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138 Wheatfield Cir 06-2474 SFR
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: be A1. 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. Prop erty_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 separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may 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 of the 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 issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that 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 the property 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: �'99TRAFFIC : JURISDICTION: 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 PASS Total base points: 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. A H(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 110 ,nn � 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. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarT"'designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 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 Homes ==j 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 : Inc : ..................... Notary As ... .s ..... 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 COLINC11 CODE cou�cu.,. 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, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 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 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. 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 .4 000 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 2006 Permit #: 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: -111N 1 i 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� BoO12009 NAss1.�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 '.; .S , F , 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 WHEATFIELD ICIR 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. 50 Reviewed Reviewed Dwas: 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 08/26/05 1 E 08/26/05 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 4 /VT51AI / 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 N 6 6 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 safety awareness as with any otherstructural naterial. TPI does not intend these recommendations to be interpreted as superior .o the project Architects or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. 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 1 A to. u Is��I h ,i tell wrX } f tf fo Le N i'c rho j�,n r,l^,1in �� �'}j,M.o A.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 a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © 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'spss Fi oEll 1'iridii� a f nSfDllg� rGai n �Tkl] rt c rsar�taic#� �tldicaiise �, --5� ., _ ._ ,.:,�,y�, �,>,�, �-rj , '1,�'P' c�rF 5����.�"l.�,rc�rir�,:.+: sr • :�.•'r=r v,,? �i�'rr3-• �.•44✓o�ii.:,L.:'�M�µ Fx>°+�`''•a.'��FvN�• Y',..�.ti::°..,,'..'.- ri.{.,.+.{.KY.d �:^i..ir', 7��'`�,';';+. ti rsverati'Eo Nitta �.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(tiprim iori: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 Frame r•' 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 building Ih SM designer'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!.,w A1, 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 l�J l �D�i�N �'E�� � C� I O R•:' Top Chord Plan 1.7 "--- !� Blocking Ground Brace ` Vertieels(GBV) Frame z trut "-As' m \\ ital tie member with 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,-._..------ nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purling _— th , 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. `ma�yy C D Dy I GOI LBRI+ E �N D s . . trussed :A 20 1s 10 7 6 4 ssionai engineer S P F s -p f-,u, -6,e - 0 i n-- L-Z Fir All lateral braces lapped at least 2 trusses. 1: I,-' .:. ,.. }•M.wq•r... i•M"�HORE�.?.Ptit AP�E: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 CtI�tG�(L�BS ..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 Pi4R�l�`C�LE Continuous ,'`"Fig D HIJSS Top Chord LaKrlpS�glt Lateral Brac Required Top chords that are laterally braced can buckle tog etherand cause collapse Hthare in no diago- 10, nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord Attachmer —A. Required End diagonals area essi?ratlfflffd stability and must be dup cil a''�'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 collapse 11 there iano diago- 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 of 3 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 5te2i15 a. �q jtONDAbi'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 provided in the truss package sinned and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet If you have any questions please feel free to 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 INFORMATION this dedp 6 w as Idi.m..1 bdmi.t mmpmssot sad Im ban baud an fdbr.ntiOn pro's by rbe" defy— dW-ba. a.y rapoos'Wlry saw damata u rah a bahy ar b.earaws lnlbrmaaioa spwiBe slims rd/m daft. �d so the "a ddpa b1 dM sd the emrwmm so icC.,.y crah hdb madw a h ' m.y rduc to . spa its prajat .od accpls On ✓3 rapmu'M7iq ar aucisa sad - I Mail uoror was Idafaama {..dune q tb6 star bn bees drsipod a..s ladi.idad WW S compound fn .ceorAsae with ANSIrtPI 1-1993 ad NDS-97 m Dc h,crnPar.td a pm or sm bwM1•t slip • by s Baildfat Dmasa (repsdnd erehitca ar pmfadmd O, m ). Wbm re.fewad Rss -Mra.d by the b.imi.a dalpv 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 rw .id as maw m.d; p-dwa ywitkadaar ar w-ld sppild Inds. Who seam ba , ha nm bem daip.d for swap as . -P-.y made The chip aa.ma ' emnpr®oa chard. (sap arboas.) are kas-Oly brad h sbeathi.t arm otberwia �� 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 maatmaID W -•••.• or Ilmr a.L r ooswars pima du be CY m�rymad Boar yo pea. bar dippd {dtadsd sled ..dart ASTAI A 657. Grda sal .aim mhawise dram y FABRICATION (VOTES 2f Prior m rabricidso, she rdric.t.r sbtn rt+i-'Ids dnwmt m .niry she rah &—as, 6 I. cociarso— rrft We ra'k ass pl. and m tali.. waticow Q3 re.Won.rbiUly Ib, aab i&adoa Am di."P-10 are wddoa bcMm adlicS ar pDru.d.a Pnua 6.h.tl ba madld rrra Eoolbolm Ia- as wed bar 5q storted ant.. Moab s-las be � baIcatd m barb bar d is �"E with a h P� sd slain be •ym .bad Use stars veldt aaU. nary hobcddd rda lobe aim othww6e sboaro• A sad plate 6 s' wide a r: 4- b.a, A 6.6 pine 6 6' id a r• Imt. SW (bola) rm paslnd to The pima Ira sprsiacd. Dwble caw On web m®bar tdtdl sold d sb. eamoid of d a was aim I; othawia .bow, Ccmwmr Plea dos ae m®m.m $ic. bad On me Rana sbow. and ms7 cad to be j1 bvasrd ter coma hwolas anwor awtioa arms l Tbi, oar is cos m be hbricdd with &a nuadmill wacd droves Far addial ,� lambw aim othawize d inlbrmmOn On Qod+q COnad afn m ANSVTTI 1.1995 PRECAUTIONARY NOTES • All brab ll d awfiao rosammmdadom are to be yUowd In aeardmce wIm •Hm2ic& btwWaa and, era6j . F911-91. Tswaa sae m ba b.Ad witb Peas rare di., bandloa .od ba.&I-9 ddf.vy ad imW Issim to _aid dmata T®pcaa7 and P=msco" . u•cfat br bammt wawa I.. strd&bs ad ptamb podtioo and mr rajs< btnd Kowa {ball be daipd ad .wild by saes- Caebl baaA}.a 6 .arid ad Ij eredm brad-8 Is dways mgdrad• Nmsm1 pra"'i"'7 ' adm Ibr s . rcPha sash tcapasay laxma dmfot i casSic • s bn—sa ft as to s.dd WPp16a and da.l.oin& Tbc nPorfhimcrnwtimor..aa"be ddn see mmai orpm— apesimed in dw h.WIF oncOwwfloor leads Pala Lhh.n a wcdcd. Cue-b-fl - m trm.a as ..y dim tea adp Ion+.b.B m to wplied No lads tuba d" sbe wdol or the aa Ala spoil to wawa =W aBa ao r-26 Is cmplad. TOP CHORDS-2Ra-5i�4 - —�x4 T�SVER-gn ACI G FLAT TO EUGE 62 OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF BOP CHORDS: 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 —fzf--:2�"t t 2x4 s 2x4 OR 5x6 OR 4x6 3x6 20 . 2x4 - 20 4x10 3x6 OR 3x6 •4x8 opt s 20 MONO VALLEY (a) 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 ro n da Systems 4005 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 AREA II SUPPORTING TRUSS 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., m tars dr wins 6 cal "adoo brads& wind brads& Paul braddnt ar dmidr brain{ .bleb 6 ■ pus of Dsgllr : TLY Chk : see b.Ud'mt chip and .iicb maw be .misled h the Imildmt deipae. {b.- b Ira h tad mppat or oar . umbra Only m rednee backlma ImPb. Pso.idam mat be mdc to awhso laud brxma u roft and apwdad TC Live 16 . 0 P 8 f Ioestimf dausaiod by the Wilding deaipn. AddW=xl lowigg of ma am.D m.tmoo mey be ro -sad (Sm Hl"l or TPRPos spaiBc Ras bracmx mph®am. camas baBd'mt dedpa4Traa PWe maims, TPI Is bdaud al Sal TC Dead 7.0 pef D'OsaBio Dtim Madison W 6—ic 51719} 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 Tbic dedV b Itr m bdi.id.d bdWiettq ft fl The . hn bee. bald o6 td � ne dab�a d+.etarma ml rerymn rmh of n.lry a ixmras bfamarba Raifrcatmiooslial aoNa eedPa for6imed m den "n dca pa by cad me casreerm a a.,W-y orthb brbrm.dw n A cat rdrtc m. Ropes Prof oo � rapaosib0itt a aaebn en ob wim 'IPAm bbrknimc baillbs•»m and bnalLtioo orb.acs. • Thi, bus bn been ded fd n a bdisidod baTdbE Q cnmpaum b acnodaoce wim ANsI/rPl 1-19" ..d . tr05-96 m b. d !. p of me 6aimmt dedtn bt a Su•Idbt Dasr� (rKwcad arhrree a fmbouil edam} TVben re+lewd rbr R a be me b.itlmt dedpa. me do 1p bodb0 mown Chat. to be ame mri me den mewv ae b .treement i . •i Ml h me bob bar7dmt -da• br�l etlm.dt rseads Ibr . _,w a mow lady. PoSea �cppO1 a mid •ppbid loads Udm t>mw+a too bn col 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 � n ld bb. .. p*opal7 .p011! r(dd ca•Ib11 tint ::salaam Rant or lap 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 y�dn ao m be Pri to smdoE �. atrbt a f.trknlun flares dnll m1 be bsWld om Snmbola b .n a dismaed 6da htmdm man m+0 be boErd on been teen dd radar. Causes p6ta and O.D be sr. •bold :h. trust wlm mtb IId17 �� A 5.4 pine b V wide. •m jobr aolm amawbe �• tco6• A 6:t plan b 6• wide . P Imi Stirs (bola) !' rm p.ad m me pine leagb speeibid. liable can oo cb m®ben man men ri me c 7 'b o0am• anw&ve rta.r�dml® amilmt @wd m.yocdm W.d mambmdmra Oomv n Ttwv bmba eedaW d amvw'ise storm. For cddhlenil bCorosadm oo Q.afi4' �°I nra m ANSVM PRECAUTIONARY NOTES . 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 =A P> u oid demote Tmpaut and =told iruullaJoo m a. brabt lb boldbt oossn b . nnbddplumb podtbm ad Ibr raistbt l.tail lien mill be dmprd end lostand by omas. Cmf.l badlmt b cssmuil ad ercelbn bradnt b ilw.ls regdmd. N bmbt d-i-S ,Nm Lb o.ssn ragalra -lp Imporvt hutansdon bewca trunn m ..aid mpplbt and domiwbt. The mpaslsim orambo orb.ssn man be ,� m. caovob of Prim, ..Ed b me under d ion of wssn pmassbmd .dsb a man be —0 B it Dail d Ccosa+.rloo aren�ocffi =� me dedyi ids man n a be wbd No k.dr ama men d. wa orma aaraa m.0 be stplid m wsse aatD aria 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 COPY 01 T.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 bndoL mnwabrbr bsail appmrof ism me po0dmt drdgr and wlicb men be eomidead tit me b.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. cane mean rtm b mat be req h to (Sa FflBAI • of TMFw Wodfi- Mn bmiot raloirmats, amaa bvild'mt dcd�a.(Tma P6te mriimla Tti b locnd ri SD 4005 MARONDA WAY D*OocfrioMiMMa&mc6Woconsin5:114 Sanford, FL 32771 (407) 321-0064 Foac (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 w the truss designer by the dim and the correctness in accuracy of this information in it may rclur to a specific project ad accepts a responsibility or exercises - cannot with regard 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 of the building design by a Building Designer (registered architect at professional engineer). Wbco reviewed fen approval by the building designer. the design loadings sbe" mast be checked to be sue nhat the elan shown are in agreemm with the local building codes local climate records for wind in snow bads. project specifications m special applied bads. Unless shows truss bas rip been designed for storage or occupancy bads. Tbo design assumes compression chords (top in boom) are easiaasly braced by sheathing aim od erwise specified. Wbm boom chords in tension are at Polly braced laterally by ■ property applied rigid ceiling, they shoaW be braced in a ma,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 to vcrily Nat this drawing is in cafprmarice with the fabricator's plans and to rnlin a cominping 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. Membera shall be m for sigh) riming wend to %*W bearing. Cooneescr pines dW.be loaned on bah fins of nhe muss with rails full' inbedd I and shall be s)m. about Ne joint pmless otherwise shown. A 514 plate is 5' wide a 4' long. A 6a3 plate is 6' wide x g' brig. Slms (bolo) non parallel to the pine length specifrd. Double coo a web members shall meet a the ccmmid of the webs unless otherwise shown. Copuector plate sizes as minimum sins based on the forces shown and may need to be iricaasd for raisin handling and/or auction amesses. This man is at to be fabricated with rue rctardam treated lumber unless otherwise shown. For additional infomuia on Quality Control refer to 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 handled with particular ac during banding and bmdlin& ddivay and insullaUa to avoid damage. Temporary and permanent bracing for bolding trosser in a maigm and plumb position and for resisting lateral raers shill be designed suit insulted by unless. CacCal handling is essential sad ereellon bracing is always required. Nurnal PWmmsiOmary action Cm cone respires rah temporary bracing riming imullasion between messes to avoid toppling and dominoing. The supervision of aatia of misses shag be undo the comol of persons experienced in the installation of tresses. hofasiooal advice shall be sagbi if rieedd. Corirm ,rm of constuaion Inds grata than the design lads shall net be applied to uusQs at any time. No loads otha than the wdght 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, 165 15 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.WGI La ro n des Systems Bracing shwa on this drawing is at auction baring. wind bracing. portal bradng in similar bracing which is a pan of the building design and d wtich must be considered by the building designer. Bracing sbown is Inml soppon of man 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 of TFI).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 This desi® is for an individual building compound and has been based on information Provided by the dim. The designer disclaims any respontibiliry for damages a a result of faulty or incorrect information. specific""" andtm designs famished to the ran designer by the client and the cmramm c, a .-,y orthis infmmmmn a it may relate to a specific project and accepts w mpanvbry or exercises m control with regard to fabricatem handling, shipment and tnsWlatim of huaes. This mess has been designed a an individual building compound in accordance with ANSVTPI 1-1993 and NDS-97 to be Ineapmaied aspart orthe honldru8 design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loading show mass be chocked to be are that the data show arc in agrcemm with 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 by a 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 verily that this drawing is in 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 mall not be installed ova kmtboles. 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 join mica otherwise mow. A 5x4 plats is 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 web members shall men u the centmid of the webs unless otherwise mown. Connector plate Sires are minimum sires based m the rotas mown and may nerd to 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 paniarlar cart during banding and bunging, deliver) and installation to avoid damage. Tmporary and permanent bracing for bolding messes in a straight and plumb position and for resisting lateral fortes dull be designed and 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 pe mos 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 the accton 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' FMaronda Systems a1Pa,shwaouthisdrawingismerrzrioobrad,'t wind lonedcprodBbracing somimbracing cr.wina.pan of Da r:TLY Chk: the building stogie aid which must be considered by rho Duildutg dcsignmer. Bracing mow is for lateral mPpmt of tom � members only to `enlace buckling lwgth. Provisions must be made to anchor lateral hating at ends and specified TC Live 16.0 a f locations determined by the building desip er. Additional bracing of the overall structure may be regnirtd. (Sa FBB-91 P of TPI).For specific tom bracing repirmems. contact building desigm.(Tma Plat Wstimtc. TPI is located at 593 TC Dead 7.0 ps f 4005 MARONDA W" D'Omfrio Drive. Madison Wiscmvn 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 has been based on 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 accuracy of this information 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 the building 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 bottom chords in tension are rat filly braced lateral by a properly applied rigid ceiling they should be 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 to verily that this drawing is in conformance with the fabricatios Plain and to realize a continuing responsibility for such verification. Any disc rcpaxin are to be per in writing before tatting or fabrication. Plain shall not be installed over knotholes, knots or distorted grain, Members shall be em for tight fining wood W wood bearing Comxctor plain shall be looted on both fin of the min with nails fully imbedded am shah be tym. 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 plate length 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 handling and/or erati- messes. This ova is our to be fabricated with rue retardant 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 in accordance with •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 and plumb position and for resisting lateral forces shall be designed and installed 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 of trussn shallbe undo the control of persons experienced in the installation of "sm. Professional advice shall be meght if r o ded. concentration of mnane;a, lama geler than the design loads shall nor be applied w trusses at any time No bads other than the weight of the erecter, shall be 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>�gw�hisapan of the building design and which mast be considered by the building designer. Bracing shown is for lateral support of tom members only to reduce buckling 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'Ooufiio 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 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 ..===_._...____ This design 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 or faulty 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 and the arrcetoessoraamacyofthis itrimmauooasit may relate 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 control with 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,ethat the aaashown areinagc®cal with 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-Loc BSet Vert Horiz 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-------- GLOBAL MAX 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 plates stroll 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 plate is 5- wide x a• Ioag A bag plate is 61 wide . V long. Slav (be[.) 9-11- 0 20- 2- 0 9-11- 0 inn parallel to the plate length specified. Doable cots o0 wxb mmbm shall meet at the caaoid of the went unless 1 2 3 4 5 6 7 8 9 10 otnerw;w mown. Ca®ecmes er e plate size minimum sias based on the faces mown and may need to be increased for certain bandling and/m crertiao Oressa. 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 PRECAUTIONARY NOTES All bracing and erection red mmcmatioae are to be 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 during boding and bundling. ddnvy and 5x6 -4-15 1OX10 8x14 _ imWlatim m awid damage Temporaryand permanent 8X14 bracing fin bolding crones in a straight and plumb position and roc regimes; 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. Normal prea"'m°ay Face = 0- 2- 8 Face = 0- 2- 8 action fin banes 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 installation of tresses. Professional +aside shall be sought 380 8.00" 3444 8.001. if oaded. Cooncrumu n oram nstction hods geatar than 10- 3-11 19-4-10 10- 3-11 the design load:loll not be applind to trusses at any 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 PLATES ARE 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 bndng which is a pm of the building design and .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 made m arnhin lateral bracing asends and specified locations determined by the building designer. Additional bracing of the 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 WAY D'Om6b Dd,c, Madimq Wisconsin 53719y Santora, 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 on information prmided by the dims. The designer disclaims any responsibility fa damages as a remit of faulty sir incurred Wfmmation specifeatiom and/or designs famished to the mass designer by the client and the correctness or accuracy of this infmmatioo as it may relate w a gpo ifn project and accepts no responsibility or exertiscs no cotmml with regard to fabrication. handling, shipment and inoallniom of uses. 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 or bomum) arc ewtionwsly braced by sheathing unless 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 that this drawing is in conformance with the 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 shall be sym. about thejoim adess otherwiseshown. A Sx4 pate is 5' wide x 4• long. A fag plate is 6• wide s g' long. Slots (boles) too parallel to the plat, length speciftcd. Double tau on web members shall meet at the cenmaid of the webs unless otherown. wise shConnector Plate sine see 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 paticular cam 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 lateral forces shall be designed and installed by others. Careful handling is -0.1 and eratm bracing is ahsays required. Normal prmutWruq. action for metae, requires each temporary bracing mining installation between tsarsus to avoid toppling and dominoing. The mperiition of erection of minutes shall be undo the control of persons experienced in the installation of mans. Pmfectionah ,deice mall be sought if meedd. Con escro a of comma ion loam grater than the design Inds shall not be 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 shown is 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 bracing of the overall structure may be regaved (Sac RBB-91 of TPl).For specific truce bracing requircueats. 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 Chords are 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 is for 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. where 12-7=-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 extend at least 90% of web length 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 1558 0.50 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 to be 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 mils fully imbedded and dull be st . abom the joint miles; otherwise sbown. A 3x4 plate is 5• "ids a 11-4-0 17- 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 the fortes :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 lumbermlm o,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 0-6-6 5x8 2- 8 5 - bracing for holding -b r in a ttraigm 4x6 umand ptD 4x6 Sx8 posision and !br rmsting Iaenl forcesshall be desigod and imulledby others Careful handling is eaential and auction bracing is alws)s required. Normal Inmmiomry 3.00 action fm Unaes regoires mcb temporary bracing timing imWlaon kmvm trnsse, to avoid suppling and Face = 0- 2- 8 Face = 0- 2- 8 domiceing. 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 advice shall be sough 14- 6- 8 tr 4 10-11- 0 , if nodes eonamraion ofconst,nrLon load: grater than 7 1761 .00" the design bads shall cam be applied to trusses at Any time. 176 8.00" No bads other than the %right of the erectors shall be 11-7-11 16- 8-10 11-7-11 app lied unclear until after all fastening and bracing rig is 6 15 4 40- 0 0 2 1 0- 0 COSMETIC PLATES0- 0 Xbr (28)214 (R - -9) EXCEPT AS SHOWN PLATES 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 design and %tich must be considered by the building designer. Bracing shown is for lateral srppon of bra members only to reduce bottling length. Provisions mesa be made to achor lateral bracing as ends and specified TC Li16 . 0 a f Lb r DF : 1.25 locations determined by the building desgner. Additional bracing of the overall structure may be raryhd. (Sec Live MB-91 P of TPI)•For specific tow bracing ncgshemems comet building desiss-ITmes Plate lostitme. TPI is local. a $83 P 1 t DF : 1.25 4005 MARONDA WAY D'000aiolkivt.MadimaWisconsin 53719). TC Dead 7.0 pHf O.C.: 2- 0- 0 Sanford, FL.32771 BC 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 for damages 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 the coeramts or w9urwy of this informnien as it 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 nn commit with regard to In -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-199dual 5ad 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 accordance with m.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 the data shown are, 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 0.50 A 4-13 784 0.52 C 11- 8 185 0.06 C12-7.-367/352,7-11.-67/151,11-8.-58/185, on)areThe ss tb om) are continuously h compression chords unless ended by mcnhmg anti dherwise spcified. where 8- 9 -5045 0.48 A 13- 5 363 0.09 C --------GLOBAL MAX DEFLECTIONS--------- bottomchords in tenon are not Polly braced laterally by. LL TL properly applied rigid 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 mating ASTM A 653, Grde 40. unless otherwise shown. . Max DL Deflection L/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 m fabrication. %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- 0 12-8-0 boring. Come= plates shall be baud on bah of the times with nails wy imbedded and all be gyro. about the joint miles, otherwise mown. A 50 plate is V wide 1 1 2 3 4 5 6 7 8 9 4- long. A 6x5 plate is 6- wide x g' long. Sloe (holes) inn parallel to the plate length specified. Double cots on 6.00 -6.00 web members mall men a the cenmetid oftbe webs nnless otherwise shown. =tm plate sizes are minimum 6x8 sires based on the comes mnan and my need to be 6x8 3x4 and increased for certain handling/or action presser. This mass is out to be fabricated 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 8xl4 0-6-6 particular erne during banding ad bundling, delisery and 0-6-6 5x8 3-0-15 - 5x8 imulletion toswid 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 atw a)v requited. to action rot mass reds m side temporary bracing tiring Face = 0- 2- 8 Face = 0- 2- 8 innallatiro between moan to avoid toppling and tbder the . fro supervision of aence of the 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" if needed. 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 tosses anvil and all raaening and bracing 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;db�n&porilb�ngm°milarbndng which aapan of ilding dmgtr and which man beconsidered by the building desism. Brning shown is for tneral str11 of mass members only to reduce buckling length. Provision mot be made to anchor 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).For specific truss inning requirements. contact building 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 is for an individual building componcel and has been based on information ptmided by the client. The daigner disclaims any responsibility for damages . a result of fealty or ircorract information, specifications erd/or designs faruisbed to the truss designer by the diem and the conocmesa or acearacy of this information a it My relate to a specific project and accepts can responsibility or aacises on control with regard to fabrication, handling. ahipmem and installation of truism This true has bens designed as an individual building component in accordance with ANS VTFI 1.1995 and NDS-97 to be incospaasd as pan of We 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 be checked to be were that the data shown are in agran ens with the local building codes local climatic records for wind or mow beds_ project apecifxauom or special applid bads. Umess shown crass bas ON been designed for sausage w occapaney bdm The design assumes compressions chmds (top or bou I we continuously brand by sheathing ®lea otherwise specified. wbae boll= cbods in 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. Members shall be em for tighl fining wod to wnd basing. Connmar plates shall be looted on both fags of the truss with nails rally imbedded and shall be a)m. aboru thcjoim unless othawisc show. A 5x4 plate is 5e wide a 4' long. A 6x8 plate is 6' wide x 8' long. Slots (bola) run parallel to the plate length specified. Doable cats on web members; shall mat at We caaoid of the went unless otbawise shown. Connector plane sizes are minimum sires based on the Insect shown and may need to be 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 panicular ere during banding and bu dhn& delnery and installation to avoid damage. Temporary and permanent bracing Its bolding antsues in a straight and plumb position and rot resisting laws forces mall be designed 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 of auction of uasscs shall be m la the control of persons aperiasced in the installatiow of wssem Professional advice $hall be songs_ H needed. Caramatim ofennstma;an load$ grow than the design leads shall our be applied to true$ at any time. No loads other than the weigbl of the "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 wh hisapanof the building design and which most be considered by the building design". Bracing shown is for Lateral mppeara of awn members only to reduce buckling length. provisions most be made to mebor lateral bracing at ends and spai0d locations determined by the building designer. Additional bracing orthe overall structure may be required. (Sec H)B-91 of TPI).For gmifx ban bracing requinmaus. contact baiWina designes.(Truss PWc loWmm TPI is located a 583 4005 MARONDA WAY DOonBia Drive. 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 has how based oninforumumsPrmiddbythe 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 incorrect intormatiaa, 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 PER SCHEDULE 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 cboctedmbe Baru that the data showmin agreement clawked be sure .iththe )octal building codes, 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 7-11 143 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 by I.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/999 . -0.46 mamufsmrad lion 20 page rut dipped Ovanind steel meaingASTMA653.Grade 40.unlmotherwise the". Long term deflection to factor = 1.50 FABRICATION NOTES Prior an fabrication. the fabricator shall review this drawing to verify that this dravmg is in conformance with the fabricam/s plans and to realize a continuing . responsibility for such verification. Any discrcpusin see an be Pot 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. A bag plat is 6' wide x 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 6x8 3x4 size based on the forces shown ad may need to be incre, for certain handling andforerection strerstS This truss is not to 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 7-7-12 8x10 8x10 -'K 7-6-6 All bracing red erection recommedations see tobe 4x6 dli followed in accordance with'Haracng Installing and 8x14 $X14 Bing'. HIB-91. Trusses are to handled with punustivuse dining banding al balling 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 asaighi and plumb f position and (be resisting lateral Coen shall be designed t anted instilled by others. Careful hulling is ¢sential and is Nomml -C 3.00 Lilo_ erection bracing always required. prasmionaq active for wau mpim such tempoaty bracing daring Face = 0- 2- 8 Face = 0- 2- 8 installation bctwssa onssa to -id toppling al domioning. The mpmrision of enectioon of trussesshall be under the control of ptrwns aepetienced in the 0-8-0 �� L inmallation of truces. Profesional advice shall be wu& 1760# 8.00" if needed. Ca^tentrattion ofeemstnuction kods eta than the design loads snarl not be applied mm 'ues any alime. 1760# 8.00" 14- 3-11 11- 4-10 14-3-11 No loads other thm 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 ALL NOTES ON THIS SHRRT. 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 portal bracing m similar bracing u6ich is a part of the building design al s .tieh oldbe considered by the building designsera sama . Swims shown is Ibr latl support of trap m®lam only toreduce buckling length. Provisions mesa be made toa a bor lateral bracing at ends sodspecified location to ding by the buidesigner. Additional bracing of the overall structure, may lot rtgaired. (See HIB-91 of TPI).For specific truss bracing regmirememc cams' building desigaer.(Truss Plate institute. TPI is located at 383 4005 MARONDA WAY DDocafrio 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 has been based out information provided by the client. The designer disclaims any responsibility for damages as a react of faulty or incorrect information. yccificatiom an&w designs furnished to the tans designer by the client and the corrxtrcss or accmxy of this information n it may relate to a specific project and accepts ou responsibility or esecises not cooml with regard to fabrication, handling. shipment and insWlatim ofwssa. This truss has been designed.. an individual building component b accordance with ANSVrP1 1.1995 and NDS-97 to be incorporated n pat of the building design by a 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 in teasion are not fully braced laterally by a properly applied rigid ceift they should be brad at ■ ...imam gating of I (Mr o.c. Connector plum dull be -factored Gum 70 gaage hot dipped galvanind steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall revam this drawing to verify that Ebb drawing is in coufomance with the fabricators plan and to ralire a continuing 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 fining wood to wood bearing. Connactm plates shall be local on both fay of the hem with naits Gdly imbedded and shall be yv..how the joint 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 to the plate length specified. Double cats out web members shall meet u the ctawid of the webs outlets otherwise shown. Comocto plate size are minimum sizes based out the foxes shown and may need to be i.e., for certain handling ad/or, enaction stresses. This tress is not to be fabricated with 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 to be bilewnd in Kend-, with *Hlndlntg. -meaning and Bracing'. HIB-91. Trusses are to be handled with particular ate during banding and bundlin& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for rmsting lateral forces shall be designed and installed by others. Careful handling is escort at and erection bracing is alus)s cquird. Normal precautionary action for tosses requires such temporary hawing during installation between tosses to avoid toppling and domiming. The mpervisim of =tim of trusses shall be ands the control of perms experienced in the installation of trusses. Professional advice shall be sought if nadad. concentration of omstruaim loads greater than the design Inds shall not be applied to tresses at any time. No bads other than the weight of the erectors shall be applied to trusses 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 of a rot n des Systems the building design and wticb mum be ca,sid by the building designer. Bracing shown is fur Inters svppon oftrast members only to reduce buckling length. Provision mast be made to anchor lateral specified bracing a ends specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required. (See NI111-91 of TPI).Fw specific mass bracing rapairemems, contact building designcr.(Truss Plat Institute. TPI is land a 583 4005 MARONDA WAY D'OmGio Drive. Madison. Wisconsin 53719). 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 for an individual building cam pmem 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 no responsibility or esercises no coatml with regal 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 of the 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 fur enrage or occupancy bads. The design su manes compression chat& (top or bottom) are continuously braced by sheathing umess otherwise specified. Where bottom chords in tension are not fully braced tateratly by . properly applied rigid calin& they sboald be braced at a maximmm spacing of lor-W o.c. Comecon plates mall be msmfacturd Dom 10 gage but dipped galvanized seal meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator shall review this drawing to verily thin this drawing is in mtilbrmmce witb the fabricators plain and in realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plates mall am be installed Over motmlea, mots or distorted grain. Members dull be em for tight fining wood in wood bearing. Connector plates shall be loaned on both faces of the turn with milt fully imbedded and stall be sy,o. about the joint milts otherwise show,. A 5.4 plate is 5' wide a 4' long. A 6x8 plate is 6' wide x 8' long. Slosh (holes) min parallel in the pale length specified. Double cam our web members mall meet at the centmid of the webs unless othowisc mown. Com motor plate sizes are minimum sizes based on the tomes show, and may oced to be 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 bracing and erection recommnadations are 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 plumb positim ad for resisting lateral fortesmall be designed and inland by others. Careful handling is essemial and creation bracing is always required. Normal preamimury action for images requires such temporary bracing during instillation between vunes to avoid toppling and domimin& The mpe isine oferection of umaes mall be ander the control orpersons experienced in the installation orum Professional advice sum be sought if ne ded. Concentration ofmnd,met on loads grater than the design lads Well am be applied to WYa at any time No loads other than the weighs of the critters shall be anDlid 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 0 0 �R - 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 turn )A members Only in reduce baellmg length. Provisions must be made to ancbot lateral bracing a ands and specified locations determined by the building designer. Additional bracing of the overall atecturc 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 by the diem. The design. disclaims any responsibility for damages as a mull of fanny or incorrect information. specifications and/or designs Ihtnisbed to the trnri designer by the client and the correcmn or accuracy of this informations as it may relate in a specific project and accepts no responsibility or arerciso on, rwehol with regard to rabrication, handling shipment and installation of fasces Tuffs traces has been designed a an individual building compooans in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated o pan of the building design by a Building Design. (registered architect or proressional engine.). who reviewed Am approval by 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 wind or snow bads Project specificatmm - special applid bads. Unless shown, mass ba not been designed for storage or occupancy bads. The design assumes companion chords (top or bonc n) as comiunously braced by sheaNia; orders otherwise specified Where botmm chords in tersion are rat fully braced tmaly by a 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 for such verification. Any discrepancies are to be pat in writing before tatting or fabrication. Plain mall not be installed aver knmhole. teems or distorted grain. Members shall be am for tight fitting wood to wood hearing Connector plan mall be located on both fay of the truss with rails filly imbedded and shall be s)m. about the joint unless otherwise mown. A 50 plate is 5' wide a 4' lung. A fall plus is 6' wide a 8' long Slots (bolts) ae Parallel to the plate length specified. Doable cats o0 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 fabricated with fire retardant treatad lumber unlit otherwise sbown. For additional information on Quality 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 plumb pusitim and lm rmning -nail fosce mall be designed and ivsalld by other. C-fial handling is essced, and erection bracing is ahsa)s required. Normal precautionary active for masses requires such temporary bracing during installation between masses to avoid toppling and daminoing. The wpervisim of erection of masses shall be under the control ofpersons.tperienced in the installation of masses. 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 the eors m cctallbe app-iad to massn until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 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 Systems Bracingsbowzoothis drvwingisnocrecamnbndng. mind bacingportal �tiosm°®�bracing w�hisapan of the building deag<r and whicb muu be considered by the building designer. Bracing shown is for lateral appmt of hnss members Only to reduce battling length. Provisions most be made to anchor lateral tinting at ends and specified locaiaer determined by the wilding designer. Amitional bracing of the overall structure may be required. (Sec W 8.91 of TPI).For specific mass bracing requiremants, contact building desigaer.(Taa Platt Imitate. TPI is 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 and the correctness or accuracy of this 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 of wan. This tma has been designed as an individual building compwm in accordance with ANSVfPI 1-1995 and NDS-97 m be incorporated a pan of the building design by a Building Designer (registered architect or professional engineer). Wben reviewed for approval by the building designer. the design loadings sboao must be checked to be sore that the data show are in agreement 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 unless otherwise specified. Where boom chords in tension arc not fully braced Iatcrally by ■ properly applied rigid ceiling. they dmuld be braced a1 a masimum spacing of 10'O' oe. Connector plans shall be mawfacmrd from 20 pugs hat dipped galvanimad sted meeting ASTM A 653, Grade 40. unless otherwise shows FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verify that this drawing is 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 for tight 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 the join onlm otherwise 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 tim baud on the fortes down and may need to be increased for cataio handling and/or action stresses. This toss is mot to be fabricated with fire mtardam awed bmba unless otherwise doer. For additional information on Quality Control refs to ANS VfPt 1-1995 PRECAUTIONARY NOTES All bracing and action raommcdalions are to be followed in accordant with 'Handling. Installing and Bracing". MB-91. Treanor are to be handled with particular ere dunng handing and ban ll-I& ddn<ry and installation to avoid damage. Temporary and permanent bracing for holding trusses in ■ straight and plumb position and fa resisting lateral forces dull be designed and installed by mhos. Careful handling is -1 .1 and 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 of action of traces"be under the control of pasom arpesicoced in the installation of oussn. Professional advice shall be sough if needed. Co a mnman of construction loads greater than the design Inds dull not be applied to messes at any time. No bads other than the weight of the 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-a o n der Systems 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 the building 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 the building 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 4005 MARONDA WAY IronofioDrive. 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 This design is for an individual building companem and has been based on information ptmidd by the diem. The designer disclaims any responsibility for damages as a =11 of fully or incorrect infmmaion, specifications and/or designs furnished to the truss designer by the clients and the coriechaea our ace axy of this informasioo as is may relate to a specific project and accepts na responsibility W nesciscf W 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 be checked to be rare that the data show are in agreement 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 a maximum spacing of 10I.V cre. Conncctm plates shall be maonfxhmed from 20 gauge but dipped galvaaized reed meeting ASTM A 653. Grade 4Q unless otherwise drown. FABRICATION NOTES Prior to rabricatlon. the fabricator shall review this drawing to verily that this drawing is in coolbucto a with the fabricators plans and to realize a cominnivg responsibility for inch verification. Any diSUepausei" ate to be pat in writing before carting or fabrication. Plates :ball rut be imulled aver tmthules, 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 the joint unless otherwise shown. A Sxa plate is 5" wide a 4• long. A 6x8 plate is 6• wide a g• k m& Sloe (bola) ma paralld to the plate length:paired Doable can an web members shall meet a the cemoid of the webs bless Otherwise shown. Connector Plate size ate minimum sizes based on the fortes shown and may aced to be increased for certain handling and/or erection assesso. This caw is rat to be fabricated with fire 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 in accordance with *Handling Installing and Braci.f. MB-91. Truants are to be haoNd with particular hue during banding and bundling delivery and inaallatim to avoid damage. Temporary and permancof bracing for holding hens in a straight and plumb position and for raining lateral forces shall be designed 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 The mpervision orerection of tmsses shallbe under the combat orpetmms esperknced in the installation 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 loads other than the weight of the sectors 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 Maronda Systems thebuildinggdesignandwhichmustbeeo�eredbythebui�� ngt,g�.l�emmF Bracing ppmt eralmofh= members only 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).For specific 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 bard can information 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 of this information 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 of woo. This now has been designed a an individual building component in accordance with ANSVTP! 1.1995 and NDS-97 to be incorporated as pan oththere building design by a Building Designer (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 fen storage or occopaocy bads. The design assumes compression chords (top or bosom) arc continuously braced by sheathing unless otherwise specified. Where bosom chords in tensim are not Poly braced 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 20 gange hot dipped galvanized sue! meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prim to 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 wood boring. Connector Plates shall be located m 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' wide x g' long Sloss (boles) nun patalid to the plate lengh sperifid. Doubic can on wcb members shall meet a the cenvold of the webs mlm 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 nested lumber anlm otherwise shown. For s ldiaomal information m Quality Comm! refer to ANSVfPI 1.1995 PRECAUTIONARY NOTES An bracing and nation recommendations = to be fbibwed in accordance with *Handling. Installing and Bracing'. HIB-91. Trusses = to be balled with Fmticular care during hording and bundling dclnery and installation to avoid damage. Temporary and permanent bracing for holding mosses in a aright and plumb position and for resisting lateral forces dull be designed and installed by othera. Careful handling is -,ill and cream bradug is always required. Normal precautionary action for moan requires such temporary bracing during installation between trusses to, avoid toppling and doesinoing. The supervision of erection of mosses shall be oiler the control of persons caperiencd in the installation of trvssn. professional advice shall be sought if needed. Con crom out of t mstnction Inds greater than 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 5 4 (( _)p_ 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 albrngddbr acing Dsgnr:TLY Chk: the building design and wtiW most be considered by the building designer. Bracing showy is for lateral support of mass member, only to reduce buckling length. 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 ad0050068 1005 VANNESSA DR. 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 is for an iodividoal building eompoomr and has been based on information provided by (be dim. The designer disclaims my responsibility for damages as a reach of faulty or, incorrect information. specifications atdlor chips f mcisbed to the was designer by the client and the correctoess or accuracy of this 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 iao of umnes. 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 Building Designer (registered architect or 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 mow were,, project spocifi ,tons or special applied wads. Unless mown. bass has no been desigmd for storage or occupancy bads The design assumes compression thuds (top or human) use continuously braced by sheathing unless otherwise specified. Where human chords in tension use not fully braced laterally by 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 to be pat in writing before totting or fabrication. Plates mall not be installed ova knotboln knots or distoned 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 juim unlessotherwise mown. A 5a4 plate is 5- wide a 4-long. A bag plate is 6- wide a $- long. Sots (bola) ton parallel w the plate lap specified. Double cats on web members shall meet at the cemmid of the webs halm otherwise shown. Coon w plate sizes m minimum sizes 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 be followed in acudmcc with'Hadlin& Installing and Bracinf. . MB-91. Trusses are to be handled with particular art during banding and bundling. delisety and installation to avoid damage Temporary and permanent brxing for holding trusses in a straight and plumb position and for resisting lateral was shall be designed and installed by others. CQCthI bandlwg is -i,l and anion busing n a1w.)a mquirnd. Normal preamwtary action fbr mosses respires row temporary bracing during installation between woes to avoid toppling and domiming. The supervision of eratibo of losses shall be under the control of persons experienced in the installation 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 other than the weight of the erectors mall be .Wind to losses until 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 the building daign and %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 f Lb r DF : 1.25 locations determined by the building designer. Additional bracing of the overall structure my be required. (Sec MB-91 P of TPI).Fw specific ion brxing m ropi caM mrnxt bedding daigoa.(Tan Plate lass ituM TPI is loc ated m 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 has been anted on information 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 and the correctness or xcurt ry of this information as it may relate in a specific project and accepts no respons bility or exercises no eonwl with regard to fabrication, hassling, shipment and installation of trusses. This ono ors been designed as an individual building component in accordaace with ANSVd rPi 1.1995 a LIDS-97 to be incorporated as part of the building design by a Building Desiper (registered architect or professional mgirtm). wens reviews for approval by the building designer. 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 applied bads. Unless shown truss has no been designed for manage or occupancy loads. The design assumes compression ceords (sup or bottom) 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 page but dipped galvanized coed mectina ASTM A 653. Grade 4(A orless otherwise shows. FABRICATION NOTES Prim to fabrication the fabricator shall rcvicv this drawing to verify that this drawing is in confmmance with the fabrcawes plms and to rc.lice a Comiming responsibility for such vaificarion. Any disreparcics arc to be put in writing before coning in fabrication. Plates shall tot be installed over kmtboles. tons or distoned grain. Members aball be ern for tight fitting wood to wood bearing. Connector planes shall be loaud on both fans of the tram with nails folly imbedded and shall be s)m about the joint unless otherwise shows A Sxa plate is 5' wide x 4' long. A 6x8 plan is 6' wide x 8' Wog. Slots (holes) tin parallel to the plate length specified. Double cos on web members shall meet at the centioid of the webs ontess otherwise: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 melling ed Bracing'. 1118-91. Trusses are to be handled witb particular care during handing and bundling, delivery and installationto avoid damage T®porary ad permanat bracing for bolding trestn in a straigbt and plumb position and for msimiag late.! force shall be designed and installed by others. Careful hadling is -se al and erection bracing is always required Normal Procter. a y action for trusses requires such temporary bracing during installation betweun crosses to avoid toppling and domiming. The upesvionse orecection oruusses sbau be ada the control ofpersont.perimced in the installation of tiassrs. Professional advice mall be sought if needed. Com ea li ri of mnmruesum Wads greater than the design Wads shall cam be applied to messes at any Gore. No loads other than the weight of the erectors shall be applied in ouster 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 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 and which mom lot tontidered by the building design.. Bracing mow is for lateral support of trm member only m reduce butUing length. hovitiom mum be made to anchor lateral bracing at tads and specified TC Live 16 . 0 psf Lbr DF : 1.25 bcas determined by the building desipper. Additional bracing of the overall structure may be required. (See HIB-91 P ofTPl).For specific wa bracing requiremmu contact building desigmm <.(TrPlate Institute. Tw is Wned ca583 TC Dead 7.0 psf Plt 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 individual BC: 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 hostel oninformation provided bythediem.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 accuracy of this inrormatima a it and the All COMPRESSION Chords are assumed to be WndLod per ASCB 7-02, C&C, V. 125 h, P mP Uniform FLIP From PLF To may relate to a specific Pgec, and accepts aq continuously 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 designed as an individaal building component wacemdancewith ANSVTPII.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 -772 B 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 H Roll 3-4.0/0, 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 continuously bncrdbyO..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 manufactnmdrmmi0pop but dipped plvam dsted meeting ASTM A 653. Grade A anlm otherwise slaae. Long term deflection factor 1.50 FABRICATION NOTES 1- 4-14 7- 5-10 Prim to fabricatim the fabricate, shall review this drawing to .wiry that this draining is in conrmmance with 1 2 3 4 the rahricamf, plans and or realize r comiowily rapontibility, for such vain atiom Any discrepancies arc in before medication. 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 ao both ram of 5x6 the bun with ails rdly imbedded and shirr be 6)m..boot 6x 12 the joint trdeo mherwise mmO9. A 5a4 plate is 5' wide is Sx6 V long. A 6ag plate is 6' wide a S' Imag. Swat (bolo) red parallel b the Plate leogth ipecifled. Double euu m ' web members mall meet at the commie or the webs unwed mberwnse moue. C-un, plate Sim ere minimum ,im based on the forma moth. and may need an be ircreued fen certain handling and/or cation messes. This wan is mm to be fabricated with fate retardant treated Lumber dales: otherwise ghw.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 is menial and aeaian bracing is .!than ugmcd. Nmmd pamv>mnary action for burn repires aueh temµmary bracing during inatallation between muna to avoid toppling and dominuing. The supervision Oferection of bttaaa mall be made, the combel of, - , caperiebced in she im aratim of mosses. professional advice shall be 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 5 L 8-10- 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 she building design and which mug be considered by the building design. Bracing shown is fen latad support of von D8 r:TLY Cbk: an only only to rcdme buckling lengn length. provision; most be made in arbor Waal bracing at ends and specified TC Live 16 . 0 e f P lmatimas determined by the building designer. Additional bracing orthe oven➢ immune maybe required. (See 1nB-91 of TPO Few specific tam bracing regeir®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 oninformation prmidedbythe 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 continuously braced unless noted otherwise. TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -524 0- 0- 0 -524 8-10- 8 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 Covering and/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 been dorgaed 1- 2 66 0.69 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 are not rally braced laleraly by a 2 PLYS REQUIRED Lineal Footage . 25.1 in./Ratio in./Ratio Jnt(s). properly applied rigid ceiling. they should be braced 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 steel Max DL Deflection L/999 . -0.09 4 mess mating ASTM A653. Grade 4lotherwise mows 8 10 8 germ deflection 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. Plato Wall not be installed wee kmmoles. intots sir distorted 5x6 3 x6 grain. Members Wall be an for tight erring wood to wood baring. Connector plats Wall be loard m both faces of the tress with nails fully imbedded ad shall be s)m. abaci the joint unless otherwise blown. A 5e4 plate is 5' wide a O 4- bog. A 6.8 plate is 6- wide a 8' lung. Slots (halo) run parallel to the plate length specified. Double cats on web members shall meet at the centroid of the webs artless otherwise shown. Connector plate sires are, minimum sires based an the fortes mown and may need 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 owed L lomber unless otherwise mown. For alditimal information on Quality Control rtf. to ANSVrPI O 1.1995 PRECAUTIONARY NOTES All bracing and erection raammendatione are to be rolbwedin accordance with 'Handling. Itenalling and 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 aad installed by others. Careful handling is essential and maim bracing is always required. Normal prmmiomry action for berm trues such temporary bracing during installation betwten trusses to awld toppling and dominoing. The supervision of ercctim of trusses shall be nicer the central orpermn' apesieeced in the installation oranao. Roressimal advice shall be sought 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 of the Craton, 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 crosiderd by the building designer. Bracing dawn is for lateral support ortran members only to reduce bottling Ieaph. Rovivws mast be made to anchor lateral bracing a ads and specified Live TC Li16.0 0 psf Lb r DF : 1.25 locations determined by the building de4m. Additional bracing of the overall structure may be required. (Sec HIB-91 P ofTPI)Tor specific truss bracing requinmemf. contact building designa.(Truss Plate institute. TPI is located at593 TC Dead 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 10.0 psf Code: 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 been based anm inforation pro idea by the eliem. The designer disclaims my responsibility for damages a a result of faulty or incorrect istimmation, specifications and/or designs furnished to the ones designer by the client and the corcetnm or acemacy, of this information as it may relate to a specific pmjmt and accepts an responsibility or exercises an control with reg nd to fabrication. handlmg shipment and installation of basses. This truss has been designed as an individual balding component in accordance with ANU PI 1-1993 and NDS-97 to be incorporated a pm of the building design by a Building Designer (registered architect or 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 wind or mow bads, project specifications or special 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 sheathing unless otherwise epaifted where banned chords in tension are not fully braced laterally by a 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. Members shall be cut for tight fitting woad to wood hearing. Connector plates mall be bated an bah faces of the truss with nails fully imboddnd and malt be rim mom the joint unless otherwise mown. A Us plate is S' wide x 4' 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 sizes based on the forces shown and may need to be "'cased for certain hmdlmg mNm erection anessee This truss no t t to 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 c ling. 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 is mentiall 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 ereatinuof trusses mall be under the control of permm experienced in the installation of mosses. Professional advice 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 sectors mall 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>ringma���ioaw�hira�r� D8 r:TLY Chk: the building assign ern which mesa be comldered by the building designer. Bracing ma.n it red lateral support orvuss � member only to reduce bakling length. Provisions most be made m auc, metal bracing at ends and specified TC Li160 psf l«atiom determined by the building designer. Additional bracing ar the overall structure maybe required. (Sec Live .P HIB-91 of TPI).For gecific truss bracing requiremems. contact building designer.(Trass Plate Imitate, TPI it located u 583 TC Dead 7.0 psf 4005 MARONDA WAY DOnaftio Drive. 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 of faulty or incorrect inforeanion. specifications and/or designs famished to the tmss designer by the cl tau and the corramrn or aaoacy of this information as it may relate m a spccif¢ project and accepts m responsibility or exerciser on control 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 to be incorporated as pan of the building design by a Building Designer (registered architect or 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 wind or anew 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 no Poly braced late dly by a 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 a continuing responsibility for such verification. Any discrepancies are to be pat in writing befm tatting or fabrication. Plana shall net be insulted over komhulea. krimu or diaoned Pain. Members shill be on fm tight fatting wood to wood bearing. Connector pales shall be looted on both fans of the trim with .it, (idly k b.1dcd and hall be s)m..boad the joins 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 to be 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 Quality Comet 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 and installation to avoid damage. 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 essential and 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 erectionof musses mall be under the control of persons experienced in the mwllatmn of busses. Professional advice 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 creeton shall 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 of Dsgnr : TLY Chk : the building design and which mast be coneAcred by the building designer. 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 detemined by Ihu building deagoer. 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'Omfrio Drivc. 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 designer disclaims any responsibility fm damages as a result of faulty m incorrect information. specific., and/or designs famished m the truss designer by the client and the correcmas or accuracy of this information a it may relate m a specific project and accepts no responsibility or eaacism no control with regard to fabstcatioo. handling shipment and installation ofarmours This tmsa has been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional aginca). When reviewed for approval by the building designer. the dcsigo loadings 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 mow bads, 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 applied rigid ceiling, they should be braced at a maximum spacing of 1014' o.c. Conneaut plates shall be -ria red d from 20 gauge but dipped galvanized go meeting 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 a continuing responsibility for such veaificatma. Any discrepancies arc to be pat in %Tiling before cutting or fabrication. Plasm shall not be installed ova krntholes, knots or disamtd grain. Members shall be em for tight fitting 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 b members shall mat a the cemmid of the %-ebs unless mhmsise show. Conoector plate sizes are minimum sizes based on the forces sbosn and may need to be inact for certain handling and/or cation straw. This uua is not m be fabricad with foe raardant 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 be followed in accordance with'Randling. Installing and Bracing'. RIB-91. Trusses era no be handled with particular are during banding and hurdling. delivM and installation to avoid damage. Temporary and permancnl bracing for holding trouts in a m aight and plumb position and for resisting lateral fortes shag be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action lot crosses requires such temporary bracing dewing installation between trust to avoid toppling and dominoing. The wpemsion of erectioo of trusses shall be under the control of persons experienced in the installation 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 drawing is rot action bracing.%ind bracing, portalbracing or similar bracing%dhkh is a pan of Dsgnr:TLY Chk: the building design and which mast be coosidw aed by the building designer. Bracing sbois lbr lateral support of truss members only toreduce buckling length. Provision;most be made to anchor lateral bracing a ads and specified locations determined by the building designer. Additional bracing orthe overall structure may be requimd. (See M13,91 TC Live 16.0 pS f of TPI).Fm specific ants bracing requismems. contact building detigsa.(Tross Plate Inaimm TPI is located in 583 TC Dead 7.0 psf 4005 MARONDA WAY D'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 This dcsipisfor an individual huildingcomponent and has been based on inromation Provided by 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 and accepts 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 braced unless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension This truss has been designed as an individual building WndLod per ASCE 7-02, C4C, V. 125mph, 0- 1-12 1 398 -197 -483 B Pin TOP CHORD 1-2.-268/266,2-4.-205/309, enmpomminaccordancewith ANSVTPII-1995and NDS-97 to be incorporated as pan ofthe building 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 shown arc with the local building codmlocal climuicrecords for WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 1- 2 -268 0.27 A 19-18 198 0.32 17-16.-106/197,16-15.-89/202,15-14.-643/881, wind 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 0.26 C 21- 7 89 0.02 C 3- 5 716 0.37 A 16-15 202 0.39 16-3.-857/647,3-20.-219/566,20-15.-279/683, compression chords (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 0.31 C 9-10 942 0.35 A --------GLOBAL MAX DEFLECTIONS- ------- 10-11 -1178 0.34 A LL TL FABRICATION NOTES in. /Ratio in. /Ratio Jnt (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 drawing is in coulberm a with Hori z . 0.05 0.10 NA the fabrieme, plans and to slim. continuing Max DL Deflection 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 installed ova Innrholm knots or dis mtd I . grain. 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 and dull be s)m. -how the joint unless otherwise thrown. A 5x4 plate is 5' wide x 6.00 -6.00 4' long. A 6t8 plate is 6' wide x 8' 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 Connector plan sizes are minimam 2X4 2x4 2x4 sites based oo the forces shown and may oced to be 3x4 increased for certain handling adror erection grcssns. 2x4 This mass is not tobe fabricated with fire retardant treated lumber calm otherwise shown. 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 with 2X4 2x4 6xI2 particular are during banding and budiity ddi ery and 3-0-0 2x4 0-6-6 5x6 insalaon to avoid damage. Temporary and permanent bracing fog bolding uussas in a straight and Plumb position and for redging lateral fortes dull be designedIF' e. and imWld by others Careful handling is essentia] and erecqution bracing it alwa)a required. Nomul precautmota y -6.00 6x8 2x4 action for masses -Fires such temporary bracing during insallation between trusses to avoid toppling ad domiming The supervision of erection of masses shall be oiler, the control of persons experienced in the installation ofnusses. professional advice shall be aught if needed. Concentration of construction Wads greater than 398# 3.50" 1121 # 8.00" 870# 8.00" the design bast skull not be applied to minutes at arr time. 6-0-0 10-1-4 eror No loads other than site weight of the ectdull be le 9-9-12 applied o matter until after all fastening and bracing is completed. 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 bring bracing sins 1. brng which is a pad of the building deign and which must be considered by the building designer. Bring shown is for lateral support of mass member only torduee buckling Ieogdb. Provisions mot be made toanchor lateral bring m ends and specified locations determined by the building 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. LICENSE OWSOD68 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 the cmrocmess or accuracy ofthis information sit may relate 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 compan to in imuroraindas At of the building NDS-97tobe ixmporatednpan of the hoilding design Bld Type. 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 by Impact Resistant Covering 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 that the data shown are inagrc®at with the local building codalocal climatic records for ..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 spaifid Where bottom chords in tension are ON fully braced laterally by a Max DL Deflection L/ 9 9 9 . - 0 . 07 properlyapplied rigid ceiliag.they should bebraced ata Long term deflection factor - 1.50 masimam spacing or IV-0 o.c. Comtccur plats shall be manufactued form 20 gag 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, . with the fabricators plans and to realin a c.tmafng 6. 00 -6.00 responsibility for such verification. Any disuepacia are to be put in writing before totting or fabricatine. Plata 4 X6 shall not be installed over knotholes, mots or diCmted grain. Members shall be an fin tight frtling wood to wood baring Cmuactor pGta shall be located . bothGoa al 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 plate is 6- wide x 9' long. Slots (bola) rm parallel to the plate length specified. Doable cuts an web members shall 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 with particular care during banding and bmdling, delivery and 5x6 installation to avid damage. Temporary and permanent taxing fin holding trusses in a straight and plumb position and for raasting lateral forces shall be designed - U-12 8 20 and installed by atlas. Careful handling is - -1 and -6.00 erection bracing is alwa)s required. Normal prcamiomr)' action fin trana require each temporary taxing daring installation between mina w .void toppling and dominating The wpavisim of erection of masses shall be .der the control of, eapesieaced in the be 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 shall be applied to trusses until after all fastening and boxing is 11 1 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 this drawing n net ereeri. bracing. wild brcong penal B-bracing or similar bracing l which u a put of n the hoilding design and which must be considered M the hoildiag designer. Boxing shown is Cor latad wppon of It an member only to reduce buckling length. Provisions most be made to anchor lateral bracing at cods and specified Icatiom determined by the building designer. Additional taxing of the overall suouctare may be required. (See MB-91 of TP0.F. spcifre most braiug emms nupirt, cmacl boiWing desiypet.(Trnss Plate losuicuM TPI is beats 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 information on inforion provided by the dimrue e desigoa diselaims any responsibility for damages as a result of faulty or incorrect iuformatia, specifications and/or designs furnished m the tmss designer by the dim and the conventions or accuracy of this ialmoomion 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 the building 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 orenpancy bads 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 dipped galvanized 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 be put in writing before tuning or fabrication. Plates mall not be insullad over k oda-I , kpors or diaoned grain. Members shall be m for tight fitting wood to wood boring Connector planes shall be hatred on both ram of the 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 W wide x g' long. Slots (holes) run parallel to the pine length specified. Double cuts on web members mall meet at the cmmid of the webs undess otherwise shown. Co®ata plain Sias we minimum size based on the forces 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 followed in accordance with 'Handling Installing and Bracing', HI11•91. Trusses are to be handled with sartiadar as during handing and bundling delver) and installation m avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb position and for reaping lateral fume mall be designed and installed by others. Careful handling is 0 &1 and crocuum bracing is always required. Normal precautionary action for mosses requires cub temporary bracing during installation between mosses to avoid toppling and domiming. The mperviaW of erection of mosses sball be under the cowol of persorts espetitm cd in the installation aromatics. Professional advice shall be sought if ended. Conccmnum ofconstruaion bode greater than the design bode 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 ro n eta systems Bracing shown on this drawing is nu cnxtion bracing wind bracing portal bracing or similar bracing which is a pan of DBgnr : TLY Chk : 8 / 2 6 / 2 0 0 5 the building design and which most be considered by the banding designer. 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 erns determined by the building designer. Additional bracing of the overall stmcmre may be required. (Sec Live . W11.9I P of 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 been based 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, of this information as it may relate to a specific project and accepts no responsibility or eaacisu as, control with regard m fabrication. handling dupmat and imullaum of ones. This brig has been designed as an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 W be incorporated as pan of the building design by a Building Designer (registered architect or professional agixe). When revtewcd nor approval by the building designer, the design 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 or Occupancy 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"d from 20 gunge bin dipped galvanized 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. Plata mall not be installed over knutboles, knots Or diuoned grin. Members mall be em for tight fining wood to wood bearing Cottnawr plates shall be ltrrated our both fans of the tors with nails fully imbedded and mall be s)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 to the plate length specified. Double cuts no web m®ben shall tom at the cenuoid of the webs unless otherwise mown. Connor plate rises are miniman size based on the lanes shown ad may need to be increased fm eeruin handling andforerectirm ureaes. This truss is not to be fabricated with fine reta dam trued lumber unless Otherwise shown For additional infomutbn no Quality Control refer to ANSVfP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be folbwd in accordance with 'Handling [rainingd a arading. IBB.91. Trusses ice to be bandlod with panictdar a+e during banding and bundling ddnay ad inaallation to amid damage. Temporary and permanent bracing for bolding masses in a straight and plumb position and fro resisting lateral fortes mall be designed and installed by other. Careful handling is essential 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 erection of trusses sball be under the control of permns mperiaced in the installation of beam, Prokssiaoal advice shall be scoght if ended. Concentration of ee anctum 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 fastening and 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 building design and which inn be considered by the building; designer. Baying shown is fm lateral support of basis members only to reduce buddies length. Provisions must be made to anchor lateral bating at ads and specified Live TC Li160 s f IOcatiorts deermined by the building designer. Additional sa bracing or the overall arname y be required. (Sec MB-9I . P of 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 This design is for m individual building component and has been based on information prmided by the client. The designer disclaims any responsibiliry for damages es s result of faulty or ioconat information, specifications ardor design furnished to the truss designer by the client and the correctness or accuracy of this informations es it may rdate to a specific 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 to be incorporated as pan of the building design by 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 local building coda. local climatic records for wind or mow bads. project specifcatonsn or special applied 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 rigid ccilin& they should be braced at a maximum spacing of 104' O.C. Cemeetor, plates shall be to-faetmed fins 20 gauge hot dipped galvanized $red meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrications, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricamrs plans and to malice a continuing responsibility for such verification. Any discrepancies are in be pm in writing before totting or fabrication. Plato shall ant be insalted ova kootholm knots or distorted grain. Members shall be cot for tight fitting wood to wood baing Conoccrr plates shall be looted on bah fans of the 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' wide a g' long Slots (bola) rwm parallel to the plane length specified. Doable cots on web members shall meet at the cem mid of the webs unless wise other'Down. Connector plat sizes are minimum aired based on the forces shown and may need to be increased 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 banding and bundling, ddivM and installation to avoid damage. Temporary and permanent bracing for holding Gasses in a anaigbs and plumb position and for resisting lateral forces shall be designed and installed by others. Careful bandling is essential and auction bracing 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 uusses shall be under the control of peruses experienced in the installation of trusses. Professional advice shall be sought V needed. Caneentration of mnswnion bate ads grthan the design bads shag 'a be applied to cusses at any time. No bads other than the weight of the ercctms shall be applied to busses umil 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 reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations dcesmiod by the building designer. Additional bracing of the overall saoctnre may be required. (Sec MB-91 of witFor 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 bused on information provided by the diem. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications an&w designs famished to the truss designer by the client and the corrtctrrm or accuracy of this 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 be incorporated as pan of the building design by a 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 with the local building trade, local climatic rands for wind or nmw load& project specifications or special applied loads. Unless; mown. mass has not been designed for storage or occupancy load. The design assumes compression cbDnb (top or bo rom) ate continuously brad by sheathing order otherwise specified. Where bomm chords in tcosion 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 the muss with nails full' imbedded and shall be sym. abed the joint unless otherwise shown. A 5x4 plate is 5' wide x 4-long. A 6x8 plus ls 6' wide x 8' long. Slou (boles) rum parallel to the plate length specified. Doable cots on web membersm shall meet at the cms oid of the webs ode otherwise shown. co®ectm pine Sias are ministrant sins based on the force shown and may need w be increased 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 accordance with'Ha�ing, Innallivg and B acing . tBB-91. Trusses are to be handled with particular care during banding and bu dlin& ddhay and installation m avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral forces shall be designed and installed by other. Careful handling is -m at and eretcam bracing is always required. Normal precautionary action for trusses rcgnues snch t®porary bracing during instaxioo between trusses to avoid toppling and dominoing. The mpmisian of erctim of.runes %ball be order the control of persons exptrirmed in the ivswiatim of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall nor be applied to d,utea at any time. No loads other than the weight of the craws shill be applied to vane until 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 sRECTZN6 CONTRACTOR. GRACING WARNIHCr at';nglsmte,�° dbyi';�b>�ng �.Bmin ntom is ��wmlsao,� the batwing design ad wiich shun be cousiderad by else building dmgner. Bracing shown is for Weal mppm of truss DBgnr:TLY Chk: mcin Only to reduce tackling length. Provisions man be made to anchor lateral bracing at ends and specified Live TC Li16 . 0 s f p locatmm determined by the building designer. Additional bracing orthe overall structure may be required. (Sec HIB-91 of TPI).For specific Iran bracing "yaircmeats, contact building designa.(Trttn Flue Imtindc TPI is 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 has ban based on information prenided by the diem. The design. disclaims any responsibility for damage as a result of faulty or incorrect information. spaificatiom and/or designs famished to the ass design. by the client and the =.in= - acctuacy of this 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 of tmsses. This oua has been designed a an individual building component in accordance with ANSVFPI 1.1995 and NDS-97 in be incorporated as put of the building dnigo by a Building Designer (registered architect or professional engine.). When reviewed for approval by the building designer. the design loadings shoes most be checked in be sore thin the data sbow are in agreement with the local building coda local climatic records for wind or sow bads. pmjm specifications a s aecul applied bads. Unless shown tr an bas not been designed for storage or occupancy bads. The deign ruuma compression chords (topso or bom) are continuously braced by sheathing unless otherwise specified. Wherc bottom cbords in tension are nor fully braced laterally by a properly applied rigid ceiling they should be braced. a maximum spacing of 10r V o.c. Conemins plan shall be manufactured from 20 pop but dipped galvaviz d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rion to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabticam/s plans and to realize a continuing responsibility for inch vesifmauon. Any discrepamies 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 for tight rating wood in wood baring Comaenor plate shall be baled on bah faces of the truss with nails fully imbedded and shall be s)=. abedt thejoim umcss mherwise shown. A 5a4 pine is 5' wide x V long. A 6x8 pine u 6' wide x 8' long. Sloes (holes) red parallel to the 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 may need to be increased fed certain handling and/m erection 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 folbwad in -.....rn.Y, wild *Handling Installing and Bracing'. HIB-91. Tmssa art to be handled with particular rue during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and fed resisting lateral f races shall be designed and installed by others. Careful handling is essential 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 of erection of trusses shall be under the control of per nperimced in the installation of trusses. Professional advice shall be sought if needed. Concentration of eonenmamn bads greater than the design loads :hall not be applied to trues at any time. No loads other than the waigbi of the erector Nall 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° Ma ro n d a Systems ERECTING CONTRACTOR, BRACING IN., Bracing sbm. on this draai.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 is for laal support of man Dsgnr : TLY Chk : members only toreduce buckling length. Provisions, must be made to anchor lateral bracing inends and spaded TC Live 16 0 locations determined by the building designs. Additional bracing of the overall anncture may be require& (See HIB-91 . psf p 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 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 has been 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 it continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 and the corrections or accurtcy ofthis 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 to WndLod 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 building design 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 mow most be 3- 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 data mow ere in agreemm LL TL with the local building coda. local climatic records fan wind or snow bads project specifications or 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 where broom ebords in tension are not fully braced laterally by. Long term deflection factor . 1.50 properly applied rigid ceift they should be braced a a daimons spacing of I(r-0' o.c. Comecter plain shall be manufactured from 20 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 a continuing responsibility for each verification. Any discrepancies are Attach with (4) to be put in writing bert re cutting c fabrication. Plata mall not be installed over knotholes knou or a;voned j 27# 2x4 16d Toe -Nails in. Members all be an for light ruling Hood to woad gashall baring. Connector plates shall be looted on both fad of Use truss Nith nails IWIy imbddd and shall be s)m. about the jointvdm otherwise shown. A 5x4 plate 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 m be fabricated with fate retardant treated For+dditiooal 16d Toe -Nails lumber moles otherwise mowu ANSIfrPI 2x4 information m Quality Comol ref. 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; •re b be handled with delivery 1.68 particular cart during banding and bundling- and installation to avoid damage. Trmporary and permanent bracing for holding mosses in a straight and plumb position and fa resisting lateral force shall be designed ad installed by others. CuePol handling is essential ad a action r noise is quires sryvired Normal acing d merry anion for moues s; pl bracing during 0 u uiros to void to installation between woes m awld toppling and dominoing. The supervision of erection of wises shall be under the control of persons experienced in the nstallation of mosses. Profl advice mall be sought 359# 9.56" 236# 2.50" if trrded. Commotion of wnansaion loads grater than the design bads shall on, be applied in ninnies. R time. 5-3-0 L No bads other than the wci& of the.ctons shall be L _ applied m mosses until after all 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' �� mown m this drawing is na r'co m bracing. wind bracing. itde pow bracin or similar being which is • pore of tbt bmildmg design ad w4ich moo b< consid.d by the buiding de9gts.. Bracing shown is fan lateral support of mots DBgnr : TLY Chk members only b reduce buckling length. Rovisima coma 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 the overall structure may be required. (Sec HIs-91 ofTPI).Pur specific tmss bracing regmir®ents. contact building dssgner.frrvs Plate lnstituM TPI is located at593 DVwfiioDrive. MMadiisoawisconsin53719). TC Dead 7.0 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 has been 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 on coabol with regard to fabrication. handling. shipmcm and installation of mosses. This truss has been dcsiVxd a an individual building compooem in and accordance with ANSVfPI 1-1993 a NDS-97 to be incorporated n pan of the building design by a Building Designer (registered sschitat or professional engnc.). When reviewed for approval by the building designer. the design loadings shown most be checked to be sme that the data shown are in agreement 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 sheathing unless otherwise specified. Where bottom chords in 'notion ere not rutty braed laterally by a properly applied rigid ceiling. they should be braced at ■ maximum spacing of 1 V-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 a continuing responn'bility for such voifeation. Any dixrcpanci. are to be pot in writing her= coning or fabrication. Plate shall not be installed over knotholes, knots m distorted grain. Me n sm 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 ,be joim metes. otherwise shown A 5.4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Shut; (holes) inn parallel to the plate Imgb specified. Doable cats on web members shall meet at the cennold of the webs unless otherwise down. Corneca pine sizes arc minimum sins based on 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. Trusses are m be handled with particub r ate during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding uuaes in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Cuefd haodlivg is 3 al and an aeon bracing is always required. Normal prmmi(nal)' action for oases requires such temporary bracing during installation between trusses to avoid toppling and do mining. The mpemsion of erection of antes shall be under the ccuuol of persons 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 the building Aesigo and wticb must De considered by Una building design.. Bracing drawn is for lateral mpptm of wss � members only to reduce buckling length. Provision most he made to anchor lateral bracing at ends and specified TC Live 16.0 psf Lbr DF : 1.25 Wcations determined by the building designer. Additional bracing of the overall structure 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 1 t DF : 1.25 TC Dead 7.0 psf 4005 MARONDA WAYDomGioDrive.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 damages as a 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 of wssei 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 by a 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 that the data hewn m in 1g a mens with the local bnildirg codes. local climatic records im wind or mow bads. project specifications or special applied loads. Unless Kowa must bas non ben designed for storage or occupancy bads. The design assumes compression chords (top m bottom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are our Polly braced lamorally by a properly applied rigid ceiling. they should be lanced d a maximum spacing of 104' O.C. Connecer Plates shall be mawrace d (hum NJ gang: but dipped galvanized sled meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the raheieaer dull review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rnlin a cominaivg uponabiliry for v. such ifxatioapt Adiscrcpmcies 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 plates shall be looted on both fans of the nea with nails hilly imbedded and shall be sym. abed the jointunless otherwise shown. A 3a4 plate is 5' 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 went unless 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 Quality Control refer to ANSVrPI 1.19" PRECAUTIONARY NOTES All bracing and erection recommedaio is m in be followed in accordance with'Handling. Instilling and Bracing'. 141e-91. Trusses me to be bandied with paticatho am during banding and bmdling deliveryand installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resitting lateral forces dull be designed and installed by 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 of wires shall be under the control of pawns espaienced in the inswimiou of wan, professional advice shall 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 Bracing shown ctthis drawing isoorerodioohtacing.w;ding.porWbradngmd���inaw�isapanof the building design and which mad for be considered by the building designer. Bracing thown is Iam amp —pars. of trust members only to buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be require. (Sm MB-91 of TPliFor Wnrifrc eua Dicing sryair®eoq contact building dedgner.(Troa Plate Institute. TPI is located .1583 4005 MARONDA WAY a000frio Drive. 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 to the wen designer by the client ad the conecmes or ccancy of this information as it may mine to a specific 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 by the building designer, the design loading showo mass he chased in be sure that the data sho.m ale in agreemem with the local building cods, local climatic records for .ind or mow bads, Project specifcatiom or special applied bads. Unless; sho.a truss has not been designed for storage or occupancy bads The design ssm sees compressions anodes (top or banner) ale contimmusly braced by sheathing unless otherwise specified. Whore banner chow in tension are out folly braced maalty by, properly applied rigid ceiling. they should be braced at ■ maumum spacing of 10-0' oe. Co®ector plaza dta11 be mamfmar red loom 20 page her dipped galvanized nod meninx ASTM A 653. Grade 44 unless otherwise sbowm. 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 such verifcatioo. My discrcpancin are to be pot in writing before cutting w fabrication. Plates "I rot be installed ova mwmles, mots or dinaned grain. Members shall bean for tight fitting wood to mod bearing. 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 Connector Plate Siaminimum sizes based on the focal shown and may aced to be iac., 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.wed in accordance .ids'Hmdliog Installing and Bracing'. MB-91. Trasa arc to be handled with particular cart during haling ale bundling cidnety and installation to avoid damage. Temporary and permaomt brcing for bolding than in a straight and plumb position and for resisting lateral fortes shall be designed and installed by other. Careful handling is essential and emaion bracing is ad..)s required. Normal precautionary action for hoses re ptirs such temporary l rang during installation berween matter to avoid toppling and dam)noing. The mpavnstom oreration of arose, duds be mda the control of persons caperimcd in the installation of tmsez professional advice dull be sought if needed. Coneentrslion of con sa ctian Inds greater than the design loads that not be applied to Irussms at entry 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 4 3 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. BRACING NARNING. Maronda Systems Braced—oonthis io not a� bddngwid�eingposta,�inamo,ni�b,,ei�w�his.panof the building design and nticb nun be com aced by the building designer. Bracing shown is for lateral mppon orm,ss members only to 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 has been 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 to the truss; designer by the clim was the corramess or accuracy of this 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 be checked to be sue that the data mown are in age®mt with the local building code, local climatic records for wind or 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 chords in tension 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 to be 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= the join omle i otherwise shown. A Ss4 plac u P wide a 4-hang. A 6sg plane is 6- aide a g' long. Slots (hole) men parallel to the plus length specified. Double cuts on web members mall meet at the cenboid of the webs omen otherwise shown. Connector plate sizes are minimum sizes baud on the fortes shown and may need to be 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 on Quality 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. Trusses are to be handled with pamicith r ate during binding and bundling, delivery zed installation to avoid damage. Temporary and permanent Liming for holding crones in a straight and plumb position and for resisting Lateral forces shall be designed and maalled by others. Careful hmdlwg is essemial and cation bracing is allays required. Normal precautionary action foe uosses requires such temporary bracing duties immolation between manes to avoid toppling and dominoing. The supervision ore,ectionoftmses eau be under the conbol of persons experienced in the installation of tmaes. Professional advice shall be sought if ceded. Concrn adman of wnmuetion Loads gran than are design loads slall not be applied to trttnc in any time. No bads other than the weight of the a ccton shall 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 I 1 EXCEPT 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. Bracing mown is fen liters supper of trust members only to reduce 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 specific bon bracing requirements, contact building designer.(Tru s Plate Iaaitme. TPI is located in 593 DOwfrictDrive.MadimaWisconsin53T19F Eng Job: Dwg: DSgnr:TLY Chk: WO: ARLR TI: VT30 8/26/2005 Maronda Systems TC Live 16 .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 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 famished to the until designs by the client and the cocectom or accuracy of this information as it may relate to a specific project and accepts an responsibility or aereisat an control with regard to fabrication, handling shipment and imW W W of trusses. This una has been designed as m individual building component in accordance with ANSVfPI 1.1995 and NDS-97 to be incorporated as pus of the building design 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 or mow 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. Where bottom chords in tension are am rally braced laterally by a property applied rigid eciting. they should be braced at a minimare spacing of I VA' o.c. Connector plates shall be —factored eons 20 gauge but dipped galvanized Heel meeting ASTM A 653. Grade 40. adess wherwiw shown. FABRICATION NOTES Prior in fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fibricatofs plans and to realize a mminaing responsibility for such verification. Any discrepancies are to be put in writing before 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 join t dot otherwise shown. A 5a4 plus u 5e wide s V long A 60plate is 6' wide a 8' long. Slots (holes) ran parallel to the plate length specified. Doable cuts an web members shall tom a the centmid of the webs raless otherwise shown. Coamcter plate sizes are minimum lives bated an the fortes shown and may need to be increased for certain handling and/or unction straw. This una is nor to be fabricated with fie retardant treated 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 followed in accordance with 'Handling. Installing and Bracing'. H10.91. Traces are to be handled with particular are during boding and bundling delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by 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 of trusses shall be mods the control of pumm aperiened in the installation of bmacs. Professional advice shall be sougla if laded. Concentration of lmmartiaa bads grata than the design Ins& shall not be applied to trusses at any time. No loads other than the weight of the sectors mall be applied to cusses until after all fastening 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. 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 I ft' I M01 EMIR,, A IN ILI ArA, MrA i jo 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 a ro n des Systems Bracing shown nu this drawing a not enema bracing wind bracing postal boring or similar 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 membersonly to 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 n Ddvt Madimn. 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 This design is for an individual building componem and has ban bused on information provided by the client. The design. disclaims any responsibility for damages as a result of faully or incorrect information, specifications and/or designs famished m the truss design by the eliem am the corramm or acesracy of this 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 of tmssn This truce ba btu designed a an individual building component in acemelance with ANSIIrPI 1-1995 and NDS-97 m be incorporated as W of the building design by. Building Designer (registered architect or professional engineer). What reviewed fro approval by the building designer. the design loadings shown must be checked m be sure that the data shown are in agreement with the local building coda local climatic recmds fro wind m 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 (top or bottom) arc cornincnsy brad by sheathing 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 manufactured from 20 gauge but 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 for such 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 the joint unless otherwise shown. A 5a4 plate is 5' wide x V long. A 6xe plat is 6' wide x 8' long. Slots (boles) run parallel m the plate length specified. Double cats on web members dull meet an the cmroid of abc 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 onlm otherwise shown. For additional imfmmstin on Quality Comru1 refer m ANSVrPi 1-1995 PRECAUTIONARY NOTES All bracing and erection mommendniom are m be 1b11uwed in accordance with'HaaWiog Installing 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 installation between mosses m avoid toppling and domimoing. The supervision of actimo of mosses shall be under the control of person e5ep.ienced in the installation of traam. 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. M a Co n des Systems erang shown at this drawing is not erection bracing wind timing penbracing al bnd m similesra bng which is a pat of the building design and which moa be considered by the building designs. Bracing shorn is for 1-im support of tress _members 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 on information prm'idcd by the diem. The design. disclaims any responsibility for damages as a result of faulty. 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 of Muses. 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 by a 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 hot dipped 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 in waiting before cutting or fabrication. Plates shall not W im Bled over kmthol., knots or disraned gain. Members :lull be ens for tight filing wood to wood haring. Connector plats shall be loafed an bah fans of the torn with nails f dly imbedded and shall be sym. abom the joint anitc otherwise shown. A 5x4 plate is 5' wide a 4' long. A 6x8 plate is 6' wide a 8' long. Slots (boles) run parsllcl m the plate length specified. Doable cots on web members shall meet to the cemroid of the webs unless; otherwise shown. Connector plate size arc minimum sizes based on the forces shown and may aced to be 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 with particular anc during banding and bundling. deinvy and imullation to avoid damage. Temporary and permanm bracing for bolding Musees in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and auction bracing is always required. Normal prmutiooary action for busses requires such temporary bracing daring imullatioo between truces w avoid toppling and dominofng. The roper isim of erection of braces shall be under the control of persons experienced in the installation of truces. 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 weight of the 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. M d ro n d d 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 of truss members only to reduce buckling Iagh. Pmvivom most be made to anchor bacni bracing at ends and specified --cations determined by the building designer. Additional hating of the ov.a0 mtetme may be required. (See MB-91 ofTM)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 on inforuution provided by the diem. The designer disclaims soy responsibility for damages a a rcmlt of faulty 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 a specific project and accepts on responsibility or escreists an csmuct with regard to fabrication. handling, shipment and installation of tmssm This Vass has ben designed as an individual building component in accordance with ANSVIPI 1.1995 and NDS-97 to be incorporated as pan of the building design 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, project speifcatiws or special applied bads. Ualm shoaa true has out been designed for storage or occupancy bads. The design assumes compres . chords (top or botmm) m coetimonmny braced by sheathing unless otha vise specified. When bomom chords in tension m tat rally braced laterally by a property applied rigid ceiling• they ssauld be braced as a maximum spacing of I V-0' O.C. Connector pines shall be manufactured from 20 gauge but dipped galvanized act. meeting ASTM A 653, 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 be an fen tight fitting wood to wood bearing. Conneaut plates shall be loated on bah facet of that: truss with rails toll' imbedded and stall be sym. about me join unlm oth.asse mow. A 5a4 plate is 5' aide x a' long. A 6.9 plue is 6' wide x 8' bag. Sots (but.) ton parallel W she plane lengrh specified. Double cuts on Pleb members shall mect at the camoid of the webs unless 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. This tens is not m be f d rimed with rue rerudam treated lamba adm otherwise sbur- For additional i»farmation on. Quality Cement rcf. to ANS VfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rccommeadaniom ate m be rollo-d in accordance with'Hand ing. Installing and &acing', N18.91. Trnsses ere to be handled with puticulu arc during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for bolding trusses in a stnigba ad plumb position and for roasting Wen forces shall be deigned and installed by others. 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 erectionof tenses shall be under the coomol of persons experienced in the innallmine of tenses. professional advice 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 than the weight of the erestm mall 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 n da Systems Bndag shown ig this dnaing is na erection bracing void brac rig pone. bracing ec d ais Matting which is ■put Use building design aaiich mast be consid.cd by the building design.. Bracing showvvu rut lalerd support of enss members only to reduce battling length. Provisions most be made to atchor latmal bracing a ends and specified locations determined by Use building designer. Additional tracing of the overall tamcmre may be required. (Sec MB-91 of TPI) pro, specific um bracing requirements, Boman building dedgmer.(Truss Plate Institute. 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 10.0 psf TPI-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, of faulty or imonal information. specific. It andror designs furnished to the mass designer by the client and the cm,,amcss w accuracy of this information a it may relate to a specific project and accepts no responsibility or esacisa no control with regard to fabrication. handling, Shipment and insullati0n of truiSes. This trust has bear designod as an 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 or snow load& project specifications a special applied loads. unless sbown na, has not bear designed for amp or occupancy loads. Tha design asmma 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 20 pop 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 in conformarre with the fabricame. pram and toslits a eamiming rapow-bility for such verification Any discrepmcin are to be put in writing before coning or fabrkatim. Phan shall not be installed ova kootholm tams or distorted grain. Members shall be an for tight fining wood to wood baring. Connector plates mall be loaned on bah faces of the truss with mils fully imbddod and shall be sym. abm the join unless otherwise mown. A 30 plate 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 web members mall meet at the camroid of the webs unless otherwise 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 Quality Control 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 position and for resisting farad fumes shall be designed and installed by others . Careful handling is essemiA and action bracing is always required. Nmrnal precautionary action for trusses regaira such temporary bracing during ina,lladon bawear masses to avoid toppling and domiming. The supervision of erection of wssa shag be untie, the control of pastures experienced in the installation of uusse. Professional advice shall be sought if needed. Cmaeentration of mnaruction loads greater than the design Inds shall not be applied to trusses at arty time. No bads otba than the weight of the erectors 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, Laronda Systems Briagamwwmthis drswing),n.erationb�ng. wind bacio& portal bracing mtimi�bracing w,�hisapan of she buildiog design andwhich most be coosidad by ebe building designer. Bracing mown is for lateral support of miss members only to reduce 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 man tracing 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 on information pronided by the client. The deigns disclaims any responsibility for damages a a result of family or, i.-t information, specification and/or designs famished to the wss designer by the client and the correctnm or acctuacy of this information as it 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 of the building design by a Building Designer (re®stared architect or professional engnes). When reviewed for approval by the building designer. the design loadings shown mug be checked to be rare than the 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 by sheathing mless otherwise specified. Wfere bottom chords in torsion am mot fully braced IaneraDy by a properly applied rigid ceiling they should be braced at a maximum spacing of I U'-o' o.c. Connector plates shall be manufactured from 20 gorge hot dipped galvanized steel meeting ASTM A 653, Grade 40. armless otherwise drown. FABRICATION NOTES Prior to fabricsoco. the fabricator shill review this drawing to verify that this drawing is in eonformarce with the fabricators plans and to realice a continuing responsibility for such verification. Any discrepmeim arc to be pal in writing before tuning or fabrication. Hues shill rut be installed over kmtholes, know or dinoned gain. Members dull beam for tight fitting wood to wand bearing. Connector plea dull be loatod on bah lasses of the trtus with nails filly imbedded and shall be ssm. about the joint mmlaa otherwise shown. A U4 plate is 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 ss at the centmid of the webs unle otbawise shown. Corrector plate sizes are minimum sizes based on the 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 no Quality Control refer. to ANSIITPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendation are to be followed in accordance with 'Handling. Installing and Bracing'. HIM 1. Trusses are m be handled with pnnicular ore during boding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding mosses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. 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 UntlSet shall be under the comwl of person experienced in the installation of crosses. Professional advice shall be songht if needed. Concentration of mntmaiom lands 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 drawing is not met'= bracing wind bracing portal bracing or similar bracing which is a pan of We building design and which mum be considered by the building designer. Bracing shown is for luau support of mass cram only to adhere buckling length. Provisions mum be made to rose lateral bracing an ends and specified location d._i xd by the building designer. Additional bracing of the overall structure may be respired. (See HIR-91 of TPI).For specific 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 Systems TC Live 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 -11 of faulty as incorrect inforoution spo ifeatiom andfor designs fvmished to the bass designer by the client and the corrections; or accuracy 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 or uma 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 or son. 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 braced by Ceathmg anlm otherwise specified. Where bottom cboras in tension are not rally braced laterally by a properly applied rigid ceiling. they should be braced at a maaimunt spacing of i V-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 installed over knotholm tomb or distorted grain. Members shall be em for tight fitting wood to wood bearing. Connector Plata shall be looted on bah faces of the moss with nails fully imbedded and shall be s)m. ahead the joint unless otherwise shower. A 50 plate is V 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 of the webs anlrss otherwise sbmwn. Councew plate sixes are minimum sizes based on the 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 with panicul. are during biding and handling. delivery and installation to avoid damage Temporary ad permanent bracing fa holding bnssa in a straight and plumb position and fa resisting Intel forces shall be designed and installed by others. Carcihl handling is essential and cravmn bruin& is always required. Normal prmutmam action for nurser requires such temporary bracing during insullatice between mosses to avoid toppling and dcmiooitt& The mpervismn mf aection of wan shall be rode the control or, experienced in the imullaaon of trusses. 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 of the 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 wtieb6apanof the building design and which must be considered by the building designer. Bracing sboao is for banal sappmn of bass member only to reduce buckling length. Provisions mass be made to anchor d sp or lateral bracing a ends and locations determined by the building daigm. Additional bracing of the overall structure may be respired. (Sec MB-91 of TPI).Fa specific moss bracing requiremems. ou act building desig n.(Tmss Plate los ii e. TPI is located at 583 4005 MARONDA 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 has been based on information prmided by the diem. The designer disclaims any responsibility for damages a a -11 of fanny or ineonect information, spaxscations and/or designs famished to the truss daigsa by the client and the corrections; or accuracy of this information a it may mine to a specific project and accepts w responsibility or esereises on control with regud to fabrication, handling shipment ad installation oft uswl This wen ben been designed a an individual building en compont in acsmrdance with ANSVfPi 1-1995 and NDS-97 to be inompnrated a pan critic building design by a Building Dnigmr (registaM architect m professional cagim er). When reviewed for approval by the building dmgoer, the design loadings shown most be chucked to be are that the data shown are in apeement with the local building codes. local climatic records for wind or snow bads, project rpecificatians or special applied bads. unless shown. true has cot been designed 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 they should 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 drawing to verify that this drawing is in conformance with the f bricatots 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 for tight fining wood to wood baring. Cmnnoctm plate dull be located on bah faces of the mess with nails fully imbedded ad stall be s)mabout the joint unless otherwise shown. A 5x4 plate is 5' wide a 4' long. A 6xg plate is 6' wide x 8' bag Slots (bola) ron parallel to the plate length specified. Double catson web members shall mtel at the centroid of the webs unless otherwise show. mtor plate Sim are minimum sizes based on the fortes shown and may aced to be increased fro certain handling adlor section stresses. This truss is on, to be fabricated with foe reurdam treated lumber unless otherwise shown. For additional information on Quality Control refs 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 fro resisting Iasttal fortes shall be designed and installed by others. C fi l handling is essmial and .csioo bracing is always required. Norton! Pnautioouy action fm tresses requires such temporary bracing during installation between ounces to avoid toppling and dominoing. The supervision of erasion criminate; shall be under the control of persons experienced in the installation of trusses. Profesional advice shall be sought if ended. Conocimatioo of construction Inds gates man the design Inds shall not be applied to trnan a any due. No loads other then the weigbt of the account shall 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 fort des Systems Bracing shown on this timing" � e� bmdng wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tom membm only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifud locations dcu rained by the building designer. Additional bracing of the overall sumctme may be raryvcd. (See HIB-91 of 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 the wratnworaccuracy ofthis information asit 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. the design loadings shown mesa be checked to be sure that the data she" are in agreementMax DL Deflection L/999 0.00 wild the local buiWingcodes local climatic records for Long term deflection factor . 1.50 wind or snow loads. project specifications or special applied 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 shnibing unless 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. Cantor plates shall be 0-9-0 mlei anured ufactfrom 20 gauge hot dipped galvanized red meeting ASTM A 653. Grade 44 now otherwise shown. 1 2 FABRICATION NOTES r 6. 00 Prior to fabrication. the fabricator shall review this drawing to verify that this 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 as both Goes of 16d Toe -Nails the wsswith nails fully iod d aid shall be syet. abom the joins odes otherwise 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 on 1-0-4 ---_. web combat dadl meet 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 1-1995 PRECAUTIONARY 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 and bundling. 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 and installed by others. Careful bandling is esu .1 and erection bradng is always required. Normal precautionary action for wsus requires web temporary bracing during installation between trusses to .-id toppling tad 91 # 7.50" 2111 1.50" dominoing. The wpervisioo of aection of rwssa shag be . order the comml of pawn 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 other than 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 fro lateral 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 with regain to fabrication. handling. shipment and insUllatim of vusse. This tress has been designed as an individual building component in accord, nce with ANSUTPI 1.1995 and NDS-97 to be incorporated as pan of the building deign 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 or sP=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 bottom chords in tension are non fully bracd laterally by a Property applied rigid ceiling, they should be braced at a muimum spacing of 107o' o.e. Conucetor plates shall be manufactured from 20 gauge bat dipped galvmiuei and meeting ASTM A 653. Conde 4 uWm otherwise shows FABRICATION NOTES Rim to fabrication. the fabricator shill review this drawing to vaily that this drawing is in conformacce with 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 fitting wood to wood bearing. Connector Plata shall be located on bah faces of the tom with tails fdty imbedded and shall be sym. about the joint calm otherwise shown. A 5a4 plate is 5' wide a 4e long. A 6ag plate is 6' wide a So bag Slots (bola) inn parallel to the plate IcVb specified. Double cats on web members mill tom at the cartrald of the webs nWm 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 in accordance with *Handling. Imtalling and Bracing'. MB-91. Trusses are to be handled with p3mcular care during banding and bundling. ddiscq and installation to avoid damage. Temporary and Prmaom bracing for bolding trusses in ■ sight and plumb 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 requires such temporary bracing during insuliniw between oussa to avoid toppling and dominoing. The supervision of=diom of Ocala mall be under the control of. I aepaicard in the installation of mosses. Professional advice shall be sought if needed. Concentration of construction bads grata than the design loam "I not be applied to trusses at try time. No bads other than the weight of the aectms mall 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 a ro n da Systems HRHCTINO CONTRACTOR. BRACING wARNINGr g s similar bracing whim is, pan of Bracing shwa out this sewing u not am ss bracing, wind bracrag, portal Fluxing the bmildivg dmgn sad wfiich most be tonsidaed by the building dmgner. Bracing mow is fin lateral support of toss Dagnr : TLY Chk m®bin only to reduce buckling length. Provisions mina be rant to anchor 'am bracing at ends and specified Live TC Li16 . 0 B f P locations determined by the building desigoa. Additional bracing of the overall stricture tray be ralaired. (Sat HIB-91 ofTP1),Far specific truss bracing requirements, contact building designa.(Tma Plate 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 has been based on information provided by the elienl. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications m&or designs furnished to the truss designer by the client and the emrecmess or accuracy of this 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 c f truss. This "a has beat daign d a an individual building component in accordance with ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or pmfasmoal mpmeer)_ When reviewed Ibr approval by the building designer. the design loadings shown mast be checked to be mm that the data shown are in agreemm with the loth building code, local climatic records for wind or mow bads. project specifications or special 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 sheathing unless otherwise specified. Where bottom chords in tatsim 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 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 Confmmatte with the fabricames plans and to realize a continuing responsibility for such verification. Any discrepancies arc to be pot in writing before tatting or fabrication. Plata dull rim be installed over kmdrola, (mots or distorted Stain. Members shall be can for tight fitting wood to wood basting Connector plats shall be located on both fats of the tram with nails fully imbedded and shall be s)m abem the joint unless otherwise drown A 5x4 plate is 5' wide a 4' bug. A 6xg plate is 6' wide x g' long Slots (bola) urn parallel to the plate length specified. Doable caw m web members shall men at the cmroid of the 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 information on Quality Control refer to ANSVfPI I-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations art to be followed in accordance with "Handling. Installing and Bracing% HI13-91. Trusses m to be handled with particular ears during banding and bundling delivery and installation m avoid damage. Temporary ad permanent bracing for holding vases in a straight and plumb position and for reswmg lateral fortes mall be designed 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 of erection of mires shall be under the control of persons experienced in the installation of wssa. Profession, advice shall be songm if add. Conwouauon of mnstronim bads greater than the design Inds &hall nor be applied to trusses at any time. No loads other than the weight ofthe a erectors mall be avoid to 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 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' FMaronda Systems BRBCTING CONTRACTOR. BRACING NARKING, Bracing mown m this dasuing is not action bracing wind bracing portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designs. Bracing shown is foe tweral support of truss DBgnr : TLY Chk : Live TC Li16 . 0 P B f TC Dead 7.0 ps f BC Live 10.0 psf BC Dead 10.0 paf TOTAL 43.0 paf members only to redact buckling length. Provisions mass be made to anchor lateral bracing a ads and specified bonsam utidaiwW by the building designer. AdditimW bracing of the overall amours may be rcgnbed. tsa MB.9d of TPI).For specific truss bracing repirments, contact building daigner.(Trtrss Plate lostitum TPI is located 31 593 D'Owofrio Drive. Madimm. Wisconsin 53719). 4005 MARONDA WAY Sanford, 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 of tautly or incorrect information, specifications ardor designs famished to the truss designer by the client and the ton,,cme s or accuracy of this information as it may relate to a specific pmjat and accept; m responsibility or exacises no control with regal to fabrication, handling shipment and installation of woes. 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 by a Building Designer (registered architect m professional engine.)_ when renewed for approval by the building designer. the design laadiM shown must be choked to be sure that the data shown are in agreement with the local building codeslocal climatic records for wind or Dow loads. project specifications or special applied bads. Unless mown trues has rot been designed for amp or 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 gauge bed dipped galvanized sled meeting ASTM A 653. Conde 40. unless mhawise mown. FABRICATION NOTES Prior to fabrication, the rabricator mall review this drawing to verify that this drawing is in conformance with the tabricanft plans and to malice a cominning responsibility 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 wood baring. Connector pales shall be bated on bah faces of the tam with nails fully imbedded and shall be s)m. mesa the joint unless otherwise shown. A 50 plate is 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 of the webs uas otherwise shown. 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 in accordance with *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 holding wen in a straight and plumb position and for redoing Waal forces shall be designed and installed by others. Careful handling is ess slid and erection bracing a always required. Normal pmautionary action for trusses r. vires such temporary bracing during installation between atunn n avoid toppling ad dominating. The mpavision of action of trusses shag be under the coatrul of persons experienced in the installation of tmssn. Professional advice shall be sought tr needd. Concentration ofemwnraim want gmal. than the design lead, mall rot be applied to trusses ar any time. No bads other than the weight of the seams mall 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 this draingisnocrarionbacing mind bncingponalbracing or similar braeingwhich isapart of De r:TLY Chk: 8/26/2005 the building design and which mesa be considered by the building dmgna. Bracing sb0wa is for Weal mppon of tress members only to reduce bmtling length. Pmviaans must be made n ancbor lateral basing a ends ad specified TC Live 16.0 s f Lbr DF : 1.25 locations determined 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 4005 MARONDA 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 building component and has been basal on information provided by the client. The designer disclaims any responsibility for damages as a -11 or faulty or ineorrat information. spaifeatiam and/or designs furnished to the muss designer by the client and the c,racom or accuracy or this information a it may relate to a specific prnje t and accepts w responsibility or caacises an central with regard to fabrication. handling shipment and installation of musses. 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 of the building design by a Building Designer (registered architect or professional nginea). When reviewed nor approval by the building designer. the design loadings show 9 must be chaked to be are that the data shown arc in agreement with the local building codes. local climatic records ror wind or scow Wads. project specifications our special applied bads. Unless shown. cost has not been designed for storage or occupancy bads. The design 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 spacing of M0 V ae. Comectm plates shall be cranfactured from 20 gauge ben dipped galvanized sled meeting ASTM A 653. 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's plans and W realize a continuing responsibility far such verification. Any discrepancies are to be pot W writing before totting or fabrication. Plates shall eat be installed ova knotholes, Lanus w distorted gain. Members shall be em for tight felting wood to wood bearing Commor Platy shall be looted n both faces of the tom with nails full imbedded and shall be gm. show the joint orders otherwise shown A 5x4 plate is 5' wide a 4' long A 6xg plate is 6' aide x 8' bets. SW (hole) rm parallel m the plate length specified. Doablea ants on web members shall meet a the ccuoid of the webs unless otherwise sbown. Connector plate sites arc minimum sizes baud on the roan shown and may need to be ittreasal 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 Careful handling is essential and accum bracing is always required. Normal precautionary action nor musses requires such temporary bracing doing installation between busses to avoid toppling and dominoing. The supervision ofaatWo of masses shall be under, the coral of persons experienced in the imullatioo of mosses. Professional advice shall be aught if needed. Concenintiom of 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)aa0O6a 0-0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 BC Vert L+D -40 0- 0- 0 -40 4- 6- 0 BC Vert L+D -47 4- 6- 0 -47 11- 0- 0 Concentrated 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 SHOWN PLATES ARE MiTekk MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO fig' CMa:ronda Systems HRHCR'INC CONTRACTOR. BAACZNO sf11RlTINOr anteing shown en con drawing n oat cmamn WO by wad bncug paw Bmia m atenla bang w5app m , panof s$ tb< building desipand which mast be considered by the building desigtw. Bracing shown is 1br Inaal appen of cons Dsgnr : TLY Chk : members only m 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 building designer. Additional bracing of the 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 based on 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 of this informaton as it may relate to a specific project and accepts w responstb7n no control or sereisol .ins regard m fabrication handling, shipment and installation of tmsn This 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 the building design by a Building 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 climatic rands fen wind or snow bads. project specifications or special applied bads units, shown bus has col been designed for storage or occupancy bads. he design asumes compression chords (top or bottom) are corrimoudy braced by sheathing odes otherwise specified. Where bottom chords in tension are 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 otherwise shown. FABRICATION NOTES Prior to fabrication the fabricam, shall review this drawing m verily that this drawing is in conformsb(e with the fabricators plans and to rrAize a continuing responsibility for much verification. Any discrepancies are to be put in writing before totting or fabrication. Plates mall cod be ineall d over knotholes knits or distorted grain. Members; mall W cul fen tight fining woad to wood hearing. Connector plan shall be located out bob faces of the trusts with tails fully imbedded and shall be s)m. about the joint unless otherwise shown. A Sam plate is 5' wide a 4' long. A 6a8 plate is 6' wide a 8' long. Slots (balm) rem parallel to the plate length specified. Double cats m web members shall meet a the cenmid of the webs and ss otherwise mown. 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 are tuning banding and bundling. ddi,esy ad installation to avoid damage_ Temporary and Permanent bracing for holding trusses in a w igbt sd plumb position ad for misting lateral forts mall be designed ad installed by others. careful handling is — al and emdim bracing is IN -A s teHuilM Normal pseawionary actin fen truss requires much temporary bracung during installation between roses to avoid toppling and dominoing. The mpervisim of erection of Masan shall be under the crawl of persons experienced in 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 erectors shall 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 Systems B'��wt mlLadrawing %t'kbm OmCRmmnredby wtdMKng.pMalblWngmtmnVtbamngw�°•n,o< the building drsign ad w4ich moss be ewasidand by the building designer. Bracing shown is fen lateral support of urns members only to reduce buckling length. Provisions most be made to anchor lateral bracing tl end, and specified bcatiom determined by the building designer. Additional bracing of the overall sbmmre may be required (Sur HIB-91 of TPI).Foc specific urns bracing ruryir®cots contact building desgoer.(Tros Plate Imtiorm TPI is located at 583 4005 MARONDA WAY DOmBio Drive. 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 of this information a it may date m a specific Project and accepts m respontibihity or camisa m control with regard to fabrication handling, shipment and invallatim of uassn This truss has been designed a en mdividoai building component in accordance with ANSVfP1 1-2002 and NDS-02 to be inempontd a pan of the building design by a 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 Properly applied rigid ceiling. they should be braced a a maximum .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 drawing to verify that this dra.ing is in cmformaoce with the falxica res plan and In rtaliee a contimiv6 responsibility fen such vaifaaim. Any diserepaxin art to be pat in wiling bcfm cutting or fabricamo. Plata mall rut be installed over kmabules. knms or A stoned grain. Members .hall be cut for tight fining wood to wood baring. Connector plate shall be looted on bah fans of the truss with nails fully imbedded and man be sym. 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 to the plate length specified. Double cats on web members shall rum a the cemoid of the 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. For additional information- Quality Control refer on ANSVfP1 1-2002 PRECAUTIONARY NOTES All bracing and erection reeammendaim+ are to be follo—d in —end—. with'Handling. Installing and Bracing% HIB-91. Trusses are to be handled with particular art during banding and bundlin& delivery and installation to avoid danage. Temporary and permanent bracing for holding wan in a straight and plumb positron and for resisting lateral fovea shall be dmgred and installed by others. Careful handling is essential and erection bracing is always rquirtd Normal prmniooaq' action for, trusses requires such t®posy bracing during insullalim ber.cen amass to avoid toppling and domiming. The mpervisioo of erectim of u can shall be under the control of persam experienced in the installation oftrusses, Professional advice shall be sought if needed. Concentration of mnstnztioo toms grater, than the design Inds shall oat be applied to mien a 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 design and wtich most be considered by the building designer. Bracing shown is fen lateral sup port of ottss members only m reduce buckling length. Provisions must be made m anchor lateral bracing a ads and specified 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 has been based on information provided by the client. TM designer disclaims any responsibility for damages a a =11 of faulty or incorrect 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 on control with regard to fabrication, handling. shipment and installation of trusses. 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 for approval 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 to be par in writing before coning or fabrication. Plata "I nor be Installed over knotholes, karts or dissected Vain. Members shall be an for tight fitting good to wood bearing Commar plates shall be located on bah Cam of the truss with nails fully imbedded and shall be sy m. abort the joint unless othawts[ shaw9. A 50 plate is V wide C long A 6xg plate is 6' wide x 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 plate sins are 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 on Quality Control refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be soli—cl in accordance 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 b uc 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 aectim ormmssesshall 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 �I 1 2 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 1 1-0-6 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'awing is 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 members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ads and specified locations detacu mod by the building designs. 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 This design is for an individual building component and has been basil on information provided by the diem. The designeir diaclaims any responsibility for damage e a result of faulty 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 may relate to a specific project and accepts on responsibility or macises no crowd with regard to fabrication. handling. shipment and installation of trusses This bass has been designed s an individmil building component in accordance with ANSVrPI 1.2002 and NDS-02 to be incorporated a pm of the building design by a Building Design. (registered architect or professional mgincer). when reviewed for approval by the building designer. the design loadings shown must be checked 1O be 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 20 page 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 our be installed ova mmbole& morn or distorted gain. Members mall 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 place is S' wide x 4-long. A 6xg plate is 6' 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 sites based an Elie 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 to be followed in accordance with 'Handling (mulling and Bracwg'. H1B-91. Tosser are to be handled with particular cart during banding and bundling, dd va) and installation to avoid damage. Temporary and pai went bracing for holding trmses in a stnigm and plumb position and for ruining lateral forcer shall be designed and installed by otben. Cueful handling is —niad and .ction bracing is always required. Normal precautionary action red aussm rexpires each temporary bracing during installation between true m to avoid toppling and dom;noing. The supervision of erection of vases shall be under the control of persons experienced in the installation of Vases. Rofessiaal advice mall be aught it nmdod. Concentration of mnsmicuou loads greater than the design Inds shall not be applied to tosses at any time. No bads other than the weight of the er.ton stall be applied in twsm until after all fastening 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 which am be considered by the building designer. Bracing mown is for lateral wppOrt Of nus members Only in reduce buckling length- havisions mass be made to mchor lataal bodog at .ads andspecified locations detammcd by the building deogna. Additional bracing Of the overall sbwt m may be regmi.& (Sec lflB-9I of TPI).Por Wwirx hue bracing mqu'nem.m. comam boMl 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 VAi VDDa \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 m the cuss designer by the client and the corrections or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises w control with regard to fabrication, handling shipment and installation of trusser This truss has been designed a an individual building component in accordance with ANSVfPI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewd for approval by the building designer. the design loadings atowm most be checked to be we that the data shown ate 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 been designed 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 property applied rigid ceiling, they slsoold 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 A 653, Grade 40. unless otherwise 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 truss with nails fully imbedded and shall be s)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 to the plate length specified. Double cam eo web member shall mat as the cenboid of the webs notes: abc-ise mown. Ceaoector plate sizes are minimum sizes based on the fort= shown and may used m be increased for certain handling and/or erection stresses. This cuss is not to be fabricated with 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 are m be followed in accordance with 'Handling. imtafling and Bracing'. HIB.91. Trosses are m be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding cusses in a straight and plumb position andfur resisting -cral fort= shall be designed and installed by othaa. Careful handling is essential and ertaion taxing is always required. Normal precautionary action for trusses requires such temporary bracing during insullalion be— trusses W avoid toppling ad domirming. The supervision of erection of trusses shall be under the control of penans experienced 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 of the eraton shall be applied w trusses out 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 a ro n eta Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing dawn on this dnwtng ts oa treason bracing. wind bracing, portal bracing or similar bracing which is pan of the building design and adtu6 mesa be considered by the building designer. Bracing moan is for lateral support of wet Dsgnr : 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 593 Vonoaiu Drive. Madi:ts, Wisconsin 33719). ve TC Li16.0 0 s f P TC Dead 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 of fmlty or incorrect information, specirxatlons and/or designs fornished in the truss designer by the client and the correctness or aaoracy of this 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 of tmssa 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 or the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the beading designer, the design loadings shown must be chakd to be Put that the data dhows art in agreement with the local building codes. local climatic records for rind Or mow bads, 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 in 1-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 be tramfactmed from 20 gauge hot dipped galvanized steel mead- ASTM A 653. Grade 40. odes oherwix shown FABRICATION NOTES Rio, in fabrication the fabricaw shall review this drawing to verily that this drawing is in coolmniame 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 looted on bob faces of the min with nails llllly imbedded and shall be qm. abo t the joinsmless orherwiseshown. A 5a4 plate is 5' wide a 4-long. A &S plate is 6- wide x L' long. Sloe (holes) rho parallel in the plate length specified. Doable con on web members shall meet at the cermew of the wens uwm 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 are during baling and belling, delivery NO installation in avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb position and lb, rosining lateral Forces shall be designed and installed by others. Catetnl handling 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 of erection of tressesshall be ande the tonal of pcsom aperieoced in the imstannion ofmnno. 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 the weight of the erectors dull be applied to 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 be considered by the 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 and specified locations determined by the bending designer. Amitim, bracing or the overall strecome may be re pirri (Sec MB-91 of TPI).For gmifx bass bracing regpmemems. contact building designer.(Tmn Plate Imtitm0. TPI is located 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 has been based on information provided by the client. The designer disclaims any responsibility for damages a a molt of faulty or incorrect information. specifications and/or designs furnishd to the truss designer by the client and the correcmus or accuracy of this information as it may relate to a specific project and accepts ro responsibility car eamises no central with regard W fabrication, handling, mipmrgt and installation of mosses. This no ba been designed as an individual building component in accordance with ANSVfPI 1.2002 and NDS-02 to be incorporucd as pan of the 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 the local building codes, local climatic records for wind or snoww, 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) art continuously braced by shushing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maaimnnu spacing of I01-0' o.c. Cormator plates shall be manufactured from 20 gauge 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 to be 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 of thc .cbs calm oshawise mown Corrector plate sizes an: minimum sizes based cam the fortes shown and may oced to be 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 and sadist recommendations are to be 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 designed and installed by others. CarefN handling is -0.1 and erection bracing is alwa)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 of ptamm experienced in the instal W;nn of muses. Professional advice shall be sought if needed. 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 of the 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 rani member only to reduce buckling length. Provisions mast be made to 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 frog bracing requirements, contact building desigoa.lTrass Pine 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 disclaims any responsibility for damage as a 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 it may relate W a specific project and accepts no responsibility or atacises no 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 the building design by a Building Designer (registered architect or professional argtnea). When reviewed for approval by the building designer. the design loadings shown must be chocked to be we that the data shown are in agreement with the local building codeslocal climatic records for wind or srrow bads, project specifications or special applied 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 chords in tension we ram fully braced laterally by a properly 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 boa dipped galvanized nml 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 put in 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 unless otherwise shown. 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 Quality Cannot refer to ANSVFPI 1-2002 PRECAUTIONARY NOTES All bracing and creclion recommendations are to be followed in 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 fro reaiaing lucral forces mall be designed and installed 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 erection of messes mall be ®der the control of persons expesiceced in the installation of masses. Professional advice mall be sought if nailed. Conmmntian of 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 n des Systems Bracing shown on this drawing is not erection brandng, wind boxing. pond bracing or similar bracing utich is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of muss members only 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 building component and has been based on information psaidd by the client. The dmgn= disclaims soy responsibility for damaga as a rash of faulty car incaerect information. specificalons adlor designs famished m the moss designer by the client and the correcmess of accuracy of this information as it may relate to a specific Project and accepts no responsibility or exorcises an control with regard to fabricaioa handling shipment and installation of mosses. This true has been designed as an individual building component in accordance with ANSLrrP1 1.2002 and NDS-02 to be incorporated u put of the building design by a 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' 0 c. Connector Plata shall 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 to verify 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 to wood baring Connector plates shall be looted on both fans of the truss with Nils hilly imbedded and 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"id of the webs unless otherwise dsm a. Connector plate sizes we minimum sizes based on the forces slo- and may need to be 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 On Quality Control refer 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 far resisting lateral forces shall be designed and insulted by others. Careful handling is extent a] and nation bracing is aNikyt required. Normal pmsadionan,. action for "sacs r *i- such temporary bracing during imultatioo beroeen tresses to avoid toppling and dominoing. The mpwision of erection 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 to trams at any time. No bads other than the weight of the 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 oat creme o bracing wind bracing portal bracing m similar bracing wfiicb is a pan Of Dsgnr : TLY Chk : the building design and witieb must be considered by the building designer. Bracing sbowu is for lateral mppon of tray am only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the 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 f 4005 MARONDA WAY Dom lio Drive. 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 fm an in Mdud building tampttnant ad ha been hued on ioforn.tion prenitld by tdw diem. The designer diselsims soy responsibility for damage n a result of f_hy or incest iofmmstio4 Steeir—tiom xWor designs f o"i'21cd to the bun designer by the client sod the cmrecenm trecmay of or this mformstio , a it My rdne to a specific project and sCeepn on rtspeoubaity w aeercises en conuel with rep.d to fsbricatin% handling. shipment and installation of basses This truss has been designed as an individual 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 by the building designer. the desigo loadinS shown crust be chafed to be ore the the data shown m in agreement 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 designed for monge m occapaacy bads. The design asmmo coeuprmbo chords (top or bottom) are continuously braced by shcethmg calm oWawise Wo-ifin i Wbere bottom chords in 'notion ere not "braced Werally by a pmprdy spptied rigid cciling, they should be braced at a maximum spacing of 10.0' o.c. Coonecmt plans shag be mamfamred from 20 gauge hot dipped galvanited slat mating ASTM A 65X Grade A calm or —&c shown. FABRICATION NOTES Prior to fabrication. the fabricam shall revim this drawing to verity then this drawing is in conformance with the abtiuIols plans and to realize a somiming reap'bility for such verification. Any desesep neim ecru to be pat in writing before cutting m Moks:im PWa shill net be mashed over Imothola alms or distoned grain. Members shall he cut for ewaor r ttightbe fl 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 a r' bog. Sim (holes) ran parallel to the plate length specified. Double cuts on web tomhos shall mat in the canboid of the webs calm otherwise shown. Co®ator Pale size an minimum situ based on the fumes shown and may need to be increased for certain handling author nation steno This woe is am to 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 followed in scordance with accepted iedaenY pablicaiona. T.— m to be handled with paticda cue during bending and bemdlmb delivery and imW laioo to avoid damage Tmpmay sod permmans lusting for hoeing baton in ■ tonight and pbmb position and for mating Won] Ihtco shall be designed zd imWled by other. Caeful handling is esseudd and erection bracing is 81"0 ogtdmd. Nmmd P+mmbmry atioo for asses enquires such temporary bracing during imullmen between basso to avoid toppling and domiuoing. The sup—isioo or erection of basses shall be under the cmnl of perlaRa experienced in the i.WIW o of n ct, nofessiood advice shill be sought if _dud Concconi of eomtttztbn hods grater than the design loads dull ram be applied to bnesis a any done. No loads ether then the weight of the eratm shill be amlied to nsses.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 ro n des Systems ERECTING CONTRACTOR. BRACING WARNING: Zed" drawn not this truing a rut errams bracing. wind bmdng poets] bracing on similar bnnng which e a part of building design and which must be considered by the building designer. Bracing shown is Ibr laded" of Iron Ds : ECH Chk: �r the neembm only to reduce buckling length. Provisions muss be made W andcr Iatsal bracing a cods and specified locations daermmed by the building designer. Additional bncmg orthe wall stoetme may be regdod. (Sec H19.91 TC Live 16 . G 8 f P 4005 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 f BC Live 0.0 ps P BC Dead 10.0 ps f TOTAL 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 has been 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 to the truss; designer by the client and the correctness; or accuracy of this 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 of trusses. This trust; has been designed a m individual building component in accordance with ANSVfPI 1-1995 and NDS-97 w be incorporated as pan of the building design by a Building Designer. When reviewed for approval 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 or occupancy bads. The design ass ores 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 W verify that this drawing is in conformance with the fabricames plans and to realize a continuing responsibility for such verification. Any discrepancies are to be pat in writing before tatting or fabrication. Plates shall ram be installed ova knotholes. ►von or distorted gain. Members shall be tan for tight fining wood to wood hearing. Connector plan shall be located cm bah faces of the truss with nails fdy imbedded and shall be sym about the joint calm otherwise shown. A 5x4 plate is 5' wide x 4' tong. A 6x8 plate is 6' wide a g' long. Sias (bola) nm Parallel w the pore length specified. Double cuts cm web members, shall meet as the ctmmbd of the webs calm otherwise sbown. Cooncctor Prue sizes use minimum sizes baud on the forces show and may need to be increased for certain hadliug and/oreroctionmesset. This am is ram to be fabricated with fate retardant teemed lumber now otherwise sboww. For additional information on Quality Control refer to 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 banding and bundlingdelivery and installation to avid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resiatmg lateral fortes shall be designed and installed by others. 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 toppling and dominoing. The mpervl9on of erection of trnOO [ball be rider the comml of Persons aperimeed in the Installation of trCnes. Professional advice shall be 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 all faaandng 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 i 4-8-0 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 Systems Rr,gnga�waoo�a %EJO is not portal ri�m°��ixwo wsup i, drama toe bailaing design and wroth min x masidered by me building devguer. Bracing shown is 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 hewing ofthc overall sa uctme may be required. (sec HiB-91 of TPI).For specific buss bracing requirmems, contact building daigoer.(Tross Plate lanimm TPI is located at 593 4005 MARONDA WAY DOnufb Rive. 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 of Omlry or incorrect information. specifmatiom .Won, designs Bwishud to the truce designer by the client and the correcmm or securacy of this information a it may rdae to a specific project and accepts no respoces ry or aacises m control with regard to hbricatioo, handlinx. shipment and installation of tm sm, This voss has been designed a - indivith d building component in accordmce with ANSI rPI 1-I995 and NDS-97 to be incorporated a part of the building design by a Baihiing Designer. Wbeu reviewed for pp —A by the building designer. the design loadings shown must be chocked to be we that the data shown are in ageemm 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. Where bottom nhmds in tension are oil fully braced laterally by a property applied rigid calling, they should be braced a ■ maximum spacing of Ily w o.c. Cm>t¢mr plates shall 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 to be put in suiting before rotting or fabrication. Plates dull not be installed over kaor6oles, ►nuts or diaaned gain. Members dull be em for tight fining wood to wood bearing. Connector plates shall be brat on bah fans of she truss with mils fully imbedded and shall be sym. about the joint unlm otherwise shown A 5x4 plate is 5' wide a 4' long. A 6xg pine is 6' wide x 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 accepted industry 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 plumb position and for reining lateral forces shall be designed and inaalld by others. Careful handling is essential and erection bracing is always required. Nomul precautionary action fm mosses regn'vo meh temporary bracing during ivsullatiao berwcan trusses to avoid toppling and dermivoing. The snper i m of erection of trusses dull be ender the control orperwns experiencd in the inaaBaioo orueaea 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 than the weight of the ciectors shall be sodied to bttssn until 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 this drawing is not emotion bradn& bracing, pored bracing a similar bracing %hid, is a part of De r : ECH Chk: a ro n des Systems d the building design a%tich mesa be considered by the building desig— Bracing shown u for lateral appon of um members only to reduce budding length. Provisions mat be made to anchor lateral bracing al ends and specified TC Li16 . 0 8 f locations dmermimd by the building desigmer. Additional bracing of the overall stmenue may be required. (Sec Live HIE-91 P orTPI).For specific brass bracing requiremenq mmact building designer.(Truss Play Institute. TPI is located at 593 TC Dead 7.0 p e f 4005 MARONDA WAY D'GmotHo Dri x, 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 PONCE P.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 been based on information protidd by the dierd. The design. disclaims any responsibility fee damages as a remit of (alty or incorrect informuion, specifications; and/or design hmithd in the truss designer by the client d or athe conectnas accuracy of this information a is may relate to a specific project and accepts no rap'bility or esereim on towel with regard in fabrication. handling dtpmem and installation of utbses. This buss has been designed a an individual building component in accordance with ANSVfPi 1-1995 ad NDS-97 to be inempwasd as put of the building design by a Building Designer. 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 snow loads, project specifications or special applied bads. Ublets shown. uuss has ono been designed its storage or occupancy loses. The design ummts comprcmm chords (hop or bo it ) m coutimously braced by ahaWmg unless otherwise specified. Where boar deeds in tensim are can fully braced laterally by ■ properly applied rigid ceiling they should be braced in a maxims, spacing of 1e-0' o.c. Connector plan shall be manufactured floor 20 gauge hot dipped galvanic steel moving ASTM A 653, Grade 40. onlm otherwise shown. FABRICATION NOTES Rim to fablieadon. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricators plan, and to realize a continuing responsibility for such verificalim. Any discrepancies are in be put in writing before cutting or fabrication. Plates shall not be instilled over kootboles, knots or distorted pain. Members shall be em for light filling wood in woad baring Coonneeor plain mall be motel on bah faces of we tam with nails filly ivpbedd and mall be a)w. about the joint inlets otherwise show. A 5x4 plate is 5' 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 wcb members sball meet at the cmroid of the webs unless otherwise 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 not to be fabricated with fw rcunlam baled lumber 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 iaualli tioo in avoid damage. Temporary and pemanm bracing fee holding insists in a strain and plumb position and fee rerin;ng lateral tomes shall be designed and installed by others. Careful haodling is -tial and erection bra ing is alwa7s mq 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 wsss Professional advice sball be sought H needed. eonoestru i i of ennstn ctroo mat greater than the design mess mine oor be applied W trusses at any time. No bads other than the weight of the erectors 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 a part of a ion des Systems the building design and which must be considered by the building designer. Bracing shows is fee 'aim support of tma members only to reduce buckling length Pmvisi= most be made to anchor lateral bracing in ends ends aspecified lbc,,;om det-ined by the building designer. Additional bracing ofthe overall structure may be regnued. (Sce we-91 of TPI).For specific 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.. BIB u^^M•G• Rd. Fd=M NC 27932 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE O'DOS0068 367 Madafon 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 by the client. The desipa disclaims any responsibilityfor damages m ■ ants of fnity or incorrect information. specifications adfor designs f unissed to the true designer by the client and the cma tmess or seemacy of this information as it may rdm to a specific 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-97 to be incorporated as pan of the building design by 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 the local building codalocal elimalie records for wind or scow bads, project specifications or special applied loads. 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-hing calm otherwise specified. Where bottom ebmas in tmsiaa as cot rally brad laterally by , Properly applied rigid Idling tb y should be brad a a maximum spacing of IV-' o.c. Comsams plan doll be rnmafamted from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unlm otbawise shown. FABRICATION NOTES Prior to fabrication, the fabricates sball review this drawing to verily mat this drawing is in coolbrmante wins the rabricators plans and to realize a continuing respuusbiliry for 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 tigbs fitting wend to wood bearing Connector plan Ball be located on nth races of the trim with nails fully imbedded and swll be sit m. 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 webs unlm otherwise shown. Cormoctor plate sizes are minimum sizes based on the forces above and may need to be Increased for taunt handling adfor erection comes. This truce is not to be rabricatd witb foe rcurdam treated lumber unless otherwise show. For additional information on Quality Control refer to ANSVfPI 1-1995 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 installation to avoid damage. Temporary and pamanm bracing for bolding trusses in a straight and plumb position and for resisting lateral tbrea dell be designed and ismiled by mbers. Careful handling is essential and section 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 Unaes shall be under the control of persons experienced in the iusaBaiao of mosses. Profasioual advice sball be caught if ceded. Coamwtioo of oo msualom loads greater than the design Toads shall can be applied to mraes as any time. No loads mho than the weighs tithe erectors dull be applied to trusses anvil after, 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 I t 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 Systems B�� shown an °�i�us°�°°°�°�wid�dngpo��doa�rislab�oaw�hua�r,ss the ba;la;ng coign eel .trick mesa be considered M the building tseagma. Bracing mown is for load support orwa members Only to reduce bacuing length Pmv190m meet be made to anchor lateral bracing a ands and specified ) , locations desen nod by the building designer. Additional bracing of the overall mocmre may be required. (See HTB-91 of TPI)•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.. gig So 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 individual building eompoom and has been based on information provided by The dim. The designer dichrims my responsibility for damago as; a reuli or fanity or moo nest information.spaifxaiom =&w desigres famished to the truss designer by the client and the correctness or accuracy of this 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 of wsa This macs has bean designed a an individual building compuum in accordance with ANSVTPI 1.19" and NDS-97 m be incorporated a pan of the building design by a 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 with the local boihting codes local climatic records for wind or tmw loads. project specifications - special applied beds. Unless cow. m s has ron berm designed for storage or oecupancy bads. The design assumes compressor chords (top or bottom) are comimmnsly braced by sheathing roles otherwise specified. Where balm chords in tension are cot tally bracd Lucaliy by a properly applied rigid ceiling, they should be braced at a m., m spacing of IO-0' o.c. Ca ccwr pLdo shall be 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 drawing to verily that this drawing is in Caefmmmce with the fabricatios Alms and to realize a norm®ing respooflbility for such verification. Any d4cfepmcio are to be put in writing before tuning or fabrication. Plates shall tnt be installed over tvotheles torts or dutoeted gain. Members shall M cm 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 A 618 plate is 6' 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 This trust is nor to be fabricated with fire rea is d created hrmber =lest othcaise showy. For additional information as Quality Control refs m ANSVTPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection raommedatiom are to be followed in accordance with accepted indtsry Poblimions. Troses are to be handled with pa ticalar care during banding and banding delivery and imullation to avoid damage Tmporay and pe=aient bracing for holding Gasses in a straight and phrmb position and for resisting [metal forces shall 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 of tsecti= of mesa shall be under The control of persons experienced in the installation of osn Rofesional advice shall be sought if necded. Concentration of eonsnstion Inds greater than the design nods shall not be applied 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: Bracing shown = this drawing is net erection bracing wind bracing portal bracing or similar bttrcing which is a pen of the building design and which mesa be considered by the building designs. Bracing show is for lateral fapport of bus Dsgnr : ECH Chk : mmbea only to reduce bocHing length. Provision must be made to anchor Literal bracing at ends and specified ve TC Li16 0 s f m locations detamed by the building designer. Additional bracing of the overall 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.For specific lobs bracing requirmms, comes building desigaa.(Trns Plane Imtitac TPI is local at 583 D'oodiioDrive. Madison. Wisconsin 53719). Compooant Engineering by: Trans e^••+ing Co.. P.A, 912 Soadside 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 This design is for an individual building component and has been based on information provided by the client. Tie designer disclaims any responsibility fat damages as a result of faulty or incorrect information. specific, and/or designs famished to the truss designer by the chew and the conecmcn or accuracy of this information a it may rep uc to a specific project and accepts no responsibility or esescises no control with regard to fabrication, handling shipment and ivstallatinn of trusses. This truss has been designed u an individual building component in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporud n part of the homing design by a Building Designer. Wba reviewed Ibr approval by the building designer, the design loadings darn mats be chucked to be note that the data moum are in agreement with the local building codelocal climnic records far wind or snow loads. project specifications; a special applied load. 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 shWhing unless Whawiu specified. Where bottom chords in tasion arc not fully braced W caBy by a properly applied rigid ceift they should be braced ar a narimam spacing of I V-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 shall not be insulled over mntholm knou or distorted pain. Members shall be em (or right fining weed to --od hearing Conn6tm planes shag be botod on both face of the trust with nags fully imbedded and shall be s)m about the joint unless otherwise mown A Sao plate is 5' wide a 4' long A 6s8 plate is 6' wide a 8' long. Slots (boles) run parallel to the plate length specified. Double can on web m®hers shall meet at the cmroid of the wehs ttdm otherwise mown. Connector plate sire arse mmimom tiffs based eo the force mow and may need to be inaeastd far cauin haodliug and/or erection stresses. 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 arc to be followtd in accordance with accepted industry publications. Trusses are w be handled with particular cm during banding and bundft delivery and installation to avoid damage. Temporary and permanent bracing for kidding vases in a straight and plumb position and for resisting lateral forces mall be designed and installed by others. Careful bundling is essential and creerlon bracing is always required. Normal psmutiopary action for trusses requires such temporary bracing during installation bcm- Gros es In amid toppling and dominninng The mpervlalnn of erection of hutses shag be .Oder the control of penons experienced in the noullarloe of to sses. Professional advice shall be sought if needed. Coocenut uon of annl.ctlon tomb greater than the design loads shall out be applied to Irmo at any time. No bads other than the wvgm of the erectors shall be applied w trusses until 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 n des Systems Bracing shown tun this dewing is net section bndng wind bndM portal boring or similar bracing ulkh is a part of the building design and which mast be considered by the building designer. Bracing mow is far lateral mppmt of no members only to reduce buckling length. Provisions;must be made to anchor lateral bracing as cn& and specified locations determined by the building desigua. Additional bracing of the overall swerve may be negnird. (See HIB-91 of TPI).For specifc Inn bracing requiremaa, contact building deugoer.(Troa Rate mainte, TPI is located at 583 4005 MARONDA WAY D'Onorrio Drive Madison. 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 Live 0.0 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 individual building component 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 to the tress designer by the client and the cou ecmm or aranrsey ortbis information a it may relate to a specific project and steeps to responsibility or exercises m control with regard to fabrication. handling, shipment and installation of trusses. This cr n has been designed a an individnat building component in accodmcc with ANSVTPI 14995 ad NDS-97 to be incorporated as part of the building design by a Building Dmigm. when reviewd for approval by the building designer, the design badinp shown mass be chocked re be ore that the dais shown m in agetmem with the local building coda. local climatic records fw wind or stow beds. Project speCificatims m special applied bads. Unless shown tors his not been designed for storage or occupancy bads. The dingo asuma compression chords (top or bellow) are continuously braced by m sth;.g aWm otherwise specified. Where bottom chords in tension are moa Polly braced tateraly by a property applied rigid cciliug they should be braced at a maximmm spacing of lo%oo c.c. Corrector plat= shall be manufactured from 20 gange hen dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise moan. FABRICATION NOTES Pnar to fabrication. the fabtscator sball redrew this drawing to verify that this drawing is in conformance with the fabricames plans and to realize a comiming responsibility for sucb verification. Any discrepancies are to be pm in writing before tatting or fabrication. Plata shall ant be ins lld ova knotholes imors or distorted gnia Members .ball be am for sighs fining weed to wood hearing. Comecsor Plata shall be baud on both boa of the Irma with ns11s bIy imbedded and shall be sym. mum the joint unless otherwise shown. A 514 plate is 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 of the webs unless otherwise mown Cattector pine sire arc minimum sire based on the tomes show and may nand 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 inrmmatioo ou Quality Control rcfa to ANSVrPI 1-1993 PRECAUTIONARY NOTES All bracing and acetion rsammendatiom are to be followed in accordance with accepted industry publication. Tmsa are to be handled with particular care during banding and bundling delivery and installation re avoid damag_ Temporary and pamanent bracing for holding trtssa in a straight and plumb positionand for resisting lateral fba cs shallbe designo sad inweedby whas. Carebl handling is mamial and caectim bradng is always required. Normal precautionary action for trusts requires such temporary bracing during installation between truss to awid toppling and dominoing. The opavision of action of Cusses shall be under the control of pe som experienced in the installation ofmtssm. Professional .mitt shall be sought if tad 4 Conoconation of cmWmdim touds greases thin the deep W36 shall no be applied to trusses at any time. No bads other than the weight of the erezmn shall be 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 COPY OF TI1I6 DRAWING TO BE GIVEN TO BAECTINO CONTRACTOR. BRACING WARNING: cmaronda Systems ��non this �w;ngisnacreamb�ng. wind bra�pmalbracing msimi��eingw�aa�,of tht building dcdgo and stick men be Considered by the building designer. Bruing sbOw71 is for lateral mppmt of nos members Only to reduce buckling Iatgh. Pewisiens meat be made b mchor heal bracing at ends and specified locations daermined by the building design=. Additional bracing of the overall structure may be rcaluird. (see IBB-91 of TPI).Fw specirw tins bruing rngnuanaam contact building dmgna.(Tres Plate Imtimte. Tn is located 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 0.0 psf TPI-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 been based on information prosided by tK diesel. The daigter disclaims my responsibility fur damages as a moll of faulty 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 on mapoe mbility m mercisa In control with regard to fabrication, handling shipment and installation of onuses. This truss has been designed as an individual building component in accord with ANSMI 1.1993 and NDS-91 to be iocenpmated a pan of the banding design by a Building Des gter. who reviewed fur appruni by the building designer, the design loadings shown mum be chucked m be sure that the data shown are in agreum a with the local building codes local climatic records for wind m mow loads. project Wmi(katierm m gecial .Wind loads. Udell sons- truss has nor been d iV W for aneup or occupancy loads. The damp stoma compression cLmds (top a bo cce) arc continuously braced by sbcalhina unless; oWawic specified. Where boom chow in tensinu arc ont coy braced laically by a properly applied rigid ceiling they should be braced In ■ maximum spacing or 1 Vim' o.c. Cotmamr plats shall be manufactured Qum 20 gauge 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 verify than this drawing is in confamaoce with the fabricatnrs plans and to realize a continuing resper nbility 1br mch verification. Any diacrepaacio arc to be pat in writing before caving or fabrication. Plata shall not be installed over kuntholm. tones Or di -at gain. Membm shall be erd for tight fining wood m mood boring. Comraar pram shall be bated em bah two of the toss with nails Polly imbedded and shall be 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 otherwise shoo- conuectm plate dem are 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 ad for reaming tatel rmem shall be daigod end installed by ahem careful handling is essmid and eseaion bracing is ahrays reAdred. Normal preaolus-M action fa mosct ropirm such temporary bracing during installation bctm oco amua to avoid toppling AM domiming. The up-ision ofelation ofammo shall be under the 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 of the etrsmn shall be applied to basses mail alter all futcoing and bracing 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 b�ng.�talhewing m°mila btadngw�uapan of the building design and%ticb mast be coosidaed by the building designer. Bracing shoiswn Rho 6teril support of mass mmbm only m reduce battling Impb. Proviaom must be made m anchor lateral bracing ar cods ad specified locations determined by the boiding designer. Additional boring of the overall structure may be regnbed. (See 10B-91 of TPI).Fm speeifn cots bracing raryirumerels, forum building desigoer.(Tmss Plate bmitum TPI is located at 593 4005 MARONDA WAY D'Omef c, Rive. Madison. Wixonva 53719). Sanford, FL. 32771 Compoom Fngiucain8 by. Truss F.ngirsocring Co.. P.A.. 919 Su muhide 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 This design is for an individual building component and has bap band on information presided by the cliem. The dingier disclaims any responvbility for damages as a result of faulty or incorrect inlbrmatioa specifications aedror design fbmimed to the truss designer by the client m athe correctness or accuracy ortbis information as it may ,sine to a specific project and accepts a responsibility or'acism no control with 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 to be incorporated as pan of the building design by a Building Designer. When reviewed for approval by the building designer. the design loadings shown must be chased to be sore that the data shown are in agreement with the local building code& local climatic records M wind or snow loads. project specifications or special applied bads. Unless shown now bas out been designed for storage or occupancy bads. The dm p assume compression 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 on ector�plas'a..d aB be ed @O mmfxmrm 20 gauge ban dipped galvanized steel meeting ASTM A 653. Conde 40. edcss othewise shown. FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing to verify that this drawing is in emlErmance with the fabrKaters plant and to ralia a Ceminning respona'bihty Cor sorb vaificatipa. Any disacpaocie are to be pet in writing berme cutting or fabrication. Plates rha8 wor be installed over tombole& sums or distorted grain. Members shall beau for tight fining wood to wood baring. Connor plates shall be sated on both Ow of the buss with nails fully imbedded and shall be s m about the joint unless 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 be fabricated with fire retudam treated lumber out otherwise shown. Far additional information on Quality Control refa to ANSVrPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recom ucodatiom arc to be followed in accordance with accepted industry publications. Trusses are to be 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 and for resisting Wed forces shall be designed and imullcd by 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 of uussesdull be undo the couned of pe mns experienced in the installation oftmaes. Pmfcmonal advice mall be sought if needed. Concentration of oo nstructum lads grata than the design lads shall set be applied m basses at any time. No bads other than the weight of the eraton mall be applied to truss'it emslier all futemvg 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 10-10-0 l 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 Boxing d'adc i this w'tkO ts not eneernne bracing. Plod bracing, peril bracing m own is for which ts ■ pan of the buildoy design sad wtich emtt be cansldaed by the Ooi4Svg desigoa. Bracivg drown is for Wed mppon of truss mend only to reduce battling length Provisions most be made m anebor Wed bracing at ends and specified locations determined by the building designer. Addvimul bracing of the overall structure my be required. (Sec IDB-91 of TPI).For spam ifx truss bracing re , iremes. contact building deans g.(Tro s Pule Institute. TPI is located at 583 4005 MARONDA WAY D'Ooofrio Drim Madison, Wisconsin 53719). Sanford, FL. 32771 COOPonem 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 remit of faulty or incorrect information, specifications and/or designs flwished e truss designer by the cli to Wem and the correcmess or accuracy of this information a it may relate to a specific project and accepts on responsibility or maim an created with 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 a Building Designer. When reviewed fen approval by the building designer. the design loadings shown mnst be chocked to be we than the data 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 braced InaaOy 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 cooformmce with the fabricmfs plans and to realize a continuing responsibility for such verification. Any discrepancies are 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 wood boring. Connector plum mall be bated an bed fans of the truss with mils filly imbedded and mall W sym about the joint rules otherwise mown. 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 based an the fortes mown and may need to be increasd for certain handling and/or auction stresses. This tens is out to be fabricated with fate retardant meated lumber odes otherwise mow. For additional information on Quality Control refs to ANSMI 1.1993 PRECAUTIONARY NOTES NI bracing and erection recommendation ere to be followed in accordance with accepted industry publications. Trusses are to be handled with panicula care during banding and boiffliox ddi.ery and installation m avoid damage. Temporary and permanent bracing fen bolding ar sses in a suaight and plumb position and fm resisting lateral forces shall be desiged and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for vuses requires such temporary bracing during moullatme between hoses to avoid toppling and domirring. The supervision of oration of noses mall be under the control of persons experienced 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 tmssn in soy time. No bads who than the weight of the erectors 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 a ro n des Systems Soong shorn on this drawing is out traction bracing. wind bmcm& portal bracing m s m lar bracing whncb is a pan of the building deago and `Lich must be considered by the building designs. Bracing shown is for lateral support of bens members only toreduce bottling length. Provisions must be made to meant lateral bracingin ends and specified locations daermiocd by the handing designer. Additional bracing of the overall structure maybe erqumed. (Sec FBB•91 of TPI).For specific 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.. 918 Sounside 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 W W � Q � f O a �%0L& U. S Cg W W ku O J Z �z-10 ZOW]Cz cc W 4 In In Oa% Q a, C a v 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 following information is provided in this Notice of Commencement. 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 811012009 Bonded thru (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 i Ft.ucE 1 'AS6IILwWr C .. h '� Uriury F-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 � � 9 Ef1SEM�t/TS o C z v x ILI E'•c� �N S I u ELL u `\ I g.anQL r 7\ E- P X '! o-,C -! ^A1ro PATIO � � w cut tY Q c c V Q u o FF�, 2o.�Z-. t►� J LOT 8 CEL E.PY LADES �Hf%S E 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 . I ,SE rYz PGS o, A0 \ 'IlA /EASE.gENT • rr ,� Ti `6t0 I! J1 FrW. Yr7'iQEQGA-S ` V` 'v, k �° 33, 375 /c. 59' / /cw•s. Gs 249¢ /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/LNGJ /L Ses ✓..ice. :'�`;2i Ti�D, Ls-a494,- `s�i'ac f�EAz-FiE�o Ci2c�E_ sa'PaS'cA0 PGP.'Ar O T 37.3G � o'•Q � 29-'A.sP.s'.Q�rPiPy'T. �^/2 co.vc. GuTT�/t� CERTIFIED TO: nn Ig24N0 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