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138 Wheatfield Cir - BR06-002474 - SFH (A)PERMIT ADDRESS UJ CONTRACT' Maronda Homes 1101 N Keller Rd., Ste F ADDRESS _ Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUMBER PROPERTY OWNER ADDRESS H1NU_: 0 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR a-- SUBDIVISION PERMIT # b (0' + DATE DrDA,frr n'vcf,nTm-rnw YA-0 l l S I F PERMIT VALUATION ( 3 / " SQUARE FOOTAGE ,a-.89 i 0 MISCELLANEOUS CONTRACTOR 0 PERMIT NUMBER FEE H MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE 0 City of Sanford Certificate of Occupancy This is to certify that the building located at 138 Wheatfield Cir for which permit number 06-2474 has heretofore been issued on June 21, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Building: R Addison 02/12/07 Engineering & Planning: M Replogle 02/12/07 Public Works: M Watson 02/12/07 Utilities: R Blake 02/12/07 Fire Department: Conditions (if blank, no conditions apply) Maronda Homes n-1 . 02/16/07 Property Owner Building Official e Date BP006UO2 CITY OF SANFORD 2/16/07 Edit Narrative 14:01:17 Application number, type 06 00002474 NEW SINGLE FAMILY HOME - DE Property address . . . . . . 138 WHEATFIELD Type information, press Enter. cc sign Off: P&Z: MR 02.12.07 PW: MW 02.12.07 Uti : RB 02.12.07 final f s on file F3=Exit F5=Copy F6=Insert F7=Delete F8=Time stamp F12=Cancel F21=User defaults s More... U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION .CERTIFICATE OMB No. 166(HM8 Expires February 28, 2009 Federal Emergency Management Agency i,• National Flood Insurance Program Important: Read the instructions on pages 178. SECTION A - PROPERTY INFORMATION For Insurance Company Use: beA1. Building Owners Name P011cy um. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. ompany IC NUli1 t Slate ZIP Code A3. Property_Ne ription (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT U CELEQY GA/ES AYAS E IA iryrZkcc 6% Ps 6ES '99' JlE.1l•a c /..i,rlT); A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) lyccxrFs+//LY PiS/IaF.VTA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum:' NAD 1927 9 NAD 1983 A6. Attach at least 2 photographs of the building If the Certificate Is being used to obtain flood Insurance. AT Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage Qf sq ft b) No. of permanent flood openings In the crawl space or b) No. of permanent flood openings In the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade _0 c) Total net area of flood openings In A8.b 4g4 sq In . c) Total net area of flood openings In A9.b _Q sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name B3. Stale C/TY OF /2OZ94 vE 1!cvali FL"AP1q 84. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) 89. Base Flood Elevation(s) (Zone AO, use base flood depth) 2//7C0065 rE' Dale AA0. /7, /99-5 Effective/Revised Date AW14 /7 /99.5 fA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item 139. FIS Profile FIRM Community Determined Other (Describe) 1311. Indicate elevation datum used for BFE In Item B9: ®NGVD 1929 ' ' NAVD 1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date 1 CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. 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, VI-V30, V (with BFE), AR, ARIA; AR/AE, ARIA1-A30, AR/AH, AR/AO. Complete Items C2.a-0 below according to the building diagram specified In Item AT Benchmark Utilized SG(> Vertical Datum Alavor" Conversion/Comments -4 Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)- 73 I? feet b) Top of the next higher floor feet c) Bottom of the lowest horizontal structural member (V Zones only) a feet d) Attached garage (top of slab) ZO.2 feet e) Lowest elevation of machinery or equipment servicing the build ng 2. 28 feet Describe type of equipment in Comments) (NCG,avQsssaas 0 Lowest adjacent (finished) grade (LAG) 9- 8 feet g) Highest adjacent (finished) grade (HAG) 20, D feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Pubdo 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 by fine or imprisonment under 18 U.S. Code, Section 1001. I Check here if comments are provided on back of form s Name PLACE EAL HERE FFMA Form R1-31, Felmnry ?nnr, See reverse sine for rnntinuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A-,.4 For Insurance Goinpany use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 36 Wi/EAT/EsGO a t 1,CCGE City State ZIP Code f , Company NAIL Number 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 = BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate Is Intended to support a LOMA or LOMR-F request. complete Sections A, B. and C. For Items E1-E4, use natural grade, If available. Check the measurement used. In Puerto,Rlco only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whelhe 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 Ieet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) Is , ' et meters above or below the LAG. 44.:b; E2. For Building Diagrams 6-8 with permanent flood openings provided In Section A Items 8 and (see page 8 of Instructions), the next higher floor elevation C2.b In the diagrams) of the building Is feet meters ab a or below the HAG. E3. Attached garage (top of stab) Is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the 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 authoriied representative who completes Sections A. B. and E for Zone A (without a FEMA-Issued or communhy-Issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge.' Properly Owner's or Owner's Authorized Representative's Name Address City Stale ZIP Code Signature Date Telephone Comments Check here N attachmenlzi SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's noodplain management ordinance can complete Sections A. B, C (or E). - and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used In Items G8. and G9. G1. The Information In Section C was taken from other documentation that has been signed ap,sealed by a licensed surveyor, engineer, or architect wl,•r is authorized by law to certify elevation Information. (Indicate the source and dale of the el "vation data In the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEM)ttiiisued or community -Issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) Is prov(jed for community floodplaln management purposes. G4. Permit Number G5. Date Permit Issued G8. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building she: feet meters (PR) Datum Local Ofliciars Name Title Community Name Telephone Signature Date Comments Check here If attachments FEMA Form 81-31, February 2006 Replaces all previous editions pevrnl 4 a-, SMITH DRAFTING & SURVEYING, INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 6rua 4 5 , 2007 1'o: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot $; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: Stanford, 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 Permit # : o&— M 1 /-4 Job Address: I ? Description of Work: Historic District: _ CITY OF SANFORD PERMIT APPLICATION ^ n Date: I G 0 L) r Total Square Footage Zoning: Value of Work: S Permit Type: Building Electrical i Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Mechanical Plumbin Addition/Alteration Replacement New of Water & Sewer Lines Fire Sprinkler/Alarm Pool Change of Service Temporary Pole _ Duct Layout & Energy Calc. Required) 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 ) Owners Name & Address: I t ,ail r CJ n CJ ("L f I I F_ Phone: Contractor Name &Address: . n G Vl is d C o State License Number: f Fbc& 0 ` I Phone & Fax: Lt-U Bonding Company: Address: Mortgage Lender: _ Address: Architect/Engineer: Address: V-1 --)D,3 4 /4C17-,*L1- Cf 31 VContact Person: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separatepermitmustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may a found in the public records of this county, and there may be additional permits required from other governmental entities such as water management district , state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property ofthe requirements of Florida Lien LPw, Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: Special Conditions: Rev 03/2006 Date Signature of Date FD: Date Print, ontractor/Age is Name Srgna e f otary-State of Florida 0N&RY PUBLIC -STATE 6F FLORIDA K. Lindsay on # DDS41618 APR 18, 2010 Contractor/Agent isL Personally Known to *9c Bonding Co., Inc. Produced ID ENG: BLDG: CITY OF SANFORD PERMIT APPLICATION 26 0 I Date: Permit # : /, Job Address: ) 4 U (A , t ;-1 A 0 t rrI L LU Description of Work: Ie) Q t ECA ) C }—W Total Square Footage Historic District: Zoning: Value of Work: $ -- OU • G 0 Permit Type: Building Electrical L Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration // Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Unfits: Flood Zone: ( (FEMA form required ) Owners Name & Address: /Ci 1 4- i' /Vt S S `1 `] V_ II i r n I 1 [)", n t-_ 4 2 "2,Z 1 I Q Phone: Contractor Name & Address Phone & Fax.4:Q Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Address: State License Number: Contact Person: Phone: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permitmustbesecuredforELECTRICALWORK, 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 TWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 a/c ound in the public records of this county, and there may be additional permits required from other governmental entities such as water management distric agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of theproperty of the requirements of Florida Lien Lb/ Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/ Agent is Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 Personally Known to Me or UTIL: FD: Signature of Date Print ontractor/A ent's Ne Sig o Notary -State of Flori t UBUC-STATE OF FLORIDA Kenya K. Lindsay Commission # DD541618 Expires: APR. 18, 2010 Contractor/ Agent is _ Personally Known 810g$ Atlantic Bonding Co., Inc. Produced ID ENG: BLDG: T "b b- ," vy- py-u nC& 1 E£CA rrn"# 13 GcQSG • - C,, I t , s COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75104 DATE: 6 -l19 _(/6 BUILDING PERMIT NUMBS A- C TY) / COUNTY NUMBER: UNIT ADDRESS: ' 99TRAFFICJURISDICTION: 0," CITY OF SANFORD SEC: TW M RNG: PARCEL: SUBDIVISION: PLAT BOOK: 7/'UI PLA f f /j BOOK e3 R CT: PAGE:Gj&BLOCK: LOT: OWNER NAME: 1- V- j) o I ADDRESS: APPLICANT NAME: t 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 S 705.00 1 S 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 S 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT RECEIVED BY:° l L SIGNATURE:Ci _ l PLEA E PRINT NAME) l 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 ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A O t OF FEES WHICH BUILDING PERMIT. V' 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******************** ILA FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Nam(PROJECT NAME: ARLK32B 8CL3 Address: ADDRESS: 138 WHEATLIELD CIRCLE City, State: CITY, STATE: SANFORD, FL Owner: OWNER: MARONDA HOMES Climate ZonE CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1875 ft' 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 196.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 196.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft' c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2085.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 150.0 ft b. N/A Builder: MARONDA HOMES Permitting Office: Permit Number: C (0 Jurisdiction Number: k 9 ISO u 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 23047 PASSTotalbasepoints: 25866 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: 11IN 2n4'- I hereby certify that this building, as designed, is in compliance with the Florida Energy Cgde. OWNER/AGENT: gd y DATE: JUN 1 2 0 6 t. 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. EnergyGauge® (Version: FLR3S6 v4.0) Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/hr HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.93 PT, THEST,gTFon v FORM 60OA-2004 EnergyGauge® 4.0 SUMMED CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296.4 As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38901.9 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 38902 1.00 1.09 x 1.150 x 0.95) 0.262 0.950 11512.2 35736.6 0.4266 15245.2 38901.9 1.00 1.188 0.262 0.950 11512.2 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 2344.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM Points 1875.0 0.28 525.0 1875.0 -0.28 525.0 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8683.8 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 42500 btuh ,EFF(7.9) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 8683.8 1.000 1.078 x 1.160 x 0.95) 0.432 0.950 4233.9 5165.4 0.6274 3240.7 8683.8 1.00 1.188 0.432 0.950 4233.9 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: " , " PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.93 3 1.00 2433.55 1.00 7300.6 As -Built Total: 7300.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 15245 3241 7380 25866 1 11512 4234 7301 23047 PASS 04 ,( HE STgT 0 EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed: or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. DA-LL U I I'1CK rKtJt,KIY I IVt MtAJUKtb (must De met Or eXceeaea Dy all resiciellces.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. ELECTRIC.... l . New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1875 ft' _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 196.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 196.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2085.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed): Garage Sup. R=6.0, 150.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: ii % 1.4., ,a Date: I1IN 1 2 70Q61 Address of New Home: %_.__ City/FL Zip: Cap: 42.5 kBtu/hr SEER: 13.00 Cap: 42.5 kBtu/hr _ HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.93 PT, _ 04 THE STqA 110nn tr r COD WE NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStarT"'designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. tnergyGaugem (Version: FLR30 v4.0) ALaronda Homesj AN EASILY OBSERVABLE BETTER VALUE! 955 FFLLFR ROAD SUITE 1500 • Al_TAMONTF_ 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 8, 138 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. I 1A RUSSELL--KEIT SIMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 12TH day of JUNE, 2006 by RUSSELL KEITH SUMMERS who is personally known to me. NOZAF4Y RUBL 4Ej464 a 8110/2009 c o,n <d thru (800>432.4254Florida : IncNotaryAss ..... S National Evaluation Service, Inc. :ii 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 AL Phone: 703/931-2187 Fax: 703/931-6505 IN7'FE COLINC11CODEcoucu.,. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARED TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(d nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordancewith local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Page 2 of 2 Report No. NER-617 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- 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 Code TM, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: iLU' 2 4- Date: June 12, 2006 lob Address: 138 WHEATFIELD CIRCLE LOT 8 CELERY LAKES PHASE IA Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool R Electrical: New Service — #of AMPS Addition/Alteration Change of Service Temporary Pole 122006 Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy ale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: ArchitecUEngineer: Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Russell Keith Summers Print Owner/Agent's Name 6/ 12/06 Signatu a of -State of Florida Date JcAv diKE - _LERTOIv Comm# D00460464 Expires 8/10/2009 i3onded thru (800)432'4254 o(r Florida Notary Assn. Inc 3..u.•••.•.•uu.•••• id ................... Owner/Agent is _X_ Personally Known to Me or 6/12/06 Signature of C-nttactor/Agent Date Russell Keith Summers Print Contrtcy/Agent's Name 6/ 12/06 natu of tary-St e of Florida Date E ANNIN LLERTON v '1, Comm# 000460484 xpires BI10/2009 e3 bonded thru (soo)432-1254. Honda Notary Asssn. goo .4000 Conttactor/Agent is _X_ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zo rlities: Initial • Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) CITY OF SANFORD PERMIT APPLICATION JUN 1 2 2006Permit #: Date: Job Address > w%/0 Gi/_ LOT ri Description of Work: Single Family Residence Ilistoric District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical X Plumbing w Fire Sprinkler/Alann Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential _lZ Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 4074175-9112 Contractor Name & Address: GarV Carmack 4005 Maronda Way Sanford, FL 32771 State License Number: CAC043900 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing infonnation is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this 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 A water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the re4uirlinents of Florida Lien Law, FS 713. JUN 1 2 2006 Signature%Owner/Agent Date i Print Owner/Agent's Name JUN 1 2 of Florida Date J F1'ILCnTOIv C _... ... DD0460464 8/1C/2009 800)432 254: OHiie /A Grits-,X,1110d. bnalf known to Me or Produced ID U JUN 1 2 2006 Signa re of Contractor/Agent Date GARY GARMACK CAC043900 Print Co tractor/Agent's Name JUN 1 2 2006 I'lignat r of Notary -State of Florida Date , ..... GD04..)464 a,1012001J i... c- ,., a (800)432-42Y+: r:....::4.i Assn .: a„ ........... Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Date: -111N1i 2pn Job Address: /516 LOT C Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical _X_ Mechanical —_ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AM PS ?Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Harry Long, Jr. 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 pen -nit 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 re unements of Florida Lien , F 713 JUN 1 2 2006 JUN 1 2 2006 Signatur Owner/Agent Date ature of C tractor/Age Date Russell Keith Summers HARRY LONG, JR. EC0000726 Print Owne Agent' s Name Print C uactor/Agent's Name C JUN 12 2 UN Sig tt re of Nary -State of Florida Date 2UUU FUt t E 11 p0460464 . C BoO12009NAss1.lnc,6 Contractor/Agent is _X_ Personally Known to Me or Signature Notary -State of Florida Date a' LERTON G_: imtl DD0460464 es BI1012009 800)432- 4254: Owner/ Agent is X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) ( Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date: JUN 1 7 2006 Job Address: / 4% 1i% /— LOT t5 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 # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets __ Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Julia Creese 4005 Maronda Way Sanford, FL 32771 State License Number: CFC1426702 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a pen -nit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pen -nit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit trust be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUN 1 2 2006 SignatuS,of Uwner/Agent Date Russell Keith Summers Print Owrler/Agent's Narne JUN 1 2 2006 of Florida Date J' J.; ..-t_ERT. 1r .... JD0460464 s a/10I2009 1900)432.42!A t.'ury De' oe n'- Owner/Agent is'_X_'I`WsonaIly Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zon Initial & Date) Special Conditions: Contactor/Agent Print Cogractor/Agent's Name Si&uAr6pf Notary -State of Florida JUN 1 2 2006 Date JUN 1 2 2006 Date rt. FUi ERTOIr D,00460464 er10/2009 Z00)432-425A Aria '.; .SF , Contractor/Agent is•_X_ Perstinhlly l(h6wn to Me or Produced ID Utilities: Initial & Date) (Initial & Date) Initial & Date) 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 Analvsis TEE-1-0K software PLAN JOB # LOT ADDRESS DIV/SUB I MODEL 138 6CL00803 8-3 WHEATFIELDICIR ORO-6CL LK3 LEFT ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID I Run Date I Drawing I Truss ID I Run Date I Drawing I No. of Eng. 50ReviewedReviewedDwas: Layout 2-19-05 11 0 08/26/05 V Roof Loads - VT 07/27/05 T 01 08/26/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 02 08/26/05 A 08/26/05 P 08/26/05 B 08/26/05 P1 08/26/05 C 08/26/05 Q 08/26/05 Total 43.0 psf C1 08/26/05 1 1 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 08/26/051E08/26/05 U 08/26/05 E1 08/26/05 V 08/26/05 F 08/26/05 W 08/26/05 F1 08/26/05 X 08/26/05 G 08/26/05 X1 08/26/05 G 1 08/26/05 Y 08/26/05 H 08/26/05 Z 08/26/05 1 08/26/05 Z1 08/26/05 J 08/26/05 VT30 08/26/05 K 08/26/05 VT40 08/26/05 L 08/26/05 VT41 08/26/05 L1 08/26/05 VT42 08/26/05 L2 08/26/05 VT43 08/26/05 M 08/26/05 VT50A 08/26/05 N 08/26/05 VT51 A 08/26/05 N1 08/26/05 VT52A 08/26/05 VT53A 08/26/05 INV # DESC QNTY 18331 THD26 2 18330 THD28 18357 SKHH26R 18357 SKHH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 T PLATES 1 128 DATE: FEB 0 3 2006 40-0 rA i X X X X X X X X X X X X N W I IU I JU HA GERS I U I U 3-0 I k I L JV IL JIL I I II A - 4 PLY BI VOLUME CEILING D. 12 VOLU CEILING E a o i 12 4 FI I 6 I I HI ODD SPACE ODD SPACE 1 ODD SPACE ODD SPACE H i VT50A1 12 I 1I I PLANT SHELF 4VT51AI yr I I 12 6 1 1 V T 28-2 HANGER \ VT53A TH 26 HANGER C1-3PLY IQ I01 PLA i SHELF 134 02 f 6 02 Q 19-0 I r+ o I K d 1 1' CEILING S ODD SPACE ODD SPACE Iol o o 12 I 12 THD26}iAdG - 1 PLY M MI I M 1 i 12 N66 S1 S1 VOLU IECEILING I m na aiwuLER 1 ODD SPACE 1 P -GABLE — — — — — — _ — — I L _ — — — I • fV - J1 WAVR WiOL'C ' 19-4 T 6-0 14-8 JOB NUMBER: ARLK DRANM / E CUSTOMER: REVERSED PITCH:6/12 8 4/12 ' JOB NAME: ARLINGTON K 3 8 4 BDRM LBEARING: 8" 2006 H 1 B-9•1 -Summary Sheot COMMENTARY and RECOMMENDATIONS for HANDLING$ INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES einstallerlbuiider buildinacontractor licensedcontrac imcrc r„efel plate connected, roo tr11 usseThe installer nustexeroise the same high degree of safetyawareness as with any otherstructural naterial. TPI does not intend these recommendations to be interpreted as superior otheprojectArchitectsorEngineer's design specification for handling, installing andbracingwoodtrussesforaparticularrooforfloor. These recommendations are ik. — norfive experience of leading technical personnel in the wood jTU ° n icv? n e, 7 f ------ Y , rl itn 11 l G u o o In o f r 1Ato. uIsIhitell wrX } f tf fo Le N i' crho j,n r,l^,1in '}j,M.oA.N ip•^.3u TRUSS PLATE INSTFTUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 . truss industry, but must, due to the •nature of responsibilities involved, be presented as aguide forthe use of aqualified building designer or installer. Thus, theTrussPlateInstitute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and informationcontainedhereinbybuildingdesigners, installers, and others. Copyright by Truss Plate institute, Inc. All rights reserved. This document or any part thereof -must not be reproduced in any form without written permission of the M 1huQhPr. Printed in the United States of America. yTi ORAG E: s' spssFi oEll1'iridii a f nSfDllg rGai n Tkl] rt crsar taic# tldicaiise , 5 ., _ ._ ,.:,, y, ,>,, -rj , '1,'P' c rF 5."l.,rc rir,:.+: sr • :.•'r=r v,,? i' rr3-• .•44 o ii.:,L.:'M µFx>°+`''•a.'FvN• Y',...ti::°..,,'..'.- ri.{.,.+.{.KY.d :^i..ir', 7'`,';';+. ti rsverati'EoNitta .r.' 1 pa' i_i: a1..!: a' 't.^-SSi9NP•rR'illF,W-15'K'i1: i'..+.y' J%— a114.:1 9.}[Cb'i~4'!f:.tf.4Y. ,}.i N - re Ian es uprty"iaitunTess' uae! 1rc. , w :, , 4gym , n ... nroper`1y" hraeed?omealZ4ba dstunfi[lbiindle a,elxrNq, a'Yqq w..*msx:+a+aatsti:4; .:aTirrt. are p` Iace tta.ra M a DIM t7iJIa(tiprimiori:a`::s-=1T r. yy ,Y{» ti/w°5`!'r hl:HM!NrtRcMh:: •IL'^. '+,V!s:C_ y o,'; p alk tagx m`t uss8s^vs,h are,{i{1 rar a} s .. •'reraie . ' a a eraaus atafoulcl gibe:*sirt+ctly Framer•' ag ine w 0-i ). ° x! 60° 60° or less or as. Approximately Approximately Tab 1/2 truss length '/2 truss length Line Truss spans less than 301. Lifting devices should be connected to the truss top chord •with a closed=loop ; strongback/ attachment utilizing materials such as SpreaderBar Spreader Bar slings, chains, cables, nylon strapping, Toe In etc. of sufficient strength to carry the Toe In weight otthe truss. Each truss should be . set'in proper position per the buildingIh SMdesigner's framing plan and held w t I Aporoximaiely Approximately the lifting device until the ends of the r %to 3/ truss length Yz to 2/3 truss length• truss are securely fastened and tempo- rary bracing is installed. Greater than•60' Less than or equal to 60' Tag Line Tag Line Spreader Barr Toe In r Approximately Ye to Yt1ruS5 length Less than or equal to 60' Toe In Tag Line L'..v r..i i•.. r. T.f f~ti y „w, rN' hH.lr >[a's!.,wA1, pr-1 977rr, ryr, ••il GR.O.UN `BRAGII U[EDIN:G•:IP fE'RIOFi brace Strongbacic/ SpreaderBar At or above mid:height / I •Approximately r Yr to 3/4 truss length Tag Greaterthan 60' Line n :aa,wv,+r x..»G vim-:. wrM1 .,J ' fa 6,:p ti ,.q, a... .. .. ,. .. i rr_"'ir. I:l:lt'"t t (`•l:tJ_ g lJ l D i N 'E C IO R•:' Top Chord Plan 1.7 Blocking Ground Brace ` Vertieels(GBV) Frame z trut "-As' m \\ ital tie memberwith i (Hi) thrum of bra cup of truaae ES) 12 4 or greater DF - Douglas Fir -Larch Sp - Souther - Pine HF - Hem -Fir WBr DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Far SPF - Spruce -Pine -Fir x •rya 12 WN, 1<t9 i• . sJ 7 togetherandcause couapau1,-._..------ nalbracing. Diagonal bracing should be nailed totheundersideofthelopchordwhenpurlingth , t—aide of the top chord. Frame 3 12 4 or greater ry Bottol at eac spacing es top cnoru u1o9.,110+ 4 ORD' ACES3PAC S j. `mayyCDDyIGOILBRI+ E N D s . . trussed A 20 1s 10 7 6 4 ssionai engineer SP F s -pf-,u, -6,e - 0 in-- L-ZFir All lateral braces lapped at least 2 trusses. 1: I,-' .:. ,.. }•M.wq•r... i•M"HORE.?.PtitAPE:F• t: 5,6.%S:-.-{..;};:;.{ii _ .4:1 5`'It '?e;!nN3h'F iii, rnat.e, •.4,,+w it.jgdlq.. VVEB'`I1 i cMB'ER PLAt„EE Frame 4 tir•' D-ol.,NGONAL'BFiACE E #., tits. IN1MU yEY1P tfATER L BRACE CtItG(LBS SP-ACING b8 gSIS s.7ki5 4r7:t• G51P,.Y:D•. S.P.'FIH F2W. Up to 32' 1 30, 8' 16 10 Over 32' - 48'1 42" 6' 6 4 Over 48' - 60' 48- 5' 4 2 ' Over 60' 1 See a registered Drofesslonal engineer DF - Douglas Fir -Larch SP -Southern Pine' HF - Hem -Fir SPF - Spruce -Pine -Fir L/ The end diagonal brace for cantilevered trusses must be - placed on vertical Webs in line with the support. 2iC4'%2ic'6 Pi4Rl`CLE Continuous FigD HIJSS Top Chord LaKrlpS glt Lateral Brac Required Top chords that are laterally braced can buckle togetherand cause collapseHthareinno diago- 10, nal bracing. Diagonal bracing should benailed tothe underside of the topchord when purline are attached to the topside of the top chord AttachmerA. Required End diagonals areaessi?ratlfflffd stability and must be dupcila'''c both ends of the truss system. 4) (2;RAR-A`LLEU;CH0RD,,- SS.,TtjrcGHORIU1 Top chords that are laterally braced can buckle togetherand cause collapse11thereianodiago- nal bracing. Diagonalbracing should be nallod to tho underside of the top chord when purlino at attached to the topside of the lop chord. l i / 75 Tr 30 ( Des) usses Q 2 1', S o i b End diagonals are essetif stability and must be dupil both ends of the truss system. 20'(, Dg s) 107russes ® 2 F/HF 0.0. 30" or greater Continuous — Top Chord Lateral Brace Required I 10' or Greater I Attachment Required Trusses must have lum- ber oriented In the hori- zontal direction to use this brace spacing. Frame 5 PLUMB Truss 12 U ifrffqey-or ttam g -of bullif rigs INST4tnL-ATI"6'N;T0LERA14 ES,.q BOW I Z11 1/4' 1 24. 2" 36" 3/4' 01. 1-1 /4" 72" 1-1 /2" 6, 84" 1-3/4" 7' 961, z 81 I OB" Z" 91 1 Depth I D(in) Lesser of3 D/50 or 2" Maximum Plumb Misplacement Line r)IIT.nF-PLUMBINSTALLATION TOLERANCES. I Length L( in) T' t Lesser of LJ200 or 2"' i T L( in) SO" 1 1/4" 4.2' 1 orp J_j /2" 183' 1 5(r 1 3/4" 1 71 5, L(in) Lesser of L/200 or 2" 200" 1 16.7' 250" 1 - 1 /4" 20.8' 30W 1- 1/2" 25.0' OUT -OF - PLANE INSTALLATION TOLERANCES. rrame a ronda S 5te2i15a. qjtONDAbi'bTEM6 floor U--nda Way Sanford, PL 32771 (407) 38I.0064 ' Fas (407) 321-3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce . Professional Engineer State of Florida #0050068 Subject- Valley Trusses All valleyafrusses labeled VT-1 thru 100 are covered under the general valley sheet providedinthetrusspackagesinnedandsealedbytheengineerofrecord. The connections are notedonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on the general sheet If you have any questions please feel free to caIl at 407-321-0064. S c eref, 1tllttiEllMfl Tom Ponce, P.E. Date: 31 s(o 3 ` % F i •' E` f v No. OOFOO58 STATE O OR IV F` • •...... x..9lt9 Tnhe MARONDA SYSTSMS Customer: WO:VALLSY SET TI:T Qty:1 i)ESWri INFORMATIONthisdedp6wasIdi.m..1 bdmi.t mmpmssot sadImbanbaudanfdbr.ntiOn pro's by rbe" defy— dW-ba. a.yrapoos'Wlry saw damata u rah a bahy ar b.earaws lnlbrmaaioa spwiBe slims rd/m daft. d sothe "addpa b1 dM sd the emrwmm so icC.,.y crah hdb madw a h m.y rduc to . spaits prajat .od accpls On3rapmu'M7iq ar aucisa sad - IMailuoror wasIdafaama {..duneqtb6starbnbeesdrsipod a..s ladi.idad WW Scompoundfn .ceorAsae with ANSIrtPI 1-1993 adNDS-97 m Dc h,crnPar.td apm or sm bwM1•tslip by s Baildfat Dmasa (repsdnd erehitca arpmfadmdO, m ). Wbm re.fewad Rss -Mra.d bytheb.imi.adalpv Iba daslp I'Abts RS' mwa be batd m b. — lbw ac dm. .bows an m .Pe.mear witb d' toed bald&{ codc% lord ellosak swards rwidasmawm.d; p-dwa ywitkadaar ar w-ld sppild Inds. Who seam ba , ha nm bem daip.d forswap as . -P-.y made The chip aa.maemnpr®oa chard. (sap arboas.) are kas-Olybrad h sbeathi.t armotberwia wend boom chord. in t»o. are cs bUy brad tdeaey by 17 Properly 40i d ,rigid dTmL d" ab-ld be brad a 1 maatmaIDW -•••.• or Ilmr a.L r ooswars pima du be CY m rymad Boar yo pea. bar dippd {dtadsd sled dartASTAIA657. Grda sal .aim mhawise dram y FABRICATION (VOTES 2f Priorm rabricidso, she rdric.t.r sbtnrt+i-'Ids dnwmt m .niry she rah &—as, 6 I. cociarso— rrft We ra'k ass pl. and m tali.. waticow Q3re.Won.rbiUly Ib, aab i&adoa Am di."P-10 are wddoabcMmadlicSarpDru.d.a Pnua 6. h.tl ba madldrrra EoolbolmIa- as wedbar 5qstorted ant.. Moab s-las be baIcatd mbarbbar d is " E with a h P sd slainbe •ym .bad UsestarsveldtaaU. nary hobcddd rdalobeaimothww6esboaro• A sad plate 6 s' wide a r: 4- b.a, A 6.6 pine6 6' id a r• Imt. SW (bola) rm paslnd to The pima Ira sprsiacd. Dwble caw On webm®bar tdtdl sold d sb. eamoid of dawas aim I; othawia .bow, Ccmwmr Plea dos ae m®m.m ic. bad On me Rana sbow. and ms7 cad to bej1 bvasrd ter coma hwolas anwor awtioa arms lTbi, oar is cosm behbricdd with &a nuadmill wacd drovesFaraddiallambwaimothawizedinlbrmmOnOnQod+q COnad afn m ANSVTTI 1. 1995 PRECAUTIONARY NOTES Allbrablldawfiaorosammmdadomaretobe yUowdInaeardmcewIm •Hm2ic& btwWaa and, era6j . F911-91. Tswaa sae m ba b.Ad witb Peasraredi., bandloa .od ba.&I-9 ddf.vy ad imWIssimto _aid dmata T®pcaa7 and P=msco" . u•cfat br bammt wawa I.. strd&bs ad ptamb podtiooandmrrajs< btnd Kowa {ball be daipd ad .wild by saes- Caebl baaA}.a 6 .arid ad Ijeredmbrad-8 Is dways mgdrad• Nmsm1 pra"'i"'7 adm Ibr s . rcPha sash tcapasay laxma dmfot i casSic • s bn—sa ft as tos.dd WPp16aand da.l.oin& Tbc nPorfhimcrnwtimor..aa"be ddn see mmai orpm— apesimed in dw h. WIF oncOwwfloorleadsPalaLhh.n awcdcd. Cue-b- fl - m trm.a as ..y dim teaadpIon+.b.B m to wplied No lads tuba d" sbe wdol or theaaAlaspoiltowawa =W aBa ao r-26 Is cmplad. TOP CHORDS-2Ra-5i 4 - —x4 T SVER-gnACI G FLAT TO EUGE 62 OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF BOPCHORDS: 2X4 SP WEBS: 2X4 SP #2 THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VAI. TIC MUST BE CONTINUOUSLY BRACED 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND BY ROOF SHEATHING UNLESS NOTED FOR 90% OF WEB LENGTH..2X6 BRACE REQUIRED ON ANY WEB EXCEEDING 14'. ;-eoMU011 VALLEY OTHERWISE. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES.BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2)16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE ( 2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. VARIES UP TO lilt DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28•0.0 0. 0-4 3x6 2x4. denotes ONE edge or_one lace denotes BOTH edges or Both laces. 1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG ' 2) TWO BRACES REQ'D ON WEBS >=126.0' LONG. " VALLEY TRUSSES ARE ACCEPTABLE TO BE CANTILEVERED UP TO TWO FEET. VALLEY IF LESS THEN 3-0.0 THEN MOVI DIAGONAL WEB TO NEXT PANE fz- f--:2"t t 2x4 s 2x4 OR 5x6 OR 4x6 3x6 20 . 2x4 - 20 4x10 3x6 OR 3x6 4x8 opt s 20 MONO VALLEYa) WHEN DIGAONAL WEB PRESENT USE 4X6PLATE . It) WHEN NO DIAGONAL WEB PRESENT USE 2X/ PLATE 2x4 3x6 an 2x4 44 VALLEY MEMBERS AT 24O. C. (TYP) 2x4 3x6 ( VARIES 2x4 12 20 : 20 3x6 MAX 6. 0.0 O.C. (TYP) MAX 6- O.O.O.C. (TYP) MAX TRUSS SPACING BELOW It' O.C. -I SPANS UP TO 60-0.0 EXCEPT AS SHOWN PLAT L]Mta ron da Systems4005 MARONDA WAY Sanford, FL 32771 407) 321- 0064 Fax (407) 32IL-3913 TOMAS PONCE P.E- LICENSE tr0050060 1005 VANNESSA DR. DVIEDO FL 32760 Designs Matrix Analysis I) (TYP. S (TYP.) u p II . II -1:- VALLEYJ AREAIISUPPORTINGTRUSS VALLEY TRUSSES( TYRI COMMON OR GIRDER COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO iRl)5S BELQVN' 0 4' D.C... ES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont.'Support._-_ WARNING: Eng Job: READ ALL NOTES an THIS SHEET. A COr7 Or,.THIS DRAMING TO BE GIVEN TO Dwg BRECTING CONTRACTOR. BRACING WARIM Gr Basing sets., mtars dr wins6 cal "adoo brads& wind brads& Paul braddnt ar dmidr brain{ .bleb 6 pus of Dsgllr : TLY Chk : see b.Ud'mt chipand .iicb maw be .misled h the Imildmt deipae. {b.- b Ira h tad mppator oar umbraOnly m rednee backlma ImPb. Pso.idam mat be mdc to awhso laudbrxma u roft and apwdad TC Live 16 . 0 P 8 fIoestimf dausaiodbytheWildingdeaipn. AddW=xl lowiggofma am.Dm.tmoomey be ro -sad (Sm Hl"l or TPRPosspaiBcRasbracmxmph®am. camas baBd'mt dedpa4TraaPWemaims, TPI Is bdaud al Sal TC Dead 7.0 pef D'OsaBio Dtim Madison W 6—ic51719} BC Live 10.0 psf BC Dead 2.0 pof Profile Path: Ca\TSB-LOR\Work\Jobe\MARONDA SYST)O49\VT-Prx Studs.@. 6-0-0 O.C. WO: -VALLEY SET TI: Vr. 7/27/ 2005 Lbr DF: 1.25 PIt DF:' 1.25 O.C.: 2- .0= 0 TPI-02/ FBC-04 Code: FLA Job. MARONDA SYSTEMS Customer: WO:HIPDETAIL 1'1 : ntr WLy:J: DESIGN INFORMATION TbicdedV b Itrm bdi.id.d bdWiettq ft fl The . hn bee. bald o6 td nedabad+.etarma ml rerymn rmh of n.lrya ixmras bfamarba RaifrcatmiooslialaoNaeedPafor6imedmden "n dcapa bycadmecasreermaa.,W-y orthb brbrm.dw n A catrdrtc m. Ropes Prof oo rapaosib0itta aaebn en ob wim 'IPAm bbrknimc baillbs•»m and bnalLtioo orb.acs. • Thi, bus bn been ded fd n a bdisidod baTdbEQcnmpaumbacnodaocewimANsI/rPl 1-19" ..d . tr05-96 m b. d !. p ofme 6aimmt dedtn bt a Su•Idbt Dasr (rKwcad arhrree a fmbouil edam} TVben re+lewd rbr R abemeb.itlmt dedpa. me do 1pbodb0 mownChat. to be ame mri medenmewv ae b .treement i iMl hme bob bar7dmt -da• br letlm.dtrseads Ibrwamowlady. PoSea cppO1 amid ppbid loads Udmt>mw+a too bncol bca dmitocd ra Caade or The dedp essmd Comprmioo eborda (top a booem) ae Se'oa RWud bt sbc.mbt=omawrre R hatmm cbmds b tardco arc om Pony nldbb. p*opal7 .p011! r(dd ca•Ib11 tintsalaamRantorlap Odes • be maaol emod 6om t0 Pate diried watct ASTM A 65X Cu.de 10. Wen otbasrise mood . ABRICATION NOTES to nbr Pd. knbo. me n4rk.ra me ralia dr.lat m eaitjmh w fmeoeo wim rabrieam/ a Pla. eoobm.lot ubbnlA• 1w ,aab _, .don Any ydn ao m be Pri to smdoE . atrbt a f.trknlun flares dnll m1 be bsWld om Snmbola b .n a dismaed6da htmdm man m+0 be boErd on beenteen dd radar. Causes p6ta and O.D be sr. •bold h. trust wlm mtb IId17 A 5.4 pine b V wide. mjobraolmamawbetco6• A 6:t plan b 6• wide . P Imi Stirs (bola) rmp.ad m me pine leagb speeibid. liable can oo cbm®ben man menri me c7 ' b o0am• anw& ve rta.rdml® amilmt@wd m.yocdm W.d mambmdmra Oomv nTtwv bmba eedaW d amvw' ise storm. For cddhlenil bCorosadm oo Q.afi4' °I nra m ANSVM PRECAUTIONARYNOTES . An b.cbt end aectba rreammmdniom ne m be rbnowd b .cenrd>occ wim •H bt. Imanbt Stab MB-91. Trnan .rem be b.Md witb t aw dalat b 1 and bmd0ci. ddiaut =AP> u oid demote Tmpaut and =toldiruullaJooma. brabt lb boldbt oossn b . nnbddplumb podtbmadIbrraistbt l.tail lienmillbedmprdendlostandbyomas. Cmf.lbadlmtbcssmuiladercelbnbradntbilw.ls regdmd. Nbmbtd-i-S Nm Lb o.ssn ragalra -lp Imporvthutansdonbewcatrunnm ..aid mpplbt and domiwbt. The mpaslsim orambo orb.ssn manbem. caovob of Prim, ..Ed b meunderdionofwssnpmassbmd .dsb a manbe —0B it Daild Ccosa+.rloo aren ocffi = mededyi ids man n a bewbdNok.dr ama mend. waormaaaraam.0 bestplid m wsse aatDaria a0 6rienbf'd brit b 2x BLOCKING ADDED TO TOP CHORD OF STEP HIP TRUSSES TO .SHORTEN FPAN FOR OSB NOT TO EXCEED 24" O. C. . B LOCKING TO BE NAILED TO TRUSSES w/ 2d NAILS . 12 ON CEN. STAGGERED PRE-ENG' D TRUS TOP WALL OF BUILDING HIP GIRDER - WARNING: READ ALL NOTES ON TBI9 SHEET. A COPY01T.H29 DEAf1IN0 TO BE GIVEN TO EItECIINO CONT•RACag b H mcam br ww bbmdn P tit a d dlu bracing wbkb b a Pan of Mar011da Systems Bndnt'NO co dnwRNING- mtbod aadoo bndoLmnwabrbrbsailappmrof ism me po0dmtdrdgrandwlicb men be eomidead titmeb.itbt • Bnemt eamben colt m rdece boctlbt IenttA Ro.idom arnA be Dude m ate me Hsu em m al ads and & (SM batons dnamied by me boadisy daipe, Addiuwil bra. canemeanrtmbmatbereqhto (Sa FflBAI of TMFw Wodfi- Mn bmiot raloirmats, amaa bvild'mt dcda.(Tma P6te mriimlaTti b locndri SD 4005 MARONDAWAYD*OocfrioMiMMa&mc6Woconsin5:114 Sanford, FL 32771 407) 321-0064Foac (407) 321-" 1.3 TWAS PONCE P.E. LICENSE OWSM68 IDOS VANNESSA DR. OVIEDO FL 32766 ' Profile Paths Cs\ T13&-LOR\Work\Jobe\MAR02TDA BYSTffi•Ss\VT•P nraa50ns Matrix Analysis Eng Job: Dwg: Dsgnr:.TLY Chk: TC Live • 16. 0 psf TC Dead 7.0, psf . BC Live 10.0 psf BC Dead 2.0 Apsf WO: HIPDETAIL . TI :. HIP 7/27/2005 Lb; DF: 1.25 Plt DFs• 1.25 O. C.s 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4.7.21- 4355 Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:A Qty:4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the diem. The designer disclaims any responsibility for damages as result of rutty in incorrect information. specifications uNor designs furnished wthe truss designer by the dim and the correctness in accuracy ofthis information in it may rclur to a specific project ad accepts aresponsibilityorexercises - cannot withregard to Cabricatim, handling, sbipmm and installation of masses. This mass bat been designed u n individual b ilding companies in accmduce with ANSMI IA995 suit NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect atprofessionalengineer). Wbcoreviewed fenapprovalby the building designer. the design loadings sbe" mast becheckedtobesuenhattheelanshownareinagreemm with the local building codes local climate records for windin snow bads. project specifications mspecial applied bads. Unlessshows truss bas rip been designed for storage or occupancy bads. Tbo design assumes compression chords (top in boom) are easiaaslybracedbysheathingaimoderwisespecified. Wbm boom chords in tension are at Polly braced laterally by propertyapplied rigid ceiling, theyshoaWbe braced in ama,i = spacing of loy4* o.c. Comccu prates shall be manufzmred from 20 Stage but dipped galvanized steel meeting ASTM A 633, Grade 40. unless otherwise showy. FABRICATION NOTES him to fabrication. she fabricator shall review this dnwiug tovcrilyNat thisdrawingisincafprmarice with the fabricator's plans and to rnlin acominping respoessbiliry Cm such verification. Any discrepancies are Lit be put in writing before coming in fabrication. Plan shall rim be installed ova knotbola knots in ehsmned grain. Memberashall be m forsigh) rimingwendto %*Wbearing. Cooneescr pines dW.be loaned on bah fins of nhe muss with rails full' inbedd I and shall be s)m. aboutNejointpmlessotherwiseshown. A 514 plate is 5' wide a 4' long. A 6a3 plate is 6' wide x g' brig. Slms (bolo) non parallel tothe pine length specifrd. Double coo awebmembersshallmeetatheccmmidofthewebsunless otherwise shown. Copuector plate sizes as minimum sinsbasedon the forces shown and may needto be iricaasd for raisin handling and/or auction amesses. Thisman is atto be fabricatedwith rue rctardam treated lumber unless otherwise shown. For additional infomuia on QualityControl referto ANSMI 1.1995 PRECAUTIONARY NOTES All bracing and trauon room ucri tiom are to be followed in ucc viN'Handling, lnstallitsg and Bmiag'. tOB-91. Trusses are to be handledwithparticularacduringbandingandbmdlin& ddivay andinsullaUatoavoiddamage. Temporary andpermanent bracing for bolding trosser in a maigm and plumb position and for resisting lateral raers shill be designed suit insulted byunless. CacCal handlingis essential sad ereellon bracing is always required. Nurnal PWmmsiOmary action Cm cone respires rah temporary bracing riming imullasion between messes toavoid topplingand dominoing. The supervision ofaatia ofmisses shag beundothecomolofpersonsexperiencedinthe installation oftresses. hofasiooal advice shall be sagbi ifrieedd. Corirm ,rm ofconstuaion Inds grata than the design lads shall net be applied to uusQs at any time. No loads othathan thewdght orthe sectors shall be applied to mosses until after all fastening and bracing is 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/3wx 0.120, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2w thru-bolts at 24- o.c. shall be installed on TCeBC in addition to nailing. Distribute loads equally to each ply. TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -13899 0.30 A 24-23 12239 0.42 2- 3 -14730 0.31 A 23-22 14914 0.51 3- 4 -16812 0.13 A 22-21 22751 0.65 4- 5 -17504 0.17 A 21-20 22761 0.64 5- 6 -26268 0.21 A 20-19 26472 0.72 6- 7 -27788 0.19 A 19-18 26472 0.72 7- 8 -27788 0.19 A 18-17 22763 0.64 8- 9 -26269 0.21 A 17-16 22753 0.65 9-10 -17508 0.17 A 16-15 14918 0.51 10-11 -16818 0.13 A 15-14 12242 0.42 11-12 -14734 0.31 A 12-13 -13903 0.30 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.63/735-1.25/371 7 Horiz. 0.29 0.57 NA Max DL Deflection L/751 . -0.62 Long term deflection factor . 1.50 4 PLYS REQUIRED Lineal Footage . 385.9 7-4-0 1 2 3 4 6.00 T 4- 3-12 0- 6- 6 1 f Face = 0- 2- 8 0-8-0 50950 8.00" 7-1 3.00 9) b 279# MULTIPLE LOADS -- This design is the composite result of multiple loads. This 4-PLY truss designed to carry 11- Ow span framed to BC one face 2' 0" span split -framed to opposite face WndLod per ASCE 7-02, CRC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bid Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 pef, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5095 -1 -1829 B Pin 39- 8- 0 1 5096 0 -1816 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-13899/4821,2-3.-14730/5094, 3-4.-16812/6192,4-5.-17504/6441, 5-6.-26268/9836,6-7.-27788/10419, 7-8.-27788/10419,8-9.-26269/9837, 9-10 17508/6442,10-11.-16818/6194, 11-12 14734/5095,12-13.-13903/4822, BOT CHORD 24-23.-4201/12239, 23-22 5269/14914,22-21.-8400/22751, 21-20.-8402/22761,20-19.-9827/26472, 19-18.-9828/26472,18-17.-8403/22763, 17-16.-8401/22753,16-15.-5270/14918, 15-14.-4211/12242, Webs 2-23--641/1939,23-3.-1821/937, 3-22.-436/810,4-22.-2601/7228, 22-5.-5665/2220,5-21.-113/451, 5-20.-1517/3980,20-6.-914/397,6-19.-545/1452, 19-7.-190/128,19-8.-545/1452,8-18.-914/397, 18-9.-1516/3978,17-9,,, 113,(451, 16515 d1UI incite P ly 9 1 2-10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THI9 DRAWING TO BE OIVBN TO ERECTING CONTRACTOR. BRACING N.WGILarondesSystemsBracingshwaonthisdrawingisatauctionbaring. wind bracing. portal bradng in similar bracing which isa pan of the building design andd wtich must be considered by the building designer. Bracing sbown is Inml soppon ofman member only to reduce buckling length. Provisions must be made to aahur lateral bracing intads and specified locasiom determined by the building designer. Additional btaciug of the overall structure maybe required. (Sce MR-91 ofTFI).For specific muss bracing requhemems, comas building desigoer.(Trun Pine Iaaimte. TPI is beard at S113 400S MARONDA WAY D'Oafiio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE r WSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations -ei-ei ei-is... 1) 0- 0- 0 9) 27-10- 3 17) 27-10- 3 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- B-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 12- 1-13 13) 40- 0- 0 21) 12- 1-13 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 1- 5 24) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 0- 0- 0 TC Vert L+D -23 0- 0- 0 -23 3- 0- 0 TC Vert L+D -46 3- 0- 0 -46 37- 0- 0 TC Vert L+D -23 37- 0- 0 -23 40- 0- 0 TC Vert L+D -46 40- 0- 0 -46 40-10- 8 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -227 3- 0- 0 -227 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 40- 0- 0 Concentrated LB9 Location BC Vert L+D -279 3- 0- 0 BC Vert L+D -279 37- 0- 0 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 1 2-23 1939 0.16 C 19- 8 1452 0.12 23- 3 -1821 0.07 C 8-18 -914 0.04 3-22 810 0.06 C 18- 9 3978 0.32 4-22 7228 0.58 C 17- 9 451 0.04 22- 5 -5665 0.25 C 9-16 -5663 0.25 5-21 451 0.04 C 16-10 7228 0.58 5-20 3980 0.32 C 16-11 810 0.06 20- 6 -914 0.04 C 11-15 -1822 0.07 6-19 1452 0.12 C 15-12 1940 0.16 19- 7 -190 0.01 C 10 11 12 13 6.00 x8 4x6 3x4 Sx6 0-6-6 4-2-6 4 x 3.00 Face =0-2-8 8 0 5096# 8.00" 7-10-11 6 15 14 0- 0 8 279# (R - -9) Scale en 0.1518 Eng Job: WO: ARLR Dwg: TI: A 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 Analyele a's. lee res- ... v..a.a-..v..v - v ..., .•r-- Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:B Qty:l . ' DESIGN INFORMATION Thisdesi® is for an individual building compound and has been basedon information Providedby the dim. The designer disclaims any respontibiliry for damages a a result offaultyor incorrectinformation. specific""" andtm designs famished to the ran designer by the client and the cmramm c, a .-,yorthis infmmmmn ait mayrelate to a specific project and accepts w mpanvbry or exercises m control with regard to fabricatem handling, shipment and tnsWlatim ofhuaes. This mess has been designed a an individual building compound in accordance with ANSVTPI 1-1993 and NDS-97 to be Ineapmaied aspartorthe honldru8 design by a Building Designer (registered architect or professional engineer). When reviewed for approvalbythe building designer, the design loading show mass be chocked to be are thatthe datashowarcin agrcemmwith the local building wem local climatic record. for wind or mow bads. project specifications or special applied loads_ Unim mow. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are coatinumsly braced by sheathing onlea otherwise specified What bottom comas in tension are rot folly braced 'am ly bya property applied rigid ceiling, they mould be braced at a maximm spacing of 10-0' o.c. Connector plates shall be manufactured from 20 gauge but dipped galvanized aid meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Riser to fabrication. the fabricator shall review this drawing to verilythatthis drawingisin conformance with the fabricators plans and to realise a continuing responsibility for such verification. Any discrepancies an, to be put in wtitivg berme tatting or fabrication. Plates mallnotbeinstalledovakmtboles. knots a distorted Vain. Membca shall be ui for tight fining wood to wood bearing. Connector plates shall be located on both faces of the thus with nails full imbedded and dull be s5m. about the joinmicaotherwisemow. A 5x4 platsis 5• wide a V Wog. A fag plue is 6' wide x $* long. Slots (holes) sun parallel to the plat length specified. Double cuts on webmembersshallmenuthecentmidofthewebsunlessotherwise mown. Connector plate Sires are minimum sires based mthe rotasmown and may nerdto be increased for certain handling andfot erection arena. This cuss is rot to be fabricated with fire retardam awed lumber unless mherw;se show. For additWml information on Quality Cm=l refer to ANSVfPI 1. 1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed W accordance with "Handling. Installing and Bracing% HIB-91. Trusses; are to be handled with paniarlarcartduringbandingandbunging, deliver) and installation to avoid damage. Tmporary and permanent bracing for bolding messes in a straight and plumb positionandforresistinglateralfortesdullbedesignedand installed by ethers. careful handling is essential and auction bandng . always required. Normal preauiorury action for cmao rcgnizes such tmpnrary bracing during installation bcsu- misses to avoid toppliry and domiming. The sops vismn of erectim of haaes shall be order the control of pemos experienced in the Installation of trusses. Professional advice mill be sought if coded. concemration of enmncums loads greaen than the design Wads shall no be applied to urs:e N any time. No loads other than the weight of theaccton shill be applied to busses until alter all fastening and bracing is completed. TC: 2x 6 SP #1 D 2x 8 SP #1 D 3- 6,6- 8 BC: 2x 6 SP #1 D 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 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, C4C, V. 125mph, 2) 4-10-14 9) 35- 1- 2 16) 17- 8-13 H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 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 pef, BCDL. 0.0 pef 5) 17- B-13 12) 35- 1- 2 19) 4-10-14 Impact Resistant Covering and/or Glazing Req 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- 7) 26- 9-10 14) 26- 9-10 X- Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 0- 4- 0 1 1760 1 -1248 B Pin TOP CHORD 1-2.-4896/3218,2-3.-5267/3432, 39- 8- 0 1 1760 0 -1247 B H Roll 3-4.-6311/4128,4-5.-7137/4620,5-6.-7191/4653, PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-7.-7191/4653,7-8.-6310/4127,8-9.-5266/3431, WEB. .. FORCE..CSi. Cr WEB. ..FORCE..CSI. Cr 9-10.-4895/3218, 19- 2 187 0.05 C 15- 6 -217 0.05 CBOT CHORD 20-19.-2810/4368,19-18.-2865/4454, 2- 18 444 0.14 C 15- 7 889 0.29 C 18-17.-3028/4924,17-16.-3959/6403, 3- 18 1334 0.43 C 7-14 -554 0.10 C 16-15.-4414/7173,15-14.-3958/6402, 3- 17 1542 0.49 C 14- 8 1542 0.49 C 14-13.-3028/4923,13-12.-2865/4454, 17- 4 -555 0.11 C 13- 8 1333 0.43 C 12-11.-2809/4368, 4- 16 835 0.27 C 13- 9 444 0.14 C Webe 19-2.-142/187,2-18.-147/444, 16- 5 -215 0.05 C 9-12 187 0.05 C 3-18.-814/1334,3-17.-957/1542,17-4.-555/419, 5- 15 20 0.01 C 4-16.-482/835,16-5.-215/191,5-15.-6/20, 15- 6.-217/191,15-7.-515/889,7-14.-554/419, 14- 8.-956/1542,13-8.-814/1333,13-9.-147/444, 9- 12.-142/187, 8- 8-0 22-8-0 8-8-0 1 1 2 3 4 5 6 7 8 9 10 6. 00 3. 00 Face = 0- 2- 8 0- 8-0 2 7,KA# 8 00" n. 3n 6. 00 T 4- 10-6 0- 6-6 Face = 0- 2- 8 L L 0-8-0 1760# 8.00" 8- 11-11 22-0-10 8-11-11 IJ 20 9 8 7 6 40- 0-0 5 4 3 2 1101 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: RIgAD ALL NOTES ON THIS SHSHT. A COPY OF THIS DRAWING TO BH GIVHN TO HRHCTING CONTRACTOR. BRACZtCfi Ir11RNINGr Dwg' FMarondaSystemsa1Pa,shwaouthisdrawingismerrzrioobrad,'t wind lonedcprodBbracing somimbracingcr.wina.panof Da r:TLY Chk: the building stogieaidwhichmustbeconsideredbyrhoDuildutgdcsignmer. Bracing mowis forlateral mPpmt oftom members onlyto ` enlace buckling lwgth. Provisions must be made to anchor lateral hating at ends and specified TC Live 16.0 a f locations determinedbythebuildingdesiper. Additional bracing of the overall structuremay be regnirtd. (Sa FBB-91 P of TPI).For specifictom bracing repirmems. contact building desigm.(Tma PlatWstimtc. TPI islocated at 593 TC Dead7.0 ps f 4005 MARONDA W" D'Omfrio Drive. MadisonWiscmvn 53719). Sanford, FL. 32771 BC Live 10.0 pef 407) 321-0064 Fax (407) 32t-3913 BC Dead 10.0 pef TOMAS PONCE P.E. LICENSE OWS0068 10GS VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 vsf 9) WO: ARLR TI: B 8/ 26/2005 Scale = 0.1585 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA DOS1gn: Matrix Analysis rro=ra.e raLn: d-: uvu. Vsasa.n ruaa.a taa. k,aw Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:C Qty:l . DESIGN INFORMATION This design is ror en i,di ideal building compaoem and hasbeen basedon information Provided by the client. The designerdisclaims any responsibility for demaga n a result of faulty or incorrect informatioo. specifications and/ or designs Poroished to the truss designer by the client and the correctness or accuracyof thisinformation a it may relive to a specific project and accepts no responsibility or esmises no coouol with regard to fabrication, handling, shipment and installation of trees. This moss has been designed as an individual building component in accordance with ANSVfPI 1-1995 am NDS- 97 to be incorporated as pat of thebuilding design by a Building Designer (registered arthitect or professional mgmee). When reviewed for approval by the building designer. the design loadings shown mug be checked w be tort that the data shown are in agcmmr with the local building coda, local climatic records for wind or mow, bads. Project specifications or special applied bads. Unless shown, truss has use been designed Tor storage or occvparcy loads. The design nmmes compression chords (top or bottom) are continuously braced by sheaving unless otherwise specified. where bottomchordsintensionareratfillybracedlateralbya properly appliedrigid ceiling they shouldbe braced at a maximum gating of 1014r o.c. Connector plain shall be manufactured from 20 gunge but dipped galvanised steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrieatioa the fabricates shall review this drawing toverilythat this drawingisinconformance with the fabricatios Plain and to realize a continuing responsibility for suchverification. Any discrcpaxinare to beper in writing before tatting or fabrication. Plain shall not be installed over knotholes, knots or distorted grain, Members shallbe em for tightfiningwoodW woodbearing Comxctor plain shall be looted on both fin of theminwithnailsfullyimbeddedamshahbetym. about the joist unless otherwise shown. A 5x4 plate is 5- wide x a- long. A 6xg plate is 6- wide x 8' bog. Slots (boles) mn parallel tothe platelength specified. Doable cuss m web members shall meet ai the cenueld of the webs alias otherwise shown. connector plate siro are minima sizes based on the fortes shown and may need to be increased for certain handlingand/or erati- messes. This ova isour to befabricated with rueretardant treated lumber alas otherwise shown. For additional information on Quality Control rtfa b ANSV171 14995 PRECAUTIONARY NOTES All bracing am ercet;nn rccommendatioons are to be followed inaccordancewith •Hadliug. Installing and Bracing', HIB- 91. Trusses are to be handled with particular are during banding and bundling delivery and instillation to amid damage. Temporary and Permanent bracing for bolding mots in a straight andplumb position and for resisting lateral forcesshall be designed andinstalled by others. elrefd handling is cssem;al sod erection boxing is always required. Norval precautionary action for uussa requires such temporary baring during insaustice between mosses to amid toppling and doceinoing The mpo.isinn of erection oftrussn shallbeundo the control of persons experienced inthe installation of "sm. Professional advice shall be meght if r o ded. concentrationofmnane;a, lama geler than the design loads shall nor be applied w trusses at any time No bads other than theweight of the erecter, shallbe applied to musses until aver atl fastening and bracing is completed. TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the 2x 6 SP 01 D 3- 5,5- 7 composite result of multiple loads. BC: 2x 6 SP #2 WndLod per ASCS 7-02, C&C, V. 125mph, WE: 2x 4 SP #3 H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 All COMPRESSION Chords are assumed to be Bld Type. encl L- 40.0 ft W. 40.0 ft Truss continuously braced unless noted otherwise. in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf In -Plant Quality Assurance with Cq. 1 impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5047/3293,2-3.-5099/3314, 0- 4- 0 1 1760 0 -1241 B Pin 3-4.-5771/3793,4-5--6252/4077,5-6.-6252/4077, 39- 8- 0 1 1760 0 -1241 B H Roll 6-7=-5772/3793,7-8 5100/3315,8-9.-5048/3294, PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 18-17.-2886/4527,17-16.-2929/4595, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 16-15 2850/4684,15-14 3567/5823, 17- 2 178 0.05 C 14- 6 489 0.16 C14-13.-3567/5824,13-12.-2851/4686, 2-16 160 0.05 C 6-13 -408 0.09 C 12-11.-2929/4596,11-10.-2886/4527, 3-16 1387 0.45 C 13- 7 1225 0.43 C Webs 17-2--88/178,2-16.-32/160, 3-15 1226 0.43 C 12- 7 1388 0.45 C 3-16.-831/1387,3-15.-759/1226,15-4.-408/336, 15- 4 -408 0.09 C 12- 8 160 0.05 C 4-14.-277/490,14-5.-248/213,14-6.-276/489, 4-14 490 0.16 C 8-11 178 0.05 C 6-13.-408/336,13-7.-759/1225,12-7.-832/1388, 14- 5 -248 0.05 C 12-8=-32/160,8-11.-88/178, 5-7-12 0-6-6 Face =0-2- 8 0-8-0 1760# 8.00" 10-0-0 20-0-0 2 3 4 5 6 6.00 Joint Locations ............... 1) 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 7 8 9 6.00 4w51 3.00 1 - 3.00 10- 3-11 18 17 6 15 t 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DEAN= TO BE GIVEN TO EEECTING CONTRACTOR. BRACING " LRNING. Maronda Systems etacinashown entoisdn~wingisenter ion ing.w;m brng,aalbtacingm°milarbr>gwhisapan of the building design andwhich mast be considered by the building designer. Bracing shownis for lateral support of tom members only to reducebuckling length. Provisions most be made to anchor lateral bracing at ends and specified bcatic es determined by the building designer Additional bracing of the overall mucture may be required. (See HIB-91 of T lI) specific truss bracing requirements, contact building drsgner.(Truss Plate tnstimm. TPI is located at 583 4005 MARONDA WAY D'OoufiioDrive. 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 10- 3-11 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 1 5-6-6 0- 6- 6 Face =0- 2-8 0- 8-0 1760# 8. 00" 9) Scale = 0.1585 WO: ARLR TI: C 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA A 7 91- 7715 Design: Matrix Analysis YrGrile YaLn: e:: \1815-LVA \n...%--Let\aucYR\tueaan Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:C1 Qty:3 a DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ..===_._...____ Thisdesign is fur an in6vidual building comy:mem and 2x 8 SP #1 D 4- 6,6- 7 composite result of multiple loads. 1) 0- 0- 0 8) 33- 0- 1 15) 21- 1- 8 has been based aninimunn mprmieaabytheclicm.The BC: 2x 6 SP #2 3-PLY TRUSS[ fasten w/31x 0.120, nails in 2) 4- 0-14 9) 35-11- 2 16) 16- 7-11 designer disclaims any responsibility for damages as a 2x 8 SP #1 D 14-18,13-14 staggered pattern per nailing schedule: 3) 6-11-15 10) 40- 0- 0 17) 13- 1- 8 ... remit orfaulty mincorrect information. speeifxauom WB: 2x 4 SP #3 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 and/ or designs famished to the ban designer by the cfiat 2x 4 SP #2 7-14,0- 0,0- 0 Repeat nailing as each ply is applied. 5) 16- 7-11 12) 34- 5-10 19) 5- 6- 6 andthearrcetoessoraamacyofthisitrimmauooasitmayrelate m. specific project and accepts on All COMPRESSION Chords are assumed to be Distribute loads equally to each ply. 6) 23- 4- 5 13) 29- 8- 5 20) 0- 0- 0 rapomibiliry or exercises on controlwith regard m continuously braced unless noted otherwise. Bracing Schedule: 7) 30- 1- 0 14) 23- 6- 1 fabrmatmahamlmashipment and mswlamaortraan WndLod per ASCE 7-02, CSC, V. 125mph, Chords Max O.C. From To TOTAL DESIGN LOADS "' This tress has been designed as a mdividaal building H. 15.0 ft, I. 1.00, Hxp.Cat. B, Kzt= 1.0 BC 48.0• 0- 8- 0 14- 6- 8 Uniform PLF From PLF To eampoomtinoccord ce.dthANSVrPll-1995md NM.97mbcinwrpmmdupmottbcwwingaaign Bld Type. encl L. 40.0 ft W. 40.0 ft Truss BC 48.0• 29- 1- 0 39- 4- 0 TC Vert L+D -46 -0-10- 8 -46 40-10- 8 by a BarWmg Designer(regaered architect Of in INT zone, TCDL= 0.0 psf, BCDL. 0.0 psf Bracing shown is for visual purposes only. BC Vert L+D -40 0- 0- 0 -40 40- 0- 0 Professional engneer). When rev drinspprovdby Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr• BC ..FORCE..CSI. Concentrated LBS Location the building dcSipa. the design loadings shown man be In -Plant Quality Assurance with Cq. 1 1- 2 -11134 0.38 A 20-19 9867 0.68 BC Vert L+D -1403 13- 1- 8 checked mbew,ethattheaaashownareinagc®calwith the local building coda local climatic records for MAX. REACTIONS PER BEARING LOCATION----- 2- 3 -11589 0.40 A 19-18 11801 0.75 BC Vert L+D -2330 21- 1- 8 wind orsnow lead&pmjeerspecificauonsmspecial x- LocBSet VertHoriz Uplift Y Type 3- 4 -13553 0.18 A 18-17 12573 0.38 FORCES (lb) - Max Compression/Max Tension applied bads.Unless shown.truss has not been designed 0- 4- 0 1 3808 0 -1460 B Pin 4- 5 -16166 0.14 A 17-16 17747 0.52 TOP CHORD 1-2.-11134/3920,2-3=-11589/4026, for amagc m occupancy bads. The dingo assumes 39- 8- 0 1 3444 0 -1446 8 H Roll 5- 6 -18761 0.19 A 16-15 17743 0.54 3-4.-13553/4223,4-5=-16166/4709, s,M achords (top orbomn)are continuously bncedbydh h;ngonhnaheiwisespecified. where PROVIDE UPLIFT CONNECTION PER SCHEDULE 6- 7 -16881 0.15 A 15-14 17161 0.53 5-6.-18761/5294,6-7n-16881/5179, bottom chords in tension are not fully braced laterally by a WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 7- 8 -12056 0.18 A 14-13 11191 0.37 7-8.-12056/4227,8-9.-10383/4021, popalyapplied rigid ceiling. they shoamrz be aa 2_19 970 0.10 C 15- 6 2408 0.26 C 8- 9 -10383 0.35 A 13-12 10565 0.68 9-10=-9993/3916, maximum spacingor0gaugeb. Connector dtall e 19- 3 -1674 0.09 C 6-14 - 1921 0.10 C 9-10 - 9993 0.34 A 12-11 8858 0.61 HOT CHORD 20-19.-3466/9867, t dippedg-l-ndsted AST from id garage but dipped galvanised steel meeting ASTMA65J, Grade 4 alas otherwise shown. Meeting 3-18 804 0.09 C 14- 7 6048 0.37 C-------- GLOBALMAX DHPLHCTIONS--------- 1st-18=-3873/11801, 18-17.-3830/12573, 4-18 3103 0.33 C 13- 7 2934 0.31 C LL TL 17-16--5090/17747,16-15.-5088/17743, FABRICATION NOTES 4-17 4434 0.47 C 13- 8 635 0.07 C in./Ratio in./Ratio Jnt(s). 15-14=-5076/17161,14-13=-3844/11191, Prior mnbricadmthe fabricator shall review this 17- 5 -1930 0.11 C 8-12 - 1478 0.08 CI. Span-0.42/999-0.92/503 6-5 13-12.-3875/10565,12-11.-3464/8858, draw* toveriry that [his drawing isinwalbrnmeewith 16- 5 251 0.03 C 12- 9 848 0.09 CHoriz. 0.23 0.51 NA Webs 2-19.-224/970,19-3.-1674/291, the cabricmesplans and breali..centibaing 5-15 1169 0.13 C Max DL Deflection L/ 928 = -0.50 3-18.0/804,4-18.-1142/3103,4-17=-909/4434, responsibility fin such verification. Any discrepancies are to be put in writing before sitting or fabrication. Plates 3 PLYS REQUIRED Long term deflection factor . 1.50 17-5.-1930/639,16-5.-115/251,5-15.-73/1169, hall raw beinstalled overtbmmlaknots ordiaonrd':32= Lineal Footage 323.7 15-6=-114/2408,6-14.- 1921/270, grain. Members shall bemfor tight fining .wodmwwod 14-7.-1268/6048,13-7.-1235/2934, 13-8.0/ 635, bearing. Cenrcerm platesstroll be located on barb fans Of 8 -12 =-147 B / 2 9 9 , 12 - 9. - 221/ 84 8 , the truss with Dais fully imbedded and mall be sym. abaci We joint unless otherwise shown• A 5x4 plateis5- wide xa• IoagAbag plate is 61 wide . Vlong. Slav (be[.) 9-11- 020- 2- 09- 11- 0 inn parallel to the plate length specified. Doable cots o0 wxb mmbm shall meet at the caaoid of the wentunless 1 23 4 56 78 9 10 otnerw;w mown. Ca®ecmes er e plate size minimum sias based on the faces mown and may need tobeincreasedforcertainbandlingand/mcrertiaoOressa. 6.00 4- f 6.00 This tmss is not to be fabricated with fire reurdam treated L 1 VS Mu I7 lumber unless otherwise shown. Fin additional 6x8 IWO 8X10 inrmma;ononQ..IhyCbonolreferto ANSVTPI 8x10 1.199s 4x6 4x6 PRECAUTIONARYNOTESAllbracinganderectionredmmcmatioaearetobe 3x4 3x4 5-5-14 followed h acc ndaace.ith • wbdling, mnalling and 5-7-4 rac Bi.g-. H1B-91. Trans - tobe handled with 0-6-6 68 3x6 6x8 0-6-6 Sx6 particular ore duringboding and bundling. ddnvy and 5x6 -4-15 1OX10 8x14 imWlatim m awid damage Temporaryand permanent 8X14bracingfinboldingcronesinastraightandplumbpositionandrocregimes; lateral forces shall be designed and installed by others. Careful handling is a 4,1 and 3 ( lc dSrS J.UU erection bracing is atwala required. Normalprea"'m°ayFace = 0- 2- 8 Face = 0- 2- 8 action finbanes rayairn such temporary bracing during installation bemcen trusses to awid toppling and 0- 8- 0 0-8-0 domiming. The mperwisioo of eroctbn of hones mall be Pal 14-6-8 f 10-11- 0 Py under the control ofpermm aweriebced in the installationof tresses. Professional +aside shall be sought 380 8.00" 3444 8.001. ifoaded. Cooncrumu n oram nstction hods geatarthan10- 3-11 19-4-10 10- 3-11 the design load:loll not be applind to trusses atany time. No hoes other than the wvi& of cbe eractmf loll be 0 ig 18 17 16 5 4 312 applied to trusser umil after .11 raslce;- and bracing is 0. 0 g Id 40- 0- 0 S completed. Rd-3-9) 11403# 12330# 11" 9) COSMETIC PLATES (4)3X6 (28)2X4 EXCEPT AS SHOWN PLATESARE MiTek MT20 WARNING: RZAD ALL NOTES ON THIS SHEZT. A COPY OF THIS DRAWING TO BR GIVEN TO ERECTING CONTRACTOR, BRACING WARNING, L a ro n d a Systems Bracing mown on this drawing is not ereethn bracing. wind bracing, portal bracing in similar bndngwhichisapmofthebuildingdesignand .loch mathe mast be considered by baildmg designer. Bracing moan is fur Went l mppon orouss mmhers only to reduce bottling length. Provivms must be mademarnhinlateralbracing asends and specified locations determined by thebuilding designer. Additional bracing ofthe overall strocmrc may be required. (Sat HI11-91 orTPI)Tor specific trust bracing requirements. contact building designer.(Trun Were hntimte TPI is located ar 393 4005 MARONDA WAYD'Om6b Dd,c, Madimq Wisconsin 53719ySantora, FL. 32771 407) 32JL-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MWSOD68 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 = 0.1368 WO: ARLR TI: C1 8/26/ 2005 Lbr DF: 1.25 PIt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7. 21-7717 Design: Matrix Anaiyein rat:v der saes..: a,vu=.+..,... .+...... ..+. yr.,. Job: ARLINGTON R Customer:30# UPLIFT D.L. WO:ARLR TI:D Qty:l it DESIGN INFORMATION This design is for an individual building component and has been based oninformation prmided by the dims. The designer disclaims any responsibility fa damages as a remitoffaulty sir incurred Wfmmation specifeatiom and/or designs famished to the mass designer by the client andthe correctness oraccuracy ofthisinfmmatiooas it may relate w agpo ifn project and accepts no responsibility or exertiscs no cotmml with regard to fabrication. handling, shipment and inoallniom ofuses. This mass has been designed ss a individual building componem in accordance with ANSVPPI 1-1995 and NDS-97 to be ircnrporned a pan of the building design by Building Desigxr (registered architect or pmfess;om s engines). when reviewed for approval by the building designer. the design loadings she" must be checked to be sae that the data shown are in age[mend with the local building codalocal climatic records for wind or sooty• loads. project specificatimes or spacial applied Wads. Unless shown. muss has rot been designed for outage or occupancy bads. The design axnmer compression chords pop orbomum) arc ewtionwslybraced by sheathingunless otherw(se specified where bottom chords W tension are not folly braced laterally by . properly applied rigid ceiling• they should be braced at a maximum spacing of 10-0' o.c. Com amr plate, shall be maonfxmred from 20 gauge hot dipped galvamr ed steel meting ASTM A 653. Grade 40. unless otherwise $be ". FABRICATION NOTES Prior to fabluaiOLL the fahbricator shall rev(ew the; drawing to verily thatthis drawing is in conformance withthe fabrieames plans and to malime a continuing responsibility for such verification. Any discrepancies are w be pot in writing before cutting or fabrication. Plata shall not be installed ova knotholes. kmu or distoned gain. Members shall beam for tight filling wood to wood baring Connector pates shall be located on bah fan of the trues with nails fully imbedded and shallbe sym. about thejoimadessotherwiseshown. A Sx4 pate is 5' wide x 4• long. A fag plate is6• wides g' long. Slots (boles) too parallel to the plat, length speciftcd. Double tau on web members shall meet at the cenmaidof the webs unless otherown. wise shConnector Platesinesee minimum sines based on the fort. shown and may need to be increased for certain hamming atsdlor erection strm.. This matt is ens to be fabricated with fire reuedam mated 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 folWwsd in KZMdanc, with• Handling. [mottling and Bracing', W11-91. Tmsm art to be handled with paticularcam mining landing and bundlin& delncry and installation n avoid damage. Temporary and permaoms bracing for holding musm in a straight and plumb position and for resisting lateralforces shall bedesignedand installed by others. Careful handling is -0.1 and eratm bracingis ahsays required. Normal prmutWruq. action for metae, requires each temporary bracing mining installation between tsarsus to avoid topplingand dominoing. Themperiition of erection of minutes shall be undo the control of persons experienced in theinstallation of mans. Pmfectionah , deice mallbe sought if meedd. Con escro aof comma ion loam grater than the design Inds shall notbe applied to tmtscs as any time. No bads other than the weight of the autors shall be applied to muses until after W 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----- E-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 11- 4-0 6. 00 3.00 Face = 0- 2- 8 0-8-0 1761# 8.00" 9) 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 ASCB 7- 02, CBC, V. 125mph, 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 H. 15.0 ft. i. 1.00, Exp.Cat. B, Rzt. 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. 6-70-4952/3232,7-8.-5015/3273,8-9.-4943/3232, 1R4 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 IT- brace may be nailed flat Webs 2-15--74/254,15-3.-208/196, to edge of web with 12d nails spaced 8- o.c. 3-14.-238/268,4-14.-915/1558,4-13.-753/1195, Brace must extend at least 90% of web length 13-5.-392/425,13-6.-753/1195,12-6.-915/1558, 2x6 Brace required on any web exceeding 14e. 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 C I. 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 7-4-0 r. 11-4-0 16- 8-10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL ROTES ON THIS SBSRT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Maronda systems Bracingr wnmmis aingumta Wmbmil.a;ndb ng.potalbr,dngm°br,mdng which isapan of the building design and which mum be considered by the building designer. Swims shownis for lateral support cranes m®bus only to reduce bottling length. Provisions mum be made to anchor laical bracing at ends ad specified locations detamioed by the building designer. Addiriomal bracingof the overall structure may beregaved (Sac RBB-91 of TPl).For specific truce bracingrequircueats. counsel building desigoer.(Truss Plate Wmimte, TPI is located at 583 4005 MARONDA WAY D•000fiio 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 A..4 6.00 6- 2-6 0- 6- 6 Face = 0- 2- 8 0- 8-0 1761# 8. 00" 11-7- 11 1 10 0 ) 0-1, 8 R - 3- 9) Scale = 0. 1585 Eng Job: DWg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: ARLR 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 Analysls rrorlle racn: c: raa-s.un wmrtc soas aasx+a+x aussx u.pra Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:D1 Qty:l II: DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the •••-• --••••-Joint Locations ---- - This design for an individual building component and BC: 2x 6 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0 hmbeen based oninformation protidedbythe client. The WB: 2x 4 SP #3 WndLod per ASCB 7-02, CEC, V. 125mph, 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 design. disclaim.any, esponubilitylb, damages n, 2x 4 SP #2 4-13,6-13,0- 0 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 rnohorfaulty mincorrect informtion,specifications 0- 0 Bld Type. encl L- 40.0 ft W. 40.0 ft Trues 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 and/or designs furnished to the truss designer by the client and the cmrecmmoraccuracy orthisinformation ait All COMPRESSION Chordsare assumed to be in INT zone, TCDL- 0.0 paf, BCDL. 0.0 psf 5) 20- 0- 0 11) 33- 9- 2 may relate ma specificpmjectmdaccepts- continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req 6) 28- 8- 0 12) 28- 4- 5 responsibility orexerciwor, control with regard to In -Plant Quality Assurance with Cq. 1 Bracing Schedule: ----MAX. REACTIONS PER BEARING LOCATION----- rabrxamn.handlingfhtpmensandmstallatmnofunsscs. FORCES (lb) - Max Compression/Max Tension Chords Max O.C. From To X-Loc BSet Vert Horiz Uplift Y Type This mass has been designed a an individual Duilding component in accordance wild ANSVrPl 1-1995 and TOP CHORD 1-2.-4942/3231,2-3.-5015/3273, BC 48.0" 0- 8- 0 14- 6- 8 0- 4- 0 1 1760 0 -1235 B Pin NDS-97tobeincorporated uPars ofthebaildingdesign 3-4.=4951/3232, 4-5.-5666/3733,5-6.-5666/3733, BC 48.0" 29- 1- 0 39- 4- 0 39- 8- 0 1 1761 0 -1235 B H Roll by Building Desiger(re&stemd architect or 6-7.-4952/ 3232,7-8.-5015/3273,8-9.-4943/3231, Webs Brace Pt Joint to Joint PROVIDE UPLIFT CONNECTION PER SCHEDULE p'aremonalmgneer). When revtewrdlbrapproval by BOT CHORD 16-15•-2818/ 4415,15-14.-3003/4804, 1/2 4-13,6-13 ..TC. ..FORCE..CSI. Cr ..FORCE..CSI. the building designer. the design loading showy must be .. BC. chocked tobearethat the daumowviare inagreement 14-13.-2721/4529,13- 12.- 2721/4530, Bracing shown isfor visual purposes only. 1- 2 -4942 0.48 A 16-15 4415 0.89 with the local building codes, Weal climatic records, (or 12-11.-3003/4804, 11-10.-2818/4415, 1x4 continuous lateral bracing attached with 2- 3 -5015 0.51 A 15-14 4804 0.86 widen snow loads. project specificatiossmspecial Webs 2-15.-74/254,15-3.-208/ 196, 2- 1ld nails each member where shown.Bracing 3- 4 -4951 0.36 A 14-13 4529 0.78 applied baa,Unless xbowutrnsshas ambeen designed 3-14.-238/268,4-14.-915/ 1558,4-13.-753/1196, MUST be positioned to provide equal unbraeed 4- 5 -5666 0.53 A 13-12 4530 0.76 co tmragemoccupancy (topor o 71ed ontismmn ady 13-5.-392/425,13-6.-753/1195, 12-6.-915/1558, segments OR 2x4 "T• brace may be nailed flat 5- 6 -5666 0.53 A 12-11 4804 0.86 braced y sheathing cbods (sop ss bosom) arc corm d. Wb braced by shresthivg mins mhawise tpaifid. where12- 7=-238/268, 7-11.-208/ 196, 11-8.-74/254, to edge of web with 12d Haile spaced 8• o.c. 6- 7 -4952 0.36 A 11-10 4415 0.89 bottom chords inwaskmvemsfully braced laterally bya WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr Brace must extendat least 90% of weblength 7- 8 -5015 0.51 A properly applied rigid ce'lnn&they mooldbebracd°a 2-15 254 0.08 C 13- 6 1195 0.70 C 2x6 Brace required on any web exceeding 141. 8- 9 -4943 0.48 A maximum spacing of 10-0' o.c. Coonector plates shall be mawfacratdfiom20gaugehmdippdgalvanizdaeel 15- 3 -208 0.05 C 12- 6 15580.50 C--------GLOBAL MAX DEFLECTIONS--------- meaing ASTM A 65), Grade 40. unless otherwise [hewn. 3 -14 2 6 8 0. 0 8 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( a). FABRICATION NOTES 4-13 1196 0.70 C 11- 8 254 0.08 C I. Span-0. 55/840-1.09/426 5 Prior to fabrication, the fabricam shall review this 13- 5 425 0.11 C Hor i z. 0.33 0.65 NA drawing m verify that this dewing is in couformence witb Max DL Deflection L/864 . -0.54 the rabricaoes plan and to realin a continuing aporrobility for coca verification. Any discrepancies use Long term deflection factor 1.50 tobe put in % siting befog cutting or fabrication. Rates shall out be installed over kooNoles. horns m distoned gun. Members shall be em for tight fitting wood to xood hearing. Connector plain shell be loaned on both faces of the uuss with milsfullyimbedded and dull be st . abom the joint miles; otherwise sbown. A3x4plateis5• "ids a 11-4-017- 4- 0 11-4-0 4- long A 6xg plate is 6- wide a g' long. Sbu (boles) rm parallel to the plate length specified. Double cuts ots ) we2 3 4 5 6 7 8 9 b members [hall maa t a the cboid of the webs unless mheraise shown. Comatm plate rises are minim® sizes based on thefortes :Dewy and may need m be r 6. 00 -6.00 increased for certain handling and/or erection stresses. This area is nor to be fabricated with f retardant tread 6x8 lumbermlmo,herwiu sbo%v. For amitioml 6x8 8x10 information on Quality Oceans refer to ANSVWPI tag P 1. 1995 4x6 4x6 PRECAUTIONARY NOTES NI bracing and eectieo recomm ndatiom ere to be mllowd in accordance with •Handling lmwling and 6-3- 12 3x4 ml 3x4 6-2-6 Bracing% 11I13-91. Trossos use to be handled with particular care, during banding and bundling delivery and 8x14 8x10 8x1 0- 6- 6 installation to avoid damage. Temporary and percolated 0-6-65x82- 85 - bracing for holding -b r inattraigm4x6umandptD4x6Sx8posisionand !br rmsting Iaenl forcesshall be desigod and imulledby othersCarefulhandling is eaential andauctionbracingis alws) s required. Normal Inmmiomry 3.00 action fm Unaesregoires mcb temporary bracing timing imWlaon kmvm trnsse, to avoid suppling and Face = 0- 2- 8 Face = 0- 2- 8domiceing. The upesvivce of erection of rrsses shall be under the control of paaom experienced in the 0-8-0 0- 8- 0 installation oferssa. Professional adviceshallbesough 14- 6- 8 tr 4 10-11- 0 , if nodes eonamraion ofconst,nrLon load: grater than 71761 .00" the design bads shall cam be applied to trusses at Any time. 176 8.00" No bads other than the %right of theerectorsshallbe11-7-11 16- 8-10 11-7-11 app lied unclear until after all fastening and bracing rigis 6 15 4 40- 0 0 2 1 0- 0 COSMETIC PLATES0- 0Xbr (28)214 (R - -9) EXCEPT AS SHOWNPLATES ARE MiTek MT20 Scale = 0.1536 WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHRRT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, DWg: TI: D1 Maronda Systems Bracing shorn on this dewing isnor, m erection bracing. wind bracing.m ing. pound bracing similar bracing%tich is a panel DH r:TLY Chk: 8/26/2005 the building designand %tich must be consideredbythebuilding designer. Bracing shown is for lateral srppon of bra members only to reducebottlinglength. Provisions mesa be madetoachorlateral bracingasends and specifiedTC Li16 . 0 afLb rDF : 1.25 locations determined by the building desgner. Additional bracingof theoverallstructure maybe raryhd. (Sec Live MB-91P of TPI)•For specific towbracingncgshememscometbuildingdesiss-ITmes Plate lostitme. TPIis local. a $83 P 1 t DF : 1.25 4005 MARONDAWAY D'000aiolkivt.MadimaWisconsin 53719). TCDead7.0 pHfO.C.: 2- 0- 0 Sanford, FL.32771BC Live 10.0 pef 407) 321-00641 Fax (407) 321-3913 TPI-02/FBC-04 BC Dead 10.0 pHf TOMAS PONCE P.E. LICENSE OWS0068 Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4. 7 .21- 7721 12eBlgn: macrlx Artalyaaa t ---- .. . ... . •r-^ Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:E Qty:l ,n DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... This design is for an idividail building component and BC: 2x 6 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 has been basedW information pmsided by the diem. The WE: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 daigoa disclaims any repousibility fordamages as a 2x 4 SP #2 4-13,6-13 H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 + result offaulty or incorrect information. spoeificauons All COMPRESSION Chords are assumed to be Bld Type. encl L. 40.0 ft W. 40.0 ft Trues 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 anhor design famished to the miss designs by the diral and thecoeramts or w9urwy of thisinformnien asit continuously braced unless noted otherwise. in INT zone, TCDL. 0.0 pef, BCDL. 0.0 paf 5) 20- 0- 0 11) 33- 1- 2 may mine m spairkproject and amcptsW In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req 6) 27- 4- 0 12) 27- 0- 5 responsibility or mcciuf nncommit with regard toIn -Plant Quality Assurance, per MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension nt fabrication. handling, shipmand im llauWofwsw. sec. 3.2.4 of TPI-1-02, for joint(s): X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5044/3271,2-3.-5073/3284, This e,sbeen rgned PiI-199dual5ad 13 0- 4- 0 1 1760 0 -1229 B Pin 3-4--4766/3106,4-5.-5064/3362,5-6.-5064/3362, ompon ccord etina NSVTan NM --tent in accordancewithm.fd.I i- 1995 aid PtDS-97mbe bcorporaod npan ofdx building tlesigm TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 39- 8- 0 1 1760 0 -1229 H H Roll 6-7.-4767/3106,7-6.-5074/3284, 8-9.-5045/3271, byaBuilding 0ailpoa(re®aermarchitect Or 1- 2 -5044 0.48 A 16-15 4524 0.89 PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 16-15.-2860/4524,15-14.-2945/4756, professionalenginec)' When roicaredforappro"Iby 2- 3 - 5073 0.50 A 15-14 4756 0.82 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 14-13.-2575/4344,13-12.-2576/4345, the building designer, the design badinP shown mat be 3- 4 -4766 0.36 A 14-13 4344 0.67 2-15 185 0.06 C 13- 6 783 0.52 C12-11.-2945/4758,11-10.-2860/4525, checked to be ire than thedatashownare, in mgrs«mms with the localbnildingcod- local ctimmicreindsfor 4- 5 -5064 0.44 A 13-12 4345 0.67 15- 3 151 0.04 C 12- 6 1554 0.50 CWebs 2-15.-58/185,15-3.-67/151, wimormo.Ioads.pmjctspcifieabmorepecial 5- 6 -5064 0. 44 A 12-11 4758 0.82 3-14 -367 0.15 C 12- 7 -367 0.15 C3-14.-367/352,4-14.-911/1553,4-13.-503/784, applied leads. Unless showamiss has not been designed 6- 7 -4767 0.36 A 11-10 4525 0.89 4-14 1553 0.50 C 7-11 151 0.04 C13-5.-330/363,13-6.-503/783,12-6.-911/1554, goasmmn for storage mceopaneporbo 7- 8 -5074 0. 50A4-13 784 0.52 C 11- 8 185 0.06 C12-7.-367/352,7-11.-67/151,11-8.-58/185, on)areThe ss tb om) are continuously hcompressionchordsunlessendedbymcnhmgantidherwisespcified. where 8- 9 -50450.48 A 13- 5 363 0.09 C GLOBAL MAX DEFLECTIONS--------- bottomchords in tenon are not Polly braced laterally by. LL TL properly appliedrigid ceiling.they should bebraced ata in./Ratio in./Ratio Jnt(s). maximum spacing of I sec o.c. Connector plates shall be I. Span-0.50/931-0.98/472 5 maninuiredfmm2ogangebutdipped phl a imdneel HOri Z 0.32 0.64 NA matingASTM A 653, Grde 40. unless otherwise shown. MaxDLDeflectionL/958 . -0.48 FABRICATION NOTES Long term deflection factor . 1.50 Prior to fabrication, the fabricator shill mica this drawing to verify than this drawing 6 in conformance with the fabricators plan and to realize a cominning responsibility for such verification. Any discrepanein are to be put in writing before cutting mfabrication. %era shall Out be installed ova mtholes. Imots or dunned gain. Members shall be am (Or tight fitting wood to wood facer 12-8-0 14- 8- 012-8-0boring. Come= plates shall be baud on bah of thetimeswithnailswyimbeddedandallbegyro. aboutthe joint miles, otherwisemown. A 50 plateis Vwide11234567894- long. A 6x5 plate is 6- wide x g' long. Sloe (holes) inn parallel tothe plate length specified. Double cots on 6.00 6.00 web members mall men a the cenmetid oftbe webs nnlessotherwiseshown. =tm plate sizes are minimum 6x8 sires based on the comesmnan and my need tobe6x83x4andincreasedforcertainhandling/or action presser. This mass isouttobefabricated with fie reWd= mated lumber unless otherwise shown. For additional inrormatbo not Qaatin Consul rerer lo ANSUFPI 4x6 4x6 I- 199s PRECAUTIONARY NOTES 3x4 3x4 6-10-6 All bracing, W erection raommmdatiom re a m be 6- 11-12 followed in accordance with 'Handling Imallmg and 4x 8x14 Bracing'. HIB-91. Trusses arc to be handled with 8xl40-6-6 particular erne duringbanding ad bundling, delisery and 0-6-6 5x8 3-0-155x8 imulletiontoswid damage. Temporary and permanent 4x6 4x6 bracing for holding mueses in a straight and plumb position and for ressaing lateral force, shall be designed and installed by other. CarcPol handling is essential ad is Normal amiomry 3.00 eratlon bracing atwa)v requited. to action rot massredsmsidetemporarybracingtiringFace = 0- 2- 8 Face = 0- 2- 8 innallatiro between moan to avoid toppling and tbder the . fro supervision of aence ofthe shill be under the control ofpermm cxperitacd b the 0- 8- 0- 8-0 imullaioo of music. Professional advice mill be sought 1760# 8. 00" ifneeded. CoWenmalon orennnsncliom Inds greater than 1760# 8.00" the design bads shall ore be applied to oases atany time. 12-11-11 14- 0-10 12-11-11 No bads other than the weight of the eratms shall be aoolied to tossesanvil andallraaeningandbracing is 16 15 4 _ 13 _ 2 11 10- 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 MUMING. FMaronda Systems the bu nan this wingtsna tlonbme w;dbn&porilb ngm°milarbndng which aapan of ilding dmgtr and which man beconsidered by the buildingdesism. Brning shown is for tneral str11 of mass members only to reduce buckling length. Provision mot be made toanchor latent bracing at ends ad specified location determined by the building designer. Additional bracing of the overall amerure may be rNuired. (San MB-91 of TPI).Forspecific truss inning requirements. contactbuilding desigoer.(Tras Flue Institute, TPI is located an 593 4005 MARONDA WAY D'Omofrio Drive. Maoism. wifemnsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 100.5 VANNESSA DR. OVIEDO FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 pef TC Dead 7. 0 paf BC Live 10.0 pef BC Dead 10.0 pef 9) WO: ARLR TI: E 8/26/ 2005 Scale en 0.1585 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analysis lerorlle racn: a.: Vaasa-aw,av nlaaR uua,er t,saaa.n asaaa.n tat. yin Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:81 Qty:l t ' DESIGN INFORMATION This design isfor anindividual building componcel and has been based oninformation ptmided by the client. The daigner disclaims any responsibility for damages . a resultoffealty orircorract information, specifications erd/or designs faruisbed to the truss designer by the diem and the conocmesa or acearacy ofthis information ait My relate to a specific project and accepts can responsibility or aacises oncontrol with regard to fabrication, handling. ahipmem and installation oftruism Thistrue hasbens designedas an individual building component in accordance with ANSVTFI 1.1995 and NDS-97 to be incospaasd aspan ofWe building claigo by a Building Design. (registered architect or profess oral engnea) when reviewed for approval by the building d.lgna, the design loadings rbOwn mast becheckedtobewerethatthedatashownareinagranens with the local building codes local climatic records for windor mow beds_ project apecifxauomor special applid bads. Umess shown crass bas ON been designed for sausage w occapaney bdm Thedesign assumes compressions chmds (top or bou I we continuously brand bysheathing ®leaotherwise specified. wbae boll= cbodsin tension we no folly brad laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 10E-V o.c. Connector plates shall be manufactured from 20 page bN dipped galvanized Mel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricaw shall review this drawing to vasry that this drawing is in coalmen"ce with the fabrieamrt plans and to realize a continuing rapoatbility for soch verification, Any dispanei0 are to be put in writing before cutting a fabrication. PWes dull nor be installed over Imod olm knots or diaancd gain. Membersshall beem for tighlfining wodtownd basing. Connmarplates shall be looted on both fagsof the truss with nails rally imbedded and shall be a)m. aboruthcjoimunlessothawiscshow. A 5x4 plate is 5e wide a 4' long. A 6x8 plate is 6' wide x 8' long. Slots (bola) run parallel tothe plate length specified. Doable cats on web members; shall mat at We caaoid of the went unless otbawise shown. Connector plane sizes are minimumsiresbasedontheInsectshownandmayneedtobe waeased for tattoo handling VWM aeetiW erns.. This truss is can to be falaricad with sue retardant tread lumber umess othaswis show. For additional information an Quality Control ref" to ANSVrPI 1-1995 PRECAUTIONARY NOTES All bracing and auction nee mmadations ae to be followed in accordance with'Haadling. Installing and Bracing'. HIB-91. Trusses are to be handled with panicularere during bandingand budhn& delnery and installation to avoid damage. Temporary and permanent bracing Its bolding antsues in a straight and plumb position and rot resistinglaws forces mallbedesigned and imsad by others_ Carcdd handling is essential and cream bracing is afwa)s required. Normal prmmiomry action for cre- requi- sack temporary bracing daring installation between trusses to avoid toppling and dominoing. The mpavism ofauction of uasscs shall be m lathe control ofpersons aperiasced inthe installatiow of wssem Professional advice $hall be songs_ H needed. Caramatim ofennstma;an load$ grow than thedesign leads shall ourbeappliedto true$ at any time. No loads otherthanthe weigbl ofthe "aura Gall be applied to trussat meW after all faaeoing and bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #2 WE: 2x 4 SP #3 2x 4 SP #2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise - In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 13 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5044/3271,2-3.-5073/3284, 3-4.-4766/3106,4-5.-5064/3362,5-6.-5064/3362, 6-7.-4767/3106,7-8--5074/3284,8-9--5045/3271, BOT CHORD 16-15.-2860/4524,15-14.-2945/4756, 14-13--2575/4344,13-12.-2576/4345, 12-11.-2945/4758,11-10--2860/4525, Webs 2-15--58/185,15-3.-67/151, 3-14--367/352,4-14.-911/1553,4-13.-503/784, 13-5--330/363,13-6.-503/783,12-6.-911/1554, 12-7.-367/352,7-11.-67/151,11-8.-58/185, MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H- 15.0 ft, 1. 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5044 0.48 A 16-15 4524 0.93 2- 3 -5073 0.50 A 15-14 4756 0.84 3- 4 -4766 0.36 A 14-13 4344 0.69 4- 5 -5064 0.44 A 13-12 4345 0.67 5- 6 -5064 0.44 A 12-11 4758 0.82 6- 7 -4767 0.36 A 11-10 4525 0.89 7- 8 -5074 0.50 A 8- 9 -5045 0.48 A Joint Locations -e------roc _ -_- 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 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 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 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 AwR Face = 0- 2- 8 3.00 0' 8 1760 8.00" 14-6-8 12-11-11 14-0- 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 MAKING TO BE GIVZN TO ERECTING CONTRACTOR. BRACING WARNING. Maronda Systems Br ngahconoothisdrawingisaNe ionbtado wind h n&ponalbracing m arbracing whhisapanof the building design and which most be considered by the buildingdesign". Bracing shown is for Lateral mppeara of awn membersonly toreducebucklinglength. provisions most be made to meborlateral bracingat ends and spai0d locations determined bythebuildingdesigner. Additionalbracing orthe overall structure may be required. (SecH)B-91 of TPI). Forgmifx ban bracing requinmaus. contact baiWina designes.(Truss PWc loWmm TPIis located a 583 4005MARONDAWAYDOonBiaDrive. Madimn Wisconsin 53719} Sanford, FL 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SOOOS0068 1005 VANNESSA DR. OVIEDO FL 32766 6.00 12-11- 11 6-10- 6 0- 6- 6 Face = 0- 2- 8 L LO- 8- 0 1760# 8. 00" 9) Scale = 0. 1585 Eng Job: WO: ARLR 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 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 vsf v4.7.21-7725 Designs matrix Anaiyaia --ts rat'..: x.: taasn-wnx...,an wv.,s, aaa,.ua. a^•••a•a^ Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:F Qty:l DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... This design is(or m ilivideal building component al BC: 2x 6 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- 0 hashow basedoninforumumsPrmiddbythe dims. The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V= 125mph, 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 deagnerdisclaimsany responsibility for damagesam. 2x 4 SP #2 4-13,6-13 H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 mot, orfmlty co incorrectintormatiaa, gKcifcation All COMPRESSION Chords are assumed to be Bld Type. encl L. 40.0 ft W. 40.0 ft Truss 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 md/m designs Mnished m the truss designer by the client and the cmrecmessmar aunrcyofthis information ait continuously braced unless noted otherwise. in INT zone, TCDL. 0.0 psf, BCDL. 0.0 pef 5) 20- 0- 0 11) 32- 5- 2 may relatem specific Project and .ceepuoo In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Reg 6) 26- 0- 0 12) 25- 8- 5 responsibility or exmisn no coouol with regard to MAR. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension TC. ..FORCE..CSI. Cr BC. ..FORCE..CSi. faauawahanmmg'shipment and 'mwlasw° ofwastes. E-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-5119/3294,2-3.-5102/3276, 1- 2 -5119 0.49 A 16-15 4608 0.92 This truss has been designed a m idMdual building 0- 4- 0 1 1760 0 -1222 B Pin 3-4.-4570/2971,4-5.-4572/3055,5-6.-4572/3055, 2- 3 -5102 0.48 A 15-14 4689 0.81 componewinaccordmcc.ithANSvfPll-1995ad NDS-97anbeixorpontedasPert ofthebuilding design 39- 8- 0 1 1760 0 -1222 B H Roll 6-7.-4572/2972,7-8--5103/3277,8-9.-5120/3294, 3- 4 -4570 0.36 A 14-13 4152 0.60 by a Building Designer (regianduchilector PROVIDE UPLIFT CONNECTION PERSCHEDULE BOT CHORD 16-15.-2885/4608,15-14.-2872/4689, 4- 5 -4572 0.37 A 13-12 4153 0.60 pmleanonal engineer). When ruvsewod am approval bytht,bu PORCE..CSI. Cr WEB. ..PORCE..CSZ. Cr 14-13=-2423/4152, 13-12.-2424/4153, 5- 6 -4572 0.37 A 12-11 4690 0.81 shown ruses be to WEB. 2- 15 146 0.04 C 13- 6 486 0.25 C12-11.-2873/4690, 11-10.-2885/4608, 6- 7 -4572 0.36 A 11-10 4608 0.92 than th dad u,nso cboctedmbeBaruthatthedatashowminagreementclawkedbesureiththe )octal buildingcodes, local climaicrecords for 15- 3 143 0.04 C 12- 6 1547 0.50 CWebs 2-15.-77/146,15-3=-58/143, 7- 8 -5103 0.48 A idm- Webs, project specifa:aiommspaal 3-14 -486 0.23 C 12- 7 -486 0.23 C3-14.-486/429,4-14.-903/1545,4-13.-323/487, 8- 9 -5120 0.49 A applied loads. Unless shown. arms has umbeen designed 4-14 1545 0.50 C 7-11143 0.04 C13-5.-261/298,13-6.-322/486,12-6.-904/1547, GLOBAL MAX DEFLECTIONS--------- lorstongeoroccapacybads. The designatsomn 4-13 487 0.25 C 11- 8 146 0.04 C12-7.-486/429,7-11=-58/143,11-8.-77/146, LL TL compression chords (top or bo tom) are contiamously braced by d_thing unless otherwise specified. Where 13- 5 298 0.08 C in./Ratio in./Ratio Jnt(s). boom chords in torsion ate not fully braced lsterally byI.Span-0.47/989-0.92/501 5 properly applied rigid ceiling they should be braced at a Hor i z . 0.32 0.64 NA muimam Wsing of 1 s4' o.c. Connector plate shall be Max Deflection L/9990.46 mamufsmrad lion 20 page rut dipped Ovanind steel meaingASTMA653. Grade 40.unlmotherwise the". Longtermdeflection to factor = 1.50 FABRICATION NOTES Prior an fabrication. the fabricatorshall review this drawing to verify that this dravmg is in conformance with the fabricam/splansand to realize a continuing responsibility for such verification. Anydiscrcpusinsee anbePot in writing before coning or fabrication. Plato dtill rsoa be insulted over tmtboln, torts m distorted 14-0- 0 12-0-0 14-0-0 grain. Member shall be as for tight fitting wood an wood boring Cum=" plan shall be looted on both (aoa of the rum with mails fully imbedded and shall be sym. about 1 2 3 4 5 6 7 8 9 tbejoim unless otherwise shown. A 5x4 plate is 5' wide x 4' long. Abag plat is 6' widex 8' long Sloe (bola) 6. 00 6•00 rm panlld to the plate length specified. Doable cum on web membm shall meet at the cmuoid of the .'Ms unless 6x8 otha.isesbo.n. ConncctorPW.Sim ruminimum 6x83x4 size based on the forces shown ad may need to be incre, forcertain handling andforerection strerstSThis trussis notto be fabricated with foe retudsot vested lumber amiss otherwise shown. For additimul 4x6 4x6 infoemation em Quality Control refs toANS VfPI 1-1995 PRECAUTIONARY NOTES 7- 7-128x10 8x10 K 7-6- 6 All bracing red erection recommedations see tobe 4x6 dli followed in accordance with'Haracng Installing and 8x14 $X14Bing'. HIB- 91. Trusses aretohandled withpunustivusediningbandingalballing ddnvf) ad 0- 6- 6 3- 4-15 4x6 Sx8 0-6-6 tmaon llatto avoid damage. Temporary ad Permanent5x8 4x6 lancing for bolding outset in a asaighiand plumb f position and (be resisting lateral Coen shall be designed t anted instilled by others. Carefulhullingis ¢sential and is Nomml C 3.00 Lilo_ erection bracing alwaysrequired. prasmionaq active for wau mpim such tempoaty bracing daring Face = 0- 2- 8 Face = 0- 2- 8 installationbctwssa onssato -id topplingal domioning. The mpmrision of enectioon of trussesshall be under thecontrol of ptrwns aepetienced in the 0-8-0L inmallationof truces. Profesional advice shall be wu& 1760# 8.00" if needed. Ca^tentrattion ofeemstnuction kods etathan the design loads snarl not be applied mm 'ues any alime. 1760# 8.00" 14- 3- 11 11- 4-10 14-3-11 Noloads otherthm the .right of the erectors shall be coil after all fastening al tatting is 16 15 4 103 2 11 1 11 100 0, 10,,8 40 0 Oti8 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RZAD ALLNOTESONTHISSHRRT. A COPY 01 THIS DRAWING TO BB GIVBN TO RRRCTING CONTRACTOR. BRACING WARNING, L d ro n des Systems Bracing shown am this drawing is not erection boring boing portalbracingmsimilarbracingu6ichisapartofthebuildingdesignals .tieh oldbe considered by the building designsera sama Swimsshown isIbr latl support of trap m®lam only toreduce buckling length. Provisions mesa be made toa a bor lateral bracing at ends sodspecifiedlocation to ding by the buidesigner. Additional bracing of the overall structure, maylot rtgaired. (See HIB-91 of TPI). For specifictrussbracingregmirememc cams' building desigaer.(TrussPlate institute. TPI is located at 383 4005 MARONDA WAYDDocafrio carve. Madison. Wisconsin 53719). Sanford, FL. 32771. 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *OOSO068 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) WO: ARLR TI: F 8/26/2005 Scale = 0. 1585 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis rrous.e razes: x.: taaa-a, vn tnaai,x tus,u= vaaWsx t,aav_ s.. r s Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:F1 Qty:l DESIGN INFORMATION This design is for an individual building component and hasbeen basedout information provided bythe client. The designer disclaims any responsibility for damages as a reactoffaultyor incorrect information. yccificatiom an&wdesigns furnished to the tans designer by the client and the corrxtrcss or accmxy ofthisinformation n it may relate to a specific project and accepts ou responsibility or esecises not cooml with regard to fabrication, handling. shipment andinsWlatimofwssa. This truss has been designed.. an individual building component b accordance with ANSVrP1 1.1995 and NDS-97 tobe incorporated n pat ofthe buildingdesign bya ut rc professiaoal engtuev} Wben raviewcd for approval by the building designer. the design loadings shown mast be chocked to be sure that the data show are in agreement with the local Wilding codes. local climatic records for wind or mow loads. project specifications or special applied bads. Unless shoeu ova has not been designed for storage or occupancy loads. The design -a compression chords (top or boom) are continuously braced by shcsWoy unless otherwise specified. Where bottom chords inteasion are not fully braced laterally by a properlyapplied rigid ceift theyshould be bradat imam gating of I (Mr o.c. Connector plum dull be factoredGum 70gaagehot dippedgalvanind steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall revam this drawingtoverify that Ebbdrawingisincoufomance with the fabricators plan and to ralire acontinuing responsibility for such vaifrcation. Any discrepancies ere to be put in writing before tuning or fabrication. Plato dull nor be installed over motboles. knots or distorted Vain. Members shall be eta for tight finingwoodto wood bearing. Connactm plates shall be local on both fay of the hem with naits Gdly imbedded and shall be yv..how thejoint unless otherwise shown. A 50 plate is 5' wide a V long. A 61g plate is V wide a 8' long. Slots (bola) ran parallel tothe plate length specified. Double cats out web members shall meet u the ctawid of the webs outlets otherwise shown. Comocto plate size are minimum sizesbasedout the foxes shown and may needto be i.e., forcertain handling ad/or, enactionstresses. Thistress is notto be fabricatedwith rue reradam treated lumber unless otherwise shown. For additional information on Quality Control refs to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing and action rcommetsdalions are tobe bilewnd in Kend-, with *Hlndlntg. -meaning and Bracing'. HIB-91. Trusses are to be handled withparticularateduringbandingandbundlin& delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holding trusses in a straightand plumb position and for rmstinglateralforcesshall bedesigned and installed by others. Careful handling is escort at and erection bracing is alus)scquird. Normal precautionary action for tosses requires such temporary hawing during installation between tosses to avoid toppling and domiming. The mpervisim of =tim oftrusses shall be ands the control ofperms experienced in the installation oftrusses. Professional advice shall be sought if nadad. concentration ofomstruaim loads greater than the design Inds shall not be applied to tresses at any time. No bads other thantheweight oftheerectorsshallbe applied totrusses anti] after all fattening and bracing is 0-6-6 TC: 2x 6 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAE. REACTIONS PER BEARING LOCATION----- E-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 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 21 1 3.00 Face = 0- 2- 8 0-8-0 14-6-8 17604 8.00" 14-3-11 MULTIPLE LOADS -- This design is the composite result of multiple loads. PlndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. H, Rzt. 1.0 Bld Type. encl L- 40.0 ft W. 40.0 ft Trues in INT zone, TCDL. 0.0 psf, BCDL. 0.0 pef 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 its for visual purposes only. HC. ..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 a....Joint Locations- ............. 1) a 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, HOT CHORD 16-15.-2885/4607,15-14.-2872/46891 14-13.-2423/4152,13-12.-2424/4153, 12-11.-2873/4690,11-10--2885/4608, Webs 2-15.-77/146,15-3.-58/143, 3-14.-486/429,4-14.-903/1545,4-13 323/487, 13-5.-261/298,13-6.-322/486,12-6--904/1547, 12-7.-486/429,7-11.-58/143,11-8.-77/146, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/989-0.92/501 5 Horiz. 0.32 0.64 NA Max DL Deflection L/999 • -0.46 Long term deflection factor . 1.50 14-0-0 12-0-0 14-0-0 1 2 3 4 5 6 7 8 9 6.00 9) 6 15 COSMETIC PLATES (2)3B6 (16)2R4 11- 4-10 lwW EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE 011HN TO ERECTING CONTRACTOR, BRACING WARNING, Mancmg shown ran this drawing is ant cruriou bracing, wind bracing, portal taxing or similar bracing which is pan ofarotndesSystemsthebuildingdesignandwticbmumbeca,sid by the building designer. Bracing shown is fur Inters svppon oftrast members only to reduce buckling length. Provision mast be madeto anchor lateral specifiedbracingaendsspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe overall structure may berequired. (See NI111-91ofTPI).Fw specific mass bracing rapairemems, contact building designcr.(Truss Plat Institute. TPI is land a 583 4005 MARONDA WAY D'OmGio Drive. Madison. Wisconsin53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SOWS0068 1005 VANNESSA DR. OVIEDO FL 32766 6.00 3.00 7-6-6 0- 6- 6 Face = 0- 2- 8 0-8-0 1760# 8.00" 9) Scale - 0.1585 Eng Job: WO: ARLR 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 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis 1`170KLz a race: s.: kaaa-wn naaa t<uaaa,a ssnun .uas.av a•a.. y..w Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:G Qty:1 I DESIGN INFORMATION This design is foran individual building campmem ad has been based on information provided by the diem. The designer disclaims any responsibility for damages as a result of faulty m ircorrat information, specificatba adlor design furnished to she truss designer by the client and the eortecmm in accuracy cf this information as it may reline to a specific project ad accepts noresponsibilityoresercisesnocoatmlwithregal m fabrication, b ndtin& shipment and installation ortmnes. This boss bas been designed as m idisid.W building composition in accordance with ANSVrR 14"S and NDS-97 to be incorporated as pan ofthe building design by Building Designer (registered architect in proressiomal engineer). When reviewed in, approval by the building designer. the design badin mow mast be ebecied to be sure that the data mown are in agreement with the local building codm local climatic records fa wind or snow bads. pmjeel specifications m special applied bads. Unless mown. ttnn has snot been desiSad furenrage oroccupancy bads. Thedesign su manes compression chat& (top or bottom) are continuously braced bysheathingumessotherwise specified. Wherebottomchordsintensionarenotfullybracedtateratlyby . properly applied rigid calin& they sboald be braced at amaximmmspacingoflor-W o.c. Comecon plates mall be msmfacturd Dom 10 gage but dipped galvanized seal meeting ASTM A 653. Grade40. unless otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator shall review this drawingtoverilythin this drawingis in mtilbrmmcewitb the fabricators plainand in realizea continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. PlatesmallambeinstalledOvermotmlea, mots ordistorted grain. Members dull be em fortight fining wood inwood bearing. Connector plates shall be loaned on both faces of theturn withmilt fully imbedded and stallbesy,o. about thejoint milts otherwiseshow,. A 5.4plate is 5' wide a4' long. A6x8 plate is 6' wide x 8' long. Slosh (holes) min parallel inthe palelengthspecified. Doublecam our web members mall meet at the centmid of the webs unless othowisc mown. Com motor plate sizes are minimum sizesbasedon the tomes show, and mayocedtobe increased fm cabin hamming and/or erectbm atressn This muss is not to be fabricated with fire rcmrdam treated lumber mmess otherwise show. For additional infatuation on Quality Cannot refer to ANSVfPI I-1995 PRECAUTIONARY NOTES All bracingand erection recommnadationsare to be followed in accordance with 'Handling Installing and Bracing'. f08.91. Trusses arc in be handled with particular ere during biding and hurdling, ddnery and installation in avoid damage Temporary and permanent bracing ran holding images in a straight and plumbpositimadforresistinglateralfortesmallbedesignedandinlandbyothers. Careful handling is essemialand creationbracingisalwaysrequired. Normal preamimury action for images requiressuch temporarybracing duringinstillation between vunes to avoid toppling and domimin& The mpeisine oferection of umaesmall be ander the control orpersonsexperienced in the installation orum Professional advice sum be sought if neded. Concentration ofmnd,met on loadsgraterthan the design lads Well am be applied to WYa at any time No loads other than theweighs of thecritters shallbeanDlid in crosser anal 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 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.-5258/3320,2-3.-4428/2836, 3- 4.-4009/2687,4-5.-4428/2836,5-6.-5257/3320, BOT CHORD 12-11.-2915/4761,11-10.-2922/4783, 10- 9.-2305/4009,9-8.-2922/4782, 8- 7.-2915/4760, Webs 11-2.-92/199,2-10.-687/569, 3- 10.-838/1551,3-9.0/1,9-4.-838/1551, 9- 5.-686/568,5-8--92/199, 15- 4-0 6. 00 8- 3-12 0- 6-6 3. 00 Face = 0-2-8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT 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 -5258 0.48 A 12-11 4761 0.77 2- 3 -4428 0.44 A 11-10 4783 0.84 3- 4 -4009 0.52 A 10- 9 4009 0.75 4- 5 -4428 0.44 A 9- 8 4782 0.84 5- 6 -5257 0.48 A 8- 7 4760 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.52/899-1.02/455 4-3 Horiz. 0.32 0.63 NA Max DL Deflection L/924 . -0.50 Long term deflection factor . 1.50 9- 4-0 6x8 6x8 Joint Locations............... 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 in - Plant Quality Assurance with Cq. 1 MAE. REACTIONS PER BEARING LOCATION----- E- 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 Face = 0-2-8 0- 8-0 w 0- 8-0 1760# 8.00'r 1760# 8.00" 15- 7-11 8-8-10 15-7-11 12 1 0 40- 0- 0 7 0 0 00R - 3- 91 (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 N.11=1 Maronda Systems w°g nW d ingis°ot onb win°°&b mdmilarbr.gwhichisapanof e building design and which mesa be, by the building designer. Bracing shown is lot lateral mppoa of turnA members Onlyinreducebaellmg length. Provisions mustbemadetoancbot lateral bracing a andsandspecified locationsdeterminedbythebuildingdesigner. Additional bracing ofthe overallatecturc may be required. (Sec IBB-91 of TR).For specific toss bracing requirements, contact building eksigner.(Tmses Rate Imtimte. TPI is bated at 583 4005 MARONDA WAY DV-fimDrive. Madison, Wisconsin 53719). Sanford, FL. 32771L 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 327766 Scale = 0. 1585 Eng Job: WO: ARLR 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- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf lCode: FLA uesign: nacra. x nnaa.y.a.n - s . --- . _. -- . - e Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:G1 Qty:l I DESIGN INFORMATION This design is for an individual building eompoornt and has been based on information provided bythe diem. The design. disclaims any responsibility for damages as a mull offannyor incorrect information. specifications and/or designs Ihtnisbed to the trnri designer by the client andthe correcmn oraccuracy ofthis informations as it may relate in a specific project and accepts no responsibilityor arerciso on, rwehol with regard to rabrication, handling shipment and installation offasces Tuffs traces has been designed a an individual building compooans in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated opan ofthe building design bya Building Design. (registered architect or proressional engine.). whoreviewed Am approvalby the building designer the design loadings shown in= be chocked to be more that the data shown are in Woomera with the local building codes local dimnic records for windor snow bads Projectspecificatmm - specialapplidbads. Unlessshown, mass ba not beendesigned forstorage or occupancy bads. Thedesign assumes companion chords (top or boncn) as comiunously braced by sheaNia; orders otherwise specified Wherebotmmchordsintersionareratfullybracedtmalybya properly applied rigid ceiling they should be braced in a maximum spacing of l(y-W oe. Ca®ectar plates shall be manofacturrd from 20 gauge hot dipped galvanized steel me.ioe ASTM A 653. Grade 40. min otherwise Shiraz. FABRICATION NOTES Prim to fabrication. the fabricator mall review for drawing to verify do this drawing is in conformance with the fabricames plans and to malice a cautioning responsibility forsuch verification. Any discrepancies are to be pat in writing before tatting or fabrication. Plain mall not be installed aver knmhole. teems or distorted grain. Membersshall beam for tightfitting woodtowood hearing Connector plan mall be located on both fay of thetruss with rails filly imbedded andshall bes)m. aboutthejointunlessotherwisemown. A 50plate is 5' wide a4' lung. A fallplusis6' widea 8' long Slots (bolts) ae Parallelto theplatelength specified. Doable catso0 web members mill meet at the cemrold of the webs onlcss otherwise Shawn. CUOnectm plate Lim sec reinintnm sins baud on the fortes mown and may need to be i.e., for certain handling and/or erection mesas. This mass is not to be fabricatedwith fire retardant treatad lumber unlit otherwise sbown. For additional information onQuality Comd rder to ANSVTPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with *Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular saes during banding and bundling. del -eery and installation to avoid damage_ Temporary and permanrm bracing fen bolding masses in a straight and plumbpusitimandlmrmning -nailfosce mall be designedandivsalldbyother. C-fial handling isessced, anderectionbracingisahsa)srequired. Normal precautionary active for massesrequires such temporary bracingduring installation between masses to avoid toppling and daminoing. The wpervisim oferection ofmasses shall be under thecontrol ofpersons.tperienced in the installation ofmasses. Professional advice shall be sought if needed Conecmnnion of construction loam grater than the design loads shall nor be applied W truces at any time. No macs otherthan the weight of theeors m cctallbeapp-iad to massn until afterall 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 WBc 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5258/3320,2-3.-4428/2836, 3-4.- 4009/2687,4-5.-4428/2836,5-6.-5257/3320, BOT CHORD 12-11.-2915/4761,11-10.-2922/4783, 10-9.- 2305/4009,9-8.-2922/4782, 8-7.- 2915/4760, Webs 11- 2.-92/199,2-10.-687/569, 3-10.- 838/1551,3-9.0/1,9-4.-838/1551, 9-5.- 686/568,5-8.-92/199, 8- 3- 12 0-6- 6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, i. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48. 0- 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5258 0.48 A 12-11 4761 0.80 2- 3 - 4428 0.44 A 11-10 4783 0.87 3- 4 - 4009 0.52 A 10- 9 4009 0.75 4- 5 - 4428 0.44 A 9- 8 4782 0.84 5- 6 - 5257 0.48 A 8- 7 4760 0.77 Joint Locations ..............• 1)er0- 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 MAR. 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. I 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 9-4-0 15-4-0 1 2 3 4 5 6 6.00 3.00 6.00 Lim- 8- 2- 6 0- 6- 6 Face = 0- 2- 8 0-8- 0 J 0-8-0 j%a' j 14- 6- 8 I, 176 8. 00" 't 1760# 8.00" 15-7- 11 8-8-10 15-7-11 0-)OA 2 1 0 40-0- 0 $ 0 0 R - 3- 9) (R - 3- 9) COSMETIC PLATES ( 2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Cronda SystemsBracingsbowzoothisdrvwingisnocrecamnbndng. mind bacingportal tiosm°®bracing w hisapan of the building deag<r and whicb muube considered by thebuildingdesigner. Bracing shown is for lateral appmtofhnssmembersOnly toreducebattling length. Provisionsmost be madeto anchor lateraltinting at endsand specified locaiaerdeterminedbythewilding designer. Amitional bracing of the overall structure may be required. (Sec W 8.91 of TPI).Forspecific massbracingrequiremants, contact buildingdesigaer.(Taa Platt Imitate. TPIis Lee" a 583 4005 MARONDA WAY D'Omfrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.1585 Eng Job: WO: ARLR 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 Design: matrix Anaayama <.v . 1. 1- ..:-•r-- Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:H Qty:2 » I DESIGN INFORMATION This dingo is for an individual building component and has been based an information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information specifications and/or design famished to the truce designer by the client andthe correctness or accuracy ofthis inftsmstu m as it may relate to a specific Project and accepts on responsibility or exercises no tumoral with regard m fabrication handling, shipments and installation ofwan. This tma has been designed as an individual building compwm in accordance with ANSVfPI 1-1995 and NDS-97 m be incorporated a pan ofthe building design by a Building Designer (registered architect or professional engineer). Wben reviewed for approval by the building designer. the design loadings sboao must becheckedtobesorethatthedatashowareinagreement with the local building codes. local climatic records fa wind or snew loads. Project specifcatiom or special applied bads. Unless al o am has not been designed for storage or accapmcy bads. The design assumes mmpressbo chords (top or bovom) are cominuously braced by sheathing unlessotherwise specified. WhereboomchordsintensionarcnotfullybracedIatcrallyby properlyapplied rigidceiling. theydmuld be braced a1 a masimum spacing of 10'O' oe. Connector plans shall be mawfacmrd from 20 pugs hatdipped galvanimad sted meeting ASTM A 653, Grade 40. unless otherwise shows FABRICATION NOTES Prior to fabrication the fabricator shall review this drawingto verifythat thisdrawingis in roaftsmanee with the fabricames plans and to malice a continuing responsibility fa such verification. Any discrepancies are to be pat in -itimg before tatting or fabricatiao. Plates shall not be in"ld ova knotholes knots or distorted grain. Members shall be at fortight fitting nand to woad bearing. Connector plates shall be located on bah faces of the truce with nails filly imboddd and still be sym. abort thejoin onlmotherwise shoo- A 5x4 plate is S aide x Clang. A 6sg plate u 6' wide x g' bog. Slots (boles) mm paralld to the plate length specified Double cats on web members shall men at the centroid of the webs unless oth-iu shoaa. Contacts plate sizes are minimum timbaud on thefortes down and mayneed tobe increased forcataiohandling and/oraction stresses. This toss is mot to be fabricated with fire mtardam awed bmba unless otherwise doer. For additional information onQuality Control refs to ANS VfPt 1-1995 PRECAUTIONARY NOTES All bracing and action raommcdalions are to be followed inaccordant with 'Handling. Installing and Bracing". MB-91. Treanor are to be handled with particulareredunnghandingand banll-I& ddn<ryandinstallationtoavoiddamage. Temporaryand permanent bracing for holding trusses in straight and plumb position and fa resisting lateral forces dull be designedandinstalledbymhos. Careful handling is -1 .1and erection bracing is dwa5s required. Normal pmcauta my action for cusses reclaim such temporary bracing daring installation between cream to avoid toppling and dominoing. The mpervidoo ofaction of traces"be under the control ofpasom arpesicoced inthe installation of oussn. Professional advice shall be sough ifneeded. Co a mnman of construction loads greater than thedesign Indsdull not be applied to messesatany time. No bads other than the weight ofthe erectors shill be applied to oases until afa ill fastening ad bracing is rmm.lad. 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 16-8-0 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, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL- 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 gracing shown is for visual purposes only. lX4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Cr Brace must extend at least 90% of web length 48 C 2x6 Brace required on any web exceeding 141. 65 C 07 C 3.00 Face =0-2-8 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-Loa 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 16- 8- 0 6.00 Face =0-2-8 0-8-0 1760# 8.00" 1760# 8.00" 16-11-11 6-0-10 16-11-11 0 0 12 11 0 40-0-0 0 0 110- 3- 9) (R - - 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RRAD ALL NOTES ON THIS SHRBT. A COPY O1 THIS DRAWING TO BE GIVEN TO RRBCTING CONTRACTOR. BRACING WARNING. FM-ao nderSystems Bracing dwun on this drawing is m erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and utic6 must be considered by thebuilding designer. Bracing dnosw is for support aromas members only to reduce buckling length. Provisions mug be made to anchor herd bracing a ends and specified bcatiom daerminud by thebuilding deign.. Additional bracing of tb< merall s = may be rtgUifW. (Sec HIB-91 of TPI).Fur specific ones bracing rcgau®enu, can= building desiper.(Tro r Plate Institute. TPI is lased a 5g3 4005MARONDAWAYIronofioDrive. Madman. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMS0068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 1585 Eng Job: WO: ARLR Dwg: TI: H Dagnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 pef Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 pef Code: FLA Design: Matrix Analyame rro.- raw: s.:lam-arva.k.v nks,vua v........ vsa.aaw vo.ra Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:I Qty:l - ' DESIGN INFORMATION Thisdesign is foran individual building companem and has been based on information ptmidd by the diem. The designerdisclaims any responsibility fordamagesasa 11 offully or incorrect infmmaion, specifications and/or designs furnished to the truss designer by the clients and the coriechaeaour ace axyofthisinformasiooas is may relate to a specific project and accepts na responsibility W nesciscfW control with regard to fabrication, handling shipment and utsulWiao of tnevo. This trim has been designed a an individual building eonpeemem in aecmdance with ANSVrPI 1-1995 and NDS-97 to be incorporated a pat of the building design by a Building Designer (rcestcd architect m process oral atpmer). what reviewed rat approval by the building designer, the design bdiap shown man becheckedtoberarethatthedatashowareinagreement with the local building codes. local climatic records for wind or anow bads. project specifcatmns or special applied loam, tlnteli shown, aver has am been designed for image or occopancy loam. The design assumes compression chords (top m bottom) ate cwti®ously hexed by sheathing unless otherwise specified. Where human chords in tensuo ate Out folly braced laterally by a properly applied rigid ceiling they should be brxd at amaximumspacingof10I.Vcre. Conncctm platesshall be maonfxhmed from 20 gauge but dipped galvaaized reed meeting ASTM A653. Grade4Q unlessotherwise drown. FABRICATION NOTES Prior to rabricatlon. the fabricator shall review this drawing to verily that this drawing is in coolbucto awith the fabricators plans and to realize a cominnivgresponsibilityforinchverification. Any diSUepausei" ate to be pat inwriting before carting or fabrication. Platesballrutbeimulledavertmthules, tuna or dissented grain. Member, shall be am for tight filling wood to wood bearing Com mlor Plates :ball be located an both faces of do rum with mils fully imbedded ad dull be gm..bom thejointunlessotherwiseshown. ASxa plateis 5" wide a 4• long. A 6x8 plate is 6• wide a g• km& Sloe (bola) ma paralld tothe plate length:paired Doablecan an web members shall meet a the cemoid of the webs bless Otherwise shown. Connector Plate size ate minimum sizes basedon the fortes shownand may aced to be increased for certain handling and/or erection assesso. This caw is ratto be fabricated withfire retamam treated honber unless otherwise shown. Far additional infmmatioo- Quality Coavol refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordancewith *HandlingInstalling and Braci.f. MB-91. Truants are to be haoNd withparticularhueduringbandingandbundlingdelivery andinaallatimtoavoiddamage. Temporary and permancof bracing for holding hens in a straight and plumb position and for raininglateral forces shallbedesigned and unsalted by othem Careful handling a essential and esection bracing is always required. Normal precautionary action for Vasa regaira rush temporary taxing during installation between trusses to avoid toppling ad dominoing Thempervision orerectionoftmsses shallbe underthecombatorpetmmsesperkncedintheinstallation of Nunes. Pmres:ional advice steal be sought if needed. Concenuatiam of mmmncomer loam grata than the design loads shall am be applied to tnssses at soy time No loadsother than the weight ofthesectors shall be applied to houses until ilia aB rastateng and taxing If 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 02 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, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 2-10,5- 9 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing 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 97 C 2x6 Brace required on any web exceeding 141. 83 C 08 C Joint Locations nano 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 3. 00 6x8 6x8 6. 00 3. 00 9- 2-14 0- 6-6 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 0 0 12 1 1 0 40- 0-0 0 0 V( R - 3- 9) (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RRAD ALL NOTES ON THIS SHRRT. A COPY 01 THIS DRAWING TO BB GrvlW TO RRZCTING CONTRACTOR. BRACING WARNING- BrKing shown an this drawing n nth crcaron taxing. wind (axing poreal bracing or slmiha bracing which is a pin of MarondaSystemsthebuildinggdesignandwhichmustbeeoeredbythebui ngt,g.l emmF Bracing ppmteralmofh= membersonly to reduce hackling length. Provisions mast be made to anchor lateral bracing at ends and specified locations detomiom by the building designer. Additional taxing of the "call s[mcmre may be regained (See FOB-91 of TPI). Forspecific toss bracing requirements. carrier building dezigner.(Tass Plate lnnitate. TPI is located a 583 4005 MARONDA WAY DOmfilo Drive, Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DR. OVIEDO FL 32765 Scale = 0. 1585 Eng Job: WO: ARLR Dwg: TI: I Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43- 0 naf v4.7.21-7829 Design: Matrix Analysis rroxlAe raen: Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:J Qty:l w I DESIGN INFORMATION This design is for an individual building compound and has been bardcaninformation psowided by the diem. The desigues disclaims any responsibility lot damages as a result of faulty a incorrect mformatiao, specifications anNm designs Cmnished to the torn designer by the client and the conatrrm or a«uruy ofthisinformation u it may relate to a specific pmjat and accepts m responsibility or eaercisn no control with regard to fibricstioo. handling, shipment and insallu m ofwoo. This now has been designed a an individual building component in accordance with ANSVTP! 1.1995 and NDS-97to be incorporatedas panoththerebuildingdesign bya BuildingDesigner (M&crcd architect m professional engineer). when reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are, in agreement with the local building codes, local climatic records fen wind m anaw Wid& project specifications m special applied loads. Unless shown coo ben not been designed fenstorage or occopaocy bads. The design assumes compression chords (top or bosom) arc continuously braced by sheathing unless otherwise specified. Where bosom chords intensim are not Polybraced Iatenlly by a properly applied rigid ceiling they should be braced a a maxim® spacing of 104' o.c. Cm w ptaes dull be manufactured form 20gange hotdipped galvanized sue! meeting ASTM A653, Grade 40. unless otherwise shown. FABRICATION NOTES Primto fabrication, the rabricamt shall review this drawing to verify that this drawing is in conformance with the fabricames plans and to realite a comNning responability for such verification. Any discrepancies are to be pat in writing before cutting or fabrication. Plato con out be installed over knotholm mots of distorted grain. Mambas shall be ern for tight rating wend to woodboring. ConnectorPlatesshall be locatedm both fans of the cuss with nails fully imbedded and shall be s)m. about the jointmlessotherwise sacs . A 5a4 plan ls 5' wide x 4' long A 6xg plan is 6' widex g' long Sloss (boles) nun patalid to the plate lenghsperifid. Doubic can on wcb members shall meet a the cenvold of the websmlm atherwi,e rbD.M. Connector plate sizes ere minimum lies based m the forces shown and may need m be increased for eetraiu handling and/orealim stresses. This "'a is out to be fabricated with rue retardant nestedlumber anlm otherwise shown. For s ldiaomal information m Quality Comm! refer toANSVfPI 1.1995 PRECAUTIONARY NOTES An bracing and nation recommendations = to be fbibwed inaccordancewith *Handling. Installingand Bracing'. HIB-91. Trusses = to be balled with Fmticular care during hording and bundling dclnery and installation to avoiddamage. Temporary and permanent bracing for holding mosses in a aright andplumb position and for resisting lateral forces dull be designed and installed byothera. Carefulhandlingis -,ill and cream bradug is always required. Normal precautionary action for moanrequiressuchtemporarybracingduringinstallationbetweentrusses to, avoid toppling and doesinoing. The supervision of erection of mossesshall beoiler the control of persons caperiencd inthe installation oftrvssn. professional adviceshall be sought if needed. Con cromout of t mstnction Inds greaterthan the design loads shall m be applied m Inosso at any time. No loads other than the weight or erectors mall be applied to noun mail after an fastening and bracing is 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 21 t MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCB 7-02, C&C, V. 125mph, H. 15.0 ft, In 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 14.7 ft W. 14.3 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 789 -11 -673 B Pin 14- 2- 3 1 1887 0 -584 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 6- 2 429 0.14 C 2- 5 1148 0.2 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 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 LES 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 Cr 2- 3 - 2114 0.50 C 6- 5 868 0.58 C 5- 4 1836 0.71 7-4-0 7-0-0 1 2 3 6. 00 4x6 6.00 I 1 R 7899 8.00" 1887# 3.63" 14-4-0 r 7 6 54p_ 14-4- 0 EXCEPT AS SHOWN PLATES ARE_11M MT20 1403# WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Dwg: Maronda Systems ng nmthisdrawinglsm bg tenbracinwind bracing, m albrngddbracing Dsgnr:TLY Chk: the buildingdesign and wtiW mostbeconsideredbythebuildingdesigner. Bracing showy isfor lateralsupport ofmass member, onlyto reducebucklinglength. Provisions most be made to anchor lateral bracing at ends and specified TC Live 16.0 psf locations determined by the building designer. Additional bracing oththere ovmu smm acu may be respired. (See tDB-91 P ofTPI).Fm specific truss bracing resla6® ems coulaa building dcsigoer.(Truss placebntimte, TPI is located at 593 TC Dead 7.0 psf 4005 MARONDA WAY DVoomc Drive. Madison. Wirmsin 53719) Sanford, FL. 32771 BC Live 10. 0 psf 407) 321-0064 Fax (407) 321- 3913 BC Dead 10.0 psf TOMAS PONCE P.E. LICENSE ad00500681005VANNESSADR. OVIEDO FL 32766 1 TOTAL 43.0 Psf Scale = 0.3164 WO: ARLR TI: J 8/26/ 2005 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.21-7834 Design: Matrix Anaiyeie mull ca ratty: Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:K Qty:2 A I DESIGN INFORMATION This design isfor an iodividoal building eompoomr and has been based on information provided by (bedim. The designer disclaims my responsibility fordamages asa reach offaulty or, incorrect information. specifications atdlor chips fmcisbed to the was designer by the client and the correctoess or accuracy ofthis information as it may relate to a specific poject and acccpe no responsibility or, aecises no control with regard to fabricatiom handling. shipment and ensuU iaoofumnes. This buss has been designed as an individual building componem in accmdmce with ANSVTPI 1-1995 and LIDS-97 to be incorporated as pan of the building design by a BuildingDesigner (registered architector Professional engineer). When reviewed for approval by the building dcsipner, the design loadings shown must be waked to be sore that the data shown m in agremm with the local building coda local climatic records for wind or mowwere,, project spocifi ,tons or special applied wads. Unless mown. bass has no been desigmd for storage oroccupancy bads The designassumes compression thuds (top or human) use continuously braced by sheathing unless otherwise specified. Wherehumanchordsintensionusenotfullybracedlaterallyby a properly applied rigid ceiling, they should be braced at maaimem spacing of I0'-0' oe. Comnator plates shall be maanfxw W from 20 gage has dipped galvanized steel mectima ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fmriation, the fabricator shall review this drawing to verify that this thawing is in conformance with the fabrieuce. plans and to m liar a continuing responsibility for web verification. Any diserepancies use tobe pat inwriting before totting or fabrication. Platesmallnotbeinstalledovaknotbolnknotsordistoned grain. Members shall be em for tight fining wood to wood hearing. Connector plates mall be located on bah fans of the tram with nails fully imbedded and shall be sec. about the juimunlessotherwisemown. A 5a4 plate is5- wide a4- long. A bag plate is 6- wide a $- long. Sots (bola) ton parallel w theplate lap specified. Double cats on web members shall meet at the cemmid of the webs halm otherwise shown. Coon w plate sizes m minimumsizes baud on the fortes shown and may need to be increased roc certain handling mdfa erection messes. This Owes is am to be fabrieriM with floe retardant treated lumber unless otherwise mown. For additional information on Quality Control refer to ANSVrPi 1- 1995 PRECAUTIONARY NOTES NI brxing and section recommtmdations are to befollowed in acudmcc with'Hadlin& Installing and Bracinf. . MB-91. Trusses are to be handledwith particular artduring bandingand bundling. delisety and installationtoavoiddamageTemporaryandpermanentbrxing for holding trusses in a straight and plumb position and for resisting lateral was shall be designedandinstalledbyothers. CQCthI bandlwg is -i,l and anion busing n a1w.)a mquirnd. Normal preamwtary action fbr mosses respires rowtemporary bracing during installation between woes toavoid toppling anddomiming. The supervision of eratiboof lossesshall be under the control of persons experienced in theinstallation of bosses. Professional advice mall be WO& if nerd a. Cono meta, orconstrueson bads grmer than the design loads shall not be applied to trusses at any time. No loads otherthan the weight oftheerectors mall be Wind to lossesuntil caner all fastening and brxing 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. 14.7 ft W. 13.0 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 7 379 0.09 C 4- 6 781 0.20 C 7- 3 328 0.11 C 6- 5 79 0.04 C 7- 4 139 0.04 C 4- 5-3 0- 6-6 k f 597# 8.00" MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 597 29 -761 B Pin 12- 10-12 1 562 0 -688 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 943 0.28 A 8- 7 -730 0.42 2- 3 736 0.24 A 7- 6 -483 0.38 3- 4 731 0.26 A 4- 5 62 0.17 A 6. 00 13- 0-0 4x6 ee....... eee--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, HOT CHORD 8-7.-730/657,7-6.-483/392, Webs 2-7e-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- 8-0 562# 2.50" 10- 8 13-0-0 0- 11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.3971 WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO sREcrINO CONTRACTOR. BRACING WARNING. Dwg: TI: K Maronda Systems Bating shown oo th"'t"ns is"'""i"b"ing,wind b"ing.poml bracing err similar bracing which is a pan of DBgnr:TLY Chk: 8/26/2005 thebuildingdaignand %ticb mug be considered by the building designer. Bracing shown is fta Lateral support ofbuss mmbera only to reduce balling length. Provisions must be made to anchor aced braewg at ads and specified TC Live 16 . 0 s fLb rDF : 1.25 locationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure my be required. (Sec MB-91 P of TPI).Fw specific ion brxing m ropicaM mrnxt bedding daigoa.(Tan Plate lass ituM TPI is loc atedm 5g3 TC Dead 7 . 0 pef Pl t DF : 1.25 4005 MARONDWAY Dounfeic wive. Mad wc. Wisconsin 53719). O. C .: 2- 0- 0 Sanford, FL 32771 BC Live 10.0 pef 407) 321BC Dead 10.0 paf Code: -0064 Fax (407) 321-3913 Code: FLA FBC- 04 TOMIIS PONCE P. E. LICENSE ar0050068 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf v4 . 7 . 21-8350 Design: Matrix Analysis rrorlle rain: Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:L Qty:l 4 I DESIGN INFORMATION This design is for an individual building component and hasbeen anted oninformation provided by the diem. Tbc design. disclaims any sespontibility for damages as a result of faulty or incorrect information. specifications aodfor designs furnished to the tines designer by the client andthecorrectness or xcurtryofthis information as it may relate in a specific project and accepts no respons bility orexercises noeonwl withregard to fabrication, hassling, shipment and installation of trusses. This ono ors been designed as an individual building component in accordaace with ANSVd rPi1.1995 a LIDS- 97 to beincorporatedas part ofthebuilding designby aBuilding Desiper (registered architect or professional mgirtm). wens reviews for approval by the buildingdesigner. the design loadings sbows mum be checked to be sure that the data shuwe ass in agreemc d with the local building coda local climatic records for wind or mow bads. pmjw specifications or special appliedbads. Unless shown truss has no been designed for manageor occupancy loads. The design assumes compression ceords (sup orbottom) are continuously braced by stwthiog unless othervritc specified Wbero bottom cbords in tension are oa fully braced 1-cra ly by properly applied rigid ceiling, they should be braced at a maximum spacing of 117-W o,c. Cwocctor plain shall be manufactured Bon Td pagebut dipped galvanized coed mectina ASTM A 653. Grade 4(A orless otherwise shows. FABRICATION NOTES Prim to fabricationthe fabricator shall rcvicv thisdrawing toverify thatthisdrawingisinconfmmancewith the fabrcawes plms andto rc.lice a Comimingresponsibility for such vaificarion. Any disreparcics arc to be put in writing before coning in fabrication. Plates shall tot beinstalledover kmtboles. tons or distonedgrain. Members aball be ern for tight fitting wood to woodbearing. Connector planes shall be loaud on both fans of the tram with nailsfolly imbedded and shall be s)m about thejointunlessotherwiseshowsASxaplateis5' wide x 4' long. A 6x8plan is 6' wide x8' Wog. Slots (holes) tinparalleltotheplatelengthspecified. Double cos onwebmembersshallmeetatthecentioidofthewebsontessotherwise: bows. Connector plate sizes are minimum sizes based ou the forces +bows and may treed to be increased rut certain handling anc&or erection stresses This tress is to to be fabricated with fire retardant trested lumber unless otherwise shows. For additional information on Quality Cannel ref. to ANSIRPI 1- 1995 PRECAUTIONARY NOTES NI bracing and erection recommendations arc to be followed in accordance witb'HW aMlimt mellingedBracing'. 1- 118-91. Trusses are to be handled witb particular careduringhandingandbundling, delivery and installationto avoiddamageT®poraryad permanat bracing for bolding trestnina straigbt andplumb positionand for msimiag late.! force shall be designed and installed by others. Careful hadlingis -se al and erection bracing is always required NormalProcter. a yaction for trusses requires such temporarybracingduring installation betweuncrosses to avoid toppling and domiming. The upesvionse orecection oruusses sbau be ada the control ofpersont.perimced in the installation of tiassrs. Professional advicemall be sought if needed. Com ea li ri of mnmruesum Wads greaterthan the design Wads shallcam be applied tomessesatany Gore. Noloads other than the weight of the erectors shallbe applied in ouster untilafter all fastening and bracingis TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP 02 4- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, Vw 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 13.0 ft W. 13.0 ft Trues in END zone, TCDL. 0.0 psf, BCDL. 0.0 pef " 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 - O-.Ol NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 4-5-3 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 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 Q... Joint Locations..... -. --- 1)00 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2--761/816,2-3.-588/601, 3-4.-497/ 626, BOT CHORD 7- 6.-756/651,6-5.-80/104, Webs 2-6e- 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 7-4-0 11, 5-8-0 1 2 3 4 6.00 4- 2-6 597# 8.00" 562 # 2 .50" 10- 8 13- 0-0 NO- 11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3971 WARNING: Eng Job: WO: ARLK RZAD ALL NOTRS ON THIS SHRRT. A COPY OF THIS DRAWING TO BR GIVKN TO 6RHCTING CONTRACTOR. .RACING NARNZNGr Uvg: TI: L LMaronda Systems 9mdngmoweonthis drawing irem ,in°brsdg.widbrs ponal ipa.Bmgmoo isfmdngw la•pa,o< D8 r:TLY Chk: 8/26/2005 the beildirtg ttetign andwhichmomlottontideredbythebuildingdesign.. Bracing mow isfor lateralsupport oftrm member only mreduce butUing length. hovitiommum be made to anchor lateral bracing at tads and specified TC Live 16 . 0 psf Lbr DF : 1.25 bcas determined by thebuildingdesipper. Additional bracing of the overall structure maybe required. (See HIB-91 P ofTPl).For specific wa bracing requiremmu contact building desigmm <.(TrPlate Institute. Tw is Wnedca583 TC Dead 7.0 psfPlt DF: 1.25 4005 MARONDA WAY D'Oouftio wive. Madison Wisconsin 53719) O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 32JL-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 4100050066 BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR.OVIEDO FL32766 1 TOTAL 43.0 PSf v4.7.21-7847 Design: Matrix Anaiysia rroriie rain: s:: issa- s.xsa nxaa re ua+aser esasa.n esas..ax xs.. yes.. Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:L1 Qty:l a DESIGN INFORMATION TC: 2x 8 SP #2 [1: Plate(s) OFFSET from joint center. The Joint Locations........ai-In . This design is for mm individualBC: 2x 8 SP #1 D Joint Detail Report must be included 1) 6- 0- 0 4) 14-10- 8 7) 7- 4-14 has been hosteloninformation providedbythediem.The WB: 2x 4 SP #3 with any submittal, inspection, and/or 2) 7- 4-14 5) 14-10- 8 8) 6- 0- 0 designer aiulaimsmyresponsibility ter damages n. MUTIPLE LOADS -- This design is the fabrication documentation. 3) 13- 2-12 6) 13- 2-12 it of faulty orineorrenmrmmation.spaific. composite result of multiple loads. L. and R. End verticals designed for wind TOTAL DESIGN LOADS ---------- ------------ donm rnmimedmthe bm designer by theclientit and the cmaecmen m accuracyofthisinrormatimaaitandtheAllCOMPRESSIONChordsareassumed to be WndLod per ASCB 7-02, C&C, V. 125 h, P mP Uniform FLIP FromPLFTo may relate to a specific Pgec, and accepts aqcontinuously braced unless noted otherwise. H. 15.0 ft, 1. 1.00, Exp.Cat. B, Kzt. 1.0 TC Vert L+D -46 -6- 0- 0 -46 8-10- 8 responsibility or amius W control with regard to This 1-PLY truss designed to carry Bld Type. enel L. 14.9 ft W. 8.9 ft Truss BC Vert L+D -270 -6- 0- 0 -270 8-10- 8 ribrsatmn'hedamn&shipment and installation ofniceties. 131 On span framed to BC one face in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf In -Plant Quality Assurance with Cq. 1 This buss her been designedasanindividaalbuildingcomponentwacemdancewithANSVTPII.1995md 2- On span split -framed to opposite face Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance, per NDS-97tobeincorporated npart ofthebuilding design MAX. REACTIONS PER BEARING LOCATION----- Supported span based on int. wind zone. sec. 3.2.4 of TPI-1-02, for jolnt(e): by a Building Designer (registered architect or X-Loa BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 7 proresgooal cogmea). when -A-el for approval by 0- 1-12 1 1403 9 -772B Pin TOP CHORD 1-2.-1131/650,2-3.-1086/627, BC . TC. ..FORCE..CSI. Cr ..FORCE..CSI. the building design, the design wadinsbosm must be sg: 8- 8-12 1 1403 0 -761 B HRoll3-4.0/0, 1- 2 -1131 0.06 C 8- 7 59 0.40 chcekedmbeanrethatthadatadair. areinagreemem with the local building aides,local climaticram. fm PROVIDE UPLIFT CONNECTION PER SCHEDULE BOT CHORD 8-7.-9/59,7-6--25/66,6-5.0/0, 2- 3 -1086 0.14 C 7- 6 66 0.84 nine or anon bads, Poject rpecificniom or special WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr Webs 8-1.-1743/942,1-7.-877/1717, 3- 4 0 0.05 C 6- 5 0 0.77 applied loads. tldeamo'atruss ban ambeen designed 8- 1 -1743 0. 32 C 7- 3 1119 0.36 C2-7.-45/216,7-3.-554/1119,3-6.-691/539, GLOBAL MAX DEFLECTIONS --------- far nmage or occupancy wads. The design asmma 1- 7 1717 0.55 C 3- 6 - 6 91 0.26 C LL TL companion cords (top or bowom) are continuouslybncrdbyO..thiugmlm%b-isespecifred. Where 2- 7 216 0.07 C in./Ratio in./Ratio Jnt(s). bottom cmrdrwtensimare nmfully braced lalaillyby I.Span-0.13/771-0.26/389 6-7 property applied rigid calling, they mould be braced at a Hori z . 0.04 0. 07 NA maaimwm spacing or Id-0' o.c. Connector Pima shall be Max DL Deflection L/ 786 -0.13 manufactnmdrmmi0popbut dippedplvam dsted meeting ASTM A 653. Grade A anlm otherwise slaae. Longtermdeflectionfactor1.50 FABRICATION NOTES 1- 4-14 7- 5-10Prim to fabricatim the fabricate, shall review this drawing to .wiry that this draining is in conrmmance with 1 2 3 4 the rahricamf, plansand or realize rcomiowilyrapontibility, for suchvain atiom Any discrepancies arcinbeforemedication. Plata 4.00 in be put wtidrig cmting in shall but be unwind ova tmtholec toms m distorted grain. Members shall be cm fur tight riming wend in wood bearing. Connector Plains mall be located aoboth ram of 5x6thebunwithailsrdlyimbeddedandshirrbe6)m..boot 6x 12the jointtrdeomherwisemmO9. A5a4 plate is 5' wide is Sx6 V long. A 6agplate is 6' wide a S' Imag. Swat (bolo) red parallel bthePlateleogthipecifled. Double euu m web members mall meet at the commie or the webs unwed mberwnse moue. C-un, plateSimereminimumimbasedontheformamoth. and may need an be ircreued fencertainhandling and/ or cation messes. This wan is mm to be fabricatedwith fate retardanttreatedLumber dales: otherwiseghw.a. Fm additict d 3-0-0 3-6-0 information odd Quality Combat refer to ANSMI 2-6-6 1.1995 PRECAUTIONARY NOTES AD bracing and aeclimn rcommendatiom ate to be O Ibllowed in accordance with'Handling, Installing and Bracing', HUB.91. T- are in be handled with paruMar ore during htnding and bundling, delivery and wgallatbo in avoid damage. Tampmairy and panaanent j3x6j [ 6x8i 3x6 bracing red holding mosaa in a straight and plumb podtion and fen resisting Lateral forces mall be designed and installed by others. Cmfal handling ismenialandaeaianbracingis .!than ugmcd. Nmmd pamv>mnary action for burn repires aueh temµmarybracing during inatallation between muna to avoid toppling and dominuing. The supervision Oferectionof bttaaamall bemade, the combel of, - , caperiebced in she im aratim of mosses. professionaladvice shallbe anwght if needs. Coawraua ems of anmnactwn wads grater than 1403# 3.50" 1 .50" the design wads Phan men be applied in trusses 0 any time. No wads other thin, the neight of the accmn awl be 7-4-8 applied to tractor until area all hstming ad bracing is t t completed. 8 7 6 5L8-10- g r 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 Dwg : Laronda Systems ERECTING CONTRACTOR. BRACING WARNING, e e w;°ame>own dng.%idbrs mn&talbrsdngmamita,brsdngwtiehaapartof shebuildingdesign and which mug be considered by the building design. Bracing shown is fen latadsupportofvonD8r:TLY Cbk: an only only to rcdme buckling lengn length. provision; most be madein arbor Waal bracing at endsand specifiedTC Live 16 . 0 e fPlmatimas determined by thebuilding designer. Additional bracing orthe oven immune maybe required. (See 1nB-91 of TPOFewspecifictambracingregeir®enu. comxt building dsigma.(Tmg plate 'mail " TPI is located .1383 Dowries Drive. Madison. Wisconsin 53719). TC Dead 7.0 psf BC Live 10.0 psf BC Dead S0.0 psf ITOTAL 43.0 psf 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOOGS 1005 VANNESSA DR. OVIEDO FL 3276E Scale = 0.4591 WO: ARLR TI: L1 8/26/2005 Lbr DF: 1. 25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC- 04 Code: FLA v4.7.21-7853 Design: Matrix Analysle rrorlle race: t:: iasa-anan avarac aa tana naca.n nawn a. i.prac Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:L2 Qty:2 DESIGN INFORMATION TC: 2x 8 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ..=............ This design is for out iodiAd>albuilding commueotand BC: 2x12 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 has been baud oninformationprmidedbythe client, The WB: 2x 4 SP #3 L. and R. End verticals designed for wind 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 designer disclaims any responsibility for damages a a 2x 4 SP #2 1- 5 2-PLY TRUSSI fasten w/3"E 0.120" nails in TOTAL DESIGN LOADS ------------ - result offaulty or incorrect information. specifications All COMPRESSION Chords are assumed to be staggered pattern per nailing schedule: Uniform PLP From PLF To and/or designs famished to the truss designer by the client and the cmrectow or accaracyaf this ml'ormation u it continuouslybraced unless noted otherwise. TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -524 0- 0- 0 -524 8-10- 8 may relate m specific project amaccepts no This 2-PLY truss designed to carry Distribute loads equally to each ply. In -Plant Quality Assurance with Cq. 1 responv'bilitymacaeuemcontrolwithmindt° 19' 0" span framed to TC one face This truss has not been designed for ROOF MAR. REACTIONS PER BEARING LOCATION ----- fahttcaum.handlul&dupmemadmstatlauoaoftrusses. 6' 0" span framed to TC opposite face PONDING. Building designer must provide E-Loc BSet Vert Horiz Uplift Y Type This ums, bas been deigned a an individud building WndLod per ASCH 7-02, CBC, V. 125mph, adequate drainage to prevent ponding. (0.25 0- 4- 0 1 2330 0 -1024 B Pin component in accordance with ANSVM 1- 1995 ad NDS-97 to be iawrpaatd u part ofthe building dingo H. 15.0 ft, 1. 1.00, Exp.Cat. B, Rzt. 1.0 in./ft. min. elope to drain). Truss must be 8- 8-12 1 2330 0 -1024 B H Roll by a Building Designer (registered archilecta Bld Type. encl L. 8.9 ft W. 8.9 ft Truss marked to prevent UPSIDE DOWN erection. PROVIDE UPLIFT CONNECTION PER SCHEDULE R"rCWM-lCO&CO).When 1tiC`edfOfapp-tby in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr FORCES (lb) - Max Compression/Max Tension the building designer. the design loadings mown must be in Z act Resistant Coveringand/or Glazing Re mp 4 9 4 6- 1 -1622 0.14 C 5- 2 -3037 0.25 CTOP CHORD 1-2.0/66,2-3.0/0, cb=kW b be sure that the data show are, agreement with the local baildingcodes.local climaticrecmdsfor Supported span based on int. wind zone. 1- 5 0 0.00 C BOT CHORD 6-5.0/66,5-4.0/0, wiodmmowbam.Pmjmryecirxatamwspecial TC. ..FORCB..CSI. Cr ..BC. ..FORCE..CSI. Webs 6-1.-1622/713,1-5.0/0, Wind hods. Unless fhown. am has not beendorgaed 1- 2660.69 C 6- 5 66 0.72 5-2.-3037/1335, for storage or occupancy bads. The design assumes 2 - 3 0 0 3 7 C 5- 4 0 0.72 OLOHAL MAX. DHPLHCTIONS--------- compres chords (top or bottom) art continuously LL TL braced by sheathing mtest othawiuspafid. Whce bottom chords in tension arenotrallybracedlaleralybya2PLYSREQUIREDLineal Footage . 25.1 in./ Ratio in./Ratio Jnt(s). properly applied rigid ceiling. they shouldbebraced at a I.Span-0.09/999-0.18/523 2-1 maaimom spacing of ity-T o.c. Couneetm plate shall be Hor i z . 0 .2 0.03 NA ot-factored from 70 gauge bad dipped galvanized steelMax DL Deflection L/999 . -0.09 4 mess mating ASTM A653. Grade 4lotherwisemows8108germdeflection factor 1.50 FABRICATION NOTES I 2 3 Riot to fabricad. the logink nor mall review this drawing to verify that this drawing is in conformance with the fabricatoons plans ad n rcalin a cominaing responsibility for such verification. Any discrepancies sue to be pot in wiling bcfora cutting or fabrication. PlatoWall not be installed wee kmmoles. intots sir distorted 5x6 3 x6 grain. Members Wall be an fortighterringwoodtowoodbaring. Connector plats Wall be loard m both faces of the tress with nails fully imbedded ad shall be s)m. abacithe joint unless otherwiseblown. A5e4plateis5' wide a O 4- bog. A 6.8 plateis6- wide a 8' lung. Slots (halo) run parallel to the plate length specified. Double cats on web members shall meet at thecentroidofthewebsartlessotherwiseshown. Connector plate sires are, minimum sires based an the fortes mown and mayneed to be intreasd for certain handling and/or eratioo snares. 3-0-0 3-0-0 This tmss is sus to be fabricated with fire nutdoot owedL lomber unlessotherwise mown. For alditimalinformationonQualityControlrtf. to ANSVrPI O 1.1995 PRECAUTIONARY NOTES All bracing and erection raammendatione are to be rolbwedin accordance with 'Handling. Itenallingand Braciag'. MB-91. Trusses are n be handled with 4x8 8x 10 particular art during banding and bundling, ddisesy and installation so awid damage. Temporary and permanent bracing for bolding trvsso in a straight and plumb position and fa resistwg tat" forces mall be designed aadinstalled by others. Careful handling isessentialandmaimbracingisalwaysrequired. Normal prmmiomry action for berm trues such temporary bracing during installation betwten trusses to awld toppling and dominoing. The supervisionof ercctimoftrusses shall benicer thecentral orpermn' apesieeced in theinstallationoranao. Roressimaladvice shall besought 23309 8.00" 2- 0- 0233013.50" if nacdud Conmodmam of enstnmerim Imds greater than the design loads shall nut be applied to trusses at any time. 6-10- - L shall be No bads other than the weight oftheCraton, appliedto uvssea anvil after all fastening adrac bing is 6 5n 4 completed. 1 8-10- 8 t, EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4689 WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHEET. A COPY 07 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING- Dwg: TI: L2 FMaronda Systems Bracing shown m Nis drawing is not erasion bracing. wind bracing. portal bracing or similu bracing which is a pan of Da r:TLY Chk: 8/26/2005 the building design and which mast be crosiderdbythebuildingdesigner. Bracingdawn is for lateral supportortranmembers onlyto reducebottlingIeaph. Rovivws mast be made to anchor lateral bracing a ads and specified Live TC Li16.0 0 psf Lb r DF : 1.25 locations determinedby the buildingde4m. Additional bracing oftheoverallstructuremayberequired. (Sec HIB-91PofTPI)Tor specific truss bracing requinmemf. contact building designa.( Truss Plate institute. TPI is located at593 TCDead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D000B;oDriecMadison.wisennsin53719). O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 32L-3913 odeFLAG-04 Code: FLA TOMAS PONCE P.E. LICENSE OWSOD68 BC Dead 10.0psfCode: 1005 VANNESSA DR. OVIEDO FL 32768 ITOTAL 43.0 psf v4.7 . 21-7858 Deslgn: Marrlx Analyal9 ra vaa.i. r. emu: I. .,...,..r .... r --- .-- r Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:M Qty:3 I DESIGN INFORMATION This design is for an individual building component and has beenbased anminforation pro idea by theeliem. The designerdisclaims my responsibility for damagesa a result offaulty or incorrect istimmation, specifications and/or designs furnished to the ones designer by the client and the corcetnm or acemacy, ofthis information as it may relate to a specific pmjmt and accepts an responsibilityor exercises ancontrol withregnd to fabrication. handlmg shipment and installation ofbasses. This truss has been designed as an individual balding component in accordance with ANU PI 1-1993 and NDS-97 to be incorporated apm ofthe building design bya Building Designer (registeredarchitector professional engineer). when reviewed fa approval by the building designer. the design loadings shown man be chaked to be sure that the data shown are In ageetmenl with the local building codes, local climatic records fed windormow bads, project specifications orspecial applied load& Unlm showy truss has not been designed fm enrage or occupancy loads. The design assumes compression chords (top or bmmm) arc continuously braced by sheathingunless otherwise epaifted where banned chords in tension are not fully braced laterally bya properly applied rigid ceiling, they mould be braced a a maximum spacing of Id-0' o.c. Connector plates mall be mmufaomred bum 20 Stage her dipped galvanized steel meeting ASTM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator mall renew this drawing to verify that this drawing is in coadmmaoce with the fabricamfs plans and to realize a continuing responsibility for such verification. Any discrepancies are to be pat in writing before toting or fabrication. Plates mall om be installed Over knotholes, lints or distorted grain. Membersshall be cut fortightfittingwoadtowood hearing. Connector plates mall be bated an bah faces ofthetrusswithnailsfullyimboddndandmaltberimmom thejoint unless otherwise mown. A Usplate is S' wide x4' long. A 6xg plate is 6' wide x Be tong. Slats (boles) red parallel to the plate length specified. Double cuts an web member mall mere at the centmid of the webs unless otherwise mown. Comator plate sizes arc minimum sizesbased onthe forces shownand mayneedtobe cased for certain hmdlmg mNm erection anessee This truss nottto be lkl ricm with fire mudsm owed lumber unless otherwise draw. For additional information an Quality Onsual refer to ANSVfPi 1-1995 PRECAUTIONARY NOTES All bracing and ecetion recommendations are to be followed in accordance with 'Han cling. Installing and Bracing'. HIS-91. Trusses arc to be handled with parimW are during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding ware in straight and plumb position and for resisting lateral forces mall be designed and installed by otbem Careful handling ismentiall and erection bracing is always requited. Normal p r autionary action for mosses requires each temporary bracing doing installation between trusser to avoid toppling and dominoing. The superivon of ereatinuoftrusses mallbe under the control of permm experiencedin the installation of mosses. Professionaladvice mall be sought if tecdtd. Cortccniratiun of mtwnraion loads greater than the design load: mall not be applied to trusses at my time. No bads other than the weight of the sectorsmall be applied b trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 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 1 656# 8. 00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CBC, V. 125mph, H. 15. 0 ft. I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 14.7 ft W. 14.3 ft Truss in END zone, TCDL. 0.0 pef, 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 w..= 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 1 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 656 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 4-2- 6 0-8- 6 M 617# 2. 50" 14-4- 0 8 7 6 1 14- 4-0 0-II- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY 01 THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING NAANINGe Dom' LMaronda Systems Hr>os.nsthis wios t tia°ro'dby wind bracing. Potilb> ringmaioaw hira r D8 r:TLY Chk: the building assignernwhichmesabecomlderedbythebuildingdesigner. Bracing ma.n itred lateralsupportorvuss member only to reduce bakling length. Provisions most be madem auc, metal bracingat endsand specified TC Li160 psf l«atiom determined bythebuildingdesigner. Additional bracing ar the overall structuremayberequired. (Sec Live .P HIB-91 of TPI).For gecific trussbracing requiremems. contact building designer.(Trass Plate Imitate, TPI it located u 583 TC Dead 7.0 psf 4005 MARONDA WAY DOnaftioDrive. Madison. wi-min 33719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 0050D68 SC Dead 10.0 psf atr 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 psf Scale = 0.3313 WO: ARLR TI: M 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 21-8351 Design: Matrix Analyeia rrvzaae raLra:;%a--,.....3.a.,a..l...a.er ax...a.x..........-..ram. Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:N Qty:l - I DESIGN INFORMATION This design is for an individual building component and has been based on irdonmation provided by the diem. The designer disclaims my responsibility for damages as a result offaulty orincorrect inforeanion. specifications and/or designsfamished tothe tmss designer by the cltau and the corramrn or aaoacy of this information as it mayrelate m aspccif¢ project and accepts m responsibility or exerciser oncontrol with regard m fabrication. handlin& mipmem and installation of bosses. This cuss bus been designed as an individual building compom m in accordance with ANSVfPI 1.1995 and NDS-97 tobeincorporated as panofthebuildingdesign bya Building Designer (registered architector profasiood engineer). Wben reviewed fen giproval by the building designer. the design loadings wawa suns be checked to be sure that the dau shows arc in agreement with the local building code, local climatic records Cur windoranew bads. project spccir stioms or tpecial applied bads. Unless shown ones, has = been designed fen storage or occuparxy, bads. The design assumes compression chords (wpm bosom) am continuously braced by sbuthing colas otherwise specified. Wbm bosom thuds in teruion are noPolybraced latedly bya Properly applied rigid ceiling, they should be braced an a maximum spacing of I(y4' o.c. Coneetor planes shall be mamfxmrd from 30 gauge but dipped gul-imd steel mating ASTM A 653. Grade M unless odherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this drawimg is in conformance with the fabricators plans and to realize acontinuing responsibility forsuch verification. Anydiscrepancies are to be pat in writing befm tatting or fabrication. Plana shall net be insulted over komhulea. krimu or diaoned Pain. Membersshill beon fm tight fattingwoodtowood bearing. Connector pales shall be looted on both fans of the trim with .it, (idly k b.1dcd and hall be s)m..boad thejoins mien otherwise moo.. A 5x4 plate it 5' wide x 4' long. A 6tk plate is 6' wide x g' long. SbB (hula) mm paralm m the plate lenPh specified. Double cuts o t web m®ben mall men a the cenmoid of the webs unless otherwise show.. Comecmr Plate am are minimum aim bond on the fences show. and may oad tobe immersed for certain bundling andror action arena This uoa is Do m be fabricated with fire reurdunt tressed lumber udas otherwise coo vo. For additional information of QualityComet refer to ANSVrPI 1.1995 PRECAUTIONARY NOTES NI bracing and action er<mmmendations are to be followedin secodance with "Handling. Insulting and Bracing'. IDB-91. Trnaa arc to be handled with partic.l. are during bundling and brmdlict& delivery andinstallationtoavoiddamage. Temporary and permanem bracing for bolding crosses in a straight and plumb position and for resisting lateral faces mall be designed and installed by others. Careful handling is essentialand erratum bracing is always roquired. Nomul precautionary action for was requires such temporary bracing doing iresullasic o besween wanes to avoid toppling and dominoing. The supervivoo of erectionofmusses mall be under the control of persons experiencedin the mwllatmn of busses. Professionaladvice shag be sought if needed. Concentration of construction bade greater than the design loads shall ant be applied to tames an any tame. No losda other than the weight of the creetonshall be applied to trusses; until 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 WndLod per ASCE 7-02, C&C, V. 125mph, WDG: 2x 4 SP #2 H. 15.0 ft. i. 1.00, Exp.Cat. B, Ezt. 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 E-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 SOT 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 C 2-13.-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 6.00 4-5- 3 0-6- 6 6714 64. 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 . 1.50 671# 64. 00" 5-4- 0 2-0-0 2-0-0 5-4-0 16 15 1a 12 It 9 8 EXCEPT AS SHOWN Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg' ERECTING CONTRACTOR. BRACING YARNING, Bracing mow. o, tons mewing is oaut eaecrim bracing. void bracing, portal anteing or similar bracing wbich is a pan ofDsgnr : TLY Chk : the buildingdesignandwhichmastbeconeAcredbythebuildingdesigner. Bracing shown is far'am l support of Iraq members only to redone buckling length. Provisions mesa be made to amchor Inml bracing to ends and specified TC Live 16.0 locations deteminedbyIhubuildingdeagoer. Additional bracing Orton overall Outcome my be required. (See IUB-91 psf ofTP1).Fw specific wss bracing requirements, conduct building designer.(Trtm Plate Institute. TPI is located an 593 TC Dead 7.0 psf D'OmfrioDrivc. Madison. Wisconsin 53719). BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43. 0 nsf 11-tz Scale = 0. 3410 WO: ARLR TI: N 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis Prorlle racn: : kaaa-a.vn ntarsc ova vaer auca.av euxa.n w.yes.x Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:N1 Qty:2 - ' DESIGN INFORMATION This design is for an individual building component and has been bound on information provided by the client. The designerdisclaims any responsibility fm damages asa result offaulty m incorrect information. specific., and/or designs famished m the truss designer by the client and the correcmas or accuracy ofthis information a it may relate m a specific project and accepts no responsibility oreaacism no control with regard to fabstcatioo. handling shipment and installation ofarmoursThis tmsa has been designed as anindividual building component in accordance with ANSVfPI 1-1995 and NDS- 97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional aginca). When reviewed for approval by thebuildingdesigner. the dcsigoloadings sdnwn must be chocked m be sure that the data shown are in a& -cm with the local building coda, local climatic records for wind or mowbads, project specifications or special applied bads. Umat shown. rma bat nor been designed lm storage m occupancy loads. The design assumes compression chords (top or bottom) are contimously braced by siteathing unless otherwise specified. Wbac human chords in tmsioo are not fully braced laterally by a properly appliedrigidceiling, they should be braced ata maximum spacing of 1014' o.c. Conneaut plates shall be ria red d from20gaugebutdippedgalvanizedgomeeting ASTM A 653, Grade 4 aWm otherwise sbo vat. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dosing to vaiy that this drawing is in conformance with the fabricators plans and to realin acontinuing responsibility for such veaificatma. Any discrepanciesarc to bepat in %Tiling before cutting or fabrication. Plasm shallnotbeinstalledovakrntholes, knots ordisamtd grain. Members shall be em fortightfitting wood to wood bearing. Connector plates shall be looted on bah faces of the trust with rt.its lily inibtddd and shall be s)-. about the joint unless mherwnse d.ow. A Sx4 plate is 5- wide 1 a' lung. A 6ag plate is 6' wide a V long. Slou (bola) rut parallel to the plate lcVb specified. Doable cots on v bmembers shall mat a the cemmid of the %-ebs unless mhmsise show. Conoector plate sizes are minimum sizes basedontheforces sbosn andmay need to be inact for certain handling and/or cation straw. This uua is notm befabricad with foeraardant owed lumber unless otherwise shows. For additional information out Quality Control refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES NI bracing and section recommendations are to befollowed in accordance with'Randling. Installing and Bracing'. RIB-91. Trusses era no be handled with particular are duringbandingand hurdling. delivM and installation to avoid damage. Temporary and permancnl bracing for holdingtrouts in a m aightand plumb position andfor resistinglateral fortes shag be designed and installed by others. Careful handling is essential and erection bracing is alwaysrequired. Normal precautionary actionlotcrossesrequiressuchtemporarybracingdewinginstallation between trust to avoid toppling and dominoing. The wpemsion of erectiooof trussesshall be under the control of persons experienced in theinstallation of tresses. professional advice shall be sought if needed. Conecrannum of aormntction Inds grata than the design Inds shall eta be applied to trusses at coy lime. No loads other than the weight of the accons shall be applied On trusses until after all fastening and bracing is complad. TC: 2x 4 SP 02 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2x 4 SP #2 6- 6,4- 4 H. 15.0 ft, 1. 1.00, Exp.Cat. B, Ezt- 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 pef, BCDL- 0.0 pef FORCES ( lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Reg TOP CHORD 1-2--1223/1231,2-3--1223/1231, Bracing Schedule: BOT CHORD 6-0.-851/824,0-5--965/1093, Chords Max O.C. From To 5- 0.-965/1093,0-4.-851/824, BC 72.0w 0- 8- 0 4- 4- 0 Webs 5-2--516/731,0-0--114/232, BC 72.0- 10- 4- 0 14- 0- 0 0- 0.-114/232, Bracing shown is for visual purposes only. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr GLOBAL MAX DEFLECTIONS--------- 5- 2 731 0.23 C 0- 0 232 0.20 C LL TL 0- 0 232 0.20 C in./Ratio in./Ratio Jnt(s). I. Span 0.27/588 0.27/588 2-1 Horiz. 0.04 0.07 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 6. 00 4- 5-3 0- 6-6 1 1 t 4x6 7- 4-0 6. 00 3. 00 -3.00 0- 8-0 L 4- 4- 0 671# 8.00" Joint Locations ............... 1) 0- 0- 0 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 4- 4-0 0-8-0 6714 8.00" 7- 4-0 7-4-0 6 5 4 14- 8-0 Q 10- I CI 2) COSMETIC PLATES (4)3X6 (8) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Sag Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAInNG TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING. Deg: Maeondes Systems Bracing shown on this drawingis rot action bracing.%ind bracing, portalbracing or similar bracing%dhkh isa pan of Dsgnr:TLY Chk: thebuildingdesignandwhichmastbecoosidwaedbythebuildingdesigner. Bracing sbois lbr lateral support of truss members onlytoreduce buckling length. Provision;most be made to anchor lateral bracing a ads and specified locations determined by thebuilding designer. Additional bracingorthe overallstructure maybe requimd. (See M13,91 TC Live 16.0 pS f of TPI).Fm specificants bracing requismems. contact building detigsa.(Tross Plate Inaimm TPI is located in 583 TC Dead 7.0 psf 4005 MARONDA WAYD'OnoBia Drive. Madism. Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 psf TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 TOTAL 43.0 pef 4-2-6 0-6-6 12) Scale = 0. 3111 WO: ARLR TI: N1 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Anaiyelg rrorlae raga: t.: aaaa-uvn k-van a, a,u. sas•v+us tasaaaus •... rues• Job: ARLINGTON K Customer:10# UPLIFT D.L. WO-.ARLK TI:O Qty:1 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the w===--m=-----Joint Locations ............... BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 8) 14- 0- 5 15) 9- 9-12 Thisdcsipisfor anindividual huildingcomponent and has been based on inromation Providedby the dim. The WB: 2x 4 SP #3 This trues is designed to bear on multiple 2) 3-10-11 9) 15-11- 7 16) 6- 9- 7 designer disctaima any responsibility for damages ass 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 ra°I` offaobymincorrect mformanoaspecifications 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 finished to the mass designer by the client 2x 4 SP #3 0- 010- 010- 0 necessary to achieve full bearing. 5) 7-10-11 12) 25-11- 0 19) 0- 0- 0 and the correctness oracconacyormisinfmmationtoit may relate w a specific project andaccepts no 0- 010- 010- 010- 0 In -Plant Quality Assurance with Cq. 1 6) 9-11- 8 13) 19- 9-12 responsibility or nercisca no conrol with regard to All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- 7) 12- 0- 5 14) 15- 9-12 fabricator, bamling shipment and installation ormasses, continuously bracedunless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension This truss has been designed as an individual building WndLod per ASCE 7-02, C4C, V. 125mph, 0- 1-12 1 398 -197 -483 B Pin TOP CHORD 1-2.-268/266,2-4.-205/309, enmpomminaccordancewith ANSVTPII-1995andNDS-97 to be incorporatedas pan ofthebuilding design H. 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. Building Designer ( registerdarchitect or Bid Type. enel L. 25.9 ft W. 25.9 ft Truss 25- 7- 0 1 870 0 -903 B H Roll 6-7.-435/653,7-8.-463/615,8-9.-489/596, proessionalenginev). W6enreviewed forapproval 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 dingo loadings thrown must be inagreement Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. BOT CHORD 19-18.-106/198,18-17.-106/198, checked mbesure that the data shownarcwiththelocalbuildingcodmlocalclimuicrecordsfor 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 oramwloads, project speciincuionsorspecial 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, Lhdmdowamass basnot been 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 garage or occupancy loads. The design asames 16- 3 -857 0. 26C 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 (oporbuoom)are coutinuously braced byd-Whingunless otherwise specified. whnc 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 ehmdsintmdmuenot fully brxed6tmllyby. 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 cmlmg'they `hooWbelr`edata 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, muimam spacing of I0'.V o.c. Cnmecor Pines shall be 20- 5 157 0.05 C 13-10 154 0.05 C 8- 9 596 0.30 A 13-10.-44/154, manrfacturedfiom20pugelwtdipped galvaniacdand meeting ASTMA653.Grade 40. unless otherwise Shown. 15-21 496 0.31C9-10 942 0.35A GLOBAL MAX DEFLECTIONS- ------- 10-11 -1178 0.34 A LL TL FABRICATION NOTES in. /Ratio in. /Ratio Jnt ( B) . print to faDricatioa the fabricator dell review this I . Span - 0. 0 4 / 6 3 5 - 0 . 16 / 4 57 18 drawing to verify that this drawingis in coulberm a with Hori z . 0.05 0.10 NA the fabrieme, plans and to slim. continuingMax DLDeflection L/588 . -0.13 responsibility for catch verification. Any discrepancies are Long term deflection factor 1.50 tobeput inwritingbdbrecutting or fabrication, plates 10-10-0 16-10-0 shall not be installedovaInnrholmknotsordismtdIgrain. Members than be eta rot tight fining wood to wood 1 2 4 3 5 6 7 8 9 10 11 head.& Connector plates doll be located on both faces of the truss with nails fWh' imbedded anddullbes)m. -how the jointunless otherwise thrown. A 5x4 plate is 5' wide x 6.00 -6.00 4' long. A6t8plateis 6' wide x8' bug. Slots (boles) run parallel to the plate length specified. Double tuft on 4 x6 web members shall men dors a the cor aid of the webs o otherwise drown Connectorplansizesareminimam2X42x42x4sitesbasedootheforcesshownand may oced to be 3x4 increased for certain handling adrorerectiongrcssns. 2x4This mass is not tobe fabricated withfire retardanttreatedlumbercalmotherwiseshown. For additional 2x4 3x4 information on Quality Control refer. to ANSVTPI 1-1995 0- 6- 6 2 PRECAUTIONARY NOTES 8- 8- 15 5x6 4 6x8 8-6-2 NI bracing and erection recommendations are to be 4 2sssr followed in accordance with'Handling, Installing and T Bracing'. HUB-91. Tmixs are to be handled with2X42x46xI2particularareduringbandingand budiity ddiery and 3-0-0 2x4 0-6-6 5x6insalaontoavoiddamage. Temporary and permanent bracing fog bolding uussas in a straight and Plumb positionandforredginglateralfortesdullbe designedIF' e. and imWld byothers Careful handling is essentia] and erecqution bracing it alwa)a required. Nomul precautmotay6.00 6x8 2x4 action for masses -Fires such temporarybracingduringinsallationbetweentrussestoavoidtopplingaddomimingThesupervision of erection of massesshall be oiler, the control of persons experienced in the installation ofnusses. professional adviceshallbe aughtifneeded. ConcentrationofconstructionWadsgreaterthan398# 3.50" 1121 # 8.00" 870# 8.00" the design bast skull not be applied to minutes at arr time. 6-0-0 10-1-4erorNoloadsotherthansiteweightoftheectdullbele9-9-12 applied o matteruntilafterallfasteningandbracingiscompleted. 19 nee 0. R 18 17 6 15 4 3 25-11- 0 0-5,8 COSMETIC PLATES (2)3X6 ( 4)3X4 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: R13AD ALL NOTES ON THIS SHRBT. A COPY OF THIS DRAWING TO BS GIVRN TO RRRCTING CONTRACTOR. BRACING WARNING. M a ro n d d Systems B=rS shown en d o drawing is no,emcdcur br..ioA wind bracing, Donal bringbracing sins1. brng which is a pad of the building deign and which must be considered by the building designer. Bringshownisfor lateral support of mass member only tordueebuckling Ieogdb. Provisionsmot be madetoanchorlateral bring m ends andspecified locationsdetermined by thebuilding designer. Additional bring orthe overall structure may be required. (See 108-91 of TPI).For specific mass bracing requirements, contact building designer.(Truss Pine Institute. TPI is located .1393 4005 MARONDA WAY D• Oouf n Drive. Madison, Wisconsin 53719). Samford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSEOWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Over 3 Supports Scale=0.1550 Eng Job: WO: ARLK Dwg: TI: O Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1. 25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rrorlle racn: :: raa-wa.avrgt kuaaun kasacaan krsaga.n w.ya. n Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:Ol Qty:3 - DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the joint Locations ............... BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 This design is for an individual building component and has been based oninformation pmidedbythe client. The WB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 designedisclaims any responsibility far damages aa 2x 4 SP #2 4-10 supports. interior bearing locations should 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 ' result of fitaltyorincorrctinformn(aawKirreatiom WDG: 2x 4 Sp q2 be marked on truss. Shim or wedge if 4) IS- 9-12 8) 19- 9-12 12) 0- 0- 0 and/or designs famished to the buss designer by the client 2x 4 SP #3 0- 0'0- 0 necessary to achieve full bearing. in -Plant Quality Assurance with Cq. 1 and thecmrocmessoraccuracyofthisinformationsitmayrelate toaspecific project and accepts rw All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension responsibility or exercises on cement with regard to continuously braced furless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-305/224,2-3.-489/461, fabrication. handlm&shipment and taslallwmoftrassa' WndLod per ASCE 7-02, CBC, V. 125mph, 0- 1-12 1 416 -140 -354 B Pin 3-4--500/416,4-5.-858/641,5-6.-1173/743, This wsshuccoad been H. 15.0 ft, I. 1.00, 9xp. Cat. B, Kzt- 1.0 6-11- 0 1 1106 0 -600 B H Roll BOT CHORD 12-11.-104/229,11-10.-168/209, emdamndvdaalbaiand and compantoinimuroraindas At of the building NDS-97tobe ixmporatednpanofthehoildingdesignBldType. crash L. 25.9 ft W. 25.9 ft Truss 25- 7- 0 1 869 0 -635 e H Roll 10-9.-947/883, 9-8.-582/988, 8-7.-583/991, by a Building Designer (registered architect Of in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE Webs 2-11.-855/507,2-10.-206/703, professional agineer). When reviewed for approval byImpactResistantCovering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 10-3.-168/225,10-4.-401/331,9-4.-44/110, the building datgner, the design loading shown must be WEB. Cr WEB. ..FORCE..CSi. Cr 1- 2 -305 0.31 A 12-11 229 0.37 9-5.-328/220,5-8--43/155, chocked tobesame thatthedatashownareinagrc®at with the local building codalocalclimaticrecordsfor FORCE..CSI. 2-11 -855 0.25 C 9- 4 110 0.03 C 2- 3 -489 0.34 A 11-10 209 0.36 GLOBAL MAX DEFLECTIONS--------- windorsmwbdspojctspcifcatmsorgscial 2-10 703 0. 23 C 9- 5 328 0.17 C 3- 4 -500 0.35 A 10- 9 883 0.34 LL TL applied bal.Unlessmownarms has out ban daignad 10- 3 225 0.08 C 5- 8 155 0.05 C 4- 5 -858 0.34 A 9- 8 988 0.34 in./Ratio in./Ratio Jnt(s). for storage or occupancy bads Tho design assumes 10- 4 - 4 01 0.27 C 5- 6 -1173 0.26 A 8- 7 991 0.43 I. SP an-0.07/628-0.14/531 9-10 compression chords (top or bou an) are continuously Horiz. 0.03 0.06 NA braced by shaming unless otherwise spaifidWherebottomchordsintensionareONfullybracedlaterallybyaMaxDLDeflectionL/ 99 9 . - 0 . 07 properlyapplied rigidceiliag.they should bebraced ataLongterm deflection factor - 1.50 masimam spacing or IV-0 o.c. Comtccur plats shall be manufactuedform 20gag had dipped galv+aizod sued meeting ASTM A 653. Grade 4a unless otherwise shown . 9-I l- 8 15-11- 8 FABRICATION NOTES 1 Pont to fabrication, the fabricator shall mien this 1 2 3 4 5 6 drawing to verify that this drawing is in coufor a, . withthe fabricatorsplansandtorealina c. tmafng 6. 00 6.00 responsibility for such verification. Any disuepacia are to be putin writing beforetotting or fabricatine. Plata 4 X6shall not be installed over knotholes, motsordiCmtedgrain. Members shall be an fin tight frtling wood to wood baring CmuactorpGtashall be located . bothGoaal the tram with rails fray imbedded and shall be qm. ,boat the join, mess otherwise shown. A 5a4 plate is 5' wide a 3x4 4- bug. A 60 plateis 6- wide x 9' long. Slots (bola) rm parallel to the plate length specified. Doable cuts an web membersshall min at the centwid orthe webs unless 3x4 otherwise shown. Connector, plate im are minimum sires baud on the forces shown and may need to be increased fin certain handling and/or eratioo aresses This min is ram to be fabricated with rrre retardant treats 0-6-6 8-6-2 lumber unless otherwise shown. For additional 8- 8-1$ X6 6x8 information on Quality Control refer to ANSINPI 1-1995 PRECAUTIONARY NOTES 20 6x12 All bracing and erection recommendations are to be followed in accordance with "Handling. Installing and 3-0- 0 0-6-6 Bracing'. HIB-91. Trusses are to be handled withparticularcareduringbandingandbmdling, delivery and 5x6 installation to avid damage. Temporary and permanent taxing fin holding trusses in a straight and plumb position and for raasting lateral forcesshall be designed U-12 820and installed by atlas. Careful handling is - -1 and 6.00 erectionbracing is alwa)s required. Normal prcamiomr)' actionfintranarequireeachtemporarytaxingdaringinstallation between minaw .void topplingand dominatingThe wpavisim of erection of masses shall be der thecontrol of, eapesieacedinthebe iavllatioo of °asses. Professional advice shall sought if needed. Cmreennatim ofee s,ma;an Inds gresu t than 416# 3.50" 1106# 8.00" 869# 8.00" the design lads shall net be applied to u, tsses at any time. 9- 9-12 6-0-0 10-1-4 No loads other than the weight orthe actors shallbeappliedtotrussesuntilafterallfasteningandboxing is 111 1 n t 8 COSMETIC PLATES (2)300(41SW (4)2X4 C/L: 6-11- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NMS ON THIS SH[[T. A COPY OF THIS DRAWING TO B[ GIV[N TO RHCTZNG CONTRACTOR. BRACING WARNIHGr LMa ro n da Systems Bracing shown i thisdrawingnnetereeri. bracing. wild brcong penal B-bracing or similar bracing l whichu a putof n the hoilding design and which must be considered Mthehoildiagdesigner. Boxing shown is Cor latad wppon of It an member only to reduce buckling length. Provisionsmostbe made to anchor lateral bracing at cods and specified Icatiom determinedby the building designer. Additional taxing of the overall suouctare may be required. (See MB-91ofTP0.F. spcifre most braiug emms nupirt, cmacl boiWingdesiypet.(Trnss Plate losuicuM TPI isbeats at 533 4005 MARONDA WAY DVmfrio shrive. Madison, wisc-min 53719). Sasdord, FL. 32771 407) 321-0064 Fait (407) 321- 3913 TOMAS PONCE P.E. LICENSE OWS0068 MM VANNESSA DR. OVIEDO FL 32766 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 lCods: FLA Design: Matrix Analysis erorlie rare: : \aaa-s,aan\ravers \ uuuu \asnaasv \•+avun \v.•Y.n Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:02 Qty:l DESIGN INFORMATION This design is for au individual building component and ban been informationoninforion provided by thedimrue edesigoa diselaims any responsibility for damages as a result of faultyorincorrect iuformatia, specifications and/ or designs furnished m the tmss designer by the dim and the conventions or accuracy of thisialmoomion as it may rdm to a specific project and accepu W resp' bility a nertises W control with regaled to fabrication, bundling shipment and installation of boasts, This truss has been designed a an individual building component in accordance with ANSIfrPI 1.1993 and NDS97 to be incorporated as pat of thebuilding design by Building Designer (registered achitect or professional engineer). Wb= reviewed for approval by the building designer. the design loadings mown mess be ducked to be sure that the data mown are in agree0lm with the local building codes, beat climatic rands for wind or Dow load], proJat specification; - special applied bads. Unless shown truss has not been designed fur wage or orenpancybads The design assumes compression chords (sup or bottom) are continuously b- u dbyd-lbing Wlmothawisespaifred. Where bottom lards in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 101-V o.c. Coonector plan shall be maoufacmred from 20 gang. hot dippedgalvanized am meeting ASTM A 653. Grade 40, troless otherwise sbowm FABRICATION NOTES Prim no fabrication, the fabricam mall /Mew 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 an, m beput in writing before tuning or fabrication. Plates mall not be insullad over k oda-I , kpors or diaoned grain. Members shall be mfor tight fitting wood to woodboringConnectorplanesshallbehatredonbothramofthe muss with nails fully imbedded and shall be sym. about thejoior unlm otherwise shown A Sao plate is 3' wide a 4' long A 6xg pine is Wwide x g' long. Slots (holes) run parallelto the pinelength specified. Double cuts on web members mall meet at the cmmid of thewebs undess otherwise shown. Co®ata plain Sias we minimum size basedon theforces shown and may need to be increased for certain handling and/or erection presses. This onO is nor to be fabricated with fire wet ndant created lumber onlm otherwise mown. For additional information on Quality Comml refer to ANSVfPI 1. 1995 PRECAUTIONARY NOTES All bracing and nation recommeoulatiom arc to be followedinaccordancewith 'Handling Installing and Bracing', HI11•91. Trusses are to behandled with sartiadar asduringhanding and bundlingdelver) and installation mavoid damage. Temporary andpermanent bracing for holding tresses in a straight and plumb position and for reaping lateral fume mall be designedand installed by others. Careful handling is -0 &1and crocuum bracing is alwaysrequired. Normal precautionary action for mosses requires cub temporary bracing during installation between mosses to avoid toppling and domiming. The mperviaW of erection of mossessball be under the cowol of persortsespetitm cd in the installation aromatics. Professional advice shall be soughtif ended. Conccmnum ofconstruaion bode greater than the designbode shall net be applied to tmssn at any time. No bads other than the %right of the ereclon mall be applied to wssn until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 2x 4 SP #2 4-10 WDG: 2x 4 SP #2 2x 4 SP #3 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX . REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 6- 9-12 1 1543 -135 -1238 B Pin 25- 7- 0 1 908 0 -517 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 11 -1179 0.34 C 9- 4 142 0.05 C 2- 10 832 0.27 C 9- 5 -342 0.17 C 10- 3 302 0.09 C 5- 8 164 0.05 C 10- 4 -493 0.34 C 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, C4C, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Xzter 1.0 Bld Type. encl L. 25.9 ft W. 25.9 ft Trues in INT zone, TCDL. 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 72.0- 7- 1- 0 15- 9-12 Bracing shown is for visual purposes only. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 563 0.47 A 12-11 465 0.42 2- 3 -612 0.39 A 11-10 639 0.69 3- 4 -643 0.26 A 10- 9 965 0.37 4- 5 -938 0.27 A 9- 8 1056 0.33 5- 6 -1250 0.22 A 8- 7 1059 0.43 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). L. Cant. 0.10/xxx 0.10/xxx 1 I. Span-0.05/999-0.15/999 9-10 Horiz. - 0.02 -0.04 NA Max DL Deflection L/999 . -0.10 Long term deflection factor . 1.50 1- 8 ,. 15-11- 8 6. 00 -6.00 4x6 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, 8- 6-2 0- 6- 6 F1 R 1543# 3.50" 908# 8.00" 9- 9-12 6-0-0 10-1-4 CANT: 6- 8- 0 0,11 1 ° 25- 11- 0 0-a0,8 COSMETIC PLATES (2)3X6 (8)2X4 (R -0-14) (RS-A-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1509 WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANING TO BE GIVEN TO ERBCTING CONTRACTOR. BRACING immu fir Doug: TI: 02 M a ron eta systems Bracing shown onthisdrawingis nu cnxtion bracing wind bracing portal bracing or similarbracing which is a panof DBgnr : TLY Chk : 8 / 2 6 / 2 00 5 thebuildingdesignandwhichmostbeconsideredbythebandingdesigner. Bracing shown is for lateral support of pun members only to hackling length. Pro isimts mast be made to anchor lateral bracing at ends and specified TC Li160 psf Lbr DF : 1.25 beat ernsdeterminedbythebuildingdesigner. Additional bracing of the overallstmcmre may be required. (Sec Live . W11.9IPof TPI). For specific tmsa besting rcquirmmu, contact building deli per.Unass Plane Institute. TPI is located at 393 TC Dead 7 . 0 psf Pl t DF : 1.25 400S MARONDA WAY McarfrioDim Madi Wiaconsip5»19 O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P. E. LICENSE 4Y005006H , BC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 ITOTAL 43.0 13sf v4 . 7 . 21-7897 Design: Matrix Analysis rroriie racn: t.: 1aa-wn wtarsc vaa3 arax nacaan va.pras Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:P Qty:l - I DESIGN INFORMATION This design is lion an individual building component and has beenbased on information praidad by the dim. The designer disclaims any responsibility for damages as a mull of faulty or incorrect information. spaifeations adnor designs furnished m the mass designer by the client and the corramn or xcmacy, ofthis information as it may relate to a specific project and accepts no responsibility or eaacisu as, control with regard m fabrication. handling dupmat and imullaumofones. This brig has been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 W beincorporated as pan ofthe buildingdesign by a Building Designer (registered architect or professional agixe). When revtewcd nor approval by thebuildingdesigner, thedesign loadings shown mug be checked m be cure that the data drown are in agreement with the local building codes, local climatic records for wind or mow bads. project specifications Or special applied bads. Unless shown trn has not been designed fm usage orOccupancy bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension arc rot folly braced laterally by property applied rigid ceiling they mould be braced a a maximum spacing of t0-0' o.c. Co®cctor plates mall be manuraca"dfrom 20gungebindippedgalvanized stal medine ASTM A 653. Grade 40. unless otherwise dmwu FABRICATION NOTES Prior to fabrication. the fabricator mall re - this drawing to verify that this dewing is in conformance with the fabriames plans and w rcahin a continuing responsibility fro such verification. Any di-P-o are to be put in writing before totting or fabrication. Platamallnotbeinstalledoverknutboles, knots Ordiuoned grin. Membersmall be em for tight finingwoodtowoodbearingCottnawrplatesshallbeltrratedourbothfansofthetorswithnailsfullyimbeddedandmallbes)m. about the joim unle n otherwise mown. A U4 plate is 50 wide a 4' tong A 6ag plate is 6' wide a 8' long. Slots (boles) rot parallel tothe platelength specified. Double cuts no web m®ben shall tom at the cenuoid of the webs unless otherwise mown. Connorplate rises areminiman size based on the lanes shown ad may need to be increased fmeeruin handling andforerectirm ureaes. This truss is not to be fabricated with fine reta dam trued lumber unless Otherwise shown For additional infomutbn no Quality Controlrefer toANSVfP1 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations areto befolbwdinaccordancewith 'Handling [rainingd aarading. IBB.91. Trusses ice to be bandlod with panictdar a+e during banding and bundlingddnayad inaallationtoamiddamage. Temporary and permanent bracing for bolding masses in a straight and plumb position and fro resisting lateral fortes mall be designedandinstalledbyother. Careful handling isessential and erection bracing is always required. Normal precautionary action for masses requires such temporary bracing daring instillation berwea trusses w amid toppling and dominoivg. The supervision of erectionof trussessball be under the control of permnsmperiaced in the installation of beam, Prokssiaoal advice shall be scoght if ended. Concentration of eeanctum Inds garter than the design Inds mall na be applied to InKses at any time. No loads other than the weight of the erecton mall be anulied to masses until after all fasteningand bracing is TC: 2x 4 SP #2 BC: 2x 4 Sp #2 WB: 2x 4 SP #3 OBL: 2x 4 SP #3 2x 4 SP #2 0- 0,0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 19.3 ft W. 19.3 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- 2 255 0.09 A 1-21 -2 0.02 2- 3 198 0.08 A 21-20 0 0.03 3- 4 142 0.07 A 20-19 0 0.03 4- 5 95 0.09 A 19-18 0 0.03 5- 6 132 0.15 A 18-17 0 0.03 6- 7 132 0.13 A 17-16 0 0.03 7- 8 -95 0.10 A 16-15 0 0.03 8- 9 -142 0.07 A 15-14 0 0.03 9- 10 -181 0.07 A 14-13 0 0.03 10- 11 -255 0.06 A 13-11 -2 0.02 5- 7-3 0- 6- 6 EXCEPT AS SHOWN PLATES ARE EMaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 8*0050068 1005 VANNESSA DR. OVIEDO FL 32766 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 6-17 Bracing shown is for visual purposes only. in - Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION----- E- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 109 -222 -126 B Pin 19- 0- 0 1 126 -222 -117 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 21- 2 160 0.06 C 16- 7 179 0.71 20- 3 112 0.18 C 15- 8 119 0.40 19- 4 119 0.40 C 14- 9 112 0.18 18- 5 179 0.71 C 13-10 160 0.06 17- 6 -82 0.37 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(e). I. Span 0.00/999 0.00/999 7-6 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 Joint Locations ............... 1) 00- 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, Cr BOT CHORD 1-21.-2/0,21-20.0/0,20-19.0/0, C 19- 18.0/0,18-17.0/0,17-16-0/0,16-15-0/0, C 15- 14.0/0,14-13.0/0,13-11.-2/0, C Webs 21-2.-86/160,20-3.-91/112, C 19- 4.-91/119,18-5.-93/179,17-6.-82/48, 16-7.- 93/179,15-8.-91/119,14-9.-91/112, 13-10.- 86/160, Ai 9- 8-0 9-8-0 1 2 3 4 5 6 7 8 9 10 11 6.00 4x6 6A0 1' • I I t I I 126M 8.00" 12) WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO DW' ERECTING CONTRACTOR. BRACING WARNINO. Bracing mown on this drawing is to eratioo bracing wind baring. portal bracing or similar bracng uhich is a pan of Dsgnr : TLY Chk : the buildingdesignandwhichinnbeconsideredbythebuilding; designer. Baying shown isfmlateral supportof basismembersonlytoreducebuddieslength. Provisions must be madetoanchorlateral bating at ads and specifiedLive TC Li160sf IOcatiorts deerminedbythebuildingdesigner. Additional sa bracing or theoverallarnameyberequired. (Sec MB-9I Pof TPI)Tca specific truss bracing requirements. coatzt building desigoer.(Trn Plate lostimte. TPI is located at 583 TC Dead 7.0 p s f DVmfrio Drive. Madison. Wisconsin 53719). BC Live 10. 0 psf BC Dead 10. 0 psf Scale = 0.2014 WO: ARLR TI: P 8/ 26/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: maerix xnaayez a Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:P1 Qty:2 - ' DESIGN INFORMATION Thisdesign isfor mindividual building component and has been basedoninformation prmided by the client. The designer disclaims any responsibiliry for damages es s result offaulty or ioconat information, specifications ardor design furnished to the truss designer by the client and the correctness or accuracy of thisinformations es it may rdate to aspecific project and accepts uo responsibility or ases no control with regard to fabrication handling. shipment and installation of anises. This truss ban been designed a an individual building component b accordance with ANSVTPI 1-1995 ad NDS- 97 tobe incorporated as pan ofthebuildingdesignby a Building Designer (registered architect in professional mginea). When reviewed for approval by the building designer. the design loadings shown must be chucked to be sure that the clan dnwo use in agreement with the localbuilding coda. local climatic recordsfor wind or mow bads. project specifcatonsn or specialapplied badsunless shows trass has non been designed for storage or occupancy bads. The design assumes compression chords ( sup or bottom) are continuously braced by sbesibina umas otherwise specified. Where bottom chords in ImLOn are not fully braced laterally by a properly applied rigidccilin& they should be bracedat amaximum spacing of 104' O.C. Cemeetor, plates shall be to-faetmed fins 20 gauge hot dipped galvanized $red meeting ASTM A 633. Grade40. unless otherwise shown. FABRICATION NOTES Prior to fabrications, the fabricator shall review this drawing to verify that thisdrawing is in conformancewith thefabricamrs plans andtomalice a continuing responsibility for such verification. Any discrepancies are in be pm in writing beforetotting or fabrication. Plato shall ant be insalted ova kootholm knots or distorted grain. Members shall be cot fortight fitting wood towoodbaing Conoccrr plates shallbelootedonbah fansofthe stun with mails fully imbedded and shall be sym. about the joint unless otherwise shown. A 30 plate is 5' wide a 4• long A 6sg plate is 6' widea g' long Slots (bola) rwm parallel to the planelengthspecified. Doable cots on web members shall meet at the cem mid of thewebsunless wise other' Down. Connector plat sizes are minimum aired based on theforcesshown and may need to beincreased fin certain handling and/or erection stresses. This ton is not to be fabricated with fire retardant treated lumber tubas otherwise shown. For additional information o. Quality Control refer in ANSVTPI 1.1995 PRECAUTIONARY NOTES NI bracing and erection recommendations at to be followed in accordance with'Handling. Installing and Bracing'. HIB- 91. Trusses arc to be handled with p2mentar ore during bandingand bundling, ddivMand installation to avoid damage. Temporary and permanent bracing for holding Gasses in a anaigbsand plumb position and for resisting lateral forces shall be designed and installed by others. Carefulbandling is essential and auctionbracing is always required. Normal pmc-uuonary action fm trusses requires such temporary bracing during installations berwxm mosses to avoid toppling and domiwing The supervisionof erection of uussesshall beunder the control of peruses experienced inthe installation of trusses. Professional adviceshall be sought V needed. Caneentration ofmnswnion bate adsgrthan the designbadsshag 'a be applied to cusses at any time. No bads other than the weight of the ercctms shall beappliedtobussesumil after all lm ming and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1159/ 1196,2-3.-954/982, 3-4.-954/982,4- 5.-1159/1196, BOT CHORD 8-7.-958/ 995,7-6.-958/995, Webs 2-7.-211/384, 7-3.-434/585, 7-4.-211/384, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.13/999- 0.26/826 6-7 Horiz. -0.03 -0.05 NA Max DL Deflection L/999 . - 0.13 Long term deflection factor . 1. 50 5-7-3 0-6- 6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 19. 3 ft W. 19.3 ft Truss in END zone, TCDL. 0. 0 pef, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 1196 0.34 A 8- 7 995 0.71 2- 3 982 0.35 A 7- 6 995 0.71 3- 4 982 0.35 A 4- 5 1196 0.34 A Joint Locations ............... 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 w 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 9-8-0 9-8- 0 1 2 3 4 5 6. 00 PEI 872# 8. 00" 4x6 015 6.00 872# 8. 00" 19-4- 0 10- 8 19-4-0 6 - 10- 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 - racing shown oo this drawing ism erasion bmang. wind bracing. ponal bracing in similar bracing which is a pint of the building design and which mast be considered by the building design. Bracing drawn is for lateral support of tray members only to reducebuckling length. Provisionsmost be made to anchorlateral bracing atends and specified locationsdcesmiodbythe building designer. Additional bracing of theoverall saoctnremay berequired. (Sec MB-91ofwitFor specific unss bracing requirements, comact baimi, design.(Truss Plate Iaaitum TPI is located at 393 4005 MARONDA WAY I70nofiie wive. Madison. Wiscmva 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.3069 Eng Job: WO: ARLR Dwg: TI: P1 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 pef Code: FLA TOTAL 43.0 Dsf v4. 7.21-8354 Design: matrix Anaayraa.a rsvuin rere.aa: 1: taaaa-uva. t^... ,.....a o t•v^-•-^-. -•r-^ Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:Q Qty:l - I DESIGN INFORMATION Ibis design is for an individual building component and has been busedon information provided by the diem. The designer disclaims any responsibility for damages as a resultoffaultyor incorrectinformation. specifications an&w designs famished to the truss designer by the client and the corrtctrrm or accuracy ofthis information as it may relate to a specific project and =CPU m responnbility or nociw m control with regard so Gbrieatim, handling, shipment and imutlnion orvmses. This must bus been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 to beincorporated aspan ofthe buildingdesign bya Building Designer (registered architect or professional eogimcc). When reviewed nor approval by the building designer. the design loadings shown man be checked to be sore that the data show are in agreement withthe local buildingtrade, localclimatic rands for wind or nmw load& project specifications or special applied loads. Unless; mown. mass has not been designed for storage oroccupancy load. The design assumes compression cbDnb (top or borom) ate continuously brad by sheathing order otherwise specified. Where bomm chordsintcosion are not fully braced laterally by a property applied rigid ceiling, they should be braced„, maximum spacing or is tr o.c. Comeew plates dull be factored from 20 garage 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 fabricaures plans and to realize a continuing responsibility for such verification. Any disrewscies arc to be pat in writing before cutting or fabrication. Plus Ball not be installed over brabole, bums or distorted grain. Mcmbea shall be erd for right fitting wood to wood bearing. Connector plates shall be looted on bob faces of themuss withnails full' imbedded and shallbesym. abed thejoint unless otherwiseshown. A 5x4 plateis 5' wide x 4-long. A 6x8 plus ls 6' wide x 8' long. Slou (boles) rum parallel tothe plate length specified. Doable cots on web membersmshallmeetatthecms oidofthewebsodeotherwise shown. co®ectm pine Sias are ministrant sins based onthe force shown andmay need w beincreased for certain baaAtiug and/or erection messes. This mass is not m be fabricated wins rue retardant meaad lumber unless otherwise shown. ref additional information on Quality Control refer to ANSVFPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordancewith'Ha ing, Innallivg and B acing . tBB-91. Trusses are to be handled with particular careduringbandingand bu dlin& ddhay andinstallation m avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral forces shall be designedand installed by other. Careful handling is -m at and eretcam bracing is always required. Normal precautionary action for trussesrcgnues sncht®porary bracing during instaxioo betweentrussesto avoid toppling anddominoing. The mpmisian of erctimof.runes %ball be order the control of personsexptrirmed in the ivswiatim of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shallnor be applied to d,utea atany time. No loads other than the weight of the craws shill be applied to vaneuntil after all fastening and bracing a 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 ASCB 7-02, CaC, 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 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 5- 1- 3 0- 6-6 11 597# 8.00" MULTIPLE LOADS -- This design is the ••___••• ra••Joint Locations ............... composite result of multiple loads. 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 Right End vertical designed for wind. 2) 4- 5- 1 5) 13- 0- 0 In - Plant Quality Assurance with Cq• 1 3) 8- 8- 0 6) 8- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X- Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-718/746,2-3.-484/479, 0- 4- 0 1 597 256 -675 B Pin 3-4.-388/522, 12- 10-12 1 562 0 -580 B H Roll BOT CHORD 7-6.-696/617,6-5.-93/121, PROVIDE UPLIFT CONNECTION PER SCHEDULE Webs 2-6.-262/477,3-6.-58/208, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 6-4.-599/581,5-4.-523/571, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr--------GLOBAL MAX DEFLECTIONS--------- 2- 6 477 0.13 C 6- 4 -599 0.44 C LL TL 3- 6 208 0.06 C 5- 4 571 0.54 C 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 ,, 4-4-0 6. 00 4- 10- 6 1 1 562# 2.50" 13- 0-0 , 7 6 5 10- 13-0-0 0- 11- 2) 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 Dog: Maronda Systems JBmbosabwnmth sRECTZN6CONTRACTOR. GRACING WARNIHCr at'; nglsmte,° dbyi'; b> ng .Bmin ntom is wmlsao, the batwing design ad wiich shun be cousiderad by elsebuilding dmgner. Bracing shown is for Weal mppm of trussDBgnr:TLY Chk: mcin Only to reduce tackling length. Provisions man be made to anchor lateral bracing at ends and specified Live TCLi16 . 0 s f p locatmmdeterminedbythebuildingdesigner. Additionalbracing orthe overallstructure may be required. (Sec HIB-91 ofTPI).Forspecific Iran bracing "yaircmeats, contact building designa.(TrttnFlue Imtindc TPIis located at 593 DOoorrio Drive. Madim., Wismmin 53719). TC Dead 7.0 pelf BC Live 10.0 psf BC Dead 10. 0 psf ITOTAL 43. 0 psf 4005 MARONDA WAY Sanford, FL. 32771 407) 3=- 0064 Fax (407) 32t-3913 TOMAS PONCE P.E. LICENSE 000050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 3817 WO: ARLR TI: Q 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Anaiyeis rroriie race: : aaa-a.vn nvaa uva,. ta+avaa+v te.ava..v tap. riav Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:R Qty:2 - I DESIGN INFORMATION This design is for an individual building component and hasban basedon information prenidedby thediem. The design. disclaims any responsibility for damage as a result of faulty or incorrect information. spaificatiom and/or designs famished tothe ass design. by the client and the =.in= - acctuacy ofthis information as it may rdne in a specific project and accepts on reputability or aereises on control with regard in fabrication. handling. shipment and installation oftmsses. This oua has been designed a an individual building component in accordance with ANSVFPI 1.1995 and NDS-97 in be incorporated asput ofthe buildingdnigo by a Building Designer (registered architect or professional engine.). When reviewed for approval by the building designer. the design loadings shoes most becheckedinbesorethinthedatasbowareinagreement with the local building coda local climatic records for wind or sow bads. pmjm specifications a saecul applied bads. Unless shown tr an bas not been designed for storage or occupancy bads. The deign ruuma compression chords (topsoorbom) are continuously braced by sheathing unless otherwise specified. Wherc bottom cbords intension are nor fully braced laterally bya properly applied rigidceiling theyshould be braced. amaximumspacingof10rVo.c. Conemins planshall bemanufacturedfrom20popbutdippedgalvavizdsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rion to fabrication. the fabricator shall reviewthis drawingto verifythat thisdrawingis in conformance with the fabticam/s plans and to realize a continuing responsibility for inch vesifmauon. Anydiscrepamies are to be put in writing before cutting or fabrication. Planes shall not be installed over kontholes. knits or distorted grain. Members shall be cit fortight rating wood in woodbaringComaenorplateshallbebaledonbahfacesof the truss with nails fully imbedded and shall be s)=. abedt thejoim umcssmherwise shown. A 5a4 pine is 5' wide x V long. A 6x8 pine u 6' wide x 8' long. Sloes (holes) red parallel tothe plate length specified. Double cuts on web members shill men at the ceranid of the webs unless othenrise sonata. Conuector plate sizes an, minimum sizes based no the fence shuwm and mayneed to be increased fedcertainhandling and/merection Caresses. This truss is nut in be fabricated with fire retardam treated lumber unless otherwise din a. For additional information on Quality Control refer to ANSVI71 1.199s PRECAUTIONARY NOTES All bracing and erection recom ncodatiom we to be folbwadin -.....rn.Y, wild *Handling Installingand Bracing'. HIB-91. Tmssaart to be handled withparticularrueduringbandingandbundling. deliveryand installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and fed resisting lateral fraces shall be designedandinstalledbyothers. Carefulhandling isessential and credion bracing is always required. Normal precautionary action fed wssn requires such temporary, bracing during installation parse mosses to avoid toppling and dominoing. The supervision oferection of trusses shall be under the control of per nperimced in the installation of trusses. Professional advice shall be sought ifneeded. Concentration of eonenmamn bads greater than the design loads :hall not be applied to trues at any time. No loads otherthan the waigbi ofthe erectorNall be applied to trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 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, Rzt. 1.0 Bld Type. encl L. 5.2 ft W. 5.2 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 -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 MAR. REACTIONS PER BEARING LOCATION----- R-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--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/625 0.08/625 2-1 Horiz. -0.03 -0.05 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 5-3-0 2 3.33 j 51# 1 17H 2x4 1.68 v.... ..... -Joint Locations ............... 1) 0- 0. 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLP 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) 16d Toe -Nails 1 TW 366# 9.56" 279# 2.50" 5-3-0 4 3 1-7-9 5-3-0 111- 8- 5) 15# 36# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRKWING TO BE GIVEN TO Don° Maronda Systems ERECTING CONTRACTOR, BRACING IN., Bracing sbm. on thisdraai.g is nut crectim bracing wind brad.& portal bracing or similar bracing which is put of the building design and wLicb must be considered by the building designs. Bracing showy er isforlaalsupport of manDsgnr : TLY Chk : members only toreduce buckling length. Provisions, must be made to anchor lateral bracing inends and spaded TC Live 16 0 locationsdeterminedbythebuildingdesigns. Additional bracing of the overall anncture may be require& (See HIB-91 psf p4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 of TPl).For specific truss bracing regoiremems. contact building designs.(Tmss Plate Institute. TPI is located at 593 Monoeic, Drive. Madison. Wisconsin 53719). TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf ITOTAL 43.0 psf Scale = 0.4549 WO: ARLR TI: R 8/ 26/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: macrrx Anaiy6la --is ro,.aa. 1...tau........ .......... .... . .... . .yeses.. Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:R1 Qty:2 - DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... This design is for an individual building component and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 5- 3- 0 hasbeen baud m information provided by the diem. The WB: 2x 4 SP 03 Shim or wedge if necessary to achieve full 2) 5- 3- 0 4) 0- 0- 0 designer disclaims any responsibility for damages ass 2x 4 SP #2 4- 4 bearing. TOTAL DESIGN LOADS------------ resnitofranityorincorrect inrormation.spailkations All COMPRESSION Chords are assumed to be In -Plant Quality Assurance with Cq. 1 Uniform PLP From PLF To adlor designs famished in the tress designer by the client itcontinuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 and thecorrections or accurtcyofthis information as may relate to a specific project and accepts ern Right End vertical designed for wind. X-Loc BSet Vert Horiz Uplift Y Type BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 responsibility maereisaWcontrol with regard toWndLod per ASCE 7-02, C&C, V. 125mph, 0- 4-13 1 359 172 -509 B Pin Concentrated LBS Location rabricarime handling, shipment and msullauonofmusa. H. 15.0 ft, i. 1.00, Exp.Cat. B, Rzt. 1.0 5- 1-12 1 236 0 -362 B H Roll TC Vert L+D -27 2- 0- 5 This moo has been designed as an individual building componentinaccordmcewith ANSVTPI1- 1995and Bld Type. encl L. 5.2 ft W. 5.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE BC Vert L+D -41 2- 0- 5 NDS-97 to be iocmpwated as pan ofthe buildingdesign in END zone, TCDL. 0.0 psf, BCDL. 0.0 prof FORCES (lb) - Max Compression/Max Tension TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. by a Building Designer(registered aRhilml or Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2.-63/25, 1- 2 63 0.34 C 4- 0 -265 0.34 profmionalmgimr). wbareviewed fmapproval by WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr BOT CHORD 4-0.-265/171,0-3.-23/21, 0- 3 -23 0.46 the building design., the design loadings mowmost be3- 2 254 0.09 C 0- 0 248 0.39 CWebs 3-2.-101/254,0-0.-166/248, GLOBAL MAX DEFLECTIONS --------- chucked in be sou that the datamowere in agreemmLLTL with the local building coda. local climatic records fan wind or snow bads project specificationsor special in./Ratio in./Ratio Jnt(s). applied bads. Unless shonatruss has nobeen designed I.Span 0.08/285 0.08/609 1 for storage or company bads. The design asvmes HOr1 z . 0 . - 0 . 0 5 NA 3 ecto, ins chords (top or botmm) are continuously Max ction L/380 0.00 DL Deflection b,.dbyshathin .nimotharisespecirl-d wherebroomebordsintensionarenotfully braced laterallyby. Long term deflection factor . 1.50 properly applied rigid ceift they should be braceda a daimons spacingof I(r-0' o. c. Comecter plain shall bemanufactured from20 gauge but dipped galvanized sued entering ASTM A 653. Grde 40. cedes mhawise shown. 5-3-0 FABRICATION NOTES 1 2 Rion to fabrication, the fabricator shall renew this drawing to verify that this drawiag is in cost ante with 3.33 the fabricames Plans and to realize acontinuingresponsibilityforeachverification. Any discrepanciesare Attach with (4) to be put in writing bert recuttingcfabrication. Plata mall not be installed overknotholes knouora;vonedj 27# 2x4 16d Toe -Nails in. Members all be an for light ruling Hood to woad gashall baring. Connector plates shall be lootedonboth fad of Use truss Nith nails IWIy imbddd and shall be s)m. aboutthe jointvdmotherwise shown. A 5x4plate is 5' wide a 4' bog. A 6x8 plate is 6' wide a 8' brig. Slots (bola) ran paNlel in the plate length specified. Double cuts on web members mall meet as the cemmid of the webs valets othmise mow. Comncmr plate sizes are minimum 3x4 pm based ors the foxes show and may need to be 2-2-8 6x12 Attach with (2) incre., for certainhadhng adforerectionstresses, This ws is nog mbefabricatedwithfate retardant treated For+dditiooal 16d Toe -Nails lumber moles otherwise mowu ANSIfrPI 2x4 information m QualityComolref. m 1. 1995 0- 6- 1 0-7-8 3x4 0-7-8 PRECAUTIONARY NOTES All bracing and erection recommendations are to be folbwd in accordance with'Hadling Imalling ad Bracing'. HIB. 91. Triassic; •reb be handled with delivery 1.68 particular cart during banding and bundling- and installation toavoiddamage. Trmporary and permanent bracing for holdingmosses ina straight and plumb positionandfa resisting lateral force shall be designed adinstalled by others. CuePol handling isessential ad a action r noise is quires sryvired Normal acing dmerry anion formoues s; pl bracing during 0uuirostovoidtoinstallationbetweenwoes m awld toppling and dominoing. Thesupervisionoferectionofwisesshallbe under the control ofpersons experiencedin the nstallation of mosses. Profl advicemall be sought 359# 9.56" 236# 2.50" if trrded. Commotion of wnansaion loads grater than the design badsshall on, be applied in ninnies. R time. 5-3-0 L No bads other than the wci& of the.ctons shallbeL _ appliedm mosses until afterall faaening and bracing is a 2 Al 1-7-9 41 5-3-0 RI- 8- 5) 41# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: RIAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO M a ro n da Systems SRBCTING CONTAACTOR. aRACZNri NARl7INGr' mownmthisdrawing is na r'co m bracing. wind bracing. itde pow bracin or similarbeingwhichis • pore oftbtbmildmg design ad w4ich moo b< consid.d by thebuidingde9gts.. Bracing shown is fan lateral support of mots DBgnr : TLY Chk members only breducebuckling length. Rovisimacoma be made to anchor lateral bracing at ends and tpeclfid TC Live 16 . 0 psf P locations determined by the building designer. Additional bracing of theoverallstructuremayberequired. (Sec HIs-91 ofTPI).Pur specific tmss bracing regmir®ents. contact building dssgner.frrvsPlatelnstituMTPIislocatedat593DVwfiioDrive. MMadiisoawisconsin53719). TCDead7.0 psf BC Live 10.0 psf BC Dead 10.0 psf ITOTAL 43. 0 psf 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE OWS0068 1005 VANNESSA DR. OVIEDO FL 32766 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 Analysts rroriie racn: Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:S1 Qty:2 - I DESIGN INFORMATION This design is for an individual building component and hasbeen bard on information prwidcd by the client. The design. disclaims any responsibility for damages u a result of faulty or incorrect information, specifications and/or designs famished to the arms design= by the client and the cros.orcss or acemacy of this information a it may rein, to a specific pmjea and accepts no responsibility or exercises oncoabol with regard to fabrication. handling. shipmcm and installation ofmosses. This truss has been dcsiVxd a an individual building compooem in andaccordancewithANSVfPI1-1993 a NDS-97 tobeincorporated n pan ofthe buildingdesign bya Building Designer (registered sschitat or professional engnc.). When reviewed forapproval by the building designer. thedesign loadings shownmost becheckedtobesmethatthedatashownareinagreement with the low building code. local climatic records for wind or moo, loads. project specifications; or 9-ia1 applied bads. Unless shown crass has nor been designed for storage . occupancy bads. The design assumes compression clads (top or bottom) are continuously braced by sheathingunless otherwisespecified. Where bottom chords in 'notion ere not rutty braed laterally by a properly applied rigid ceiling. theyshould be braced at maximum spacing of 1V-0' o,c. Camcca plates shall be manufactured loom i0 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. tan en otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify tbn this drawing is in conformance with the fabricators plans and to realize acontinuing responn'bility for suchvoifeation. Anydixrcpanci. are tobepot inwritingher= coning or fabrication. Plate shall not be installed over knotholes, knots m distorted grain. Me nsm shall be an fm tight fitting wood to wood baring. Connector plat. shall be located on both fans of the cuss with Dads full• imbedded and shall be s)m. show bejoimmetes. otherwise shown A 5.4 plate is 5' wide x 4' long. A 6x8 plate is 6' widex 8' long. Shut; (holes) innparallel to the plate Imgb specified. Doablecats onwebmembersshallmeetatthecennoldofthewebsunless otherwise down. Corneca pine sizes arc minimum sinsbasedon the fortes shown and may need to be increased for certain handling author erection stresses. This muss is am to be fabricated with fue retardant tuned Iamber unless otherwise dawn. For additional information on Quality Control ref. to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection re codatiom are to be followed in accordance with'H-Alin& Installing and Bracbngm. MB-91. Trussesare mbe handled with particub r ate during banding and bundling. delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holding uuaes in a straight and plumb position and forresisting lateral fortes shall be designed and installed byothers. Cuefd haodlivg is -3 al and an aeon bracing is always required. Normal prmmi(nal)' action for oases requiressuch temporary bracing during installation between trussesto avoid topplingand do mining. Thempemsion oferection ofantes shall be under the ccuuol ofpersons experienced in the installation of crosses. Professional advice shall be sought if raided. Coccadnoion of construction Wads gr at= than the design Wads shall not be applied to Imsses at any time. No bads other than the weight of the rsecton shall be applied to trusses until A. all fastening and bracing is completed. TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WE: 2x 4 SP #3 continuously braced unless noted otherwise. GEL: 2x 4 SP #3 WndLod per ASCS 7-02, C&C, V. 125mph, MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 composite result of multiple loads. Bld Type. encl L. 6.7 ft W. 6.7 ft Truss L. and R. End verticals designed for wind in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf This truss has not been designed for ROOF impact Resistant Covering and/or Glazing Req PONDING. Building designer moat provide FORCES (lb) - Max Compression/Max Tension adequate drainage to prevent ponding. (0.25 TOP CHORD 1-2.-63/86,2-3.-63/86,3-4.-63/86, in./ft. min. slope to drain). Truss must be 4-5.-63/86, marked to prevent UPSIDE DOWN erection. BOT CHORD 10-9.0/0,9-8.0/0,8-7.0/0,7-6.0/0, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr Webs 10-1.-43/113,9-2.-87/216, 10- 1 113 0.20 C 7- 4 178 0.41 C 8-3.-98/235,7-4.-67/178,6-5.-6/2, 9- 2 216 0.41 C 6- 5 -6 0.17 C--------GLOBAL MAX DEFLECTIONS--------- 8-3 235 0.41 C LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 4-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 3-0-0 6-8-0 1 2 3 4 5 20 2x4 2x4 20 2x4 al Iffli 2x4 2x4 2x4 2x4 2X4 Joint Locations ............... 1) 00- 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 ' @ I I 124M 8.00" 1 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale us 0.3949 WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO sascrlNO coNTaAcroa. eaACINo NAaxINOr egg: TI: S1 LMaronda Systems Bracing shwa on this drawing it a* erection and by wind bndng pooll bracing a similar hieing which is pun of DB r : TLY Chk : e / 2 6 / z Q Q s thebuildingAesigoandwticbmustDeconsideredbyUnabuildingdesign.. Bracing drawn is for lateral mpptm of wss membersonlytoreducebucklinglength. Provision most he madetoanchorlateral bracing at ends and specified TC Live 16.0 psf Lbr DF : 1.25 Wcationsdeterminedbythebuildingdesigner. Additional bracingof theoverallstructure may be rcquud. (See HIS-91 p of TP[).Foe spaife cuss bracing requirements contact building daipar. frmss Plane hmitoe. TPI is located m 583 P 1t DF : 1.25 TCDead7.0 psf 4005MARONDAWAYDomGioDrive.MadimaWisconsin53719). O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf 407) 321- 0064 Fax (407) 321-3913 TPI TOMAS PONCE P.E. LICENSE a0050068 BC Dead 10.0 psf Codee:: LA C-04 FLA 1005 VANNESSA DR. OVIEDO FL32766 1 TOTAL 43.0 nAf v4.7.21-8355 Design: matrix awaayetin -a eta. c.1... wet ..-.,... x .-- . -- I—- w -- I e Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:U Qty:6 - I DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the diced. The design. disclaims any responsibility for damagesasa null of faulty or incorrect informatice. specific tioos and/or designs famished to, the tea design= by the client and the cornecmea or acevracy of this information a it may relate to a specific project and accepts no responsibility or u.eises on control with regard to fabrication, handling shipment and installation ofwssei This units has bees designed a an individual building compound in accmdancc with ANSVfPI 1-1995 and NDS-97 to be incatponted as pad of the building design bya Building Design. (registered ambitect or professional engine.). When reviewd Ibr approval by the building designer. the design loadings shown must be checked to be ran thatthe data hewnm in 1ga mens with the local bnildirg codes. local climatic records im wind ormow bads. project specifications or special applied loads. Unless Kowa must basnon ben designed for storage or occupancy bads. The design assumes compression chords (top m bottom) arccontinuously braced by sheathingunlessotherwisespecified. Where bottom chords in tension are our Polly braced lamorally by a properlyappliedrigidceiling. they should be lanced d a maximum spacing of 104' O.C. Connecer Plates shall be mawrace d (hum NJ gang: butdipped galvanized sled meetingASTM A653, Grade40. unlessotherwise shown. FABRICATION NOTES Prim to fabrication. the raheieaer dull review this drawing toverifythat this drawing is inconformancewith the fabricator'splansand to rnlina cominaivg uponabiliry for v. such ifxatioaptAdiscrcpmcies are to be pat in writing berme tatting or fabrication. Plates dull cut be iraralled over knotholes. Imota or distorted gain. Members dull be rat for tight fining wend to wood bearing. Corm o r platesshall be looted on both fans of theneawithnailshillyimbeddedandshallbesym. abed the jointunlessotherwiseshown. A3a4 plateis5' wide a 4' long. A 6x8 pate is 6' wide x 8' bug. Slots (boles) mn parallel to the plate length speeired. Doable cuts on web members dull meea al the can old of the wentunless otherwise dawn. Cormasm plate sixes are minimum size baud on the fomo dawn and may need in be increased fm certain handling ad/or erection messes. This now is roc to be fabricated with fire muNanl created lumber unless otherwise shown. For additional information on QualityControl refer toANSVrPI1.19" PRECAUTIONARY NOTES All bracing and erection recommedaio is m in be followedin accordance with'Handling. Instilling and Bracing'. 141e- 91. Trusses me to be bandied with paticatho am during bandingandbmdling deliveryandinstallation to avoiddamage. Temporary andpermanent bracing for holding trusses in a straight and plumb position and for resittinglateral forces dull be designed andinstalledby others. Catefol handling is essmiat ad cream bracing is always required. Normal premmucc ary action for woes reQttira such temporary bracing during imullauoo burn truces to avid toppling and drsmiming. The wp. vision of erection ofwiresshall beunder the control of pawns espaienced inthe inswimiou of wan, professional adviceshall be sought if needed. Concentration of aucartaction hods grater than the design loadt shall not be applied m crosses at ray time. No loads other than the %Tight of the crectors shall be applied a trusses until after all fadning and bracing a TC: 2x 6 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-33/0, BOT CHORD 1- 3.-13/4, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 171 124 -303 B Pin 2-11- 4 1 75 109 -198 T Pin 2-11- 4 1 53 0 -25 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-0-0 2 6.00 C/ L: 2- 11- 4 75# 1.50" 2- 1-12 0-6-6 j, 3.00 Face = 0- 2- 8 8_0 171# 8.00" 53# 1.50" 3-0-0 0-10- 8. 3-0-0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Laronda Systems Bracingshownctthisdrawingisoorerodioohtacing.w;ding.porWbradngmd inaw isapanof the building design and whichmad for be considered bythebuildingdesigner. Bracing thown is Iam amp —pars. of trustmembers onlyto buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by thebuilding designer. Additional bracingof the overallstructuremaybe require. (Sm MB-91 of TPliFor Wnrifrc euaDicing sryair®eoq contact building dedgner.(Troa Plate Institute. TPI is located .1583 4005 MARONDA WAYa000frioDrive. Madison. w scomin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE NW50068 1005 VANNESSA DR. OVIEDO FL 32766 a..Joint Locations ............... 1)0- 5- a 3) 3- 0- 0 2) 3- 0- 0 4) 0- 5- 8 WndLod per ASCE 7-02, CBC, V. 125mph, H. 15.0 ft, 1- 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 3.0 ft W. 3.0 ft Truss in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -33 0.14 A 1- 3 -13 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 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: ARLR 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 TOTAL 43.0 oaf v4.7.21-8356 Design: Matrix Analysis rruua. r ..; bi Job: ARLINGTON K Customer:10# UPLIFT D.L. WO:ARLK TI:V Qty:2 - DESIGN INFORMATION This design is for an individual building component and has ban based on information provided by the diem. The designer disclaims any resyonsibility for damages as a 11 of fanlly or mnc nseci bl(mmmion. specificatiats and/or designs fomisscd tothe wen designer bythe client adthe conecmesor ccancy ofthis informationas it may mine to aspecific project and accepts no responsibility or exercises no control with regard to fabrication, handling shipment and installation of hoses. This truss has been designed a an individual building component in accordance with ANSVfPI I.1995 and NDS-97 in be i ..tperaed as pan orthe building design by a Building Dcsipa (registered ambim" or professional engines). Wben reviewed for approval bythebuildingdesigner, thedesign loadingshowo masshe chased in be sure that the data sho.m ale in agreemem with the local building cods, local climatic records for ind ormow bads, Project specifcatiom orspecial applied bads. Unless; sho.a truss has not been designed forstorage or occupancy bads The design ssm sees compressions anodes (top or banner) ale contimmusly braced bysheathing unless otherwise specified. Whore banner chow in tension are out follybraced maalty by, properly applied rigid ceiling. they should be braced at maumum spacing of10-0' oe. Co®ector plaza dta11 be mamfmar red loom 20 page her dipped galvanized nod meninx ASTM A653. Grade44 unless otherwisesbowm. FABRICATION NOTES Rim no fabrication. the fabricator shall review this hawing to vaify that this drawing is in a ssimmaoee with the fabricators plan and in realize a continuing rtspowbility for suchverifcatioo. Mydiscrcpancin are to be pot in writing before cutting w fabrication. PlatesIrotbeinstalledovamwmles, mots ordinaned grain. Members shall bean for tight fitting wood to modbearing. Connector plates shall be located on bah taco of the trust with rails fully imbedded and shall be sym. about the joint antes otherwise slam. A 514 plate is 5' wide 1 4- bag A trail plate is 6' wide 1 g' long. Sots (holes) rum parallel to the pine length specified. Double cats at web members shall men at the cemmid of the %-dz uses othauim sbowm. ndn are ConnectorPlateSiaminimumsizes based onthe focalshown and may acedtobeiac., fm - ruin hamdliag andfor cmcdon messes. This crass is no to be fabricated with me randm treated lumber unless othawtX "sm. For additional iofomation as Quality Control rtfa in ANSVTPI I-1995 PRECAUTIONARY NOTES All bracing and erection rtcommatdationt are to be fun.wedinaccordance .ids'Hmdliog Installing and Bracing'. MB- 91. Trasa arc to be handled with particular cartduringhalingalebundlingcidnetyandinstallation to avoid damage. Temporary and permaomt brcing for bolding than in a straight and plumb position and forresisting lateral fortes shall be designed andinstalledbyother. Careful handling is essential and emaion bracing is ad..)s required. Normal precautionary action for hosesre ptirssuchtemporary l rang during installation berween matter to avoid toppling and dam)noing. The mpavnstom oreration of arose, duds be mda the control of persons caperimcdin the installation of tmsez professional advice dull be sought if needed. Coneentrslionof con sa ctian Inds greater than the design loads that not be applied to Irussms atentry time. No bads other than the might of the erectors shall be applied in manses mull after 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 trues is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 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 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 129 87 -234 B Pin 1-11- 12 1 51 77 -135 T Pin 1-11- 12 1 36 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-8- 0 0-6- 6 2-0- 8 1 2 6.00 GL: 1- 11-12 51# 1. 50" 0-4- 2 0-4-2 3.00 Face = 0- 2- 8 0-8- 0 H 129# 8. 00" 36# 1.50" I2-0- 8-88 43 0-10- 8 2-0-8 R0- 3- 9) 14 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SKEET. A COPY OF THIS DRANINO TO BE GIVEN To ERECTING CTOR CONTRA. BRACINGNARNING. Maronda Systems Braced—oonthis io not a bddngwid eingposta,inamo,ni b,,eiw his.panof the building design andnticbnun be comaced by thebuilding designer. Bracing shownis forlateral mppon orm,ssmembers onlyto reduce bottling length. Provisions must be made to anchor lateral bracing at ends and specified locations daamined by the building designer. AAAW-al bracing orthe overall structure may be ralaired. (Sec NIB-91 on.r contact building dwgna.(Tras Plate trw mu TPl is incased al 583 4005 MARONDA WADofrio Drive. Mad n. bracing 53719) Sanford, FL. 32771 407) 3=- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rt0050068 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, CBC, Ves 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Kzt. 1.0 Bld Type. encl L. 2. 0 ft W. 2.0 ft Truss in END zone, TCDL. 0. 0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2a-4/ 23, HOT CHORD 1-3.-8/ 2, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1. 50 Attach with (2) 16d Toe - Nails 1-2- 8 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale =0. 6795 Eng Job: WO: ARLK Dwg: TI: V Dsgnr:TLY Chk: 8/26/ 2005 TC Live 16.0 psf Lb 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 Analyals rroriie racn: c: rtsa-s.vn svarsc srwa aua.n nns.nw.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:VT30 Qty:l I DESIGN INFORMATION This design is rot an individual building component sad hasbeen based on information provided by the diem. The designer disclaims any responsibility for damages as a resolt of faulty or incorrect information. specifications adlar designs furnished tothe truss; designer by the clim was the corramess or accuracy ofthis information as it may relate to a specific project and accepts no responsibility or eaerciscs to coauol with regard to fabrication, haolm& shipment and imWlation ofunssm This tins has been designed as m individual building wmpon= 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 pofessiomd mginm). When reviewed rar approval by the building designer. the design loading shown most becheckedtobesuethatthedatamownareinage®mt with the local building code, local climatic records for windor mow loads. project specifications or special applied loads. Unless mown tmn has tom been designed for storage in occupancy loads. The design assumes compression chords (top in bmmm) are continuously braced by sheathing unless othawisc specified. Whore boaom chordsintension are ram fully braced laterally by a properly applied rigid ceilwg they should be braced in a maximum gating of 10'-0' o.c. Connector plate shall be mamGctmed from 30 gauge hen dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verify than this drawing is in Conformance with the fabricatofs plans and to realize a continuing responsibility for such verification. Any discrepancies are tobe per In writing before cutting or fabrication. Plates mall ram be milled over tmtholes. Imoas or distorted grain. Members dull be am for tight fitting wood to wood hearing. Connector pales mall be located on both fans of the truss with trails fully imbedded and shall be sym. Ali= thejoinomle iotherwiseshown. A Ss4 plac uP widea 4-hang. A 6sg plane is 6- aide a g' long. Slots (hole) men parallel to the plus length specified. Double cuts onwebmembersmallmeetatthecenboidofthewebsomen otherwise shown. Connector plate sizes are minimum sizes baudon the fortes shownand may need tobe incscasd for certain handling and/or erection stresses This trots is not to be fabricated with fare retardants treated Lumber ad- otherwise she-. For additional information onQuality Control rtror to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection rCCammendnl0ns are to be followed in -cordancc with'Hatdlin& Installing and Bracing-, HI8-91. Trussesare to behandled withpamicithrateduringbindingandbundling, delivery zedinstallationtoavoiddamage. Temporary and permanent Liming for holding crones in a straight and plumb position and for resisting Lateral forces shall be designed and maalled byothers. Careful hmdlwg isessemial and cationbracing is allays required. Normal precautionary action foe uosses requires such temporary bracing duties immolation between manes to avoid toppling and dominoing. The supervision ore,ectionoftmseseau beundertheconbolofpersonsexperiencedintheinstallation of tmaes. Professional advice shall be sought if ceded. Concrn adman of wnmuetion Loads gran than are design loads slallnot be applied to trttnc inany time. No bads other than the weight of the a cctonshall be applied to utu es until after all fastening and bracing is completed. TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WB: 2x 4 SP #3 continuously braced unless noted otherwise. GBL: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, MULTIPLE LOADS -- This design is the He 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 composite result of multiple loads. Bld Type. encl L- 6.0 ft W. 6.0 ft Truss L. and R. End verticals designed for wind in END zone, TCDL- 0.0 psf, BCDL. 0.0 psf This truss has not been designed for ROOF Impact Resistant Covering and/or Glazing Req PONDING. Building designer must provide FORCES (lb) - Max Compression/Max Tension adequate drainage to prevent ponding. (0.25 TOP CHORD 1-2.-46/64,2-3--46/64,3-4.-46/64, in./ ft. min. elope to drain). Trues must be BOT CHORD 8-7.0/0,7-6.0/0,6-5.0/0, marked to prevent UPSIDE DOWN erection. Webs 8-1.-42/117,7-2.-88/242, WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 6-3.-99/272,5-4.-34/93, 8- 1 117 0.12 C 6- 3 272 0.21 C--------GLOBAL MAX DEFLECTIONS--------- 7- 2 242 0.21 C 5- 4 93 0.11 C LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 4-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor a 1.50 2- 3-0 6- 0-0 l 2 3 4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 ranee. Joint Locations ............ 1) 0- 0- 0 4) 6- 0- 0 7) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- 0 3) 4- 0- 0 6) 4- 0- 0 In - Plant Quality Assurance with Cq. 1 MAX.. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 79 64 -125 B Pin 5- 10- 4 1 70 -64 -101 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 64 0.06 A 8- 7 0 0.02 2- 3 64 0.07 A 7- 6 0 0.02 3- 4 64 0.07 A 6- 5 0 0.02 2- 3-0 RAXXXXXXXXXXXXXXXXM 1 t I I 70H 3.511 I1EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4628 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Bracingshown cm this drawingi:ncre enbracing. wind brion.parbracing beangw ehisapan of the building design and which must be considered by the building designer. Bracingmown is fen liters supper of trustmembers only toreduce battling length. Provisions mesa be made to anchor lateral bracing at ads and specified locations determined by the building designer. Additional bracing of the overall smatters my be required. (Sce MD-91 of TPI).For specificbonbracingrequirements, contact building designer.(Tru s PlateIaaitme. TPI is located in 593 DOwfrictDrive.MadimaWisconsin53T19F EngJob: Dwg: DSgnr: TLY Chk: WO: ARLR TI: VT30 8/26/ 2005 Maronda Systems TC Live16 .0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf ITOTAL 43.0 psf Lbr DF : 1.2 5 Pl t DF : 1. 25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 21-7961 4005 MARONDA WAY Sanford, FL.32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE a0050060 1005 VANNESSA DR.OVIEO0 FL32766 Design: Matrix Analysis rrora. ie raen: Nesavaanxeaaaa,n%v a.a s,. k,an Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:VT40 Qty:l w I DESIGN INFORMATION This desipa is far an individual building eomponem and hasbeen basedon information provided by theclient. The designer disclaims any responsibility for damages as a result offaulty or incorrect information. specifications and/or designs famished to the until designs by the client and the cocectom or accuracy ofthis information as it may relate to a specific project and accepts an responsibility oraereisat ancontrol with regard to fabrication, handling shipment and imW W Woftrusses. This una has been designed as m individual building component in accordance with ANSVfPI 1.1995 and NDS-97to be incorporated as pusofthebuildingdesign by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design ba&p shown must be checked to be tort that the data shown are in agreement with the local building codes. local climatic records for wind ormow bads, project specifications or special applied bads. Unless sbowa Crass has am been designed for storage or occupancy bads. The design assumes onam t . chat& (top or broom) arc continuously braced by sheathing unless otherwise specified. Wherebottomchordsintensionareamrallybracedlaterallyby a property applied rigid eciting. they should be braced at a minimarespacing of I VA' o.c. Connector plates shall be factored eons 20 gaugebut dipped galvanizedHeel meeting ASTM A 653. Grade 40. adess wherwiw shown. FABRICATION NOTES Prior in fabrication. the fabricator shall review this drawing to verify thatthis drawing is inconformance with the fibricatofs plans and to realize a mminaing responsibility for such verification. Any discrepanciesare to beput in writingbefore tatting or fabrication. Plates shall nor be installed ova knotholes, khans or distorted grain. Members shall be at for tight fitting wood to wood bearing Conrrstm plain shall be bested an bah fans of the true with nails full' imbedded and shall be syra. about the jointdototherwiseshown. A 5a4 plus u5e wide sV long A 60plate is 6' widea 8' long. Slots (holes) ran parallel to the plate length specified. Doable cuts an web membersshalltomathecentmidofthewebsralessotherwiseshown. Coamcter plate sizes are minimum livesbated anthefortesshown and may need to be increased for certain handling and/or unction straw. This una is nor tobe fabricatedwith fie retardanttreated lumber milm otherwise shown. For additional information ao Quality Control refs to ANSVf PI 1-i995 PRECAUTIONARY NOTES MI bracing and section recommendations ara to be followedin accordance with 'Handling. Installing and Bracing'. H10. 91. Traces are to be handled with particular are during bodingandbundling deliveryandinstallation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed andinstalled by others. CarePol handling is essential and crmion butting is always rcquird. Normal precautionary action for classes rap.ires such temporary bracing during installation between amuses to avoid toppling and dominoing The mpervisiaa of erectiou oftrusses shallbe mods the control of pumm aperienedin the installation of bmacs. Professionaladvice shall be sougla if laded. Concentrationof lmmartiaa bads grata than the design Ins& shall not be appliedtotrusses atany time. No loads other than the weight of the sectors mall be applied to cusses until after all fastening andbracing a TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L. 3.0 ft W. 3.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 • 0.00 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with 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 7 2 4. 00 r=F Ift' I M01EMIR,, A INILIArA, MrAijo 3-0- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SEERY. A COPY OF THIS DRAVING TO BE GIVEN TO RRECTIN(i CONTRACTOR. BRACING WARNING. L arondesSystemsBracingshownnuthisdrawinganotenemabracingwindbracingpostalboring orsimilar baring which is pan of the building design and which most be considered by the building designs. Bracing shown is for lateral support of arm membersonlyto reduce buckling length. provisions man be made to anchor lateral bracing a ends and specified locations determined by the building designs. Additional bracing of the overall atracture may be roryired. (Sec MB-91 ofTPl).For specific trot bracing rtsryiremeuts. eamact building desipar.(Trm Plate laminae. TPI is located at 583 4005 MARONDA WAY D'Omf nDdvtMadimn. Wisconsin 53719) Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 1005 VANNESSA DR. OVIEDO FL 32766 il............Joint Locations ............... l) 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 aa 0.8648 Eng Job: WO: ARLR Dwg: TI: VT40 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pg;f TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rror>.a.e ra L.: t:: kaasa-n,.va kntaankuuun kas+tua. kauvun t. +v.r+.. Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:VT41 Qty:l w DESIGN INFORMATION Thisdesignisforanindividual buildingcomponem and has ban bused on information provided by the client. The design. disclaims any responsibility for damages as a resultoffaully orincorrect information, specifications and/or designs famished m the truss design by the eliem am the corramm or acesracy ofthis information a it may nine to a specific project and accepts no responsibility or c%mises no control with regard no fabrication, handling• shipment and inswianom oftmssn This truce ba btu designed a an individual building component in acemelance with ANSIIrPI 1-1995 and NDS-97 mbeincorporated as W ofthe buildingdesign by. Building Designer (registered architect or professional engineer). What reviewed fro approval by the building designer. the design loadings shown must be checked mbesure that thedatashown are in agreement with the local building coda local climatic recmds fro windm sow, bads, Project specifications or special applied loads. unless sho r, M. bet ram been designed far storage or occupancy bads. The design assures compression chords (topor bottom) arccornincnsy brad bysheathing team otherwise specified Where: boom chords in tension are out Polly braced laterally by a property applied rigid ccihmg they mold be braced at a maximum spacing of IOO' oe. Conaetor plates shall be manufacturedfrom 20gaugebut dipped galvanized SIM meeting ASTM A 653. Code 40. unless otherwise shown. FABRICATION NOTES Prior m fabrication. the rabricmr shall review this drawing or verify that this drawing is in conformance with the fabricames plans and no realize a continuing responsibility forsuch vailicatin. Any discrepancies arc to be pet in writing before coning or fabricatin. Plato dull rot be installed ova Imotbola knots or distorted grain. Members shag be an fro tight Bating wood m wood hearing. Coruaoerm plates shall be located on bah tam ot the uua with rails fully imbedded W shall be s)m. abotd thejoint unless otherwise shown. A 5a4 plate is5' wide x Vlong. A6xe plat is6' wide x 8' long. Slots (boles) run parallel mthe plate length specified. Double cats on web members dull meet an the cmroid ofabc webs unless otherwise shown Canecmr plan Sim are minimum sizes based on the faces shown W may .reed m be increased fro certain handling and/or satin slimes. This uses is not to be fabricated with flit retardant created lumber onlmotherwise shown. For additional imfmmstin on Quality Comru1 refer m ANSVrPi 1-1995 PRECAUTIONARY NOTES All bracing and erection mommendniom are m be1b11uwedinaccordancewith'HaaWiogInstalling W Brains . HIB-91. Trusses are m be handled with particular care during banding W bundling ddlsety W installation to avoid damage Temporary W p-na-m bracing fro holding trusses in a Straight and plumb position and for resisting lateral forces shall be designed W installed by others. Carelbl handling is essential and erection bracing is always ra uired. Normal precautionary actin fro trusse, reclaim such I®p sit ry bracing during installationbetweenmosses m avoid topplingand domimoing. The supervision ofactimo ofmosses shall be under the control ofperson e5ep.ienced in the installation oftraam. Professional advice shall be sought if needed. Concentration mf eonstnction Inds grata than the design loads shall not be applied to trusses at any time. No bads other than the Wright of the erectors shall be applied to trusses mail ally all fastening 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, BOT CHORD 1-5.0/0,5-4.0/0, Webs 5-2.-144/439,4-3.-24/68, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 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, CBC, V. 125111ph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 6.0 ft W. 6.0 ft Truce 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- 2 112 0.15 A 1- 5 0 0.11 2- 3 41 0.16 A 5- 4 0 0.07 sa..=...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 MAR. 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 6-0-0 1 2 3 4. 00 2x4 2x4 6-0-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIvW TO ERECTINO CONTRACTOR. BRACING WARNING. Ma Con des Systems erang shown atthis drawing is not erection bracing wind timing penbracing albndm similesra bngwhich is a pat of the building design and which moa be considered by thebuilding designs. Bracing shorn is for 1-im support of tressmembers only to reduce buckling length. Provisions most be made to anchor lateral lowing at ads W specified locations determined by the building designer. Additional bmiug of the overall so uctme may be mryited. (See HIB-91 of TPI).For specifre truss braing requirements, contact building designer(Truss Pine Institute. TPI is lowed at 593 400S MARONDA WAY Donofrio wive. Madison Wisconsin 53719). Safford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1100050068 1005 VANNESSA DR. OVIEDO FL 32766 2- 0-0 Scale = 0.6520 Eng Job: WO: ARLR Dwg: TI: VT41 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 oaf v4.7.21-7978 Design: Matrix Anaiyeia rr vr, a. secs r.ua: v.:lamas-a,v,w vavanvvva,o v,,.vsvtaaa..... t. w=a.k,as Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:VT42 Qty:l . ' DESIGN INFORMATION This design is for as individual building component and has been bused oninformation prm'idcd by thediem. The design. disclaims any responsibility fordamages as a result offaulty. incorrect information, specifications and/or design furnished to the baB designer by the cticm and the correctness or accuracy of this information a it may relate to a speeiftc project and accepu no responsibility or exercises ro control with regard to fabrication. handling, shipment and insullatLm ofMuses. This um has been designed as an individual building component m accondance with ANSVfPI 1-1995 and NDS-97 m be incorporated es pan of aloe building dingo bya Building Dcsipa (registered architect or professional engineer). When reviewed for approval by the building designs., the design loadings sbownt mast be checked to be sure that the dau shown are in ag eemem with the local building codes. local climatic records for wind or am. bads, project specifications or special applied bads Unlm shown, buss hats not been designed for image or neenpaney bads. The design asmmes compression chords (top or bosom) are continuously bracedbysheathingunlmotbawis-specified. Where bottom chords in tension arc not Polly braced laterally by a properly applied rigid ccilin& they should be braced at a maximum spacing of 1174r o.c. Connector plain shall be manufactured hum 30 gauge hotdipped galvanized stud mating ASTM A 653. Grade 4Q tnlm otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing m verify that this dewing is in coolbrmaree with the fabricarots plans and m rWier a cantiouing responsibility for such verification. Any discrepancies arc w be pot inwaiting before cutting or fabrication. Plates shall not W im Bled over kmthol., knots or disraned gain. Members :lull be ens fortight filing wood to wood haring. Connectorplatsshall be loafedan bah fansof the torn with nails fdly imbedded and shall be sym. abom thejointanitc otherwise shown. A 5x4 plate is 5' wide a 4' long. A 6x8 plate is6' wide a 8' long. Slots (boles) run parsllcl m the plate length specified. Doable cots on web members shall meet to the cemroid ofthe webs unless; otherwise shown. Connector plate size arc minimum sizes basedonthe forces shown and may aced tobe increased for certain handling and/or erection sues:.. This own is not m be fabricated with fate rasrdam created lumber unless otherwise shown. For additional infomatiun- Quality(bnMl refer to ANSVFPI 1.1995 PRECAUTIONARY NOTES All brxiog ad erection recommendations are to be followed in accordance with 'Handling. InsWling and Bracing% MB-91. Trusses are m be handled withparticularancduringbandingandbundling. deinvy and imullation to avoid damage. Temporary and permanm bracing for bolding Musees in a straight and plumb positionand for resisting lateral forces shallbedesigned and installed by others. Careful handling is essential and auction bracing is always required. Normal prmutiooary action forbusses requiressuch temporary bracing daring imullatioo between truces w avoid toppling and dominofng. The roper isimoferectionofbraces shallbe under the control of persons experienced in the installation oftruces. Prefenional advice shall be sought if nadtd. Concentration of construction toms greater than the design loads shall not be applied to uttsses at any lime. No bads other than the weightofthe erectors shall be applied to masses until after an fastening 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. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-18/26, BOT CHORD 4-3.-10/14, Webs 3-2.-50/99, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor . 1.50 T 0-9-4 1 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type- encl L. 2.3 ft W. 2.3 ft Trues 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 26 0.02 A 4- 3 14 0.05 2- 3-12 4.00 2x4 3x4 0- 9- 4 2x4} 2- 3-12 EXCEPT AS SHOWN PLATES ARE MfTek MT20 r IN WARNING: BRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIvRN TO BRRCTING CONTRACTOR. BRACING WARNING. Md rondd Systems Bracing shorn on this drawing is oat erection bredn& wind busing, penal bracing a similar bracing which is a pun of the building design and which most be considered by the building designer. Bracing shown is for lateral support oftruss members only to reduce buckling Iagh. Pmvivommostbemade toanchor bacni bracing at ends and specified cations determined by the building designer. Additional hating of the ov.a0 mtetme may be required. (See MB-91ofTM)Tor specific truss, bracing requiremms. comact baild'mg desiper.(Tross Plate butiorm TPI is located a 583 4005 MARONDA WAY D'Omfrio wive. Madison. Wisconsin 53719). Sanfoad, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SOOOSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations............... 1) 0- 0- 0 3) 2- 3-12 2) 2- 3-12 4) 0- 0- 0 Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 99 -101 -164 B Pin 2- 2- 0 1 99 0 -176 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 99 0.03 C Scale = 0.8559 Eng Job: WO: ARLR Dwg: TI: VT42 Dsgnr:TLY Chk: 8/26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: maCrxx Hnalyale raaaaaa. roe. a,. ... x....a-a,....x -- • ---. r ---- • --- .---•r-^ Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:VT43 Qty:1 ` ' DESIGN INFORMATION This design is for an individual building component and has been band oninforuutionprovided by thediem. The designer disclaims soy responsibility for damages a a rcmlt offaulty or incerrea information. specifclon"' andrm designs furnished to the truss designer by Litt clicm and the correcmm or accuracy ofthis information as it may relit to aspecific project and accepts on responsibility or escreists an csmuct withregard to fabrication. handling, shipment and installation oftmssm This Vass has ben designed as an individual building component in accordance with ANSVIPI 1.1995 and NDS-97to be incorporated as pan ofthe buildingdesign by a Building Design. (registered architect or professional mgimes). Wbm reviewed for approval by the building design., the design loadingsshown mow be cbakd to be ten that We data sbow are in agreement with the local banding codes. local climatic records fen wind . son. lids, projectspeifcatiws orspecial applied bads. Ualm shoaa true has out been designed for storage or occupancy bads. The design assumes compres . chords (topor botmm) m coetimonmny braced bysheathing unless otha vise specified. Whenbomomchordsintensionmtatrallybracedlaterallyby a property applied rigid ceiling• they ssauld be braced as a maximum spacing ofIV-0' O.C. Connector pines shall be manufactured from 20gauge butdipped galvanized act. meeting ASTM A653, Grade 40. unless otherwise saran. FABRICATION NOTES Prior to rabricatioa. the fabricator shall review this drawing to verify that this drawing is in conformance wins the fabricator's plans and to retain a continuing responn'biliry for each v'mrrcnion. Any dissrcpancin are to be pot in %Tiling before tuning or fabrication. Plates mall no be maalld over knotholes, knots or dWorted grain. Members shall bean fen tight fittingwood towood bearing. Conneaut plates shall be loated on bah facet of that: truss with rails toll' imbedded and stall be sym. aboutmejoinunlmoth.asse mow. A 5a4 plate is 5' aide x a' long. A 6.9plue is6' wide x 8' bag. Sots (but.) ton parallel W she plane lengrh specified. Double cuts onPlebmembersshallmectatthecamoidofthewebsunless otherwise mow. Connector plate sifts are mimmom sizes based on the fortes mown and may need to be increased fen certain hadlimg and/or erection stresses. Thistens is not m be fd rimed with rue rerudam treated lamba adm otherwise sbur- For additional i»farmation on. Quality Cement rcf. to ANS VfPI 1-1995 PRECAUTIONARY NOTES Allbracing and erection rccommeadaniomatem be rollo-d in accordance with'Hand ing. Installing and acing', N18.91. Trnsses ere to be handled with puticulu arcduring banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for bolding trusses in a stnigba ad plumbpositionandforroastingWenforcesshallbedeignedandinstalledbyothers. Caregtl bandling is menial and action btacing is aMa)'s required. Normal preard nary action for trusses requires tacit temporary bracing during insutlnion between basses to avoid toppling and domiaoing. TTK mpervisionof erectionoftenses shall be under the coomol of persons experiencedin the innallmine of tenses. professionaladvice shall be sought if needed. Concemsnion of smwrmmion toads greater than the design loads dull not be applied to trusses an any time. No loads other thanthe weight oftheerestmmall be applied to mosses until after all fastening and bracing is compl.d. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GEL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-122/277,2-3.-47/167, 3-4.- 44/84, BOT CHORD 1-7.0/0,7-6.0/0,6-5.0/0, Webs 7- 2.-116/289,6-3.-92/283, 5-4.- 36/83, 2-9- 5 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 7.4 ft W. 7.4 ft Truss in END zone, TCDL. 0.0 pef, BCDLa 0.0 pelf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 277 0.08 A 1- 7 0 0.04 2- 3 167 0.08 A 7- 6 0 0.04 3- 4 84 0.07 A 6- 5 0 0.02 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 • 0.00 Long term deflection factor . 1.50 7-5- 0 4. 00 Joint Locations ............... 1) 0- 0- 0 4) 7- 5- 0 7) 3- 5- 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 Cqa 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 924 3. 50" Stud Q 2- 0- 0 1189 3.50" 7-5- 0 8 7 6 5 7-5- 0 1-0-0 t EXCEPT AS SHOWN PLATES ARE MiTek MT20 r WARNING: READ ALL NMS ON THIS SHEET. A COPY 01 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. FMario ndaSystemsBndagshownigthisdnaingisnaerectionbracingvoidbracrigpone. bracing ec d ais Matting which is put Use building designaaiichmastbeconsid.cd by thebuilding design.. Bracing showvvu rut lalerd support of enss members only toreduce battlinglength. Provisions most bemade toatchor latmal bracinga endsand specifiedlocationsdetermined by Usebuildingdesigner. Additionaltracing of the overall tamcmremaybe required. (SecMB-91of TPI) pro, specificumbracingrequirements, Boman buildingdedgmer.(Truss PlateInstitute. TPI is bend an 583 400SMARONDA WAY Donofrio 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 Rl- 0-10) Scale = 0.4331 Eng Job: WO: ARLX Doug: TI: VT43 Dsgnr: TLY Chk: 8/ 26/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf PIt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0psfTPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 vsf v4.7.21-7997 Design: Matrix Analysis rrouats re car: vet: Haan-sav,a tna,an uvua press•... pet...... yet •=+. r... Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:VT50A Qty:l DESIGN INFORMATION nais design is for an individual building component and has been based on information presided by the client. The designer disclaims any respontibility for damages u a I, offaulty or imonal information. specific. It andror designs furnished to the mass designer by the client and the cm,,amcsswaccuracyofthis information ait mayrelate toa specific project and acceptsno responsibility oresacisano control with regard to fabrication. handling, Shipment and insullati0n oftruiSes. This trust has beardesignod asan individual building component in accordance with ANSVfPi 1-1995 and NDS-97 to be incarporard as part of the building design by a Building Designer (registered architect or pofessiowl arpoea). When reviewed for approval by the building designer, the design loading: mown most be checked to be use that the data mown arc in agmemem with the local building codes, local climatic records for wind orsnowload& project specificationsa special applied loads. unless sbown na, has not bear designed for amporoccupancyloads. Tha designasmma compression chords (top or Wes=) ice am in rOUSty braced by sheathing unless otherwise specified What bottom chards in tension are not fully braced laterally by a properly .Wied rigid ceiling, they mould be braced at a maaimom spacing of 10-0' o.c. Coonator plata shall be ma®facmrcd fuse 20pop bot dipped galvanized steel mating ASTM A 653, Grade A unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator mall review this drawing to verify that this drawing is inconformarre with the fabricame. pram and toslits a eamiming rapow- bilityfor such verification Any discrepmcinare to beputin writing beforeconing or fabrkatim. Phan shall not be installed ova kootholm tams or distortedgrain. Members shall be an for tight fining wood to wood baring. Connector plates mall be loaned on bahfaces of the truss with mils fully imbddod and shall be sym. abm the joinunlessotherwisemown. A 30plate is 5' wide a 4- tong. A 6a8 plate is 6- wide a 8- h mg. Slots (bola) ton parallel to the plate length spesifned. Doable cots on webmembersmallmeetatthecamroidofthewebsunlessotherwise dawn. Connator plate sees are minimum sizes based on the fortes shown and may need to be increased for certain handling andror erection answer. This truss is not to be fabricated with f retardant treated lumber unless otherwise mown. For additional information on QualityControl rcf. to ANSVPPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection reeommadatiom are, to be followed in accordance with 'Handling. Installing and Bracing% H1B-91. Trusses are to be handled with paniadu care during banding aid bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb positionandforresistingfaradfumesshallbedesignedandinstalledbyothers . Careful handling is essemiA and action bracingis alwaysrequired. Nmrnal precautionary action for trusses regaira such temporary bracing during ina, lladon bawear masses toavoidtoppling and domiming. The supervision of erectionof wssashag be untie, the control of pastures experienced in the installation of uusse. Professional advice shall be sought if needed. Cmaeentration of mnaructionloads greater than the design Inds shall not be appliedto trusses at artytime. No bads otba than the weight of theerectors shall be Windto trassa until aft. allfastening and bracing a TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-45/69,2-3.-45/58, BOT CHORD 6-5.-28/60,5-4.-38/124, Webs 5-2.-116/198, WEB. .. FORCE..CSi. Cr .WEB. ..FORCE..CSI. Cr 5- 2 198 0.05 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 3.9 ft W. 3.9 ft Truss 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 69 0.02 A 6- 5 60 0.04 2- 3 58 0.02 A 5- 4 124 0.05 1- 11- 8 6. 00 _-6. 0-0— 1- 11- 8 4x6 0- 11-12 3x4 3x4 2x4 3- 11- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRKWINO TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING, LarondaSystemsBriagamwwmthisdrswing),n.erationb ng. wind bacio& portal bracing mtimi bracing w,hisapan of she buildiog designandwhichmostbecoosidadbyebebuildingdesigner. Bracing mown isfor lateralsupport ofmissmembers only toreduce hackling length. Provisions must be made to anchor load bracing a cods and specifid locations determined by the building designer. Additional bracing of the overall structure, may be raryi ed. (Sec MB-91 of TPI).Fw specific mantracing requirements. contact building desigoa.(Trass Plate Institute, TPI is located N 583 4005 MARONDA WAY Domino Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMIIS PONCE P.E. LICENSE 0*0050068 1005 VANNESSA DR. OVIEDO FL 32766 Joint Locations............... 1) 0- 0- 0 3) 3-11- 0 5) 1-11- 8 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 w In -Plant Quality Assurance with Cq. 1 MAR. 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 Scale = 0.8279 WO: ARLX TI: VT50A 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rrorlle rain: u: Nrat-wn%n %vaawn. v— Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:VT51A Qty:l DESIGN INFORMATION This design is for an individual building component and has been based oninformation pronided by the client. The deigns disclaims any responsibility for damages a a result offamily or, i.-t information, specification and/or designs famished to the wss designer by the client andthe correctnm or acctuacy ofthis information asit may relate to a specific pojwt and accepts no responsibility or exercises Our comml with regard to fabrication. handling shipment and installation of "aims This truss has been designed as m individual building comporerl in accordance wild ANSMI 1.1995 and NDS-97 to be incorpontad as pm ofthe building design by a Building Designer (re®stared architect orprofessionalengnes). When reviewed for approval by the building designer. the design loadings shown mug be checked to be rare thanthe data shown are in agreemem with the local building coda, local climatic records fan wind or sanw bads, project specification or special applied bads. Unless shown, tmss has not been designed fan manage or occupancy bads. The design assumes compression chords (top our bottom) ate continuously braced bysheathing mless otherwise specified. Wfere bottom chords in torsion am mot fully braced IaneraDy by a properlyapplied rigid ceilingthey shouldbe braced at a maximum spacing of IU'-o' o.c. Connector plates shall be manufactured from 20 gorge hotdipped galvanized steel meeting ASTMA653, Grade40. armlessotherwise drown. FABRICATION NOTES Prior to fabricsoco. the fabricator shill review this drawing to verify that this drawing is in eonformarce with thefabricators plans and to realicea continuing responsibility for such verification. Any discrepmeim arc tobe pal inwriting beforetuning or fabrication. Hues shill rut be installed over kmtholes, know or dinoned gain. Members dull beam for tight fittingwood towand bearing. Connector plea dull be loatod on bah lasses of the trtus with nails filly imbedded and shall be ssm. about thejoint mmlaa otherwise shown. A U4 plateis 5• wide a 4' long. A 6x8 plate is 6' wide a 8' long. Slots (balm) sun parallel to the plate length specified. Double cuts on web members shall man ssatthecentmidofthewebsunle otbawise shown. Corrector plate sizes are minimum sizesbased onthe forces shown and may need to be increased Cor certain handling an&w section srta This truss is not to be fabricated with fate retardm treated lamb. mlect otherwise shown. Foradditional information noQuality Control refer. toANSIITPI 1. 1995 PRECAUTIONARY NOTES All bracing and erectionrecommendation are to befollowed in accordance with 'Handling. Installing and Bracing'. HIM 1. Trusses are m be handled with pnnicular oreduringboding and bundlingdelivery and installation to avoid damage. Temporary and permanent bracing for holding mosses in astraight and plumb position andfor resisting lateral forces shallbedesignedandinstalledbyothers. Cart bi handling is essential and action bracing is always required. Normal prmraionary action for trosso requires much temporary bracing during installation between treuses to avoid toppling and dorriooing. The mpervisiom of .action of UntlSetshallbeunder the comwl of personexperienced in the installation of crosses. Professional advice shall be songht if needed. Concentration of mntmaiomlands greater than the design lmods shall not be applied to trusses an any time. No bads other than the weight of the erector shall be applied to trlisteningssuntil after all listening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--155/139,2-3--155/139, BOT CHORD 6-5--107/199,5-4--98/250, Webs 5- 2--237/448, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 448 0.11 C 84# 3. 50" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15. 0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L. 6.6 ft W- 6.6 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 155 0.10 A 6- 5 199 0.14 2- 3 - 155 0.09 A 5- 4 250 0.15 3-3- 8 2 3 6.00 6.00 4A 214 6 5 4 e----Joint Locations-------------- 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0 , In -Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 84 -97 -121 B Pin 6- 5- 4 1 83 0 -122 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 83# 3. 50" EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. Bracing shwa an this drawingis not met'= bracing wind bracing portal bracing or similarbracing whichis apan ofWe building design and which mum be considered by the building designer. Bracing shown is for luau support of mass cram only to adherebuckling length. Provisionsmum be made to rose lateral bracing an endsandspecified location d._ i xd bythe building designer. Additional bracing of the overallstructure may be respired. (See HIR-91 of TPI). Forspecific onss bracing "aluumems, comet building desigucr.ffross Rate Inaimm TPI is located u 583 D'onoftio Drive. Ma limns. Wisconsin 53719), Eng Job: Dwg' Dsgnr : TLY Chk : FMaronda SystemsTCLive 16.0 psf TC Dead 7.0 pre f BC Live 10.0 psf BC Dead 10.0psf 1 TOTAL 43.0 psf 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 7319 WO: ARLR TI: VT51A 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-8012 Design: Matrix An&IYSIB '.U.- arcs'..; ': dam-saa.xne,anus,s,us .+.... uaaavaa+v •.+..+•y... Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLK TI:VT52A Qty:l 11 DESIGN INFORMATION This design is for an individual building component and has been baud on information prmided by the diao. The designer disclaims any responsibility for damages n a 11offaulty as incorrect inforoution spo ifeatiom andfor designs fvmished to the bass designer by the client and the corrections; oraccuracy of this information as it may relate on a specific project and accepts on responsibility or exerciser an onwl rich regard to fabrication handling• shipment and insullnims oruma s. This truss has been designed a an individual building component in accord,TMe rith ANSVfPI 1-1995 and NDS-97 to be itrmporated n pan of the building design by a Building Designer (registered architect or professional rnginees). When -rimed for approval by the building designer. the design loadings showo muss be checked to be sore that the data show are in agreement with the local building codes, local climatic records for sited orson. muds. project specifications ar special applied brads. Unless shows arm has not been designed for storage or occupancy bads. The design assumes companion wads (mp or both) are continentally bracedbyCeathmganlmotherwise specified. Wherebottomcborasintensionarenotrallybracedlaterallyby a properlyapplied rigid ceiling. theyshould be braced at amaaimuntspacingofiV-0' o.c. Ca mecca plan shall be manofactored Gam 20 gunge hot dipped galvaniced steel meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the Gbricatm shall renew this drawing to verify that this lowing is in eoniment a with the fabricators plans and to rWia< a continuing rnpomibility for such verification. Any discrepancies are to be put in writing her= tatting a fabrication Plata shall not be installedover knotholm tombor distorted grain. Members shall be em fortight fitting wood towood bearing. Connector Plata shall be looted on bah faces of the moss with nails fully imbedded and shall be s)m. ahead thejointunless otherwiseshower. A50 plate isV wide a a' long. A 6x8 plate is 6' wide a 8' mug. Slots (bola) ron parallel m the plate length specified. Doable cats an web member shall mica a the eamoid ofthe webs anlrss otherwise sbmwn. Councew plate sixes are minimum sizes basedonthe fortes show and may need to be increased fa certain handling and/or nectrn stresses This buss is not to be rabricald with fire retardant treated lumber unless otbcswi shown. For additional information an Quality Camrol refer to ANSVIPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection m0almendatirmr we to be followed in accordance with 'Handling. Installing and Bracing'. FHB-9 1. Trossn err to be balled withpanicul. are during biding and handling. delivery andinstallationtoavoiddamageTemporaryadpermanent bracing fa holding bnssa in a straight and plumb position and faresisting Intel forces shall bedesigned and installed by others. Carcihl handling is essential and cravmn bruin& is always required. Normal prmutmam action for nurser requires suchtemporary bracing during insullatice between mosses to avoid toppling and dcmiooitt& Thempervismn mfaection ofwanshallbe rode the control or, experienced in the imullaaon oftrusses. Professional advice shall be sought if needed. Co.ion of construction loads grater than the design Inds stall eta be applied to trusser at any time. No loads other than the weight ofthe cotton shall be applied be causes anvil after all Gsteaing and bracing is complete& TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be wB: 2x 4 SP #3 continuously braced unless noted otherwise. GBL: 2x 4 SP #3 In -Plant Quality Assurance with Cq. 1 MULTIPLE LOADS -- This design is the MAX. REACTIONS PER BEARING LOCATION----- compositeresult of multiple loads. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C&C, V. 125mph, 0- 1-12 1 79 -98 -67 B Pin H- 15.0 ft, I. 1.00, Exp.Cat. B. Kzt. 1.0 9- 1- 4 1 79 -98 -67 B Pin Bld Type. encl L. 9.2 ft W. 9.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/or Glazing Req 1- 2 110 0.13 A 1- 9 0 0.03 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 3 70 0.15 A 9- 8 0 0.03 9- 2 229 0.06 C 7- 4 229 0.06 C 3- 4 70 0.15 A 8- 7 0 0.03 8- 3 120 0.18 C 4- 5 -110 0.08 A 7- 5 0 0.03 2- 3-12 am•....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 6.00 4x6 6.00 2x4 2x4 Zx4 79# 3.50" Stud Q 2- 0- 0 79# 3.50" 9-3-0 10 9 8 7 6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Maronda Systems Bracing showoonthis drwingisnae>,ia,brosing.windbnein&portal bmeingor°mivrbracing wtieb6apanofthe building design andwhich must be considered by the buildingdesigner. Bracing sboao is for banal sappmn of bass memberonly to reduce buckling length. Provisions mass be made to anchor d sp or lateralbracingaendsandlocationsdetermined bythe buildingdaigm. Additionalbracing of theoverallstructure may be respired. (Sec MB-91 of TPI). Faspecific mossbracing requiremems. ou act building design.(TmssPlate los iie. TPI is located at 583 4005MARONDA WAY Donofrio Drive, Mad too. Wiaconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050068 1005 VANNESSA DR. OVIEDO FL 32765 Eng Job: Dwg : DSgnr: TLY Chk: TC Live 16.0 paf TC Dead 7.0 paf BC Live 10.0 pef BC Dead 10.0 pef 2- 3- 12 Scale = 0. 5658 WO: ARLR TI: VT52A 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix AnalyBIB rroriie raLn: a.:Vaasa-a,saav ,ava n uuu. veaava.av v...v..av v..,..a. y.,. r-I I Job: ARLINGTON R CLsromer:10# UPLIFT D.L. WO:ARLR TI:VT53A Qty:l ` ' DESIGN INFORMATION This design is for an individual building component and hasbeen based on information prmided by the diem. The designer disclaims any responsibility for damages a a 11offanny or ineonect information, spaxscations and/or designs famished to the truss daigsa by the client and the corrections; or accuracy ofthis information ait may mine to a specific project and accepts w responsibility or esereises on control with regud to fabrication, handling shipment ad installation oft uswlThiswenbenbeendesignedaanindividualbuilding encompont in acsmrdance with ANSVfPi 1-1995 and NDS-97 to be inompnrated apan critic building design bya Building Dnigmr (registaM architect mprofessionalcagimer). When reviewed for approvalby the building dmgoer, the design loadings shown most be chucked to be are that the data shownare inapeement with the local building codes. local climatic records for windor snow bads, project rpecificatiansor special applied bads. unlessshown. true has cotbeendesigned fro storage or occupancy bads. The daign assmma compression chords (top or borrow) are continuously braed by shushing unless otherwise specified. Where bottom chords in tension are to Polly brad laterally by. property applied rigid ceiling theyshould be braced e a maximum spacing of i o o* o.c. Coonector plain shall be manufactured from 20 gauge but dipped galvanized steel messing ASTM A 653. Grade 40. turtles otherwise shown. FABRICATION NOTES Prior to raMicatmq the fahricator shall review this drawingto verify that thisdrawingis in conformance with the fbricatots plans and to rnlin a continuing responsibility for such verification. Any dsscrepaocia are to be pat in writing before cutting or fabrication. Plat shall on, be installed ova tamboles, knots or diamtod gain. Members shall be cot fortight fining wood towood baring. Cmnnoctm plate dull be located on bah faces of the mess with nails fully imbedded ad stall be s)mabout the jointunless otherwiseshown. A 5x4 plateis 5' wide a 4' long. A 6xg plate is 6' wide x 8' bag Slots (bola) ron parallel totheplate lengthspecified. Double catson webmembers shall mtel at the centroid of the webs unless otherwise show. mtor plate Sim areminimumsizes based on the fortes shown and may aced to be increased fro certain handling adlor section stresses. This truss ison, to be fabricated with foe reurdam treated lumber unless otherwise shown. For additional information on Quality Controlrefs to ANSVfPI 1.1995 PRECAUTIONARY NOTES All busing ad erection recommedatioas are to be followed in accordance with *Handling. Installing and Bracing'. H111- 91. Trusses are to be handled with particular ra a during bonding and bundling deli-y and installation to awid damage. Temporary and permanent bracing in, bolding wssn in a straight and plumb pmitioa and froresisting Iasttal fortesshallbe designed and installed by others. C fi l handling isessmial and csioo bracing is always required. Norton! Pnautioouy action fm tresses requires suchtemporary bracing during installationbetween ounces to avoid toppling and dominoing. The supervision of erasion criminate; shall be under the control of persons experiencedin the installation of trusses. Profesional advice shall be sought if ended. Conocimatiooof construction Indsgates man the design Inds shall not be applied totrnan a anydue. Noloads other then the weigbt of the accountshall be amolied to trusses until after all rinsing and bracing is TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WB: 2x 4 SP #3 continuously braced unless noted otherwise. GBL: 2x 4 SP #3 In -Plant Quality Assurance with Cq. 1 MULTIPLE LOADS -- This design is the MAR. REACTIONS PER BEARING LOCATION----- compositeresult of multiple loads. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C4C, V. 125mph, 0- 1-12 1 130 -130 -108 B Pin H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt• 1.0 12- 1- 4 1 130 -130 -108 B Pin Bld Type. encl L. 12.2 ft W. 12.2 ft Trues PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/or Glazing Req 1- 2 145 0.35 A 1- 9 0 0.10 WEB. ..FORCE.. CSi. Cr .WEB. ..FORCE..CSI. Cr 2- 3 91 0.14 A 9- 8 0 0.09 9- 2 324 0.13 C 7- 4 324 0.13 C 3- 4 91 0.22 A 8- 7 0 0.09 8- 3 - 48 0.33 C 4- 5 -115 0.24 A 7- 5 0 0.10 3-0- 12 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 6-1- 8 6-1-8 2 3 4 5 6. 00 46 6. 00 130# 3. 50" Stud @ 2- 0- 0 130# 3.50" 12-3- 0 10 9 8 7 6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. M o fortdes SystemsBracing shown on this timing" e bmdng wind bracing. portal bracing or similar bracing which is a pan of the building design and which mustbe consideredbythe building designer. Bracing shown is for lateral support of tommembmonly to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifud locations dcurainedbythebuildingdesigner. Additional bracing ofthe overallsumctme may beraryvcd. (SeeHIB-91of TPI).Fur specific troy bracing requiremenL& counsel building designer.(Truss Plate Institute. TPI is located n 583 4005 MARONDA WAY D'omotrioDrive.Madism.Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0. 4918 Eng Job: WO: ARLR DWg: TI: VT53A 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 oaf v4.7.21-8027 Design: Matrix Analysis rrouie races: t-: Naaa-uvn Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:W Qty:2 ` DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the .............. Joint Locations -------------- This design is for an individual building component and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 0- 9- 0 has been bared on information pm, ided by the dim. The All COMPRESSION Chords are assumed to be Right End vertical designed for wind. 2) 0- 9- 0 4) 0- 0- 0 dmignadisclaims any,apomibility for dmag. ass continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- rcmltaffaultyorincorrectidbecration.specifications WndLod per ASCE 7-02, C&C, V- 125mph, FORCES (lb) - Max Compression/Max Tension E-Loc BSet Vert Horiz Uplift Y Type and/ot designs furnished to the truss designer by the client and thewratnworaccuracy ofthisinformationasit H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 TOP CHORD 1-2.-5/0, 0- 3-12 1 91 54 -97 B Pin may relate to a specific project and accepts no Bld Type. encl L. 0.8 ft W. 0.8 ft Trues BOT CHORD 4-3.-6/8, 0- 8- 4 1 21 0 -114 B H Roll responsibility ar uecisa no control with regard to in END zone, TCDL. 0.0 psf, BCDL. 0.0 pef ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication, handling, shipmcm and insWlaaior of trusses. _ _ _ _ _ _ Thistmsshasbeendesignedaanindividualbuildins Impact Resistant Covering and/or Glazing Req 1- 2 -5 0.00 A 9- 3 8 0.02 - GLOBAL MAX DHFLfiCTIONS--------- component in accordance with ANSVTPI 1-1995 and LL TL NDS•97 to be incorporated as pan ofthe building design in./Ratio in./Ratio Jnt(s). by. Building Design.(,,&aed architect or I.Span 0.00/999 0.00/999 2 pmfasiowl engineer). when reviewed for approval by Horiz. 0.00 0.00 NA the building designer. thedesign loadingsshown mesabe checkedtobesurethatthedatashe" are in agreementMax DLDeflection L/999 0.00 wild the local buiWingcodes local climatic records for Long term deflection factor . 1.50 wind or snow loads. projectspecifications or specialapplied loads. Unless shown, truss has not been designed foe jut age or occupancy bads. The design assumes compression duds Imp or bouum) are comin oedy braced by shnibingunless otherwise specified. Where bottom chords in tension an, our fully braced Inaally by properly applied rigid ceiling, they should be braced ar a - maximum spacing of 101-0' o.c. Cantorplates shall be 0-9-0 mlei anured ufactfrom 20gaugehotdippedgalvanizedredmeetingASTMA653. Grade 44 now otherwise shown. 1 2 FABRICATION NOTES r 6. 00 Prior to fabrication. the fabricatorshallreviewthisdrawingtoverifythatthis drawing is in conformance with the fabricatios plans and to realize a continuing 5Y6 responsibility for such verification. Any discrepancies = ' In be pot in writing before tatting or fabrication. Plata shall ant be installed ova knotholes. Inters or disnned Attach with (2) grain. Members shall be cur for tight fitting wood to wood bearing Plata Connector plashall be located asbothGoes of 16d Toe -Nails the wsswith nails fully iod d aidshall be syet. abomthe joins odesotherwise shown. A 5x4 plate is 5- wide a a• long. A 6x8 plate is 6- wide x g• tons. Sloe (holes) 0-10-14 run parallel w the plate length specified. Doable cats on1-0-4 ---_. web combat dadlmeet a the cenuc is or the web. unless 0-6-6 otherwise down. connector plate sizes are minimum — siza baud on the fort. shown and may need to be ircrcased for certain handling aed/or section svess.. Attach with (2) This wss is not to be fabricated with rue rctardam treated 16d Toe -Nails lumber unless otherwise shown. For additional information on Quality Comm[ refa to ANSVTPI 1-1995PRECAUTIONARY NOTES Face = 0- 2- 8 All bracing red creel ow—cr datiom ere to be followed in accordance with 'Handling. Installing and Bracing'. HIB•91. Trusses are w be handled with particular au during handing andbundling. delivery and installation to avoid damage, Temporary and permanent bracing for holding wises in a straight and plumb position and for resisting laaaal forces shall be designed andinstalled by others. Careful bandlingis esu .1 and erection bradng is always required. Normal precautionary action for wsus requires web temporary bracing during installation betweentrusses to .-id topplingtad 91 # 7.50" 2111 1.50" dominoing. The wpervisioo of aection of rwssa shag be . order the comml ofpawn experienced in the installation of wsses. Pmfeniood .dvice shall be sown if needed. Concentration of construction loads Scala than L 0-9-0 y the desip to.& shall not be applied w trusses at any time. No bads otherthan the weight of the recurs sb rll be applied to tressa until after all fastening and br wing is 4 3 0-10- 8 0-9-0 I20- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL HMS ON THIS SHEET. A COPY OD THIS DRAWING TO BE GIVEN TO BRECTINC CONTRACTOR. BRACIHO WARNINGe Maronda Systems Bracing shwa°° this drawling coat eat on be ing wind bndnS portalb edngnedm lac bracing which span of the building design and which mesa be considered by the building designer. Bracing dawn is frolateral support of truss members only to reduce buckling length. Provisions must be made w a ehor lateral bracing at cods and specified locations daamimd by the building designer. Additional bracing of the overall snuctare maybe required. (Sec HIB-91 of TPII.For specific twat Gating regeuemenLL contact hoilding desigw.(Tmss Plan Iastitote TPI is located as 583 4005 MARONDA WAY Donofrio Drive. Madison. Wisconsin 53719). Sasiford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OKM50068 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 10.6 psf Scale = 0. 8743 WO: ARLR TI: W 8/26/2005 Lbr DF: 1.25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA ere 1 97 _p7rvp j Design: Matrix Analysis PLOtlle Patn: C:\ TKK- lA)K\WOrx\v10D8\A1CLA\ffafk\w.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:% Qty:12 DESIGN INFORMATION This design is for an individual building enmPooent and has ban based on information Provided by'the diem. The designer disclaims any responsibility for damage as a result of faulty or iaconcel information. speeificaliom and/or designs faroishd to the trot designer by the client and the coruecmm or accuracy of this information as it may relate to a specific project and aacpu no responsibility or esacira no control withregain to fabrication. handling. shipment and insUllatim ofvusse. This tress has been designed as an individual building component in accord, nce with ANSUTPI 1.1995 and NDS-97 to be incorporatedas pan ofthebuildingdeign by a Building Designs (registered architect or professional regional. when reviewed for approval by the building designer. the deign loadings shown most be checked to be tare that the data shown as in age®em with the local building code& local climatic records for wind or mow load; project specifrcatiom orsP=ial applied bads. Unless shows truss has not been deigned fin enrage or occupancy bads. The deign aswmes care, sou chords (top or bom me) are continuously braced by sheathing calm mbawise specified. Whore bottomchordsin tension are non fullybracd laterally bya Property applied rigid ceiling, they should bebraced at a muimum spacingof107o' o.e. Conucetor platesshall be manufactured from 20gauge batdipped galvmiuei and meeting ASTM A 653. Conde 4 uWm otherwise shows FABRICATION NOTES Rim to fabrication. the fabricator shill review this drawing tovailythatthis drawing is in conformaccewith the fabricames plans and to realize a comicaing responsibility fin sacb verification. Any discrepancies arc to be pat in writing before tatting or fabrication. Plate shall ram be imadled ova kmtholm knots or distorted grain. Members shall be cut for tight fittingwood to woodbearing. Connector Plata shall be located on bah faces of the tom with tails fdty imbedded and shall be sym. aboutthejointcalmotherwiseshown. A 5a4 plateis 5' wide a4elong. A 6ag plate is 6' wide a So bag Slots (bola) inn parallel to the plate IcVb specified. Double cats onwebmembersmilltomatthecartraldofthewebsnWm otherwise shorn. Connector plate Sim are raimimam sizes based on the force shown and may cad to be ircreased for certain handling andror erection arms& This treas is non tu be fabricated with fire raaNa st timed lumber unless otherwise sbaw4 For additional information an Quality cannot refer to ANSVfP1 1.1995 PRECAUTIONARY NOTES All bracing and erectino raomma,aalion: are to be followed inaccordance with *Handling. Imtalling and Bracing'. MB-91. Trusses are to be handled withp3mcularcareduringbandingandbundling. ddiscqand installation to avoid damage. Temporary and Prmaom bracing for boldingtrusses in sight andplumb position and fin raising lateral fasces shall be designed and installed by others Cardbi Dandling a menial and action bracing is always required. Normal precautia a y action fin trusses requiressuch temporary bracingduring insuliniw between oussa to avoid toppling and dominoing. Thesupervisionof=diom ofOcalamall be under the control of. Iaepaicard in the installation of mosses. Professional advice shall besought if needed. Concentration of construction bads grata than the design loam "I not be applied to trusses at trytime. No badsother than the weightoftheaectmsmall be applied to no$= until and all fastening and bracing a Plated. 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 4.00 4-5-3 0-6-6 0 8 532# 8.00" Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2,4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1287/1368,2-3•-130/114, 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, 2.00 460# 2.50" 10-8-8 6 5 4 1-4-8 I1-0-0 RI- 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 Dwg: M aro nda Systems HRHCTINO CONTRACTOR. BRACING wARNINGr g s similar bracing whimis, pan ofBracingshwaoutthissewingunotamssbracing, wind bracrag, portal Fluxing thebmildivgdmgnsadwfiichmostbetonsidaedbythebuildingdmgner. Bracing mow is fin lateral support of tossDagnr : TLY Chk m® bin only to reduce buckling length. Provisions mina be rant to anchor 'am bracing at ends and specified Live TCLi16 . 0 B f P locationsdeterminedbythebuildingdesigoa. Additional bracing of the overallstricture tray beralaired. (SatHIB-91ofTP1),Farspecifictrussbracingrequirements, contact building designa.(TmaPlate Institute. TPI is located 0533 aonofrio Drive. Madison. Wisconsin 53719). TC Dead 7.0 psf BC Live 10.0 pof BC Dead 10.0 paf ITOTAL 43. 0 sf 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 eves -rue .... Joint Locations.. -. --- area 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, C6C, V. 125mph, H- 15. 0 ft, I. 1.00, Exp.Cat. B, Rzta 1.0 Bld Type. encl L. 10.7 ft W. 10.7 ft Truss 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 11 2- 6- 52- 3- 8 Scale ca 0.4112 WO: ARLR TI: B 8/26/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 21-8359 Design: Matrix Analysis rroriia race: Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:X1 Qty:2 I DESIGN INFORMATION This design is for an individual building component ad hasbeen basedon information provided by the elienl. The designer disclaims any responsibility for damages as a result offaulty or incorrect information. specifications m&or designs furnished tothe truss designer by the client and the emrecmess or accuracy ofthis information as it may relate to a specific Project and accepts no responsibility or curcises no control with regard to Gbricatiom bandliog shipment and installation cftruss. This "a has beat daign d a an individual building component in accordance with ANSVTPI 1.1995 and NDS-97to be incorporated aspan ofthe buildingdesign by a Building Designer (registered architect or pmfasmoal mpmeer)_ When reviewed Ibr approval by the building designer. the design loadings shown mast becheckedtobemmthatthedatashownareinagreemm with theloth buildingcode, localclimaticrecords for wind or mowbads. project specifications orspecial applied bads. Unless shows truss has riot been designed Ibr m sge or occupancy bads. The design assumes compression chords (top or bottom) are contimously braced by sheathingunlessotherwise specified. Where bottom chords intatsim are not fully braced laterally by a property applied rigid ceiling they should be braced at a maximum spacing of t04' o.c. Connector plates shall be mamhctured from 20 gmge ben dipped galvanized sited meeting ASTM A653. Grade40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing toverifythat this drawingis inConfmmatte with thefabricamesplansand to realizea continuing responsibility for such verification. Any discrepancies arc to be pot inwriting before tatting or fabrication. Plata dull rim be installed over kmdrola, (mots or distorted Stain. Members shall be canfortightfitting wood towood basting Connector plats shall be located on both fats of thetramwith nails fully imbedded and shallbes)m abem the joint unless otherwise drown A 5x4 plate is 5' wide a4' bug. A 6xg plate is6' wide x g' long Slots (bola) urn parallel tothe plate length specified. Doable caw m web members shall men at the cmroid ofthe webs unless otherwise dawn. Connector plate sirs ere minimum sins band on the force shown and may need to be ivreased for certain handling W&M erection strata. This ttas is not to be fabricated with fie retardam treated lumber unless otherwise shown. For additional informationon QualityControl refer to ANSVfPI I-1995 PRECAUTIONARY NOTES NIbracing and erection recommendations arttobe followed in accordance with "Handling. Installing and Bracing% HI13-91. Trusses m to be handled with particular ears during banding and bundling delivery and installationm avoiddamage. Temporary ad permanent bracing for holding vases in a straight and plumb positionand for reswmg lateral fortes mallbedesigned and installed by other'. Careful handling is essential and erection bracing is always required. Normrl preamiorury action for cruses rerprua such temporary bracing during installation between truss m avoid toppling and dmminoing. The supervision oferection ofmires shall be under the control ofpersons experienced in the installation ofwssa. Profession, advice shall be songm ifadd. Conwouauon of mnstronim bads greater than the design Inds &hall nor be applied totrusses at any time. No loads other than the weight ofthe aerectors mall be avoid to trusses until afterall fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 25.9 ft W. 11.0 ft Truss in INT zone, TCDL. 0.0 pef, BCDL. 0.0 paf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..PORCE..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 II: 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 wTw brace may be nailed flat FORCES (lb) - Max Compression/Max Tension to edge of web with 12d nails spaced 8" o.c. TOP CHORD 1-2.-1133/1228,2-3.-1123/1339, Brace must extend at least 90% of web length HOT CHORD 6-0.-1059/855,0-5.-1341/1075, 2x6 Brace required on any web exceeding 141. 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 4. 00 2. 00 0- 8-0 545# 8.00„ 452# 2.50" 11- 0-0 , 6 5 4 10- 8- 8 0- M Rl- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: BRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRANINO TO BB OIV1Q7 TO Eng Job: Dwg' FMarondaSystemsBRBCTING CONTRACTOR. BRACING NARKING, Bracing mown m this dasuing is not action bracing wind bracing portal bracing or similar bracing which is a pan of thebuildingdesignandwhichmustbeconsideredbythebuildingdesigns. Bracing shown is foe tweral support of trussDBgnr : TLY Chk : Live TCLi16 . 0 P B fTC Dead 7.0 ps f BC Live 10.0 psf BC Dead 10.0 paf TOTAL 43. 0 paf members only to redactbuckling length. Provisions mass be made toanchor lateral bracing a ads andspecified bonsamutidaiwW bythebuilding designer. AdditimW bracing of the overall amours may be rcgnbed. tsa MB.9d of TPI).For specifictruss bracing repirments, contact building daigner.(Trtrss Platelostitum TPI is located 31 593 D'Owofrio Drive. Madimm. Wisconsin 53719). 4005 MARONDA WAYSanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWSOD66 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 03266 WO: ARLR 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 AnalyBia a -ts rat t.aa: v-: Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLX TI:Y Qty:2 I DESIGN INFORMATION This design is for an individual building co apermot and has ban bared on information presided by the client. The design. disclaims any responsibility for damages as a resell oftautly or incorrect information, specifications ardor designs famished to the truss designer by the client and the ton,,cme sor accuracy of this information as it mayrelate toa specific pmjat and accept; m responsibility or exacisesnocontrol with regal to fabrication, handling shipment and installation ofwoes. This trun has beat designed as an individual building component in accordance with ANSVTPI 1-1993 and NDS-97 to be imorporased as pan of the building design bya Building Designer (registered architectm professional engine.)_ when renewed forapproval bythebuildingdesigner. thedesign laadiM shownmust bechokedtobesurethatthedatashownareinagreement with the local building codeslocal climatic records for wind or Dowloads. project specifications or specialapplied bads. Unless mown trues has rot been designed for ampor occupancy loads. The design asmma compression chords (top or bottom) s c contummsly braced by sheathing arches oth.wisc spaifineQ Whore bottom chord, in tenant are not rally based laterally by a properly applied rigid ceiling, they should be breed at a maximum spacing of Id-W o.c. Comments plates shall be mamfactured from :o gaugebed dipped galvanized sled meeting ASTMA 653. Conde 40. unless mhawisemown. FABRICATION NOTES Prior to fabrication, the rabricator mall review this drawing toverify thatthis drawingisinconformancewith the tabricanft plans and to malice a cominningresponsibility fed such verifscadon. Any discrepancies are to be pat in writing before toting or fabrication. Plan shall not be installed over kndholes. mots or distorted grain. Members shall be an for tight fining wood b woodbaring. Connector pales shall be bated on bah faces of the tam with nails fully imbedded and shall be s)m. mesa the jointunless otherwise shown. A 50 plateis 5' wide x 4' long. A 618 plats is 6' wide x 8' long She (bola) mat parallel to the plate length specified. Double cue on web members mall mess at the cenm trtid ofthewebsuasotherwiseshown. Camalor plate Sizes are .;. ours sizes baud our the Toren mown and may nod to be cmased for certain bandiing amdor motion St nres. This truss is no to be fabricated with fire relatdanl created lumba unless otherwise shown. For a"tional information on Quality Control refer to ANSVfPi I-19" PRECAUTIONARY NOTES NI bracing and nation raomemdanions are to be followed inaccordancewith *Handling. installing and Bracing', HID- 91. Trusses are to be handled with paniodar are during banding and bundling delivery and installation to avoid damage. Temporary, and Pertumad bracing for holdingwenin a straight and plumbposition and for redoing Waal forces shall be designed and installed by others. Carefulhandling is ess slidand erection bracing a always required. Normal pmautionary action for trusses r. vires such temporary bracing during installation between atunnn avoid topplingaddominating. The mpavision of action oftrusses shag be under the coatrul of persons experiencedin the installation of tmssn. Professionaladvice shall be sought tr needd. Concentrationofemwnraim want gmal. than the design lead, mall rot be applied to trusses ar any time. No bads other than the weight of the seamsmall be applied to mosses anti after all faamng and bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 Right End vertical designed for wind. 2x 4 SP #2 7- 7 In -Plant Quality Assurance with Cq. 1 All COMPRESSION Chords are assumed to be MAR. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Luc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C&C, V. 125mph, 0- 4- 0 1 545 121 -485 B Pin H- 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt- 1.0 10-10-12 1 465 0 -375 B H Roll Bld Type. encl L- 11.0 ft W. 11.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in INT zone, TCDL- 0.0 psf, BCDL. 0.0 psf TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/or Glazing Req 1- 2 -1082 0.18 A 7- 0 845 0.26 WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -794 0.23 A 0- 6 1038 0.36 2- 6 - 274 0.08 C 5- 4 -379 0.13 C 3- 4 -724 0.16 A 6- 5 38 0.15 6- 3 132 0.04 C 0- 0 168 0.09 C 6- 4 786 0.25 C 3-3- 3 0-6- 6 mm.._.==..Joint Locations ............... 1)0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1082/838,2-3.-794/589, 3-4.- 724/613, HOT CHORD 7-0--681/845,0-6.-811/1038, 6-5.- 34/38, Webs 2- 6.-274/269,6-3.-57/132, 6-4.- 624/786,5-4--379/338,0-0.-130/168, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.05/999-0.09/999 6-0 Horiz. 0. 01 0.03 NA Max DL Deflection L/999 - -0.04 Long term deflection factor - 1.50 7-6- 0 3-6-0 1 ic 2 3 4 4. 00 2.00 0-8- 0 I I 545# 8. 00" 465H 2.50" 7-4- 4 3- 7-12 t, 1-4- 8 11-0-0 RI - 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale a 0.4860 r WARNING: Eng Job: WO: ARLR READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE OIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg: TI: Y Maronda Systems Bacingshown co thisdraingisnocrarionbacing mind bncingponalbracing or similar braeingwhich isapart of De r:TLY Chk: 8/26/2005 the building design and which mesabeconsideredbythebuildingdmgna. Bracing sb0wa isfor Wealmppon of tress members only to reducebmtlinglength. Pmviaans must be made n ancbor lateral basing a ends adspecified TC Live 16.0 s f Lbr DF : 1.25 locationsdetermined by the building designer. Additional bracing of the overall structure may be required (Sec IUB-91 P of TPI)Yor specific truss bracing requirements. contact building desigoa.(Truss Plate Institute. TPI is located at 533 TC Dead 7.0 psf P l t DF : 1.25 4005MARONDA WAY D'Onorrio Drive. Madism Wisconsin 53719). 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 a0050068 SC Dead 10.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL 32766 1 TOTAL 43.0 psf v4.7 . 21-8361 Design: Matrix Analysis rrorlle ratan: .t, aw Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:Z Qty:2 1-1 DESIGN INFORMATION This design is for an individual buildingcomponent and hasbeen basal on information provided by the client. The designer disclaims any responsibility for damages as a 11 or faulty or ineorrat information. spaifeatiam and/ordesigns furnished to the mussdesigner by the client and the c,racom or accuracy orthis information a it may relate to a specific prnje t and accepts w responsibility or caacises ancentral with regard to fabrication. handling shipment and installation ofmusses. This on. has ben designed as an individual building component in accordance with ANSI/CPI 1-1995 and NDS-97 to be incorporated as pan ofthe building design by a Building Designer (registered architect or professional nginea). When reviewed nor approval by the building designer. the design loadings show9 must be chaked to be are that the data shown arc in agreement withthe local building codes. localclimatic records ror wind or scow Wads. project specifications our special applied bads. Unless shown. cost has not been designed for storage oroccupancy bads. Thedesign sss®es compression wow (cop or bottom) are comimowdy braced by sheathing unless otherwise specified. Where bottom chords in tension are oar rally braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacingof M0 V ae. Comectm plates shall be cranfactured from 20 gauge bendipped galvanized sled meeting ASTM A653. Grade 40. ondess otherwise shown. FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing to verify that this drawing is W conformance with the fabricator'splans and W realize a continuing responsibility far such verification. Any discrepancies are tobe pot Wwriting before totting or fabrication. Plates shall eat be installed ova knotholes, Lanus w distorted gain. Members shall be em for tight feltingwood to wood bearing Commor Platy shall be looted n both faces of the tom with nails full imbedded and shall be gm. show thejointordersotherwiseshown A5x4 plateis 5' wide a 4' long A 6xg plate is6' aide x 8' bets. SW (hole) rm parallel m the plate length specified. Doablea antson webmembersshallmeetatheccuoidofthewebsunlessotherwisesbown. Connector plate sites arc minimum sizes baud onthe roanshown and may need to beittreasal Cm cestain handling and/or actin mines. This muss is .sins to be fabricated with fire taatdam actual lumber orders otherwise show. For additional infnrmatiao an Quality Conwl refer to ANSVrPI 1.1995 PRECAUTIONARY NOTES All beaeing and erection recommendations are to be followed in accordmcc with'Handliog Installing and Bracing . MB- 91. Trusser are m be bandled with particular ore daring banding and bundling delivery and installation W avoid damage. Temporary and pesmanem bracing for holding musses in a straight and plumb position and rot retia;ng lateral rorca shall be designed and installed by others Carefulhandling is essential andaccum bracing is always required. Normal precautionary action nor musses requires suchtemporary bracing doing installationbetween busses to avoid toppling and dominoing. The supervision ofaatWo of masses shall be under, the coral of persons experiencedin the imullatioo of mosses. Professional advice shall be aught if needed. Concenintiomof conumnamn Inds grata than the design loads shall emu be applied to trusser at any time. No loads other than the Wright of the orators shall be applied W oases until after W fastening and bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. 2x 4 SP #2 D 4- 5 Right End vertical designed for wind. WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2x 4 SP #2 2- 4,6- 6 H. 15.0 ft, In 1.00, Exp.Cat. B, Kzt. 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 3' Ow 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(s): Bracing shown is for visual purposes only. 4 1X4 continuous lateral bracing attached with FORCES (lb) - Max Compression/Max Tension 2- lid nails each member where shown.Bracing TOP CHORD 1-2.-2610/451,2-3.0/31, MUST be positioned to provide equal unbraced BOT CHORD 6-0.-315/1762,0-5.-419/2481, segments OR 2x4 wT• 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. ..PORCE..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)aa0O6a0-0 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 LBS Location BC Vert L+ D -488 4- 6- 0 MAR. REACTIONS PER BEARING LOCATION----- E-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 2. 00 0- 7-6 0-8-0 872# 8.00" T 1-5- 0 0-7-6 II 725# 2. 50" 4-4-4 6- 7-12 6 5 4 1-4-8 11-0-0 R1-5-6) 488.1# EXCEPT AS SHOWNPLATESAREMiTekkMT20WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO fig' CMa:ronda SystemsHRHCR'INC CONTRACTOR. BAACZNOsf11RlTINOr anteing shown en condrawingnoat cmamn WO by wad bncug paw Bmia m atenla bang w5app m , panof s$ tb< building desipandwhichmastbeconsideredbythebuildingdesigtw. Bracing shown is 1br Inaal appen of cons Dsgnr : TLY Chk : members onlym reduce buckling length. Provisions mast be made m anchor lateral bracing at ends and specified TC Live 16 0 psf P laaiam determined by the buildingdesigner. Additional bracing ofthe overall atrucmre my be required. (Sec Hie-91 orm).For specific bars bracing regair® enta. contact building designa.(Truss Plate batimte. TPI is located a 5e3 D'onfrWaive.MadwaWisconsin 5n19> TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 1 TOTAL 43.0 psf 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fast ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 1005 VANNESSA DR. OVIEDO FL 32766 Scale = 0.3310 WO: 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 FrOtile Faen: c:'rrsa- wa worxwsorsa nxs.n aasca.a a.prx Job: ARLINGTON R Customer:10# UPLIFT D.L. WO:ARLR TI:Zl Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been basedon information provided by the diem. The designer disclaims any responsibility for damages as a 11 of faulty or incorrect information. specifications adfor designs furnished to the urns designer by the client and the cosseetnes err accuracy ofthis informaton as it may relate to a specific project and accepts w responstb7n no controlorsereisol .ins regard m fabrication handling, shipment and installation of tmsnThis tens has been designed a an individual building componcm in accord ance with ANSVTPi 1-1995 and NDS- 97 to be incorporated u pan of thebuilding design by aBuilding Designer (registered architect or prolessional engineer). When renewed fen approval by the building designer. the design loadings mown meat be checked to be role that the data shot •9 are, in agreement with the local building codes bed climaticrands fen wind orsnow bads. project specifications or special applied bads units, shown bus has col been designed for storageor occupancybads. he designasumescompression chords (top or bottom) are corrimoudy braced by sheathing odes otherwise specified. Where bottom chords intensionare not fully braced latently by a properly applied rigid ccilin& they should be braced at a masimam spacing of lor-T o.c. Ca®ectm plates shall be mamfacmrcd from 20 gauge but dipped galvmmd sled meetins ASTM A 653. Grade M unless otherwiseshown. FABRICATION NOTES Prior to fabrication the fabricam, shall review this drawing m verilythat this drawing is in conformsb(e with the fabricators plans and to rrAize a continuing responsibility for much verification. Any discrepanciesare to be put in writing before totting or fabrication. Plates mall cod be ineall d over knotholes knits or distorted grain. Members; mall W culfen tight fining woad to wood hearing. Connector plan shall belocated out bobfaces of the trusts with tailsfully imbedded and shall be s)m. about thejointunlessotherwiseshown. A Sam plate is 5' wide a 4' long. A 6a8 plate is 6' wide a 8' long. Slots (balm) rem parallel to theplate length specified. Double cats m webmembersshallmeetathecenmidofthewebsandssotherwisemown. Comator plate Sias are minimum size based no the forces shown ad may need m be mc—sad for certain handling anNa erection Messes. This cos is not to be fabricated with fate retardarst treated lumber amass otherwise shown. For additional information our Quality Control refer to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendation are to be followed in accordance with'Hadling Installing and Bracing-, HIB- 91. Truss an to be balled with particular aretuningbandingandbundling. ddi,esy ad installation to avoid damage_ Temporary and Permanent bracing for holding trusses in a w igbt sd plumb position ad for misting lateralforts mall be designed ad installed by others. careful handling is — al and emdim bracing is IN -A steHuilM Normal pseawionary actin fen truss requires much temporary bracung during installation between roses to avoid topplinganddominoing. The mpervisim oferection ofMasanshallbeunder the crawl of persons experiencedin the installation of cases. Professional advice shall be sought if needed. Conem, Lion of constructmu loads great- than the design lolls shall not be applied to was at any time. No loads other than the weighl of the erectorsshall be applied to wssts until after all fastening ad bracing is con plered. TC: 2x 6 SP #2 BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq• 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-38/87, BOT CHORD 4-3.-7/9, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0..00/999 0.00/999 1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 -58 -324 B Pin 1- 7- 0 1 18 110 -56 T Pin 1- 7- 0 1 23 0 -9 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-8- 4 4.00 C/L: 1- 7- 0 18# 2. 50" a _ _ ..Joint Locations ............... 1)0- 00Q0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 Right End vertical designed for wind. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0' Bid Type. encl L. 1.7 ft W. 1.7 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 87 0.02 A 4- 3 9 0.01 Attach with ( 2) 16d Toe - Nails 5x6 I 0-11- 2 1- 2- 12 0-6- 6 Attach with (2) 16d Toe - Nails 0-2- 1 0-2-1 2.00 Face = 0- 2- 8 0-8- 0 168# 8. 00" 23# 2.50" 1-8- 4 1-4- 8 t, 1-8-4 I10- 6- 15) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRECTZHG CONTRACTOR. HRACIHO IQR27INGa LMaronda SystemsB'wt mlLadrawing %t'kbm OmCRmmnredby wtdMKng.pMalblWngmtmnVtbamngw°•n,o< the building drsign ad w4ich moss be ewasidand by thebuilding designer. Bracing shown is fen lateral support of urns members onlyto reduce buckling length. Provisions most be made to anchor lateral bracingtl end, and specified bcatiom determined by the building designer. Additional bracing of the overall sbmmre may be required (Sur HIB-91 of TPI).Focspecificurnsbracingruryir®cots contact building desgoer.(TrosPlateImtiorm TPIis located at 583 4005 MARONDA WAYDOmBioDrive. Mdimn Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0066 1005 VANNESSA DR. OVIEDO FL 32766 Over 3 Supports Scale = 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 BC Live 10. 0 pef O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA Design: Matrix Analysls rroliie races: ... a%aucaan kesasaaw%a,s.jra.as Job: l0X30H6B Customer: W0.:10X30116B TI:P1 Qty:l DESIGN INFORMATION This design is for an individual building component and has been based on information provided 1:5 the client. The designer disclaims nay responsibility for damages as a resott of faalry or incorrect information. specificatbns andlor designs famished to the crass designer by the ehm and the correctness or accuracy ofthis information a it may date m a specific Project andacceptsm respontibihity or camisa mcontrol with regard to fabrication handling, shipment and invallatim ofuassn Thistruss has been designeda en mdividoai building component in accordance with ANSVfP1 1-2002 and NDS-02 to be inempontd a pan ofthe building design bya Building Designer (registered architect or professional agiom). When reviewed fen approval by the building designer. the design loadings mown man be checked m be fare that the data Shawn art in agreement with the local building codes, local climatic records fen wind or smw bads. project wocir—timer or special applied loads. Unless shown truss bss rut been designed for storage or occupancy loads. The design antrm= compression chords (top or hot=) are continuously braced by sheathing unless olhrniu specified. Where broom chords in tension are rut Polly braced laterally by a Properlyapplied rigid ceiling. theyshould be braced a amaximum .pacing of 10-0' oc. Comtectne plat= mall be manufactured Gam 20 gauge ben dipped gith—ked ned meeting ASTM A 633. Grade 40. unless otherwise mown. FABRICATION NOTES Prim to fabrication, the fabricator mall review this drawingtoverify that thisdra.ingis incmformaoce with the falxica res plan and In rtaliee a contimiv6 responsibility fen such vaifaaim. Any diserepaxin art tobe pat in wiling bcfm cutting or fabricamo. Plata mall rut be installed over kmabules. knms or A stoned grain. Members .hallbecutfortight fining wood towood baring. Connector plate shall be looted on bah fans of the truss withnails fully imbeddedand manbesym. about the joint unless otherwise shown. A 50 plate is 5' wide x 4' long. A 6xg plate is 6' wide a g' bog. Slots (bola) rut parallel tothe plate length specified. Double cats on web members shall rum a the cemoid ofthe mobs unless od—iu shown. Corrector, plate size etc minimum sizes based rr the forces mown and may need to be increased fen certain badling and/or section sumo. This truss is odd to be fabricated with fire retard= treated lumber unless otheroise shown. Foradditional information- Quality Control referon ANSVfP1 1-2002 PRECAUTIONARY NOTES All bracing and erection reeammendaim+ areto be follo—d in —end—. with'Handling. Installing and Bracing% HIB-91. Trusses are to be handled with particularart duringbandingand bundlin& delivery andinstallationtoavoiddanage. Temporary and permanent bracing for holding wan in astraight and plumb positron and forresistinglateral fovea shall be dmgred and installed byothers. Careful handling is essential and erection bracing is always rquirtd Normal prmniooaq' action for, trussesrequires sucht®posy bracing during insullalim ber.cen amass to avoid toppling and domiming. Thempervisioo oferectim ofucan shallbe under the control ofpersam experienced inthe installation oftrusses, Professional advice shall be sought if needed. Concentration of mnstnztioo toms grater, than the design Inds shall oat be applied to miena any time. No bads other than the weight of the credos shall be applied to wsses, nail after all fastmng and bracing is completed. TC: 2x 4 SP 92 BC: 2x 4 SP E2 WE: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -185 0.68 A 1- 3 4 0.57 3- 3-2 0- 6-6 7 t Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. part L. 30.0 ft W. 5.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-185/53, HOT CHORD 1-3.-2/4, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.20/250 0.20/250 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 5- 0-0 1 2 Joint Locations..........eves. 1) 0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 209 352 -497 B Pin 4- 11- 4 1 108 156 -359 T Pin 4- 11- 4 1 96 0 -114 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 6. 00 CIL: 4-11- 4 Attach with (4) 108# 1.50" 16d Toe -Nails 209# 8.00" 964 1.50" 5- 0- 0 V 4 3 1- 0-0 5-0-0 110- 11-1 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ton des Systems Bracing shown an this drawing is an mention bracing, wind bracing, penal bracing or similar bracing utich is a pan of the building designand wtich most be considered by thebuildingdesigner. Bracing shownis fenlateralsup port of ottssmembers only m reduce buckling length. Provisions mustbemadem anchorlateral bracinga ads andspecified locations determined by the baihting dcsipa. Additional bracing of the overall amtu c maybe required (See IOB-91 of TPI}For specific must bracing regai=cw& contact building tlmgnter(Ti is Plate Mute. TPI is healed a 593 4005 MARONDA WAY D'Omfrio Iaim Madison. Wisconsin 53719) Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Medallion /L Chuhstrf^ Ft. 32766 3- 0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale =0.4350 Eng Job: WO: l0X30H6B Dwg: TI: P1 Dsgnr: TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 0.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Designs Matrix Anaiyaia --ts rerun: ..: tooat,-.a.t...,a,.v...,.,.....o.......,....o.,.......,..a,... Job: l0X30H6B Customer: WO:l0X30H6B TI:P2 Qty:l DESIGN INFORMATION This design is for an individual building componm and hasbeen based on information provided by the client. TM designer disclaims any responsibility for damages a a 11 of faultyorincorrect information, specifications and/or designs fitmished to the truss designer by the client and the eoaecu ess or accurwy of this information a it may relate to a specific project ad accepts on rapoatibiliry or ecavises oncontrol with regard to fabrication, handling. shipment and installation oftrusses. This tans bet been designed a an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect or professional engineer). When revie wed forapproval by the bolding designer. the design loadings shnw9 must be chocked to be we that the data maw ere In agreement with the local building codes. local climatic records for void or snow bads project specifications or special applied bads. Unlas show, truss bet not ben designed for storage or occupancy loads The design asames compression chords (top or bottom) are continuously braced by me Ihing smI sec otherwise spailind. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling they should be braced at maximur spacing of I (r4r o.c. Cannata plates Will be matmfactored fiom 20 gunge had dipped galva i d steel mating ASTM A 653, Cade 4 colas othanise slman FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing to verity that this drawing is in coaCoemaoce with the fabricators plans and to realize a rnnt respooa'biliry for such verification. Any discrepancies arc tobe par in writing before coning or fabrication. Plata Inor be Installed over knotholes, karts or dissected Vain. Membersshall be an for tightfittinggoodtowood bearing Commar plates shall be located on bah Cam of the truss with nails fully imbedded and shall be sy m. abort thejointunlessothawts[ shaw9. A 50plate isV wideClongA6xgplateis6' widex Be long. Slots (bola) not parallel to the plate length specified. Doable cuts on web members shall mho at the camoid of the webs unless she" a. =ator platesinsare minimam sizes based on the fortes showy and may ocd to be teased for causm handling and/or erection stresses. This trun is not to be fabricated with fire retardant treated lumber unless otherwise sbowa. For additional information onQuality Control refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES All bracingand erection recommendations areto be soli—cl inaccordance with'Haadin& Installing and Bracing. HIB.91. Trusses are to be handled with particular tare during banding and bundling delnxry and installation to avoid damage. Temporary and permanent bracing for bolding musses in a straight and plumb position and Cm resisting buc al fortes shall be designed and im,"ed by others. Cuefml handling is essential ad erection bracing is always required. Normal psotamiontly action for trusm ralairts such temporary bracing during installation bawcen muses to avoid toppling and domiming. The mpa ision of aectimormmssesshall be under the control of persons experienced in the installation orws: a. Professional advice mall be sought if m sled. Conowarmon of eamtnxsion loads gala than the design bads shall am be appfi d to musses at any time. No bads other than the weight of the acctors shall be applied to tmssa until after an fastening and basing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 war 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 12 0.03 A 1- 3 3 0.02 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 12Smph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 30.0 ft W. 1.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-12/0, BOT CHORD 1-3.-2/3, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 17 I I12 6.00 C/1 . 0-11- 4 22# 1. 50" 5x6 0- 6- 6 N 79# 5. 00" 19# 1.50" 4 3 1-0- 0 1-0-0 R0-11- 11) Joint Locations ............... 1) 0- 2-1 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 79 47 -185 B Pin 0-11- 4 1 22 39 -63 T Pin 0-11- 4 1 19 0 -21 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with ( 2) 16d Toe- N}IIIails 11- 0- 6 1 Attach with ( 2) 16d Toe - Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE OIVlW TO ERECTING CONTRACTOR. HRACINO NARNINO: Ma ron d a Systems Bmrng mina w tha'awingis ore erepion braclng wind bracing, ignr. brae ng s ammr bracing which is a pan of the bonding design and which most bo considered by the buildivg designer. Bracing moav is for Inenl support of tress membersonly toreducebuckling length. Provisions most be made to anchor lateral bracing at ads and specified locations detacu mod bythe buildingdesigns. Additional bracing of the oreall structure may be required. (See HI6.91 of TPl1f` m specifx no bracing rega r ana. contact building dcuper.(Tma Were lmaimte. TPI is located a 593 400S MARONDA WAY DYonnfrin wire. Madams. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Mada® on /L Chuklotay FL 32706 Over 3 Supports Scale = 0.6395 Eng Job: WO: l0X30H6B Dwg: TI: P2 Dsgnr:TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 33. 0 iosf v4.7.21-11131 Designs Matrix Analysis Pro ra.ia Patin: t;l\1aa- WA\a1mrK XU UP 0\ 1VA4 Vn run\ J.V6 VGOa\rf.Praa Job: 1OR3OH6B Customer: WO:10B30H6B TI:P3 Qty:l DESIGN INFORMATION Thisdesignisforan individual buildingcomponent and has beenbasil oninformation provided bythediem. The designeir diaclaims any responsibility for damage ea resultoffaulty or incorrect information, spocifsatiom and/or designs famished to the truss designer by the client and the correctness or memory of this inli m itioo as it mayrelate toaspecific project and acceptson responsibility or macises nocrowd with regard to fabrication. handling. shipment and installation oftrusses This bass hasbeen designed sanindividmil building component in accordance with ANSVrPI 1.2002 and NDS-02 tobeincorporated apmofthebuildingdesign by a Building Design. (registered architect or professional mgincer). when reviewed for approval by the building designer. thedesign loadings shown mustbe checked 1Obe sure that the data shown are ;n specimens with the local building codes, local climatic records for wind or snow load& project specirxatiam or rpaiat applied bads. Unless shown truss has tam bom dos ro d for storage or aocupancy bads. The deign assume compression chords (sup or banner) are continuously braced by sheathing mnlm otherwise specified. Where boom chords in twion are mot fully braced laterally by a properly applied rigid cciling they darald be braced in maximum spacing of le-0' o.c. Connector plum shall be manufactured from 20page hot dipped galvanized sted meeting ASTM A 653. Grade 40. artless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall review this drawing to vairy that this drawing is in conformance with the fabricator's plans and to realist a continuing responsibility for web verification. Any discrepancies are to be pot in writing before caning or fabrication. Platen mall ourbeinstalled ovammbole& mornor distorted gain. Membersmall be cm for tight Oiling woad to wood bearing. Connector plain mall be bated on bah faces of the train with nails fully imbedded and shall be ayes. abeam thejoim ualen otherwise moan. A 5a4 placeisS' widex 4-long. A 6xg plate is6' wide x g' long. Slats (holes) on parallel to the plate length specified. Double cuts an web members mall men at the cmtwid of the weed amen otherwise mown Curtains pine sias era minimum sitesbased anElie forces mown and may raced to be increased rot certain hsam;ng md/or erection messes. This truss ;s out to be fabricated with rue raatdant on, lumber unless otherwise mown. For additional information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendation are tobe followed in accordance with 'Handling (mulling and Bracwg'. H1B-91. Tosser are to be handled with particular cart during banding andbundling, dd va) andinstallationtoavoiddamage. Temporary and pai went bracing for holding trmses in a stnigm and plumb position and for ruining lateral forcer shallbedesigned and installed by otben. Cueful handling is —niad and ction bracing isalways required. Normal precautionary action red aussmrexpireseach temporary bracing during installation between truem to avoid topplingand dom;noing. The supervision oferection ofvases shall be under the control ofpersons experienced inthe installation ofVases. Rofessiaal advice mall be aught itnmdod. Concentration of mnsmicuou loads greater than the design Inds shall notbeapplied totosses at any time. No bads otherthan theweightofthe er.ton stallbe applied in twsm until after allfastening and bracing is TC: 2x 4 SP @2 BC: 2x 4 SP #2 WE: 2x 4 SP k2 MULTIPLE LOADS -- This design its the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -33 0.24 A 1- 3 3 0.19 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 30.0 ft W. 3.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-33/6, BOT CHORD 1-3.-2/3, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/916 0.03/916 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 2-3-2 0-6-6 3-0-0 6.00 C/L: 2-11- 4 65# 1.50" 144# 8.00" 40# 1.50" 3-0-0 4 3 1-0-0 3-0-0 RO-11-11 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONIRACTOR. BRACING NARKING: Maronda Systems Bracing shuwnanthis draw is°o onb windbra potalbraapaes4-ilubradngw hisapan of the building design and whicham be considered by the building designer. Bracingmown isforlateral wppOrtOfnusmembersOnlyinreducebucklinglength- havisions mass be made to mchor lataal bodog at .ads andspecified locations detammcd by the building deogna. Additional bracingOf theoverall sbwtm may be regmi.& (SeclflB-9I of TPI).Por Wwirxhue bracing mqu'nem.m. comamboMl drn .(rims Roe L=dn t . TPI is located at 593 400S MARONDA WAY D'Ono0io Drive. Madison. Wisions;a 53719} Safford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE MMSOD68 sal Madill" FL Ct*LaetI4 FL 32766 a.....Joint Locations ............... 1) 0- 2- 1 3) 3- 0- 0 2) 3- 0- 0 4) 0-.2- 1 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 144 127 -345 B Pin 2-11- 4 1 65 99 -184 T Pin 2-11- 4 1 40 0 -69 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (2) 16d Toe -Nails 2-0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.5175 Eng Job: WO: 1OR3OH6B Dwg: TI: P3 Dsgnr:TLY Chk: 9/13/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 0.0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA Design: Matrix Analysis rrorile ratnm x:1\1-a6-LVA\agOrS\V Vane \i V6JVIIOD \1 VAiVDDa \tJa.jILA Job: 10X30H6B Customer: WO:l0X30H6B TI:P4 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 fomished mthe cuss designer by the client and the correctionsor accuracy ofthis information asit may relate to a specific project and accepts noresponsibilityorexerciseswcontrolwithregard to fabrication, handlingshipment and installation oftrusser This truss has been designed a an individual building component in accordance with ANSVfPI 1.2002 and NDS-02to be incorporated aspan ofthe buildingdesign by a Building Designer (registered architect or professional engineer). When reviewd for approval by the building designer. the design loadings atowm most be checked to be we that the data shownate in agreement with the local building coda. bear climatic records for id or mow bads, project specifcations- special applied bads. Unless sMra truss bat nor beendesigned for aonge or occupancy loads. The design assumes compression chards (top or bottom) arc continuously braced by sheathing uNas mhet ise specified. Where bottom chords in tension are rot fully braced laterally by a propertyappliedrigid ceiling, theyslsoold be braced a a maximum spacing of 10'-0' o.c. Connector plan mall be mawfacturd from 20 gauge but dipped galvanized meet meeting ASTM A653, Grade 40. unlessotherwise mowm. FABRICATION NOTES Prior to fabrication, the fabricator :full review this drawing to verify that this drawing is in conform with the fabricators plant and to realize a continuing responsibility for such verification. Any discrepancies are m be put in writing before cutting or fabrication. Pita shall nor be installed over tombola, knots a distend grain. Members shall be ton for light fitting wood m rood bearing. Conneetm plates shall be looted on bah fans of the trusswith nails fully imbedded and shallbes)m. abaci thejoim unless otherwise mown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 8' brig. Slots(holm) urn parallel tothe plate length specified. Double cam eowebmembershallmatasthecenboidofthewebsnotes: abc-ise mown. Ceaoector plate sizes are minimum sizes basedon the fort= shownand mayused mbe increased for certain handling and/or erection stresses. This cuss isnotto be fabricatedwith rue retardam treated lumber owns otherwise shown. For additional information on Quality Control refer m ANSVf PI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations arem be followed in accordance with 'Handling. imtafling and Bracing'. HIB.91. Trosses are m be handled with particular careduring banding and bundling. delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holding cusses in astraight and plumb position andfur resisting -cral fort= shall be designed and installed byothaa. Careful handlingis essentialand ertaion taxing is always required. Normal precautionary action for trussesrequires such temporarybracing during insullalion be— trusses W avoid toppling ad domirming. The supervisionof erectionoftrussesshall beunder the control of penansexperienced in the installation of cusses. Professional advice shall be sought if neded. Concentration of censtr ction Inds greater than the design Inds shall not be applied to trusses at any note. No bads other than the weight oftheeraton shall be applied w trussesout alter all fastenivg and bracinng is coonwet. d TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 30.0 ft W. 7.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Supported span based on int. wind zone. WEB. .. PORCE..CSI. Cr .WEB. ..PORCE..CSI 3- 2 199 0.16 C 3- 3-1 0- 6-2 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 5-11 1 105 225 -521 B Pin 6- 10-14 1 186 0 -253 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. PORCE..CSZ. Cr ..BC. ..FORCE..CSI. Cr 1- 2 96 0.88 C 4- 3 81 0.55 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.33/218 0.33/218 2-1 Horiz. - 0.06 -0.16 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 7- 0-2 4. 24 Joint Locations............... 1) 0- 0- 0 3) 7- 0- 2 2) 7- 0- 2 4) 0- 0- 0 • TOTAL DESIGN LOADS - - - - - - - - - - - - Uniform PLP From PLP To TC Vert L+D -11 -1- 5- 0 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -24 7- 0- 2 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-66/96, BOT CHORD 4-3-0/81, Webs 3-2.-124/199, 2 2x4 Attach with (3) 16d Toe -Nails 2- 11-14 Attach with (2) 16d Toe -Nails 105# 11.31" 186# 2.50" 7- 0-2 t 71 4 3 1- 5-0 7-0-2 t R 1 4 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Eng Job: fig' M aronetaSystems ERECTING CONTRACTOR. BRACING WARNING: Bracing dawn on this dnwtng ts oa treason bracing. wind bracing, portal bracing or similar bracing which is pan ofthebuildingdesignandadtu6mesabeconsideredbythebuildingdesigner. Bracing moanis for lateral support of wetDsgnr : TLY Chk : m® ben only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends aid specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sea MB-91 ofTPI}F specific cuss bracing requirements, contact building designer.(Tross Plate Imtimte. TPI is located a 593Vonoaiu Drive. Madi:ts, Wisconsin 33719). ve TCLi16.0 0 sf P TCDead 7.0 ps f BC Live 0.0 psf BC Dead 10. 0 pef 1 TOTAL 33.0 psl 400S MARONDA WAY Sanford, FL. 32771 407)321- 0064 Fax(g07) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 367 Mada6on FL Chditaftr FL 32796 Scale = 0. 3966 WO: l0X30H6B TI: P4 9/13/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Deslgnt marrlx Anaiyei9 riasiaae cerr I t-ou--- 1---1 -------- Job: 1OR3OH6B Customer: WO:10%3011613 TIPS Qty:l I DESIGN INFORMATION This design is for an individual building component and has been baud on information prmidad by the client. The designer disclaims any responsibility for damages a a result offmlty or incorrect information, specirxatlons and/or designs fornished in the truss designer by the client and the correctness or aaoracy ofthis information as it may relate to a specific project and accepts no responsibility ar me ciscs no control with regard to fabrication balling, d4ca m and installation oftmssa This tins, has been designed u an individual bonding component in accordance with ANSVfPI 1-2002 and NDS-02 to be i corpor nd es pan orthe building design bya Building Designer (registered architect or professional engineer). Whenreviewedforapproval by thebeadingdesigner, the design loadings shown mustbe chakd to be Put that the data dhows art in agreement with the local building codes. local climatic records for rindOr mowbads, pmjat gxsifxatiom or special applied bads. Unless shown moss has not been designed fa rootage or oaapaocy load:. The design ass®a compression chords (top or batons) are com3nowdy brad by sheatbing ante otherwise specified. Wberc bottom chords in1-i are rot redly braced laterally by . Property applied rigid calling they sbmW be braced at a maximum spacing of 1014r o.c. Connector plates shall betramfactmedfrom20gaugehotdippedgalvanizedsteel mead- ASTM A 653. Grade 40. odes oherwix shown FABRICATION NOTES Rio, in fabrication the fabricaw shall review this drawing toverily that thisdrawingis incoolmniame with the fabricates plain and in realize a commoing responsibility fro web verification. Any discrepancies are to be put in writing before costing or fabrication. Plates shall not be imfalld over knotboles, knots or distorted grain. Members shall be ere for light fitting wood to wood hearing. Connector plains shall be lootedon bob facesof the min with nails llllly imbedded and shall be qm. abo t thejoinsmless orherwiseshown. A5a4 plate is5' widea 4-long. A &S plate is 6- wide x L' long. Sloe (holes) rho parallel in the platelength specified. Doable con on web members shall meet at the cermew of the wensuwm otherwise shown. Connector glue sizes are minimum sizes based on the forces sawn and may need to be increased for certain balling and/or Cretins stresses. This maze is not to be fabricated with rue retardant Opted lomber odor otherwise drawn. For additional informaioo on Quality Comm refer m ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erecnio. recommendations are to be followed in accordance with'Haodling. Installing and Brains . wB- 91. Tosses are to be handled with particular areduringbalingandbelling, delivery NO installationin avoid damage. Temporary and permanent bracing for holding tosses in a straight andplumb position and lb, rosining lateral Forces shall be designed and installed by others. Catetnlhandling is essential and erection bracing is always inquired. Normal Pr amiomry action for bane, opires such temporary bracing daring installation between vosus to avoid toppling and dominoing. 7be supervision oferection oftressesshallbeande the tonalofpcsomaperieocedintheimstannionofmnno. noreedonal advice shall be sought if nailed. Concentration ofenmmna;on loads gmtor than the design loads shall no be applied to u,nsses at shy time. No loads other than theweight ofthe erectors dullbe appliedto mines until after all fastening al bracing . TC: 2x 4 SP #2 2x 6 SP # 2 2- 4,4- 6 BC: 2x 6 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCB 7-02, C4C, v. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl Lw 10.0 ft W. 30.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -2847 0.48 C 14-13 2482 0.63 2- 3 -4282 0.42 C 13-12 2492 0.56 3- 4 -4806 0.44 C 12-11 4371 0.69 4- 5 -4806 0.44 C 11-10 4370 0.69 5- 6 -4282 0.42 C 10- 9 2492 0.56 6- 7 -2847 0.48 C 9- 8 2482 0.63 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 23/999-0.59/584 4 Horiz. 0.05 0.14 NA Max DL Deflection L/959 • -0.36 Long term deflection factor . 1.50 T 3-3- 2 0-6-6 1 f MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY Hip Master designed to carry 51 01 open jacks (no webs) across center and Hip Jack Trues framed to BC In -Plant Quality Assurance with Cq. 1 MAS. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1679 0 -1124 B Pin 29- 8- 0 1 1679 0 -1124 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-2847/1859,2-3.-4282/2795, 3-4.-4806/ 3161,4-5.-4806/3161,5-6.-4282/2795, 6-7.-2847/ 1859, BOT CHORD 14- 13--1608/2482,13-12.-1610/2492, 12-11.-2853/ 4371,11-10.-2853/4370, 10-9.-1610/ 2492,9-8.-1608/2482, Webs 2-13.- 65/146,2-12.-1319/1993, 12-3.-652/ 428,3-11.-352/496,11-4.-336/221, 11-5.-352/ 497,5-10.-652/428,10-6.-1319/1993, 9-6.-65/ 146, Joint Locations ............... 1) 0- 0- 0 6) 25- 0- 0 11) is- 0- 0 2) 5- 0- 0 7) 30- 0- 0 12) 10- 1-12 3) 10- 1- 12 8) 30- 0- 0 13) 5- 1-12 4) 15- 0- 0 9) 24-10- 4 14) 0- 0- 0 5) 19-10- 4 10) 20- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLP From PLP To TC Vert L+ D -46 -1- 0- 0 -46 5- 0- 0 TC Vert L+ D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+ D -46 25- 0- 0 -46 31- 0- 0 BC Vert L+ D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+ D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+ D -20 25- 0- 0 -20 30- 0- 0 Concentrated LES Location BC Vert L+ D -195 5- 0- 0 BC Vert L+ D -195 25- 0- 0 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2-13 146 0.05 C 11- 5 497 0.20 2-12 1993 0.80 C 5-10 -652 0.13 12- 3 -652 0.13 C 10- 6 1993 0.80 3-11 496 0.20 C 9- 6 146 0.05 11- 4 -336 0.07 C 5-0-0 1 20-0-0 5-0-0 1 2 3 4 5 6 7 6.00 P99 1679# 8. 00" 1) ! 195.9# OAIV uAau EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTaf3 ON THIB 6HBBT. A COPY OP THI13 ..ING TO BE GIVEN TO ERECTING CONTRACTOR. BMCING wAA 1: Mat Systems Bracing shownon dra u°onb wind bracing. talbr ngadmib ngwhbhisapan of the hol ddnng design awhich most beconsideredbythe baiMing designer. Bracing thown if for lateral support ortross members only to mduce bockling length, hvvifbm mast be made 10 anchor lateral bracing al elf andspecified locations determined by the bending designer. Amitim, bracing ortheoverallstrecome may be repirri (Sec MB-91ofTPI).For gmifx bass bracing regpmemems. contact building designer.(Tmn Plate Imtitm0. TPI islocated at 593 400S MARONDA WAY lyomaio Drive. Mad sum. Wisconsin 53719). Sanford, FL_ 32772. 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE OWS0068 34711 'ate- FL Chuksot2, FL 2274i 6.00 6Y12 M4 1679# 8. 00" T 0- 6- 6 3-0- 6 f I 1L0- G 195 " (1O- 11-I1) Scale = 0. 2054 Eng Job: WO: 10B30116B Dwg: TI: P5 Dsgnr:TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFz 1.25 O.C.: 2- 0- 0 BC Live 0.0 psf TPI- 02/FBC-04 BC Dead 10.0 pef Code: FLA Design: Matrix Analysis vrotiie Yatn: c: \ zaa-von\wvrx\ovun\a....... %\ ...sera x-h- Job: 10R30H6B Customer: WO:l0R30H6B TI:P6 Qty:l ' DESIGN INFORMATION This design is for an individual building component and hasbeen basedon information provided by the client. The designer disclaims any responsibility for damages a a molt offaulty or incorrect information. specifications and/ordesigns furnishd to the trussdesigner by the client and the correcmus or accuracy ofthis information as it mayrelate toa specific project andaccepts ro responsibility car eamises no central with regard W fabrication, handling, mipmrgt and installation ofmosses. This no ba been designed as an individual building component in accordance with ANSVfPI 1.2002 and NDS-02to beincorporucd as pan ofthe building design by a Building Design. (registered architect or professional engines). When reviewed for approval by the building designer. the design leanings shown man be chucked W be sane that the data shown are in agreement with thelocalbuilding codes, localclimaticrecords for wind orsnoww, loads, project specifications or special applied bads. Unless showm ran has nor been designed for storage or occupancy loads. The design assumes wmpressiao chords (top or bottom) artcontinuously braced by shushing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally bya property applied rigid ceiling. they should be braced at a maaimnnu spacing of I01-0' o.c. Cormator plates shall be manufactured from 20gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. adess othesw ise sbowo. FABRICATION NOTES Prim to fabrication. the fabricator shall review this dnwing to verify that this drawing is in caofor , with the fabricatots plans and to =tire a continuing responsibility for such verification. Any discrepancies are tobe pot in writing before coning or fabricasioo. Plate shall ram be installed ova knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wad bearing. Connector plate shall be located on both faces of the truss with nails fully imbedded and shall be s)m. about the joint udas othavvisc shown. A 5a4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 8' long. Slots(boles) ton parallel to the plate length specified. Double cars on web members man tom at the eemmd ofthc .cbs calm oshawise mown Corrector plate sizes an: minimum sizesbased camthe fortes shownand mayoced tobe increased for certain handling andlm auction soma. This trans is not to be fabricated with fire retardant anted hnmba unless otherwiac shown. For additional information on Quality Control rtfa to ANSMI 1-2002 PRECAUTIONARY NOTES All bracing andsadist recommendations aretobe followed in accordance with "Hulling. hesulling and Bracing'. H111-91. Trusses are to be handled with particular cart during banding and bundling. delivery and irmallatioo to avoid damage. Temporary and permanent bracing for bolding trusses in straight and plumb position and for resisting Wend finen shall be designedandinstalledbyothers. CarefN handling is -0.1 and erection bracing isalwa)s rcyuird. Normal precautionary action for tmacs requires such temporary bracing during installation between asses to avoid toppling and dominating, The supervision ofamtion ofauga mill be under the coastal ofptamm experienced inthe instalW;nn ofmuses. Professional advice shall be sought ifneeded. Cm,am.ati an of con tnKuon load: greater than the design Inds shall am be applied to trusses at any time. No bads other than the weight ofthe camns shall be applied to ngcs until all. all fagenmg and bracing is TC: 2x 4 SP 92 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3- 9 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 1742 0.52 A 12-11 -1453 0.58 2- 3 2159 0.50 A 11-10 -1456 0.36 3- 4 2171 0.41 A 10- 9 -2000 0.44 4- 5 2172 0.50 A 9- 8 -1456 0.36 5- 6 1742 0.52 A 8- 7 -1453 0.58 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.28/999 0.28/999 4-3 Horiz. 0.04 0.11 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 1 4-3-2 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. part L. 10.0 ft W- 30.0 ft Trues in INT zone, TCDL. 0.0 psf, BCDL- 0.0 pef MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1036 0 -1232 B Pin 29- 8- 0 1 1036 0 -1232 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..PORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 2-11 217 0.07 C 9- 4 -236 0.07 C 2-10 -643 0.49 C 9- 5 -652 0.51 C 10- 3 -240 0.08 C 8- 5 219 0.07 C 3- 9 11 0.00 C Joint Locations --------------- 1) 0- 0- 0 5) 23- 0- 0 9) 17- 8- 0 2) 7- 0- 0 6) 30- 0- 0 10) 12- 4- 0 3) 12- 4- 0 7) 30- 0- 0 11) 7- 1-12 4) 17- 8- 0 8) 22-10- 4 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--1584/1742,2-3--1913/2159, 3-4--1923/2171,4-5--1923/2172,5-6--1585/1742, BOT CHORD 12-11--1453/1345,11-10--1456/1347, 10-9--2000/1874,9-8--1456/1347, 8-7--1453/1345, Webs 2-11--150/217,2-10.-643/621, 10-3--240/224,3-9.-7/11,9-4--236/221, 9-5--652/631,8-5--151/219, 7-0-0 16- 0- 0 7-0-0 Pr 1 2 3 4 5 6 6.00 4x8 3x4 2x4 4x8 K00 5x6 5x6 F"1 1036# 8.00" 6x8 30 4x6 6x8 30-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bracingmnwnanthisdrawinguactauctio°brac;ng.windbracing.poaad htacingmri, orbrngwhich isapan of the building design and which mug be considered by the building designer. Bracing shown is for Weil support of ranimember only toreducebuckling length. Provisions mast be madeto anchor lateral bracing a ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IEB-91 of TPI).For specific frogbracingrequirements, contact building desigoa.lTrassPine Institute, TPI is located at 593 4005 MARONDA WAY D'Omoaio Drive. Madinat. Wiscoansm 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 Medallon /L Chubmt1l, FL 22766 M 1036# 8.00" Scale e- 0.2054 Eng Job: WO: 10R30H6B DWg: TI: P6 Dsgnr: TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 SC Live 0.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Codes FLA Design: Matrix Analysis rrOrlle rains {.:\16a-WF\IaDCR\VDDtl \J.VA V60. \LVAJ V.-O \le.kJal[ Job: 10X30H6B Customer: WO:10X30H6B TI:P7 Qty:l I DESIGN INFORMATION This design is for an individual building component and has been based on information Presided b5the client. The designer disclaimsany responsibility for damage asa mall of faulty or incorrect information specifications and/ or designs furnished to the buss designs by the client and the correctness or accuracy of this information a itmay relate W a specific project and accepts no responsibility or atacisesno control with regard to fabrication, handling. sbipment and installation of wsse& This mass has been designed as an individual building component in accordance with ANSVFPI 1.2002 and NDS- 02 w be ineorporued as pan of thebuilding design by aBuilding Designer (registered architect or professional argtnea). When reviewed forapprovalbythe building designer. the design loadings shown must be chocked to be we that the data shown are in agreement with the localbuildingcodeslocal climatic recordsfor wind or srrow bads, project specifications or specialapplied bads. Unless shown. wen has nor bear designed fro storage or occupancy loads. The design assumes compression chords ( top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chordsintensionweramfullybracedlaterallybyaproperly applied rigid ceilin& they mould be braced as a maximum spacing of IV-0' o.e. Corm ctor plain mar be mawfYtured from 20 gauge boadipped galvanizednml meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrkatinn the fabricator mall review this drawing to verify that this drawing is in conformance with the fabricaures plans and to realize a comirming responsibility fro such verification. Any discrepaocies we to be putin writing before cutting or fabrication. Plata mall not be installed ova knotholes. Imou or distorted grain. Members shall be sus for light rutting woad w wood beating. Connector plato shall be looted on bed (am of the cuss with mails fully imbedded and shall be s)m abow the joins unlessotherwiseshown. A Sx4 plate is S' wide a V long. A 6xg plate is 6' wide x S' long. Sloes (holes) rot parallel to the plate length specified. Double cuts on web members mall meet al the cmmoid of the webs unless otherwise mown. Connector plate sizes are minimum sins baud on the forces shown and may need m be ita-ased for certain handling and/or action messes. This truss is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on QualityCannot referto ANSVFPI 1-2002 PRECAUTIONARY NOTES All bracing and creclion recommendations are to be followedin accordance with 'Han ling. Installing and Bracing'. HIB- 91. Tmssa tie to be handled with particular ram during banding and bunrdling, delivery and insulation to amid damage. Tempomy and permanart bracing for holding mosses in a weight and plumb position and froreaiaing lucral forces mall be designedandinstalled by others. Camfitl handling is essential and erection bracing is always required. Normal precautionary action fro wssa minim such temporary bracing during installation between masses to amid toppling and dominating. The mpcsisiou of erectionofmessesmallbeder the controlof persons expesicecedin the installation of masses. Professional advice mall be sought if nailed. Conmmntianof constmetom bads great" than the design leads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied w musses until area all fattening and baring is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-10,5-10 WDG: 2x 4 SP 02 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 2205 0.63 A 12-11 -1843 0.64 2- 3 2046 0.54 A 11-10 -1590 0.48 3- 4 2234 0.52 A 10- 9 -1590 0.48 4- 5 2234 0.52 A 9- 8 -1843 0.64 5- 6 2046 0.54 A 6- 7 2205 0.63 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.30/999 0.30/999 5-4 Horiz. -0. 06 -0.14 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 5-3- 2 0- 6-. f 6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- part L. 10.0 ft W. 30.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL. 0.0 psf MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1036 0 -1532 B Pin 29- 8- 0 1 1036 0 -1532 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 323 0.08 C 10- 5 -381 0.35 C 11- 3 314 0.13 C 5- 9 314 0.13 C 3-10 - 381 0.35 C 9- 6 323 0.08 C 10- 4 315 0.13 C Joint Locations ...=........... 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 2) 4- 7- 1 6) 25- 4-15 10) IS- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1603/2205,2-3.-1489/2046, 3-4.- 1591/2234,4-5.-1591/2234,5-6.-1489/2046, 6-7.- 1603/2205, HOT CHORD 12-11.-1843/1371,11-10.-1590/1272, 10-9.- 1590/1272,9-8.-1843/1371, webs 2- 11.-116/323,11-3.-304/314, 3-10.- 381/335,10-4.-284/315,10-5.-381/335, 5-9.- 304/314,9-6.-116/323, 9-0- 0 12-0-0 9-0-0 1 2 3 4 5 6 7 6.00 A.4 3x4 6x8 J14 6.00 5-0- 6 0- 6- 6 1036# 88.. 00" 1036## 8.00" 30-0- 0 Al2 Ir0-$ 11 30- 0 0 9 % Q fro- I1- 11) (RO-it-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 pA 1: M a ro ndes SystemsBracing shown on this drawing is not erection brandng, wind boxing. pond bracing or similar bracing utich is a pan of the building designand which must be consideredbythe building designer. Bracing shown is for lateral support of muss membersonly to reduce hackling length. provisions must be made to anchor lateral bracing at ads and specified locations determined by the building designer. Additional bracing of the overall suracmte may be mryird. (Sec MB-91 ofTFI).For specific awns bracing mgwiremeau, contact building designer.(Ttass Plate bnimla M is located at 533 4005 MARONDA WAY Donofrio Drive. M,dimnWisconsin 5n19 Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMA.S PONCE P.E. LICENSE OWS0068 267 Modallon FL Ctwhaotaa FL 22794 Scale - 0.2054 Eng Job: WO: 1OX3OH6B DWg: TI: P7 Dsgnr:TLY Chk: 9/13/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 0. 0 psf TPI-02/FBC-04 BC Dead 10. 0 Psf Code: FLA Design: Matrix Analysis rrouie YaGn: t:%1aa-Wala........%AVa-V-.o Net -,.yaw Job: 10X30H6B Customer: WO:l0X30H6H TI:P8 Qty:l ' DESIGN INFORMATION This design is for an individual buildingcomponent and has been basedon information psaidd by the client. The dmgn= disclaims soy responsibility for damaga as a rashof faultycar incaerect information. specificalons adlor designs famished m the moss designer by the client and the correcmess of accuracy ofthis information as it may relate to a specific Project and accepts no responsibilityor exorcises an control with regardto fabricaioa handling shipment and installation ofmosses. This true has been designed as an individual building component in accordance with ANSLrrP1 1.2002 and NDS-02 to be incorporated u put ofthe building design bya Building Designer (registered uehitett or professional engiocer). When revicaved for approval by the building designer. the design loadings Novo mum be checked to be we that the data shows are in agreement with the local building coda. local climatic records for id or vow loads, project specifications err special applied loads. Unless shovtt, uun has rot been designed for amage or occupancy loads. The design assume, compression chords (top or bottom) arc continuously braced by sheathing unless othnwise specified. Where bottmn chords in tension are not fully braced laterally by a Property applied rigid ceiling they should be braced at , aximom spacing of I O-0' 0c. Connector Platashall be manufactured from 20 page hot dipped galvanized creel meeting ASTM A 653, Grade 40. unless otherwise drown. FABRICATION NOTES Prior to fabrication the fabricator sball review this drawing toverify that this driving is in conformance with the fabricators plus and to realize a continuing responsibility rot such verification. Any discrepancies we to be pot in writing before coning or fabrication. Plata shall ram be insulted over kmNoles. know or dis oned grain. Member shall be cut for tight fitting wood towood baring Connector plates shall be looted on both fans of the truss withNils hilly imbeddedand shall be s)tn, about the joint unless otherwise drown. A 5x4 plate is 5' wide a 4' long. A 6xk plate is 6' wide x g' long. Slots (bola) rut parallel to the plane length specified. Double cuts on web members shall meet at the erns"idof the webs unless otherwise dsm a. Connector plate sizes we minimum sizes basedon the forces slo- and mayneed tobe increased for certain handling and/or erection :rasa. This moss is not to be fabricnd with rut retardant treated lumber unless dtawise shown. For additional information OnQuality Controlrefer to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with 'Handling. totalling and Bracing•. NIB-91. Tmaa are to be handle with particular are during banding and hurdling delivery and inaallmium to avoid damage. Temporary ad permanent bracing for holding wssa in a straight and plumb position and farresisting lateral forces shall be designedandinsultedbyothers. Careful handling isextent a] and nation bracing is aNikyt required. Normal pmsadionan,. action for "sacs r *i- such temporary bracing during imultatioo beroeen tressesto avoidtopplingand dominoing. The mpwision oferection of"na shall be under the control of persons experienced in the installation of "tics. Hofaaonal advice shall be sought Unaided. Cm¢emrnion of mnanctimh toads greater than the design loads :hall not be applied totrams at any time. No bads other than the weight ofthe erectors shalt be applied m "ua until after all fattening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 War 2x 4 SP #3 2x 4 SP #2 3-10,5-10 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 2205 0.61 A 12-11 -1845 0.69 2- 3 2010 0.56 A 11-10 -1537 0.54 3- 4 2082 0.48 A 10- 9 -1537 0.54 4- 5 2082 0.48 A 9- 8 -1846 0.69 5- 6 2011 0.56 A 6- 7 2205 0.61 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.19/999-0.35/996 8-9 Horiz. -0.06 -0.14 NA Max DL Deflection L/999 . -0.15 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 10.0 ft W. 30.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 pef MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1036 0 -1536 B Pin 29- 8- 0 1 1036 0 -1536 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 365 0.10 C 10- 5 -249 0.21 C 11- 3 359 0.17 C 5- 9 359 0.17 'C 3-10 -249 0.21 C 9- 6 365 0.10 C 10- 4 244 0.13 C m .........Joint Locations............... 1)0- 0- 0 5) 20- 1- 8 9) 20- 1- 8 2) 5- 0- 5 6) 24-11-11 10) 15- 0- 0 3) 9-10- 8 7) 30- 0- 0 11) 9-10- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1601/2205,2-3.-1451/2010, 3-4.-1448/2082,4-5.-1448/2082,5-6.-1451/2011, 6-7.-1602/2205, BOT CHORD 12-11.-1845/1372,11-10.-1537/1230, 10-9.-1537/1230,9-8.-1846/1373, Webs 2-11.-160/365,11-3.-350/359, 3-10.-249/229,10-4.-234/244,10-5.-249/229, 5-9.-350/359,9-6.-160/365, 9-10-8 10-3-0 9-10-8 1 2 3 4 5 6 7 6.00 dv4 5-8-6 0- 6- 6 3x4 6x8 3x4 M 1036M 8.00" 0- 0- EXCEPT AS SHOWN PLATES ARE MiTek MT20 6.00 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: ' LMaronda Systems Bracing sbwu an this tinning is oatcremeo bracing wind bracing portal bracing m similarbracing wfiicb isa pan Of Dsgnr : TLY Chk : the building design and witieb must be considered by the building designer. Bracing sbowu is for lateral mppon oftray am only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined bythe building designer. Additional bracing ofthe overall stroctme may be required. (See FBB-91 TC Live 16.0 p 8 f of TPI).For specific Orion bracing requir®eon, contact building daigna.(Tress Plate loainam TPI is located at 583 TC Dead 7.0 pre f4005MARONDAWAYDomlioDrive. Madison. Wisconsin $3719). Sanford, FL. 32771 BC Live 0.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *0050068 BC Dead 10. 0 pef 20711 1 E, FL Chuhsatar FL 32746 TOTAL 33.0 PSI R 1036# 8.00" 5-5-10 0 - f 6- 6 Scale es 0.2054 WO: 10X30H6B TI: P8 9/13/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.t 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-11142 Design: Matrix Analysis rrvuan "c"aae v-skaan-a,vw yet a,s xavu.rave+.,saws, va.,o+.,.,w., vat v.y.,. Job: VAL30H Customer: WO:VAL30H TI:V40 Qty:1 DESIGN INFORMATION This design is fmanin Mdud building tampttnant ad ha been hued on ioforn.tion prenitld by tdw diem. The designer diselsims soy responsibility for damage n aresultoff_hy orincest iofmmstio4 Steeir—tiom xWor designs f o"i'21cd to the bun designer by the client sod the cmrecenm trecmay ofor this mformstio , a it My rdne to aspecific project and sCeepn on rtspeoubaity w aeercises en conuel with rep.d to fsbricatin% handling. shipment and installation ofbasses This truss hasbeen designed asanindividual building compound in accordance with ANSVrPI 1499s and NDS-97 to be loons; e i n pat of the building design by a Building Designer. Wbw reviewed for aPPovd bythebuildingdesigner. the desigo loadinS shown crust bechafedtobeorethethedatashownminagreement with the local WiMi g codes, local climatic rands fm wind or snow loaft pojmt spailiestiom on special Mind loads. Unless shown no ben not been designedformongemoccapaacybads. Thedesign asmmo coeuprmbo chords (top or bottom) are continuously braced by shcethmg calm oWawise Wo-ifini Wbere bottom chords in 'notion ere not "braced Werally by a pmprdy spptied rigid cciling, they should be braced at amaximumspacingof10.0' o.c. Coonecmt plansshagbemamfamredfrom20gaugehotdippedgalvanitedslat mating ASTM A 65X Grade A calm or —&c shown. FABRICATION NOTES Prior tofabrication. the fabricam shall revim this drawing toverity then this drawing is in conformance with the abtiuIols plans and torealize asomiming reap'bility for such verification. Anydesesep neim ecrutobepatinwritingbeforecuttingmMoks:im PWashillnetbemashedoverImotholaalmsordistoned grain. Membersshallhecut for ewaor r ttightbefl wood oo bah o wood w ofbearing. Conpales the loom with mils rally imbdded sal shall be s)m. about the joins odor otherwise shown. A 5x4 plate is d' wide a 4- long. A Gab plate is 6- wide ar' bog. Sim (holes) ran parallel to the plate length specified. Double cuts on webtomhosshallmatinthecanboidofthewebscalmotherwise shown. Co®ator Pale size an minimum situ basedonthe fumesshown and may need to be increased for certain handlingauthor nation steno This woe is amto be fabricated with fire rmrdam treated timber odor otherwise show. For additmnd iuformaioo on Quality Cannot .der to ANSVrPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection tecommendaiom arc to be followedinscordancewithacceptediedaenYpablicaiona. T.— m to be handled with paticda cue during bending and bemdlmb delivery and imWlaiootoavoiddamageTmpmaysodpermmanslusting for hoeing baton in tonight and pbmb position and for matingWon] Ihtco shall be designed zdimWledbyother. Caeful handling is esseudd and erectionbracingis81"0 ogtdmd. Nmmd P+mmbmryatioo for asses enquires such temporary bracing during imullmen between basso to avoid toppling and domiuoing. The sup—isioo or erection of bassesshall be underthecmnlofperlaRaexperiencedinthei.WIW o of nct, nofessiood advice shillbesoughtif _ dud Concconi of eomtttztbnhods grater than thedesignloadsdullrambeappliedtobnesisaanydone. No loads etherthenthe weightof theeratmshill be amliedtonsses.mti] after all faaeoing and bracing is BC: 2x 6 SP 02 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Hzt. 1.0 Bld Type. encl L. 68.0 ft W. 2.0 ft Truss in END zone, TCDL. 4.2 pet, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Reg Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq• 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1/0,3-2.-1/2, BUT CHORD 3-3.0/0, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1 0.00 A 3- 3 0 0.00 3- 2 2 0.00 A 2- 0-D 6-13 3 2 1 0. 40 6.00 Joint Locations ............... 1) 0- 0- 0 3) 2- 0- 0 2) 1- 0- 0 4) 0- 0- 0 MAE. REACTIONS PER BEARING LOCATION----- E- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 2 4 -4 B Pin 1- 11- 4 1 4 0 -8 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS --------- LL TL in./ Ratio in./Ratio Jnt(e). I. Span 0.00/999 0.00/999 2-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 0- 6-0 0-6-0 J M\/\/ X'7-m t I I I L 2-0-0 —41 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO DWg j M a rondesSystems ERECTING CONTRACTOR. BRACING WARNING: Zed" drawn not this truing a rut errams bracing. wind bmdng poets] bracing on similar bnnng which e a partof building design and which must be considered by the building designer. Bracing shown is Ibr laded" of Iron Ds : ECH Chk: rthe neembm only to reduce buckling length. Provisions muss be made W andcr Iatsal bracing a cods and specified locationsdaermmedbythebuildingdesigner. Additional bncmg orthe wall stoetme may be regdod. (Sec H19.91 TC Live 16 . G 8 fP4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 247 h! ", FL Chukwtn. FL 32760 of TM.For spmirw ems truing tepire eemes. comet bu;kN- 6 S .(Tess Pale It ;i TPI is bead in 593 DO-& io Drive, Madison Wis sin 33719). Component Engineering by. T= Eug"g Co..P.A., gIr Soods de Rd F NC 27932 TC Dead 7.0 ps fBC Live 0.0 ps P BC Dead 10.0 ps fTOTAL 33.0 sf Scale — 0.9618 WO: VAL30H TI: V40 10/ 13/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.t 2- 0- 0 TPI- 02/FBC-04• Code: FLA v4. 7.32-17373 ueaaga. sera w.asw ssa. -y— e.- wTee_,-.%,-N.%Vfnornk%125\Jciha%VAL30H%VT40.nrx Job: VAL30H Customer: WO:VAL30H TI:V41 Qty:l I DESIGN INFORMATION This design is for an individual building component and hasbeen based on information provided by the than. The designer disclaims soy responsibility for damages as a 11 of faulty or incorrect information. specifications m&ur design furnished tothe truss; designer by the client and the correctness; or accuracy ofthis information as it may ware to a specific projen and accepts no tespooability or esescises on control with regard to fabricationt, hadlia& shipmms and iaullsoms oftrusses. This trust; has been designed a m individual building component in accordance with ANSVfPI 1-1995 and NDS-97 w be incorporated as pan ofthe building design bya Building Designer. When reviewed forapproval by the building designer. the design loadings shown cams be chocked to be sore that the data shown as in agreement with the local building codes. local climatic records fen with or strew bad& project specificuiam or special applied bads. Unlm shownx truss has out been designed for enrage oroccupancy bads. Thedesign assores companion chords (top or bouom) use comiaooasly brand by sheathing mim otherwisespaifted. Where bottom chords in tension are not fully brand laterally by a property applied rigid ceiling, they should be braced at a maximsm spacing or Id-0' o.c. Corrector Plates shall be manufactured fom 20 gauge hen dipped galvmiad mod meding ASTM A 653. Grade 40. ohm otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall renew this thawing Wverifythatthis drawingisin conformance with the fabricames plans and to realize acontinuing responsibility for such verification. Any discrepanciesare to be pat in writing before tatting or fabrication. Plates shall ram be installed ovaknotholes. von or distortedgain. Members shallbetan for tightfiningwoodtowoodhearing. Connector plan shall be located cm bah faces of the truss with nails fdy imbedded and shall be symabout the jointcalm otherwiseshown. A 5x4 plateis 5' wide x 4' tong. A 6x8 plate is 6' wide a g' long. Sias (bola) nm Parallel w thepore length specified. Double cuts cm web members, shall meet as the ctmmbd of thewebs calm otherwise sbown. Cooncctor Prue sizes use minimum sizes baud on the forces show and may need to be increased for certainhadliugand/oreroctionmesset. Thisam is ramto be fabricatedwith fate retardantteemed lumber now otherwise sboww. For additional information on Quality Control referto ANSVfPI 1.19" PRECAUTIONARY NOTES Ail bracing and erection recommendations ate W be followed in accordance with accepted industry publications Trusses are to be handled wito particular cart during bandingandbundlingdeliveryandinstallationtoaviddamage. Temporary and permanent bracing for holding trusses in a straight and plumb positionand for resiatmglateralfortesshallbedesignedandinstalledbyothers. Careful handling is mential and nation bracing is always rngmred. Normal preesmiwary action for umses requires inch temporary bracing timing inand a out betwem trn W! to avoid topplingand dominoing. The mpervl9on of erection of trnOO [ballbe riderthe comml of Persons aperimeed in theInstallation of trCnes. Professional advice shallbe sought if .eded CUn®IRtrot of mmuwmOO bads V.= than the design bads shall no be applied to mtffi 0 any note. No bads other than the weighs of the stators shall be applied to cusses; until after allfaaandng and bracing is completed TC: 2x 4 SP # 2 BC: 2x 4 SP # 2 WB: 2x 4 SP 43 I): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2-- 35/31,2-3--35/31, SOT CHORD 1-5- 0/0,5-3-0/0, Webs 5-2--75/ 126, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 5- 2 126 0. 09 C Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER SHARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 54 17 -56 B Pin 4- 7- 4 1 54 -17 -56 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/ 999 0.00/999 3-2 Morriss. 0.00 0. 00 NA Max DL Deflection L/ 999 - 0.00 Long term deflection factor - 1.50 2-4- 0 2- 4-0 1 2 3 6. 00 -6.00 MT20 4x6) NMO 3 MT20 3x4 1-2-0 MT20 2x4 Joint Locations------------ 1)0- 0- 0 3) 4- 8- 0 5) 2- 4- 0 2) 2- 4- 0 4) 4- 8- 0 6) 0- 0- 0 WndLod per ASCE 7- 98, CRC, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L. 68.0 ft W- 4.7 ft Trues in END zone, TCDL- 4.2 pef, BCDL- 6.0 pef Impact Resistant Covering and/ or Glazing Req TC. ..FORCH..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -35 0. 10 A '1- 5 0 0.02 2- 3 -35 0. 06 A 5- 3 0 0.02 i I I(7 I i i4-8-0 1 6 5 4 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING COhr'1'RACTOR. BRACING NARHINO: LMpan of aronda SystemsRr,gnga waooa %EJO is not portal ri m°ixwo wsup i, drama toe bailaing design and wrothminxmasideredbymebuildingdevguer. Bracing shownis ran moral support ertrva members only to reduce buckling length. Pmvit;om men, be made to mcmr lateral bracing at eads and specified locations deesmined by the building designer. Additional hewingofthcoverallsa uctme mayberequired. (secHiB-91ofTPI).For specific buss bracingrequirmems, contact building daigoer.(Tross Plate lanimm TPI is located at 593 4005 MARONDA WAY DOnufbRive. Madison, Wisconsin 53719). Sanford, FL. 32771 Component F 8seeritig by Tray Pagncamg CO., P.A, gig Soondside Rd F.dentoa NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0D68 307 Madallag /L ChgAbisfa, FL 32766 T 1-2-0 1 Eng Job: Dwg : DsanrsECH Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 pef Scale = 0.6097 WO: VAL30H TI: V41 10/ 13/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analy818 vrorile rstnt Job: VAL30H Customer: WO:VAL30H TI:V42 Qty:l — I,--] DESIGN INFORMATION This design if for an individual building component and has been baud on information prosidd by the dim. The designer disclaims any respormbiliry for damages a a remh ofOmlry or incorrect information. specifmatiom Won, designs Bwishud tothe truce designer by the client and the correcmm or securacy ofthis information ait mayrdae toa specific project andaccepts no respoces ry or aacises m control with regard to hbricatioo, handlinx. shipment and installation oftm sm, This voss has been designed a - indivith d building component inaccordmce withANSI rPI 1-I995 and NDS-97to be incorporated apart ofthe buildingdesign by a Baihiing Designer. Wbeu reviewedfor pp —A by the building designer. the design loadings shown must bechockedtobewethatthedatashownareinageemm with the local building codes, local climatic records for wind or snow loads, project spocificatiom or special applied bads. Unions shown. bass has not been designed for atoragc or occupancy, bads The design asmmes compression chords (top or broom) are continuously braced by shrathing ndm otherwise specified. Wherebottomnhmdsintensionareoilfullybracedlaterallyby a property applied rigid calling, they should be braced a maximum spacing of Ily w o.c. Cm>t¢mrplatesshall be mamfxmrod fiom 20 gange hen dipped galvanized steel mating ASI'M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES prim to tk+^catlmm the fabricator shall review this drawing to verify that this drawing is in ccudbrmanoe with the fabricator's plans and to realize a comimm responsibility for such vuificatim. Any disaepmcies are tobe putinsuiting before rotting orfabrication. Plates dull not be installed over kaor6oles, nuts or diaaned gain. Membersdull be em fortightfiningwoodtowoodbearing. Connector plates shall be brat onbah fansof she truss with mils fully imbedded and shall besym. about thejointunlm otherwise shown A 5x4plate is 5' widea 4' long. A6xg pine is 6' widex 1' Ioug. Slots (boles) tan parafld to the plate length specified. Double cats on web members dub mat at the cavoid of the webs onlm otherwise etman. Cnmatnf Plate Zinc$ m minimum sizes based on the forces show and may need m be increased for cenain handling adlor erection stresses. This truss is not to be fabricated with fie retardant located lumber unless otherwise drown For additional infbturation on Quality Control refs to ANS11"I 1.1995 PRECAUTIONARY NOTES All bracing and eratioo recom sedaims an, to be followed in accordance with acceptedindustry publications. Trusses are to be handled with particular care during banding and budliug ddivery and installation to awid damage. Temporary and permanent bracing for bolding a mates in a nnight ad plumbpositionandforreininglateralforcesshallbedesigned and inaalld by others. Careful handling isessential and erection bracing is always required. Nomul precautionaryactionfmmossesregn'vo mehtemporary bracingduring ivsullatiao berwcan trusses to avoid toppling and dermivoing. The snper i m oferection oftrusses dull be ender the control orperwns experiencd in the inaaBaiooorueaea Professional deice shall be roughs if needed. Conummatiom ormmomencer loads trots than the design Inds shill not be applied to trusses st any time. No nods other thantheweight ofthe ciectorsshall be sodiedtobttssnuntil alter all faaming and bracing is TC: 2x 4 SP $2 BC: 2sc 4 SP i2 WE: 2x 4 SP @3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CBC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L- 68.0 ft W. 7.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.02/999 0.01/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 • 0.00 Long term deflection factor . 1.50 Analysis based on SiuVlified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-62/52,2-3.-62/52, HOT CHORD 1-5.0/0,5-3.0/0, Webs 5-2.-133/203, TC: ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -62 0.30 A 1- 5 0 0.06 2- 3 -62 0.18 A 5- 3 0 0.06 a..Joint Locations ............... 1)•0- 00 3) 7- 4- 0 5) 3- 8- 0 2) 3- 8- 0 4) 7- 4- 0 6) 0- 0- 0 - MAX . REACTIONS PER BEARING LOCATION----- x- Loc BSet Vert Horiz Uplift Y Type. 0- 0-12 1 93 32 -86 B Pin 7- 3- 4 1 93 -32 -86 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 203 0.12 C 3- 8-0 3-8-0 2 3 6. 00 MT20 4x6 M- 12U Zx4 6. 00 93# 1.50" Stud Q 2- 0- 0 93# 1.50" 6 5 4 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: $ ng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: _ MBF9609 shown on thisdrawing is not emotion bradn& bracing, pored bracing a similar bracing %hid, is a part of De r : ECH Chk: arondesSystemsdthebuildingdesigna%tich mesa be considered by thebuilding desig— Bracing shown u for lateral appon of ummembersonlytoreducebuddinglength. Provisions mat be made to anchor lateral bracing al ends and specified TC Li16 . 0 8 f locations dmermimdbythebuildingdesigmer. Additionalbracing of theoverallstmenue may be required. (Sec Live HIE-91PorTPI).For specific brass bracing requiremenq mmactbuilding designer.(TrussPlay Institute. TPIis located at 593 TC Dead 7.0 p e f 4005 MARONDAWAYD'GmotHo Drix, Madison. Wisconsin 53719). Sanford, FL 32771 ComFocanEngineering by. T1uss Engineering Co., P.A.. 111 Soundside R4 Pdc NC 27932 BC Live 0.0 Ps f 407)321- 0064 Fax (407) 321-3913 BC Dead 10.0 pef TOMAS PONCEP.E. LICENSE OWSOD68 307 Modadjon FL pWAwt% FL 32764 ITOTAL 33.0 psl Scale = 0. 6751 WO: VAL30H TI: V42 10/13/ 2005 Lbr DF: 1.25 Plt DF: 1.25 o.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Designs Matrix Analysis rrozile races as\+on-wn\.. tr wnaw l-t.,. -t. +.,..•--.-.r-.. Job: VAL30H Customer: WO:VAL30H TI:V43 Qty:l DESIGN INFORMATION This design is for an individual building component and has beenbased oninformation protidd bythedierd. The design. disclaims anyresponsibilityfeedamages asa remitof (alty or incorrect informuion, specifications; and/or design hmithd in the truss designer by the client d oratheconectnasaccuracy ofthisinformationa is may relate to a specific project and accepts no rap' bility oresereim on towelwith regard in fabrication. handling dtpmem and installation of utbses. Thisbusshasbeendesignedaanindividualbuildingcomponent in accordance with ANSVfPi 1-1995 ad NDS- 97 to be inempwasd as put of thebuilding design by a BuildingDesigner. When reviewed for approval by the building designer. the design loadings shows must be checked to be sore thin the data show are in agreement with the local building codes, local climatic records for wind or snowloads, project specifications or special applied bads. Ublets shown. uuss has ono been designed its storage or occupancyloses. The design ummts comprcmm chords (hop or bo it ) m coutimously braced by ahaWmg unlessotherwisespecified. Where boar deeds in tensim are can fully braced laterally by properly applied rigidceiling they should be braced in a maxims, spacing of 1e-0' o.c. Connector plan shall be manufactured floor 20 gaugehot dippedgalvanic steel moving ASTM A 653, Grade 40. onlm otherwise shown. FABRICATION NOTES Rim to fablieadon. the fabricator shall review this drawing toverily that thisdrawing is inconformancewith the fabricators plan, and to realize a continuingresponsibility for such verificalim. Any discrepancies are in be put in writing before cutting or fabrication. Plates shallnotbeinstilledoverkootboles, knots ordistortedpain. Members shall be em for light filling wood in woad baring Coonneeor plainmall bemotelonbahfaces ofwe tamwith nails fillyivpbedd andmall be a)w. about thejointinletsotherwiseshow. A 5x4plate is5' wide a 4' long A 6x8 plate is 6' wide a 8' bug. Slurs (bola) mo puallcl to the plate length specified. Double cuts on wcbmemberssballmeetatthecmroidofthewebsunlessotherwise sbown. Cowector plate sizes am minimum sizes bated on the force, mown and may need in be increased 1br certain handling md/m.«tim abessn. This spun is notto be fabricatedwith fwrcunlam baledlumber unless otherwise mow. For additional information on Quality Comml term in ANSVfPI 1- 1995 PRECAUTIONARY NOTES MI bracing and .ecuon rt><ommematioa: are to be foblowcd in accordance with accepted idnmy, publications. Trussts m to be handled with particular cm during banding and bulling delivery ad iauallitiooinavoiddamage. Temporary and pemanm bracing feeholding insistsin a strain and plumb positionandfeererin;ng lateral tomes shall be designed andinstalledbyothers. Careful haodling is -tial and erection bra ing is alwa7smq m& Normal precautionary aunt for wets r.I.- min temporary bracing during installation between owner to avoid toppling and dominuing The supervision oferection ofwssa mall be roder the control of p.mns experienced in the iaullatioo of wsssProfessional advice sball be sought H needed. eonoestru i i ofennstnctroo mat greater than the design mess mine oor be applied W trusses at any time. No bads other than the weight of theerectors mall be applied in imines until after all fastening and bracing is completed TC: 2x 4 SP $2 BC: 2x 4 SP $2 WB: 2x 4 SP k3 GBL: 2x 4 SP $3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-98, C4C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L. 68.0 ft W- 10.0 ft Trues in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 188 0.05 C 7- 4 188 0.08 C 8- 3 -74 0.25 C 2- 6-0 73M 1.50" 10 5- 0- Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- x- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 73 61 -38 B Pin 9- 11- 4 1 73 -61 -38 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -42 0.14 A 1- 9 0 0.04 2- 3 64 0.12 A 9- 8 0 0.02 3- 4 64 0.13 A 8- 7 0 0.02 4- 5 -42 0.09 A 7- 5 0 0.04 5- 0-0 2 3 4 6. 00 MT20 4x6 Stud ® 2- 0- 0 10- 0-0 9 8 7 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Co"... B.- WARNING: MBracing mown on this drawing is rot erection bracing. void bradog portal bracing in similar bracing which is apart of aiondesSystemsthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing showsis fee 'aim support oftmamembers only to reduce buckling length Pmvisi= most be made to anchor lateral bracing in ends endsaspecified lbc,,;omdet-ined by the buildingdesigner. Additional bracing oftheoverall structure may beregnued. (Scewe-91 of TPI).Forspecific trust bracing rcguiremems. contact building dmgncz.(Ttuss Plate Institute. TPI is located at 583 4005 MARONDA WAY D'onofiio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 component En8rroorin8 byp Truss Fngineeiog Co.. P.A.. BIBu^^M•G• Rd. Fd=M NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE O'DOS0068 367Madafon FL ChO wtit, FL 22766 Joint Locations ............... 1) 0- 0- 0 5) 10- 0- 0 9) 3- 0- 0 2) 3- 0- 0 6) 10- 0- 0 10) 0- 0- 0 3) 5- 0- 0 7) 7- 0- 0 4) 7- 0- 0 8) 5- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--42/7,2-3--37/64,3-4--37/64, 4-5-- 42/7, HOT CHORD 1-9-0/0,9-8-0/0,8-7-0/0,7-5-0/0, Webs 9- 2--110/188,8-3--74/72, 7-4-- 110/188, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(B). I.Span 0.01/999 0.00/999 5-4 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 6 Eng Job: DWg : Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 2-6- 0 1.50" Scale = 0. 5371 WO: VAL30H TI: V43 10/13/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Designs matrix Anaiyeie river... .-.i..,. ....00-...... .....----err-•- Job: VAL30H Customer: WO:VAL30H TI:V44 Qty:l DESIGN INFORMATION Tbis design is for an individual building cornpomml ad has been bated on infartoation provided bythe client. The desipa disclaims any responsibilityfor damages m ants of fnity or incorrect information. specifications adfor designs f unissedto the true designer by the client and the cma tmessor seemacy of thisinformation as it may rdm to aspecific project and accepts on r . I biliry or exercises on control with regard to fabrication, handling shipment and iusalWioa oftmaa. This otter but been designed as an individual building component in accordance with ANSVTPI 1.1995 and NDS- 97to be incorporated as pan ofthebuilding designby a Building Designer. Wbm reviewed for approval by the building desigma. the desigu wadingt showy mns be rbecled to be sure that the data show are in agnccutem with thelocal building codalocal elimalie records for wind or scowbads, projectspecifications or special appliedloads. Untesa door. ones has not been designed for image or oaapaocy, loads. The design rpssuma Orml, on cbords (cop or bottom) era continuously brad by th-hingcalm otherwise specified. Where bottom ebmas in tmsiaa ascot rally brad laterally by , Properly applied rigid Idling tb y should bebrad a a maximum spacingofIV-' o.c. Comsams plan doll bernmafamted from20gaugehotdippedgalvanizedsteelmeetingASTM A 653. Grade 40. unlm otbawise shown. FABRICATION NOTES Prior to fabrication, the fabricates sball review this drawing to verily matthis drawing is in coolbrmante wins the rabricators plans and to realize a continuing respuusbiliryfor mcb verification. Any discrepancies are to be pat in writing before acting or fabrication. Plates shall our be installed over laotboles. toms or distorted gain. Members shall be rat for tigbsfitting wendtowood bearing Connector plan Ball be located on nth races of the trimwithnailsfullyimbeddedandswllbesitm. about the joint unlm otherwise down. A 5x4 plate is 5' wide x 4' lung A 6ag plate is 6' wide a Be long Slurs (boles) not parallel to the plate lc gtb specified. Doable cats on web members shall meet as the cemmid of the websunlm otherwise shown. Cormoctor plate sizes are minimum sizes based on the forces above and may need to be Increasedfor taunt handling adfor erection comes. This truce isnot to be rabricatdwitb foe rcurdam treated lumber unless otherwise show. For additional information on Quality Controlrefer toANSVfPI1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with accepted industry publications. Truss are to be bundled with Particular cm during banding and bundling delivery and installationto avoid damage. Temporary and pamanm bracing for bolding trusses in a straight andplumb position and for resistinglateraltbrea dell bedesigned andismiledbymbers. Carefulhandling is essential andsection WK.$. Ways acquired. Normal Fecamonary action Ibr basses repires such temporary bracing during 0-11., lon between tra6es to avoid toppling and duminning. The mpervl90n Of erection Of Unaesshallbe under the control of persons experienced in the iusaBaiao of mosses. Profasioualadvice sball be caught if ceded. Coamwtiooof oo msualom loads greater than the design Toads shall can be applied to mraes as any time. No loads mhothanthe weighstitheerectors dull be applied to trusses anvilafter, all ralming and bracing is TC: 2x 4 SP @2 BC: 2x 4 SP 02 WE: 2x 4 SP @3 GBL: 2x 4 SP @3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-98, CeC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rat. 1.0 Bld Type. encl L. 68.0 ft W. 12.7 ft Truss in END tone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCH.. CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 141 0.04 C 10- 5 152 0.17 C 12- 3 152 0.17 C 9- 6 141 0.04 C 11- 4 - 82 0.42 C 3-2- 0 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 Soria Uplift Y Type 0- 0- 12 1 55 74 -5 B Pin 12- 7- 4 1 55 -74 -5 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 58 0.07 A 1-13 0 0.02 2- 3 - 39 0.10 A 13-12 0 0.01 3- 4 79 0.11 A 12-11 0 0.01 4- 5 79 0.11 A 11-10 0 0.01 5- 6 - 39 0.09 A 10- 9 0 0.01 6- 7 - 58 0.04 A 9- 7 0 0.02 Joint Locations............... 1) 0- 0- 0 6) 10- 4- 0 11) 6- 4- 0 2) 2- 4- 0 7) 12- 8- 0 12) 4- 4- 0 3) 4- 4- 0 8) 12- 8- 0 13) 2- 4- 0 4) 6- 4- 0 9) 10- 4- 0 14) 0- 0- 0 5) 8- 4- 0 10) 8- 4- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-58/14,2-3.-39/9,3-4.-36/79, 4-5.- 36/79,5-6.-39/9,6-7.-58/14, HOT CHORD 1-13-0/0,13-12-0/0,12-11.0/0, 11-10. 0/0,10-9.0/0,9-7.0/0, Webs 13- 2.-88/141,12-3.-93/152,. 11-4.- 82/57,10-5.-93/152,9-6.-88/141, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 6-5 Horiz. 0. 00, 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 6-4- 0 6-4-0 2 3 4 5 6 7 6.00 . 00 MT20 4x6 1-----XX> O____-__-.__XXX>(>.-__-_-.____/1 1 It o I I 55H 1.50" 12-8- 0 14 13 12 11 10 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING COHTRACI' OR. BRACING WARNING: LMaronda SystemsB shown an °i us°°°°°wid dngpo doa rislab oaw hua r,ss the ba; la;ng coign eel .trick mesa be considered M the buildingtseagma. Bracing mown is forload support orwa membersOnly to reduce bacuing length Pmv190m meet be made to anchor lateral bracing a ands and specified locations desennodbythebuildingdesigner. Additional bracing of the overallmocmre may be required. (See HTB-91 ofTPI)• For specific no bracing regairemms, contact building designer.(rnen Ware lositme. TPI is load a 533 4005 MARONDA WAY D'GmfrioDrive.Madison. Wiscmain53719). Sanford, FL. 32771 Component Engineviog by: Tura PEegm Co.. P.A.. gigSo drill. Rd. Edema". NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *00050066 207 1t1 1 -,n FL pa/Dota. FL 32766 9 8 Eng Job: Dag: Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 pef 3-2- 0 Scale = 0. 4454 WO: VAL30H TIs V44 10/13/ 2005 Lbr DF: 1.25 PIt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA vA '1 ' 41-11101 Design. Matrix Analysis Profile Fatn: Tr\TKK-Wa\JODe\CWal VA\li7\JODB\VALi Vtl\V19Y.prx Job: VAL30H Customer: WO:VAL30H TI:V45 Qty:1 ' DESIGN INFORMATION This design is for an individualbuildingeompoom and has beenbasedon information provided byThedim. The designer dichrims my responsibility for damago as; a reuli orfanityor moo nest information.spaifxaiom w desigres famished to the truss designer by the client and the correctness or accuracy ofthis mfbrm:lim as it may relae to a specific project and accepts on responsibility or amim no control with regard m fabrication. handling shipment and imiallnim ofwsa This macs has bean designed a an individual building compuum in accordance with ANSVTPI 1.19" and NDS-97 mbe incorporated a pan ofthe building design bya Building DesiBuer. When reviewed for approval by the baiming designer. the design loadings show mast be crated to be sore that the data show are in sgsemm withthe local boihtingcodes local climatic records for wind or tmw loads. project specifications - special applied beds. Unless cow. m shas ron berm designed for storage oroecupancy bads. The designassumes compressor chords (topor bottom) are comimmnsly braced by sheathing roles otherwise specified. WherebalmchordsintensionarecottallybracdLucaliyby a properly applied rigid ceiling, they should be braced at a m., m spacing ofIO-0' o.c. Ca ccwrpLdoshallbe mmufactvred fioan 20 gang, hot dipped galvanized sect meting ASTM A 653. Grade 40, roles otherwise show. FABRICATION NOTES Prior to fabrication. the rubricator stall review this drawingtoverily that thisdrawing isinCaefmmmce with the fabricatios Alms and to realize anorm®ing respooflbilityforsuch verification. Anyd4cfepmcio are to be put in writing before tuning or fabrication. Plates shall tnt be installed over tvotheles torts ordutoeted gain. MembersshallMcm for tight fining wood m Pond baring Connector plate shall be located = bah faro of the man with mils fitly imbdded and shall be qm about the joins odes otherwise shown. A 5a4 plate is 5' wide a 4' hang A618 plate is6' wide a 8' long Slots (bola) ran parallel to the plate length specified. Double cuts = web mmbera shall meet at the cmroid of the webs odor otherwise show. Cram tor plate sizes are minimmo sizes baud on the forces throats and may end to be increased for certain hmdlmg andrOr eratno sv II Thistrust is norto be fabricated with fire rea is d created hrmber =lestothcaise showy. For additional informationas QualityControl refsm ANSVTPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection raommedatiom are tobefollowedinaccordancewithacceptedindtsry Poblimions. Troses are to be handled with pa ticalar careduring banding and banding delivery and imullation to avoid damage Tmporay and pe=aient bracing for holding Gasses in a straight and phrmb positionand forresisting [metal forcesshall be designed and installed by other. CacOtl handling is es 6, and erection bracing is alum)+ required. Normal precautionary action for traces requires loch temporary bracing dancl; I sullatintt bcwem crassest to avoid toppling and domiroi The mpemsion oftsecti= ofmesa shall be under The control ofpersons experienced in the installation ofosn Rofesional advice shall be sought ifnecded. Concentration ofeonsnstion Inds greater than the design nods shall notbeapplied to trusses a my time. No loads other than the weight of the eratan shall be avolid to owes amB rifler all fastening and bracing is TC: 2x 4 SP $2 BC. 2x 4 SP #2 WB: 2x 4 SP 03 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design 1s the composite result of multiple loads. WndLod per ASCB 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 68.0 ft W. 15.3 ft Trues in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCH..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 • 189 0.11 C 10- 5 123 0.32 C 12- 3 123 0.32 C 9- 6 189 0.11 C 11- 4 -86 0.64 C 7-8-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 94 98 -24 B Pin IS- 3- 4 1 94 -98 -24 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -63 0.19 A 1-13 0 0.05 2- 3 -43 0.09 A 13-12 0 0.04 3- 4 92 0.11 A 12-11 0 0.01 4- 5 92 0.10 A 11-10 0 0.01 5- 6 -43 0.12 A 10- 9 0 0.04 6- 7 -61 0.14 A 9- 7 0 0.05 6.00 MT20 4x6 Joint Locations ............... 1) 0- 0- 0 6) 11- 8- 0 11) 7- 8- 0 2) 3- 8- 0 7) 15- 4- 0 12) 5- 8- 0 3) 5- 8- 0 8) 15- 4- 0 13) 3- 8- 0 4) 7- 8- 0 9) 11- 8- 0 14) 0- 0- 0 5) 9- 8- 0 10) 9- 8- 0 FORCES (lb) - Max Conpreaeion/Max Tension TOP CHORD 1-2.-63/19,2-3.-43/32,3-4.-36/92, 4-5.-36/92,5-6.-43/32,6-7.-61/19, SOT CHORD 1-13-0/0,13-12-0/0,12-11.0/0, 11-10.0/0,10-9.0/0,9-7.0/0, Webs 13-2.-130/189,12-3.-80/123, 11-4.-86/41,10-5.-80/123,9-6•-130/189, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999- 0.01/999 7-6 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 7-8-0 6.00 3-10-0 1 C1 I I 4N 1.5111 15-4-0 14 13 12 11 10 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: Eng Job: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg_ FMatonda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracingshown = thisdrawingisnet erectionbracing windbracing portal bracing orsimilarbttrcingwhich isa penofthebuildingdesignandwhichmesabeconsideredbythebuildingdesigns. Bracingshow isfor lateral fapport ofbus Dsgnr : ECH Chk : mmbea only to reduce bocHing length. Provision must be made to anchor Literal bracing at ends and specified veTCLi16 0 s f mlocationsdetamedbythebuildingdesigner. Additional bracing of theoverall moccne may be re pried. (Sec HIB•91 P 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 207 MdaNc n FL pWrhurts. FL 32746 orTPO. Forspecific lobs bracingrequirmms, comes buildingdesigaa.(Trns PlaneImtitac TPI is local at 583 D' oodiioDrive. Madison. Wisconsin 53719). Compooant Engineering by: Trans e^••+ing Co.. P.A, 912Soadside R4 FLmoo. NC 27932 TC Dead 7.0 ps f BC Live 0.0 ps f BC Dead 10.0 ps f 1 TOTAL 33.0 psi Scale = 0. 4007 WOt VAL30H TI: V45 10/13/ 2005 Lbr DF: 1.25 pit DFt 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Deslgnr Matrix Analysis Prorlle rain: T:Mats-LVA\110De\rWRl YAta.4;NODa 1•asu t,er t•a+. yan Job: VAL30H Customert WO:VAL30H TI:V46 Qty:l I DESIGN INFORMATION Thisdesign isforan individual buildingcomponent and has been based on information provided bythe client. Tie designer disclaims any responsibility fat damages asa result of faulty or incorrect information. specific, and/or designs famished to the truss designer by the chew and the conecmcn or accuracy ofthis information a it may rep uc to a specific project andaccepts no responsibility or esescises no control with regard to fabrication, handling shipment and ivstallatinn oftrusses. This truss has beendesignedu anindividual building component inaccordance with ANSVfPI 1-1995 and NDS-97to be incorporud n part ofthe homing design by a Building Designer. Wba reviewed Ibr approval by the building designer, the design loadings darn mats be chuckedto be note that thedatamoum arein agreement with the local building codelocal climnicrecords far wind or snow loads. project specifications; a special appliedload. Unless dawn. truss boa not been designed for storage or occupancy loads. The design asmmes compression chords (top or borne n) ate continuously braced by shWhingunless Whawiu specified. Where bottom chords in tasionarc not fully braced W caByby a properly appliedrigidceift they shouldbe bracedar a narimamspacingofIV-W o.e. Connector planes dull be maoufxtrtted from 20 garage bat dipped galvanized steel meeting ASTM A 653, Grade w, unlesa otherwise mown. FABRICATION NOTES Prim to fabrication, the fabricamr mall review this drawi. g to verify that this drawing is in conformance with the fabricatcas plans and to rediec a continuing responsibility for such verification. Any discrepancies ate to be pm in writing before carting or fabrication, Plates shallnotbeinsulledovermntholmknouordistortedpain. Members shall be em (or right fining weed to --od hearing Conn6tm planes shag be botod on both face of the trust with nagsfullyimbedded and shallbe s)m about the joint unless otherwise mown A Sao plate is 5' wide a 4' long A 6s8plate is 6' wide a8' long. Slots (boles) run parallel to theplate length specified. Double can on webm®hers shallmeet at the cmroid ofthewehsttdm otherwise mown. Connector plate sire arse mmimom tiffs based eo the force mow and may need to be inaeastd far cauinhaodliug and/or erectionstresses. This tints Is out to be fabricated with foe retardant treated lumber unless otherwise door. Per additional information on Quality Control refer to ANSVfPi 1- 1995 PRECAUTIONARY NOTES All bracing and acctiou recommadatiom arcto be followtdinaccordancewithacceptedindustrypublications. Trusses are w behandledwith particularcm during banding and bundft delivery and installation to avoiddamage. Temporary and permanent bracing for kidding vases in a straight and plumb positionandforresistinglateralforcesmallbedesignedandinstalledbyothers. Careful bundling is essential and creerlon bracing is always required. Normal psmutiopary action for trusses requires suchtemporary bracing duringinstallation bcm- Gros es In amidtoppling anddominninng The mpervlalnn of erectionof hutsesshag be Oder the control of penonsexperienced in the noullarloe of tosses. Professional advice shall be sought if needed. Coocenut uon of annl.ctlon tomb greater than the design loads shall out be appliedto Irmo at any time. No bads other thanthe wvgm of theerectors shall beapplied w trussesuntil after all fastening and braemg is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndi, od per ASCH 7-98, CaC, Vw 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Eztw 1.0 Bld Type. encl L. 68.0 ft W. 18.0 ft Truss in END zone, TCDL- 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -94 0.11 A 1-17 0 0.03 2- 3 -42 0.08 A 17-16 0 0.02 3- 4 43 0.09 A 16-15 0 0.01 4- 5 107 0.11 A 15-14 0 0.01 5- 6 107 0.10 A 14-13 0 0.01 6- 7 43 0.09 A 13-12 0 0.01 7- 8 -42 0.09 A 12-11 0 0.02 e- 9 -94 0.08 A 11- 9 0 0.03 4- 6-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 5-14 Bracing shown is for visual purposes only. In - Plant Quality Assurance with Cqw 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-94/26,2-3•-42/5,3-4--37/43, 4- 5w-39/107,5-6w-39/107,6-7.-37/4317-8.-42/5, 8- 9w-94/26, HOT CHORD 1-17.0/0,17-16-0/0,16-15-0/0, 15- 14w0/0,14-13w0/0,13-12.0/0,12-11w0/0, 11- 9w0/0, Webs 17-2.-108/149,16-3w-86/128, 15- 4.-93/132,14-5.-83/19,13-6.-93/132, 12- 7w-86/128,11-8w-108/149, Joint Locations ............... 1)-0- 00 7) 13- 0- 0 13) 11- 0- 0 2) 3- 0- 0 8) 15- 0- 0 14) 9- 0- 0 3) 5- 0- 0 9) 18- 0- 0 15) 7- 0- 0 4) 7- 0- 0 10) 18- 0- 0 16) 5- 0- 0 5) 9- 0- 0 11) 15- 0- 0 17) 3- 0- 0 6) 11- 0- 0 12) 13- 0- 0 le) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Beet Vert Horiz Uplift Y Type 0- 0- 12 1 76 114 0 B Pin 17-11- 4 1 76 -114 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 17- 2 149 0.04 C 13- 6 132 0.51 16- 3 128 0.24 C 12- 7 128 0.24 is- 4 132 0.51 C 11- a 149 0.08 14- 5 - 83 0.30 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 9-8 Horiz. 0. 00 0.01 NA Max DL Deflection L/999 . 0.00 Long term deflection factor w 1.50 9-0- 0 9-0-0 1 2 3 4 5 6 7 8 9 6.00 MT20 4x6 11l l LV VAO 6.00 18 17 16 15 14 13 12 11 10 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHBBT. A COPY OF THIS DRAWING TO all OIv. TO IRICIINO CONTRACTOR, BRACING WARNING: M a ro ndes SystemsBracing shown tun this dewing is net section bndng wind bndM portal boring or similar bracing ulkh is a partof the building design and which mast be considered by the building designer. Bracing mow is far lateral mppmt of no membersonly to reduce bucklinglength. Provisions;must be made to anchor lateral bracing as cn& and specified locations determined by the building desigua. Additional bracing of the overallswerve may be negnird. (See HIB-91 of TPI). Forspecifc Innbracing requiremaa, contact building deugoer.(TroaRate mainte, TPI is located at 583 4005 MARONDA WAY D'Onorrio DriveMadison. Wixomlo 33719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A. 8IS Soonddde PA Ed- NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 307 Ma 1 10, R CMAnotae FL 32766 4- 6- 0 Scale = 03439 Eng Job: WO: VAL30H Dwg: TI: V46 Dsgnr:ECH Chk: 10/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live0.0 pef TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analyals rroLi Le raw. a: ..n-w..s.,....o vat w...- ,......,..r•....+.....•.•a•- Job: VAL30H Customer: WO:VAL30H TI:V47 Qty:l ' DESIGN INFORMATION This design is for as individualbuildingcomponent and has been based on infmenation pmidd by the dmn. The designer disclaims my responsibility for damages as a result of faulty or incorrect information. specifications and/or design famished tothe tressdesigner bytheclient and the cou ecmm or aranrseyortbis information ait may relate to a specific project and steeps to responsibilityorexercisesm controlwith regard to fabrication. handling, shipment and installation oftrusses. This cr nhas been designed a an individnat building component in accodmcc with ANSVTPI 14995 ad NDS-97 tobeincorporated aspartofthe buildingdesign by a Building Dmigm. when reviewd for approval by the building designer, the design badinp shown mass bechockedrebeorethatthedaisshownminagetmem withthe local building coda. local climatic records fw windor stow beds. Project speCificatims m special applied bads. Unless shown tors his not been designed for storageoroccupancy bads. The dingo asuma compression chords (top or bellow) are continuously braced by m sth;.g aWm otherwise specified. Where bottom chords in tension aremoa Polly braced tateraly bya property applied rigid cciliug they should be braced at amaximmmspacingoflo%ooc.c. Correctorplat= shall bemanufacturedfrom20gangehendippedgalvanizedsteel meeting ASTM A 653. Grade 40. unless otherwise moan. FABRICATION NOTES Pnar to fabrication. the fabtscator sball redrew this drawing to verify thatthis drawing isinconformance with the fabricames plans and torealize a comiming responsibility for sucb verification. Any discrepancies are to be pm in writing before tatting or fabrication. Platashallantbeinslldovaknotholesimorsordistorted gnia Members .ball beam for sighs fining weed to wood hearing. ComecsorPlata shall be baud onboth boaof the Irma with ns11s bIy imbedded and shall be sym. mum thejoint unlessotherwise shown. A514 plateis 5' wide x 4' long. A 6xil plate is 6' wide x g' tong. Sba (bola) ran parallel to the plate length specified. Doable cuts m web members shall meet at the cemoid ofthe webs unless otherwise mown Cattector pine sire arc minimum sirebasedon the tomes showand maynand to be incrcasnd for certain handling and/or cna m tuasa. This am is out to be fabricated with fire rcurdaw treated lumber unless otherwise mown. for additional inrmmatiooou Quality Control rcfato ANSVrPI 1-1993 PRECAUTIONARY NOTES All bracing and acetion rsammendatiom are to be followed inaccordance with accepted industry publication. Tmsa are tobe handled with particular careduring banding and bundling delivery and installation re avoid damag_ Temporary and pamanent bracing for holding trtssa in astraight and plumb positionand for resisting lateral fba cs shallbedesigno sad inweedby whas. Carebl handling is mamial and caectim bradng is always required. Normal precautionary action for trustsrequiressuchtemporarybracingduringinstallationbetweentruss to awid toppling anddominoing. The opavision of action of Cussesshall be under the control of pe som experienced in the installation ofmtssm. Professional . mitt shall be sought if tad 4 Conoconation of cmWmdim touds greasesthin the deep W36 shall no be applied to trusses at anytime. No bads other than the weight of the erezmn shallbe applied to trusts until after all listening and bracing is completed TC: 2x 4 SP 42 BC, 2x 4 SP #2 WB: 2x 4 SP $3 GBL, 2x 4 SP 93 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CeC, V. 125mpb, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 68.0 ft W. 20.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Fact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -126 0.07 A 1-21 0 0.01 2- 3 -73 0.09 A 21-20 0 0.01 3- 4 -39 0.09 A 20-19 0 0.01 4- 5 61 0.09 A 19-18 0 0.01 5- 6 125 0.11 A 18-17 0 0.01 6- 7 125 0.10 A 17-16 0 0.01 7- 8 61 0.09 A 16-15 0 0.01 8- 9 -39 0.09 A 15-14 0 0.01 9-10 -70 0.08 A 14-13 0 0.01 10-11 -126 0.04 A 13-11 0 0.01 1 2 5- 2-0 MT20 MT20 3 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- 0-12 1 57 132 0 B Pin 20- 7- 4 1 57 -132 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 21- 2 124 0.04 C 16- 7 131 0.75 C 20- 3 133 0.17 C 15- 8 133 0.41 C 19- 4 133 0.41 C 14- 9 133 0.17 C 18- 5 131 0.75 C 13-10 124 0.04 C 17- 6 -83 0.40 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 00/999 0.00/999 10-9 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . 0.00 Long term.deflection factor . 1.50 Joint Locations ............... 1) 0- 0- 0 9) 16- 4- 0 17) 10- 4- 0 2) 2- 4- 0 10) 18- 4- 0 18) 8- 4- 0 3) 4- 4- 0 11) 20- 8- 0 19) 6- 4- 0 4) 6- 4- 0 12) 20- 8- 0 20) 4- 4- 0 5) 8- 4- 0 13) 18- 4- 0 21) 2- 4- 0 6) 10- 4- 0 14) 16- 4- 0 22) 0- 0- 0 7) 12- 4- 0 15) 14- 4- 0 8) 14- 4- 0 16) 12- 4- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-126/34,2-3.-73/20,3-4.-39/0, 4-5.-36/ 61,5-6.-44/125,6-7.-44/125, 7-8.-36/ 61,8-9.-39/0,9-10.-70/20, 10-11.-126/ 34, HOT CHORD 1- 21.0/0,21-20-0/0,20-19.0/0, 19-18.0/ 0,18-17.0/0,17-16.0/0,16-15.0/0, 15-14.0/ 0,14-13-0/0,13-11.0/0, Webs 21-2.- 88/124,20-3.-91/133, 19-4.-91/ 133,18-5.-93/131,17-6.-83/4, 16-7.-93/ 131,15-8.-91/133,14-9.-91/133, 13-10.-88/ 124, 10-4-0 10-4-0 I 1 4 5 6 7 8 9 10 11 MT20 MT20 2X4 6. 00 6. 00 MT20 4x6 MT20 2 MT20 2x4 MT20 2 MT20 2x4 2 MT20 2x4 5-2-0 M"I'20 2x4 MT20 3x4 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2X4 M720 2x4 MT20 6x8 I t o 1 1 I I I EXCEPT AS SHOWN PLATES ARE TL20 GA OF WARNING: READ ALL NOTES ON THIB BIDiB'I. A COPYOF TI1I6 DRAWING TO BE GIVEN TO BAECTINO CONTRACTOR. BRACING WARNING: cmaronda Systems nonthis w;ngisnacreamb ng. wind bra pmalbracing msimi eingw aa,of tht building dcdgo and stick men be Considered by the buildingdesigner. Bruing sbOw71 isfor lateral mppmt of nos members Only to reduce buckling Iatgh. Pewisiens meat be made b mchor heal bracing atends and specified locations daermined by the building design=. Additional bracing of the overall structure maybe rcaluird. (see IBB-91 of TPI).Fw specirwtinsbruingrngnuanaamcontactbuildingdmgna.(TresPlate Imtimte. Tn islocated 41593 4005 MARONDA WAY DX)wftio Drive, Madiso, Wisconsin 53719). Sanford, FL. 32771 Comport as ftiticamg by: Tns Fag aces erg Co.. P.A, $ I11 Sound a Rd. Pdentrn NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Mi dgian K Chukaaeii, F132764 Scale = 0.2257 Eng Job: WO: VAL30H Doug: TI: V47 Dsgnr: ECH Chk: 10/ 13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 0.0psfTPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rroxlae raw. sr%aaa.wa........-+...ay.--.,.y--- Job: VAL30H Customer: WO:VAL30H TI:V48 Qty:1 DESIGN INFORMATION This design is for an individud building component and has beenbased on information prosided bytKdiesel. The daigter disclaims my responsibility fur damages as a molloffaulty or incorrect information. specifications aMla design flomisbed to the toss designer by the client and the carecmess or cemacy of this information a it may relate to a specific project and aaepe onmapoembilitymmercisaIncontrolwithregard to fabrication, handling shipment and installation ofonuses. This truss has been designed as an individual building component in accord with ANSMI 1.1993 and NDS-91 tobeiocenpmated a pan ofthebandingdesign by a BuildingDes gter. who reviewed fur appruni by the building designer, the design loadings shown mum bechuckedmbesurethatthedatashownareinagreuma with thelocalbuildingcodes local climatic recordsfor wind mmow loads. project Wmi(katierm m gecial Wind loads. Udell sons- truss has norbeen d iV W for aneup or occupancy loads. The damp stoma compression cLmds (top a bo cce) arc continuously braced bysbcalhinaunless; oWawicspecified. Whereboomchowintensinuarcontcoybracedlaicallyby a properly appliedrigidceiling they should bebraced In maximum spacing or 1Vim' o.c. Cotmamr plats shall be manufactured Qum 20gauge but dipped galvani>nd steel mating ASTM A 653, Grade 40, unless otherwise shown FABRICATION NOTES Prim to, fabrication. the fibricaner shall review this dewing m verifythanthis drawing isin confamaoce with the fabricatnrsplans and torealizea continuing resper nbility 1br mchverification. Anydiacrepaacio arc tobepat in writing before caving orfabrication. Platashallnotbeinstalledoverkuntholm. tones Or di -at gain. Membmshall beerd for tight fining wood mmood boring. Comraar pram shall be bated em bah two of the toss with nails Polly imbeddedandshallbe sym. abc a the joint ado otherwise shomn A 50 plate is 5' wide a 4' long. A US plate is 6' wide a 8' tons. Sou (bola) rho parallel to the plus length specified. Doable cats on web membm shall mho at the cenaoid of the wxbs ado otherwiseshoo- conuectm plate demare minimum sizes bred ran the fbrea [beau and may eeed m be increased fur certain haedlmg adim aeetiem them. This truss is one to be fabricated with fire rmardam mated lumber nnlm otherwise show- For additional informniat on Quality Conaol refer to ANSVPPI 1-1995 PRECAUTIONARY NOTES AB bracing and era[mo recommendations are to be fonowrd in accordance with accepted industry publications, Trusses are to be handled with particular care during banding and balling. delivery and instaUadon to avid damage. Temporary and permanent bracing for holding renssa in. straight and plumb position adforreaming tatel rmem shall be daigod end installed by ahem careful handling is essmid and eseaion bracing isahrays reAdred. Normal preaolus-Mactionfamosctropirmsuchtemporarybracingduring installation bctm oco amua to avoid toppling AM domiming. The up-ision ofelation ofammo shall be underthe control off e.peri=cd in the installation oftnesses. Professional advice shall be mega if reeled Conaeumtlon oforwrua;on loads greats than the design bads shall not be applied to trans at any tame. No beds other then the aright ofthe etrsmn shall be applied to bassesmail alterall futcoingandbracing is TC: 2x 4 SP #2 BC: 2x 4 SP 02 WE: 2x 4 SP k3 GEL. 2x 4 SP 03 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98. C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 68.0 ft W. 23.3 ft Truss in END zone, TCDL. 4.2 paf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCH..CSI. 1- 2 -136 0.18 A 1-21 0 0.05 2- 3 -51 0.08 A 21-20 0 0.04 3- 4 -37 0.09 A 20-19 0 0.01 4- 5 80 0.09 A 19-18 0 0.01 5- 6 143 0.12 A 18-17 0 0.01 6- 7 143 0.10 A 17-16 0 0.01 7- 8 80 0.10 A 16-15 0 0.01 8- 9 -37 0.08 A 15-14 0 0.01 9-10 -51 0.12 A 14-13 0 0.04 10-11 -133 0.13 A 13-11 0 0.05 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 5-18,6-17,7-16 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq• 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 95 160 0 B Pin 23- 3- 4 1 95 -160 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 21- 2 179 0.11 C 16- 7 129 0.34 C 20- 3 117 0.32 C is- 8 137 0.62 C 19- 4 137 0.62 C 14- 9 117 0.32 C 18- 5 129 0.34 C 13-10 179 0.11 C 17- 6 -83 0.51 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 11-10 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 11-8-0 11-8-0 2 3 4 5 6 7 8 9 6.00 -6.00 MT20 4x6 MT20 2x4-19a-_ MT20 2x4 MT20 1 1T20 MT20 2 2x4 2x4 Joint Locations ............... 1)0- 0- 0 9) 17- 8- 0 17) 11- 8- 0 2) 3- 8- 0 10) 19- 8- 0 18) 9- 8- 0 3) 5- 8- 0 11) 23- 4- 0 19) 7- 8- 0 4) 7- 8- 0 12) 23- 4- 0 20) 5- 8- 0 5) 9- 8- 0 13) 19- 8- 0 21) 3- 8- 0 6) 11- 8- 0 14) 17- 8- 0 22) 0- 0- 0 7) 13- 8- 0 15) 15- 8- 0 8) 15- 8- 0 16) 13- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2 136/40,2-3.-51/12,3-4.-37/13, 4-5.-36/80,5-6.-50/143,6-7.-50/143, 7-8 36/80,8-9.-37/13,9-10.-51/12, 10-11.-133/40, HOT CHORD 1-21.0/0,21-20.0/0,20-19.0/0, 19-18.0/0,18-17.0/0,17-16.0/0,16-15.0/0, 15-14.0/0,14-13.0/0,13-11.0/0, Webs 21-2.-130/179,20-3.-79/117, 19-4.-93/137,18-5.-92/129,17-6.-83/0, 16-7.-92/129,15-8.-93/137,14-9.-79/117, 13-10.-130/179, 10 11 MT20 2x4 MT20 2x4 MT20 2x4 MT20 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 6x8 I t 1 1 23-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Btadngshannuthis drsaingisnaerectue°g. mind bng.talhewing m°mila btadngw uapan of the building design and%ticb mast be coosidaed by the building designer. Bracing shoiswn Rho 6teril supportofmassmmbmonlym reducebattling Impb. Proviaom must be madem anchorlateralbracing ar cods ad specified locations determined by the boiding designer. Additional boring of the overall structuremay be regnbed. (See 10B-91 of TPI).Fm speeifncots bracing raryirumerels, forum building desigoer.(Tmss Plate bmitum TPI is located at 593 4005 MARONDA WAYD'Omef c, Rive. Madison. Wixonva 53719). Sanford, FL. 32771 Compoom Fngiucain8 by. Truss F.ngirsocring Co.. P.A.. 919 Sumuhide R4 FA-- NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE WW50069 3471t1- 1 Son FL CfWuitaota, FL 22766 2x4 5-10- 0 MT20 3x4 Scale = 0.2060 Eng Job: WO: VAL30H DWg: TI: V48 Dsgnr:ECH Chk: 10/13/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 paf P11t DF: 1.25 O.C.: 2- 0- 0 BC Live 0. 0 paf TPI-02/FBC-04 BC Dead 10. 0 paf Code: FLA Designs Matrix nnaiyeie rrvute ra- ,. ..,.,.,.-..-..,a-.... -- ------ Job: VAL30H Customer: WO:VAL30H TI:V49 Qty:l ' DESIGN INFORMATION Thisdesignisforanindividual buildingcomponent and has bap band oninformation presided by the cliem. The dingierdisclaims any responvbility for damagesas a result offaulty or incorrect inlbrmatioa specifications aedror design fbmimed to the truss designer by the client mathe correctness or accuracy ortbis information as it may , sine to a specificproject and accepts a responsibility or'acism no controlwith regard to fabrication. handling shipment and mstallatim of trusses. This tress bas been designed u an individual building component in accordance with ANSVfP1 1.1995 and NDS- 97 tobe incorporatedas pan of thebuilding designby a Building Designer. When reviewed for approval by the building designer. the design loadings shown must be chased tobe sorethat the datashownare in agreement with the local building code& local climatic records M wind or snowloads. project specifications or special applied bads. Unless shown now bas out been designed for storage oroccupancybads. The dm p assumecompression chords (cep or bounce) are comisarmsfy braced by sbtrthing unlm otherwise specified. Where bottom chords in tension are ant fafly braced laterally by a property applied rigid ccWng, they should be braced at a maaimnm spacing of In-0' o.e. Connector onectorplas'a..daB beed @O mmfxmrm20 gauge ban dipped galvanized steel meeting ASTM A 653. Conde 40. edcss othewise shown. FABRICATION NOTES Rim to fabrication. the fabricatorshall review this drawing to verify that this drawing is in emlErmance with the fabrKaters plant andto raliaa Ceminningrespona' bihty Cor sorb vaificatipa. Any disacpaocie are to bepetin writingberme cutting or fabrication. Plates rha8 wor be installed over tombole& sums or distorted grain. Members shallbeau for tight finingwoodtowoodbaring. Connor plates shall be sated on both Ow of the buss with nails fully imbedded and shall be s m about the jointunless otherwise shown. A 5a4 plate is 5' wide a 40 long. A fall plate is 6• wide a Be long. Slots (bola) rem pawn m the plate length specified. Double cuts on web member shall meet at the cemmid of the webs unless otherwise shown Comoctm pule sizes are mbim® sim based on the re"' shown and may need m be increased for casein handling and/or acetum stresses. This truss is not to befabricated with fire retudam treated lumber out otherwise shown. Far additional information on Quality Control refa to ANSVrPI 1- 1995 PRECAUTIONARY NOTES All bracing and erectionrecom ucodatiom arcto befollowed in accordance with acceptedindustry publications. Trusses are tobe handled with particular cm daring banding and bundling. delivery and installation to avoid damage Temporary and permanent bracing for holding truss in a straight and plumb Position andfor resistingWedforces shall be designedand imullcdby othm. Carefal handling ism vuial and erauon bracing a always required. Normal Fecoul awry action 16r vossa requires; web temporary bracing during installation between muses to avoid toppling and domiming. The mpavisiou of [ration ofuussesdullbeundo the couned of pe mnsexperiencedin the installation oftmaes. Pmfcmonal advice mall be sought if needed. Concentrationof oo nstructum lads grata than the design lads shall set be appliedm basses at any time. No bads other than the weight of the eratonmall be applied to truss'it emslier allfutemvg and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WE: 2x 4 SP 03 GEL: 2x 4 SP 03 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Hxp.Cat. B, Rat. 1.0 Bld Type. encl L. 68.0 ft W. 25.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -139 0.10 A 1-25 0 0.03 2- 3 -75 0.08 A 25-24 0 0.02 3- 4 -36 0.09 A 24-23 0 0.01 4- 5 58 0.09 A 23-22 0 0.01 5- 6 124 0.11 A 22-21 0 0.01 6- 7 139 0.05 A 21-20 0 0.01 7- 8 139 0.05 A 20-19 0 0.01 8- 9 126 0.10 A 19-18 0 0.01 9-10 60 0.09 A 18-17 0 0.01 10-11 -39 0.08 A 17-16 0 0.01 11-12 -72 0.09 A 16-15 0 0.02 12-13 -137 0.07 A 15-13 0 0.03 5-5-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 5- 22,6-21,7-20,8-19,9-18 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Luc BSet Vert Horiz Uplift Y Type 0- 0-12 1 71 152 0 B Pin 25- 7- 4 1 72 -151 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCH..CSI. Cr 25- 2 142 0.07 C 19- 8 -87 0.44 C 24- 3 129 0.22 C 18- 9 134 0.28 C 23- 4 133 0.48 C 17-10 133 0.48 C 22- 5 135 0.28 C 16-11 129 0.22 C 21- 6 -89 0.44 C 15-12 142 0.07 C 20- 7 95 0.44 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 00/999 0.00/999 13-12 Horiz. 0.01 0.01 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 Joint Locations .............•• 0- 00 10) 18-10- 0 19) 14-10- 0 2) 2-10- 0 11) 20-10- 0 20) 12-10- 0 3) 4-10- 0 12) 22-10- 0 21) 10-10- 0 4) 6-10- 0 13) 25- 8- 0 22) 8-10- 0 5) 8-10- 0_ 14) 25- 8- 0 23) 6-10- 0 6) 10-10- 0 15) 22-10- 0 24) 4-10- 0 7) 12-10- 0 16) 20-10- 0 25) 2-10- 0 8) 14-10- 0 17) 18-lb- 0 26) 0- 0- 0 9) 16-10- 0 18) 16-10- 0 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 139/40,2-3.-75/20,3-4.-36/0, 4-5.-34/58, 5-6.-44/124,6-7.-45/139, 7-8.-45/139, 8-9.-45/126,9-10.-37/60, 10-11.-39/0, 11-12.-72/19,12-13.-137/39, HOT CHORD 1-25- 0/0,25-24-0/0,24-23-0/0, 23-22.0/0, 22-21.0/0,21-20.0/0,20-19.0/0, 19-18.0/0, 18-17.0/0,17-16.0/0,16-15.0/0, 15-13.0/0, Webs 25-2.-102/ 142,24-3.-88/129, 23-4.-91/133, 22-5.-93/135,21-6.-89/57, 20-7.-91/95, 19-8.-87/56,18-9.-93/134, 17-10.-91/133, 16-11.-88/129,15-12.-102/142, 10-10-0 4- 0-0 0 10-10-0l 1 2 3 4 5 6 7 8 9 10 11 12 13 6.00 MT20 46 - 6.00 MT20 2x4 MT20 46 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 M720 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 2x4 MT20 6x8 EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: RE" ALL NOTES ON THIS SHEET. A COPY OF THIS DRANZNO TO BE GIVEN TO ERECTING C0f71'RACTOR. BRACING NARNING: M a ro n da Systems Boxingd'adc i this w'tkO ts not eneernnebracing. Plod bracing, peril bracing m own is for which ts panof the buildoy design sad wtich emtt be cansldaed by the Ooi4Svg desigoa. Bracivgdrown is for Wed mppon of truss mend only toreduce battling length Provisions most be made m anebor Wed bracing atends and specified locations determined by the building designer. Addvimul bracing of the overall structure mybe required. (Sec IDB-91 of TPI).For spam ifxtruss bracingre , iremes. contact building deans g.(Tro s Pule Institute. TPIis located at 583 4005 MARONDA WAY D'Ooofrio Drim Madison, Wisconsin 53719). Sanford, FL. 32771COOPonem Engrg by; Truss Engineering Co.. P.A.. 818 Soaffiside R4 Menum NC 27932 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE rtWSOD68 347 Mdion /L Chuk otaa FL 32766 5-5-0 Scale - 0.1992 Eng Job: WO: VAL30H Dwg: TI: V49 Dsgnr:ECH Chk: 10/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 0.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA Designt Matrix Analyslo Procne vacat at\ ran-wet\soaa\res vacaua\assWoaa\v..a,.,a\ea+.ya.. Job: VAL30H Customer: WO:VAL30H TI:V50 Qty:l - I DESIGN INFORMATION This design is for m individual building component and has been based on information presided b) the dial. The designer disclaims my responsibility for damages as a remitoffaulty or incorrect information, specifications and/or designs flwished e truss designer by the clitoWemand the correcmess or accuracy of thisinformation a it may relateto a specific project and accepts on responsibility or maim an createdwith regard to fabrication, handling mipmem and installation of trusses. This ws has been designed in m individral building component in accordance with ANSYTPI 1.1995 and NDS- 97 to be incarpmucd as put of the building design by aBuildingDesigner. When reviewed fen approval by the building designer. the design loadings shown mnst be chocked tobewethanthedata shown are in Agreement with the local building codes, local climnic rands for wind or mac. bads. pro)at specifications or special applied bads. Unless di wm truss has rot beat dared for enrage or occupancy bads. The design aroma compression chords (top or bottom) are continuously braced by diewhing adess otherwise specified. Wbae bottom chords in tension are not fully bracedInaaOy by a property applied rigid ccling. they mould be braced in a maximum spacing of Is -woe. Coonector plain shill be mamfxtmed from 20 gauge hm dipped gplvmiacd sted mewing ASTM A 653, Grade 4% uad- otherwise shown. FABRICATION NOTES Prior to fabrication. the 6bricaror shall revive this drawing to verily that this drawing is in cooformmcewith the fabricmfs plans and to realize a continuing responsibility for such verification. Any discrepanciesare to be pat in writing bclbrc cutting or fabrication. Rum mall ten be installed ova immholes, trouts or distorted grain. Members shall be em for tight fining wood in woodboring. Connector plum mall bebated anbedfans of the truss with mils filly imbedded and mall W sym about the jointrules otherwisemown. A 5.4 plate is 5' wide a 4' long. A 6x8 pine is 6' wide x g' long. Slots (holm) ten parallel to the plate length specified. Doable cuts on web members shall men in the cemmoid of the webs unless otherwise shown. Comectm plate sizes are minimum sins basedanthe fortes mown and may need to be increasd for certainhandling and/or auction stresses. This tens is out to be fabricated with fate retardant meated lumber odes otherwise mow. For additional information on QualityControl refstoANSMI 1. 1993 PRECAUTIONARY NOTES NI bracing anderection recommendation ere to befollowed in accordance with accepted industry publications. Trusses are to be handled with panicula care during banding and boiffliox ddi.ery and installationmavoiddamage. Temporary andpermanent bracing fen bolding ar sses in a suaight and plumb position and fmresistinglateral forces shallbe desiged and installed byothers. Careful handling is essential and erection bracing is always required. Normal precautionary actionforvusesrequiressuchtemporarybracingduringmoullatme between hoses to avoid toppling and domirring. The supervision of oration of nosesmall be under the control of personsexperienced in the imtallaim of feria. Professional advice mall be sought if needed. Concentration of construction loads greater than the design loads mall not be applied to tmssnin soy time. No bads who than the weight of theerectors shall be applied or muses mail after ail foaming and bracing is completed TC: 2x 4 SP $2 BC: 2x 4 SP #2 WB: 2x 4 SP 93 GEL: 2x 4 SP 83 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CaC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. encl L- 68.0 ft W. 28.3 ft Trues in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -128 0.25 A 1-25 0 0.07 2- 3 -44 0.08 A 25-24 0 0.05 3- 4 -33 0.09 A 24-23 0 0.02 4- 5 99 0.10 A 23-22 0 0.02 5- 6 114 0.05 A 22-21 0 0.01 6- 7 114 0.04 A 21-20 0 0.01 7- 8 114 0.04 A 20-19 0 0.01 8- 9 114 0.05 A 19-18 0 0.01 9- 10 99 0.10 A 18-17 0 0.02 10- 11 -33 0.08 A 17-16 0 0.02 11- 12 -44 0.14 A 16-15 0 0.05 12- 13 -123 0.18 A 15-13 0 0.07 5- 1-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 5-22,6-21,7-20,8-19,9-18 Bracing shown is for visual purposes only. In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER SEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 106 160 0 B Pin 28- 3- 4 1 106 -160 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 25- 2 204 0.16 C 19- 8 89 0.39 C 24- 3 108 0.38 C 18- 9 -89 0.39 C 23- 4 139 0.72 C 17-10 139 •0.72 C 5- 22 -86 0.39 C 16-11 108 0.38 C 21- 6 112 0.39 C 15-12 204 0.16 C 20- 7 108 0.39 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.02/999 0.02/999 13-12 Horiz. 0.01 0.02 NA Max DL Deflection L/999 - -0.01 Long term deflection factor . 1.50 e.......... Joint Locations ..............• l) 0- 0- 0 10) 20- 2- 0 19) 16- 2- 0 2) 4- 2- 0 11) 22- 2- 0 20) 14- 5- 8 3) 6- 2- 0 12) 24- 2- 0 21) 12- 2- 0 4) 8- 2- 0 13) 28- 4- 0 22) 10- 2- 0 5) 10- 2- 0 14) 28- 4- 0 23) 8- 2- 0 6) 12- 2- 0 15) 24- 2- 0 24) 6- 2- 0 7) 14- 5- 8 16) 22- 2- 0 25) 4- 2- 0 8) 16- 2- 0 17) 20- 2- 0 26) 0- 0- 0 9) 18- 2- 0 18) 18- 2- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-128/39,2-3--44/5,3-4.-33/31, 4- 5.-36/99,5-6--37/114,6-7.-37/114, 7- 8--37/114,8-9--37/114,9-10--36/99, 10- 11--33/31,11-12.-44/5,12-13--123/39, SOT CHORD 1-25-0/0,25-24-0/0,24-23-0/0, 23- 22-0/0,22-21-0/0,21-20-0/0,20-19-0/0, 19- 18-0/0,18-17-0/0,17-16-0/0,16-15-0/0, 15- 13-0/0, Webs 25-2--150/204,24-3--70/308, 23- 4--97/139,5-22--86/64,21-6.-101/112, 20- 7--93/108,19-8--82/89,18-9--89/68, 17- 10--96/139,16-11--71/108,15-12.-150/204, 10- 2-0 8-0- 0 10-2-0 1 2 3 4 5 6 7 8 9 10 11 12 13 6. 00 T00 MT20 2x4 MT20 2x4 MT20 2x#,i`20 4Y6 MT20 6x8 MT20 2x4 A' e:A'A'A o1•e:A A A'A st:K A't:A'es=A'4, le• I t o I I le• I I I EXCEPT AS SHOWN PLATES ARE TL20 GA WARNING: READ ALL NOTES ON THIS SH887. A COPY OF THIS DRAWING t0 BE OIV1D7 i0 111111 CONTRACTOR, BRACING WARNING: M arondes Systems Soong shorn on this drawing is out traction bracing. wind bmcm& portal bracing m s m lar bracing whncb is a pan of thebuildingdeagoand `Lich must be considered by the building designs. Bracing shown is for lateral support of bensmembers only toreduce bottling length. Provisions must be made to meant lateral bracingin ends and specified locations daermiocd bythe handing designer. Additionalbracing oftheoverallstructuremaybe erqumed. (Sec FBB•91ofTPI). Forspecific mtss bracing requirements. contact building desig er.(Trus Plate Institute TPI is located in533 4005 MARONDA WAY D•000frio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 Component E•o8ncering by: Tray Engineering Co.. P.A.. 918Sounside PA Pdearm NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 267 M- d gs, iL Chlthwt% FL i2TCi Eng Job: Dwg: Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Paf BC Dead 10.0 psf Scale = 0. 2184 WOt VAL30H TIt V50 10/13/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Maeda Anaaye,ae roc v.aa- raw. a v...•a-...,. v .,.,.+. ..`..•• .-- `--- ` CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 8 Subdivision: CELERY LAKES PH.1A Property Address: 138 WHEATFIELD CIRCLE x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. X d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 0 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 377 S.F. Porch (s)/ Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: MONDAY, June 12, 2006 SIGNATURE: 1 / .4 tgy Owne or Authorized Agent) MAkYim.- 1*jF":, i;LL 11i W CIRCUIT LILKI a c 00,4 W Ian N IL V4 M O W J WW Q f O a 0L& U. S Cg W W kuOJ Zz-10ZOW]Czcc W 4 InIn Oa% Q a, C av a SENINULF CI.OITY M 081RB Pg 04271 Qpg) CLERK" B Il 20(PE.()2771q 01101:14 PH NOTICE OF Cfk___-*)11NLMENCEMENT 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 followinginformationisprovidedinthisNoticeofCommencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 8 138 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. 1" 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 N RE -RECORDED TO REFLECT RussELL KE-ItH S MME THE CORRECT PHASE # Maronda Homes, n . of Florida Vice President - Construction Sworn to and subscribed before me this 20TH day of FEBRUARY, 2006. JEANNINE FULLERTOIv Comma OD0460464 j, Expires 811012009Bondedthru (800) 4324254: Florida Notary Assn.. Inc G.1.............. ...................0....• 8 CERTIFIED CO" MARYANNE MORSE CLERK OF CIRCUIT CURT BIG. FEB 2 0 2OOi Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Big. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerlino Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W : Right-of-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section 0 Central Angle Const.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve S/r Septic Tank ARC Arc Length Gs 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: O' 60- 00 ' .9T s F6 — I th J i.c iFt.ucE 1 'AS6IILwWr C .. h ' UriuryF-A EASEAJENT 3 i 60_ oo " Poor s Fi6ed I `— F.vo. S/B':P6Qoo Q v 0 cAOQGSa-249 I I N 5 S' V $ , rye ccu uQ I I OreA/NAGS 9Ef1SEMt/TS oCzv x ILI E'•c NSI u ELL u I g.anQL r 7\ E- P X '! o-,C A1ro PATIO w cut tY Q c cVQuo FF, 2o.Z-. t J LOT 8 CEL E.PY LADES Hf%SE A,05 • ra•.yy ... 1 > > T ! ook 67, .4 4c_-.s .98 A.vo 99 ; I ? .) /tJ.(3G/G 26GO.eO.S O cSEi19/NOGE OUNTY 1 / t•o2/OA . ISErYz PGS o, A0 \ ' IlA /EASE.gENT • rr , Ti `6t0 I! J1 FrW. Yr7'iQEQGA-S ` V` ' v, k ° 33, 375 /c. 59' / /cw•s. Gs249¢ 99 '•` \ r ; •+, I r°c,sr f FED, 4 LS-2194 ` IQfI ' Jn/cEr v N o • f (Wnfo 27 00•z/' 43"Gl/'>: fA suntso\ nJ.Z°38 Z, ivo.'•,' ... C^Scs /E1086ff/LNGJLSes ..ice. :'`;2i Ti D, Ls-a494,- `si'ac f EAz-FiE o Ci2c E_ sa'PaS'cA0 PGP.'Ar O T37.3G o'•Q 29-'A.sP.s'.Q rPiPy'T. ^/2 co.vc. GuTT/t CERTIFIED TO: nnIg24N0 M I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief: and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida 027, Florida Statutes. Administrativ; 99i;4; 311 SMITH DRAFTING & SURVEYING, INC. E. RICH AVE. DELAND,FL DELTONA, FL 386 734-7047 (386) 789.2855 c( urveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: J Jew/Ty REVISIONS: CREW CHIEF: . /)% SCALE: / /_ / Q Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. DATE: fn/!/A?Y 7 Z006 WO # /— 0030 — 6)6