ Ratio in./Ratio Jnt(s). I.Span 0.08/625 0.08/625 2-1 Horiz. -0. 03 -0.05 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 5-3- 0 2 3. 33 ! 51 # i 17# 2x4 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 TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -51 3- 7- 4 BC Vert L+D -15 1- 4- 4 BC Vert L+D -36 3- 7- 4 WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 3- 2 261 0.09 C 0- 0 266 0.38 Attach with ( 4) 16d Toe - Nails 1-4- 6 1t 0- 7- 2 Attach with (2) 1 16d Toe -Nails 1-0- 0 M 3664 9. 56" 279# 2.50" 5-3- 0 11, 4 3 1-7- 9 5-3-0 RI-8- 5) 15# 36# H%CSPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RRAD ALL ROTRS ON THIS SHZET. A COPY OF THIS DRAWING TO BR GIVEN TO RRiCTIN(i CONTRACTOR. BRACING IfARHIHOr LMaronda SystemsBracingshowonthatdrawing ° not auction hadn't wind brxing penal !rang or own is bracing which is • pan of Iho hoildingdedgusadwhchmotsbeconsideredbythehoildiogdesigner. Bracing mow is Cor lateral support of cuss members only to reduce buckling length. Provisions mho be made to anchor lateral bracing as aids and specified j loc., determined by the building designs. Additional bracing of the overall stttcmre may be required. (Son Hia-91 fTPl4005 MARONDA WAYoM000ftDriveerfMamaWeer337l contact building desiprer.(Truss plan hmimtr. TPt is located nsgl Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 010050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 4549 Bng Job: WO: ARLK DWg: TI: R Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.21-8257 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\R.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:R1 Qty:2 DESIGN INFORMATION This design is for m individual building eompomat and has been based on information provided by the diem. The dmgna disclaims soy respotmltility for damages as a result or rally ec incorreea information, specifications anWor designs hsoishad to the trva designer by the client and the correcusen or accuracy of this informstion u it may relate to a specific project and crept: on responsibility or -ises on control with regard to fabrication, ha ling shipment and installation of"o ss. This truss bu been designed as a individual building component in accordance with ANSVfPI 1-1995 snd NDS-97 to be incorporated u pm or We building design by Building Designer (registered architect or professional mginacr} When reviewed for approval by the building designer. the design loadings showo must be checked m be sure that the data show are in agreement aim the bead bonTd-mg coda. local climatic records for wind or mow bads, project specifications or special applied bade. L don shown, ova has one been designed for storage or occvpaocy bads. The design assumes compression chonds (sup or bosom) are continuously braced by sheathing unless otherwise specified. Where bouam chords in tension are, not fully braced laterally by a poprty applied rigid ceiling they should be braced at a maxim® spacing of 10'O' o.c Comector plates shall be manufactured from 20 gage but dipped galvanized sted meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator dull review this drawing m Ycrifj'the this drawing is in confmnr c. with the fabricator's plans and to realiae a continuing responsibility for such verification. Any discrepancies are m be pm in writing before cooing or fabrication. Plata dull not be installed over ktetboles, knots or dissected grain. Members shall be cart fro tight fitting wood to wood bearing. Commix plates shill be bated m bah races of the wu with nails wry itubed I and awl be syma about the joint unlm otherwise law. A 50 plate is S' wide x 4' long A Gas plate is 6' wide x k' Img Sbu (bole,) ran parallel to the plate length specified. Doable cuts on web members "I meet at the cmemid of the webs unlon otherwise dew. Corrector pine sisn an minimum it. based on the foreo above and may need to be iacreued for certain handling anNor erection aft9es. This truss is nil to be fabricated with for retardant treated 1®ber unless otherwise dews For additional information on Quality Control refer to ANSVfPi 1.1995 PRECAUTIONARY NOTES All bracing and erection recut -a didom are to be followed in accordance with 'Handling (mulling and Brxin` . MB-91. Trusses are to be handled with paniodar are during banding and bundling ddivery and installation to avoid damage. Temporary and perma tm bracing for bolding trusses in a straight and plumb position and for rmsting Iataal fonco dull be designed and imWled by othera. Careful Dandling is essential and erection bracing is always requites Normal lortocautsonary scrim fur trans regdres such temporary bracng during mttaftim between trusses to avoid toppling and domion(ng The mpavison of erection or want swd be under the control of persons experienced in the i-anatim of trusses. Professional advice awl be magm if omded Concentration of omstr ctim tads grow than the design loads awl am be applied to trusses at any time. No bads other dun the weight of the erectors shall be applied to trusses ,mil after all fastening and bracing is completed. TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 Shim or wedge if necessary to achieve full 2x 4 SP #2 4- 4 bearing. All COMPRESSION Chords are assumed to be In -Plant Quality Assurance with Cq. 1 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- RightEnd vertical designed for wind. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C&C, V. 125mph, 0- 4-13 1 359 172 -509 B Pin H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt• 1.0 5- 1-12 1 236 0 -362 B H Roll Bld Type. encl L. 5.2 ft W. 5.2 ft Trues PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2.-63/25, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr BOT CHORD 4-0.-265/171,0-3.-23/21, 3- 2 254 0.09 C 0- 0 248 0.39 CWebs 3-2.-101/254,0-0.-166/248, 2-2-8 0-6-1 1, t'3Y 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 TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -41 2- 0- 5 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -63 0.34 C 4- 0 -265 0.34 0- 3 -23 0.46 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/285 0.08/609 1 Horiz. -0.03 -0.05 NA Max DL Deflection L/380 . 0.00 Long term deflection factor . 1.50 5-3-0 1 2 3.33 1.68 0 M 359# 9.56" 2364 2.50" 5-3-0 4 3 1-7-9 415-3-0 RI-8-5) 41 # EXCEPT AS SHOWN PLATES ARE MiTek MT20 0-7-8 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY 01 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. rwg: Md ron da Sys t ems Bracing shown m thus drawing is no eatim Drsdng wind badng portal bracing a similar bracing which is a pan of Dsgnr:TLY Chk the building design and which most be considered by the building designer. Bracing now is for lateral suppon ortma members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ads and specified TC Live 16 . 0 a fbcalioosdeterminedbythebuildingdesigner. Additional bracing of the overall mocture may be required. (See NIB.91 p of TPF).For specifictroa bracing requinaamu. camxt building desiV=.(Tmn Tate Institute. TPI is located m 393 TC Dead 7.0 ps f4005MARONDAWAY of Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 pef 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE aWSOOGs BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 sf Attach with (4) 16d Toe -Nails Attach with (2) 16d Toe -Nails Scale = 0.5793 WO: ARLR TI: R1 8/26/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\THE-LOX\Work\Jobs\ARLX\ARLX\Rl.prx I-- I ' Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:S1 Qty:2 DESIGN INFORMATION This design is for an individual building component and her been bad on information provided by the client, The designer disclaims any responsibility for damages as remit of fealty or incorrect information specifications and/or designs Pomishd to Elie truss designer by the client and the correctness w accuracy orthis information a it may relate W speeifk project and accepts no responsibility or exercises co conwl with regard to fabrication handling. shipment and installation of prunes. This truss has been designed a an individual building camponant in accord- with ANS VTPI 1.1995 and NDS-97 to be incorporated a put of the building design by a Building Designer (registered architect or profiessimal slit cer) When reviewed run approval by the building designer. the design loadiap show mug be checked to be sun that the data shown are in agreement with the local building coda, local climatic records fro wind ar stow bads. project specifications or specie applied bads. (hdess mown tress has out been designed for storage or occupancy bads. The design assume comm re . chords (top or bottom) are continuously braced by sheathing uWess otherwise specified Where batmen chords in, are not ftdly braced laterally by property applied rigid ceiling, they should be braced a a maximum spacing or Itro o.c. Connector pales ehali be mamractored firm 20 page bat dipped galvanized steel moving ASTM A 653, Grade W rules otherwise show. FABRICATION NOTES Prior to fabrcation Ups fabricator shall review this drawing to veriy that this drawing is in conformance with the Dbricames plans and to rolize a continuing responsibility for inch verification. My dsc T is are to be pat in writing before coning or fabrication Plato shall ore be installed over knothole, knits or distorted grin. Members shall be Cm for tight furdry wood to wood bearing. Comaccl planes shall be located on both faro of the buss with nails wry imbedded and shill be aym. abost the joint unless otherwise shown. A 50 plate is V wide a 4• bug. A US plate is 6• wide a g' king. Slots (boles) rum parallel W the Plane length specific& Dooble cats on web members shall med a the cermnid of the webs unless otherwise show. r:.,,,,..,.,, plate sizes axe minimum dies based on the forces show and may mad to be increased for certain handling and/or erection presses. This truss is ore to be fabricated with rue retardant treated timber unless otherwise show. For additional information on Quality Control refer to ANSVPPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recammccdationa are to be followd in accordance with'Hadling, Instilling and Bracing', HIB-91. Trusses are to be handled with particular case during battling and bundling, delivery and mpallatim to avoid damage. Temporary and pnmanaa bracing for holding trusses in a straight and plumb position and ror redwing lateral (ones shall be designed and installed by others. CaePol handling is essential and cration bearing is always required. Normal precautionary Kim for trusses rgau es such temporary bracing during inw-It, oo between mun a to avoid toppling and dominoing. The supervision of erection of canna dial be under the control of persons experienced in the iawallatim of trusses. Prof srioaal advice mall be sought tf needed Cor4cwm oo of mmmrian i=b Vcatu than the design bads shall not be applied to wan at any time. No bads oiler than the weight of the crecton mall be applied to unsso until after all fattening and bracing is completed TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Truss must be marked to prevent UPSIDE DOWN erection. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 10- 1 113 0.20 C 7- 4 178 0.41 9- 2 216 0.41 C 6- 5 -6 0.17 8- 3 235 0.41 C 3-0-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 6.7 ft W. 6.7 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-63/86,2-3.-63/86,3-4.-63/86, 4-5.-63/86, BOT CHORD 10-9.0/0,9-8.0/0,8-7.0/0,7-6.0/0, Cr Webs 10-1.-43/113,9-2.-87/216, C 8-3.-98/235,7-4.-67/178,6-5.-6/2, C-------- G_LOBAL•MAX%DEPLECTIONS--------- LL ITL in./Ratio in./Ratio Jnt(e). I.Span 0.00/999 0.00/999 4-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 6-8-0 4 5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Joint Locations ............... 1) 0- 0- 0 5) 6- 8- 0 9) 2- 0- 0 2) 2- 0- 0 6) 6- 8- 0 10) 0- 0- 0 3) 4- 0- 0 7) 6- 0- 0 4) 6- 0- 0 8) 4- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 79 . 86 -121 B Pin 6- 4- 0 1 124 0 -190 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 86 0.06 A 10- 9 0 0.02 2- 3 86 0.07 A 9- 8 0 0.03 3- 4 86 0.07 A 8- 7 0 0.03 4- 5 86 0.04 A 7- 6 0 0.02 3-0-0 11 a e I 1 124N ; 11 1 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY 01 THIS DRAWING TO BE GIVEN TO HRYCTZNG CONTRACTOR. BRACING WARNINGr Ma ro n d a Systems Bracing shown on this drawing is not auction bradn& wind bracing, portal bracing or similar bracing which is put of Elie b,ildimg design and which most be considered by the building designer. Bracing show is for lateral support or ova members only to reduce building length. Rovidma most be made to anchor lateral bracing it rods and specified Locations determined by the building designer. Additional bracing of the overall structure may be repired. (See HIR-91 of TPO.Fw specific row bracing requiramenLL contact building daiper.(Truss Plate lostimte TPI is located at 593 4005 MARONDA WAY DIO-Mc, Rive. Madison W wwsim 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.3949 Eng Job: WO: ARLR Dwg: TI: S1 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\ARLR\ARLX\Sl.prx I I I Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:T Qty:l DESIGN INFORMATION This design is far an individual building eompomtt and his been fraud nn information provided by the dims. The designee diuuims any responsibility for der.ges as a result of ratty or incorrect information. specifications and/or deign famished to the ova designer by the driers and the correctness or accuracy of this information as it may relate to a specific poject and accepts on responsibility or auaeisca no control with regard to fabrication. handling, shipment and installation of wee This tan ban bens designed as an individual building compooanl in --ad- with ANSVfFl 1-2002 and NDS-02 to be incorporated as put of the building design by a Building Design. (registered architect or profmiooal mgmccrj Who revicwd for approval by the building designer. the design loadings show must be dmckd to be sera tM the dau shown are in agreement with the local building coda, local climatic records for wind or strove bads, project specifications or special applied loads. Unless drown, tea has era beets designed for storage or occupancy loads. The dingo assumes enit op chat& (top or bran.) am comimmusly braced by sheathing mless otherwise specified Where batons chords in t®an are not Polly braced laterally by , properly applied rigid ceiling, they should be braced as maxie sm spacing of i a4r a.c Connector plates shall be mamfacmrd fauns 20 page ban dipped galvanised aed mining ASTM A 653. Grade 40. unless oth.wi c sbowa FABRICATION NOTES Prior to fa6rxatimt the fabricam shall review this drawing to verily that this thawing is in conlMmance with the fabricames plans and m malice a continuing We bility for inch v.irn doe Aby disacpaocin ate to be pa in writing bcfm sorting or fabrication. Plates mall not be ima0d over imothulea mms or disported grain. Members shall be cud for tight Being wood to wood bearing. Connector planes shall be located on both fans of the toss with nails wry Imbedded and shall be sysn about the joint unless otherwise mows. A 50 plate is 5' wide a 4' keg. A 6.8 plate is 6' wide a 1' keg. Slo. (boles) rm paralhcl to the pure length specified. Doable can on web members shall meet at the cmwid of the wins anlm otherwise showa. Connector plate sim arc minimum sizes bud on the fortes shown ad may need to be increased fa c.um bundling anchor erection some es. This am is not to be fabrieatd with fire murdam treated lumber antra otherwise shown. For additional information an Quality Control rsf. to ANSVrFl 1.2002 PRECAUTIONARY NOTES An bracing and ercctiao recommendations are to be folktrd in accordance with "Handling, bmalling ad Bracing'. H1B-91. Tresses am to be handled with particular care during handing ad budlm& dctivery ad installation to avoid damage. T®ponry and permamnt tracing for holding auao in a saaigbt and plumb position aid Cor rtsuing laurel forces s6+11 ha desigtxd ad installed by minas. C-thl banning is -1 al and a¢skn bracing is ahrays metudred. Normal pro aulknsry actin for bears rerluiro such temporary, bncuy during installation betwem wastes to avoid toppling and dontinop The mp.visiw of erection of basesmall be under the control or perm. experiment in the installation of truaa_ Profmimal advice shall be sought if herded. Cott matron of consuatNm to& greater than the design kids dell not be aW to trvssn at any lime No bads other then the weight of the met= dull be applied to ausaes omit after dl fastening and bracing is TC: 2ac 4 SP 02 BC. 2x 4 SP #2 WBr 2x 4 SP #3 GBLt 2x 4 SP 03 2x 4 SP #2 0- 0,0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CRC, V. 125mph, H. 15. 0 ft, I- 1.00, Exp.Cat. B, Kit- 1.0 Bld Type. encl L- 19.3 ft W. 19.3 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 255 0.09 A 1-21 -2 0.02 2- 3 198 0.08 A 21-20 0 0.03 3- 4 142 0.07 A 20-19 0 0.03 4- 5 95 0.09 A 19-18 0 0.03 5- 6 132 0.15 A 18-17 0 0.03 6- 7 132 0.13 A 17-16 0 0.03 7- 8 - 95 0.10 A 16-IS 0 0.03 8- 9 - 142 0.07 A 15-14 0 0.03 9-10 - 181 0.07 A 14-13 0 0.03 10-11 - 255 0.06 A 13-11 -2 0.02 5-7- 3 0- 6- 6 EXCEPT AS SHOWN PLATES ARE Mi Marconda Systems R 0 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. 13CENSE OMS0068 367 Medsmon IL Ciwksais, FL 32766 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 6-17 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 109 -222 -126 B Pin 19- 0- 0 1 126 -222 -117 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..F0R17E.. CGI.'Cr .WEB. ..FORCE..CSI. Cr 21- 2 160 0.06 C 16- 7 179 0.71 C 20- 3 112 0.18 C 15- 8 119 0.40 C 19- 4 119 0.40 C 14- 9 112 0.18 C 18- 5 179 0.71 C 13-10 160 0.06 C 17- 6 - 82 0.37 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0-00/919 7-6 Horiz. 0. 00 0.01 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 9-8- 0 t, 9-8-0 6.00 6.00 4x6 Joint Locations ............... 1)0- 0- 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--109/255,2-3--43/198, 3-4-- 40/142,4-5--38/95,5-6--37/132, 6-7-- 48/132,7-8.-95/55,8-9.-142/4, 9-10-- 181/17,10-11--255/33, BOT CHORD 1-21--2/0,21-20-0/0,20-19-0/0, 19-18- 0/0,18-17-0/0,17-16.0/0,16-15.0/0, 15-14. 0/0,14-13-0/0,13-11--2/0, Webs 21- 2.-86/160,20-3--91/112, 19-4-- 91/119,18-5--93/179,17-6--82/48, 16-7-- 93/179,15-8--91/119,14-9.-91/112, 13-10.- 86/160, 5 4- 6 0- 6- 6 7,1x= xP_x:A'K::: :w: I I' • 11 1 Lr7 1 I 11 1 12) WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Bracing shwas on this dewing is not erection bra in& wind bracing portal bracing or similar bracing which is a pan of the building design and which man be considered by the building designer. Bracing dawn is fm lat.d appon of war DsgI3r : TLY Chk : ember only m reduce buckling length. Provisionsmast be made to anchor lateral bracing a cods and specified locations dacrmined by the building designer. Additional bating of the merall s ructura may be rmaved. (See HIB-91 TC Live 16.0 p s f of TFl1Fm apecifc ova bracing rcgoi-ems. contact building deugar.fraa Plae Instirm. TPI is In ..d at $93 DTlmfiio Drive, Madi- Wisconsin 53719). TC Dead 7.0 ps f BC Live 10. 0 psf BC Dead 10. 0 psf Scale = 0.2014 WO: ARLR TI: T 9/ 22/2005 Lbr DF: 1. 25 Plt OF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21- 8430 uesign: Matrix Anaiysls Profile Path: C:\TEE-LOX\Work\Jobe\ARLR\ARLR\P.prx I I 1 Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:T1 Qty:2 1 DESIGN INFORMATION This design is for as individual building component ad has been based on infmn:ation presided by the diem. The designee disclaims any msport.ibility for damage v. rou4 of Carry or incorrect informatomspecificniom s ullor design 6uoished to the bun designer by the client and the correctouv or accuracy of this information as it may relate to a specific project and accepu no eery- 61 iliry or ceemiva no control with regard to fabrication, handling, ahipmm and installation of u.ao_ This um has been designed a en individual building a mptment in accordance with ANSVfPI 1.2002 and NDS- 02 to be incorporated a pan of the building design by a Building Designer (registered architect or prefessional tmgineer). Wben reviewed far approval by the building designer. the design loadings shown mast be hocked nwo are tobecorethatthedatastinagr-m with the local building codes, local climatic records for wind a mow loaf, project specifications or special applied loads. Unless mows tress bass ram been doigred Cm range or ocopaxy loads. The design assumes compression -hods ( top or bottom) are-timoasly bncd by sh athing unless otherwise specified. Where bottom cI I in tension are out fully braced t.twly by a properly applied rigid ceiling, they should be brae. .I . maximum spaciag of 101-W o.e Cormoctorplate shall be manufactured from 20 garage but dipped g.1-ai d peel meeting ASTM A 653. Grade 40. unless mhowisc mown. FABRICATION NOTES Prior to Mricatiaq the f1d ricamr mall renew this drawing to verity tint this drawing is in eoalmonaecu with the fabricators plans and to swig a comi®ing opom ltibty rot such veri6wion Any discrepancies era to be pat in writing before coning or fabrication. Plato mall has be installed over knutbems, knots or dunned Vain. Members "I be m nor tight fitting wed to wood beating. Connector plum mall be looted can both fl m o1 the tray with nail: wry Imbedded .M st dl be sym. about the joint unlev otherwise mown A 50 plate is F wide x 4• lung. A 6.8 plane is 6• wide . g• long. Slot. (boles) rot parad to the plate length specified. Doable cats un web members mall ram at the mmid of the webs unless otherwise show. Coantrxmr plate tines m minimum sizes baud on the forces mow as may need to be ioQeasand fin crum hamming and/or aeetioo sUcvcs This rams is not to be Ikbricaud with fate raadaat treated lumber unlm otherwise maw. Fin additional information an Quality Crawl refer to ANS VfPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with •Handling, Irenalling and Bncinr. HIB-91. Trusses are, to be handled with particular are dental; banding and bundling. ddivery and iwaBuioo to amid damage. Temporary and permanent hoeing (or bolding nano in a straight and plumb position and (or resisting lateral finees shill be designed ad installed by odsem Careful banning is es .1 and erecs cos bndng Is always rumored. Normal prom. ly action fin moves requires such temporary bracing during installation berwctm troves to amid toppling and dominoing. The mpervisiun of erection of tru230 mall be under the control of persons experienced in the rmullatioo of Uenes. Professional advice shall be sought tr needed. Conccmrstlon of aonunction loan grow than the design loads shall nos be applied to trunes.1 any time. No oaf other than the weight of the erectors small be applied to trusses mail alto all fastaiag and bracing is completed. TCi 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG, 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-1159/1196,2-3.-954/982, 3-4.-954/ 982,4-5.-1159/1196, HOT CHORD 8- 7.-958/995,7-6.-958/995, Webs 2-7.- 211/384,7-3.-434/585, 7-4.-211/ 384, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(e). I.Span-0. 13/999-0-26/826 6-7 Horiz. -0.03 - 0.05 NA Max DL Deflection L/999 . -0.13 Long term deflection factor . 1.50 5-7-3 0-6-6 1 1 872N 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. Wnd[.od per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 19.3 ft W. 19.3 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1196 0.34 A 8- 7 995 0.71 2- 3 982 0.35 A 7- 6 995 0.71 3- 4 982 0.35 A 4- 5 1196 0.34 A 9-8-0 1 9- 6.00 -6, 00 4x6 60 Joint Locations ............... 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 872 .0 -935 B Pin 19- 0- 0 1 872 0 -935 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 384 0.12 C 7- 4 384 0.12 7- 3 585 0.20 C I 1 872# 8.00" 19-4-0 8 7 6 10- 19-4- 0 -10- 0-1142) o- 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 BRBC[INO CONTRACTOR. BRACING IinRNIndb Ma eon desSystemsBracingIowaonthisdrawingisstenactionnddng, wad bracing is a pan of s pool batingoravobuildingtheOaildivgde:;p and .mach mesa be censldered M the biding designer. Racing mow is rot lateral support or tan is lsup membersonlyto reduce bustling length. Provision mast be made to anchor lateral bating sl cods as specified locations determined by the building desipm Additional bracing of the everall swerore may be required. (Sce MB-91 4005MARONDA WAY of TPO.For specific tav bracing rcgoiremau. cone, building dmigmar.(Tron Plate InmimlC TPI is I ..td at 583 DmOeov;oDrive, Maiu, Wisconsin 5n19> Sanford, FL. 32771 407) 321-0064 Fax( 407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 367 MednMan FL Chukaott; FL 32760 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 pef BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 psf Scale en 0.3069 WO: ARLR TI: T1 9/22/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA a.9- nacrzac anazyers rroru a rain: c:\rca-wA\worX\JoDs\ARLX\ARLR\Pl.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:U Qty:6 DESIGN INFORMATION This design is for an individual building component and hss been based on informmion provided by the dim. Thu designer disclaims any responsibility for damage a a mall of faalry or incorrect information, speciftegam, aoNor deigns famished to the tray designer by the client sod the cmratoea or accuracy of this mformnion ss it may !Gate lo a specific project and accepts e rest 11 ility car aacises on control with regard to fabricuion, handling, ship.= and isaallati. of vussa. This truss has been designed a ao individual building component in accadaoce with ANSVrm t.1995 ad NDS-97 to be incorpe and a part or the building design by Building Designer (registered architect or Professional ungincer). whin reviewed ror approval by the building designer. the design loadingsshoat/ mast be checked to be sure that the dab show art in agreement with the local building coda, local climatic records for wind or mow loads, project gneciftcations or special applied loads. L dm down, buss has not been deigned for storage or occupancy bads. The design atsama compression lords (top or bosom) are continuously braced by slunhing.lea otherwise specified. Wbere bottom chords in tension are nht Polly braced laterally by a property applied rigid cilia& they should be hued at a maimum spacing of iso' o.c. Connector plates shall be mmufrtured trmn 20 page hot dipped 0—iced wed mewing ASTM A 633. Grade 4Q unless otherwix dawn. FABRICATION NOTES Prior to fabrication. the fabricator, tlhall review this dewing to verify that this drawing is in conformance with the fahricstues plans ed to raliec a continuing respombility for such verifxation. Any discrepancies are to be pat in writing before cudW or fabrication. Plan shall ore be installed over knotholes, knots or distorted gun Members shall be = fm tight timing wood to wood brain& connector planes shall be located on both faces of the tram with nails sty imbedded and shall be sym. about the joint onlm otherwise show. A 5a4 plate is 5' wide a 4' bog. A bag pine is 6' wide a Be long. Slob (bola) not paned to the pine length specified. Doable cats on web members; shall m= at the ccrumid of the webs unless otherwise shown. Connector plate size are minimum sign based on the forces do" and may need to be increased fm certain handling a dfor erection wrmeS. This am is rtm to be fabricated with fore retanum treated lumber unless otmwi:e she". For additional information on Quality Control refct to ANSVfPT 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be rbllowed in aecerdaece with 'Handlin& t.Wliog and Bracing'. 70B91. Tmsm are to be handled with panted. - re during banding and hurdling. delivery and e..,- micas to avoid dastage. Temporary and perma,mt rring rm holding tntsa in a straight and ptumb position and for wasting Item rare- shall be designed and installed by ad— canml bmNing is at W and c m Lion bracing is always required Norval prociammutry mine fro trossn require such a®ponry busing during installation hetwee cruse to avoid toppling and dommoin& The supervision of eration of laussn shall be order the coolant of permns mperieoced in the installation aftmss-. professional advice shall be songht if ceased. concentration ofomew.nim, loads gran than the design lode shill not be applied to trosses n lay Lim No toads other than the weight orthe ereeroo shall be applied to outset until after nl fas ca g 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 trues is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2w-33/0, BOT CHORD 1-3w-13/4, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cqw 1 MAK. REACTIONS PER BEARING LOCATION----- K- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 171 124 -303 B Pin 2- 11- 4 1 75 109 -198 T Pin 2- 11- 4 1 53 0 -25 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 0-0 1 2 6. 00 C/ L: 2-11- 4 75# 1.50" 2- 1-12 0- 6-6 3. 00 Face = 0- 2- 8 P9 H 171# 8.00" 53# 1.50" 3- 0-0 „ a 4 3 0- 10- 8 ,, 3-0-0 RO- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARNINGn Ma ro n da Systems Bracing shown on this drawing is tier erection bud Ehwind bracing. pornl bracing m simile berm& which it a pan of UsebaiWingdesignadwhichrambeconsideredbytheboiWivgdesigner. Bracing mow is fro lateral support of Iona members only to reduce buckling Iegth. Rovisims must be made to uclor lateral bracing at ads andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See lf[B•91 of TPf). For specific truss bracfog -mire au conbct building designer.(Trna Flare institute. TPI is located at 593 4005 MARONDA WAY MDroft;o wive. Mdism, Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 1005 VANNESSA DR. OVIEDO FL 32766 w. -win... .= Joint Locations ............... 1)0- 5- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 5- 8 WndLod per ASCE 7-02, CEC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B. Kzt. 1.0 Bld Type. encl La, 3.0 ft W. 3.0 ft Trues in END zone, TCDLw 0.0 psf, BCDLw 0.0 pef Impact Resistant Covering and/or Glazing Reg TC. ..FORCE.. CSI. Cr ..BC. ..PORCE..CSI. 1- 2 - 33 0.14 A 1- 3 -13 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 w 0.00 Long term deflection factor . 1.50 Attach with ( 2) 6d Toe - Nails 1-5- 6 Attach with ( 2) 6d Toe - Nails Over 3 Supports Scale = 0.6161 Eng Job: WO: ARLK DWg: TI: U Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA Ueslgn: matrix Analysis Prollle Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\U.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:V Qty:2 I DESIGN INFORMATION This design is for an individual building componm and has been based on information provided by the diem. The designer disclaims airy.9enesibiliry for damages o a 1, of faulty or inc , information. sperific-lioro uWor designs furnished to the tors designer by the client and the twrtamm or aauracy of this information as it may relate m a syecific preim ad wcps out responsibility or czercises no control with regard to fabricatimt handling, shipment and installation of arassa. This area has been designed as an idividoal building component in accordance witb ANSVfPi I-1995 and NDS-97 to be incorporated as pan of the building design by Striding Designer (registered architect or pofeaiond engineer). When reviewed for approval by the building dragna, the design badinp shown most be bested nobe sore that the data mow ere in aV—= with the local building cods beat climatic records for wind or sooty loads, project specific.doe. or special applied bads Unless shown, area has not been designed for storage or ocsupaocy, loads. The design aaama compression chords (top or botram) are continuously, braced by sbcathivg stales otherwise specified. Where broom chords in tensiou arc nut Poly braced laterally by a property applied rigid ceiling dwy should be braced at a maaimam spacing of IO-W o.e. Corrector plates dull be mamfectmed hum 20 gange hotdipped galvauizd sued sending ASTM A 655. Grade 4 uniol otherwise mow. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to weriy that this drawing is in wofmmance with the fabricators plant and to scaize a continuing rapmnbility for sacb verification. Any discrepancies ara to be pot in writing before caning or hbricatma Plates shall not be installed ova kmthols knots or dimncd grain. Members shall be em for light fitting wood to wood bearing. Comnaor plates dull be loot- on bab faro of the mass with nails Polly inrbdded and shall be sym, show the joint odor otherwise show. A Sao plate is S wide a a' bug. A 6a8 plate is 60 wide a 8' tong. Slou (holes) rum parallel to the plate length specified. Doable cots on web members mall meet at the ccu oid orthe webs umlm mhawite mown Comectm plate sins arc minimum sizes based out the loco dhow and may need to be incrtased for certain handling andfor erection sh eaes. This troy is not to be fabricated with fire retards s "Wed lambs unless; otherwise mown For additional information on Quality Comol refs to ANSVfPI 1-1995 PRECAUTIONARY NOTES Al bracing and erection recommedatiam are to be followed in accordance wim'Hadling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular are awing battling and bundling• delivery and installation In swid damage Temporary and permanma bracing for holding troaes in straight and plumb phsitiou and for rusting lam Carew mall be designed and installed by othcm Careful handling is essential and creation bracing is always required. Normal pea dioury action fbr trusses requirn such temporary bracing during installation between trotter to s id toppling and dorrinoing. The mpuvisiom of erections of trusses shall be under the commi or persons eapaiemced in the insulation of truces. Pmfemooal sdviee shall be sought If no dd. Concentration of wmtnction Inds grata than the design bads mall out be applied to trrrIIes at any time. No bads other than the weight of the erectora mall be applied m tmsesumil afle all fastening and bracing is completed. TC: 2x 6 SP #2 BC: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations•ehould be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 23 0.07 A 1- 3 -8 0.04 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 129 87 -234 S Pin 1- 11-12 1 51 77 -135 T Pin 1- 11-12 1 36 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE t sr ax4 2- 0-8 1 2 6. 00 C/ L: 1-11-12 51# 1.501, 1- 8-0 0- 6-6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 0- 4-2 0-4-2 3. 00 Face = 0- 2- 8 0- 8-0 129# 8.00" 364 1.50" 2- 0-8 IV IV4 3 0- 10- 8 2-0-8 RO- 3- 9) OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO EAECTZNG CONTRACTOR. BRACING WAR27INGr M a ro n d a Systems Bracing alhow m his drawing ls erection biacimgt mid brac rag penal or similar baring which it pan of b Bmin thebuildingdesignandwhichmostberansldesedbythebuildingdmgna. Bracing mow is for tstenl support of area membm only to rdme heckling laugh. Provisions mew be made to an.bw lateral bracing as malt and specified locatimat- aomined by the building chip a. Additional bracing of the overall strmmre may be required. (Sec HIB-91 of TPI).For specific tuna bracing requirememi mmact building designer.(Traa Plate Institute TPI is located at 583 4005 MARONDA WAY MOnorrio Driver Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations ..=........_... 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl Lu 2.0 ft W. 2.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-4/23, BOT CHORD 1-3.-8/2, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 Attach with (2) 16d Toe -Nails 1- 2-8 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.6795 Eng Job: W0: ARLK Dwg: TI: V Dsgnr: TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\V.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:W Qty:2 DESIGN INFORMATION TC: 2x 6 SP 02 MULTIPLE LOADS -- This design is the wrrwww....rw-.Joint Locations -----wwwr- Thi.desigmifforanindividnalboildingcmmpemem.nd BC: 2x 4 SP 92 composite result of multiple loads. 1) 0- 0- 0 3) 0- 9- 0 his been baud an information prmidedby 'be client. Tlic All COMPRESSION Chords are assumed to be Right find vertical designed for wind. 2) 0- 9- 0 4) 0- 0- 0 designer disclaims soy responsibility for damages as a continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 ----MAX. REACTIONS PER BEARING LOCATION ----- result ns and/odf faultyesigns« ineder to theematidr4gnerbythecl WndLod per ASCE 7-02, C&C, V- 125 h, FORCES (lb) - Max C ression/Max Tension X-Loc BSet Vert Horiz lift Y e and/or designs Pomimd lo the wa designer by the client P mP omP UP Type and she carrectnm or accuracy of this information nit H- 15.0 ft. I- 1.00. Exp.Cat. B, Kzt- 1.0 TOP CHORD 1-2w-5/0, 0- 3-12 1 91 54 -97 B Pin may reline toaspecific poj=tand acccpuno Bld Type- encl Lw 0.8 ft Wr 0.8 ft Trues BOT CHORD 4-3w-6/8, 0- 8- 4 1 21 0 -114 B H Roll p—ibiliry or .seise on control rith regard to in END zone, TCDL- 0.0 psf, BCDLw 0.0 pef ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE ahricawaasbeen mgnedaspment minaatluioa building Impact Resistant Covering and/or Glazing Req 1- 2 -5 0.00 A 4- 3 8 0.02 - GLOBAL MAX DEFLECTIONS--------- componentwa has been designed a an individual boildimg """""" " compomo inaccordancewishANSVfP11-1995 and LL TL NDS-97 to be incorporated as pan of the building design in./Ratio in./Ratio Jnt(s). by. Building Daigoa (.&.ad architca or professional aginm> When reviewed for approval by I .Span 0. 00 / 9 9 9 0. 0 0 / 9 9 9 2 the building designs the design loadings sheaves must be Horiz . 0. 00 0.00 NA closeted to be more thin the data saw in agreement Max DL Deflection L/999 - 0.00 with the local building code, local climatic records for Long term deflection factor 1.50 wind or sonr bads. Project specification v or special applied loads. Unless morn, wa has not bean designed M storage or occupancy Inds. The design asmmes compression chords ( top or bonores) are continuously braced by dieahing helm otherwise specified. Wbae bell chords in tension are not fatty braced laterally by a . Properly appliedrigid ceiling, they mould be braced u . manimdm redspacing of gang9.0' o.c. Connedippector pane shall be 0r manufactured from 20gangsbutdippedgalvanizedaedmeetingASTMA 653. Grade 40. unless othawife saw. 1 2 FABRICATION NOTES Prior in fabrication, she fabricator shall review this 6.00 drawing to verify, the this dewing is in conformance with the fabricaim's plain and to realize a coati- ing responsbBiry for such verifiutioo. Any diaacpancies arc S X6 to be pot in writing before cutting or fabrication. Rain shall oct be initialled ova kontW cs. boon or dia nd grin. Members.allbeanfartightfillingwodtoxood C Attach with (2) bering. Connector plate owl be leaned an both lace; of I 1 6d Toe -Nails tbo nt fullyun w .it, fully imbeddednimbedded "I be sy . about the joint unless otherwise shown A So pine is5' ride a 4' long. A bag pine is 6• wide a to long. Slou (bola) 0-10-14 red parallel in thepinelengthspecified. Doable cats on 1-0-4 web members shall meet at the eeauoid of the webs unless otherwise sbora. Connector plate sizes are minimum 6-6-6 size based on the face saw and may need in be increased foremainhandling udlor aeetion wean. Attach with (2) This wa is not inbe Dufire ea briced with retardant trt. 16d Toe -Nails lumberaalen otherwise .h.— For.elditional inNrmaiiononQualityControlrefertoANSVfP1 I.1995 PRECAUTIONARY NOTES Face = 0- 2- 8 All bracing and erection rocommendatiom arts to be followed in accordanee with'Hadling, installing and Bracing', HIB-91. Tman arc to be handled with panialar are during banding and bundling, delivery and installation to avoid damage. Temporary and pexmaaem bracing for bolding woes in a straight and plumb position and fa resisting lateral foca mall be designed and limited by other. Carelbl handling is essential and amity bracing is aluays required. Normal precautionary section for mean requires such temporary bracing during insallabon bereen bean to avoid toppling and 910 7.50" 21 # 1.50" dominoing. The mpaviriw of erection of moanmallbeunderthecoamolofprrmosexperiencedin the mwllation of woe. Professional advice shall be sough if needed Concentration doonarm'nn loads greater than the design loads shall notss be applied an trua any time. jNoboaotherthan the wcigh of the creasers mall be applied to woo mail at- .11 fastening .d bracing is 4 3 complad. 0-10- 8 0-9-0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, M a io n d a Systems Bracshmembers ing shown on this drawing is ne amine bracing. aid bracing, portal bracing o< similar bracing which is Pan of e adding design and Mich mesa be considered by the building designer. Bracing shows is for lateral Option of truss only toreduce buckling length. provisions mop be made toanchor [ aim] bracing in end cods aspecified bcatiom determined by the building daigna. Additional bracingofthe overall stricture may be required. (See HI11-91 ofTPi).For spec_ -an bracing regoirwews, contact building dmgnu.(Trass Plate Institute. TPI is located a 553 4005 MARONDA WAY Donofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a00SOD66 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.8743 Eng Job: WO: ARLK Dwg: TI: W Dsgnr: TLY Chk: 8/ 26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-8358 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ ARLK\W.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:X Qty:12 DESIGN INFORMATION This design is for an individual building eompem- and has been based m inibrounon provided by the dim. The designer disclaims any responsibility for dmago as a result of fatly or incorrect m6vmatioa g ecifrcations and/or designs famished to the troa designer by the client and the correemm or accuracy of this information as it may retain to a specific project and acc lens no responsibility or emeiso no control with regard to fabrication. handling, shipment and installation of mtaus. This tress has been designed as an individual building component in accordance with ANSVrP1 1. M and NDS-97 to be incorporatd a pan of the building design by Building Designer (regia red architect or professional enginml When reviewed for approval by the building designer. the design loadings slhowo mum be hated to be sane that the data dew are in agreemm with the local boiWiog codes, beat climatic reemds fm wind or crow, loads, project specifications or special applied bads. Uolm down. trusts has not been designed for storage or occupancy bads. The design assumes coast ession chords (mp or bottom) are continuously braced by mcamin; tdosotherwisespecified. Where bottom chords m tensico are nor ently braced fatersily by properly applied rigid ceiling, they should be braced a maximum spacing of 10,4r oc. Comoeter plat. shall be manufactured Dom 20 gorge hot dipped galnei d sted mcaing ASTM A 651. Grade 40. balm otherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall erne this drawing or verify, that this drawing is in emfomance with the fabricator's plans and to radian s cominning rc ansibility for such v.riliicati- Any dis reaancin are to be put in writing before tatting or fabrication. Rees dull oot be insulted ova lootholes. banns m diaoned grain. Mendcss dull be m for tight fining wood to nod bean ng. Connate plates shall be looted oet both fain of the trues with nails wy tmbedace and dull be sym. show the joins unless otherwise down. A Sea plan. is 5' wide x 4' long. A 6.8 plate is 6' wide a 8' long. Slots (holes) sin pan ict to the plate length specified. Double eau m web members shall meet at the cmuoid of the webs unless; otherwise slows Cmmamr plate sins an, minimum situ based on the fortn show and may coed to be increased for certain handling and/or vatim senses. This bass is not to be fabricated with fire rd dew treated lamher vdm otherwise down. For additional 0fomatioo me Qodity, Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and .nation raammadatimf arc to be meowed in accordance with *Handling, metalling and acing', HP3-91. Tram. arc to be handled with paniohfar rue dining banding and bundling, delivery and igstallatioo to s d damage. Temporary and pmmanm bracing for holding «vas in a straight and plumb posit im and for resisting lateral fort. shall be designed and installed by others. CarePol hulling is mential and emwim bracing is always repaired. Normal p-dionay action for crassest regg'v. such tmponny bracing daring installation her- ova. to avoid toppling and dominobg. The mpervisiou of crectim of trusses; shall be under the cmm+ol of pertom experienced in the installation of trances. Profession, advice shall be magbr if needed. Cartamtatim of ommmaon loads gram than the design toms shall not be applied m trusses at any time. No bads other than the weight orthe erectors shall be applied to ovum mil after ell fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 417 -573 B Pin 10-10-12 1 460 0 -680 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.04/xxx 0.01/xxx 4 Horiz. -0.02 -0.03 NA Max DL Deflection L/xxx . -0.03 Long term deflection factor . 1.50 11-0-0 1 2 3 4-5-3 0-6-6 4- t 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. I In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2,4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1287/1368,2-3.-130/114, BOT CHORD 1-0.-1023/857,0-5.-1582/1203, 5-4.-1583/1202, webs 5-2.-49/215,2-4.-1090/1387, 4-3.-57/294,0-0.-270/160,1-0.-562/328, 4. 00 2.00 Joint Locations ........--. --- 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 WndLod per ASCE 7-02. C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 10.7 ft W. 10.7 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1368 0.62 A 1- 0 -1023 0.27 2- 3 -130 0.44 A 0- 5 -1582 0.35 5- 4 -1583 0.40 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 215 0.07 C 4- 3 294 0.13 2- 4 1387 0.59 C 1- 0 -562 0.15 2-5-2 11 460# 2.50" 10-8-8 6 5 4 Ad 1-4-8 11-0-0 R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg: M a ro n eta Systems Bracing shown onthis drawing is not crectim bracing. wind bracing, portal brad ng or similar bracing which is a pan of Dsgnr : TLY Chkthebuidingdesignandwhichmesabeconsideredbytheboildihongdesigner. Bracing she- is for lateral support of tract mans" only to reduce battling length. Provisions must be made to anchor latml bracing an ends and specified TC Live 16 . 0 e f beatimtsdeterminedbythebuildingdesigner. Additional bracing of the overall sttacturc may be required. (Sec MD-91 p of TPn.For specific trues bracing r ga'trmms, contact hoildigg d.igner.Rma Plate lvdimte. TPI is located at $87 TC Dead 7 . 0 psf 4005MARONDAWAYD'Ooo io Drive Madimu Wisconsin 51719). 11 Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $00050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 431.0 psf Scale ea 0.4112 WO: ARLK TI: X 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\X.prx I 'Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:X1 Qty:2 DESIGN INFORMATION This design if for an individual building component and has been bead on information provided by the client. The designer disclaims any rapmtsibility for damages a a 11 of fanity or intar ct informations, specifications anNor designs Pomishrd to the traps designer by the client and the corames or accuracy of this mfbrmatioo as it may relate m a specific Project and accepts no responsibility or -:miss on central with regard to fabrication. hardli s& shipment and iosWlation of trtma. This areas has been designed a an individual building comporan in we*- = with ANSVrPi I.199s and NDS-97 to be iocmporud n pet of the building design by a Building Designs= (registered architect or professions, engineer} When reviewed fro approval by the building deagmer. the design badiap show Musa be chucked to be toss: that the data show are in W-M with the local building code. local climatic wee.,& for wind or snow bads. project specirkmiau or special applied bads. L dm shovers true bas not been designed fro amnge ar occupancy bads. The design asmmes compression chords (top or bottom) am continuously basted by sheatbing aalm otherwise sgcirid. Where bottom chords in tensions ere not rally braced laterally by a property applied rigid cufing, they should be braced at a maximum spacing of IV-0" o.e. Connector plate shall be mansfacaued from 20 gnp but dipped galvanized sted meeting ASTM A 653. Grade 4Q aulm otherwise shown. FABRICATION NOTES Rim to hbric ;ma. the fabricator shall review tbis drawing to vairY that ibis drawing is in conformance with the hbricatoes plans and to realise a caativuing spared far mcb verification. Any diaxpmcie arc to be pat in writing before vetting or fabrication. Plate shall out be installed over knotholes. knots or distorted grain Members shall be ens for tight fitting wood to wad Ixaming. Connector plats than be located on bah faro of Cc trust with nails very imbedded and shall be sym about the joint artless otherwistshow. A ss4 plate is s' wide x C bog. A 6xg plate is 6' wide a g' long. Slots (hula) rnn pallid to the plate length specified. Double cuts on web members thall meet at the catmid of the webs loins otherwise show. Connector plate tiro are minimum tines based on the faces draw and may need to be increased lot «rain handling and/or acetiou strma. This awss is not to be fabricated with rim retardam treated h: mha atom atherwia show. For additional informations an Quality Control refer to ANSVTPI 1- 1995 PRECAUTIONARY NOTES All bracing and creaioo recommcodatiam ere to be followed in accordance with'Nadling, hmalling and Bracing'. F10.91. Trustee; are to be handled with paniwlar care during handing and balling. ddimy and installation to avoid damage Temporary and pmnanw bracing fl r holding tmmo in a straight ad plumb position and fix nsstivg lateral tome shill be designed and installed by otbaL Carefol bundling is mmtial ad amino bracing is always reclaimed. Normal precautionary action for name requires such temporary bractog daring installations between house to avoid toppling and dominoing. The mpavision of erection of trusses sbsll be under the control of pawns exp ricoced in the imullutioo of trussesi Professional advice shall be sought if needed Conee summ a of mnstmgioo Inds Vater than the design loads {hall re be applied to trustee; it any tine No bads other than the weight of the aatoa shall be applied to huao until aaa ail fastaning and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 0- 0 MULTIPLE LOADS --.This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L- 25.9 ft W- 11.0 ft Trues in INT zone, TCDL. 0.0 pef, BCDL- 0.0 pef Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1228 0.53 A 6- 0 -1059 0.19 2- 3 1339 0.71 A 0- 5 -1341 0.25 5- 4 51 0.24 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.28/436 0.28/436 3-2 Horiz. - 0.02 -0.04 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 4- 3-3 0- 6-6 1: Plate(s) OFFSET from joint center. The --------------Joint Locations ............. Joint Detail Report must be included 1) 0- 0- 0 3) 10-10- 4 5) 5- 5- 7 with any submittal, inspection, and/or 2) 5- 3-11 4) 10-10- 4 6) 0- 0- 0 fabrication documentation. Shim or wedge if necessary to achieve full Right End vertical designed for wind. bearing. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 Webs Brace Pt Joint to Joint ----MAX. REACTIONS PER BEARING LOCATION----- 1/ 2 3- 5 X-Loc BSet Vert Horiz Uplift Y Type Bracing shown is for visual purposes only. 0- 4- 0 1 545 316 -514 B Pin 1X4 continuous lateral bracing attached with 10-10-12 1 452 0 -607 T H Roll 2- lld nails each member where shown.Bracing PROVIDE UPLIFT CONNECTION PER SCHEDULE MUST be positioned to provide equal unbraced PROVIDE HORIZONTAL CONNECTION PER SCHEDULE segments OR 2x4 "T" brace may be nailed flat FORCES (lb) - Max Compression/Max Tension to edge of web with 12d nails spaced 8" o.c. TOP CHORD 1-2--1133/1228,2-3.-1123/1339, Brace must exte nat least 90% of web length BOT CHORD 6-0.-1059/855,0-5--1341/1075, 2x6 Brace'required on any web exceeding 14e. 5-4--48/51, WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr Webs 2-5--229/554,5-3--1502/1175, 2- 5 554 0.15 C 4- 3 50 0.08 C4-3--14/50,4-3--14/50,0-0--282/202, 5- 3 -1502 0.93 C 0- 0 -282 0.09 C 4- 3 50 0.02 C 12- 4-8 1 2 3 4. 00 0- 8-0 545# 8.00" 2. 00 452# 2.50" 11- 0-0 6 5 4 1- 4-8 10-8-8 R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY 07 THIS DRAWING TO BE GIVEN TO Dvg: MdCo n d a Systems ERECTING CONTRACTOR. BRACING WARNINGr Bracing shown on this dewing is no anion bracing. wind bracing. postal bracing a similar bracing which is a pan of the building design and Mich meat be considered by the building designer. Bracing show is far lateral rapport of truss D sgI, r : T LY Chk : member only to reduce heckling length. Provisions mast be made to anchor lateral bracing at ends and specified Live 16.0 f locationsdamminedbythebuildingdesign=. Additional bracing rthe wmdl structure may be required. (See IBB-91 TC p s e p rM um bracing omactboildiegdmgoa.frrunFlaeumimte reel is bend atsa] TC Dead 7.0 of 4005MARONDAWAYpSanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE td0050068 BC Dead 10.0 psf 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 03266 WO: ARLK TI: X1 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\Xl.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:Y Qty:2 DESIGN INFORMATION TC: 2x 4 SP 42 MULTIPLE LOADS -- This design is the Joint Locations............... Tbis design is form individual building compaaww BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 has been based a+ information prwiaed M me diem. The WB: 2x 4 SP #3 Right End vertical designed4geed for wind. i) 3 - 9 - 0 5) 1- 0 - 0 ' designer disclaims my responsibiliry for damages s a 2x 4 SP #2 7- 7 In -Plant Quality Assurance with Cq. 1 73) 7- 6- 0 6) 7- 4- 4resultofGullyorinmrreninfom,uioa specification and/or designs Rwishd m the ones designer by 0x client All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension and s'car«meaoraccuracy ofmuinformation ait continuously braced unless noted otherwise. X-Los BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-1082/838,2-3.-794/589, may,aateto. specific project and acepesm WndLod per ASCE 7-02, C&C, V. 125mph, 0- 4- 0 1 545 121 -485 B Pin 3-4.-724/613, re>ponstbilityore:aeilammmrol. imregardto fabrThiiutiahasbeing.mipmwadinsuunr000lding H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 10-10-12 1 465 0 -375 B H Roll BOT CHORD 7-0.-681/845,0-6.-811/1038, Thin tron has been designed a m individual building Bld Type. encl L. 11.0 ft W. 11.0 ft Trues PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-5.-34 38, empoomlin accordance .iihANSVrPll• 1993and in INT zone, TCDL. 0.0 pef, BCDL. 0.0 pef ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Webs 2-6.-274/269,6-3.-57/132, NDS-97 to be incorporated as pan of the building design Impact Resistant Covering and/or Glazing Req 1- 2 -1082 0.18 A 7- 0 845 0.26 6-4.-624/786,5-4.-379/338,0-0.-130/168, by. so'W' ng Deigoc(regis"ed architect or profemonal'tgbaccr. wberevrewdfnrapam" Iby WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 3 -794 0.23 A 0- 6 1038 0.36 GLOBAL MAX DEFLECTIONS--------- the building designer, the design loadings maw most be 2- 6 -274 0.08 C 5- 4 -379 0.13 C 3- 4 -724 0.16 A 6- 5 38 0.15 LL TL checked to be ere that Ibe data moan ere in agreement 6- 3 132 0.04 C 0- 0 168 0.09 C in./Ratio in./Ratio Jnt-e). immelocal building menwe . wclimaticrordster 6- 4 7860.25 C :tom I.Span-0.05/999-0.09/999 6-0 wind orsoo.ebads.projmspecifications applied bads unless mawrL bat has not been designed Horiz . 0.01 0.03 NA par staageaoccupancy m,ds. The design Max DL Deflection L/999 . -0.04 compacmum c6ords(top In bmom) ere continuously Long term deflection factor w 1.50 braced by sheathing elm ahmwin:pained Wbere bosom chords in 1-6- ere not fully braced II-craly by . properly applied rigid ceiling, they dnobid be braced at a matomnm ,pacing or Id-0' o. e Gamester plum mall be mmafmmrd nom 20 gage Ism dipped galvmiced steel 7-6-0 3-6-0 mewing ASTM A 697, Grade 40. elm otherwise s6owo. FABRICATION NOTES 1 2 3 4 Ilia to fabrication. the fabricator mall rnim this 4.00 drawing to verily that this drawingisineanfamaneewithThefahrleamesphutadtomalice a continuing respontibiliry Ibr mcb vcrification. Any discrepancies are to be pot in writing before taming a fabrication. Run 4 x6 3x4 man ua be installed over koabnlctkmsordismudgrain. Members wll be m fa tight Ruing wood to wood bearing. Commas plan sball be louts on bah nes of the ram with nails lay imbdd a and shall be arm. aboa It. joint unless otherwise mow. A 5.4 plate is S' wide a 4' brag. A US plate is 6' wide a Be bag Slots (holes) red parallel to Ibe plate lenyh specified. Double cab om 2x4 web m®ben mall mea atThecetroidoftheunless; webs unle ahavise mows Comccmr plateaimare minimum sizes based on the faces mow and may need to be inmeasd fa «aces banning mNa erection arm 3-3-3 3x4 This trees is rot fabricated winsfeerandaacreated3x4lumberunlanotherwisemown. For additional information - QualityCanminrerto ANSVfPI 5x8 6x12 2x4 1.199s 1-1-6 1- 1-6 PRECAUTIONARY NOTES All bracing and cation recommenns arc to be 0-6-6 followed in scerdanee wim' Handling Installing and Bracing'. HIB-91. Trues are In be balled with particular arc during biding and handling ddimy and iaalllatiou to s oid damage T®paary and pernmel bracing for b.Wi g buses in a gnigbi ad plumb 2.00 position and fa resisting lateral forces mall be designed and installed by others. Careful handling is - 0.1 and maim bracing is ahrays required. Normal prmmmusry imam for tram b On such temporary bracing during IngallaTlOu besweancoBuses aa,id toppling and domiming. The mpavisim ofinemion orbusses mall be 0_ 8_ ode the control or persons experienced in the msallatim of buses. Profeaimal advice mall be sought itraAed. Conamun bormrsu= mloamgrr9lmnnm 545#8.00" 465#2.50" the deep los& shall cuts be applied to trusses at any time No loam other than the ratighs of the castors mall be 7-4-4 3- 7-12 pces is applied to truuntil after all teaming and bracingLHcomplad7651-4-8 11- 0- 0 RI-5-6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0. 4860 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SKEET. A COPY O1 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg: TI: Y Maronda Systems enangmowmwsaaw,bjameconsambnnngmnd bracing pan of DSgnr:TLY Chk: 8/26/2005 inrAna me building design ad which room be consideredby me buildingsupport or eaves members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe cr er ll mucmrc may be required. (See IO8•91 TC Live 16.0 paf Lb r DF : 1.25 4005 MARONDA WAY o m fMae ut a l ` t"l building aesigum'( rmn Pine bgimt` TPI is located as owl TC Dead 7.0 of p Pl t DF : 1.25 O.C.: 2- 0- 0 Sanford, FL 32771 BC Live 10.0 pef FsLICENSC-04 TOMAS PONCE E ai0050060 BC Dead 10.0 paf Code: FFLAA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4 .7 . 21-8361 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\ ARLK\ARLK\Y.prx I I I Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:Z Qty:2 DESIGN INFORMATION This design is fur an individual building component and has been baud on inforntstum provided by the diem. The designer disclaims any responsibility lot damages a a resod of faulty or incorrect information, specifications and/or design foraished to the um designer by the tines and the correctness; or accuracy of this information as it may relate to a aprcifc project and acccpa no responsibility or aereius no tambol with regard m fabrication, handling, shipment and insti Nation of to zm This treat has been designed as an individual building C0111 a in aeemdzece with ANSVr?I 1.1995 and NDS-97 to he incorporated as put of the building design by a Building Designer (registered architect or professional eaginm} When -wed for approval by the building designer. the design loadings shown must be chucked to be abut that the data shown arc in agrtxmm with the loth building codes local climatic records for wind w snow loads, project spaYtcstiom or special applied bads. limn gown, buss has not been designed for storage or occupancy bads. The design assume compression chords (top or boom) ce continuously braced by sheathing °less otherwise specified. Where bout chords in tension are not fully braced laterally by a properly applied rigid ceiling. Wry should be busted at maxim® spacing of 10'-0' o.c. Cambectw pia shall be manoGctmed Bum 20 gang. but dipped galv..iaed steel meeting ASTM A 653, Grade 40. units otherwise show. FABRICATION NOTES Prior to fsbricuion, the fabricator, shall review this drawing to veri,' that this drawing is in conlormauce with the fabricands plan and m rcah'ec a continuing respommility for such verification. "t1hrrepancies are to be put in writing bcfm cutting or fabrication. Plan shall m be imalled ova Imotholes, knots or distorted grain. Mcrob- shall be eat far tight fining wood m wood haring. Connector plates shall be located on bah fins of the tress with calls coy Imbedded and shall be syn abed the joins unless otherwise shown. A 5a4 plate is 5' wide a 4' long. A bag plats is 6' wick x g' long. Slots (boles) me parallel to the plate length spaifsed. Double cuts ou web members dull med a the cenhoid of the webs unless otherwise show. Co®amr pie sign are minimum elm based on the forces show and may need to be incrcated for caum handling and/or aatma atrrna This truss ism to be hbricatcd with fire retardant treated lumber unless otherwise show. For additional information on Quality Control ref. m ANSVr?I 1.1995 PRECAUTIONARY NOTES All bracing and crectioo reeommt°datiom arc to be followed in accordance with'Handling. Installing and Bracing. RIB-91. Trvates art to be handled with partiadar care during banding and bundling, ddbvay and i-allstioo to avoid damage. T®poraty and permanent bracing for holding busses in a straight and plumb position and for resisting laurel fmcm shall bt designed and imallad by others. Careth) hmAing is - .1 and resin bracing is always requiral Normal precautionary action for bosses mga'°o web tempos" bracing during installation between basso to avoid toppling and dmninoitt& The supervision of erection of trusses shall be under the ctmaul of persons cxpaia¢ed in the installation of ovum Pref®mud advice shall be maght if waded. Coosa rtmon of commgim bads granter than the design Inds shall not be applied to um es at any time. No bad orber than the weight of the erccmrs shall be applied t6 trusses until after all fastening and tracing is completed. TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. 2x 4 SP #2 D 4- 5 Right End vertical designed for wind. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C4C, V. 125mph, 2x 4 SP #2 2- 4,6- 6 H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 All COMPRESSION Chords are assumed to be Bld Type. encl L. 11.0 ft W. 11.0 ft Truss continuously braced unless noted otherwise. in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf This 1-PLY Hip Master designed to carry Impact Resistant Covering and/or Glazing Req 31 0" open jacks (no webs) across center Supported span based on int. wind zone. and Hip Jack Truss framed to BC Bracing Schedule: In -Plant Quality Assurance with Cq. 1 Webs Brace Pt Joint to Joint In -Plant Quality Assurance, per 1/2 2- 4 sec. 3.2.4 of TPI-1-02, for joint(.): Bracing shown is for visual purposes only. 4 1X4 continuous lateral bracing attached with FORCES (lb) - Max Compression/Max Tension 2- lld.nails eacchmmember where shown.Bracing TOP CHORD 1-2.-2610/451,2-3.0/31, MUST be*poeitioned to provide equal unbraced BOT CHORD 6-0.-315/1762,0-5.-419/2481, segments OR 2x4 "T" brace may be nailed flat 5-4.-419/2265, to edge of web with 12d nails spaced 8" o.c. Webs 5-2.-8/928,2-4.-2291/424, Brace must extend at least 90% of web length 4-3.-205/111,0-0.-105/707, 2x6 Brace required on any web exceeding 141. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr GLOBAL MAX DEFLECTIONS--------- 5-2 928 0.30 C 4- 3 -205 0.05 C LL TL 2- 4 -2291 0.45 C 0- 0 707 0.60 C in./Ratio in./Ratio Jnt(s). I.Span-0.24/501-0.50/243 4-5 Horiz. 0.05 0.11 NA Max DL Deflection L/472 . -0.26 Long term deflection factor . 1.50 0 2-3-3 - 6-6 Joint Locations ............... 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 BC Vert L+D -40 0- 0- 0 -40 4- 6- 0 BC Vert L+D -47 4- 6- 0 -47 11- 0- 0 Concentrated LEIS Location BC Vert L+D -488 4- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 872 -62 -372 B Pin 10-10-12 1 725 0 -195 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2610 0.61 C 6- 0 1762 0.58 2- 3 31 0.75 C 0- 5 2481 0.99 5- 4 2265 0.94 4-6-0 6-6-0 1 2 3 4.00 0-8-0 872# 8.00" 2.00 - 7- 6 4-4 6- 7-12 11 725# 2.50" 6 5 4 1-4-8 11-0-0 1- 5- 6) 488.1# EXCEPT AS SHOWN PLATES ARE MiTe MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: EMarconda Systems ERECTING CONTRACTOR. BRACING WARNING. Bracing shown m this drawing is m erection bracing, wind brucing, portal bracing or similar bracing which is a pan ofthebuildingdesignandwhichmostbecmsidacdtrythebuildingdesigner. Bracing show is for lalaal support of cost D 8 r : TLY Chk : w®ben only to reduce buckling length Provision must be made m anchor latOW batting at trhds and specified bc.. determined by the building designer. Additional bracing of the ova.11 atrecmre may be requirai (Sce FOB-91 if Winu®ans. contact building desgtQ.(T uss Plate Institute. TPI is lotted at sg)4005pMnlTC Live 16.0 psf TC Dead 7.0 of pBC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 Asf MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0'0050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.3310 W0: ARLR TI: Z 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\ARLR\ARLR\Z.prx Job. ARLINGTON X Customer:10# UPLIFT D.L. WO:ARLK TI:Z1 Qty:2 DESIGN INFORMATION This design is W an individual building esmponem and has been bawd on infartmtion provided by the diem. The designer disclaims stay responsibility for damages as a remit of faulty, m incorreet information. specificatbm aod/m designs furnished to the men designer by the citem and the cortecmm or accuracy of this information a h may relate to a specific project and accepts W respooability m maetses on control with regard m fabriwims handling. shipment and installation of Crosses. This tmss has been designed a a individual building ndcompouin accordmcc with ANSVfPl 1.1995 and NM97 to be incorporated as pat of the building design by a Building Designer (registered architect or professional engines). When reviewed fm approval by the building designer. the design loadings she" must be checked tobe sure that the data show are in 19-11, with the localbuilding codes, bed dimad. records for wind or snow, bads, project specific-, or special applied bads. Unlm shown. rm s has rot been designed for stmage or occupancy load& The design assumes compress- chords (top or bosom) an, continuously braced by sheathing unless otherwise specified. Where ban= chords in tanvon are nor Polly braced banally by a popcely applied rigid wiling. they shoold be brutal a a maxicenm spacing of I V-w o.c. Connector plates shall be maaafacmred from 20 gage bon dipped galvanind aed meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing to verily, that this drawing is in conformace with the fabricator's plans and to rW ite a continuing raponnbility, for such verification. My d4erepaocies are to be put in writing bcfmc tatting or fabrication. Plato dull out be ivsalled ova knotholes. knots or diaond grain. Members shall be an for tight fitting wood to wood bearing. Connector ptate dull be located on both lases of the tr® with rails folly imbedded and dWl be sym abed the joint unless otherwise show. A 5a4 plate is 5' wide a 4' keg. A 6.8 plate is 6' wide a 8' long. Slots (bola) rem paralld to the plate length specified. Double cuts on web members doll meet at the eamroid of the webs unless otherwise shown. c--son plate size are minimum sins baud on the forces show and may nerd in be increased for certain handling and/or aatien dresses. This torn is rot to be fabricated with fire rerndast treated lumber onlea otherwise chew. For additional information on Quality Comml refer to ANSVfPI 1. 1995 PRECAUTIONARY NOTES AB bracing and acetion recommendations are to be fnibwd in eccordance with'Hadling. tnsalling and Bracing'. MB-91. Trusses are to be handled with particular care during banding and bundling, delivery and rmW laomm to mid damage Temporary, and permanent bracing for holding tresses in a straight and plumb position and for resisting; lateral forces Wll be designed and installed by other& Cacful handling is essential and auction bracing is always requin:d Normal precautionary action for trusses requires such temporary bracing daring installation between noun to avoid toppling and domioning. The npavision of action of trusses sball be under the control of persons experienced in the installation of tmssa. Professional advice dull be sought if oecded. Concentration otwndmaioo loads peat" than the design bads shall not be applied to truna .1 any time No bads odd than the weight of the "eeton dull be applied to ensues moil after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-38/87, BOT CHORD 4-3.-7/9, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 1- 2-12 0- 6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. MAR. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 -58 -324 B Pin 1- 7- 0 1 18 110 -56 T Pin 1- 7- 0 1 23 0 -9 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 8-4 1 2 4. 00 C/ L: 1- 7- 0 18t1 2.50" 5x6 0- 2-1 2. 00 Face an 0- 2- 8 0- 8-0 I I 168# 8.00" 23# 2.50" 1- 8-4 41 1- 4-8 1-8-4 R0- 6-15) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY Ot THIS DRAWING TO BE GIVEN TO BRECTING CONTRACTOR. BRACI're G WAIWINCr FMarcondaSystemsBracingshownonthisdrawingisraer¢tion bracing, wind bracing. portal bracing or similar bracing which is a pat of the building d"igo and which mud be con ide ed by the building designer. Bracing show is for lateral nppon of truce member only to rdmec bottling length. Provisions must be made to anchor lat"d bracing at ends and specified locations determined by the building designer. Additional bracing of the over11 met= may be required. (See HIB-91 of TPI).F. specific mass bracing regdiremadt contact building designer.fTnn Plate Institute. TPI is bead at 593 4005 MARONDA WAY D'Onofiio Drive. Madison Wiscoodn 53719) Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050066 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations ............... 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 Right End vertical designed for wind. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kztw 1.0 Bld Type. encl L. 1.7 ft W. 1.7 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 87 0.02 A 4- 3 9 0.01 Attach with (2) 16d Toe -Nails T 0- 11- 2 Attach with (2) 16d Toe -Nails 0- 2-1 Over 3 Supports Scale us 0.7488 Eng Job: WO: ARLR Dwg: TI: Z1 Dsgnr: TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-7711 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\Zl.prx I I I Job: ARLINGTON X Customer:10# UPLIFT D.L. WO:ARLX TI:V1 Qty:l DESIGN INFORMATION This design if for an individual building component and has been bard on Information provided by the diem. The designer disclaims any respmtvbility for damages a a call of fishy or i t mfmmsim4 spccifiestiam and/or daipa fiernished to the area designer by the cam ad the caeecmm or acccncy of this infomatim a it may rdae to a specific pmjca and accepts on raI it ility or aaeiw os control with regard o fabrication. handling, shipment and insunatioo of traaa. This truss has bcm designed as an individual building component in accordance with ANSVrfl 1-2002 and NDS42 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loading show must be Necked to be arc that the data chow are in agreement with the local building codes, local climatic records Cur wind or sooty bads, project specifications or special applied bads Unless down. tma has am been designed for storage or occupancy bads The design assurna compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where borlom chords in taaiom are not (ally braced laterally by a properly applied rigid ceiling, they should be braced a a maimam spacing of 10'4' o.c. Coonector plates dal be manufactured from 20 pop hot dipped galvanized and meeting ASTM A 03, Grade 4A unless otherwise shown FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing as verify that this drawing is in conformance with the fabrieatofs plain ad tu realim a cominning raponsibilily fed snob verificatiao. Any discrepancies sec tu be pat in writing before coaling or hhricatim Maus shall sot be installed c rer knotholes, knots or didoned gala Moubers shall be cat for tight Ruing wood to wood bearing. Connector plates dull be loestd on bah fare of the tom with nails Idly imbedded and shall be sym. abase the joint artless; otherwise mow. A Sao plate is S' wide a 4' long. A 6.8 plate is 6' wide a 1' long. Slats (bola) an parallel to the plate length specified. Doable cats on web members shall meet at the cemmid of the webs unless otherwise show. Connector plat files are minimum sizes based on the forces draw and may seed an be increased for certain handling adlar crectum svasa. This tress is not to be fabricated with fire r u d m wand- lumber mlm otherwise down. For additional information on Quality Com ml refer to ANSVffl 1.2002 PRECAUTIONARY NOTES All brae(ng and erection recommendations an to be followed in accord- with'H,adling, lm ulling and Bating'. H1B-91. Truam are to be bandied with pafiadar act during banding and b:udh.& ddivery and installation to avoid damage. Temporary and permaomt bracing for holding trusses in a straight and plumb positionad forresiamg lateral (acesshag be da igaed and installed by others. Careful handling is tumid and erasion bracing is always rcgwm& Normal peootiwry action for trusses repires such tmpm" bracing during installation between treaea to avoid toppling and dominoing. The apavisionof action of woes mall be under the control of persons experienced is the installation of trmsa. Professional advice shall be sough if horded Concentration of esztsttneba loads grata than the design Inds shall nor be applied to trusser at any time. No bads other than the weight of the enecturs mall be applied to bona until after W fastening and bracing is TC: 2x 4 SP 02 MULTIPLE LOADS -- This design is the BC: 2x 4 SP # 2 composite result of multiple loads. WE: 2x 4 SP 03 WndLod per ASCE 7-02, C4C, V. 125mph, All COMPRESSION Chords are assumed.to be H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 continuously braced unless noted otherwise. Bld Type. encl L. 3.9 ft W. 3.9 ft Trues FORCES (lb) Max Compression/ Max Tension in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef TOP CHORD 1-2.- 45/69,2-3.-45/58, Impact Resistant Covering and/or Glazing Req HOT CHORD 6-5.- 28/60,5-4w-38/124, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Webs 5-2.-116/ 198, 1- 2 69. 0.02 A 6- 5 60 0.04 WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 2- 3 58 0.02 A 5- 4 124 0.05 5- 2 198 0. 05 C 1-11-8 6. 00 -6.00 1-11-8 4x6 4 0 11 12 3x 3x4 2x4 11- 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 d Co n d a Systems Erasing shown on this drawing is nut mention bracing, wind bracing, pond bracing a similar bracing which is a pan of the building design and which mass be considered by the building designer. Bracing show is ror lateral support or truss members only to reduce buckling length. Provisions mesa be made to anchor Idol bracing n ends and specified OF location determined by the boiding daigne. Additional bracing of the overall structure maybe required. (See HIS-91 of TPI).For specificaaabracingrequirements, contact building do igoer.(Tma flare Inmate. TPI is located at SB3 4005 MARONDA WAY DOoofroAireMad;_ Wisconsin 53719). Sanford, FL. 32771 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 9*0050068 367 MedaMm FL Chuluota, FL 32764 w..... .Joint Locations ------w........ 1) 0- 0. 0 3) 3-11- 0 5) 1-11- 8 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 61 -96 -97 B Pin 3-10- 4 1 61 0 -100 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/ 999 0.00/999 1 Horiz. 0.00 0. 00 NA Max DL Deflection L/ 999 . 0.00 Long term deflection factor . 1.50 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 vsf Scale = 0.8279 WO: ARLR TI: V1 9/22/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA ueazgnt nacrix Anaayale erorlle Patn: C:\TEE-LOX\Work\Jobe\ARLR\ARLE\VTSOA.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:V2 Qty:1 DESIGN INFORMATION TC: 2x 4 SP 92 MULTIPLE LOADS -- This design is the Joint Locations.............. This design is the ea imi ideal building wmpociew and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 has beat baud on l"f°^°aw" provided by the d'an. The WB. 2x 4 SP #3 Wnd Lod per ASCE 7-02, C&C, V. 125mph, 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0desigradisclaimsanyresponsibilityfordamagesas result of faulty or incorrect information. specirmatiom All COMPRESSION Chords are assumed to be H. 15.0 ft, I. 1.00, Ex Cat. B, Xztw 1.0P• In -Plant Quality Assurance r11h Cq. 1 aodf rdesignsdbmishdmthewetdesignerbytheclim continuously braced unless noted otherwise. Bld Type. encl L. 6.6 ft W. 6.6 ft Truss MAX. REACTIONS PER BEARING LOCATION----- andtheconStress m accuracy of this inGumation nn FORCES (lb) - Max Compression/Max Tension in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef E-Los BSet Vert Horiz Uplift Y Type may rdaleto a specific project and accepts to TOP CHORD 1-2.-155/139,2-3.-155/139, Impact Resistant Covering and/or Glazing Req 0- 1-12 1 84 -97 -121 B Pinresponsibilityoreaacisamcamel .with regard in fbrieatioahaodlitt&dupomWinstallationofavan BOT CHORD 6-5r-107/199,5-4.-98/250, TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. 6- 5- 4 1 83 0 -122 B H Roll This trusts has bees, designed a an iadividnd building Webs 5-2.-237/448, 1- 2 -155 0.10 A 6- 5 199 0.14 PROVIDE UPLIFT CONNECTION PER SCHEDULE compoom in accordance with ANSVTP1 I-2002 and B. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 2- 3 -155 0.09 A 5- 4 250 0.15 GLOBAL MAX DEFLECTIONS--------- NDS-02 to be incorporated as pan of the building design 5- 2 448 0.11 C by a Building Designer (registered architat or LL TL professional mpnear). Wbur revered for approval by in./Ratio in./Ratio Jnt(s). the binding dmgner• the design loadings shown most be I . Span 0.01 / 9 9 9 0.01 / 9 9 9 2-1 chatted to be sore that the data above are in agreemm Ho r 1 z . 0.00 0.00 NArtththelocalbuildingcoderlocalclimaticrecordsfor rind insmvr bads. project project specifications or special Max DL Deflection L/999 0.00 applied loads. Unless sbo.Rtrust hanabandesigned Long term deflection factor 1.50 fin storage or occuparcy, bads The design aaamex compeadmi chords (sop or bosom) are comtmmusly breed by sheathbg enlea otharise specified. Where bottom chords in tension arc nor Polly braced [staidly by. properly applied rigid ccidin& they should be brsced in a minimum spacing of 101-W o.c. connector p[ata shall be 3-3-8 3- 3- 8 menafsemmredalu20gaugebutdippedglvnerdsteedmeetingASTMA 633, Grade 40. unless otbvrisc shore. 2 3 FABRICATION NOTES 6. 00 Prim to fabriumtiom. the fsbriear shallrevwethis6.00 drawingto vaily, that this drawing is in conformance with the fabricators plans and to realize a continuing rapoosbitiry (br such verification. Any duacpancia are 46 to be pat in writingbeforetattingorfabrication. Plata shall tot be in ulled over tootbol4 knees; or dismned grada Members shall be m fin tight fitting wood to rood bearing. Connector plates shall be bold on both ranee of the trm rich nsihs coy imbedded and chtan be sya about the joint mien otharise show. A 5.4 plat, is 3' ride a V long. A 6ss plate is 6' wide a r' bob Sbu (bola) inn parallel to the plate Imgth specified. Double cots m web members shall meet at the cmroid of the webs Unless 1- 7-12 othawisc show. Comator pine sizes are minimum 1- 7-1 2 sizes basal m the fortes show and may need to be 3X4 increased for emam baradlittg aMlor -doo maaS 3x4 This most is not to be fabricated with fuc rands s treated baba umlea otherwise sbe- For sdEitiond information no Quality Cannel refer to ANSMI 1.2002 PRECAUTIONARY NOTES 2X4 A l bracing and auction recommmdatiom are to be fo[brd in K,ordamc witb'Hmffling• handling and Bmi.e. FOB-91. Trusses ncto be handled with partkolar are during hurding sod bmdling, deli very and installation to avoid damage Temporary and pamma n bracing fin bolding busses in sraigM and plumb p=um and for resisting lateral roses shall be designed and installed by others Candial hurdling is eamial and ertsabn bracing b ahra7s required Normal Rizatitionary action for boom requite such temporary bracing during i-11.1 oat between Un m awid opplity and domim(ng. The mpavisim oraectim criticism, shall be Under tit, control of persons ezpaimcd in tlo 84# 3.50" 83# 3.50" imsanstbo of bona. Professional advice mild) be sought if mecdcd Conccmration of mnsnctim bads grata than the design bads awl sot be applid to trues in any time. 6-7-0 No beds miser than the weight of the aecmrs soul be applied Until after all isolating mad bracing is 6 5 4 compl EXCEPT AS SHOWN PLATESARE MiTek MT20 Scale a 0.7319 WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Deg: TI: V2 Ma ro n d a Systems Bracing morn on this drswing is not aedion bracing- wind br dnA pmul bracing or simile baring which is pan of the building design and which ores be considered by the building desipna. Bracing mow is nor lateralDa support or ones gnr : TLYChk : 9 / 2 2 / 2 0 0 5 membm only to reduce building length. Provision mum be made to amber lateral lacing a Bads and specified locations criminal by the building designer. Additional bracing of the overall structure may be required. (See FOB-91 TC Live 16 . 0 p a f Lbr DP : 1.25 4005 MARONDA WAY oo'OmPro specifictrot, liming Wiscmqui cocum want buildingdwgner.( fma Plate lasinum TPI is located at 5r3 fPltTC Dead 7.0 DP: 1,25Sanford, FL.32771 pre BC Live 10.0 pef O. C. O.C.: 2- 0- 0 407) 321-0064 Fax(407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OMS0068 BC Dead 10.0 pef Code: FLA IC7 MedaO)on FL Chtlhaotsti FL 32760 TOTAL 43.0 lDsf V4 . 7 . 21-8012 W..abi... ma" as An-yaae rroriie rain: C:\TEE-WK\Work\Jobe\ARLR\ARLE\VT51A.prx I I I Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLE TI M Qty:l .I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages. 11 of faulty or incorrect information, specifications and/or designs fumishd to the cost designer by the client and the _.muss acoaray of this information at it may relate to a &pacific Project and accepts on respmm3ility or exevises on control with regard to fabrication, handling shipmm and installation of u°sses. This truss bas bem designed u m individual building componm in accordance with ANSVfPi 1.2002 and NDS42 to be incorporated as pan of the building design by Building Designer (rcgissod architect or pofessio°d naginea} When reviewed for approval by the building dmgn.. the design loadings shown must be rhactrd to be sure than the data shown are in age-= with the kcal building coda, local climatic records for wind or sow loads, prejm specifications or special applied leads. Unless mown, tress b. not bees designed for storage or occupancy, loads. The design assumes asn' .on chords (mp or ban-) are cmuimmusly brad by :hashing unless otherwise specified. Where boonm ehmds in tension an: not tally brad laterally by a PmpdY applied rigid ceiling, they sboold be braced as maximum spacing of I O-0' a.c. Coonecmr plat. shall be manufactured Dom 20 gage has dipped gai-iced steel moving ASTM A 651 Grade 40. unless otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this drawing is in confmma ce with the rabricators Plan and to realize a continuing responsibility for such verification. Any discrepancia are to be pat in writing before cutting or fabrication. Place dell not be installed ova knothole; mots or dissented grain. Mcrnbcn dull be an for tight fitting woad to wood bearing, connector plates shall be located on both fan of ft um with nails wry imbedded and dell be sym door the joins mlm otherwise mown. A 50 pine is S' wide a 4' long. A 6x9 plate is 6' wide a g' lung. Sloe (hot.) rat paralld to the pine lmgth specified. Double cuts on web members dull sum at the cmuoid of the webs unlm otherwise mown C-w Plae elm ace minimum adz. based on the (beta mow and may need to be increased for serum hmdli°g mad/« cation meaes. This torn is not to be fabricated with fire retardant trwd lumber mlm otherwise mow. for additional information on Quality Control ref. to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and .ection recommendations are to be followed in accordance with'Handling. Installing and Brcinf, HIB-91. Truses arc to be handled with particular me doing banding tad bundlin& delivery and installation to avoid damage. Temporary and permmm bracing for bolding trusses in a maigk and Plumb Position and for resisting mad far= dull be designed and installed by others. Cmfhl handling is essen, A and ereerkn bracing is always required Nomad Procaumumary action for muses rtpucs such temporary bracing dining inaallaioo between tenses to avoid toppling and domiming. The supervision of erection of trusses shall be und. the ceutrul of Persons caperimead in the mdallnim of uuses. Prof®ood advice shall be songbl if needed Co°anuatimr of mMrtraion lords grata than the design loads dull not be applied to miss at my time. No bads other than the weight of the erectors mall be applied to muses mtil after all fastening and bracing is couplet d. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Xzt- 1.0 Bld Type. encl L- 9.2 ft W. 9.2 ft Truss in END zone, TCDL- 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Reg WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 229 0.06 C 7- 4 229 0.06 C 8- 3 120 0.18 C 2- 3-12 79# Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 79 -98 -67 B Pin 9- 1- 4 1 79 -98 -67 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 110 0.13 A 1- 9 0 0.03 2- 3• 70 0.15 A 9- 8 0 0.03 3- 4 70 0.15 A 8- 7 0 0.03 4- 5 -110 0.08 A 7- 5 0 0.03 Joint Locations = .............. 1) 0- 0- 0 5) 9- 3- 0 9) 2- 7- 8 2) 2- 7- 8 6) 9- 3- 0 10) 0- 0- 0 3) 4- 7- 8 7) 6- 7- 8 4) 6- 7- 8 8) 4- 7- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-39/110,2-3--37/70,3-4.-37/70, 4-5--110/4, BOT CHORD 1-9-0/0,9-8-0/0,8-7-0/0,7-5-0/0, Webs 9-2.-100/229,8-3--78/120, 7-4--100/229, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 5-4 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 4-7-8 4-7-8 1 2 3 4 5 10 6.00 4x6 Stud rat@ 2- 0- 0 9-3-0 6.00 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: Ma ro n d a Systems Br>ong shown on this drawing ls not erasion bneby t and bracing. Donal bracing be simile bracing which is a Put or the building design and which mast De co®dercd by the building dingoes. Bracing draw is for ht.d mppon of"" assmembm only to reduce hackling length. Provisions mud be made tome latml bracing a ends and speeilledIo..dons determined by the building designer. Additional bmmg of thc ov.all structure maybe required. (Sac IOB-91 4005 MARONDA WAY oOVwfifFm . Madum bbW 1ents, contact beading dedgner.(Traa Flue Institute. TPI is located n sg) Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9d0050068 367 MedslMm PL CMAtaoiti FL 32764 79# 3.50" Eng Job: Dwg: Dsonr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 2- 3-12 Scale = 0.5658 WO: ARLR TI: V3 9/23/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path. C:\TEE-LOE\Work\Jobe\ARLR\ARLX\VT52A.prx I I I Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:V4 Qty:1 DESIGN INFORMATION Thu design is lb, an individual building emnponcm and Ina been based on information provided by the client The design. disehims any respowbility for dung. a a It of fmby or interre n mfomnion, aPecificatian andbr design famished to the trout designer by the client and the ceermmm to accuracy of this information a it may rdne to a apeeifx project and accepta on respectability or amino no control with regard to fabrication, bundling. ahipme m and intallnion of "- This traa but been designed a an individual bailding componm in accordance with ANSINPI 1-2002 and NDS-02 to be incorporated a pan of the building design by a Bolding Designer (regia.rd wthitect or pof®onl apnea . Wben reviewed for approval by the building designer. the design Ioadinp show mesa be Weckcdto be tort that the data show are in agreement with the local building cods; local climatic reads for wind or stow loads. project specifications or spmial applied loads Unlm shown, ma ha not been designed for outrage or occupancy loads The design .ammo mpresioo chords (top or blmnm) art continuously braced by sbrsthivg unless otherwise specified Where bon omcLords in tansion are nor Polly braced laterally by a properly applied rigid culing, they ibould be braced as a conim m spacing of 10-0' o.a Connector plato aball be suaonfacmrcd mom 20 gauge ban dipped galvmirrd peel meeting ASTM A 651. Grade 40. anlm mhervim durum FABRICATION NOTES Prior to fabrication, the fabricator dWl review this drawing to verify that this drawing is in confamance with the fabricators Plant and to marlin a continuing r. 1. - bitty for such vcrificaLion. Any diserepa Lein are to be put in writing bdom ouing or fabrication. Plain shall not be inaalld over knmholea, knots or dinned grads Members dell be cm for tight lining woad to wood boring. Connector plate dWl be located on bah fags of the troy with mils IWy imbddrd and dull be synt about the jointcalm otherwise sbowa A 5a4 plate is 5' wide a 4' bmb A fag plate is f' vide a Se long. Slou (burn) ran parallel to the plate length apceifrd. Doable cat on web member Wall meet at the ce000id of the wdo unlm oth.vise shoves Coma pine sizes ate minimum size based on the face draw and may and to be increased for certain handling and/or erection ltnmtl. This unto is not to be fabricated with fire rasodam treated tomb. ado olh.vise sbow. For additional mformadon on Quality Control red. to ANSVTPI 1.2002 PRECAUTIONARY NOTES AB bracing and ermtion recommeodatiam are to be fWbwed in accordance with -Handling, istalling and Bracing. HIB- 91. Traae are to be handled with panierdar ore during landing and bundling• dctnwy and installation to avid damage Tempor ray and pomanans bracing for bolding aaa0 in a straight and plumb position and for reaisaittg lateral fames shall be designed and mtsalled by Who. CoePol bandliog is modal and cruces bracing is always required. Normal precautionary KUM car sass requle such =PmWY Maciog daring n„ev, bavcan man to avid toppling sad domiooing. The supervision of ermtion of unto shall be ads the co ml of penom caperianced in the mmaBetion of truaa. Prof-iumd advice shall be songht I needed. Cmtamniumm of onnamc ion loads greater than the deign lords shall not be applied to trues a any Lima No bads other than the weight or the erector; sball be applied to trace until after all famaning and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP A2 WE, 2x 4 SP #3 GEL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft. I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- encl Le 12.2 ft W- 12.2 ft Trues in END zone, TCDL- 0.0 pef, BCDL. 0.0 psf Impact Resistant Covering and/oi Glazing Req WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 324 0.13 C 7- 4 324 0.13 C 8- 3 - 48 0.33 C 3-0- 12 6-1- Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Ouality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 130 -130 -108 B Pin 12- 1- 4 1 130 -130 -108 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 145 0.35 A 1- 9 0 0.10 2- 3 91 0.14 A 9- 8 0 0.09 3- 4 91 0.22 A 8- 7 0 0.09 4- 5 - 115 0.24 A 7- 5 0 0.10 6.00 4x6 6. 00 Joint Locations ............... 1) 0- 0- 0 5) 12- 3- 0 9) 4- 1- 8 2) 4- 1- 8 6) 12- 3- 0 10) 0- 0- 0 3) 6- 1- 8 7) 8- 1- 8 4) 8- 1- 8 8) 6- 1- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-43/145,2-3--37/91,3-4--48/91, 4-5.- 115/9, BOT CHORD 1-9.0/0,9-8.0/0,8-7.0/0.7-5.0/0, Webs 9- 2.-158/324,8-3.-48/37, 7-4.- 158/324, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/999 0.03/999 5-4 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 1-8 I• 1 r (eel I I 130H I 12-3- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO all GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a aces n d a Systems Bracing above on this driving is not erection bracing, vid bracing. ponal boxing or similar bracing which is a pan of the building dingo and which mun be considered by the building designer. Bracing show is for lateral support of ton members only to reduce buckling length. provisions man be made to anchor lateral bracing a coda and spmified locations determined by the building designer. Additional bracing of the overall sunetore may be require. (San MB-91 of TPI). For .Peeifx ma bracing,opti ems, contact building designer.(Trun Plate Imsima TPI is located a 593 4005 MARONDAWAYVOnfiioDrive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fox (407) 32.1-3913 TOMAS PONCE P.E. LICENSE adOOSD068 367 Meda( So. PL Cha)ooga, FL 32760 3-0- 12 Scale = 0. 4918 Eng Job: WO: ARLR Dwg: TI: V4 Dsgnr:TLY Chk: 9/22/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0TPI-02/PBC-04 SC Live 10.0 psf BC Dead 10.0 psf Code: PLA TOTAL 43. 0 psf v4.7.21-8027 Design. Matrix Analysis Profile Patht Ct\TEE-LOX\Work\Jobs\ARLX\ARLX\VT53A.prx I I I Job: ARLINGTON K Customer:10# UPLIFT D.L. WOtARLK TI:V20 Qty:l DESIGN INFORMATION This design it for an individual building compooan and has been bated co irdmotation prwidd by the diem. The designer disclaims any responsibility for damages as a 11 of faulty or incorrect ioforeenioo, specifcatiom and/or design furnished to the trust designer by the client and the carratnm or accuracy of this information as it may rdne an a specific project and accepts can ropma'bility or aemisa on mount with regard to fabrication, hand14 shipment toed installation of traae This treats has been designed a an indMthul building eomptmm in accordance with ANSVrPI 1.2002 and NDS-02 to be incorporated as pat of the building design by a Building Designer (registered architen a professional cnginea} Wbw reviewed for approval by the building designer. the design loadings shown mum be chocked to be sore that the data shown are in agreement with the local building cod4 local climatic records for wind or mow bads, project specifications or special applied bads, Unless shown Von has one been doig red C stooge or occupancy bads, The design asaw= anmpr i chords (sop or bosom) are eaminuously braced by sheathing adm otherwise specified. Where boom cbmds in tension ere out Polly braced laenlly by . properly applied rigid ceiling, they should be braced a a aeon® spacing of 1174' o.a. Coanector plan= shall be mamfacturd Dom 20 gage het dipped gatwamud sled m=ling ASTM A 633. Grade W unla s otherwise show. FABRICATION NOTES Pre to fabrication, the fabricator shill renew this drawing to vaify than ibis drawing is in coofoemace with the fabricame. plans and to ruliae . continuing rmponm'bility for such verification.Any discrepancies are to be pm in writing before tatting or fabrication. Mato shall out be installed sea kootho m, knots or distorted grain. Members shall be m for tight nning wood to wood bearing. Comcanr Ono dull be lo=trd on both fats of the ban. with nails rely i nI I I and shall be sym. ,bout the joint oalm otherwise shown. A Sao plate is S' wide a 4' bug. A 6a8 plane is 6' wide a 6' long. Slots (bola) run parallel to the plate length specified. Double cots on web members shall meet a the cmuold of the webs stalest otherwise show. Coanector plate sizes are minimum sizas based pro the fort= show and may nerd to be iaereasd for certain handling and/or erection straws. This bon is not ran be fabricated with fire madam baled lumber unless otherwise dnwo. For additional mf«mnioo on Quality Control refer to ANSVrFl 1.2002 PRECAUTIONARY NOTES All bracing and cructim recnmmud,tion. are to be blbwd in acc«da m witb'Handliog, hmalling ad Bracing. 11I13-91. Trusses are to be handled with particular ere during trading and Codling, delivery and installation an aroid dm,ge. Temporary ,ed permanent bracing for holding sea= in . araight snd plumb position and for resisting lateral fore= Nall be designed and installed by othas, Careful handling is eamial and cream bearng is always rcgWF i Normal prmmimury Coon for unaes requires; mcb Imp«ny bracing during installation between houses to ovoid toppling and dominating. The supervision of action of orosaa shall be under the count of persons experienced in the maallaice of woes. Professional s hies shall be sought if oand Cono m atio t of mnmctim bads patter than the deign loam dell net be applied to unarm at any Lime. No loam other than the weight of the crecmn shall be applied to woes until after all fastening and bracing is enmp:eted. TC: 2x 4 SP A2 BCt 2x 4 SP $2 War lac 4 SP 93 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. and L. 3.0 ft W. 3.0 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing ReQ GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor w 1.50 EXCEPT AS SHOWN PLATES ARE MiTek MT20 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-28/57, BOT CHORD 4-3.-16/22, Webs 3-2.-66/152, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 57 0.07 A 4- 3 22 0.12 3-0-0 2 4.00 2X4 3x4 UJ 2x4 NAr ONNIF FA N10IF ROOM 3-0-0 OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Br,gsbou.-this ollts oat . brad.<w,mbr do&pmWbracin<«dmilarbrrangw is.,of the building design and which mast be considered by the building desper. Bracing shownois for lateral support of ones members only toreduce buckling length. Provisions meta be made to arch« lateral bracing a cam and specified lecatiow determined by he building designer. Additional bracing of the ovmll structure may be required (San KIB-91 Or specific trass 'remms coated buildingdedna.(Traa Mau ma mu TP. bead at s6I4005 MARONDAWAYftDraonWilSanford, FL. 32771 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OMSOD68 367 M)edamon L Chukeotst, FL 32740 Joint Locations ............... 1) 0- 0-0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 129 -131 -211 B Pin 2- 10- 4 1 129 0 -229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 152 0.05 C Scale = 0.8648 Eng Job: WO: ARLK Dwg: TI: V20 Dsgnr: TLY Cbk: 9/22/2005 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 i3sf v4.7.21-7969 gn: net a --yaLa rroLlle rain: c:\raa-LUIc\worK\Jobs\ARLX\ARLX\VT40.prx I I l Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:V21 Qty:l i DESIGN INFORMATION This design is for an individual building component Was It. been bard on infommion provided by the client. The designer disclaims my responsibility foe damages n a remR of faulty or rote rrees information, specifications; and/or designs Ihmisbd to the trees designer by the diem Wadi the coerectiim or reursey of this i immatioo a h may rdate to a specific pmjea and accepts on respotsbility or ca-ises on control with regard to fabrication, handling shipment and installation of mattes. This truss has been designed a an individual building compooat in accordance with ANSVTPI 1.2002 and NDS-02 m be iocmpwnrd as pan of the building design by a Building Designer (registered architem or pofesdoual mgixer when reviewed for approval by the building designer. the design loadings sbown mom be chucked to be man that the data shown arc in agreement the local building codm local climatic records for wind or Waow loads, pojecl specifications or special afylid bade. Unless ahown Wass has ors been designed fo mongc or oceapancy loads. The design -a mmpraioo chards (rep or bottom) are cwtiwoasty braced by %bathing unless otherwise specified. Wbm bosom dada I. session arc not fully brad laterally by a propel y applied rigid calling, they should be bred at a maximum spacing of 1 V-0' o.c Caonector plates shall be manufactured from 20 gauge had dipped galvanized sled meding ASTM A 653. Grade 40. aulm otherwise shown. FABRICATION NOTES Prior to rabricatims the fabricator shall review this drawing 10 verily that this drawing is in eourormmce with the fabnicamis plans and to realin a -mining rcdpanst.1 ility for each verification. Any discrepancies We W be pot in writing before tatting or fabrication. Plates shall not be installed over knotholes, status or dimmed grain. Mc cal cis dtall bead for dgm Otdng wood to wood baring. Connector plates shall be Warted on both ram of the trout with nails fully imbedded and shall be rim about thejoim maim otherwise shown. A Sx4 pine is S' wide x C long. A 6xs pine is 6' wide a s' Wog. Slots (boles) rma parallel to the plate length specified. Doable cots on web members shall meet at the cemmid of the webs unless Otherwise 'how" Caonector wait sizes me minimum sizes bard cm the form drew and may need to be Wac u d fm ceruin haadlivg aed/orsection armea This muss is not W be fabricased with fire rcurdam anted lumber maim otherwise dawn. For additional mfmmatim on Quality Comp) refer W ANSVTPI 1. 2002 PRECAUTIONARY NOTES AB bracing and erectico woommeadations me to be Ibllowed in accordance with -Hurdling. Installing and Bracing. FDB-91. Tresses ere to be handled with pmtindaz more during Inading and bundling, delivery and mstalle m to avoid damage Temporary and permanent bracing for bolding tram in a araigld and plumb position and for resisting lateral Ibmou shall be designed and imulled by opus. CarcPol banding is mauial and anion bracing is always mgulmd Normal precautionary adiam for motes requires such temptuary bracing during installation bcm= mssa to avoid toppling and dmmmming. The mpavuWo of erection of Dunn shall be under the control of poanns e,pi-d I. the installation of trusses. Professional advice shall be sought E oaded. Comnnsioo of aonstnxtion loads gnats than the design Wads dull no be applied to trusses as any time. No bads other than the weight of the erectors dull be applied to basses until after all fastaing and bracing is completed. 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. Right End vertical designed for wind. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-89/112,2-3.-37/41, HOT CHORD 1-5.0/0,5-4.0/0, Webs 5-2.-144/439,4-3.-24/68, GLOBAL MAR DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s)• I. Span 0.01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 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. C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 6.0 ft W. 6.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 112 0.15 A 1- 5 0 0.11 2- 3 41 0.16 A 5- 4 0 0.07 0- 4. 00 Joint Locations ............... 1) 0- 0- 0 3) 6- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 6- 0- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq. 1 MAE. REACTIONS PER BEARING LOCATION----- x- LOC BSet Vert Horiz Uplift Y Type 0- 1-12 1 112 149 -151 B Pin 5- 10- 4 1 44 -54 -59 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 439 0.11 C 4- 3 68 0.08 2x4 2x4 6- 0-0 i 1 6 5 4 2- 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 8E GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Bracing shown on this drawing is not creation bracing. wind bracing. ponal lartacing m similar bracing which is W of arondaSystemsthebenWingdingoandwbichmotbe ,o.Wd d by a bolding des ip.Bracing show is for lateral Wappon of Wass De gatZ : T LY Chk members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ads and specified locations determined by the building designer. Additional bracing of the ovcnll mmture may be required. (See MB-91 TC Live 16.0 psf 4005 MARONDA WAY oOr T P1 - ifM lancing mir®9ts. contact building derigaa.(Tmn Rate inuimnc. TPI a located atsu TC Dead 7.0 psf Sanford, FL.32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOf4AS PONCE P.E. LICENSE OWS0068 BC Dead 10.0 psf 367 MedaMon FL Chuhsota, FL 32760 TOTAL 43.0 sf Scale = 0.6520 WO: ARLR TI: V21 9/ 22/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Designs Matrix Analysis Profile Path: C:\TEE-LOE\Work\Jobe\ARLR\ARLR\VT41.prx Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:v22 Qty:1 DESIGN INFORMATION TC: 2x 4 SP #2 (3: Plate(s) OPPSET from joint center. The Joint Locations------------- Thisdesign isfor an individual building componmsell BC: 2x 4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 3) 2- 3-12 has beat based oninf«mationprwidedbytbcdiw.The WB: 2x 4 SP #3 with any submittal, inspection, and/or 2) 2- 3-12 4) 0- 0- 0 designer disclaimsanyraportsibilityf«damaaaaa emit of rutty or incerrm informatiaa specification MULTIPLE LOADS -- This design is the fabrication documentation. Right End vertical designed g geedforwind. am/«desipnkmisbrdmthewssda; gerbytheclian composite to resultof multiple loads. Wnd Lod mP PperASCE 7-01, C4C, V- 125mph, In -Plant Quality Assurance with Cq- 1 and the carctnm or scarecy of this information a it All COMPRESSION Chords are assumed to be H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 MAR. REACTIONS PER BEARING LOCATION----- MayrdaetoasperifxprojectadaecrpUon continuously braced unless noted otherwise. Bld Type. enel L. 2.3 ft W- 2.3 ft Trues X-Los BSet' Vert Horiz Uplift Y Type responsibility ormerciseswcontrolwithregardtofabrication.balling, mipmena imullaionoro,aa, FORCES (lb) - Max Compression/Max Tension in END zone, TCDL. 0.0 ef, BCDL- 0.0 p psf0- 1-12 1 99 -101 -164 B Pin A Thistress has been designed a an individual building TOP CHORD 1-2--18/26, Impact Resistant Covering and/or Glazing Req 2- 2- 0 1 99 0 -176 B H Roll comp all in auordanee.itb ANSVrP11-2002 and BOT CHORD 4-3--10/14, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE NDSo2mbeincorporated apan ofthe building design Webs 3-2.-50/99, 1- 2 26 0.02 A 4- 3 14 0.05 WEB. ..FORCE..CSI. Cr C by a Building Designer (registeredarchitmorGLOBALMAXDEFLECTIONS - - - - - - - - - WEB. ..FORCE..CSI. 2 99 0.03 C prof®onal sepses} When reviewedforapprovalbyLLTLthebuildingdesigner, the designloadingsdawnmostbechockedtobesurechatstew er the data e in apnemonin./Ratio in./Ratio Jnt(s). with the local building coder local climatic records for I . Span 0. 00 / 9 9 9 0. 00/ 9 9 9 1 wind or scow bads, project specifications «special Horiz. 0.00 0.00 NA applied bads' Unless drown basshasnotbeendesignedforstorageorocopanry, bads. The design asmma Max DL Deflection L/999 0.00 mmprmioocmrds(mp«bomm)—cominnoady Long term deflection factor . 1.50 braced by sbathing unless otherwise sycifrd. Where bortom chords in tension ere not Polly braced laterally by a property applied rigid eeiliag, they should be braced as imam spacing or 1 V4' o.c. Co®ctm play shall be mmorctared than 20 Page b« dipped galvanized a cel turning ASTM A 653. Grade 40. udm otherwise shows 2-3-12 FABRICATION NOTES Ak Prior te rabricuion, the fabricator shall rrvim this 1 2 drswiog to verily that thisdrawingisincoaf«mance with the fabricates plans and to ncaliec a r—inni-s r«ponnbility for such .crificsLion. Any disvepa«ics are 4.00 to be pat its writing before coning or fabrication, Plan shall not be maa rid ever mothola. mots or distorted gain. Members; shall be an for tight rating wood to wood bearing. Cmurct« plate dull be loratd on bah faces of the truss with nails fully imbedded sal mall be sym. alsoce the joins unless otherwise down. A 5a4 plate is 5' wide a 1 {2x4} 4• long. A fag plate is 6- wide a r' long. Slots (bola) r®pansel tothe plas langth specified. Double a s o0 3x4 web .«bees mall men at the ea aid of the web; anlm 0-9-4 ) . otherwise mown. Connector plate sizes ereminimum0- 9- 4 sizes baud on the rorca shown and may need to be ibraeased for certain handling ands« ereetim arena, This truss is cad to be fabricated with foe rcurdam treated lomber s slm otherwise mown For additional 2x4 infomaioo on Quality Control ref. toANSMI1.2(m2 PRECAUTIONARY NOTES All bracing ad .ectibo recommcedatiom are to be foil. in accord—. with'Haadling, Installing sal Bracing'. 1DB.91. Tresses; are, to be handled with particular care during banding and bundling, ddivcy and installation to avoid dmage. Temporary and pamanat bracing for holding trusses in a straight and plumb position and for resisting lateral forces dull be designed and installed by otherr CarcPol handling is menial and eerioa bracing is always regtdrd. Normal prmmionary anion for truss t Mquirea such temporary braeivg during insallstia° between tresses to avoid toppling and 99# 3.50" 99# 3.50" domimiag. The mperaisim err etou oftressesshahbeundertheco«rol of ptsmns aperianted in she installation of cusses. profmional advice shall be sought U n.drd Ca«mtrahoo of mnnm.ionn loads grater this 2- 3-12 the design bass mall on be applied to trnraes as airy time No bad; other than the weight orthe actors mall be applied to trusses amil after all fastening and bracing 6 4 3 completed EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.8559 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: DWg TI: V22 Maronda Systems Bracing sawn on this drawing is not erasion bracing, wise bracing. portal bracing «d bracing whkb it a {art of Da gnr : TLY Chk : 9 / 2 2 / 2 0 0 $ ldibi desiP bed which must becnosiderdMthebuildingdssgrnr.. Bracingslow is far lateral mpp«t of suss is members only te reduce bottling length. provisions most be made to author lateral bracing as Cods ad specified TC Live 16.0 psf Lb r DF : 1.25 Icatiom determined by the building "goes. Additionalbracingortheoverranstructuremayberapired. (See IUB•91 4005 MARONDA WAY specific of TPI}For crass bracing repiremms. coma. building daigmer.(Tross Plate tnstimtc. TPI is located at $33 DOmMcDrive. Madison. Wesconsio53719). TC Dead 7.0 ' psf P 1 t DP: 1.25 Sanford, FL. 32771 BC Live 10.0 psf O.C.: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 TPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE Ns0050060 BC Dead 10.0 psf Code: FLA 3G7 MedaMon FL UKd1wga. FL 227GG TOTAL 43. 0 psf v4 . 7 . 21-14013 a,ae.raaa rsnacyeae rroxue racist e:\Taa- LUK\work\Jobe\ARLK\ARLK\VT42.prx I I I Job: ARLINGTON K Customer:l0# UPLIFT D.L. WO:ARLK TI:V23 Qty:l DESIGN INFORMATION This design is for as irsdividoal building component and has been based on iaformatioa Provided by the claim. The design. diselaims any respaasibility M damages a . malt of faulty or incorrect mf ,lion, specifications and/or designs 0uufshed to the tray designer by the client and the carrecmco or accuracy of ibis information . it may'date to . specific Project ad areepu on resPoem3ility a esmrtises an coastal with regud to fabrication. bridling, s6ipmw and installation crtrosso. This trap has been designed so; an indivdael Wilding eempona in tassadanee with ANSVfPI 1.2002 and NDS-02 to be incorporated a pan of the building design by Building Designer (registered architect or professional argam} Wba reviewed for approval by the building de6pa. the design loadings sbo- mea be checked to be sore Um the dam shown nee in agreement with the local building codes, loth climatic records for wind or aow loads, project specifications or special Mind loads, Unless show, truss hss ors been deigned far garage or occupancy bads. The dmign assumes compr®an chords (top or bou ) are cammooasty braced by sbcathmg indent otherwise specified Wleae bottom 'bards in trnsioo are eat fatly braced laterally by a propay applied rigid c.iliag. they sMald be braced at . ou-ione p.ingorIO-0'..c.C-wplates.hallbe mamfacared fiam 20 gage bin dipped galvmirrd aced incising ASTM A 653. Grade 40, unless; otherwise dawn. FABRICATION NOTES No to fabrication, the htricatns awl review Ibis drawing to 'airy that this drawing is in coormmance with the fibricamfs plans and to rcAitt a cautioning respondbility far each vcrit&rtion. Any dicrepmcies sre to be pat in writing belle: coiling or fabrication. Plata mall not be imWld over kombolm mota a diaaad grain. Members shill be a for Uglu fitting wood to wood bearing. Carona, plain mill be looted on both ram of the tass with omits fatly imbedded and shall be sym. mom the joint aslm oshawfsc mown. A 50 plate is 5' wide a V long. A 6.8 plat is 6' wide a g' long. Slots (boles) ran parallel to the plate length specified Double cats on web members shall mar a she erotroid artist, weds oleo olhawise shown. Connector plate times are minimum sitter based on the form shows and may aced to be mueamd for taunt handling ana. aetim atrenea This truss is not to be hbricated with ftrt m indant tressed lumber aolm otherwise mown. For tlditiooal informaim an Quality Control nda to ANSVfPI 1.2002 PRECAUTIONARY NOTES AD bracing and erection raemmmdaUms are to be Ibrawad in accordance with'Hadliog. Installing ad Bracing'. HIB-91. Trusses are to be handled with particalu ere dialog bsding and bundling, delivery ad innaliaioa in avoid damage. Temporary ad pamtmaa bracing for bolding lasso in . svaigtr and phmb position and for redwing lateral forces mill be designed and installed by others, Ca thl handling is t 61 ad tk. bracing is slways rrydred. Not pocrnirmuy maim rut gran requirm aarcia temporary tracing daring installation between brasses to avoid toppling and domiscr ng. The opovisiot of acctioo of bears abdl be and. the control of Priam c periraced in the maallaion oretsses. Professional advice mill be soya if nailed Concentration of mnaroaioo loads greater than the design lads dell not be applied to trusses at aay time. No loads other than the weiyn or the arsons mail be applied to mosses ,mil after a0 faaemng and bracing is TCt 2x 4 SP 02 BC: 2x 4 SP F2 WB: 2x 4 SP 03 GBL. 2x 4 SP ®3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-122/277,2-3.-47/167, 3-4.-44/84, HOT CHORD 1-7.0/0,7-6.0/0,6-5.0/0, Webs 7-2.-116/289,6-3.-92/283, 5-4a-36/83, 2-9-5 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 7.4 ft W. 7.4 ft Trues in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 277 0.08 A 1- 7 0 0.04 2- 3 167 0.08 A 7- 6 0 0.04 3- 4 84 0.07 A 6- 5 0 0.02 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 7-5-0 1 2 3 4 4.00 m...Joint Locations .............. 1) 0- 0a 0 4) 7- 5- 0 7) 3- 5- 0 2) 3- 5- 0 5) 7- 5- 0 8) 0- 0- 0 3) 5- 5- 0 6) 5- 5- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 92 -268 -74 B Pin 7- 3- 4 1 118 -64 -239 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. .. FORCE..CSI. 7- 2 289 0.07 C 5- 4 83 0.12 6- 3 283 0.12 C 92# 3.50" Stud @ 2- 0- 0 118ff 3.50" 7-5-0 „ 8 7 6 5 7-5-0 A-0-0 RI- 0-10) EXCEPT AS SHOWN PLATES ARE MiTek MT20 2-9-5 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONSRACTOR. BRACING WARNING: Dwg: Ma ro n d a Systems Bracing .boron on 01. `owing is bra erection bracing. wad bracing porer. bracing s simile br to which is . put NtheDaiWiagdesignadwhichmesabeconsideredbythebuidingdecgom. &acing snow u for latml mplwn of Doss DBgnr : T LY Chk members only as reduce backfing length. Provisions mart be made to anchor lateral bracing at ends and specified locatioat determined by the building designer. Additional braing of the overall stroctore may be regoird. (See HI8-91 TC Live 16.0 ps f of TPI).F. specific sass bracing regauemants, com et building d..igna.(T.. Plate Inaaiate TPI is totaled .1583 TC Dead 7 . 0 a f4005MARONDAWAYDOoofric,Drive. Madison. Wiscrosin53719). P Sanford, FL. 32771 BC Live 10.0 ps f407) 321-0064 Fax (407) 321-3913 TOMAS POFICE P.E. LICENSE 9a0050068 BC Dead 10.0 psf 367 Medallon FL Chalkloib, FL 32766 TOTAL 43.0 ps} Scale em 0.4331 WO: ARLK TI: V23 9/22/2005 Lbr OF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA uesignl matrix Anaiysis Prorite Path. Ce\TEE-LOK\Work\Jobe\ARLR\ARLR\VT43.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TIMID Qtytl I DESIGN INFORMATION This design is for an individual building component and hes been based an information provided by the than. The designer disclaims my responsibility for damages u a h of Nulty, or incorrect information, specifxaiaa mNm designs tarnished to the crass designer by the client and the correcmm or accuracy orthis information u it may relate to a specirc Project and accepts no responsibility or exercises no control with regard to fabrication, baadlinr, shipment and hosaxiatim or avian This truss ha been designed a m individual building component in accordance with ANSVTPI 1-200I and NDS-02 to be incorporated as part orthe building design by a Building Designer (rc&craa architect or professional mginea), When reviewed for approval by the building designer. the design loadings shown must be rLxked to be sore that the data mown am in agreements with the local building coda local climatic records ror wind or snow bads. Project speeificx4 m or spatial applied loads. Unless shown bran bar not been designed for storage or occupancy bads. The design assumed mum . cbords (top or bonom) at mntinmndy l reseed by sheathing anlm otherwise speet8ed. Where beam camas in teasim are raw Poly braced laterally by a properly applied rigid calling. they should be braced at a maim® spacing of ts.W o.c. Cnmenmr platesdull be mamfaemred Item 20 gauge bat dipped gdvanizd sued mating ASTM A 632. Grade aQ ado othwin shows FABRICATION NOTES Prim to fabrication the fabricamr dull review this drawing to miry that this drawing is in conformance with the Nbrk mfs plain and m realiee a contimins reipomAblllty ver Cmsuchl6calim. Any dtaerepaneles are to be Put in writing befine cutting at fabrieatian. Plats shall caul be installed am lnmhal6 a:lots or distorted grala Members hall bean for tight noting wood to wood bearin& connector plates shall be mod an both lacer of the tent with men Poly imbedded and dent be sym. ,loam the joim unlm mberwfac mowed. A 5a4 plate is 5' wide x a' long. A 6a1 Pla1c is 6- wide a 1- Img. Sots (holes) run parallel to the plate length spocilied. Doable ears an web members shall men a the commie orthe webs sweet otherwise shown. Caun ems plate dies arc minimam sins bud m the forces shown and may need to be increased far eeruio handling androa aectiou wean This am is ram to be fabricated with fare reradaw trnted lumber unlm otherwise shows. For additional brbrmatiao m Quality Central rerer. m ANSVfPI I- 2W2 PRECAUTIONARY NOTES All hiscing and eeetim recommeodstiom ate to be followed in accordance with •Handling. Installing and Bracing'. HIB-91. Truam use to be bandied with particular ore during bearing and b=Min& delivery and m9allatioo to avoid damage, Temporary and prmanem bracing lb, bolding trusses in a straight and plumb pairings and for resisting lateral romcs shall be designed and imWled by others. Careful handling is essemial and cr tiara tanew& Ds always respond. Normal woo mama y action for trusses redaum sorb temporary bracing during imt Inioo between team In avoid toppling and dowmoist& The supervision or ereetiom of bussesmall be ender the cooaol of person rapmmcedin the mstallalim of banes. Professional advice shall be sought if needed Concentration of mnwoaiom loads grater elm Use design bads shall ant be applied to unwas at amy time No bads other than the weight of the erector mall be applied to haws until after all funning and bracing is TC: 2sc 4 SP #2 BC: 2x 4 SP 42 War 2x 4 SP #3 GBL: 2x 4 SP 03 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Truce must be marked to prevent UPSIDE DOWN erection. WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr e- 1 117 0.12 C 6- 3 272 0.21 C 7- 2 242 0.21 C 5- 4 93 0.11 C 2-3-0 Analysin based on Simplified Analog Model. All COtiPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, xzt- 1.0 Bld Type. encl L. 6.0 ft W. 6.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Reg FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2--46/64,2-3--46/64,3-4--46/64, HOT CHORD B- 7.0/0,7-6-0/0,6-5-0/0, Webs 8-1.- 42/117,7-2--88/242, 6-3--99/ 272,5-4--34/93, GLOBAL MAR DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 00/999 0.00/999 4-3 oriz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor . 1.50 6-0-0 3x4 2x4 2x4 2x4 l 2x4 2x4 2x4 3x4 Joint Locations ............... 1) 0- 0- 0 4) 6- 0- 0 7) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- 0 3) 4- 0- 0 6) 4- 0- 0 In -Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 79 64 -125 B Pin 5-10- 4 1 70 -64 -101 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 64 0.06 A 8- 7 0 0.02 2- 3 64 0.07 A 7- 6 0 0.02 3- 4 64 0.07 A 6- 5 0 0.02 2-3-0 1 t 1 1 70# 1 1 1 r EXCEPT AS SHOWN PLATES AME MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING .To BB GIVEN TO ERECTING CONTRACTOR. ERACING WARNING: Dwg. Maronda Systems Bracrngshownanthisdraw, ngumrmwamMaaW. wind bwn&pxthbrrtngorsimiWbracing which isapan of Dsgnr:TLY Chk: the building dedgo and which mow be comidad by the building designer. Bracing mow is rot lateral support of trot mmbm only In reduce buckling Iwo. Provisions mum be made m mcbor lawal bracing at ends and specird TC Live 16. 0 psf locations determined by the buildingdesign=. Additional bracing of the overall structure may be reyaired. (See MB-91 P of TPO.F. specific net bracing requirements. contact building designa.(Trna Plate Institute, TPI is located a SU TC Dead 7.0 p s f 4005 MARONDA WAY Domo-ioDrive. Malign. Wisconsinsn191 Sanford, FL.32771 BC Live 10. 0 psf f407) 321-0064 Fax (407) 321- 3913 BC Dead 10.0 psf T(X4AS .s; P!CE P. E. LICENSE OWS0068 367 MectafDwi FL Chuitao:a, FL 32764 TOTAL 43.0 Ps.1 Scale = 0.4628 Win: ARLX TI: V30 9/22/ 2005 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.21-7961 lip L• crtonr_ff_l:s:. ix_ Anailsf n_... - rroriie racn: rsann-a,va wuanwwosas+saa+se.....av r r4 • rorarrrossasoJaso .ra w so o ro r ra a sa TO Iz SPLANR VI CITY ® F S a W Q z- 0 Lail So I I .ra ro a 4 a n C j 1 ro I Jo I ro I ra I Y-a sa m r-z Yo j Jo a ra Ja ra ro a m•„EBO SUB Yh'LNAB m7 AeW Yh•m CSUB MAX s4 it a MIZE N g rm•s ataw M-5 ReW jr. yp r,! GARAGE I -STORY V =Am w-ro n1 TYPICAL I -STORY AOOfO sra° E it ry AO[1Ep Bs7(XE iELG£ SiKE. Yr'•ro II IIII I I !h'aBlcsAe PLAN C I REVIEWED OF pNFOR Z STEP/NON BEAR/NG srAtr, SS•• ra oaf AM AIL G°rRMK PoUBfD YD101?/aL'- I REC£SS AT CNAGEDm MwR1! r/' !h' I I i-ramtr+[ r t O I awss 5 I I I I I Yh'mcsAe r ! h'LvcslAe rc r BEro O mve r e - — — N TH/CK'N EDGE TYP• PIPE PENETRATION nt Q6 sAlt. h•'rcAnmcAIESS'•ro h ID' /IE9AN I I m e aeaAn Jt¢iLH m 7 RlBA4 ry •s aeeAq N m •7 ACBW Yh'csAB I I I I II I 1 RECESS a SLIDER J aevacc Bscaw ° "r•SS'•ra 1 TH/CK'N EDGE/GARAGELLlntvLsmorvassrXcK •ro oLTHICK'N EDGE/BEARING AAIt Vi'•ra II ii • - --` TYP. FTNGy INSIDE CORNER I Pil Zf& T.EL O4 Ea/K I I mvenrA1' Yh'cvlcsue 11 II I (20 ' 7 A'[aVLS r[---- I rr SHEET: TYP. CONC. ENCASED ELECTRODEJ TYP. FTNG 0 OUTSIDE CORNER CT s YAIF. SS'•ro scKe, Yr'•ro r umQAa ¢ m dw_s Iwm GirderlTruss 2) 2x6 @ 10 (1 Od) Nail: Girder Truss per Strap C-) r o U) n:0 woo TO o Top of Slab—\ a JTC TITLE: Girder Truss / Post / Slab Maronda Homes For Arlington "K" 1„ 1„ 3 1/2" 0 . 01 o.O. 20go x 1 114" strap over top of girder truss and down each side. 2pcs.) Spacing of 1 Od nails Simpson ABU46 or Equal 5/8" Anchor / Epoxy Anchor Bolt ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV: NO: 8/ 14/06 1 A.K.-1 I IA I L NOTE: 300 plf load with no roof: 8' tributary = 2400 lbs. 1160 plf load with roof: 8' tributary = 9300 lbs. 16 ga. material thickness (posts) - use the some for the gussets on each face of header. 12 TEK screws good to 540 lbs/screw 10"x16"x16ga. plate each face w/(20) # 12 TEK Screws — 10" Post 12 TEK Screws 5" T 3" 5" 000 z . O to A a Top G JrC o v TITLE: Garage Header Connection Maronda Homes For Arlington "K" V 8" V 12" Header ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV: I NO: 8/14/06 AK-2 i I Header 8" x 4" x 16 ga. Plate Each Face, with (8) 12 TEK Screws q r • • .. I„--• I x 16 go.Plate Face, with (10) TEK Screws n -0 6" x 16 ga.:Post z o U n W G 2____ z nC o m TITLE: Bed #3 Header Connection Maronda Homes For Arlington "K" ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV: NO: 8/ 17/06 AK-3 2) 2x6 Recessed Into a 36" ProTEC Panel Next to Window in Family Room. ProTEC Panel Note: Right Elevation, Family Room, Where the Girder Truss Comes Down Next to the Window. JTC TITLE: ProTEC2x6PostRecessedinPanelCONCRETESTRUCTURALINSULATEDPANEL SYSTEM Maronda Homes REV: No: For Arlington "K" 8/17/06 AK-4 u 0 NOTE: This detail will be used on the other three sections of the left and right elevations where the Girder Truss will rest on the ProTEC wall system. 2.75" 2.75' TC TITLE: 2x6 Post Recessed in Panel Maronda Homes For Arlington "K" ProTEC Panel 2) 2x6 Recessed into the ProTEC Panels at the joint to support Girder Truss ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV: NO: 8/17/06 AK-5 Bedroom #3 Looking from Front of House Towards the Back connect blocking to with Simpson "A34" clip @ each end- 2x4 blocking between trusses @ 24"o.c. connect to top plate w/ (2) 4"+ lag screws 16"sq. x 16ga. gusset plate @ ends of brace 1;0- 4" embedment into slab 0 top view JTc IlDrawing Not To Scale TITLE: Sheer Wall Configuation Maronda Homes REV: For Arlington "K" 24) - # 12 TEK screws along track 24) # 12 TEK screws along double stud 16) # 12 TEK screws from brace to gusset 3" 14ga. metal strap Simpson hold down anchor HDU-4" - attach to studs (dbl. 25ga. studs req'd) w/ (10)4" TEK screws and concrete 5/8" dia. threaded rod - 4" emd't and Simpson "Er adhesive ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM 10/2/06 NO: AK-6 1 12 0 Door Opening a. tr10 JTC TITLE: Front Door Header Connection Maronda Homes REV: For Arlington "K" 16 ga. Plate ice, with (10) X Screws it x 16 ga. Header Door Opening ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM 11 /27/06 NO: AK-7 Top Track Continuous Vertical H-Studs Corner Angles , Horizontal H-Studs Cut To Length So As To Butt With The Continuous Vertical H-Studs I .RC 1 TIRE 1 ........ 1... 1 1 r Bottom TILIrack I 2 Q N -Track Post Detail C, 1 0 0% Self Tapping Pan Heads Q PANEL STACKING DIAGRAM MARONDA HOMES FOR ARLINGTON "K" C-Track X Posts ProTEC Panels ProTEC CONCRETE S r&Cr UR& jtaI TED PANEL SYSTFJM NO. / SD-1 A Cover Exposed Posts and Headers With ProGUARD Half Round Window 8"x16ga H" Stud Header Top Track I---- ------ --- /------------------ IH5 ' ' 25SH 1 IH5 ' Egress I I r 2 6"x16ga / Posts Bottom Track r- „ / N 10 x16ga H Stud Ov G Posts JTC TITLE ; A Q Front View of Bedroom 1vindow Maronda Homes Arlington "K" ProTEC CONCRETE STRUCTURAL 1N%A.A7ED PANEL SYSTEFA REV. Nd_ 3/31/06 SD-2A Cutout Of Panels To Show Connections Of Posts To Header C,- Half Round Window 8"x16ga H" Stud Header Top Track 1 gig, b.f: Egresst tiff N6"xl6ga f Posts Bottom Tr -- 10"xl6ga — "H" Stud 7 i Posts TITLE Q Front View of Bedroom 3 Window Maronda Homes Arlington "K" ProTEC CRFM STRUCTURAL INSULATED PANEL SYSTEM REV Na 3/31/0e SD-2B Cutout of Panels to Show Connections of Posts to Header G90 Steel C-Channel Top Track 0- 0 OP lTC TITLE: 10" x 169a Post 20" ProTEC Comer Panel GE DETAIL nda Homes rrlington "K" e, , , 12" x 14ga Header x 16ga Post ti .. 20" ProTEC i• Corner Panel REV: G90 Steel C-Channel Bottom Track ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM 8/3/06 NO: SD-3 A won c4esi rr_r t,,..,.,ei 4) 4 Tc 2, G', Z--- ,% ITC /TLC O ` i TITLE: Perspective Top Channel f I V l GV f UI IC14 ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV: I NO: 3/9/06 RJC-1 A TLC/JTC TITLE Wedqe Bolts With 01 O ip O O PERSPECTIVE SILL CHANNEL AT CORNER moo„ ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV I NO. 3/3/06- FS-9 2" x 4" Wood Top Plate T. Clear Proprietai Fasteners Or ITW Buildex Pneumatic Nails G90 Ste+ H-Stud Corrosion Resistant 2 114" Screw Plywood Spacer G90 Steel Top Channel ProTEC Panel 2L11 11 DIN. T1 r./.rrC 'Afft -TEC- TITLE C Pro ALTE ATE EXTERIOR WALL AND ROOF CONNECTION CONCRETE STRUCTURAL INSUl11TED PANEL SYSTEM NU. WITH WOOD TOP PLATE INSERT R /3 6106 RJC-8 T. CLEAR PROPRIETARY FASTENERS, OR ITW BUILDEX PNEUMATIC NAILS 1 7/8" to 2 1/8" from corner) STEEL ANGLE OJIF.2 ON n N G 2 C TITLE 0 vo HORI!L SECTION PANEL CORNER ASSEMBLY OPRIETARY I ITW BUILDE C NAILS rom corner) R PANEL ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. 3/6/06 WC-1 - TITLE T CLEAR CORNER -PANEL ASSEMBLY FASTENED FASTENERS ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. N0. 3/6/06 WC-2 1 TLCJJTC TITLE r PANEI JOINT v HORIZONTAL SECTION PANEL TO PANEL ASSEMBLY EC- PANEL' OS TEEL STUD LEAR PROPRIETARY NERS OR ITW BUILDEX NEUMATIC NAILS ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. 3/6i06 WC-3 W, ProTEC PANEL G90 STEEL H-STUD. T CLEAR PROPRI FASTENERS( ITW BUILDE; PNEUMATIC Ni 2 Dip Ap TITLE HORIZONTAL SECTION ALTERNATE PERPENDICULAR WALLASSEMBLY EXTERIOR OR INTERIOR) P. roTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. N0. WC- 5 3/6/06 IEL 1 01 ProTE PANE EXPAND) FASTEN TITLE HOAL SECTION PERPENDI8PLAR WALL ASSEMBLY BETWEEN PANEL JOINTS INTERIOR ONLY) Y OV EEL INEL INTERIOR ProTEC PANEL kR PROPRIETAR STENERS OR W BUILDEX UMATIC NAILS ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. 3/6/06 . WC-6 TITLE ProTEC PANEL 1 81, 1 20" 1 s1 TWO VERTICAL ELECTRICAL CHASES CHANNEL/ SPLINE SLOTS LECTRICAL CHASES 1 1/4" diam. P ro'TE C CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. 3/ 6/06 ' . WC-9 Header Structural C Channel Track) Top C Channel G;; Panel Pane PERSPECTIVE 044.. {"I cz C Channel p C. Channel Panel Top C Channel Structural Track C Channel Cripple Header C Channel TION 40 N Panel 2 TLC/JTC TITLE O Q METAL HEADER Stud Cripple Panel TRANSVERSE SECTION P roTE C CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. a/s/os WC-11 0 jp O TLC/JTC TITLE Header ProTEC Panel PERSPECTWE WINDOW OPENING ASSEMBLY Pan Head Screws G90 Steel Splines Connecting Header Channel to Half "H" G90 Hall "H" Installed from Top to Bottom of Panel Header Channel to be' Wrapped Around Three Sides of Header G90 Half "H" Installed Top to Bi of Panel ProT ;Pdhe a ProTEC CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. 6/7/06 WD-1 0-- 0 2 o 0 0 -; O TLC/JTC < vatw TITLE Header Panel Header Channel Vinyl Flashing Window Unit ProTEC Panel Half. "H" Vinyl Flashing Window Unit Window Unit Vinyl.Flashing Base Channel Base Panel TYPICAL WINDOW DETAIL HEAD JAMB SILL ProTEC* CONCRETE STRUCTURAL INSULATED PANEL SYSTEM REV. NO. sn/os W D-4