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142 Wheatfield Cir - BR06-002468 - SFH (A)PERMIT ADDRESS L:AU &-e CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUMBEx PROPERTY OWNER ADDRESS 1u: a Jul: ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # 10 • Z%4I04 DATE PERMIT DESCRIPTION r%AAO S If PERMIT VALUATION &'I SVC SQUARE FOOTAGE , g4k Z PA J CITY OF.. SANFORD P.d. BOX 1788 A SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/29/07 Parcel Number . . . . . 32.19.31.518-0000-0060 Property Address . . . 142 WHEATFIELD CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . PUD Owner . . . . . . . . . Contractor . . . . . . MARONDA HOMES INC OF FLORIDA 407 475-9112 Application number 06-00002468 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . /-DQ"t- /aa- Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. CITY nF SANFORD INSPECTION CARD PLEASE CALL 407-330-5659 TO REQUEST INSPECTIONS PERMIT # 0(lo- 2 41A ADDRESS 14 OL WN, CONTRACTOR -rtOWNER `jaAnS& n - 0 % A c_ . . I DESCRIPTION OF WORK BTTZLDZNG OUNDATION LINTEL SHEAT DRY IN FRAME POOL FIREWALL LATION SHINGLES FENCE OTHE FINAL q- 0 3 FT.ECTR ZCKL TEMP POLE UNDERGROUND WALL ROUGH CEILING CHANGE OF SERVICE ALARM PREPOWER OTHER POOL GROU FINAL MECAANZC A y ROUGH IN GAS PIPING CEILING OTHER FINAL pT .T7MR7NG NDERGROUND I SElQ0,ND ROUGH/TUB SET OTHER FINAL 19 14 If", d• t,%SEWER FIRE DEP'r FZWA&MAS FIRE ALARM FIRE SPRINKLER HOOD I FIRE SUPPRESSION MZBC E OUS PUBLIC WORKS UTILITIES l 5bn 10, ev" 1 — rat -' .a t1TT AU CST. .10'r Qii% C%V-f-C-vr 11\ACGt. 1'1V1\ l tirL 1.711tfLL uL' aJ1Va ura a aJ va a v..v...+- v--+ .- ---,- DO NOT REMOVE CARD UNTIL FINAL INSPECTION IS APPROVED SANITARY FACILITIES REQUIRED ON SITE 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 OF COMMENCEMENT REQUIRED: YES NO M BUILDING OFFICIAL DATE ISSUED 3 • Zq'V ` SMITH DRAFTING & SURVEYING INC P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 O-U-nr- -1, 32007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 6 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. 611n,44- aka: /4-2 ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; NEW Stanley E..Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S.-DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Compar?yUse: Al. Building Owner's Name A - / _ _ _ Pollcy 'umber A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. State ZIP Code A3. Property D//ascription (Lot and Block•Numbers, Tax Parcel Number, Legal Description, etc.) LOT cD CEGE,QY GA ES Ps/ASE IA,' />rBoa•c 6 Ps1a s 31q>'99 • SEM/ntoc foy/TY, Fco,¢io I A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Jivcc IC14^r14)'.P siA6NTA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building it the Certificate is being used to obtain flood insurance. A7. Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage _.tQ ± sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 'A walls within 1.0 foot above adjacent grade _0 c) Total net area of flood openings in A8.b 4elo sq in c) Total net area of flood openings in A9.b _ sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name I 53. State CrTy O,' A T B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Etevatlon(s) (cone Date Effective/Revised Date Zone(s) AO, use base flood depth) 2// 7C0065 rE AAe. /7, /395 APQ/4 /7 /99-5 `)C' NA 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe)^ Q B11. Indicate elevation datum used for BFE In Item 89: ® 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 SNo Designation Date -- CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, Vt-V30, V (with BFE), AR, ARIA; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized SSCC Vertical Datum NGypt. Z" Conversion/ Comments -v14 a) Top of bottom floor (including basement, crawl space, or enclosure floor)- b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building Describe type of equipment in Comments) (NCvv s aa I] i Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used 43 S feet 6 feet feet 9L DO feet 7-/^ 23 feet 20, 5 ® feet 2/ . O ® feet meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 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 line or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Certifier' s Name ,/ License Number 51.., ey Smrt/i F/o..'o/d R.S-/si. 44.373,:g PLACF SEAL - iiEi4E FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance company use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number g-Z. j/II.yEA T/ELF ' C/2GGE City State ZIP Code Company NAIC Number t/ 2 Got,10A_30-771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sldes of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature Date Check here if attachments SECTION E=13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7-ones AO and A (without BFE), complete Items E 1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent . grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2, For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instruct• ions), the next higher floor elevation C2.b in the diagrams) of the building is feet meters above or' below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . feet meters above or below the HAG. E5. Zone AO only: If no Hood 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 authorised representative who completes Sections A. B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A. B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City Stale ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's noodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. Check the measurement used In Items G8. and G9. G1. [J The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following Information (Items G4: G9.) is provVed for community floodplain management purposes. G4. Permit Number G5. Dale Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: - feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Officiars Name Title Community Name Telephone Signature Date Comments Check here it attachments FEMA Form 81-31, February 2006 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit # :_ J (((ce Job Address: 11 `t (( Description of Work: Historic District: Date: Zoning: Value of Work: $ `') 66 • W Permit Type: Building Electrical Mechanical Plttmbin 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 Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 37 ' 1 J ' J I - 3 ( U - 6 00 G U Q(0 C) (Attach Proof of Ownership &Legal /Description) Owners N e & Address: M& rO f IGi(,t_ Iri QfYIE S 1 JU 7 :M FL2% Phone: i1 Contracto ame & Addrsw t Gum t t l 1 (a 62 3Z'1 i ` State License Number: Oc)o Phone & Fax: Contact Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maayfound in the public re this county, and there may be additional permits required from other governmental entities such as water management districts tate agencies, or federal Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law 713. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Signature of 7 P ' t Contmctbf/Agent's Name Signature of No -State of Fuida Date Contractor/Agent is —,/ Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) I IIII IO 111 11 111 11 111 11 111 11 llll 11 111 11 111 11 111 11 111 11 111 l lldl a c oc OoA u Lnn N U. r•1 rq O W jt;t QzW 0 Ce x 0: w LU Z 0 x0YQ4Ln LU a a C av a MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06568 Pg 1277i U pg) CLERK'S # 2007013466 RECORDED 01/26/2007 11:37:35 AM RECORDING FEES 10.00 RECORDED BY H DeVore C QSCE NOTICE OF COMMENCEMENTtv NN",;°'F; oP TAX FOLIO NO. 25-133-6949 PERMIT NO. 'N SUM o P c E M1O STATE OF FLORIDA COUNTY OF SINO 2 J1The UNDERSIGNED hereby gives notice that improvement will be made to certaili 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 6 142 Wheatfield Circle : Subdivision: Celery Lakes Ph. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs. FL 32714 Name and address) SURETY ( Bonding Company) Name and Address Amount of Bond LENDER N/ A Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1g` 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 rent dates specified.) DOM NICK DON TO Maronda Homes, Inc. of Florida Vice President Sworn to and subscribed before me this 24t" day of January, 2007. Nokpry Public 2 tpRY, PUB(r ERICA HEWETT MY COMMISSION # DD 461985 kEXPIRES: August14,2009 Bonded Thtu Budget N7tery $'Ni nr cer City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: March 2, 2007 Contact Person: Erica Hewitt Contact Phone Number: 407-659-1271 Contact Fax Number: 407-875-1469 Contact E-mail Address: Reference Number: Permits 06-2583 and 06-2649 Project Description: Revisions for updated plans for reissue Job Address: 142 and 143 Wheatfield Circle The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. MECHANICAL M-1 The revised heat loss calculations submitted shall have the outside degree bulb as 38 degrees. FPC Appendix D, and ACCA Manual J Table 1. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornewO)ci.sanforciftus. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 6 Subdivision: Cele[y Lakes Ph.1A Property Address: 142 Wheatfield Circle x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating Tooter sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State ofFlorida requirements for bath door for compliance ofHandicapped Code (F. S. 55.3, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 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. x h. Square footage table showing footages: Garages/Carports 378 S.F. Porch(s)/Entry(s) 21 S.F. Patio(s) 0 S.F. Conditioned structure 1493 S.F. Total (Gross Area) 1892 S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). X 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 0 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: January 24, 2007 SIGNATURE: By Ow4ror Authorized Agent) 1 , W p CITY OF SANFORD PERMIT APPLICATION QPermit # : `- D 4 0 Date: June 12, 2006 Job Address: 142 WHEATFIELD CIRCLE LOT 6 CELERY LAKES PHASE IA Description of Work: Single Family Residence Historic District: "Zoning: Value of Work: $67,388.00 Rsf Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool ` UN Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole 1 Z ?Opb' 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: 1,892 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 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: Architect/Engineer: Elsner Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-39I3 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 4 6/ 12/06 i Signature f Owner Agent Date Print Owner/Kecnt's Name 6/ 12/06 of Florida Date JEANiJINE FULLE Comm# DD0460484 S r—xpires 8/10=09 c.undcdthru (800)432-4254: Honda Notary Assn.nc4.., . dne.rAgen.s i X_ Personally Known to Me or Produced ID 6/ 12/06 W Signatur =of C tra ent Date Russell Keith Summers Print Contractor/Agent's Name 6/ 12/06 Sig lure of ary-Sljf Florida Date J- J:: r . TOry r. .; 300460464 8/10/2009 I-r iy3/d4;3 Ear I- (800)432-4254: 3......:::... ncNotaryAssn.. ...... .. . . I.i Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoni 4 9 4 Uti lilies: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) CITY OF SANFORD PERMIT APPLICATION SUN 2 2006Permit #: Date: Job Address: W E.6T(EL6 Gib LOT 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 AMPS 1rS07Addition/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 TEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing 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 as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property ofthe 2006 Signature of Owner/Agent Date Print Owner/Agent's Name 2 2006 of Florida Date i Z)00460464 8/10/2009 800)432-4254: r tdry Assn.. Inc OwnttlAgtnt'i9" *X• Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zon Initial & Date) Special Conditions: irements of FlorXa Liearl Law, FS 713. 1 2 2006 Ya*t'.re o nc / gent Date HARRY L NtraJR. EC0000726 Print Contr for/Agent's Name JUN 1 2 2006 gnatu e o Notaryltate of Florida • • •• Date ,,.. a• 1 VLLERTOfv JD0460464 8/10/2009 600)432-4254: atary IncAssr; Contractor/Agent is _X_ Personally Known to Me or Produced ID Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION JUN 1 2Permit # : Date: 2006 Job Address: AP >' I C%2 LOT 'lK Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of PS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New V (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (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: Gary 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 permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards of all laws regulating construction in thisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constriction 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 pennit, there may be additional restrictions plicable 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(• s water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the reguyemepts of Florida Lien Law, FS 713. JUN 1 2 2006 N. Signatu ofaOwer/Agent Date Russell Keith Summers Print Ownir/Agent's Name jUN 1 2 2006 Signature of Florida Date JEANiJ C,_........ D00460a64 o s 6l10/2009 : 800) 432 4254: 4a,'? pp p••`' Fonuo Notary Assn.. 7Wheriilgent is_X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: JUN 1 2 2006 SigrV( ture of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/ gent's Name JUN 12 2006 Sian cure o N rv-State o Florida Date J , •, IP:E F'"_LERTOIv 800) 432-4254: No, ary Assn Inc Contractor/ Agent•i 'X—P6Kona11ylZnown to •Me or Produced ID Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION JUN 1 2Permit # : Date: 2006 Job Address: l W F 1-t1 b G LOT 67 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 Calc. Required) Plumbing/ New Commercial: # of Fixtures 13 # 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) Aodk/•3,Z8 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 permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property ofthe requirements of Florida Lien Law, FS 713. JUN 12 2006 SignLure o Owner/Agent Date Russell Keith Summers Print Owner/ nt's Name JUN 1 2 2006 Signature o ary-St a of Florida Date J``„...,,. F LLERTOIv ..... r 000460464k" (.s 8l10/2009 800)432.4254 f C„ G°r' Florae Notary Assn., In; 7G1w4iawYAgemis•_3f_'Pdfstorial yi nown to Me or Produced ID JUN 1 2 2006 Agent Date Print Contraotof/Agent's Name JUN 12 2006 of Florida Date J •. JEANNINE••FULLERTON .••• Comm# DD0460464 F'' " 8/1012009a „ (800) 432-4254: I uIeiy Assn.. Inc Contractor/Agent _ X_Person-all y 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 BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 6 Subdivision: CELERY LAKES PH.1A Property Address: 142 WHEATFIELD CIRCLE 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 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. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. x h. Square footage table showing footages: Garages/Carports 394 S.F. Porch(s)/Entry(s) 21 S.F. Patio(s) S.F. Conditioned structure 1,477 S.F. Total (Gross Area) 1,892S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 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. 0 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, 3une 12, 2006 SIGNATURE: 1 ByLV r Authorized Agent) 111 11111111111100RIU11136111N111dIllRol III) a O UInN U. V4 M O W 0"( AV LUipa O oC - LL. i W H z 0 J Z 0 z C Y Q Wio a v a da MARVANNE KJR`E, CLERK W CIRCUIT CMRT SENINULE CUUNfTY BK Wl"-8 P.4 (431; (1pg) CLERK' S ;g Cy E,1 77 3 flWOiDl: D tw; w' /:`Ot b oj%o1:14 F'i1 KU ND1W FUS 10.00 NOTICE OF CO M1rT!Z!_VMtNT 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 informationisprovidedinthisNoticeofCommencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 6 142 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. K_ ampfTitle, 200 W. Ist 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 RE - RECORDED TO REFLECT RUSSEEL kEITli SUVERs THE CORRECT PHASE # Maronda Hor esrinc. of Florida Vice President - Construction Sworn tqr and subscribed before me this 20TH day of FEBRUARY, 2006. NotarVIPublic JEANNINE FULLERTOIr 1 opd,,, Comma OD0460464 Expires 8/1012009 Bonded thru (600)432- 4254e Flunda Notary Assn., Inc CERTIFIED COPY MARYANNE MORSE CLERK OF C RCUtT COURT SE UN . FLARIDA P CLERK FFR 2 0 2W COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75101 DATE : /1„L. -6 61oft 1 BUILDING PERMI 4U B$R Cl T ). COUNTY NUMBER: UNIT ADDRESS:T 1 I TRAFFIC ZON JURISDICTION: 06 CITY OF SANFORD SEC: TW NG: PARCEL: SUBDIVISION • •{ 14. _1 _ TR T PLAT BOOK: *! PLA BOOK PAGE g01M_ BLOCK : LOT : OWNER NAME: ADDRESS: APPLICANT NA 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 # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC, UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit 9 705.00 1 $ 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 $ 1,384.00 AMOUNT DUE S 2,143.00 STATEMENT ) I) RECEIVED BY: SIGNATURE: , PEE S£ PRINT NAME) / NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** h` DISTRIBUTION: 1-COUNTY 3-CITY V 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY -BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** J CORM 600A-2004R OFFICE EnergyGauge® 4.5 i FLORIDA ENER w ENCY CODE FOR BUILU RUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ROANOKE K Address: 14 2 W\Xk&kJ iW GC. City, State: S0,,n;0fd, p- Owner: ELECTRIC 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 _ S. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1493 W _ 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) 114.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 114.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 934.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 188.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1617.0 ft' b. N/A c. N/A II. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft b. N/A IBuilder: Maronda Homes Inc. of Florida I Permitting Office: City of S" I Permit Number: Jurisdiction Number:' 12. Cooling systems a. Central Unit Cap: 28.4 kBtu/hr _ 13 00 _ b. N/A p LANS REVIEW E _ c. N/A CITY OF SANFORD = 13. Heating systems a. Electric Heat Pump Cap: 28.4 kBtu/hr _ HSPF: 8.10 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: 0.08 Total as -built points: 18711 PASSTotalbasepoints: 19357 I hereby certify that the plans and specifications covered by this calculation are in compliance w• a Ener y/ Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: bl-- 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: Cap: 50.0 gallons _ EF: 0.93 PT, _ 1 Predominant olass tvoe. For actual olass tvoe and areas. see Summer Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) DEC 0 7 2001 FORM 60OA-2004R EnergyGauge@ 4.5 SUMMER 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 1493.0 24.35 6544.0 1.Single, Clear E 1.0 3.0 5.0 63.97 0.85 273.0 2.Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.0 3.Single, Clear E 1.0 9.0 40.0 63.97 0.99 2542.0 4.Single, Clear S 1.0 6.0 16.0 48.22 0.95 730.0 5.Single, Clear W 4.0 3.0 5.0 57.68 0.48 139.0 6.Single, Clear N 1.0 6.0 16.0 30.19 0.98 471.0 7.Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.0 As -Built Total: 114.0 6043.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 188.0 0.70 131.6 1. Concrete, Int Insul, Exterior 4.1 934.0 1.18 1102.1 Exterior 934.0 1.90 1774.6 2. Frame, Steel, Adjacent 11.0 188.0 1.00 188.0 Base Total: 1122.0 1906.2 As -Built Total: 1122.0 1290.1 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2" 1.Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 2.Adjacent Wood 17.0 2.40 40.8 3.Extedor 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 1493.0 2.13 3180.1 1. Under Attic 19.0 1617.0 2.82 X 1.00 45.59.9 Base Total: 1493.0 3180.1 As -Built Total: 1617.0 4559.9 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 162.0(p) 31.8 5151.6 1. Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 5167.8 Raised 0.0 0.00 0.0 Base Total: 5151.6 As -Built Total: 162.0 5167.8 INFILTRATION Area X BSPM Points Area X SPM = Points 1493.0 14.31 21364.8 1493.0 14.31 21364.8 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , ; PERMIT #: BASE AS -BUILT Summer Base Points: 28062.7 Summer As -Built Points: 28322.9 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 28400btuh ,SEER/EFF(i3.0) Ducts:Unc(S),Con(R),Gar(AH),R6.0(INS) 28323 1.001 1.08 x 1.150 x 0.95) 0.260 0.950 8246.6 28062.7 0.3250 9120.4 28322.9 1.00 1.179 0.260 0.950 8246.6 EnergyGauge'rm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details 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 1493.0 9.11 2448.0 1.Single, Clear E 1.0 3.0 5.0 12.37 1.03 63.0 2.Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.0 3.Single, Clear E 1.0 9.0 40.0 12.37 1.00 496.0 4.Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.0 5.Single, Clear W 4.0 3.0 5.0 13.25 1.10 72.0 6.Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.0 7.Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.0 As -Built Total: 114.0 1441.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 188.0 1.80 338.4 1. Concrete, Int Insul, Exterior 4.1 934.0 3.31 3086.9 Exterior 934.0 2.00 1868.0 2. Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3575.7 DOOR TYPES' Area X BWPM Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 1.Exterior Insulated 20.0• 5.10 102.0 Exterior 40.0 5.10 204.0 2;Adjacent Wood 17.0 5.90 100.3 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 1493.0 0.64 955.5 1. Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1493.0 955.5 As -Built Total: 1617.0 1406.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 162.0(p) 1.9 307.8 1. Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 0.0 0.00 0.0 Base Total: 307.8 As -Built Total: 162.0 405.0 INFILTRATION Area X BWPM Points Area X WPM = Points 1493.0 0.28 418.0 1493.0 -0.28 418.0 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS=BUILT Winter Base Points: 5156.1 Winter As -Built Points: 6714.7 Total Winter X System = Heating Total . X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 28400 btuh ,EFF(8.1) Ducts:Unc(S),Con(R),Gar(AH),R6.0 6714.7 1.000 1.068 x 1.160 x 0.95)0.421 0.950 3163.4 5156.1 0.5540 2856.5 6714.7 1.00. 1.177 0.421 0.950 3163.4 EnergyGauge'rm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I 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 9120 2856 7380 19357 1 8247 3163 7301 18711 PASS OQ THE Sr4., W^ V r O EnergyGaugeT"' DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 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/s .ft. window area; .5 cfm/s .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 comers; 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. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons 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 Seperate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* 86.5 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1493 ft2 _ c. N/A 7. Glass type I and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area 13. Heating systems or Single or Double DEFAULT) 7a(Sngle Default) 114.0 ft2 _ a. Electric Heat Pump b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 114.0 112 _ b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.1, 934.0 ft2 _ b. Frame, Steel, Adjacent R=11.0, 188.0 112 _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 1617.0 ft2 _ 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft . _ MZ-C-Multizone cooling, b. N/A 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 comp ' es Builder Signature: Date: p Address of New Home: l/ City/FL Zip: Cap: 28.4 kBtu/hr _ SEER: 13.00 Cap: 28.4 kBtu/hr _ HSPF: 8.10 Cap: 50.0 gallons _ EF: 0.93 PT, _ y- IV0, HE STq oo r0 NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPADOE EnergySiarTudesignation), your home may qual ifyfor energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfsec.ucf edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. l Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. nergyGauge® (Version: FLRCS% v4.5) FICE Job: ROANOKE K wri hiVsoft~ Project Summary OFDate: g`. r.,, , Entire House By: G. CARMACK MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321.0064 Project• • For. ROANOKE K PLANS REVIEWED Notes: CITY OF SANFORD Design Information Weather: Orlando, FL, US Winter Design Conditions Outside db 38 OF Inside db 0 OF Design TD 32 OF Heating Summary Structure 22135 Btuh DuctsCentral vent (0 cfm) 0 Btuh Humidification 0 Btuh piping 0 Btuh Equipment load 26301 Btuh Infiltration Method Simplified Construction quality Average Fireplaces He 149gCooling Area ( f:2) 31493 Volume ( ft') 11944 11944 Air changes/hour 0.45 0.23 Equiv. AVF (cfm) 90 46 Heating Equipment Summary Make TEMPSTAR Trade HEAT PUMP Model N2H330AKA Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8. 1 HSPF 0 Btuh @ 47°F 0 OF 935 cfm 0. 036 cfm/Btuh 0. 06 in H2O Summer Design Conditions Outside db Inside db 93 75 ' F Design TD 18 OF M DailyrangeRelative humidity 50 % Moisture difference 44 gr/ib Sensible Cooling Equipment Load Sizing Structure 14241 Btuh Ducts 5753 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/ swing multiplier Equipment sensible load 0. 98 19594 Btuh Latent Cooling Equipment Load Sizing Structure 1554 Btuh Ducts 1093 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 2647 Btuh Equipment total load 22241 Btuh Req. total capacity at 0.75 SHR 2.2 ton Cooling Equipment Summary Make TEMPSTAR Trade HEAT PUMP Cond N21-1330AKA Coil FSM2X3000 Efficiency 13 SEER Sensible cooling 21300 Btuh Latent cooling 7100 Btuh Total cooling 28400 Btuh Actual air flow 935 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.06 in H2O Load sensible heat ratio 0.88 BokV t gc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wngl' ltsoft Right -Suite Residential6.0.90 RSR21115 2007-Mar-10 20:53:03 ACCA c:lProgram Files%Wrlghtsotl HVAC%Manual J Caics 200610RLAND O%ROANOKEK 13.rrp Celc - MJ8 Orient Page 1 Job: ROANOKE K Building Analysis Date: wrightsoft Entire House By: G. CARMACK MARONDA HOMES 4005 MARONDA WAY. SANFORD, FL 32771 Phone: (407) 321-0064 Pro*ect Information For: ROANOKE Design Conditions Location: Orlando, FL, US Indoor: Indoor temperature (°F) Heating 70 Cooling 75 Elevation: 105 ft Design TD (°F) Relative humidity (%) 32 30 18 50Latitude: 280N Outdoor: Heating Cooling Moisture difference (gr/lb) 5.7 43.6 Dry bulb (°F) 38 Daily range °F) - 93 17 ( M) 76 Infiltration: Method Construction SimplifiedWefAveragebulb ( - Wind speed (mph) 15.0 7.5 quality Fireplaces 0 Component Btuh/ft' Btuh of load Walls 3.8 4514 17.2 Glazing 40.6 4917 18.7 Doors 0.0 0 0.0 Ceilings 1.6 2523 9.6 Floors 12.3 7040 26.8 Infiltration 2.4 3141 11.9 Ducts 4166 15.8 Piping 0 0.0 Humidification 0 0.0 Ventilation 0 0.0 M100len 26301 0 Coolinci Component Btuh/ft2 Btuh of load Walls 2.6 2999 15.0 Glazing 47.9 5796 29.0 Doors 0.0 0 0.0 Ceilings 2.7 4313 21.6 Floors 0.0 0 0.0 Infiltration 0.7 903 4.5 Ducts 5753 28.8 Ventilation 0 0.0 Internal gains 230 1.2 Blower 0 0.0 Adjustments 0 Total 1 1999 100.0 Overall U-value = 0.171 Btuh/ft2-°F Data entries checked. Sold/ltalk values have been manually overridden wngtitsoft Right -Suite Residential6.0.90 RSR21115 , 2007-Mar-1020:53:03 C.CA C:tProgram F!Ies\Wrightsoft HVAC\Manual J Caics 2006\ORLANDO%ROANOKE K 13.rrp Caic ° MJ8 Orient Page 1 Legend of Symbols and Abbreviations REROD: Steel Rolnforctnp Rod Boundary Line Brg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Righl-ol-way Lino C.B. Concrete Block Gov`L Government P.L.S. Professional Land Surveyor R.L.S.: Registered Lend Surveyor Overhead Wilily Lino Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning RAN Right-of-way Easement Lino Conc.: Concrete O.R. Official Records P.O.C. Point of Commenoement Sec. Section In, : Central Angle Consi.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve SIT. Septic Tank ARC Arc Length Ws Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark elk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey: f B' O /tlfAs 6 "Ba c.c r..vtcOFFIc F,vo. /8',Qceaof 1-T 60• tao' iirwr/ Fico w c.4o s-2494 fs I O T u u O u 37' EN g , • o • CX%;C, PATIO,.. wI =G OT R '. CON I L L E>.'o l7/ I ti UZ KA_ 00' u E v. ,•: PR ty f; ar2 U.:s j 21N41 yt o ALtlU Q C p e1n, a FF,E U Q u N c 1 C tU of ill is"vrisirr L'AL iMrt.+/ F.uo. per'.QiooD q c vv, 45.245kf- LANS REVIEWED ITY OF SANFORD 21 E+sEM T n00 60• oo " ri Fiaao —. V 00' ti GQ. ot0' Puri Fi co _ _1 ,360.010 ` o G frNs. /941VA- F Ss.AiL :.l `l.i o iµt O /O.i.ri. 7A&, 45-249'f; f !^3'7a,96 TiilO, lS-24.94; Pc"p AT. s 4S%XEATF/ELF GRc E PGP',,,Psr. So',,, z5+ "ilsPHALT /i!'T. /Z'ca.r.arrrrc UESC/2/PT/ON % LoT 6 CEcE,eY LADES s i9.sE /A j svBoi isle• .0%0e,01A 4 To /Y%i4/0 is vLAT f3oOK G 7 "?4a'6.5 -98 ,9,vo ,9.9 ; Icier ,/c 'ecco1z o s of ,S Mi vv pLtNTY, F,caeiG>4. CERTIFIED TO. A ONQA. /4'S I hereby certify that this map depicts a survey performed under my supervi- r .._.__ — —• sion, and is correct to the best of my knowledge and belief: and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472.027, Florida Statute SMITH DRAFTING & SURVEYING, INC. / 311 E. RICH AVE. DELAND, Ft. DELTONA, FL Sta y E. Smith 386) 734.7047 (386) 789-2655 Flcrridaliegistered Land Surveyor DRAWN BY: SE s 1/TN REVISIONS: Ceniflcnie Number 3736 CREW CHIEF: G N2,,mG NOT VALID UNLESS SEAL IS EMBOSSED SCALE: /= 20' Note: No instruments of record reflecting easements, limitations. owner - DATE: ships, reservations, restrictions and/or right-of-ways, if any have been pro- f 17, Z OOIo vided to this surveyor, except as shown. No underground installations or WO a /_ 0028 - 06 i utilities have been located, except as shown. FF I C National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL,. Aq website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(a)nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARE® Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterraneantermites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of astructurecontainingacrawlspaceorbasementwhenthewood 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 isavailable. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but isnotlimitedto, merchantability. This report is also subject to the limitation listed herein. rage 1 ul Re aort No. NER-617 Page2of2. 5.0 IDENTIFICATION Each container of BORA-CARE@ Termiticide, Insecticide andFungicidecoveredbythisreportshallbelabeledwiththemanufacturer's name/and or trademark and this NationalEvaluationServiceevaluationreportnumber, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained bytheNisusCorporationandshallbelicensedpestcontrol operators. 7.3 BORA-CARE shall be installed in accordance with themanufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination 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 Committeefinds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code.11999, the 1999 Standard Building Code©, the 1997 Uniform Building Code'"', and the 1998 International One- and Two- Family Dwelling Code subject tothe following conditions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0 4 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PI. Chuluota, FI. 327 I FP14969 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 142 6CL00603 6-3 WHEATFIELDICIR OF("CL ROAK3 RIGHT ROANOKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Revie ed Truss ID Run Date Drawing Reviewed No. of Eng. 40Dwgs: Layout 8-27-06 Roof Loads- V 7-27-05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 7-27-05 CFGRD1 8-26-06 F1 8-26-06 G1 8-26-06 Total 43.0 psf HS1 8-26-06 HS2 8-26-06 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" HS3 8-26-06 HS4 8-26-06 HS5 8-26-06 S REVIEWED F SAN FO R D HSGRD1 8-26-06 HSGRD2 8-26-06 JS1 8-26-06 JS2 8-26-06 JS3 JS4 8-26-06 8-26-06 RL JSGRD1 8-26-06 CITY JSGRD2 8-26-06 MHS1 8-26-06 MHS2 8-26-06 MHS3 8-26-06 MHSGRD1 8-26-06 MS1 8-26-06 ST 1 8-26-06 ST1A 8-26-06 T 1 8-26-06 T1 S 8-26-06 T1 SA 8-26-06 V1 8-26-06 V2 8-26-06 V20 8-26-06 INV # DESC QNTY DATE: JM2 4 2007 V21 8-26-06 18331 THD26 V3 8-26-06 18330 THD28 V30 8-26-06 18360 SKH26R V4 8-26-06 18361 SKH26L V5 8-26-06 18363 JUS26 20 V6 8-26-06 18370 THJ26 V7 8-26-06 18336 THDH28-3 1 SEAT PLATES 103 38-0 ten 09, vT— YOBcn J 3 J 2 Ncn 2 g in c in in U) cn O in in N 2 M 2 Ix N 2 J 1 JS1 1 JIS1 JUS 6 GE 130 S RD1 -4 PLYi HS5 VOLUME CEILING HS4 12 i HS3 HS2 112 HS1 12 HS2 12 HS3 pi\ E 8'-0" ILING HS4 NFOR HS5 vs prV4 HSGRD2-4PLYRAISE HANGER T— THDH28-3 ST1 HANGER 18-9 ST1 ST1 Ix MHS1 T1SA ODD SPA OD SPACE o 11'-0" &ILING STIIA \ I T1S ST1A 1 ILL A LL IT1S ST1G_GABLE— — —I — — — j T I12464I 8'-0" CEILING T1 affonda pr, s I 12 I T1 12 I JOB NUMBER:ROAK3 s / I T1 6 CUSTOMER: T1 \ JOB NAME: ROANOKE K 3 DRAWN BY: tly DATE: 8-27-06 IT1 CJ PITCH: 4/12 8 6/12 O.H.:1-6" 8 1'-0" I 4 BEARING: 8" LOADING: 43psf G1iGABLE— N 19-4 N 2007 This. safety alert: symbol is,*Used. to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see -this symbol BECOME ALERT 'HEED ITS MESSAGE. L CAUTION A CAUTION • identifies safe operating practices or s uindicatensafe'conditions that could resuIt: in personal injury or damage -to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® 11 is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and properly. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend.these recommendations to be interpreted as superiortothe project Architect's or Engineer's design specification for handling, installing and bracing wood trusses fora particular roof or floor. These recommendations are based -upon the collective experience of leading technical CAUTION. The builder;'building contractor; licensed contractor, erector, orserection contractor*-is:ad- vis %d to obtain and.read the entire booklet" 6hi- mentary and Recommendations'for Handlmg,'In stalling.&:Bracing; Metal P..late•Connected,:Wood Trusses, HIB- 91 from-themTruss Plate Institute. DANGER: A DANGER designates a condition WAwhere failure to follow instructions or heed warn - ing will most likely -result in serious, personal injury or death or damage to 'structures. AWARNING:' A WARNING Aescribes a condition where failuretofollow instructions could result in severe personal injury or.damage to -structures. TRUSS PLATE INSTITUTE 583 D' Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833- 5900 personnel inthe wood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the 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 m 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 publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade:marked lumber.i'All,connections r should be made.with minimum of.2-1 id`n6iIs'. All trusses assum. ed'2' ori-center.or less ' All multi -ply trusses should;. be. connected together in accor- dance with design drawings prior.to installation. ' TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or' uneven surfaces which could cause daiilage to thearuss.'. Trusses stored horizontally should be sup - ported on blocking to prevent -excessive lateral bending and lessen moisture gain. WARNING Do. not break banding .until installa lion begirisor Jift bundled trusses byahe bands. Y WARNING NO.,: usedamagetl trusses Trusses stored vertically should be braced to prevent toppling or tipping. DANGER Do not store `bundles upright unless'' DANGER:`Walking on,trusses which':,are.lyirig flat is extremely dangerous and should be strictly prohibited, ; _ •` Frame 1 Tag Line WARNING;... Do not attach cables, chains, or "WARNING Do not lift single trusses with spans, hooks to the .web members ` A greater:than'30'. by the peak boa 60e i MECHANICAL or less INSTALLATION or less Approximately Approximately Tag 2 truss length Y, truss length Line ' Truss spans less than 30'. Lifting devices should be connected Strongback/ Spreader Bar to the truss top chord with a closed- SpreaderBar loop attachment utilizing materials Toe In — Toe In such as slings, chains, cables, nylon strapping, etc. of sufficient strength \ to carry the weight of the truss. Approximately Approximately_; to Y3 truss len th '/3 to /,truss length Less than or equal to 60' Tag Greater than 60' Line Tag Line Strongback/ Spreader Bar SpreaderBar to, 10' Toe In — Toe In At or above , mid -height \ /• I I Approximately ( I - Approximately I h to Y truss len th Y, to /,truss length Tag TagLessthanorequalto60' Line Line Greater than 60' CAUTION::Jemporary:bracing shown`in'thissummary sheet.is:;adeguate::for'the Installation'. of Iti ftr.usses with:similar con_ figurations. Consult a registered ,professional eng veer if a different t'•' bracing `arrangement his -desired. _The engineer.may design_ bracing iri accordance with TPI's Recommended -Design :Specification for ,TemporaryBracing of Metal Plate Connected Wood Trusses, , DSB-'89, and,'in.some cases'determine;that a:wider,spacingis, possible. GROUND BRACING:BUILDING INTERIOR' GROUND:.BRACING: BUILDING EXTERIOR GBp, ^ Top Chord. Typical vertical End Well LBT_-.. L`1{.',I attachment Plan I . t• +';S 6liC{' j , i .. _ 'I Blockingel Ground 1 rae I f.LP y. `\ i y) r.I,, 1 I` ; `.. -vertical GB To Chord• —'GBV C;-c i'!—i•IL-_ 'I{'• 'l . i Ground Bracy 5t; 5; JI!•' II ` I t_-... 'i' Fr . I ( Verticals (GB ) t ._•. : I t Ground brace diaonals( GB) 14 i > go' t 1 ° t.truan of braecd group of truexe'. I I t`'`:c . }•I: _J •_ y.` , i. " Jk-%q.•.'K ;-I'. \ 1 l`•,t ; dbGrounrats nd braa ( EB)•1y vertical (GBy) l.,. r r•. Ground brace \ r:; \ 1t t, ^ '• Groundbrace ' lateral (LBG) ', ..•,, 1 Note: 2^d Moor System shallhave ' adequate eupselty to support ground - 1. Draeea. Backup I' 2^dfloor/•.' ground stake floor v: f , u ,r. rr 't'' 1r`'•:% t t,±jr v. '4 i`vx. _r. CAUTION Ground, bracing required foi Frame .2 Ground brace let l uas o1 brat lateral (LBG)'_._group of trusser End brace ( EB) i y, strutsn V 1 Typical horizontal tie member with Driven groundstakes 1. multiple stakes (HT) g tit{ Il installations j, e j 12 9 —, 4 or,greater Top chords that are laterally braced can buckle together and cause collapse it there is no diago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the lop chord. SPAN MINIMUM PITCH • '. TOP CHORD LATERAL' BRACE SPACING(Lb'z TOPCHORD DIAGONAL BRACE SPACING'(DBS) r1 trusses Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Too Chord All lateral braces Lateral Brace lapped at least 2 . Required trusses. 10' or Gre Attachmi Requirec PITCHED TRUSS WARNING Fail lure'tofollowthese recommendations -could result in ,' s Gsevere personal`lnjury or damage to tiusses-or buildings ' f SPAN MINIMUM...'.. PITCH DIFFERENCE TOP CHORD .. ::• LATERAL. BRACE SPACING( LBS) TOP CHORD,..' DIAGONAL - BRACE SPACING ( DBS) dt trusses) SP DF Up to 28' 2.5 7' 17 SPF/ HF 12 Over 28' - 42' 1 3.0 6' 9 6 Over 42' - 60' 1 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required _ 10' or Greater Attachment Required 12 µme. •_ F..;y- V- ' f' y :r '::;•: P y Q Topehords thatare laterallybracedeanbuckle rrytogether and cause collapse if there isnodiago. nal bracing. Diagonal bracing ahould be nailed L 0}/ i. : ,' - i\ /, to the underside of the lop chord when purling are attached to the topside or the top chord. SCISSORS TRUSS Frame 3 SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 12 12 4 or greater 4 s° SPAN MINOAUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOL4 CHORD DIAGONAL BRACE SPAC114G (DBS) I# trusses) PFIHF Up to 32' 1 4112 115' 20 15 Over 32' - 48' 4/1 2 1 15' 10 7 Over 48' - 60'1 4r12 1 15' 1 6 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. o Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. \ BOi70M CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Cross bracing repeated o . .;" I' at each end of the building and at 20' intervals. Permanent continuous ,.:• 1.• -- lateral bracing °\. \•j \ t.- I __ -- as specified by the • ;' ; :: L/. truss engineering.,- 45 WEB MEMBER PLANE Frame 4 a SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOPCHORD DIAGONALBRACE SPACING (DBS) . trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 461 i co 2x4/2x6 PARALLEL CHORD TRUSS Top chor do that are laterally braced can buckle together and cause collapse it there is no dingo- nor bracing. Diagonal bracing should be nailed to the underside of the top chord when putlins are attached to the topoide of the top chord. Continuous —•.• Top Chord Lateral Brace — I Required I—_JI i 10' or Greater) i I rGrt Attachment Required — J 0'"i OTr es) assesSPF1N@ 2 30° or greater All lateral braces. lapped ^, ' i trussesTheend diagonal brace for cantilevered End diagonals are'essential for `'- trusses must be stability and must be duplicated on placed on vertical both ends of the truss system. webs in line with' the support. WARNING I Failure to;follotNthese recori mendat ons could result severe personal in uty:or:damage'to trusses or*',buildingsf•+s . p: !rMJ +t'L X tX .414 r .t" fh r:-:ti. e.+b r. .i=.. ,>. a ci i' .} ,r ... _•n: tr.. . • 4x2 PARALLEL CHORD TRUSS:TOP CHORD Continuous Top Chord Top chords that are laterally braced can buckle Lateral Brace together and muse collapse it there isno dingo- Required nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins - 10' or Greater are attached to the topside of the top chord. `, • Attachment 15 Required — I j 30,DeIsTress) ses?. o. Trusses must have lum- ber oriented in the hori- F, All lateral } \ ' zontal direction to use br66bs.Iapped / `, this brace spacing. rw + :at least ywo lrusses} u 45r t ; ::a c t } . of ' End diagonals are'essential•for • 4 j .. stability and must be duplicated'ori '' "•' !' both ends of the truss,system. Frame.5 I SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LB,) TOPCHORD DIAGONAL BRACE SPACING (DBS) trusses] SP/DF I SPF/HF 24' 3/12 8' 17 12 er 24' - 42' 3!12 7' 10 6gtoer42' - 54' 3/12 6' 6 4 er 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine ocHF - Hem -Fir SPF - Spruce -Pine -Fir 0y; l Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle _ together and cause collapse it there is no diago• r ' nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins '``- ?q• 1 , are attached to the lopside of the top chord. -'/P s ;' I L-• =45' ' MONO TRUSS PLUMB 12 13 or :' .. 8• greater s/ sue / ! . I I All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace —_.• _ Required ;V.\' 10' or Greater = I Attachment I Required — LJ WARNING:' Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. I I I ITruss I Depth D(in) I I Lesser of ly D/50 or 2" Maximum - Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1 /4" 1 ' 24" 1 2" 2' 36" 3/4" 3; 48" V 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4' 7' 96" 2" 8' 106- 2" 9' 1 T i T rty„ L(in) L(in) U200 L(h) 50" 1/4" 4.2' 1001, 1 2" 8.3' 150" 3/4" 12.5' BOW Length L(in) Lesser of U200 or 2" L(in) t4:::::::::::::::::.... Lesser of U200 or 2" L(in) U200 L(ft) 200" 1 " 1 16.7' 250" 1-1 /4" 20.8' 300" 1 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A' WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 1V`aronda Systems MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321-0064 Fax (407) 321.3913 Date: November 1, 2006 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled V-1 through 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at '407-321-0064. Sincerely, Tomas Ponce, P.E. Date: Job: MARONDA SYSTEMS Customer: WO:VALLEY SET TI : V.- DESIGN INFORMATION This design is for an individual building component sad has been based an informadon prmidrd by the dial Thedesign. disclams any responsibility for dare.s. o . remit of acuity . bcarrect iafonttstloq speciecatiau mldfm designs famished to the no design bythecUam and the comecmnsor accuracy ofthis informnion as it may rein' to. tpnifit project and sacepu ma responsibility or "'nixesno comma with regard to fab klathar. baadling, shipotod and installation arm — This mail has been designed as am iadivida.l buildingcomponentinaccordancewithANSVTPI1-1995 ad NDS-97 tobe incorporated .tpanofthe building designby. eulding Designer (registered aehhoct or Professional engincerT When reviewed for approval by the evading designer. the design loadings shown mom he checked to be ore that the data shown are in .gru men with the local building cads local climatic mamas Ibr windor snotbads, project specifications or special applied bads. Unlea Kowa• as her not been dmesesignedforstorageorncenp.ncy loads. has assu compression ahead' (top or bottom) sic continuously braced by Nnth)ng unlm otherwise specified. When boom chords ins tension am tot Telly breed laterally by . properly applied rigid ceiling. theyshould be bracedn . madmvm spacing of 10-0' e.c. ComectmplainNail be reamofactered 6om 10 gauge boa dipped galvanized nee meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricnloq the ftbriettor Nall «view this drawing toverify that this drawing is its cofoemsuce with the fabricnMa plans and to reslim a continuingresponsibilityfinsuchverificnaoo. Any discrepancies are to be pal in writing before coming or fabrication. Plasm Nall mot be installed ova motholm kms or distorted grain. Members than be cart for tight Nang wood in ward bnr(ng: Comuam plainshall belocated an both be. of the sass with uis Illy ImbcddM and shall be sym .bum thejoinanises otherwise .howl. A 5c4 Past. 1. 5' wide . 4• IcI A 6.3 plea' is 6- wide . 11' IcI Sirs (holes) no parallel to the Plate length specified. Double cats an web members Nall meet at the cenaid of the webs unlm otherwise Kowa. Concrete' pure sixes are minimum sic. based on the force shown and mayneed to increased Nr remain handling salvor erection are... This ass is cot to be fabricated with fire madam Pumd lumber mcaiotherwiseMown. For additional information on QualityControl nfa m ANSVTPI 1. 1993 PRECAUTIONARY NOTES All bracing .M erection recommendations am to be followed in accordancewith 'Handling. Iasudling and Basting'. 102-91. Tosses are as be handled with particular ate during banding and handling. deUvery, and installationtoavoiddamageTemporaryacApermanembasting far holding asses in . straight and plumb position and (or relining lateral fort. Nall be designed and installed by others Cardbl baMliag is eaemd.l and erection ArcingIs alwaysrequired. Normal precautionary action for aw— ngoina such lemporery bracing during installation be- an ran m avoid toppling and domicsI The supervision of aeclitrnof meanNall be trader the coal or persons experienced in the installation of assesProfessional advice shall be smagM If needed. Corcentratlon of contraction Wads greater than the designInds shall not be applied to trustyat any time Noloadsotherthantheweightoftheercctonshallbeapplied to etats until after all fanatiag and baaciag it completed. TOP CHORDS: 2X4- SP #2 BOT CHORDS: 2X4 SP #2 WEBS: 2X4 SP 03 TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. VALLEY MEMBERS TO BE SET - PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 160 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. Qty: l OF WEB WITH 12d NAILS AT 8' D.C.OR A SCAB OF HHI1 THESAMEDIMENSIONANDGRADEASWEB; NAILED I IT UPPORTING TRUSSES TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VALLEY TRUSSES (TYP.) ITIIP) 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND FOR 90% OF WEB LENGTH. 2X8 BRACE REQUIRED VAILEY AREA ON ANY WEB EXCEEDING 14'. COAIMDN VALLEY- Denotes UNE edge or one lace denoles BOTH edges or Solh facee, 111Rt 1) ONE BRACE REQUIRED ON WEBS > w 94.0' LONG — 2) TWO BRACES REO'D ON WEBS > =126.0' LONG. " VALLEY TRUSSES ARE ACCEPTABLE TO BE I CANTILEVERED UP TO TWO FEET. MONOVALLEY VALIeT TRUal E6' TYP.) I\II\II L II II sUPllog Il g' tnuu[r ( IF LESS THEN 3.0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. VARIES UP TO 1112 WHEN DIOAONAL WEB PRESENT USE 4ze PLATE Q) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 g 2x4 OR 5x6x6VALLEY MEMBERS AT z63DIAGONALWEBSREQUIREDWITHw4x8 . ixB 24 ' O.C. (TYP) SPANS GREATER THEN 28.0.0 3x6 4x6 SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) VAILEY STRAPPING TO TRUSS BELQW` 4' 0. C.. . :. OR OR 3x6 2x4 2x4 • 2x4 2x4 3x6 I 2x4 _J VARIES LLn 2z4t2O0.0-4 O JIL 3x6 2x4 2x4. 2z4 2x4 4X10 2x4 3x6 2z4 Yz4 3x6 ~ 3x6 0. •4z6 OR 2x4 R • 4z6 2z4 W MAX. 8.0.0 O.C. (TYP) MAX. 6.0.0.O.C. (TYP) 0 MAX. TRUSS SPACING BELOW a 48' O.C. SPANS UP TO 60.0.0 LS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. SuDvort Studs A 6-0-0 O.C. WAD ALL : Eng Job: WO: VALLEY SET READALLNOTESONTHISSHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. DWg: TI: V IdarondaSystems 'racer- snow" on that drawing I. m. erection bracing. wind bracing, penal bracing m similar brsdng which . pan of thebuildingdesignandwhichrnuslbeconsideredbythebuildingdesigner. Bracing shown is for lateral coppon of noDs gnr : T LYChk : 7 / 2 7 / 2 0 0 5nmmben only to reduce buckling length. Provision mso be ..de to anchor Lanni bracing n ends and specified Ioc.1Wns determined by the building designer. Additional bracing tribe overall Naclurc may bercquird.(See HIB-91 TC Live 16.0 psf Lbr DF: 1.25 ofTPI).For epecifc "is bracing requirements. cents,. building doigner.(Truss Pine I.sahele. TPI is located .1 533 4005MARONDAWAYO•pmfrioDrive.Madison.Wiscorsin53719). TC Dead 7.0 psf pit DF: 1.25 Salsford, FL. 32771 BC Live 10.0 O.C.: Z- 0- 0 407) 321-006.1 Fax (407) 321-3913 psf TPI .: 2- C- 04 TOMASPONCEP.E. LICENSE M0050060 BC Dead 2.0 psf Code: FLA 1005VANNESSAOR. OVIEDO FL 32766 TOTAL 35.0 IDSf V4.7.21-4355 Design, Matrix Analvain o.-r.F41., r-a.. ...s T.... .._ _. Ana t vat .prx DESIGN INFORMATION This design is for an individual building component and has ban based on information provided by the diem. The designer disclaims any responsibility for damage as a re=II of faolly or ince-1 irtfin 6cm. specifications andfordesigns famished tothe fromdesigns bythe client and thecorreemasor accuracy ofNis informationasit mayrelate toa spGJfic prejecl and aceepla no responsibility m exercises an control with regard to fabrication, handling, shipment and installation of wises. Thisfrom has been designed as an individual buildingcoropenrmtinxcondarx, with ANSI/TPI I.199s and NDS•97 to be incorporatedas pan ofthe building design by a Building Designer. When micwad for approval by the building designs, the design loadings dawn mast be chocked to be sure that the data shown arc in agreement with the hical building codas. local climatic records for wind or mow loads project spceir—ions or special applied loads. Unless shown, truss has real beendesigned for storage or occupancy loads. The design asmmes comprcaiort cborda (top or bottom) arc comimamly braced bySheathing unless otherwisespecified. Where bottom chords in torsionarc not fa11y bracedliterally bya pmperly applied rigidceiling. they Gould be braced at a maximum spacingof 101-0' o.c. Connector plate shall be manufactured from 20 gauge lot dipped galvanized necl mining ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator Nall review this drawing to wily that this drawing is in conformance with the fabricators plansand o realize acontinuing respomibiliry for Such vsifrcalimi. Any discrcpancie are to be put in writing before coding or fabrication. Plato draft rot be installed over knotholes. kmou or distorted grain. Members dunbelint fed Lights Bitingwood to wood boring. Connaaac plotes shall be soared on bah ram of the tram with roils rally imbedded and shall be sym. ibnat thejointonlcss otherwise shown. A sea plate is s' wide x a' bag. A 6ag plate is6' wide a r long. Slots(bola) ran parallel to the plate length specified. Durable con on web members shall next at the centroid of the webs unless otherwise down. Connector plate sizes arc minimum sizesband on the tones shown and may sad to beiaresedfedcmhandlingand/or section stresses. Thistruss is tot tobe fabricated with fire retardant heated lumber unlm otherwise shown. For additional information on Quality Control refer to ANSI/TPI 14"s PRECAUTIONARY NOTES NI bracing and oration rsammsdations are to be followed in accordance with accepted industry publicatimu. Trusser arc to be handled with paniealar care during handing and bandling. delivery and irmallalica W avoid damage Temporary and permanent bracingfed holding trusses in astraight and plumb position and for residing lateral forces shall be designed del initialled by others. fseful handling is essential and cation bracing isalways required. Normal precautionary action rot Inamea requires arch temporary bracing during imullnion between Domes to avoid toppling and dominating. The supervision of erection oftrasses shall be cods the control of person experienced in the meinstillationoftsa. Profaxional advice Shall be =tight if nailed. Cate mratbn of cm annion loads greater than the design lads shall mu beapplied to trusses at arty time. No bads other than the neigh: ofthe erectors shall be applied to tromp untilanew allfastening and bracing is Job: Customer: WO:HIPDETAIL TI:HIP HIP TRUSS BLOCKING REQUIREMENTS APA•FORM NO. TT-083 SPAN RATTNO AND BLOCKING RECOMNEENDATIONS FOR USH OVRR Wla.Rnnpe elionnor a,• Roof Penal S en Ratln Slope2411632/18 1 20 48/24 1:12 OK OK OK OK 2:12 5' OK OK OK 3:12 OK OK OK OK 4:12 OK OK. OK O K 5:1 2 l'Cctb•p• K:4:`:ti:•" OK OK OK 6124t::::: OiK^r u: OK 0 K O K 812O:K;t r:<:. 0 K K OK 7 :1 2 r- r5s.>.p K;7i %b: OK K OK 8:1 2 i z:.' a0 ;s„._= OK K OK 9:1 2 r:;tii-O Kr &!k'ti; tea. p,K:?s eTEi KO K 10:1 2.r< O K 0 K 11:12 O.K;?1 s•!iO;K3>r; 0K 0K 12 :1 2 i t 4 '_`O K`tn_n' ^ i;i% O;K i . _; s : O'.K: rI ` OK 13:12 II ONK• -c-¢ Ptak iO:Xf'r: +'. `; 3r Z' 0:K. f_, ,+ 0 K 14:12 OICtir+:` KaV:. L3'O'Kuc"` O,K'e fir; BLOCK 12 I I 313/ 12 (1) 2X 1'• 11 314" TO THE FRONT OF HIP TRUSS 7/ 16a OSB ROOF 9HPATHIN F I Nu I b: attAUW AREA REOUMS 2X LUMBER BLOCKING BETWEEN TRUM AT UN SUPPORTED PANPJ. 21300 of HIP ROOF AREAS 2X BLOCKING TYP NAMED W/ IOD 12" O.C. 6/ 12 OR ABOVE 2) 2X ONE FRM @ ONE BACK OF HIP TRUSS NOTE: NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. DWg: AiaratndaSystemsBracingshm.n on Ibis denting is na cnxlien bracing. hind bracing, ponal bracing or similar bracing which is a pan of thebuildingdesignandwhichmanbetonidandbythebuildingdesigner. Bracing shown is for la....I Support on am Dsgnr : TLY Chk : Its member only to reducebuzOng length. Provision mustbe madeto anchor lateral bracing at endsandspecified location determined by the building designer. Additional bracing of the overall dnrctum may be required. (See HIB.91 TC Live 16.0 psf 4005 MA RON DA WAY of TPn.Fofspecific warbncing requiremen t. contact building daignv.ITrussPlate I.Ah. c. TPI is localed at er33 DonofrDrive.Madi=n.Wi¢oneins7119) TC Dead 7.0 psf Sanforcf, FL. 32771 Compomm Engincsing by: Truss Engineering Co.. P.A., gig Soundzidc Rd. Edenton. NC 77932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE -00S0D68 BC Dead 10.0 psf 367MedalnonPLCIMItmila, FL 2276E TOTAL 43.0 p sfQty: I I0. 12 I BLOCK PRE - ENG'D TRUSSES WO: HIPDETAIL TI: HIP 11/ 2/2006 Lbr DF: 1.25 PIt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-0 1 __. , w,...-. s..,....,-ksc.ac Job: ROANOKE K 3 Customer: WO:ROAK3 TI:CFGRDI Qty:3 DESIGN INFORMATION This design is foran indhideed building mmpooem and has bar based oa imfnmution proidrd by ,he client. Tie designer disclaims any responsibility fordamagn d a result of rzulry a' information, spoodiouions and/or desig= htrnished to the truss designs by Or cilentnnt andbha correctnessoraccuracy ofthis information as it may relate to . specific prgxt and accept no responsibility or exsrrim no corurW with regard to fabrication, ladling, shipment and installation oftntsses. This truss has been designed a an idividoal building component in accordance with ANSVrPI 1.1995 and NDS-97 to be incospormed as pan of the building design by aBtuldmg Designer. When my and fa appanal by an buildingdesigner. thedesign loadingsshwamanbecheckedtobesateemthatthedatashownartin .gnmc with the local buildingcodes, local climatic ro ardsfor wind or crow lod>. pmjeel sp-fiotimrs or spatial applied Wads Unless shmm toss has nobeen designed for storageoroccupancy Inds. Thadesign assumes compression chards (cop orbotom) arecontima usly braced by shething unless oth- x specified. Where bottom Chords intension am m fully bird laterally by a pmperly applied rigid ceiling, they should be braced at a madmum spacing of Id-0' o.c. Connector plain shall be nanuWctured from 20gauge M dippedgahanindpeel crating ASTM A 633. Grade 40. unless ahervite shoran. FABRICATION NOTES Prior to fabrication, the fabricator shall miew this drawing to %wily that this drawing isincod'oruance with the bbrptors plans and tomania a mminuing responsibility for such %wifcotion. Arty discrepancies are tobe pm W writing beroe mating or Worication. Plata shall not be installed ow knotholes, trots or dis and grin. Membmsedan be anfor tight fiuingwood to wood bearing. Connector pb,= shall be Located on bah ram of thetruss withnailsPolly imbedddand .lullbe sym about thejoial unlmatber%im showA A 5xs pale is5' wide x 4• log. A6x8plateis 6' wideag• long. Slots (holm) rem patalle5 to the plate length spxifmd. Double ems on web meobenshallnew at the centroidof theverbsunless oth-w sM+n. Connector plate rim are a iommen sinsbased on the form shownand may needtobe ircrmsod for certain handling adlor cinnionsuessn. This truss is not to be abricated with fire retardant treated lumber unless otherwise shown. Forltl 'itma infamvatWn on Quality Cortfct to ANSin?i 1. 1995 PRECAUTIONARY NOTES All bracing and acaion rcromme d tions are to be folkmed in accordance with accepted industry publications Treaties are to be handled with particular cam during banding and buodling, delhery and installation to a%oid damage. Temporary and permanent bracing to, holding tr ses in a straight and plumb position and for rtsistingitem foram shall be designed and installed by others. CanyYd hndling is essential and erection bracing is alwga required Normal txmoiorary Beim for trusses res mires itch wnpoary bracing during installation bctweert trusxs to maid toppling and domincing. The mpenision of erectionof tmtsesshall be under the control of persons expernnced in thehmalluinn of try. IhoOmmal d%tioe shall be sought d neadedconcentration of conametionInds grata than the design Inds shall not be applied to tr ssnat any time. No bads other than the %tight of the ero am shall be applied tounses until after allfastening andbracing is TC: 2ae 8 SP #1 D MULTIPLE LOADS -- This design is the BC: 2x 8 SP #1 D composite result of multiple loads. WB: 2ae 4 SP #3 L. and R. End verticals designed for wind All COMPRESSION Chords are assumed to be 3-PLY TRUSS! fasten w/3"x 0.120" nails in continuously braced unless noted otherwise. staggered pattern per nailing schedule: This3-PLY truss designed to carry TC- 3 per ft. BC- 3 per ft. WEBS- 2 per ft 18' 9" span framed to BC one face Repeat nailing as each ply is applied. 19' 3" span framed to TC opposite face Distribute loads equally to each ply. WndLodperASCE7-02, C&C, Ve, 125mph, This truss has not been designed for ROOF H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 PONDING. Building designer must provide BldType= encl L-- 7.7 ft W= 7.7 ft Truss adequate drainage to prevent ponding. (0.25 in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf in./ft. min. slope to drain). Truss must be Impact Resistant Covering and/or Glazing Req marked to prevent UPSIDE DOWN erection. Supported span based on int. wind zone. GLOBAL MAX DEFLECTIONS--------- TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. LL TL 1- 2 74 0.27 A 6- 5 74 1.00 in./Ratio in./Ratio Jnt(a). 2- 3 0 0.27 A 5- 4 0 1.00 I.Span-0.34/242-0.67/122 3 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr Horiz. 0.09 0.18 NA 6- 1 -440 0.06 C 5- 2 -2685 0.17 C Max DL Deflection L/247 to -0.33 6- 2 0 0.00 C Long term deflection factor en 1.50 3 PLYS REQUIRED Lineal Footage = 40.4 7- 8-0 3- 0-0 I I 3084# 8.00" 4- 7-0 , 6 5 Joint Locations 1) 0- 0- 0 3) 7- 8- 0 5) 4- 5- 4 2) 4- 5- 4 4) 7- 8- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -407 0- 0- 0 -407 7- 8- 0 BC Vert L+D -396 0- 0- 0 -396 7- 8- 0 In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loci BSet Vert Boris Uplift Y Type 0- 4- 0 1 3084 0 -1486 B Pin 7- 6-12 1 3084 0 -1486 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2-0/74,2-3=0/0, HOT CHORD 6-5=0/74,5-4=0/0, Webs 6-1=-440/247,6-2=0/0, 5- 2=-2685/1508, 3- 0-0 3- 1-0 3084 2.50" 7- 8-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: MarondaSysteMSBracingshornwthisdrawingisnoterectionbracingwindbracingpopbracingosimilarbracingwhichisapanorD9r TLY C11k' thebuildingdesignandwiaichummmbensiderdbythebuildingdesigner. Bracing shown is fo lateral support of truss members only to mch buckling length. Precisions mom be made to atrler lateral belting at ends and speeified locations determined by the buildingdesigner. Additional bracing of the owallswcluse may be required. (See HIB-91 TC Live 16.0 psf of TPO. For spreeiec muss bracing mquircmens. contact bwWmg designer.(Tnm Plate Institute, TPI is Located at 393 4005 MARONDAWAYD•Onofrio Drim Madison. Wisconsin 53719). TC Dead 1.0 psf Sanford, FL. 32771 Componem Engineeiag br.. Tr ssi EngineeringCo.. P.A.• 918 Somadside Rd. Edenton. NC 27932 BCLive 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4WO050068 BC Dead 10.0 psf 267 Med2alon PL 6huluota, FL 32766 rvv"we .1 n _-e Scale = 0. 3716 WO: ROAK3 TI: CFGRDI 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-38805 JOb: ROANOKE K 3 Customer: WO:ROAK3 TI:F1 Qty:2 DESIGN INFORMATION This design is for an indhidual building component and has been based on infomation prmidd by the client. The designer disclaimsany responsibilityfordamages as a result of fauiy or inconm information. spcffiati n" andlor designs famished to the truss designer by the diem and the oorrmrtns or accuracy of this iNormmion m it may relate toa Wedfic project and -taps no responsibility or tcerciso no control with regard to fabrication, handling shipment and installation ofnurses. This tom has been designed as an indisidual building mmponem in accordance nith ANSVFPI 1.1993 and NDS97 to be incorporated as part of the building design by a Building Designer. When mimed for apprmal by the building designer. the design kiodingf slonm teen be checked tobesure that thedata shoun are, In "Pecs Cm with the localWildingcodes, lost dimatie nerdsfor hind or snow loads, project specifications or special applied loads. Unless shown Iroa has not been designed for storage or -Pmrc) toss. The design assumes amWasion chords (top orbotmm) ancauimotsly braced by sheathing unless atbmuise specified. where bon ofchords in tnnsioo are not fully' lmeraly by a property spplied rigidhaling they should be bracedat ma ionlM spacingof10'd' o.c. Conneror plates shall be numdauurd hoed IOgauge hot dippedgaMnirdsted meesing ASTM A 633. Grade 40. unless otheruim shown. FABRICATION NOTES Pram to fabrication, the lab iamrshall re`ie,, this drawing to .%- that this drawing isinco furwana with the febrfaws plans ad torealize continuing responsibility for such %R fratloa. Anyditcrepareia are tobe put inniting before ctdling or fabrication. Plato stall not be imlalld ma kOadplet, knots ordistortd grain. Memberdull be at for light fitting uod to uood bearing Cones or pores shall be looted on bah faces of the tom with milsfully imbdddand shall be sym. -ban the joint unless otherwise Norm. A U4 plate isV wide s 4' king A6.ceplateis 6' widea8' hog Slurs (holes) con parallel to the plate length specified. Double ceas on ueh rmmobers shall sum al the centroid of the webs unless mbenwve stun. Connected plate tires are minimum sim basilon the form stunand nay need tobe inxreased for certain handling and/or erection stresses. Tl s truss is not to be fabriaed pith fire rctardant treated lumber unless olhrrwise stern. For dditionah infoaatan on Quality Control refer no ANSVrPI 1.1995 PRECAUTIONARY NOTES All bracing and cession roccou edadm,sarc to be followed in accordance nitb aoaged itdusuy publications. Trusses; one to be handled with lartialat arc dunintg bandingand bundlingddnvq and iostalWoo toavoid damage. Tempmamy and peromal bracing for holding trustees in a straight ad plumb position And forrasing lateral form shall be designed and installed by -ben. Careful handling is essential and erection bracing is always required. Normal precautionary action for (ruses requires such temporary bracing during installation betueen coma to avoid toppling and doneicoing. Tlx apm.ision of«ba;on oftrtma shall be under the control of pCnmm cgenctated In the installation orlmsses. Professional whice shall be sought if needed. Caoatratton of construction loom g,eam than the design Inds shall not be applied to tomes at any time. No loads alter than the weight or the credos shall be applied totrussesomit afterall fawningand bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, Ven 125mph, H= 15.0 ft, Ies 1.00, Exp.Cat. B, Rat= 1.0 Bld Type= encl Len 3.3 ft W= 3.3 ft Truss in END zone, TCDLes 0.0 psf, BCDLes 0.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 4- 1 222 0.23 C 3- 2 222 0.23 C 1- 3 0 0.00 C COSMETIC PLATES (8)2X4 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-65/90, HOT CHORD 4-3=-65/90, Webs 4-1 77/222,1-3=0/0,3-2=-77/222, 3-0-0 3-4-0 1 2 Isd pig Piq 143# 8.00" 143# 8.00" 3-4-0 , -41 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: HEAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bracing stun on suee sdrawingisnerectionbracing windbrain& portal bracing or simiW bracing uhich is a Pon of the building design and utich must be considered bythe buildingdesigner. Bracing shmm is for lateral suppon of truss nxmbers only to rotabucklinglength. Pro isions must he rode to anchor lateral bracingat endsand specifiedlocations determined by It buildingdesigner. Additional bracing of the -callstructure may he required. (Ski HIB-91 afTPI).Fmspedhamsbracingmiainroaqcotuaclbuildingdesig-trnm Plate lnsitme. TPI is bated a 383 4005 MARONDAWAYD'Onohio Drina Madison Wixms n 31719). Sanford, FL 32771 Component Engineering by: Truss Enginming Co.. P.A.. 819 Soudside Rd. Edemmt. NC I793I 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE pr0050068 367 Madamon PL Ohutuota, FL 32766 Design: Matrix Analysis Profile Path: C:\TFE-LOR\Week\deha\it[faR9\17na7an7r7r 17 9\Pl . Joint Locations 1) 0- 0- 0 3) 3- 4- 0 2) 3- 4- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 143 0 -237 B Pin 3- 0- 0 1 143 0 -237 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 90 0.23 A 4- 3 90 0.09 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/795 0.03/795 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Scale = 0. 5085 Eng Job: WO: ROAK3 Doug: TI: F1 Dsgnr:TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.32-38811 I 1 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:G1 Qty:l DESIGN INFORMATION This design is for an individual building ounnpuaa andbnbeenboutoninformationprovidedbytheclient. The designerdisclaimsany responsibilityfordamagesa a moil of ropy or incorrect inlornatioq specifications and/ordesigns Banished to the tma designer by the client and the corrnnnm or accuracy ofthis infomation a it may relate to a aped projnn and accept no responsibility in ucrises ne control with regard to hbeicatiom, handling. shipment and instillation of tomes. This Ulm has been designed n an individual buildingaomporcminaccordancewithANSVTPI1.1995 and NDS-97 to be incorporated in pan ofthe building design by aBuildingDesignee Whenmimed fa approval by the building designer. the design loadings shown ram be checked tobe sure that the datashownare in agmmmw with the localbuildingcodes, local dimnic records for wind or scow loads. prujat spatillotions or special appBd loads Unless shown tom has cad been designed for stooge or occupancy loads. The design assumes compression chords (cop or bottom) art continuously braced by sbeathing unless otherwise specified. Where ratan chords in tension are nd BtUy, bead laterally by a property applied rigid ailing theyshould be braced In a M'dmmn spacing of 10'-0• mc. Conscaor Dina shall be ma®txiundBores 20pop ha dippedphanimdcal running ASTM A 633. Grade 40. umkss otherwise shown. FABRICATION NOTES Prim to fabrication, de fabricator Ball review this drawingtocomity thin thisdrawing isinconformance with the motors plans and to main a continuing raponsibi14farorb verification. Any discrepancies an tobeput inwriting heliumcutting or OWientioo. Plates shall m be installed wer knotholes. knotsor distorted grain. Membersshall beera for tightfittingwoodtowood boring Camnner plow shall be located on bah faces of the tom with milsfully imbedded and shall besym. about thejoin unlm otherwise shown. A Ss4 plate is P wide x 4' king A6A ptam is 6' widex 8' long Slots (holes) run parallel to the plate length specified. Double cuts on webrucmben s1Wl ram al the centoid ofthewebs unless otherwise shown. Connector plate airsare minimum sums band on the force shown and may need tobe Increned for certain handling andfor cseaioonnrsses. This tom ism to be fabricaeed with fire rmrdam trained lumber unless ahwise drawn. For additional information onQualityContra refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES NI bracing Werection nrontroc dations aretobe followed in accordance with accept ut industry publications Tw® am in be handled with poniadar ere dining banding and bundling defncy and instillation tonwiddamage. Temporary and pemunene boring fa holding uuaes in a straight and plumbpositionandforresistinglateralfossshallbedesigned and installed byothers. CamAil handling is menial and erection bracing is always required. Normal precautionary action fa tomes requires Rich temporary bracing during incalbtion bernen trusses to paid toppling and dominolng. The supervision or erection oftrusses that] be miler the control ofpersons experienced in the installation ofUuaes. Professional advice shall be sought Uncoiled Cacemntin ofsramnctiora Inds graver than the design Inds shall not beapplied to trues in goy Lime. No buds other than the weight ofthe ernnon shall be Applied to tstays until after all Can- ngand bracing is TC: 2x 4 SP N2 BC: 2x 4 SP N2 WB: 2x 4 SP H3 GBL: 2ac 4 SP 03 2x 4 SP i2 0- 0,0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= encl L- 57.3 ft W= 19.3 ft Truss in END zone, TCDL- 0.0 psf, BCDLer 0.0 psf Impact Resistant Covering and/or Glazing ReqTC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 255 0.09 A 1-21 -2 0.02 2- 3 198 0.08 A 21-20 0 0.03 3- 4 142 0.07 A 20-19 0 0.03 4- 5 95 0.09 A 19-18 0 0.03 5- 6 132 0.15 A 18-17 0 0.03 6- 7 132 0.13 A 17-16 0 0.03 7- 8 -95 0.10 A 16-15 0 0.03 8- 9 -142 0.07 A 15-14 0 0.03 9-10 -181 0.07 A 14-13 0 0.03 10-11 -255 0.06 A 13-11 -2 0.02 5-7-3 0- 6- 6 EXCEPT AS SHOWN PLATES ARE Maronda Systems 4005 MARONDA WAY Sanford, FL.. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OPOOSM60 367 MaidaMon PL Chuhrota, FL 32766 Analysis based on Simplified Analog Model. Joint Locations All COMPRESSION Chords are assumed to be 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 continuously braced unless noted otherwise. 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0BracingSchedule: 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 Webs Brace Pt Joint to Joint 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 1/2 6-17 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 Bracing shown is for visual purposes only. 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 7) 11- 8- 0 15) 13- 8- 0 MAR. REACTIONS PER BEARING LOCATION----- 8) 13- 8- 0 16) 11- 8- 0 R-Loin BSet Vert Soria Uplift Y Type FORCES (lb) - Max Compression/Max Tension0- 4- 0 1 109 -222 -126 B Pin TOP CHORD 1-2=-109/255,2-3=-43/198, 19- 0- 0 1 126 -222 -117 B Pin 3-4--40/142,4-5=-38/95,5-6=-37/132, PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-7--48/132,7-8=-95/55,8-9=-142/4, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 9-10=-181/17,10-11=-255/33, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr HOT CHORD 1-21--2/0,21-20=0/0,20-19=0/0, 21- 2 160 0.06 C 16- 7 179 0.71 C 19-18=0/0,18-17=0/0,17-16=0/0,16-15=0/0, 20- 3 112 0.18 C 15- 8 119 0.40 C15-14=0/0,14-13=0/0,13-11=-2/0, 19- 4 119 0.40 C 14- 9 112 0.18 C Webs 21-2=-86/160,20-3=-91/112, 18- 5 179 0.71 C 13-10 160 0.06 C 19-4=-91/119,18-5--93/179,17-6=-82/48, 17- 6 -82 0.37 C 16-7=-93/179,15-8=-91/119,14-9=-91/112, GLOBAL MAX DEFLECTIONS--------- 13-10 86/160, LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 7-6 Horiz. 0.00 0.01 NA Max DL Deflection L/999 in 0.00 Long term deflection factor = 1.50 9-8-0 44 9-8-0 1 2 3 4 5 6 7 8 9 10 11 6.00 4x6 6.00 6x8 r:cry.V_0000S:oY:o:oV:Kr,S:oo:Qoob000.V'oo:r•:o: ooyV:000Y:000r,V: o: o: oVVS_-__ I' • I I r (? 1 1 126N 8.0j1 a"JUNI.LL"t.: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Bracing shown on this drawing ism erection bracing wind bracing postal bracing or stnular bracing which is a pan ofbuildingdesign Ds r : TLY Chkthegnrwhichmustbemnsiderdbythebuildingdesigner. Bocing shown is rot lateral wpm pon oftomembersonly ru mdeee buckling length. Pmisiaa must be made to anchor lateralbracing at cods and specified locations determirod by the building designer. Additional bracing of the overallunctme may be required. (Sec HIB-91 TC Live 16.0 psf ofTPI).FOr specific truss bracing m ilummems craw building designerXI'rust Plate Institute. TPI is located w 593 D'Ooofrio Drive, Madison, Wisconsin 53719). TC Dead 7 . 0 psf Co ntpaem Engineering by: Truce Engineering Co.. P.A.. 8IS SouMvde R4Edenton, NC 27932 BC Live 10.0 psf BC Dead 10.0 psf Scale = 0. 2014 WO: ROAK3 TI: G1 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-38799 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS1 Qty:l DESIGN INFORMATION Thisdesign is for an iodnidualbuildingcompmem and hasbeen Eased on infmtnation providedbythe client. The designerdisclaimsany responsibilityfordamagesas a result offaulty or incorrect infomution. sputa nuoru andfwdesigns humislyd tothetrim designerby thediva and the commussss or accuracy of this information as it may rdcae to specific pmjm and eoocps - responsibility orcvcreises nocontrol with regard to fabrication- handling- shipnpesn and installation of intsses. This umhas beet designed as an individualbuilding in armrdaucc with ANSVrP1 1.1993 and NDS-97 to be incorporated as fan ofUse building design by aBuilding Designer. When miewed for approval by the building designer. the design loadings shwa met be d-*m tobesure that the datashwa are, inagrement with the local building codes, local diuretic rewrds fur wind or snow loads, project speciBctums or special applied loads. Unless shwm, tam he out been designed for smage or compnnry lads. The design assumes compression chords (top or hot=) are continuously broad by sheathing unless mhernve &steamed. Where bonom chords in scrims an, not 1Wlybroad laterally by a property applied rigid ceiling. they should be broad at us-inoomsp cingof 1(Y-0' o.c Camecurpalesshaltbe manufactured from 20 gauge hot dipped galvanized not miningASTMA 653. Grade 40. unlessadtaw acspan FABRICATION NOTES Prior to fbicums. the fabricator &lull review this drawing tovc* that this drawing is in confmmatce with thehbriaoh plans andto realizea comiouing responsibility for suchverifies m. Any discrepancies am to be put in writing before cueing or fabrication. Plato shall not beinstalled over rottwes, knotsor distorted grain. Member& shall be cut forLight fitting wood to awed baring. Conneaut pores shallbe located onbah facts of the anus with its fully imbedded and Dull be sym. about the Om unless otherwise shun. A U4 pale is 5' wide x 4' tong. A 6a plateis 6' wide xg' long. Sims (boles) ram parallel in the plane kngth specified. Double cuts on web manbcra shall mat at the amid of th webs unless otherwiseshwa. Condor platesiresant mini - sizes based on the fotas shown and may need to be incrasd for anain handling and/orcreation caresses. This tam is m to be fabricated withfire retardant treated lumber .it. ahuwise shown. For addaimul infomation mat Quality Control refer to ANSIrMl 1-1995 PRECAUTIONARY NOTES All bracing and erection reconnmedations as to be followed inaocordana with accepted industry publications. Trusses an to be handled with particular cave during bandingand bundling, delivery and imtallatimr toraiddauage. Temporary cadparrumensbracing for holding tnaca in a tonight and plumb position and for resistinglatent forces shall be designed and installed by others. Camful handling is essential and cream bracingis always inquiredd. Norval pncawiaury action few trusses requires such temporary bracing during installation between trusses to ovoid toppling and dvminoing. The supervision oferectionoftrusses stillbeunder the controlof persona c%perienced in theinstallationof tMies. PmksslmWdNa shall be soughs if needd. Concentration of mnanction loadsgreater than the desup law shallm be .pplid to inmu at any time. No hods other than the weight of the amors shallbeapplied to masses unfitalter allfhp ingand bracing isTC: 2x 4 SP 02 2x 6 SP # 2 4- 6 BC: 2x 6 SP #2 WB: 2x 4 SP N3 WDG: 2x 4 SP N2 2. 4 SP N3 0- 0,0- 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 0- 4- 0 1 1674 0 -1170 B Pin 37- 8- 0 1 1674 0 -1170 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-15 121 0.04 C 13- 6 407 0.20 C 15- 3 199 0.06 C 12- 6 1427 0.46 C 3-14 -385 0.20 C 12- 7 -385 0.20 C 4-14 1427 0.46 C 7-11 199 0.06 C 4-13 407 0.20 C 11- 8 121 0.04 C 13- 5 -291 0.09 C 7-8-11 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, Kzt= 1.0 Bld Type= encl L= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL= 0.0 pelf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O. C. From To BC 48.011 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4508 0.78 A 16-15 4038 0.89 2- 3 -4516 0.96 A 15-14 4220 0.94 3- 4 -4157 0.54 A 14-13 3819 0.53 4- 5 -4154 0.35 A 13-12 3819 0.53 5- 6 -4154 0.35 A 12-11 4220 0.90 6- 7 -4158 0.54 A 11-10 4038 0.85 7- 8 -4516 0.96 A 8- 9 -4509 0.78 A joint Locations 1) 0- 0- 0 7) 28- 7- 1 13) 19- 0- 0 2) 4-10- 14 8) 33- 1- 2 14) 14- 3- 0 3) 9- 4- 15 9) 38- 0- 0 15) 7- 1-15 4) 13-11- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 30-10- 1 6) 24- 1- 0 12) 23- 9- 0 in -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-4508/2925,2-3=-4516/2909, 3-4=-4157/ 2719,4-5=-4154/2803,5-6=-4154/2803, 6-7--4158/ 2720,7-8--4516/2909,8-9m-4509/2925, HOT CHORD 16- 15--2533/4038,15-14=-2585/4220, 14-13=-2222/ 3819,13-12=-2222/3819, 12-11=-2585/ 4220,11-10=-2533/4038, Webs 2-15=- 75/121,15-3=-82/199, 3-14=-385/ 364,4-14=-828/1427,4-13=-274/407, 13-5=-291/ 287,13-6=-274/407,12-6=-828/1427, 12-7--385/ 364,7-11=-82/199,11-8=-75/121, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span-0. 57/776-1.12/393 11-12 Horiz. 0.38 0.76 NA Max DL Deflection L/799 - -0.55 Long term deflection factor ce 1.50 13-11-0 10- 2- 0 13-11-0 1 2 3 4 5 6 7 8 9 6.00 6. 00 3.00 J L3.00 JX8 7- 5-14 0- 6- 6 0-8-0 _ 0e 8- 0 11-11-12V167498.00" 1674# 8.00" U 14-3- 0 9-6-0 14-3-0 110-11-12) ( lib-1)-12) COSMETIC PLATES (2) 3X6 (12)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1663 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: HS1 Maronda Systems Bracing shorn on this drawing ism erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which most be considered by the building designer. Bracing shown is for lateral support of Irua D sgnr : TLY Chk : 8 / 2 6 / 20 0 6 members only to rdua buckling length, Proisioe must be made to anchor lateral bracing at ends and specified loalioe determined by the building designer. Additional bracing of the overall structure my be required. (Sot HIB-91 TC Live 16.0 psf Lbr DF : 1.25 speci4005 MARONDA WAY DOnofloDntreMaao4witrousntoatsinl]719 mhngdesgerlTresPlaalmrnaa 7PI a hood an5gl p Plt DF: 1. 25 TC Dead 7.0ofSanford, FL. 32771 Compowcrn ee Enginring by: Truss EngineeringCo.. P.A., gig Soundside Rd. Edmm NC 27932 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 tra0050060 BC Dead 10.0 psf Code' FLA 267 Medamws PL Chuluota, FL 32766 1TOTAL 43.0 psf V4 . 7 . 32-38794 uesign: marrix Analysis Prorile Path: C:\TEE-LOK\Work\Jobe\ROAK3\ROANOKE K 3\HS1.prx I I ' Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS2 Qty:2 I DESIGN INFORMATION This design a W an individual building mnnpocnl ad has been hand on tufomutunn p-ded by rhos than. The designerdisciaimaany responsibilityfordamagesas a result of faulty or incorrect information. R-frcati andlor designs furnished to the trtm designer by the diem and the correctness oraccuracy ofthis information as it may relate to a spent pmjeo and accept ran responsibility orwads. on control with regard to ODrication, handling, shipmentand installation of tnnum. This trusshas been designed as an individualbaalding component in accordance with ANSVfPi 1.1995 and RDS•97 to be inwrporatd as port ofthe balding design by aBuilding Designer. When rnirned for approval by The building dai&-. the design Imdings ahan mast be checked tobesum that the datashoun am inagreement uiah the local balding odes. local climatic records for nid or snow hndL project specifications or special applied loads. unless shoua turn hu not been dcsil ad for songsor omgancyloads. The designasstum. compression dads (top or continuouslyarecontinusly braced bysheathing unless otheminspecified. Where bxtonr chards in tension ore m folly bead We ally by a papelly applid rigid ailing they should be braid a a macimum spacing of 10.0' o.c. connector plate dull be noll •md from 20 gauge loot dipped galvanized wed messing ASTM A 653. Grade 40. unlm othwise shun. FABRICATION NOTES Prim to fabrication, the fabricator shall review this dewing tosw* Iha this drawing is in confomam uilh the fihticaroh plane and to malim a continuing responsibility for each vesification. Any discrepercice are tobeput in wiltingbefore andngorfabrication. Plat. shall not be installed over knotholes, knots or distorted grain. Members shill be all forlight filling wad to nnod bcaring Connector planar shall be looted on bah faces of the truss pith nails filly imbedded and shall be sym. about the joint salsa otherwise shown. A Sets plate is 5' side x 4' long A 6A pole is6' uide < B' long Sbu (hot.) non parallel to the plane length specified. Double arts on unit members shall rem m the aneroid of the uebs unless ahery ise dawn Coumor pole aim are minimum sizes based on to ford. shoun and may need to be rnnCleaad for certain handling and/orcress stno$. Thistam ism to be fabricated withfire raardom treated lumber unlessotherwise shun. Foradditional information on Quality control rdato ANSVfPI 1.1993 PRECAUTIONARY NOTES All bracingand elation recommendations; art to be followed in accords= with accepted industry publications. Tamna are to be handled uith particular camduring banding and bundling delivery and installation tonoiddamage. Temporary and pemfmnau bracing for holding Incas in a straight and plumb positionand forresisting stem ford. shall be designed and installed by she.. Careful handling isessential and auction bracing isahvala required. Normal precautionary action for burns "quire; such tenrlpmary bracing during installation heswecn lure. to avoid toppling and dominoing The supervision oferection oftruce. shall be under the control ofpersons cgxrierrod inthe installation ofunseen. Professional advice shall be if -AA Concentration ofwnmructioa Inds greater than the design lads shall notbeapplied to trussnstoany time. No Inds other than the weigh" of theeralols shall be appliedtounions; until afterall fasteningand bracing is TC: 2x 4 SP H2 D 2x 6 SP #2 3- 5 BC: 2x 6 SP #1 D 2x 6 SP 02 10-12,8-10 WB: 2x 4 SP N3 2x 4 SP #2 2-12,3-11,5-11 6-10 WDG: 2x 4 SP #2 2x 4 SP #3 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-4524/2933,2-3=-4372/2840, 3-4--4545/3044,4-5 4545/3044,5-6=-4372/2840, 6-7=-4545/2946, HOT CHORD 14-13=-2547/4061,13-12=-2593/4147, 12-11=-2380/4013,11-10=-2380/4014, 10-9--2602/4163,9-8=-2559/4081, Webs 13-2--103/210,2-12--140/192, 3-12=-768/1359,3-11=-376/595,11-4=-310/313, 11-5=-376/595,10-5=-767/1358,10-6=-149/202, 6-9=-100/207, MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4524 0.64 A 14-13 4061 0.77 2- 3 -4372 0.91 A 13-12 4147 0.78 3- 4 -4545 0.39 A 12-11 4013 0.59 4- 5 -4545 0.39 A 11-10 4014 0.59 5- 6 -4372 0.92 A 10- 9 4163 0.98 6- 7 -4545 0.66 A 9- 8 4081 0.96 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.58/759-1.14/385 4 Horiz. 0.39 0.77 NA Max DL Deflection L/781 - -0.56 Long term deflection factor = 1.50 Joint Locations 1) 0- 0- 0 6) 31- 5- 9 11) 19- 0- 0 2) 6- 6- 1 7) 38- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 38- 0- 0 13) 6- 6- 7 4) 19- 0- 0 9) 31- 5- 9 14) 0- 0- 0 5) 25- 4- 0 10) 25- 0- 5 In -Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1674 0 -1176 B Pin 37- 8- 0 1 1674 0 -1176 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 13- 2 210 0.06 C 11- 5 595 0.32 2-12 192 0.09 C 10- 5 1358 0.44 3-12 1359 0.44 C 10- 6 202 0.10 3-11 595 0.32 C 6- 9 207 0.06 11- 4 313 0.08 C 12-8-0 12-8-0 12-8-0 1 2 3 4 5 6 7 6.00 6.00 3.00 1 LZML 3x8 0-8-0 44, 11-11-12 ,, 16744 8.00" 12-0-10 COSMETIC PLATES (2j3%6'(12)2R4 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 ronda Systems Bracing shun on this dmigg is not erection bracing wind boxing postal bracing or similar bracing mach is a pan of the building design and uhich must be considered by the building designer. Bracing shun is for let=] support of tam wee members onlyto rdnra buckling length. Provisions norm be made to annchor latentbracing at ends andspecifiedlocationsdecreninedbythebuildingdesigner. Additional bracing ofthe overallstructuremaybe required. (See HIB-91 ofTPD.For specific tram bracing mcptimineuL eouna building d.igner.Cfura Plme Inaitme. TPI is located at 5934005MARONDAWAYD'Onofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A.. BIB Sound.:n. Rd. Edenton, NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4*0050060 207 MsdaHiaa PL Chulustq FL 32764 6-10-6 0-6-6 O- 8- 0 1674# 8.00" l2-11-11 Joe1176. -12) Scale = 0.1619 Eng Job: WO: ROAK3 Dwg: TI: HS2 Dsgnr:TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-38793 uwss.gn: rsacra.ac aknaiysls Vrorile rain: C:\TEE-WX\Work\Jobg\ROAKJ\ROANOKE K 3\HS2.prx Job: ROANOKE K 3 Customer: WO:ROA113 TI:HS3 Qty:2 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the mint Locations Thisdesign isfear anindividual building componentand2x 6 SP #2 3- 5 composite result of multiple loads. 1) 0- 0- 0 6) 32- 1- 9 11) 19- 0- 0 his beeabased minformation provided bythe diem. The BC: 2x 6 SP #1 D WndLod per ASCE 7-02, C&C, Vm 125mph, 2) 5-10- 7 7) 38- 0- 0 12) 11- 7-11 despadscWmsany responaMliym fardaagama 2x 6 SP N2 10-12See15.0 ft, Ies 1.00, Exp.Cat. B, Kztec 1.0 3) 11- 4- 0 8) 38- 0- 0 13) 5-10- 7 realtorfaulty aancomminfommtwn.specifiatmm amkr dedges furuithrd lothetorsdesignerbythetierWB: 2x 4 SP #3 Bld e= encl L= 38.0 ft W= 38.0 ft Truss TYP 4) 19- 0- 0 9) 32- 1- 9 14) 0- 0- 0 and the anearcumaccuracy ofthis information asit 2x 4 SP #2 3-11,5-11in INT zone, TCDL= 0.0 psf, BCDL- 0.0 psf 5) 26- 8- 0 10) 26- 4- 5 may rdatctoaspccifmpmjmomnaeptsno WDG: 2x 4 SP N2 Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq= 1 responsibility or exorcism no coastal with rtprd'o and installationoffThistan°ghsbeat signed2x 4 SP #3 0- 0,0- 0,0- 0 Bracing Schedule: In -Plant QualityAssurance, per at This tam boa haw designed m n individual ddldiogbuildingAllCOMPRESSIONChordsareassumedtobeChordsMaxO.C. From To sec. 3.2.4 of TPI-1-02, for joint (9) oonI inaccordance with ANSvrvlI-1"Stmd continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 11-11-12 11 NDS-97 to be incorporated m pan of the building design MAX, REACTIONS PERBEARING LOCATION----- Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension by. Building Designer. When reiewed for approval by X-Los BastVertBoricUpliftYTypoTC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. TOP CHORD 1-2=-4410/2865,2-3=-4544/2942, the b'dwtngdmgrceameemgnwmnBshown nag"amal checked m ha true that deciaosMnwnereinagraamem0- 4- 01 1674 0 -1174B Pin 1- 2 -4410 0.66 A 14-13 3944 0.82 3-4=-5090/3364,4-5=-5090/3364,5-6=-4547/2944, with the local building codes. local climatic raaNsfm 37- 8- 0 1 1675 0 -1174 B H Roll 2- 3 -4544 0.85 A 13-12 4053 0.82 6-7=-4413/2867, wind m saw, loads. project specifications or special PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 4 -5090 0.47 A 12-11 4193 0.68 HOT CHORD 14-13--2483/3944,13-12=-2544/4053, Mind leads. Unless sho"TMtrue; nmnot "gm WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 4- 5 -5090 0.47 A 11-10 4195 0.66 12-11=-2507/4193,11-10=-2508/4195, ismeen far serge aamrparigkoads. The designignmmmn compRnldl cberft (lop or bate) artamienSPY13- 2 219 0.06 C 11- 5 955 0.66 C 5- 6 -4547 0.85 A 10- 9 4055 0.78 10-9=-2545/4055,9-8=-2484/3946, bnoedbysttathingmdesabemisesoocifrm. Where 2-12 159 0.05 C 10- 5 1356 0.44 C 6- 7 -4413 0.66 A 9- 8 3946 0.78 Webs 13-2=-168/219,2-12--39/159, bottom chords in tension anattfully braced laterally bya 3-12 1355 0.43 C 10- 6 160 0.05 C -------- GLOBAL MAX DEFLECTIONS--------- 3-12=-764/1355,3-11--599/958,11-4=-380/384, properly applied rigid ceiling. they should be braced ale oastdmumspacingofla.o•o.cconneamplaindWibe 3-11 958 0.66 C 6- 9 219 0. 06C LL TL 11- 5=-597/955,10-5=-765/1356,10-6=-39/160, ma®6cmmd from 20 gauge has dipped phaniard and 11- 4 384 0.10 C in./Ratio in./RatioJnt(s). 6-9=-168/219, meeting ASTM A 633. Grade 40. unl s otherwise shown. I . Span -0 . 60/131 - 1 . 19/371 4 Boric. 0.37 0.73 NA FABRICATION NOTES Max DL Deflection L/753 es -0. 58 Print mhb-stim. tM taD< iatar shall mvic- this Long term deflection factor es 1. 50 dewing to vaify that this drawing is in eo resent nce with The fabriatofa plainandtonalmeaamimaingnspomibifiryfrosuchverification. Anydscmpancia art to be pm in writingbeforecutting or fabrication. Plata shall not be installed ma krnthWa, knots err diaonm grain. Membershall be an fro tight fining wood to wood baring. connector plan shall be bated on bah race of the true with nails wily imbedded and shall be fym. about the ens unless otherwise shows. A Us plate is 5' wide s I I - 4- 0 I S- 4- 0 11- 4- 0 4' long. A 6.cH pWe is 6' wide x g' long. Sias (bola) mat Padad m theplateknob soon . Double tau on1 2 3 4 5 6 7 wed members shall meet to the android of the webs unless shorn. Connects otherwise shPlatesiftsaremtuime6.00 situ based a need to fours shown and maynebe6.00 iecreaxd (or canoe handling sidlesaccusmassess8X10Thistausisnottobefabriatm with fire munlant treated! lumberunless ahem= shoumFor additional 8x103x4inbmutbnonQualityControlref" to ANSVIPI 1- 1995 PRECAUTIONARYNOTES 3x4 3x4 All bracing am oration recommendations are tobefollowed in accordance with acceptor industry 6-5-3 6- 2-6 publications. Truman am to be handled with particular 3x8 4x6 c are during banding ad bundling, ddn=y and installation danmp. Temporary 0-6-6 8x 14 8 x I4 0-6-6 to acid andpermanent 5x8 2- 8-15 5x8 bracing (a holding trussina tonight and plumb3xI3x4positionandforresistinglateralforceshallbedmgadaminaatlmbyahem, caecahandling is esxmial andereatonbracingaalwaysrequired. Namml preamummy maim fa tresses requires such tempaary bracing during 3.00 3x8 installationbetween insectstoavoid topplingand deadening. The smpersisiaa of erection cf tmsm shall be roads` we stare oft perroesgsain the e 0- 8- 0 0-8-0immt]ationof trusses Ptafasiooai aadviceshall be sought ootdm if . Concentration of camrucoion Indsgrata don 1 1-1 1-12R5thedesignloadsshallnotbeapplied totrussed at any doe. 16749 8.0 ' 1675 8.00" No loads aha than The weightof Ile aamn shall be 11-7-11 14- 8-10 11-7-11 appliedtotossesuntilaHerallNamingandbracingis410d41321100038-0-0 0 10- 1711 - 12) R ) COSMETIC PLATES (2)3X6(12)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1631 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: HS3 ERECTING CONTRACTOR, BRACING WARNING: Maro n d a Systems Bracing shown on this drawing ism erection bracing, wind bracing, pone! bracingorsimilarbracingwhich is a panof D 9gI, r : TLY Chk : 8 2 6 2 0 0 6 a The building design and whichmust be nsiderod bythe building designer. Bracing shown is for tatmlsupportof trueLbrDF1.25 members only to redo¢ budding length, Pe risiom nnW be made to anchor tataal bracing atends and specified loarias determinedbythebuildingdesigner. Additional bracing of the meal] anrtum may be required. (See NIB-9 1 TC Live 16.0 psfofTYl).For weak tam bracing requirements. mum building designa.(Tnm PlanInsam titute, TPI isteed at 393 TC Dead 7 . 0 sf P Plt DF : 1.254005 MARONDA WAYD'OohoDrive. Madison. Wisconsin 53719). O' C ' 2- 0- 0 Sanford, FL. 32771 Component Engineering by: TorsEngineeringCo.. P.A.. gig Soundsid• Rd. Edenton. NC 27932 BC Live 10.0 psf321-0064Fax FLIC TOMAS PONCE LICENSE 00050066 BC Dead 10.0 psf Code: FLA 367 Medaffion PL Chutssotq FL 72766 TOTAL 43.0 psfv4 . 7 . 32-38792 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobe\ROAK3\ROANOKE K 3\HS3.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS4 Qty:2 DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the joint Locations Thisdesign uformindi%idualbuilding component uw BC: 2x 6 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 32- 5- 2 13) 16- 0- 0 hasbeenbasedmeWiturnanionpmidcebythclient.The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C6C, Ver 125mph, 2) 5- 6-14 8) 38- 0- 0 14) 10- 3-11 designerdiselainsanyresponubilifyto, damagnma renmofrauhyorincorrect inromation,spxnmtiom 2x 4 SP 42 4-12,0- 0 H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 3) 10- 0- 0 9) 38- 0- 0 15) 5- 6-14 amiordesigns hunnnedtothe tnmdesigner bythe cliun 1 COMPRESSION Chordsareassumedto be Bld Typees enel L= 38.0 ft W= 38.0 ft Truss 4) 16- 0- 0 10) 32- 5- 2 16) 0- 0- 0 and the msmness osaccuracyouracy of this information asit continuouslybracedunless notedotherwise. in INT zone, TCDL= 0.0 psf, BCDL= 0.0 paf 5) 22- 0- 0 11) 21- 8- 5 maywteaaspoci prejmamaasetim In -Plant Quality Assurance with Cq- 1 Impact Resistant Covering and/or Glazing Req 6) 28- 0- 0 12) 22- 0- 0 responsibility.e-roses-commit ithregard torabrimrimhandling• shipment add installation of tmssp. MAR, REACTIONS PER BEARING LOCATION----- BracingSchedule: FORCES (lb) - Max Compression/Max Tension Thisuusshasbeendesignednv,i,dividalbuilding R-Lod BSet Vert Horiz Uplift Y Type Chords Max O.C. From To TOP CHORD 1-2=-4759/3094,2-3--4758/3091, component ine®tdarcewimANSVTPII-I99sand 0- 4- 0 1 1674 0 -1180 B Pin BC 48.0" 0- 8- 0 11-11-12 3-4--5455/3580,4-5--5486/3602,5-6=-5486/3602, NDS-97 to be ircvrporated as partoftheWildingdesign37- 8- 0 11674 0 -1190 B e Roll Bracing shown is for visual purposes only. 6-7=-4759/3091,7-8=-4759/3094, by aBuilding Designer. Whnmxuwdfm pprmwlby the dthebuildtoshm%mernem PROVIDE UPLIFTCONNECTIONPERSCHEDULETC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. HOT CHORD 16-15=-2708 4268,15-14=-2748/4331, beng Buie th atashouv am chakd 10 besuredeallinedataShownamInOgtCCflKmWEBFORCE..CSI. Cr .WEB. ..FORCE. .CSI. Cr 1- 2 -4759 0.42 A 16-15 4268 0.95 14-13=-2649/4372,13-12/-3353 5492, aiththe local building cedes. 1=1climatic records ror 15- 2 172 0.05 C 12- 5 255 0.06 C 2- 3 -4758 0.44 A 15-14 4331 0.85 12-11=-2649/4373,11-10=-2748/4332, dmsewlmds.ptojeersprinaticmorspedal 2-14 154 0.05 C 12- 612070.60 C 3- 4 -5455 0.44 A 14-13 4372 0.64 10-9=-2708/4268, applied loodsUnless ihountrust has nor been designed conesessi nrhavpacy noporbotTh. design °smms 3-141332 0.43 C 11- 61336 0.43 C 4- 5 -5486 0.43 A 13-12 5492 0.83 Webs 15-2=-82/172,2-14=-39/154, aororealnrr clads (top m bottom) am antinnnously 3-13 1180 0.55 C 11- 7 155 0.05 C 5- 6 -5486 0.44 A 12-11 4373 0.64 3-14=-784 1332,3-13=-126 1180,13-4=-250/261, brace byshothingo otheruisespodfied. Where 13- 4 261 0.07 C 7-10 172 0.05 C 6- 7 -4759 0.44 A 11-10 4332 0.82 4-12=-11/22,12-5=-235/255,12-6=-746/1201, bottom chords in tee" ane nee wly braced filly by a 4-12 22 0.01 C7- 8 -4759 0.42A 10- 9 4268 0.91 11-6--786/1336,11-7--39/155,7-10=-82/172, popaA appliedrigidceilin6thyshouldbebraeedAd. GLOBAL MAX DEFLECTIONS--------- ntainnnurrm spacing or 10-0• o.cconnectorplateschapbeLLTLmanufacturedfrom20gaugehotdippedgahmindsteeltouringASTMA63).Grade40,-m othemilunshun in./Ratio in./Ratio Jnt(s). I. Span-0.54/821-1.06/416 12-13 FABRICATION NOTES Horiz. 0.30 0.60 NA Prim to(°locication.the twriaarshollmieu•this Max OL Deflection L/845 - -0. 52 drawing to %wiry that this drawing is in eonfomaoce with Long termdeflectionfactores1.50 thefabrivaM1 plan and to rea4a a continuing responsibility fro such %wifiatiot. Any disaepaeziu see to be put in wilting before cutting or fabrication. Platashall ra be insulted mer k,naholeakrisor distortedgrain. Members still be at for tight (ruing need to wood shall be n both boes of themutmwith tmailsmmlyytmbddd w c&tall x ms) show 10-0-018- 0- 0 10-0-0 the jointunlessaheswveshown. A 5.0 plane is 5' wide s 4• long. A 6a plate is6' wide s 8' long. Slots ( holes) 1 2 3 45 6 78 run parallel to the plate length specified. Double taut on wee memo -.law mers au the ammid of the weft unless otherwise shown Cmeeeerm plate sias am minimum 6.00 6.00sires basedon the from shwaand may need to be inerasd foranainhadlingadlorermionarouns. 6X86X8 This Ina is to tobefabricated with rim ne ardant treated8X103X4lumbernudesodeawiseshownFaadditionalinformationonQualityControlrderto ANS VrPI I-199S 4x6 4x6 PRECAUTIONARY NOTESAD lasong and ereers am ;an recommendations; to be5-6- 6 5- 7-12 rotwwed in socareanee withacceptedindustry 4x6pibliations. Trusses are, to be handled uith particular 0- 6- 6 5x8 8x148x108x140- 6- 6 care during banding and bundling. deli%ery and 4-15 5X8 iwalbtionmavoid damage. Temporary and permanent 3x4 I 3X4 bracing for holding Irus$ in a straightand phone position and for resisting lateral form shall be designee ad itmallod by others_ CamfW handling is essential ad 3.00 e „ rcw on bracing is alumuinel. Normal preautionaty Face = 0- 2- 8 Face = 0- 2- 8saiomfromusesrequires such temporary bracing during installation berm® tames to void topplinganddominciagThesrpertisionoferearumof %runts shall be 0-8-0 0-8- 0 under theantralof perwrs--perienncd in the 11-11-12 insallatiom of wears. Pmfessimal edvice shall be sought 1674" 5.00- 1674# 8.00" if n-tod. Co nomtratwn of co mroction hands grater than 10- 3-1117- 4-10 10- 3-11the designladsstall to be applied to tomes an wry done. No lordsotherthanthe "eight oftheemcsm shall be1615 14 3 12 1 10 Pomesses until all fastening and bracing is 0103,8 38- 0- 0 0 03,8 110- 3- 9) (10- 3- 9) COSMETIC PLATES (2)3R6 (12)2R4 EXCEPT AS SHOWN PLATES ARE t3iTek MT20 Scale = 0. 1663 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: HS4 Maronda Systems Bracing nanmi,droninaisnoderoct baxingwindbracins.po lbaringo<, ilrbnKing,isapanof the building design and uttich mom be ansiderd by (be building designer. Boxing shunt is for lateral support of toss D sgnr : TLY Chk : 8 / 2 6 / 2 0 0 6 ee mcrs onlywrdtnee WWing length. Provisions must be made wanchor lateral bracing at rods and specind wabms eletertnined by the building designer. Additional bracing of the rowan at==a may be required. ( Sea HIB-91 TC Live 16.0 psf Lbr DF : 1.25 of TPD.Far specilk muss bradag requirements. cormes building dmgucr.ffreas Plane I=titua. TPI is wandto 3E2 TC Dead 7.0 0 Sf Pl t DF : 1.25 4005 MAIZONDA WAY DD-frit Dti%,,Madison, Wisconsin 62719). p Sanford, FL. 32771 Comporncrat Engineering W.Truss engineering Co.. P.A., Big Sc urdside PA Edenton, NC 27932 O . C .: 2- 0- 0 32 (407) 1-OD64 Fax (407) 321-3913 BC Live 10. 0 psf TPZ-02/FBC- 04TOMASPONCE P.E. LICENSE $1,0050060 BC Dead 10.0 psf Code: FLA 367 Medam« s PL thuhsota, FL 32766 TOTAL43.0 vsf v4 . 7 . 32-38791 t)- Design: Matrix Analvais Profile Path: C:\TEE-LOX\Work\Jnba\ROAX3\RfaMnXF-- R i\WSe - I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS5 Qty:2 DESIGN INFORMATION This designis for an indhidual buildingmap== and has beat baud on infortrmion prenided by the dim. The designer di -him, any responsibility for damages as a Al of huly w imsmm infmmatim spainmtiom and/or designs Ihmished to de Imes designer by the client and the conetuesssor accuracy of thisinformation as it may relate to a spaifk projces and -ps no responsibility or ecemisn no control with regard to fabrication. handling shipment and installation of trusses. This truss has been designedas an indnidml building mnpahem in anmrdanmwith ANSVfPI I.I"S andNDS• 97 tobeincorporatedas pan of Webuilding design by aBuilding Designer. When mined for approval by the building designer. the design loadings shown most be check to be core Wes the data Worst m in agr=wA with the local building codalocal dimnic mmrds for wind or smr Inds. project specifications or special applied loads. unkn dwmm truss has not bees, designed for storage or occupancy loads. The design assumes compression chords ( top or broom) are mmmemonlr braced by sheathing unless otherwise specified. Wherebouctin church in temionarenot fullyhnoed laterallyby a properly applied rigidoeiling theyshould bebound ar a em denum, p-0mush sliming of 10'' wc, Connor plain dull be mawfamned from 20 gauge bar dipped gahsmizeC steel meeting ASIM A 653. Grade 40. unless aheswise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall miew this drawing to %riff thin this doming is in mrtramame with the hbrimsoh plans and to realize continuing responsibility for such .uification. Any duarepaneies are m be pm in writingbeforerating orfabrication. Plains shall notbe installed owe knothok4. knots or Mum grain. Membm shall be m for tight fitting wood in wood baring. Connector plain shall be locatedonbothhasof thetram with atilt fully imbedded and shall be sym. about the join unk- otherwise shown. A 5x4 plain is V wide x 40 long A 6x$ pule is 6' wide x 8' long Slay (holes) mst parallel to tM plate length spcdrwd. Death k cos on uebmembers dull meet at theoccumid of the weds unlessotherwise shown Connectorplain sires am minimum sizesbend on the forestsham andmay need to be iternud for main handling and/or erection greatest This rtssism to be fabricated with Bre rdasdam treated lumber unless ott-ise shown. For additional information on Quality Control refs to ANSIRPI 1.1995 PRECAUTIONARY NOTES All bracing and criterion remmrcndations ore to be followed in aecordanec with oaept industryputs iatimssTian are tobe handled with particular are during banding and bundliag dclisayandinstallation tonnid damage. Temporary and permanent bracing for holding trustees in a straightand plumb position and for resi airtg lateral form &hall be designed and installedbyotbcm Careful handling iserrofd and anion bracingis always repr ind. Normal pmmiorary acthno for trusses ruptures sears temporary bracing duringinstallation beaten trussesto mad toppling and dined ,ioing The mpenisiom of creation oftmvn &hallbecondothe controlof permm e eriencod inthe insouatiom of uaaca lRofacomal adwics stealbe sought H Deeded. Concentration of coearactlon hinds greater than the designloodh Noll to be applied to trissst at any fine. No loads other than the weight of the creams dull be appled to trusses until and alllisteningand bratiag isTC: 2x 6 SP # 1 D 2x 8 SP 01 D 3- 5,5- 7 BC: 2x 4 SP # 1 D 2x 6 SP 01 D 13-15,11-13 2x 4 SP #2 10-11 WB: 2x 4 SP # 3 WDG: 2x 4 SP # 2 2x 4 SP #3 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2-- 4205/2813,2-3--4851/3127, 3-4=-5990/3915, 4-5=-6586/4267,5-6=-6586/4267, 6-7=-5990/3915, 7-8=-4853/3128,8-9--4196/2804, SOT CHORD 16-15=- 2399/3726,15-14--2744/4506, 14-13=-3742/6065, 13-12=-3742/6065, 12-11=-2745/4509, 11-10=-2390/3716, Webs 2-15--358/ 805,3-15=-591/1070, 3-14=-1018/1613, 14-4=-400/328,4-13=-319/573, 13-5=-267/229, 13-6--319/573,6-12=-400/328, 12-7=-1016/1610, 11-7=-589/1069,11-8=-369/818, Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7- 02, C&C, Ven 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 38.0 ft W= 38.0 ft Truss in INT zone, TCDL= 0.0 pef, BCDL= 0.0 paf Impact Resistant Covering and/ or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -4205 0. 55 A 16-15 3126 0.92 2- 3 -4851 0. 62 A 15-14 4506 0.56 3- 4 -5990 0. 29 A 14-13 6065 0.66 4- 5 -6586 0. 31 A 13-12 6065 0.66 5- 6 -6586 0. 31 A 12-11 4509 0.55 6- 7 -5990 0. 29 A 11-10 3116 0.97 7- 8 -4853 0. 63 A 8- 9 -4196 0. 56 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.60/ 732-1.18/371 5 Horiz. 0.34 0. 66 NA Max DL Deflection L/ 753 = -0.58 Long term deflection factor = 1.50 joint Locations 1) 0- 0- 0 7) 29- 4- 0 13) 19- 0- 0 2) 4- 6-12 8) 33- 5- 4 14) 13-10- 0 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 29- 0- 5 6) 24- 2- 0 12) 24- 2- 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 1674 0 -1187 B Pin 37- 8- 0 1 1675 0 -1187 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 2-15 805 0. 26 C 13- 6 573 0.18 3-15 1070 0. 34 C 6-12 -400 0.08 3-14 1613 0. 58 C 12- 7 1610 0.58 14- 4 -400 0. 08 C 11- 7 1069 0.34 4-13 573 0. 18 C 11- 8 818 0.26 13- 5 -267 0. 06 C 8-8-0 20- 8- 0 8-8-0 1 2 3 4 5 6 7 8 9 6. 00 U-111 6.00 3.00 1 -3. 00 0-8-0 11- 11-12 16 744 11.00 t, 8-11-11 t. RO- 3- 9) COSMETIC PLATES (2)3X6 ( 12)2R4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 20- 0-10 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bracing shown on this drawing is net anion bracing. wind bracing postal bracing a similar bracing width it a pan or the building design tnd which mum be considered by the buildingdesigner. Bracingshown is for lateral suppon of truss members only tore Ibucklingkngth. Precisions corm be made to anchor lateral bracing at ends and specified Walions ddermined bythe building designer. Additional bracing of the aeoll structure naybe required. (See MB•91 of TPI).F. specific truss bracing requirements mnad building designor.(Truss Plate Instimta TPI is located at 393 4005 MARONDA WAY D'Oncfrio Driest• Madison. Wisaresin 53719). Sanford, FL. 32771 Componcm Engineering by: Tram EnginmingCo.. P.A.. BIBSouMside Rd. Fdcmoa NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE aa0050068 267 MedsNon PL Ehuhsotat FL 22766 1 4-10- 6 0- 6- 6 Face = 0- 2- 8 0-8-0 1675# 8.00" ll- I1 R - 3- 9) Scale = 0.1663 Eng Job: WO: ROAK3 Dwg: TI: HS5 Dsgnr: TLY Chk: 8/ 26/2006 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 osf v4.7.32-38790 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HSGRD1 Qty:4 DESIGN INFORMATION TC: 2x 6 SP 02 MULTIPLE LOADS -- This design is the Joint Locations This design is for anindividualbuMngcomponent and 2x8 SP #2 3- 4,4- 7 composite result of multiple loads. 1) 0- 0- 0 7) 30- 8- 0 13) 23- 8- 0 h® ubmcaoninformationProvidedbythediem.TheBC: 2x 6 SP #2 This 4-PLY truss designed to carry 2) 4- 2-14 8) 33- 9- 2 14) 19- 0- 0 designer disclaimanyreponsibilitymrdamagesuareamofincorrect rnf rmatimspeWicadmru 2x 8 SP #2 14-16,12-14 11' 0" span framed to BC one face 3) 7- 4- 0 9) 38- 0- 0 15) 14- 8- 0 and/otdodgmftunpshcdto the trussdesignerbytrodiw WB: 2x 4 SP q3 2' 0" span split -framed to 0 p p pposite faced) 14- 8- 0 10) 38- 0- 0 16) 7-11- 4 and thetmrod or oamoacyofthisinfortantionasit 2x 4 SP #2 4-16,6-12,0- 0 WndLod per ASCE 7-02, C&C, V= 125mph, 5) 19- 0- 0 11) 33- 9- 2 11) 4- 2-14 ate may relton. specificprojcnandacceptsnoAllCOMPRESSIONChordsareassumedtobeH= 15.0 ft, Z= 1.00, Exp.Cat. B, Kztea 1.0 6) 23- 8- 0 12) 30- 0-12 18) 0- 0- 0 mispa`abd'ryo"mna'nocontroln'thregard to hDnotroaM+dlim, shipment and instillation Oftmaa' continuously braced unless noted otherwise. Bld Type= encl In. 38.0 ft W= 38.0 ft Trues TOTAL DESIGN LOADS------------ This truss has been designed as an individual building 4-PLY TRUSS! fasten r 3"x 0.120" nails in in INT zone, TCDL- 0.0 sf, BCDL= 0.0 sf P P Uniform PLF From PLF TocompcemIn amardanot with ANSVTPI I-1995 and staggered pattern per nailing schedule: Impact Resistant Covering and/or Glazing Req TC Vert L+D -46 -0-10- 8 -46 0- 0- 0 NDS-sfmxincorporated upan ofthe building design TC- 2 per ft. BC- 2per ft. WEBS- 2 per ft Supported span based on int. wind zone. TC Vert L+D -46 0- 0- 0 -46 38- 0- 0 by aBuilding Designer. whenmiencdliar approval by thebndto er. thedmrs `nvaRepeatnailingaseachplyisapplied. Bracing Schedule: TC Vert L+D -46 38- 0- 0 -46 38-10- 8 be sure deaeked m be were that the data Shut. are in agrmncot tsomaagreement1/2" thru-bolts at24" o.e. shallbeChordsMax O.C. From To BC Vert L+D -227 0- 0- 0 -227 38- 0- 0 with the local building codm local climatic records for installed on TC& BC in addition to nailing. BC 48.0" 0- 8- 0 11-11-12 Concentrated LBS Location vindasmn'kinds, project spmrtmtiouorspecial Distribute loads equally to each ply. Bracing shown is for visual purposes only. BC Vert L+D -269 3- 0-12 applied loads. Unless shwa Ind has not been dmp cd far storageoroccupancyloadsThedesignassume, WEB . .. SORCE .. CS Z . CrWEB. ..FORCE .. CSI It . Cr In -Plant Quality Assurance with Cq= 1 BC Vert L+D -26934-11- 4 compression chmm(top rbcmm)arocontinuously 17- 2 301 0.02 C 14- 6 1943 0.16C---- MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension braced bysheathing unless; r cruisespecirtm where 2-16 2230 0.18 C 6- 13 1088 0.09 Cx-Los BSet Vert Horiz Uplift Y Type TOP CHORD 1-2=-14707/5042,2-3=-16631/6080, bottom chords In tension are not lolly braced latmlly by a 3-16 69080.55 C 6-12 -7586 0.33 C 0- d- 0 1 5501 0 -1926 B Pin 3-4=-17356/6335,4-5=-26342/9809, prep uty applied "pacnl'n&they `mwbeb"xdM, mavi smspadtsgofdaugehot onnwrplaoshall 16- 4 -77340.36 C 12- 7 6914 0.55 C37- 8- 0 1 5501 0 -1880 B H Roll 5-6=-26338/9808,6-7=-17347/6332, mimrr]etUrrd ftam is Page M dipped gah9rdlld uerl dstad 15- 4 1090 0.09 C 12- 8 22130.18 CPROVIDE UPLIFTCONNECTIONPER SCHEDULE 7-8=-16620/6076,8-9=-14712 5044, maetimgASTMA653.Gmde40.-1-owenirewn,,. d-let 1766 0.14 C 8-11 299 0.02 C ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. HOT CHORD 18-17=-4469/13195, 5_14 -355 0.01 C 1- 2 -14707 0.35 A 18-17 13195 0.68 17-16=-4608/13444,16-15=-9154/24882, FABRICATION NOTES GLOBAL MAX DEFLECTIONS--------- 2- 3 -16631 0.36 A 17-16 13444 0.65 15-14--9108/24723,14-13--9038/24539, prior mmbriatoawerabdowslwlmvimthis LL TL 3- 4 -17356 0.25 A 16-15 24882 0.8613-12--9087/24710,12-11--4610/13d48, drawing to verify thin this drawing is in conformancc uitb in./Ratio in./Ratio Jnt(a) . 4- 5 -26342 0.27 A 15-14 24723 0.81 11-10=-4471/13201, ft sbilirytwrsuchveandnoiiati® AM discrepancies s Z.Span-0.60/727-1.20/367 5 5- 6 - 26338 0.27 A 1d-13 24539 0.81 Webs 17-2=-139/301,2-16=-1033/2230, in b: pa In w,iting before taming or fabriotion. Pgtn Boris. 0.28 0.55 NA6- 7 -17347 0.24 A 13-12 24710 0.84 3-16=-2439/6908,16-4=-7134/2995, shall tobeInstalled ever knrhda.knrsordisunited Max DL Deflection L/743 - -0.59 7- 8 -16620 0. 36 A 12-11 13448 0.65 15-4=-316/1090,4-1d=-661/1766,5-14--355/161, pain. McnbmWWlbecwfrtigMfitiingnoadtoneed hearing Cosner tes plashall be Iron on bch hen of Long term deflection factor = 1.50 8- 9 -14712 0.35 A 11-10 13201 0.68 14-6=-728/1943,6-13=-311/1088, the tiesfrithnafhsfully InmodI and shall besymabout REQUIRED d PLYS RE 4 6-12--7586/2937,12-7=-2444/ 6914, the joint mdesotheroiseshoon A5x4plate is5'vridex 2=11Lineal Footage - 394.4 12-8=-1027/2213,8-11=-135/299, 4' long A 60 plate is W wide x 9" long Slots (holes) run parallel to the plane length specified. Double cuts on nth mrneben shag min to the ctatroid of the webs unless oil-= shwa crutcsor pure Sim are minimum 7-4- 0 23-4-0 7- 4-0 findsbaud on fro rrfes shot. add mayrt.it in be 1 2 3 4 5 6 7 8 9 increased for certain handling ardor mcdon anises. This um is nar in be fad ated aim fire mundant unsm Iunlessoilerwiseshut.. For additicnl informaion on QalilyControl ruler inANS VTPI6.00 t 7 p l e (" 1 VI 6.00 1.1" 5 16x8IWO 30 6x86x8 PRECAUTIONARY NOTES All bracing anderection romrnncrdafim art to be 4x6 follmred in accordance with atxeped industry publication.. Truan are to be handled with particular during 4- 3-12 0- 6- 6 4-2-6ram bending and bundling. delivery and Installation mnoiddssesi Tetnperary and dplumb cent bracing for holding truss in a straight sadplumb24x6ISx6 _ _ 12x123x6 IOx10 346 0- 6- 6 2xI2tSSx6positionandnorresisting [aim] rorm doU bedesignedCIF 3 x and installed by othm. Careful handling is essential and erectionbracing is ahr2)a required. Normal prtnmiory No 3.00 wino rot trusses monim, such tmnparary bracing during Face = 0- 2- 8 11-11-12 Face = 0- 2- 8 imtalWion between tmisea to avoid toppling anddom L shall be ofemxpcnclfon in the under rag. The arp persons under the control of penrn esperiencd in tic 0_ 8_ P 9L u, 0-8- 0 installationof trussProlicsioaladviceshallbesought if idled. concentration ofconstruction lam greaterthan 550 i # 8.00" 5501 # 8.00" the design Imo shall not be appliedto tress$ toany tune. 7-11-4 22- 1-8 7-11-4NoloadsotherthanthewdghtoftheerectorsShallbe876appliedtotrusswailafterallfasteningandbracingis543210-10,.8 0-dOLB 380RO- 3- 9) b 269# l 269# (Rd- J- 9) COSMETIC PLATES (2)3%6 (12)2R4EXCEPTASSHOWNPLATES ARE MiTek MT20 Scale = 0.1432 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: HSGRDI Manondes Systems anetng`row.on.this drau,rgamerx,mbaetngnodbaangportal bnangramlubnetngnlehaa pan or Da r: TLY Chk: 8/26/2006 the building design and %hied must be considered by the building designer. Bracing aroro is for lateral support of truss nesibmonlytommeeWWiaglength. Provisions must be made toanclar lateral bracing at ends and specified location determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 TCLive 16.0 ps f Lbr DF : 1.25 Design: Matrix AnalvaisProfile Path: C:\TEE-LOK\Work\.7nha\ROAK3\ROANOKR R a\acr-nnT ,v>•: Job: ROANOKE R 3 Customer: WO:ROAX3 TI:HSGRD2 Qty:4 DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the 'oint Locations This design isfor animhanm i)building«d pdcand 2x8 SP #2 3- 5,5- 8 composite result of multiple loads. 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 has beenbloodoninrarmatmnwa+embytlrdices. Tic BC: 2x 6 SP #2 4-PLY TRUSS! fasten w/3"x 0.120" nails in 2) 4- 1- d 9) 33- 9- 2 16) 15- 1- 5 designer dixlainn onymWo`s'b'liry f« d°'nages as o 2x 8 SP #2 14-17,13-14 staggered pattern result of bullyorIncorrectinfomuetion, spocinatidn gg p per nailing schedule: 3) 7- d- 0 10) 38- 0- 0 17) 8- 9-13 miordeagmfamished tothe uundesigner byit. client WB: 2x 4 SP #3TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 4) 8- 9-13 11) 38- 0- 0 18) 7- 0- 0 and rho comectness« accuracy of Nis information as it 2x12 SP #26-15 Repeat nailing as each ply is applied. 5) 15- 1- 5 12) 33- 9- 2 19) 4- 1- 4 may relate to e specific poled andweepsno2x4SP #2 7-13,0- 0 1/2" thru-bolts at 24" o.c. shall be 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 responsibility or «elms mumandno lnstnregadto All COMPRESSIONChordsareassumedtobeinstalledonTC&BC in addition to nailing. 7 22-10-11 14) 22-10-11 bbriotion barreling, shipneem and instillation of !cones. g • ) This truss her beendesigned us an indwideul buildingcontinuously bracedunlessnoted otherwise. Distribute loads equally to each ply. ------------ TOTAL DESIGN LOADS ------------ component inaccordance with ANS0711.1995and WndLod per ASCE 7-02, C&C, V= 125mph, Bracing Schedule: Uniform PLF From PLF To NDS•97tobeincorporated aWofthe building design H= 15.0 ft, I= 1.00, Exp.Cat. B, Eztee 1.0 Chords Max O.C. From To TC Vert L+D -46 -0-10- 8 -46 38-10- 8 by a Building Designer. When mimed for appemalby Bld Type= enelLet38.0 ft W= 38.0 ft Truss BC 48.0" 7- 0- 0 11-10- 8 BC Vert L+D -40 0- 0- 0 -40 38- 0- 0 the building dcd&-'the, design loadings snwaroost ee in INT zone, TCDIa 0.0 psf, BCDL= 0.0 c6ckmtobesumdothedaushmmamin.gm=m p psf Bracing shown is for visual purposes only. Concentrated LES Location with the local building codes. good dimuicrm«hfor Impact Resistant Covering and/ or Glazing Req .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr BC Vert L+D -3084 19- 1- 8 wind« snow loads. project q=91ations« special In -Plant Quality Assurance with Cq= 1 19- 2 -199 0.01 C 6-15 1544 0.03 C---- MAX. REACTIONS PER BEARING LOCATION ----- appliedkeads.Uoknshonit.uunhas mbeen designed In -Plant Quality Assurance, per 2-182100.01 C 15- 7 3885 0.31 C%-Los BSet Vert Boric Uplift Y Type for storage « occupancy p"bor The rn)am ontinumm sec. 3.2.4 ofTPI-1-02, for oint( a) : Is- 3 -5523 0.23 C 7-14 -148 0.01 C 0- 4- 0 1 3190 -2 -1510 B Pin ampessim clr«ds (top «broom) are moimeoiWy J bread bysheathing unless dspec ified. where183-17 10438 0.84 C 7- 13 -8372 0.43 C 37- 8- 0 1 3245 0 -1496 B H Roll bonomm chordsintensionanarullybracedlatcolybya FORCES (lb) - Max Compression/Max Tension 17- 4 -1659 0.07 C 13- 846150.37 CPROVIDE UPLIFT CONNECTION PER SCHEDULE properly applied rigid ceihng•they should bebraced ata TOP CHORD 1-2=-5814/2561,2-3=-5891/2478, 4-16 6642 0.53 C 13- 9 2160 0.17 C ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. trad« edaspori-0 ngofld•o,c.Connea«plain dWIbe 3-4=-13178/5218,4-5--19773/6798, 5-16247 0.02 C 9-12 -569 0.02 C 1- 2 -5814 0.10 A 20-19 5116 0.26 manufactured from 20 gauge hol dipped gahanieed aW mmingASTMA653.Gmde4o.unlessdh-j.,Mwa. 5-6=-19757/6783,6-7--23434/7106, 16- 6 -3699 0.16 C 2- 3 -5891 0.10 A 19-18 5123 0.23 7-8=-11821/4717,8-9=-11376/4538,--------GLOBAL MAX DEFLECTIONS--------- 3- 4 -13178 0.15 A 18- 17 8220 0.34 FABRICATION NOTES 9-10--9275/3966, LL TL 4- 5 -19773 0.21 A 17-16 13376 0.49 Print to bb,iauon, the bbriat« shall Dieu this HOT CHORD 20-19--2230/5116,19-18=-2230/5123, in./Ratio in./Ratio Jnt(a). 5- 6 -19757 0.20 A 16-15 23069 0.75 coningtotaythat this timing isinem!«'mn°e"ith 18-17=-3321/8220,17-16=-5149/13376, I.Span-0.44/996-0.96/459 15 6- 7 -23434 0.23 A 15-14 20003 0.70 theonsiatofs plansand toralim Any discmP 16-15--6987/23069,15-1d=-6662/20003, Horiz. 0.18 0.38 NA7- 8 -11821 0. 18 A 14-13 19991 0.70 ng resydalbihry [« such etriBation. Airy descr ancin oR tobeptin-itingbd«edwingorfabriation.PWa 14-13--6680/19991,13-12--3599/8466, Max DL Deflection L/ 851 = - 0.52 8- 9 -11376 0.21 A 13-12 8466 0.43 shall not beimulkd«c,knmmlaknots ordistorted 12-11=-3504/8228, Long term deflection factor - 1.50 9-10 -9275 0.20 A 12-11 8228 0.44 gain. Memberssball be cto for light fining wood to wood Webs 19-2=-199/53,2-18=0/210, coc bearing. Cont« plates that] beleaned onbob (bmd 18-3=-5523/2055,3-17=-3928/10438, the trot with nails wry imbedded and dW I be a)ne •, abed the *0udmdbcrwimsrotn. A5.0plan:is5'widex 17-4=-1659/378,4-16=-1594/6642,5-16=-127/247, s'ton& A6..4plate isVside xg'bnis Slds(ldes) 16- 6=-3699/355,6-15=-22/1544,15-7=-373/3885, run paralld to the plate length specified. Double cut 7-14=-148/65,7-13=-8372/212 1=-1760/4615, web rnenibcia shall tact a the eentroid of the utbs udm 97- _ ® 23- 4- 0 7.-4-0 dMwiseatnwo. Connect«platesimaremiaimum 13-9=-576/2160,9-12= sim based ontheforceshownandmayneedtobe4PI.QIS REQUIF]pD 3 4 5 6 7 8 9 10 inaxased for comain handling and/or erection anmes.FEEE=_ Lineal Fo 388.5 This team ls ore hc ose she- ere with redire tional eat !rated 6.00 lumberunlessdhenixslwseo. F« odditiotul )JI7) j 76.00 infomntior an Quality ComorerefertoANSIlIPIt ' P l e ` 1y7 1 1 vs 6x8 6x8 IOx10 6x8 6xe6x8PRECAUTIONARYNOTES4x64x6AB bracing and election recommendations are to befollowedin armrdane, with aaepted industry pbliatiom Trusses am to be handled with particular 4- 3-12 4-2- 6 0_ 6- 6areduringbandingandbundling•defimy and5x6 6x8 6x8 5x6 0-6-6 installation to noire damages Temporary and pemmnem j _ 10X 10 12,12 bracing forholdingIonstoastraightandplumb3x4.1 position and r« resisting lateral forals shag be designed ere trolled by is alu cne1ui hondam d essential and 3x4 , , s,1nQ1"" 3.00 action (bracing is dways required. orary bprecautionaryiinrly- Face = 0- 2- 8 ion nor tmsm requires such tenip«ary bracing oaring Face = 0- 2- 8 installationbctweeo tram tovoidtopplinganddomiroing. The supervision of election of trusses shall be 0-8-0 under the no f tr of pawns export=Hoed in ft PM 4 1Re''1 imtalbaanofteam. nofc narl.dozeshagresought 3245# 8.00" U rnaded. Conaruxion orodea„idion )cods gratct than 3190# 8.00" the designtads shall not be applied to uusm at any Lime. 7-0- 0 9- 1 21- 2-157-11- 4 No loads other thanthe weight of the creams shall be applied to trusses until after all fastening and bating is 19 18 17 16 15 4 3 12 1 o- pkted 0- 0 38-0-0 0 0 R - 3- 9) 3084# (R - 3- 9) COSMETIC PLATES (2)3X6 (8)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0. 1589 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CANTR 11, BRACING WARNING: Dwg: TI: HSGRD2 Moron des Systems Bracing shown on this drawing is not emotion bracing wind bracing• penal bracing «similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shoos is for lateral mppon of truss Dsgnr : TLY Chk : 8 / 2 6 / 20 0 6 neeitebeis otdy to rethzn: buckling length. Pmisi«u mewbe made to anchor lateral bradng al reds and specified loatiom determined by the building designer. Additional bracing of the overall anawre buy berequired. (See HIB-91 TC Live 16.0 psf Lbr DF : 1.25specific 4005MARONDA WAY D'Orrofrio DeMadi son, thtWcniwonsin )719mouct building d«evfTp egrss ne. Plate lnstirTPI is bated at583 Plt DF: 1.25 TC Dead 7.0 Sf Sanford, FL. 32771ComponentEnginouingby. True Engineering Co.. P.A.. 918Sounds ide Rd. Edenton NC 27932 BC Live 10.0psfO. C .: 2 - 0- 0 407) 321-0064 Fax (407) 321-3913 TPI-02/ FBC-04 TOMAS PONCE P.E. LICENSE ar005006e BC Dead 10.0 psf Code: FLA 367 Mesdamon PL Chuluots, FL 32766 TOTAL 43.0 losf v4 .7 . 32- 3R799 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobe\ ROAE3\ROANOKP- E 3\HSGRn2_nrsc l I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS1 Qty:6 DESIGN INFORMATION Thudesign is for an indnidualbuildingcomponem and has been Wed on iafomution presided bribe client. The designerdisclaimsairy mspamibiliryfordamageses a ream of faulty or income information, specifications and/ordesigns furnished tothetruss designer by theclient and the continental in accuaq ofthis information as it may relateina specirk projectand saps no responsibility in ccccises no central aith regard to fabrication, handling, shipment and installationof trusts. This trusshas been designed as an indhidual building compmem in accordance with ANSVIPI 1.1993 and NDS-97 to be incorporated as pan ofthe building design by aBuilding Designer. When mimed for appmal by thebuilding designer. thedesign lading, shww mum becheckedtobesurethatthedatashoneartinagreement Mitt the local building codes, local climatic records for wind or talon Wadi Project spxiBcatons or special applied Inds. Unless shwa tramhas nor been designed for storage or ocahpsacy Inds. The design assumes mmpr chords (topor bmmm) are moriramuly braced by sheathing unless othernise speefed. Where bottom elects in tension amnot fully brand laically by a property applied rigid ailing. they should be braced at maximumspacing of 10'-0' o.e. Con== plates shall be maatffictmul from 20 gauge hot dipped gahwnind steel meeting AA 633. Grnde 40. unless otherwiseshwa FABRICATION NOTES Prim to aWicatia, the fabricator shall mint this drawing to %wi(y that this dewing is in conformance with the & Maine$ plans and torealize a continuing responsibility for each herilletiw. Any discrepancies aree be Ito in %riling before cutting or fabrication. Plata shall not be installed mer knotholes, kn u or distortedgrain. Members shallbe cut far tight fining good in noted harm& connector plain shall be laarnd on bah form of the tnm With mil: Cady Imbedded and &hull be a)— about the Out unless otherwise shwa A 5s4 plate is 3' %ride x 4' long. A US plate is 6' wide x g' long. Sims (bola) ram paralld to the plate kngth specified. Doable ass on web member &hall mat at the cloamid of the aeDs unless otherwise shwa Ceaaeaor plate sinesamminimum duct based an the fora{ shoam and may need to beincreased for seam handling adfor elusion stresses. 71. hInns is col to belid rimtdwith fire mundmu baled liner nnlm mhernim shoua For additional information an Quality Connrd infer in ANSIrtPI 1- 1993 PRECAUTIONARY NOTES All bracing and traction rmmmnhadatio s art to be followed in accordance aith accepedtndnmry pnbiiwiom. Tema are to be bodied aith panicular are duringbinding tad hulling. drJi%wy andinstallation to avid damage. Temporary and p rmsncmbracing fro holding bats in a straight and plumb pamuce and far resisting latentform shall bedesignedand installed by ashenCamM handing is essential and cmaiem bridal; is ain ay& mquird. Normal precautionary no for trusses requires suchtemporary Haring duringinstallation besamatassa to voidtoppling anddomialling. The slip vision of erection of trmsadull be oiler the eomrl of pnmmecpaiemad in We inmet'- don oftuOCi Professional afiicedull be sm%W if needed . Concentration of consustwon lads paler thin the design loodsshall net be Appliedin Inmates at any time. No lads other thanthe ueigM of theerectors dull be applied mtnaars until eller W fastening and bracing isTO: 2x 6 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- Thies 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=0/33, HOT 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 MAR. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 171 124 -303 B Pin 2- 11- 4 1 75 109 -198 T Pin 2- 11- 4 1 53 0 -25 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 0-0 1 2 6. 00 C/ L: 2-11- 4 75# 1.50" 3. 00 Face = 0-2-8 g_ 171# 8.00" 53# 1.50" 3- 0-0 T-- T 2f 4 3 0- 10- 8 V 3-0-0 RO- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M arot n desSystems Bracing &Mum a this drawing is not caaion bracing, wind bracing. ponal bracing or dmily bracing a lich is a pan ofthe building design and width mat be consideredby thebuilding designer. Boxing shorn is fro lateral support oftruce members only to reduce bucklinglength. Prmi ns ram be made to anchorlateralbracing atadsand specified locations dnuraiand by the building designs. Additional boxing of theestnll structure nay berequired. (Sec HJB-91 ofTP0. For specific utra boxing requirements. comas building deignalTrim Plase limit= TPI is looted at 533 4005MARONDAWAYD'Onom Drim Matson. Wisconda 53719). Sanford, FL. 32771 Component Engineering by: Tram Engineering Co.. P.A., gig Scunnan- Rd. Edenton NC 27932 407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50060 367 Med2Mon PL 6hutuota, FL 32766 joint Locations 1) 0- 5- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 5- 8 WndLod per ASCE 7-02, C&C, V= 125mph, Hes 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl Len 3.0 ft W= 3.0 ft Truss in END zone, TCDL- 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 33 0.14 A 1- 3 -13 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor - 1.50 Attach with (3) 16d Toe -Nails 1- 5-6 Attach lith (2) 16d Toe -Nails Over 3 Supports Scale = 0.6161 Eng Job: WO: ROAK3 Dwg: TI: JS1 Dsgnr: TLY Chk: 18/26/2006 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ROARS\ROANOKE K 3\JS1.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS2 Qty.2 DESIGN INFORMATION 771is &sip is for an indndldibuilding mnlpmrnl ad ss Aherobd oninformation prmided by Ne client. 77e deape, di — la ma; any responsibility for damages as a radt of faulty car ircarers iam-samti speciBmtions and/or designs furnished to the truss designer by theclientandthe correctness oraccuracy ofthisinformation as it may relate to a specific project and sups no responsibility or ewds s no controlwith regard to fabrication handling shipment end installation of trusses. Thistruss has been designed ea indixidual building fmtponem in acomdanla with ANSVIPI 1-1995 and NDS-97 to beincorporatedaput ofthebuildingdesignbya BuildingDesigner. Wbco miewxd fro appmalbythe building designer. the design looding, shown must be cl—I to be sureIhet the data showrt are, in spwwnent with the local building coda, local climatic rands for wind or scow loods. project spocifatiom or apaial applied lords. Ualmghowal taus has not been designed for storage or occupancy beds. The dmp assurro compression chords ( cop or bonom) arecontinuously brandby Neuhing on ahernise sprdri d. Where bottom chords in tension are: Ict fully bread laterally by a propelly applhd rigid ailing they should be brand at a maximum sparing of I V-0' o.c. connector plates shall be marmfxturod from 20 pup M dipped phvrizd ste d timing ASTM A 653. Grade 40. uulm cthmue shown. FABRICATION NOTES Prior to fabricatiaq de fabricator Nan mim this dmring to % wily 0d this daring is in conformance with @e fkbrimtofs plans and to realice acontinuing responsa.diy for such swifiolion. Any discreparcin are to bepminarisingbeforecuttingorfabrication. Plates shall not be installed mu knothoks, knots or disum gain. Myers ddl be cm fro light filling wood in Hood bearing Connector plain shallbelocotad on bothfaro of thetruss with rails; fully imbedded and shill be sym. about the join unlmorheruise shown. A 5x4 plate is 5' (ride x V Wng A 6x8 phutis6' aide x 8' Long Sims (hole) run parallel to she plate length specified. Double erns an ntb members ddl nor at N the centroidofthewebsuessnthcruise down. Cameron plate sUcsate minimumdes based ontheforces shown sad mayrend tobe rlereaxdfor twin ladling a dfor erwiors senmCt This trots ism to be fabrinnd pith Bm retardaor treated hunbu uulm othemue down. For additional inlbrrmsico on Quality Control refer to ANS VIPI 1.1995 PRECAUTIONARY NOTES All bracing and creation recommedatiom sue, to be followed in acmrdam with acoMted idty publiatiom. Trusses ate mbe handledwuh particular caseduring banding and bundling, dclhM and iman"s- in• to noid da age. Temporary and permanent bracing for holdingtrussesin a straightand phunbpesilim and froresisting lalm fortyshall be dmgnedandinstalled by others. Careful handbag is essential anderectiors bracing isatump mQuired. Normal precautionary action fro trusses requires such temporary bracing during installation bemtea trusses to maid toppling and domilaung The supervision oferection oftrustsshallbe under the amrnl of persons experienced in the installation of tresses Professionaladvice shall be soughs if needed. Conanrstuan of construction Imdsgrater thatthe design lads shall no be applied to trusses at asp time. No Imds otherthan the height of thecanons shall be aw to trusses mailafcr allroaming andbracingis oomplerd TC: 2x 6 SP 02 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--22/0, HOT CHORD 1-3=-7/2, 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----- R-Lost BSet Vert Horiz Uplift Y Type 0- 4- 0 1 124 83 -226 B Pin 1-10- 6 1 48 73 -127 T Pin 1-10- 6 1 34 0 -15 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-7- 5 0-6- 6 Face =0- 2-8 oint Locations 1) 0- 5- 8 3) 1-11- 2 2) 1- 11- 2 4) 0- 5- 8 WndLod per ASCE 7-02, C&C, V= 125mph, Sea 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 57.3 ft SJ 1.9 ft Truss in END zone, TCDL= 0.0 psf, BCDL- 0.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 22 0.06 A 1- 3 -7 0.04 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 2 6. 00 Attach with ( 2) C/L: 1-10- 6 16d Toe -Nails 4810 1. 50" 0- 3- 13 0- 3-13 3.00 0-8- 0 N 124# 8. 00" 34# 1.50" 1-11- 2 4 3 0-10- 8 1-11- 2 R>t EXCEPT AS SHOWN PLATES ARE MiTek MT20 1 1- 2- 3 1 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale = 0.6880 OF 4 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: JS2 M a rondaSystemsBracing da one on thisdrawingisercmttimbracingwindbracing pord bracing or similar bracing ntich is a pan of 2 6 the building design andwhichmustbeconsideredbythebuildingdesigner. Bracing lateral is for latl supportoftrussD srTLY Chk 8/ / 20 0 6 members only to nedua buckling length. Pmisiots must be made to anchor lateral bracing at ends and specified TC Li16 . 0 psf Lbr DF • 1.25 locations ermined by the buildingdesigner. Additional bracing of the mtrall structure maybe required. (See Live HIB-91 p of 7PI),For spxific truss bracingrequirements. cuumcs building dcsig—t[Trss Plate maims. TPI islocated at 5g5 TC Dead 7 . 0 of Pl t DF : 1.25 4005 MARONDA WAY D'OmfrioDrne, Ma&m Wisconsin33719). P Sanford, FL. 32771 Cornpuem Engineering by: Truss Engineering Co.. P.A.. 818 Soudside PA Edemon. NC 27932 BC Live 10.0 psf O.C. : 2- 0- 0 Fax 321-3913 TOMAS PONCE D E. LICENSE WOOSO060 BC Dead10.0 psf Code: F`LA 4 367 Madamon PLMutilate, FL 32766 1 TOTAL 43.0 sf v4 . 7 .32-38813 Desicn: Matrix Analvais Profile Path: C:\TEE-LOR\Work\Jobe\ROAR3\ROA DKM R 3\JS2_nrsc I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS3 Qty:2 DESIGN INFORMATION This design is for an indnidual building compaem and has been hued on information praidcd by the client. The dmigna disclaims anyresponsibility fm damagesa a result of rawly or incorrect information, speciliations aodkr designs famished to the truss design by the client and the corrmnm or accuracy of this infomution as it may relate at a spank pWnd and asapts ne responsibilityor cvncimancans with regard to fibriation. handling shipmem and installation oftrusses. This rum has bate designed as an itdh ideal building mmpaeru in accord, stoexith ANSVIPI 1.1993 and NDS-97 tobe incorporated aspanofthebuildingdesign bya Building Designer. When nevimudforapprmnl by the building designer. the design loadings tboun must be checked to besum that the data shorn art in agreement with the kcal building codes. kcal climatic records for wind or sneer lads, prgnct podlkntions or special lads Uolcss shone. tam has not been designed forstorage oroccupancy tends. Thedesignasses= compnessiort Chords (top m bnnnm) are continuously breed by shcuhingunkaotherwise spcilled. Where bottom chards in tension are = rally braced laterally by a psoperlyapplied rigid ceiling, theyshould be heaad ata maximum spacingof I(rO' o.cConnector plates shall be manuLatued from 20 gauge but dipped gahi mod peel acting ASTM A 653. Grade 40, unitss aberwise shown. FABRICATION NOTES Prior to faaiation, the rabnintm shall mica this drawing to m* that Nisdrawingis inconfomum adth the fibriatoh plan and torealizeacontinuing responsibility for such verification. Arry discrepancies are tobe put in utiting bermeacting on fabrication. Plata Nall net be installed my kneshoics. knotsordiaortd grain. Members shall be cut fen tight fitting mood to uood baring Connector plates shall be leafedan bah fa= of the trusswithsib ftdly imbddcdand shallbesdm about the )ota udecs athernve Noun. A 5x4 plate is 3- wide x V long A6.x8 plateis 6' wide .s 8' ling Slap (holes) run parallel to the plate length specified Double cuts an wmbmembershall am at the controid ofthetreat unle owise ss othshoan. Conneeta platesinsare minimum sim bardon thefor= shown andmay nerdto be incrend fa conain handling and/or erection arsses. This mrxtis not to bembriatd with rim rerarda sttreated lumber runless atbetaix shown. Fa ddaiaal infonmtio I an Quality Control refer to ANS VIPI I. 199s PRECAUTIONARY NOTES All bracing ad anion moom rerWtions am to be folloued in aawdaae withoutpdindustry publications. Trusses am to be handled with particular are during biding and budliog delivery and imullation to mad damage. Temporary cad perms mean bracing forholdingtruss in a nought and plumb position and fen resisting lateral Tomes shall be designed and installed by others. Careful handling is essentialand erection bracing is aNids required. Norval precautionary action for trusses requires such temporary bracing during iatallatia bemeen trutxs to maid toppling and domineing The stpervision ofactionoftossesWBbeunder the control of personsevperierxaxl in the installation oftrusses. Professional advice shall be sought H aederl Coocannmion of construction lads gratathin the design lads shall nat be applied to tnts0 a any time. No loads other than the ucighl of crosscuts; ershallbe applied to trusses untilarm all fastening andWaring is TC: 2x 6 SP #2 BC: 2x 4 SP N2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-9/0, HOT CHORD 1-3=0/1, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 125mph, But 15. 0 ft, I= 1.00, Exp.Cat. B, Kilter 1.0 Bld Type= encl Les 57.3 ft W= 0.8 ft Truss in END zone, TCDL- 0.0 pelf, BCDL= 0.0 pelf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 9 0.01 A 1- 3 1 0.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 mint Locations 1) 0- 6- 8 3) 0- 9- 0 2) 0- 9- 0 4) 0- 6- 8 In -Plant Quality Assurance with Cq= 1 MAX . REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 3- 12 1 73 32 -146 B Pin 0- 8- 4 1 18 30 -50 T Pin 0- 8- 4 1 14 0 -5 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 0-9- 0 I Attach with (2) 1 2 16d Toe -Nails 6.00 I,: 0- 8- 4 1810 1. 50" I 5x6 1 1-0- 4 0-10-14 0-6- 6 Attach with ( 2) 16d Toe - Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 EMarocnda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE NW50069 367 Melon PL 6huluots, FL 22766 Face = 0- 2- 8 W 1 0- 9-0 4k I43 0-10- 8 0- 9- 0 R0- 3- 9) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Boxing thewn an this dmuing is and cmaia bracing wind bracing portal bracing or similar bracing which is a pan of the building design and uhich must be considered bythe Wilding designer. Bracing shorn is for lateral supporr of tam members only to mch buckling length, Prmizkns must be made to anchm lateral bracing at ends and specified locations determined by the Goldingdesigner. Additional bracing of the merallstructure may be required. (See HIB-91 of TPI). Fwspecific trussbracing requiremem; contan building dsgner.(Truss Plate Institute. TPI is located at 583 D'Onofrio Drive, Madman. Wisconsin 53719). Component Engiraming by Tam Engircaing Co,. P.A.. 818 Sa,m6 Rd. Edentac NC 27932 Over 3 Supports Scale = 0.6768 Eng Job: WO: ROAK3 Dwg: TI: JS3 Dsgnr:TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TATRT. Al A evaf vA 7 99—IOPI d V Design: Matrix Analvais Profile Path: C: ROAlt'i\RAANORRK 1k JR3_nrse I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS4 Qty:2 DESIGN INFORMATION This design is for to indisidud building component and has beca based on information pmided by the diem. The designs dischima any responsibility for damage ss a result of fauiyor incorrect information. svocifitatiom and/o deignspunished to the new designerbythediem and the carmoness oraccuracy of this iofmnation es it may relate to specific projen and accept, on responsrbiliy m creme on control with regard lo f sicatim4 handling, shiptrcm and instaluion ofnurses. Thistruss has beendesigned as anindnidualbuilding mmpmam inaamdartx with ANSVM 1.1995 and NDS-97 tobe incorporated a pan of the building design by a Building Deigns. Wbw miewed for apprmal by the building dedgar, the design Landings Noun man be ch ckd to be suesthatthe data shorsn are inagtamern with the Local building codes. local climatic rem rds for Mail in mow Loads, project specifications or special applied lads. Unless shwa true has end been designed ion storage oromrµvey (cods. Thedrip assumes compression chords (top mboimn) amcontinuously Loaned by shatbing unless onhawise specified. Where ban= chords intenslon are rap (ally, braew .."rally bya properlyappliMrigid «fling, theystiadd be' ru a masfmum spacing of 10'-0' o.e. Connenor pales shall be maoo6aurd from 20gaugeAct dipped phini edand meeting ASTM A 653. Grade 40. unku mlcmiw shown. FABRICATION NOTES Prim to fabrication. the faMicator "I mxiew this dnming to wily Uat thisdriving is in mnformmr a with the fabricatoh pun and to slimacontinuing responsibility for such saifiation. Any discrepancies are tohe pn is writing bcfomouting w fahriation. Plates shall am be installed oser knolholes. knots or distorted grain. Members shin be ran for tight fining wood towood bearing. Csmcaor plates shall be locatedon bah facesof the truss with .it. Ally imbedded end shall be qm. show thejoint unless dlcaise shown. A 5.x4 plate is Pwide x V Long. A6.A plate is 6' nidex 8' long. Sias (holes) run parallel to the plate Length specified. Double ens on mmernbers shall mat at the antroid ofthewebs unless other-tse sll CameponplainLivesam mieimnm a- based an the force shown and may .it to be ivaraensd for certain handling adkr crssion stresses. This truss is eta to be fabllatd with rim retardant trail lumbar unless aitcrwise shown. Fm additional information onQualityControl idler to ANSlr PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations aretobe followed in accordance with acceptrd industry publications. Trosss am to be hadkd with paniodar are during banding and budding, delixey and i-alLtion lo noid damage. Temporary and pena- bracing fa Adding 1nnYL in a "gist and plumb position and fm resisting Lateral formes shall be designed and installed by when CwdW handling isessential and section bracing is dna)s required. Normal precautionary onion for trussesrequiressuch temporary bracingduring iavduitaa betneca unites lo nwid toppling and dominoitng. Thesupervisionoferectionofunsses shallbeunder the control ofpersonsCxpefklaned in the installation of trusses Prokssio al ndsice shall he sought if ondmiCooaotntion of wnstnrtfon Inds grater than the designLoads shallnon be applied to tr octet; in any time. No loads other than the weigtu of the ere tomshall he applied tot' amid all. W tiuu-ing andbracing is d TC: 2x 4 SP #2 BC: 2x 4 SP N2 WB: 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. MAR. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 143 48 -263 B Pin 1- 7- 0 1 60 17 -130 T Pin 1- 7- 0 1 13 0 -7 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 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. In - Plant Quality Assurance with Cq= 1 FORCES ( lb) - Max Conpression/Max Tension TOP CHORD 1-2=-3/3, BUT CHORD 4-0=-6/6,0-3=-1/l, Webs 0-0=-4/5, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI 0- 0 5 0.00 C 1- 8-4 1 2 4. 00 C/ L: 1- 7- 0 60 2.50" 5x8 1- 4-1 0- 6-6 F 0- 2-1 2. 00 0- 8- 0 143N 8.00" 13N 2.50" 11, 1-8-4 V 4 3 1- 6-0 1-8-4 RI- 5-13) 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: hMarondaSystemsBracingshownanthisdrawingismaerectionbracing. wind bracing portal bracing orsimilarbracing which is a pan of the building design and utich must be consideredby the building designer. Bracing shoe is fm lateral suppon of trussmembers onlytoreduce buckling length. Pr visionsmum be mark to anchor lateral bracingin ends and specifiedkcalioruf derenniacd by the building designer. Additional bracing of the mcrall stnctme ray be required. (Sec HIB-91 of MIFmspaifc trim bracing requireenc u. course: building designer,ffnm Poe Institute. TPI is located at 582 4005MARONDAWAYDXhWrioDrimMadison, Wisconsin 53719). Sanford, FL. 32771 Component Enginesing by: Truss EngineeringCo.. P.A.. 918 Soundside PA Ederuon. NC 27922 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $0005006e 367 Medamoss PL Chutuota, FL 32766 mint Locations 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 Right End vertical designed for wind. WndLod per ASCE 7-02, C&C, V= 125mph, Hea 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 38.0 ft W= 1.7 ft Truss in END zone, TCDL= 0.0 paf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3 0.00 A 4- 0 -6 0.00 Cr 0- 3 -1 0.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Attach with (2) 16d Toe -Nails T 0- 1J1- 1 T Attih with (2) Ate - Nails Over 3 Supports Scale = 0.7149 Eng Job: WO: ROAK3 Dwg: TI: JS4 Dsgnr: TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BCLive10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JSGRDI Qty:2 DESIGN INFORMATION This design is for an individual bolding mnponem and has boar based on inibmisnion provided by the client. The designer dischaiaa any responsibility for damugn as a result of faWry or incorrect infortatim specifications and/ordesigns fhrnished to the tom designerbythe clieru andthecons nlessor accuracyofthis information as it may rebue m spcdlk pno cci and accepts an respo sibifiry - e¢rasu oa control with regard to fabrication. handling shipment and installation of tntmea Thistrio hasbeendr9gned asan ind""b dbolding mnmlpaleNinafxdance mith ANSVfPI 1.1995 and NDS-97 tobe incorporated as part of the building design by a Building Designer. Whenn,vieutd for appro,21 by the building design", the design loadings drouw corm be darted tobe sure thatthe data shun are in agreement with the local building coded. low climatic records for wind or cow loads, pmjm Wesifknlions or special applied finds. Unless shmn truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop in baton) are continuously batd by shwhing nnlai alic-ise spairi d. Where bottomchordsintension are m wy braced hx"ally by a properly applied rigid caning, they shmdd be bmoed at a maximum spacing of I0'-0' o.c. Connector plates shall be rninufa i ed from 20 gauge M dipped gahnnic d Cal meeting ASTM A 653. Grade 40. udm otherwise Noun FABRICATION NOTES Prior to fabrication. the fabricator Nall mien this droning to verify thin this drawing is in codbrosince Pith the febriaro/s plansand torealize acontinuing responsibility for such %wifi cation. Airy discrepancies an, to be pm in writing More ceding or fabrication. Plan Nail as be installed my Wuhdm lane, or distorted grain. Members Nall bead fa tight naing nand to wood baring. ConnatorPlates shall be lowed onbah form of the Inn aiN nails fully imbedded and Nall be sym. about the joint unlm other ore slnan A 5s4 plate is S' nice x 4' long. A Gve pale is6' wide s 8' long. Slots (holes) not Parallel lo the Plane length specifkd Double ads on webmembers Nan meet at the centrdd ofthe uebsunless aheerwise shown Cmnnala plate su e3 are minimun sizes based on the form [boom and may need to be increased forcertain handling and/orcream CR>KS Thattest isasto be fabricated with fire retardant to anod limit= no otherwise span For additional infommim m Quality Control ref" to ANSVIPI 1.1993 PRECAUTIONARY NOTES All bracingandcseaim recommendations are to be followed in aaoNance with accepted industry publications. Trt® are to be handled Pith particular are during banding and bundling ddi\try and insmlWion toavoiddamage. Temporary and perrrmant bracing for holding trucca in a straight and plumb position and for resisting lateral form Nall be designed and installedbyotb"a. Casefi l handling isc-uialand creationbracing isaloraysrequired. Normalprecautionary action for torso require such temporary bracing during installation bemuntrames to noid toppling and dominoing. The sapnrision oaferection of buses shall be underthe control ofpctmns -pericnRd inthe installation oftrmLt Professional advice shall besought ifneeded Concentration ofmmmctimloads gnatcr than the design bads droll notbeapplied to musesatany time. No Inds other than the wtight of the "coon shall be applied to trim until and all fastening and bracing is TC: 2x 4 SP 42 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP H3 Shim or wedge if necessary to achieve full2x4SPQ24- 4 bearing. All COMPRESSION Chords are assumed to be In -Plant Quality Assurance with CT- 1 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- RightEnd vertical designed for wind. X-Loc BSet Vert Horiz Uplift Y Type WndI,od per ASCE 7-02, C&C, V= 125mph, 0- 4-13 1 362 173 -511 B Pin Bea 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 5- 2- 4 1 231 0 -362 B H Roll Bld Type= encl L= 57.3 ft W= 5.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2--63/25, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr HOT CHORD 4-0=-265/174,0-3ce-24/21, 3- 2 254 0.09 C 0- 0 248 0.39 C Weba 3-2--101/254,0-0--169/248, 2-2-9 0-6-1 5-3-0 3.33 160# 1.68 joint Locations 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -60 2- 0- 5 BC Vert L+D -13 2- 0- 5 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -63 0.34 C 4- 0 -265 0.35 0- 3 -24 0.46 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.16/xxx 0.04/xxx 4 BOriz. -0.03 -0.05 NA Max DL Deflection L/xxx = -0.12 Long term deflection factor - 1.50 2x4 0 362# 9.56" 237# 1.50" 5-3-0 , 4 3 1-7-9 5-3-0 111- 8- 5) 13# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shun on this droving is not ctWim bracing wind boring penal bracing or dmilar bracing wititb i3 pan of the building design and utich must be considered by the bolding designer. Bracing shown is forlateral support oftorn members only to reducc buckling length. Rmisions must be made to anchor hmeral bracing at ends and specified locations dcteomined by the buiWall designer. Additional bracing ofthe meroll strtrtuse may be required. (Sot IHB-91 ofTPf).Fw specifictom bracing requirements. concoct buildingdesigar.(Tnm PlateImtimer TPI is located at Sea4005MARONDAWAYD'Onof-Dri..Madison. Wisconsin 53719). Sanford, FL. 32771 Co.,oneem Engiaming by: Tom Engineering Co.. P.A.. 918 Sound slde Rd. FAwoq NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Or0050068 367 MadaMon PL 6huluota, FL 32766 Attach with (4) 16d Toe -Nails 0-7-8 ill Attach with (2) 16d Toe -Nails Eng Job: DSfg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.5789 WO: ROAK3 TI: JSGRD1 8/26/2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32-38803 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\JSGRDl.prx I 'Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JSGRD2 Qty:2 DESIGN INFORMATION This design is for an individual building component and has been bred on irdormatWn provided by the dime. The design dis aims any responsibility for damages as moll of faulty or incorrect informatomq g canwiaO and/or design firoished to the truss design bythe diem andthe corttarcssor accuracy ofthisinformation as it my relate to s specific project and aoccpa no responsibility or aysrcises no control with regard to fabrication. handling shiprnem and installation of uustca. This washasboo designed asan individualbuilding comporem inaccordance withANSVIPI 1.1995 and NDS-97 to be inmrponted a pan ofthe building design by a Bulld)eg Design. When reviewed for am meal by the building design, the design Icodinga show. must becheckedtobesomethatthedatashownareinagreement with the load building codes, local climatic records for wind or snow loads, project specification or, special applied lode Unlessshows truss has not beendesigned for amporomrpnrtcy Wods. The design assmtotes compression chords (top on, boom) are continuously booed by sbewlung,,nless ott a iu specified. whee bottom chords in tension are net fully bated Laterally by a PropWy apfdied rigid ailing they should be brand at masimmm spacing of 10`-0' o.a Commo plat. shall be mtavuberured from 20 gauge hot dipped phvnized sal mating ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fib iauon the fabricatorStan reviewthis drawing; to verity that this drawing is in onnkcromma with the wricames plan and to realim acontinuing responsibility for such verification. Any disoepancies are to be put in writing before outing or fabrication. Plates shall eel be installed over knotholes, knots or distorted grain. Members shall be an for light fining wood to wood bearing. Ctmoaor Plata shall be looted on both fan of the truss with rails fully imbedded and shall be sym. show thejoint onkssotherwise sbwn A ds4 plate is3' wide s 4' long A 6.sg plate is 6' wide a S' Wag Slots (holes) run pamltl to the platelength specified. Doublecuts on web ma . stall anal at the centroW of the webs unless othannse sbwn Cocoon Plate sin are minimum sias based on the foray shown and may need tobe utaasd forccnain handling andlcr umiooarasn This muss isno to be fibriated with fin retardam treated lumber undat otherwise shown. For additional information on Quality Control refer to ANSVIPI 1.1993 PRECAUTIONARY NOTES All bracing anderection recormrmradmiou am tobe followed in laardarce with oaeptm industry publications Trusses am to be handled with particular can during banding and dulling delivery and installation to neid damage. Temporary andpermanent bracing for holding tosses in astraight and plumb laxam and forre fisting lateral forashill be designed and installed by ahem. careOd handling is essential and erCerWm bracing a always required Normal precautionary actionfor trusses requires such emporamy lncngduring insWlatioo her- tnmo to void toppling and doudnoing. The supervision ofacaismoftames shall be under the nmtrol of pawn aperaad in the installation ofrussaa Prof sio al ndv;a shall be sought ifneeded. ConceotmtWoofconstruaion Wadsgreater than the design hods still not be applied to tomes at arty time. No Icads other than the weight ofthe erector shall be applied to losses untiland alllistening and bracng 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, C&C, V- 125mph, 8- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 57.3 ft W= 5.2 ft Truss in END atone, 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 EXCEPT AS SHOWN PLATES ARE MiTek MT20 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----- X-Loc BSet Vert Horic Uplift Y Type 0- 4-13 1 364 171 -509 B Pin 5- 2- 4 1 276 0 -360 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--65/32, HOT CHORD 4-0=-281/182,0-3=-25/24, Wabs 3-2=-126/261,0-0=-179/266, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.07/310 0.07/637 1 Horic. -0.03 -0.05 NA Max DL Deflection L/413 = 0.00 Long term deflection factor = 1.50 5-3-0 2 I 3.33 148# 1 189 2x4 1.68 joint Locations 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -18 1- 4- 4 TC Vert L+D -48 3- 7- 4 BC Vert L+D -14 1- 4- 4 BC Vert L+D -34 3- 1- 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 T 1-4-6 1 t 0-7-2 1 3644 9.56" 276# 1.50" 1. 5-3-0 ,. 1-7-9 5-3-0 RI- 8- 5) 144 34# WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Ma ro nbra Systems ERECTING CONTRACTOR. BRACING WARNING: Boring shown canthis drnsing is not erection bracing wind bracing portal bracing orsimilar bracing which is a pan of the building design and which nuns be considered by the building design. Bracing lown is for lateral suppon of Irtm members only totoI tickling leng h. Provisious must he made toanchor lateral bracing at ends and specified location determined by the Wilding design. Additional bracing of [be overall structure may be required. (Sol HIB-91 ofTPO.Fur trust, bracing contact building bra gn.(f ua Rate l st toe TPI is located an38J4005MARONDAWAYD'Onofrio Drive,e,hoMadisoq Wisconsin 33719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050066 367 ModalBon PL Chu(Dota, FL 22766 Component Engineering by. Truss Engineering Co., P.A., 918 Seundside RA Edenton, NC 27932 Attach with (2) 16d Toe -Nails Eng Job: Dwg: Dsanr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.4547 WO: ROAK3 TI: JSGRD2 8/26/2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32-38804 I 'Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHS1 Qty:l DESIGN INFORMATION Thisdesign isfaran individual buildingoomporcotand has been based oninfomutim providedbytheclient. The designer disclaims any nsponability for damages aa resat of holly or inooncet infon um. spailfesriom and/or designs nook to thetruss designer bythe dialt and the cwsmnm or accuracy of this informatimt as 11 may relate to sprdfic prgep and accepts no responsibility orcvetcises nommml with regard to labriatioo, handling, shipmentand installation of muss. This tamhasbens designed asan indnidualbuilding in accord- with ANSVTPI 1.1993 and NDS-97 tobeincorporated as pan ofthebuilding design by Building Designer. When rniewed for approval by the building designer. the design loadings shown most be bod:d tobe etas that the datashmm em in agmememwuh the local building; codes. local climatic records fa wind or snow Wads, pm)wspecifiaumet or special applied loads. Unless slaowm, tram has red ban designed for storage or ooapancyWads. The design nssttmes compnession chords (tap car bottom) an continuously braced by sheathing mlm otherwise spanned When bottom lards in tension are m hotly htacd Wenlly. by a properly applied rigid ailing they should be braced n madmum spacing of I0'.0" o.c Connector plates shall be mane ured (roan 20 gauge hot flipped gohaniad =1 Bening ASTM A 653. Grade 40. unless otherwise sbown FABRICATION NOTES Prim to fahtialim, the fabricator shall miew this doming to verifythat this drawing is in oonfotmancewith the labriatWs plans andon realisea continuingrespectability for such verification. Any discrepancies an to be par in writing bcfom cutting or fabrication. Plates shall not be installed over kornahoLeatads ordinoned grain. Members shall beanfa tight niting wood to wood boring. Commor pales Nan be located on bah flaw of the tram with nails fully imbedded aid shall be s)os about t ejointuulmotherwise strowo. A 3x4 plate is3' wide x 4' long. A 6.rbplate is 6' wide x 8' log. Slots (holes) nor, panlld to the place Length specified. Double arts on web members shall roes a the c moid of the webs unless tha ow(se shown. Couneaor plate sim areminimumLm based on the forces Kowa and may need to be incmased for certainhandling and/or anionMesses. This tramis mto be fabriWd with norretardant trade unless otha rtsc Nova For additional infmrtmWo onQuahity Control refer to ANSV171 1. 1993 PRECAUTIONARY NOTES An Wacing and cream recomme daiores an to be followed in accord, with accepted industry publications. Trusses an to be handled with particular are during banding and bundling delivery and urdalbuion to avoiddamageTemporary, and ry7manarl bracing for bolding tn® in a straight and plumb position and for residinglateral form shall be designed and installed by others. Capful handling is essential and mention bracingis ahva)a required. Normal prcauWnary action fa 1ratYt requires such temporary boring during insunation betwrto mores to avoid toppling and domincting. The mpenis m of amionof (rtmes Nall be wrier the around of personal; aperiencd in the installation or tomes. ProfessiwW advice Nall be scogtu if traded. Cmamrlem of cormrtrm tomb greater than he design Ia.& shall net beappliedto trusses atartylithe. No lords calla than the plight of the erectors shall be applied totruss= until alter allfastaring andbracing is TC: 2x 4 SP N2 2x 6 SP #2 2- 4 BC: 2x 4 SP 02 WB: 2x 4 SP H3 2x 4 SP #2 2- 6,4- 6,0- 0 l: 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, Kzt= 1.0 Bld Type= encl L= 18.8 ft W= 18.8 ft Truss in END zone, TCDL= 0.0 paf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-2192/1897,2-3=-2146/1734, 3- 4=-2146/1733, HOT CHORD 1-0=-1274/1321,0-7=-1797/1966, 7- 6=-1822/2002,6-5=-33/42, Webs 2-7=-480/683,2-6=0/198, 6- 3=-362/368,6-4=-1757/2228,5-4--24/102, 0- 0=0/0,1-0=-522/611, 3- 9-3 0- 6- 6 EXCEPT AS SHOWN PLATES 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. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 4- 6 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 1ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace Bunt extend at least 90% of web length 2x6 Brace required on any web exceeding 141. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 7 683 0.22 C 6- 4 2228 0.91 C 2- 6 198 0.03 C 5- 4 102 0.06 C 6- 3 368 0.09 C 1- 0 611 0.22 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.14/906-0.28/781 6-7 Boriz. 0.04 0.09 NA Max DL Deflection L/999 = -0.14 Long term deflection factor - 1.50 mint Locations 1) 0- 0- 0 4) 18- 9- 0 7) 6- 3-11 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 3) 12- 4- 8 6) 12- 4- 8 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(a): 6 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 854 210 -849 B Pin 18- 11- 0 1 807 0 -616 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2192 0.66 A 1- 0 1321 0.36 2- 3 -2146 0.37 A 0- 7 1966 0.46 3- 4 -2146 0.38 A 7- 6 2002 0.60 6- 5 42 0.26 6- 0-0 12-9-0 0 8 1 2 3 4 6. 00 3. 00 0- 8-0 854N 6- 3-11 8 210- 0 RO- 11-12) Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAtS PONCE P.E. LICENSE WOOS 068 367 Medst!Bm PL Chuluots, FL 32760 2- 1-7 0_-_8 4 3- 0-14 3-6-6 1- 4-15 807H 3.00" MT20 Scale = 0.2509 IING: Eng Job: WO: ROAK3 ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ING CONTRACTOR. BRACING WARNING: DWg: TI: MHS1 Kowa on this drawing is not erection bracing. wind bracing postal bracing or similar brndng which is aPon of 2 6 ingdesignandwhichmudbeconsideredbythebuildingdesigns. Bracing shown is for lateral suppon of tram D9r : TLY C)1)C ' 8 / / 2 00 6 my to r I buckling length. Prmisim must be made to anchor [atent] bracing at ends and spe ind determined by thebuilding designer. Additional bracing of themonell amauremay be required. (Sec HIB-91 TC Live 16.0 psf Lbr DF : 1.25 or spe ifrc tram bracing requirements. contaet building destgm.(Tnm Rate Institute. TPI is located at S83 TC Dead 7.0 0psf Pl tDF : 1.25 oDrive. Madison. Wisconsin 33719). p O.C. : 2- 0- 0 rawEngirovingby: TnsssEnginering Co.. P.A.. 913 Salndside Rd, Edenton, NC 27932 BC Live 10.0 psf TPZ-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.32-48808 I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHS2 Qty:2 DESIGN INFORMATION Thisdesign isforan indhidual buildingamtpneect and has been brand on infmmuion pmidnd by the than. The desiguer disdnimsaay responsibilityfordamagesma truth of faulty or immmed infomation. specifications, attdfor design htmished to Ihtruss designerbythe thou andthe cortesmmor accuracy ofthis infomsvilm as if nay reWe to specifk project and atestpts ne responaibiliy orccercises nocontrol nith regard to fibriotiou. handlingshipmuandinstillation of t ms"' This tramhasbeen designed asan indnidrdbuilding mrr I inaccord, With ANSVM 1.1993 and NDS•97 mbe incorporated as pan ofthe building design by aBuilding Designer. When rnieord for apprmal by the building designer. the design loadings shown must be edterdud tobe surehthatthedatasham are in agm== witb the loch building code:. local dirmtfc records for wind assnowInds, project sp eciflo, = or special applied finds. Unless doaa. mea but net been designed for storage aoccupancy Inds. The deign rrssuma watymion chords (top or bottom) are commuously braced by d"hing codes othctuise spasifkd. Where bottom chords in tension ore not furry braced laterally by a property applied rigid wiling• shy IhwW be broad m . madmwapodng of lass• o.c ConneetarplateShan be nannfaauttd from 20 gauge fir dipped phanixd owl meeting ASTM A 653. Grade 40. unless ahcnise sham. FABRICATION NOTES Prior m fabriutim the &*rim or shall micro this drawingto %vr4that this dmsing isin conformance with the fabricators plans and to reatim . mmi uml; responsibility fm such serinotion. Any divarpondes are tobepm in %•rilingbefore acting or fabrication. Plates shall not be installed oars knotholes. knots or disored grain. Members shall be at for light Biting %mod to wood baring. Connector plates shaft be loafed ou both fans of the tram with calls fully imbedded and shall be tyrn. about thejoin unlm otherwise sh%m. A 5<4 plate is 5• wide c 4*long. A 6s8 plae is6' wider 8• long. Slots (bola) run parallel m the plate length specified. Double cuts on webmembers shall mus m the eeuumid of the %rho an'm End= is shown. =or plate sirs are minimmn simbasedM the forest ihmrm and may need tobe increases) forcertain handling and/orerection tlnrffi. This trust is not lobe fabriald nine fire reurdam treated lumber unless ahe-is: shorn. For additional information ou Quality Control rder to ANSVfPI 14"31 PRECAUTIONARY NOTES All bracing and creaion rmom n&tiom arc to be followed in accordancewine acceptedindustry publications. Tmsses - m be handled wilb {articular cart duringboding and bundling defisery Brad Instillation tomaiddamage. Temporary and permanent bracing for holding trltases in a straight and plumb positionand forresisting lateral forces shall be designed and installed by others CardW handling isessential and erectionbracing isalna)•smpirnd. Normalprecautionary action for .ruserequires suchtemporarybracing daring installation barren truss to nmid toppling and daminaing. The mpnision oferectionoftruntses dull be under the corral of pawns espericno ed in the Installation oftrusses. RWmioral adsice shall besought ifended. Concentration ofconstruction Inds grsaner than the design Indsshall not be applied to trussesInany time. No Inds other than the %right of the erectors shill be appliedtotrues umilafter all fasawergandbracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 0- 0 Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. MAR. REACTIONS PER BEARING LOCATION----- R-Loot BSet Vert Horiz Uplift Y Type 0- 4- 0 1 468 234 -396 B Pin 10-10-12 1 460 0 -624 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 0.17/735 0.17/735 3-2 Horiz. -0.02 -0.03 NA Max DL Deflection L/999 In 0.00 Long term deflection factor In 1.50 4-3-3 0-6-6 a, t 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. WndLod per ASCE 7-02, C&C, V- 125mph, H= 15.0 ft, Iee 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L= 38.0 ft W= 11.0 ft Trues in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1287 0.46 A 1- 0 -918 0.27 2- 3 -130 0.32 A 0- 5 -1390 0.35 5- 4 -1306 0.40 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 215 0.07 C 4- 3 198 0.12 C 2- 4 1271 0.59 C 1- 0 -472 0.15 C oint Locations 1) 0- 0- 0 3) 10- 6-12 5) 5- 4- 9 2) 5- 4- 9 4) 10- 6-12 6) 0- 0- 0 Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1287/1273,2-3=-130/97, HOT CHORD 1-0--918/857,0-5--1390/1203, 5-4=-1386/1202, Webs 5-2--49/215,2-4--1090/1271, 4-3--57/198,0-0=-270/179,1-0=-472/328, 0- 11-0-0 1 2 3 4.00 0-8-0 468# 8.00" 2.00 460# 2.50" 10-8-8 6 5 4 1- 4- 8_ t, 10-8-8 0- 8 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 ERECTING CONTRACTOR, BRACING WARNING: Dwg: Ma ro nd a Systems Bredng shoum on this drawing is m erection boxing %ind bracing ponnl bracing or similar boxing utich is a Ian of D a r TLY Chkthebuildingdesignandwrmwhichmbeconsideredbythebuildingdesigner. Boxh Bracing sun isforlateral supportof trussInenubers onlyto rednree bucklinglength, Prmisio ns corm be made to anchor lateral bracing mends and spxirmd locatiom determined by the building designer. Additional bracing of the merall strnaum may be required. (See HM-91 TC Live 16.0 psf of TPH.For specific truss bracing requirements. mnw building designer.(Troa Plate Imo ritutc. TPI is locatedat5834005MARONDA WAY D•Orofri Dri.r.Madison.Wismncin53719). TC Dead 7.0 psf Sanford, FL. 32771 Component Engineering by: Tram Engineering Co.. P.A., 919So udsidePA Edemon, NC27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE wa0050069 BC Dead 10.0 psf 367 MedaHlon PL C. huluots, FL 32766 TOTAL43.0 losf 4-0-6 Scale = 0.3739 WO: ROAK3 TI: MHS2 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA l I 'Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHS3 Qty:2 DESIGN INFORMATION This design is fat on indnidoal Wilding omponem and has bee bud as wormation presided by the client. The designer dictaias soy responsibility for damages as result of faulty m incernect information, specifications and/or designs htmishd to the truss designer by the dial and the mrratrcss or accuracy of this information as it may rclme in a specific pmjas and cceps ag respmsibility or exereiscs ne mntrai with regard to Mrication. handling Wpnw and insmILvion oftrOf$. Thistruss hasboa designed as an irmt-dual building maomporetinaordanion with ANSVIPI 1.1995&d NDS-97 tobe inmspontcd as partofthe building design by a Building Designer. When mvicrd for apprmal by the building designer. rho design landings sham mum be rhwked to be sure that the data steam are in agreemad aim the local Wilding room, local dimatic reards fa mind orsaga, loads, projra Roci0otionsor special appliedload. uokss shear tsui s has not ben designed fastorage oroccupancy beds. Thedesign astumes compression chords mop in bottom) are continuously by sheathing unless Memise specified. Where bottom chords in tension ore nor fully bread laterally by property applied rigid ceiling they should be hnacd at madmum spacingof10.0' o.c Connector Wars mall be mawhamd from 20gauge hat dipped phanindreed metaing ASTM A653. Grade 40. unlea etheruise steam. FABRICATION NOTES Prior to fabrication, the fabrimtor shall review this diming to %tr4 that this drawing isinconformance with the 6buicantes plans, and tomall= acontinuing responsibility for such %wiliotion. Anydiscrepancies are to be pm in writing before waling or fabrication. Plates shall not be installed rev knot mks. knotsordistoned grain. Membersshall be at for tightfittingwood to tr od bearing Connector plates dull be looted an both fins of the lints with rails fully imbedded and &ball be qsr. &bout thejoins anleo mhamiseshown A Us plate is 3' wide x V king A 6%S plate is 6' wide x g' long. Shan (holes) r® parallel to the Ware lengthspecified Double amon web ncnI shall mat at the oadruid of the webs unless othemin shoum. Currant plate goes are minimum sort lasedoa the fortes shownand may reed to be iocia, fat amain handling and/or cream n dresses. Thisurea is cot tobe fabriotd with fire rerardam traded heather unless othmwise &Mum. For additional information onQuality Control refm to ANSVfPI 1.1993 PRECAUTIONARY NOTES AB bracing and ercdim rmommmdarions are tobe foamed in acoardance withaoteped industry prMiotioos Tmmcs are to be hsdled with particular oatduringbanding and bundling ddiseryand installation to amid damage. Temporary and permanent bracing fat holding truces in a straight and plumb positionand fat resistingLarval forts shall bedesigned and insulled byothers. Careful handling isretrial and ma]io bracing is strays required. Normal pummiorwy make fat russet rNulres such taoporsq bracing during installation betamem trues toavid toppling and dortinoing Thestrpn'Won ofminionofinduct shall be under the control of pages veperennmd in the ina,"at of trams. Professional adwo shall be sought ifceded Concentrationofam ruction Inds grater than the design loadsBall not be applied to trusses or any time. No loads odor than the weigh ofthe cream shall be applied to tomes until ells all fastening and bracing is completed TC: 2x 4 SP H2 BC: 2x 4 SP N2 WB: 2x 4 SP 03 2x 4 SP N2 .7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, Ven 125mph, Bea 15.0 ft, Ien 1.00, Exp.Cat. B, Kzt= 1.0 Bld Typeee encl Ler 39.0 ft W= 11.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDLum 0.0 paf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 -274 0.08 C 5- 4 -379 0.13 C 6- 3 132 0.03 C 0- 0 168 0.09 C 6- 4 786 0.25 C 3-3-3 F 0-6--6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- S-Loc BSet Vert Bori: Uplift Y Type 0- 4- 0 1 545 125 -485 B Pin 10-10-12 1 465 0 -375 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1082 0.18 A 7- 0 845 0.26 2- 3 -794 0.23 A 0- 6 1038 0.36 3- 4 -724 0.16 A 6- 5 38 0.15 mint 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=-8ll/1038, 6-5--34/38, Webs 2-6=-274/269,6-3=-57/l32, 6-4=-624/786,5-4=-379/338,0-0=-130/168, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.05/999-0.09/999 6-0 Karim. 0.01 0.03 NA Max DL Deflection L/999 a -0.04 Long term deflection factor - 1.50 7-6-0 1, 3-6-0 4.00 2.00 0-8-0 545M 8.00" 465M 2.50" 1, 7-4-4 3- 7-12 1-4-8 t I1-0-0-00 R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4860 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda SysteMS ERECTING CONTRACTOR, BRACING WARNING: Bracing thoan o Nis dewing ism erection bracing, wind bracing portal boring or sim;tar bracing wiuirt ism pan of the building deign and minion most be considered by the building designer. Bracing shown is for lateral support of truss nrembas only tord= buckling knph. Precisions mum be made to anchor lateral bracing at ends and specified A locations dae arm d by the Wilding designer. Additional bracing of the oserall arcture may be required. (Sec RIB-91 ofTPO.For specific trust bracing regulremenrs. onad buildingdoge r.(Truss Plain lnsuMe. TPI is Iocaled at $934005MARONDAWAYD•Onofrio Dim Mdison. Wisons n33719). Sanford, FL. 32771 Coiponem Engiuming by: Tram Engineering Co.. P.A., SIS So udside Rd. Edemon. NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050060 367 Medamon PL Chuluota, FL 32766 Design: Matrix Analysis Profile Path: C:\TES-LOK\Work\Jobs\ROAK9\ROANOKE K 3\MHS3. Eng Job: WO: ROAK3 Dwg: TI: MHS3 Dsgnr:TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-38808 torte I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHSGRD1 Qty:2 DESIGN INFORMATION This design is for anirdiwidual building compose andhasbeenbaldoninformationprmidedbythedim. The designerdisch, onsoy nspmmibiliry, fordamages a a perdu of faulty or iomrrm Informations,specif{ations and/or designs famished to the tr n designer bythe diem andthe artmnm or accuracy ofthis information as it may relate o aspecific psojes and accepts co responsibility oreaocises no control with regard" 6briotioq handlingshipment and itwallation oftrusses. Thistruss hasbeen designed asan iMhidualbuildingcomponentinaaardamoewithANSVM1.1995 and NDS-97 to be incorporated as pan of the building design bya Building Designer. When reviewed fen appront by the building designer. the design loadings Wwn muss be halted to be surethat the data shown ere in agreement nub the local building codes, loaf dimmk paned, for wind or sow loads, project sprm7fotiom or special applied bads Unlm Nowik truss has rabeen designed fenstorage or occupancy lands. Thedesign asstrmes mrnpr®on chords (top orbottom) arecontinuously braced by that" unkaoth ram specified. Where basamchordsintensionare not fullybracts laterally by a property applied rigid ailing they should be bead m a a atiomspodngofIm0•-0' o.c Connector planesshall be manufactured from 20 page hot dipped phanind stal renting ASTM A653. Grade 40. unlen ott-ise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall miew this dewing to Laity that this diving is inconf-not with the fabricator'splans and tomalice acontinuing responsibility for such scrifiaum Anyd:xreporcks are to beput in writingbefore cuttingor fabrication. Plates shall not be Installed my k od oles. knots or throned grain. Members shallbecm for tight finingand to wood baring Connector PulesNallbe baldon bahfins of the news with nails ftdly imbedded and shall be sym. about tbejoin umkn otherwise drown. A U4 plate is V wide x 4' long A 6.sgplateis6' wide x g' long Sim (holes) nm parallel to the plate length specified. Double am an wry memberNall men at the eemroidof thewwbs asks otherwise shown Connector pule den are -a- I dens basil co the farm Nneedto and maynbeirtctastdfor conies handling and/or erection rowuesses. This an is rat to be fabricated with fire rcrardam unmd lumber unless otherwise Moan. Far additional information on Quality Control refer toANSVIPI 1-1995 PRECAUTIONARY NOTES AB hradng and creation recommendations are to be followed in rmrdance with accepted industry publiatiows Trusses are to be handled with partkular are during boding and bndlingddisvy and ino,"mico to void damage. 7enrparrry andpermaxmbracingfar holdingtrusses in a straight and plumb position and far resisting Lateral form doll be designedand installed by others. Careful handling is essential and anion bracing is alwi)s required. Normal precautionaryaction for usrsa requires such temporary bracingduring installation between trusses to noid toppling and domminaiagTheaper idoo of amim of teases shall be under the antral of platy cpcncnmd in the installation of tenses. Rolcuiaal adaice shall be sought if needed. Concentration of cares: ructionInds grater than the design Inds shall not be applied totrussat any timeNobadsother than the weight of the fasten Wit be applied to tnaum until after all fawning and bracing is CanopiesdTC: 2x 4 SP # 2 bMTIPLE LOADS -- This design is the BC: 2x 4 SP 02 D composite result of multiple loads. WB: 2x 4 SP #3 Right End vertical designed for wind. 2x 4 SP #2 2- 4,6- 6 WndLod per ASCE 7-02, C&C, V= 125mph, All COMPRESSION Chords are assumed to be H= 15.0 ft, Ice 1.00, Exp.Cat. B, Kzt= 1.0 continuously braced unless noted otherwise. Bld Type= encl I.= 38.0 ft W- 11.0 ft Truss This 1-PLY Hip Master designed to carry in END zone, TCDLer 0.0 psf, BCDL= 0.0 psf 3' 0" open jacks (no webs) across center Impact Resistant Covering and/or Glazing Req and Hip Jack Truss framedtoBCSupportedspanbasedonint. wind zone. In -Plant Quality Assurance with Cq= 1 Bracing Schedule: In -Plant Quality Assurance, per Webs Brace Pt Joint to Joint sec. 3.2.4 of TPI-1-02, for joint(s): 1/2 2- 4 4 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/MaxTension1%4 continuous lateral bracing attached with TOP CHORD 1-2=-2674/425,2-3=0/31, 2- 1Id nails each member where shown.Bracing HOT CHORD 6-0=-302/ 1810,0-5=-395/2542, MUST be positioned to provide equal unbraced 5-4=-393/2319, segmentsOR2x4 "T" brace may be nailed flat Webs 5-2ce-8/957, 2-4ce-2346/398, to edge of web with 12d nails spaced 8" o.c. 4-3=-206/74,0- 0=-94/720, Brace must extend at least 90% of web length WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. Cr 2x6 Brace required on any web exceeding 141. 5- 2 957 0.31C4- 3 -206 0.04 C--------GLOBAL MAX DEFLECTIONS--------- 2- 4 -2346 0.46 C 0- 0 720 0.62 C LL TL in./Ratio in./Ratio Jnt( s). I.Span-0.24/496- 0.50/240 4-5 Horiz. 0.06 0.11 NA Max DL Deflection L/467 - - 0.26 Long term deflection factor = 1. 50 1 0-6-6 2- 3-3 mint Locations1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 - 1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 BC Vert L+D -40 0- 0- 0 -40 4- 6- 0 BC Vert L+D -47 4- 6- 0 -47 11- 0- 0 Concentrated LBS Location BC Vert L+D -513 4- 6- 0 MAR. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 887 - 62 -315 B Pin 10-10-12 1 734 0 -139 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -2674 0.62 C 6- 0 1810 0.55 2- 3 31 0.76 C 0- 5 2542 0.93 5- 4 2319 0.95 4-6-0 6-6- 0 1 2 3 4.00 0-8-0 887# 8. 00" M 734# 2.50" 4- 4- 4 6- 7- 12 6 5 4 1-4- 8 11-0- 0 Ic RI- 6) 513.1# EXCEPT AS SHOWN PLATES AREMireMT20WARNING: Eng Job: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAPING TO BE GIVEN TO CM:aronda Systems A ERECTING CONTRACTOR, BRACING WARNING: Bracing shown canthis drawing is not amen bracing wind Meng car bracing dart lar bracing whichis a panof mom mthe building design and whichbeconsideredbythebuildingdesigner. Bracing shown is forlateral supportof truss, Dwg: DB r : TLYcox membersaaly to red= bolding length. Prmisiom muss be made to anchor latent bracing at ands andspecified locations determined by the building designer. Additional bracing of the mtrall structure may be required. (Sec HIB.91 of oD'Ono)lm Dril _ For Madison. bracingrearm m $3119) Mingdesgner.(Tnm Plain Institute, TPI is bard of $97 Component Engineering by. Truss; Engineering Co.. P.A., $IS Saundside RA Edenton. NC27932 TC Live 16.0 psf TC Dead 7.0 of p BC Live 10.0 psfBC Dead 10.0 psf TOTAL 43.0 oaf 4005 MARON DA WAY Sanford, FL. 32771 407) 321-OD64 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE 0* 00500613 367 Medamon PL Chufuota, FL 32766 Scale = 0.3310 WO: ROAK3 TI: MHSGRDI 8/26/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA It. I 'Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MS1 Qty:ll DESIGN INFORMATION Ibisdesign isfor an indnidml building component and has been based oo Infmwlioo presided by the diem. The dnigmdisdains soy responsMiry fatdamages as a result of foulry all, incorrect imormmion apexrf Lms an kr designs Armished to the truss designer by the client and the oerrausess oraccuracy of this iNbrnutiooas it may relate ana V- Me)= and accept a no responsibility or exercises an control with regard to fabriOnpn, handling, shipment andinstallationoftrusses. This tint has been designed as an individcol buildingcomponentinaccordancewilbANSVIPI1.1995 and NDSA7 tobe incorporated as pan of the building design by a Building Designer. When mieued fat approval by the building da;gm, the design loodinp shown Doan be dtctrrd to be curt that the data shoom am inagreement with the loco building codes, local climatic nxards fat rind or sno% Inds, project spcifsnaucas or special applied Inds. unless shwa trust has not been designed for storage aoccopaney Inds. The: design asamaes compression dads (toporbosom) am continuously braced by sheathing unless mhemise specified. Where bottom chords in tension are not fully brood laterally by a pooMly applied rigid ceiling they shouldbebroad at a maximum spacing of I0b' ore. Connector palesshall be mane fnqured from 20 gauge badipped gahsniecd and mreing ASTM A 655. Grade 40, unlm athm im shown. FABRICATION NOTES Priorto fabrimMn. the fabricator shall miew this dmring to verify that this drawing is in canformaoa nith to labriatohplansand to malice a continuing responsibility fat suchveriftatimn. AM dimyanries art to be put in %riling before fitting or fabrication. Plata shall not be tnana edover kmthdo, knot ordisoned grain. Members shall be at fat tight fining ewod to wood bearing Cornea platesshag be Mated era loth filesofthe thus with nails ftdiyimbedded andshall be sym. Mow the join unlenolh.%ise sawn. A 5a4 plate is 5- wide x 4' Mng. A 6x8 plate is 6' wide x 8' long. Sloes (holes) ram parallel to the plate Icngth specified. Dourble sus on web membms Shag Itect at the Rand ofthe webannlesa otherwise shwa Comartxor plate sire areminimum sirs based onthe formshornand may aced to bedntsnredlb, certainhandling and/or election suss. This torn isoat o be fabricated pith fire madam snrmrd lumber unka chemise shown. For additional inbacrumo- Quality Omelet ref. to ANSVIPI 1.1993 PRECAUTIONARY NOTES All bracing and erection mcernmendadns are tobefolMnedinxmdswe pith gaped inhstry pudiatims Tosses am to be hand1e0 With particular are dad" bonding and bundling ddhery andinstallation to nerd damage. Temporary tad permanent bracingfor holding tomes in a straight and plumb position and fat misting lateral form shall be designed and installed by others. Careful handlingis ®tial stud erection bracing is always required. Normalp zar timsry actionfat trusts requires such temporary bracing during installation bemttn trusses to avoid toppling anddominoing. The mpenision of erection of trussesshall beunder thecontrol of persons Lverlmaned in the installation of anuses professional adviceshall be sought if ltzded. Conxmration of tsnarunima Inds greaterthan the design Imds shall nn be applied to treats at anytime. No leads other than theneighs oftheereuors shallbe applied to trusses until after W fastening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP N2 WB: 2as 4 SP a3 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 1 532 314 -557 B Pin 10-10-12 1 460 0 -598 T B 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. 17/562 0.17/727 3-2 Horiz. -0.02 - 0.03 NA Max DL Deflection L/750 = 0.00 Long term deflection factor - 1.50 4-5-3 0-6-6 0-8-0 532# 8.00" Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Right End vertical designed for wind. In -Plant Quality Assurance with Cis 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=-1287/1328,2-3=-130/114, BOT CHORD 1- 0=-940/857,0-5=-1424/1203, 5-4=-1421/ 1202, Webs 5-2=- 49/215,2-4=-1090/1313, 4-3=-57/ 190,0-0--270/152,1-0=-484/328, 8-8 4. 00 2. 0U Dint Locations 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 WndLod per ASCE 7-02, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl La 10.7 ft W= 10.7 ft Truss in END atone, TCDL= 0.0 pelf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1328 0.56 A 1- 0 -940 0.27 2- 3 -130 0.39 A 0- 5 -1424 0.35 5- 4 -1421 0.40 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 5- 2 215 0.07 C 4- 3 190 0.14 2- 4 1313 0.59 C 1- 0 -484 0.15 0- i- 4 4-14 460# 2.50" 6 5 4 Id 1-4- 8 10-8-8 RI-5-6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4112 IF 4 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: MS1 Ma ro n daSystemsBracingsMnn on thisdrawingis tan erection bracing uind bracing portalbracing or similar bracingcot ichis a part D8 r : TLYehk : 8 2 6 2 00 6 the building designandwhichmumbeconsideredbythebuildingdesigner. Bracing damn is for lateral Nppernof toss / / members onlyto red= buckling length. Prmisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the mwall structure may be required. (See HI&91 TC Live 16.0 psf Lbr DF : 1.25 s located at l8) Plt DF: 1.25 l nrequirements, 4005MARONDAWAYD'On ofrio Drirm Madison, W'soons n 5377119LL coital building tesigar.ffnm Plate Institute. TNp TC Dead 7.0psfSanford, FL. 32771 Component Engineering by. Trent Engineering Co.. P.A.. 818 Sound sideRd. Pdemon, NC27932 BC Live 10.0 psf O. C .: 2- 10- 0 407) 321-0064 Fax ( 407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 0*0050069 BC Dead 10.0 psf Code' FLA 367 MedaMon PL Chuluota, FL 32766 gVWAT. Ai n e,af -A 7 17-1000117 f I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:ST1 Qty:3 DESIGN INFORMATION This design is for an individual building component sal her been based on information praidrd by the dicta. The designer disclaims any responsibility for damage m a resultof faultyor Incorrect Information. spcifkattora a mile, designs banished so the truss designer by the diem and the contmtrss amtraxy ofthisinformation as it may million b aspecific prejW and accepts na respats+Dility in excrciro an Muhl oath regard to fabiotioa handling shi, and installation oftut sat This truss has been designed as an individual building mmpmuem in accordance with ANSVPPI 1.1995 and NDS-97 so beincorporated aspan ofthe building design bya Building Designer. when revieocd for approval by the building designer. the design hadingt shave must b: checked tobe sure that the data Shaun am in agreemem nigh the local building codes. local dimuic records for ita sonv Innds. projcu specaficatiosorspecial appum mesa unless shun bun has sot beendesigned forUsage or ocaiponcy cods. Thdesign azsumn compression cards (toporbonam) era csnimuo sybravedbyshesthinganlessotherwisespcdDc& where bottom chords in tension am rut Ddy brand hoteraly by a properly applied rigid ceiling they should be brand at a macimum spacing of 10VP' we Comacto plates stall be mamdnclumd from 20 gauge hotdipped galvanised sal running ASTM A653. Grand 40. miles othwise Noun. FABRICATION NOTES Prim tofabriat;a. the fabricatesNall miew this drnring to verity that this drawing is in canformahn uith the fabrioafs planes and to realim a cominuing responsibility fasuch tvif=ti .. AM discrepancies are to be pa in uriting before aping a fabrication. Plain shall not be installed over knotbaks. kncisor distorted gain. Members shall be an for tight fining wood to hood hearing conks plates Nall be located on bah mesa of theuuss wise nails fully imemdad and shall begym. about thejoint unitsotheruite shown. A 50 plateis V hidex 4' long. A 6.x8 plateis6' wide x8' tong Slots (born) run pivalk1 to the plate length specified. Double cots on web m®hrss shall meet al the antroid of the webs undo: otherwise shun. Connccta plate sib am minimum den based on the forashown andmayneed tobe increased for certain handling and/or erection sm seat. This truss is not tobe fabrinled with rim retardant treated lumber ttnlec otherwise shun. For additional iafamatioo on Quality Control min to ANSVfPi 1-1995 PRECAUTIONARY NOTES ADtaxing anddemos rvammeridailum are to be followedin accords= with araped industry publications. Trusses ere In be handled uilh particular notgoingtendingand bundling delivery and installation to avoid damage. Temporary and permanent tracingforholding trusses ina straightand plumb position and for resistinglateral foraathat! bedesigned andinstalled bytaken Careful handling iscesemial and traction bracing is always required. Normal precaution,) onion for trusses inquires such lemporary bracing during installation Detuec strusses toavoid toppling and domioning. The supervision Nerenion ofmass shall be under the Control of perimu experierhrx I in the i-11 Lion of truces. Professional advice shall be raga ifnomad. Ctmranrailoa ofrxmsnction Iona: gmata than the design rodssiWl not be applied totaus im N any time. NoInds otherthan theucght of the erectors dell be applied to trustees untilaft. all fastening and boring is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WE: 2x 4 SP N3 WDG: 2x 4 SP H2 2x 4 SP #3 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. MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 882 134 -620 B Pin 19- 2- 8 1 861 0 -661 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 9- 2 -835 0.25 C 3- 7 -824 0.22 C 2- 8 700 0.22 C 7- 4 792 0.25 C 8- 3 914 0.29 C I]: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl I.= 57.3 ft W= 19.3 ft Truss in INT zone, TCDL- 0.0 pef, BCDL= 0.0 pof Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.01' 7- 0- 0 11-10- 0 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1162 0.31 A 10- 9 977 0.41 2- 3 -2002 0.40 A 9- 8 1502 0.43 3- 4 -1185 0.31 A 8- 7 1644 0.51 4- 5 -1226 0.39 A 7- 6 1034 0.38 oint Locations 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 7 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1162/696,2-3--2002/1364, 3-4=-1185/859,4-5=-1226/819, HOT CHORD 10-9=-669/977,9-8=-999/1502, 8-7--1057/1644,7-6--640/1034, Webs 9-2=-835/652,2-8--422/700, 8-3=-600/914,3-7=-824/568,7-4=-459/792, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.18/999 0.18/999 5-4 Horiz. 0.04 0.08 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 12-8-0 6-8-0 1 2 3 4 5 6.00 4x6 6XIL) W6112.0A-10- 0 6.00 0-6-6 3-0-0 1 3-10-6 882# 8.001, 861 .00" 7-0-0 14 3-0-0 9-4-0 10 t 7 6 09to- $ 19-4-0 0R10- $ COSMETIC PLATES (2)3X6 (4)2$j0-11-12) (RO-I1-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2390 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: ST1 INaronda Systems Bracing shown on this drauing is noterenton bracinguind bracingportal bracing or similarbracing wihkhis a pan of De r ' TLY Chk' thebuildingdesignamu; kh mum be considered by the building designer. Bracing shmtn is for lateral support of tram / 2 6 / 200 6 members only to rducc buckling length. Proide= now be made to anchormtdd bracing at ends and specified locations determined by the building desigar. Additional bracing of themvall anstua may be required. (Sec HDi-91 TC Live 16.0 psf Lbr DF : 1.25 4005 MARONDA WAY uo rio spacaft moss bracingamgoeefrrussPlate lmtaa 7P! t located atsg2 TC Dead 7.0 psf OPlt.0 DF• 1. 25 Sanford, FL. 32771 component Engineering by: True Engineering Co.. P.A.. 918 bamdside PA Edentm NC 27932 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 OODOS 060 BC Dead 10.0 psf Code' FLA 367 MedaOion PL Chutuots, FL 32766 TOTAL 43.0 psf v4 .7 .32-38795 Design: Matrix Analysis Profile Patin: C:\TEE-LOK\Work\J6he\RC,AR3\RfMWOVR- R a\cm7 ter,. e Job: ROANOKE K 3 Customer: WO:ROAK3 TI:STIA Qty:2 DESIGN INFORMATION TC: 2x 4 SP 02 1: Plate(s) OFFSET from joint canter. The Joint Locations This design isforanindividual Willing mmponentand BC: 2x 4 SP $2 Joint Detail Report must be included 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 hm been eased oninformationprovidedby the client. The WB: 2x 4 SP #3 with any aubmittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 designerdisclaimsanyresponsibilityfordamagesasansdt ofrainyorincorrect inrmmation. spocifiatioro WDG : 2x 4 SP # 2 Fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 andlor designsg,m;shcamthe truss designerbytheclient 2x 4 SP #3 0- 0,0- 0 This truss is designed to bear on multiple 4) 12- 8- 0 8) 10- 0- 0 and the mrrmnessoraccuracy ofthis infomationasit MULTIPLE LOADS -- Thisdesign is the supports. Interior bearing locations should In -Plant Quality Assurance with Cges 1 ny'dittemesp.Wkpmjatamacecpeno composite resultofmultipleloads. be marked on truss. Shim or wedge if MAR. REACTIONS PER BEARING LOCATION----- respmmbil'ryor"ccsenoaotrolw'mregaram swpmem'bnd-duao' fibriamma handlinhas All COMPRESSION Chordsareassumed to be necessary to achieve full bearing. X-Los BSet Vert Boris Uplift Y Type This truss has been dui erg building continuouslycontinuous) braced unlessnoted otherwise. BracingSchedule: 0- 4- 0 1 611 218 -671 B Pin mrrPorrern in accordance with NSVIPI I•Il•19955,w WndLod per ASCE7-02, C6C, V= 125mph, Chords Max O.C. From To 12- 0- 0 1 769 0 -641 B H Roll NDS97 to be incorporated as pan of the building design H= 15.0 ft, Ies 1.00, Exp.Cat. B, Kzt- 1.0 BC 48.0" 7- 0- 0 12- 3- 0 19- 2- 4 1 407 0 -558 B H Roll by a Building Desigm. WhenreviewedfoappraalbythebuildingshownBldType= enel Les 57.3 ft Wer 19.3 ft Truss Bracing shown is for visual purposes only. PROVIDE UPLIFT CONNECTION PER SCHEDULE esureer.th abadinp emeto edededrohrocsthinthedataslnwnaninagmmcminENDzone, TCDL= 0.0 ee, BCDL- 0.0 psf P P FORCES (lb) - MaxCompression/Max Tension PROVIDE HORIZONTAL CONNECTION PER SCHEDULE with the local building cedmlocal dirotierecords for Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2--631/598,2-3--659/925, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. wind orsmabad&proimspecifications orspecial WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 3-4=-225/443,4-5=-305/403, 1- 2 -631 0.53 A 10- 9 -590 0.35 applied badsUnless showTMtrues has notbeen designed 9- 25460.15 C 3- 7554 0.14 CBOT CHORD 10-9=-590/510,9-8=-871/780, 2- 3 925 0.57 A 9- 8 -871 0.29 fo storage oroccupancy loads. The Bacon nuoud compression chords (top orbalom) art mnlinttouzly 2- 8 -87 0.02C 7- 4 -141 0.04 C 8-7--604/477, 7-6=-215/217, 3- 4 443 0.36 A 8- 7 -604 0.46 braced by sheathing unless otherwise gpaifed. Where 8- 3 -565 0. 17 C webs 9-2=-313/546,2-8=-87/77, 4- 5 403 0.48 A 7- 6 217 0.37 bottom chords in tension are narally bramdLaterally bya GIABAL MAX DEFLECTIONS--------- 8-3=-565/544,3-7=-508/554,7-4=-141/126, property applied rigid ailing. they should be braced at a LL TL tnacimum spacing of 10'-0' o.c. Connector plates shall be merw_r..redfrom20 gauge hot dipped phwniend steel in. /Ratioin . / Ratio Jnt (a) . matiallASTMA653,Graft 40•unleaotherwise shown. I.Span 0.29/274 0.29/274 5-4 Horiz. -0.02 -0.05 NA FABRICATION NOTES Max DL Deflection L/999 - 0. 00 Frio to romicetioa the fabricator shall miew•this Long term deflection factor ei .50 12-8-0 6-8-0 drawing to mrffy that this dewing is in nonforvmnce with the 0briatoN plans andinroliuacontinuing12responsibilityfororbscrificatian. Arty discrepancies are 34 5in be pile inwritingbeforehatingorfabrication. Plates shell nor be installed mcr knotholes. knots or distorted6,006.00 grain. MCmbers shall be con fed tight fittirill woodto wood baring. Connector plain shall be hated no bah lb= of the trot with tails coy int6edded and shall be a)m. about 4 x6 thepied unlm ritherwise shown. A 5,4 plate is Pwide s 4• bag. A 6.aplate is 6' wide s 8' tong. Slots (holes) run parallel to the platelength specified. Double cuts on 3x4 web members chef) mat at the ¢nudd of the webs unless otherwise shown. Connector plate Sim art minimum rim based on theformshownandmay needto be increasedforcertain handling andfm erection susses. 3x4 3-10-6 This trussismto be fibriand with fire rdarda dmated 0-6-6 lumber unless oLhrnise shown Foradditional 5x6 informationto Quality Coruol rder to NSVfPI1•1995 7-1-3 PRECAUTIONARYNOTES6.83x4All bracingand erwionrcmmrterdatioro are to be fotlmam b accordance with accepted industrypubficauora Trosso ere m hehulled withpa"Inc .r.. 0- 6- 6 0 3-0-0 careduringbanding and bundling, ddivmy and 5x6 inallatioo m avoid damage Ternporl y utd perrin, I bracingfor holding t- in straightandplumbJIjeepositionandforresistinglateral from duo be designed will insW led by auraCarefulhalingisessentialand6x12} electionacing is alwali required. Norvalprtauroliory action for lases requires such temporary bracingduringQ12.0 0j1 installation betweenlnsaa tonnid lopping and 3_ 0 dorninoing. Thesupenisim of erection ofmuses shall be under the emWDl or persons opnKnad in theimallation oftrusses. Professionaladvice shall be sought if needed Concentration of contir(clbn Inds greater thanPR the design seas shall m be applied toInnses nn• utirne. 611 # 8.001r 769# 8-. 00" 407A.50" No bads otherthat the weightor the erecton shall he applied to messes until after all 11-ning and bracing is 7-0-0 3-0- 09-4-0 107 6 0004 19-4-0 Or 10- S COSMETIC PLATES (2) 3x6 (4) 2R4' q-JhR) C/ L: 12- 0- 0 (R0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing stores one this drawing is not election bracing, wind beating, port) bracing in similar bracing which is a pan of the Wilding design and which mils be considered by the building designer. Bracing shorn is for lateral support of tutu members only to reduce buckling length provisions Provisiormm be madanchor lateralemds e to hor bracing et and WocifiedLocationsdetemtited by the buildingdesigner. Additional bracing of the mtalltincturemayberequired. (Sec HIB•91 orTPl).For specific truss bracing roluiremeots comet building designer.frnss Mate Institute. TM is located at 583 4005 MARONDA WAY D'Onofrio Drise. Madison. Wisconsin 53719k Sanford, FL. 32771 Conponew Engineering by. Tutu Engineering Co.. P.A.. 818 Soundside Rd. Edenton. NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4 MSM60 367 Meedamon PL Ghuluotq FL 32766 Over 3 Supports Scale = 0. 2335 Eng Job: WO: ROAK3 Dwg: TI: ST1A Dsgnr:TLY Chk: 8/26/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE- LOX\Work\Jobs\ROAK3\ ROANOKE K 3\ST1A.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:STIG Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 Plate(s) OFFSET from joint center. The oint Locations Thisdeep isfor- in&imul building component and BC: 2x 4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0hasbeenbasedminformationproidcabrtheduens.The WB: 2x 4 SP #3 with any aubmittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 daignerdisclaineMresponsibility (tardamagaoseresultoffaully or nncer, ern emmnatnon. Walk tnons WDG: 2x 4 SP #2 fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 a GBL: 2x 4 SP #3 This truss is desig ned gned tobearon multiple 4) 12- 8- 0 8) 10- 0- 0 and cite mm nrcsr or accuracyof this informuionto it 2x 4 SP #2 0- 0 supports. Interior bearing locations should In -Plant Quality Assurance with Cq= 1 maw p teeraspecificProjecterdxxegstosacoatmrolwithregardrespeesimhanMULTIPLE LOADS -- Thisdesign is the be marked on truss. Shim or wedge if MAR. REACTIONS PER BEARING LOCATION ----- li g. armor Omlotronhasbmdeigned andi"idualb compositeresultofmultiple loads. necessary to achieve full bearing.R-Loc BSet Vert Boris Uplift-671 Type This arm has been designedas an individual building idingAll COMPRESSION Chordsare assumed to be Bracing Schedule: g 0- 4- 01 611 218 B campooeminamomnmwith ANSVM1.199sand continuously braced unless noted otherwise. Chords Max O.C. From To 12- 0- 0 1 769 0 -641 B H Roll ND"7tobefscorpmasmaspan orthe building designWndLodperASCE7-02, C&C, V- 125mph, SC 72.0" 7- 0- 0 12- 3- 0 19- 2- 4 1 407 0 -558 B H Roll by a Building Designer. When m;enedforapprmzlbythebuildingdesigner, the design loadings shown "'oh. m ben H= 15.0 ft, Ica1.00, Exp.Cat. B, Kzt= 1.0 Bracing shown is for visual purposes only. PROVIDE UPLIFT CONNECTION PER SCHEDULE chalccdtobesumthatthedatashownarcinags«mend Bld Type= encl L= 57,3 ft W= 19.3 Pt Truss FORCES (lb) -Max Compression/Max Tension PROVIDE HORIZONTAL CONNECTION PER SCHEDULE with the local bufldingCodes. local clinnticrecords for in END zone, TCDL- 0.0 psf, BCDL= 0.0 paf TOP CHORD 1-2=-631/598,2-3=-659/925, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. wind m snow WdLproject spailfationsorspecial Impact Resistant Covering and/orGlazingReq3-4m-225/443,4-5--305/403, 1- 2 -631 0.53 A 10- 9 -590 0.35 applied imor arUrdcvwwnmmedmgn has not been designed f0fp0f°anChordpeepmm T)amcoramn WEE. ..FORCE.. CSI. CrWEB. ..FORCE..CSI. Cr BOT CHORD 10-9=- 590/51019-8--871/780, 2- 3 925 0.57 A 9- 8 -871 0.77 comprasionchoms (tapwbottom)re 0ar4ina0etl)' 9- 2 546 0.15 C 3- 7 554 0.14C8-7=-604 477,7-6=-215/217, 3- 4 443 0.36 A 8- 7 -604 0.52 Ibysheathing unless otMlwisesperiffed. where 2- 8 -87 0.02 C 7- 4 - 141 0.04 CWebs 9-2=-313/546,2-8=-87/77, 4- s 403 0.48 A 7- 6 217 0.37 boom Chords in ussiun rt, not rally bracd larersllyby 8- 3 -565 0.17C 8-3=-565/544,3-7=-508/554,7-4=-141/126, GLOBAL MAX DEFLECTIONS --------- property applied rigid ceiling, they should be braced m a macirmrm spacing ofIV-0' o.nConnector plates shallbeLL TL rmnutaau,edfrom20gauge hadipped gahwniad stet in./Ratio in./Ratio Jnt (s) . mating ASTM A 633. Grade 40. unka otherwise shown. I.Span 0.29/ 274 0.29/274 5-4 FABRICATION NOTES Horiz. -0.02 -0.05 NA print mhlancia hdeelab<fato`shallmirnthis 12-8- 0 Max DL Deflection L/999 - 0.00 6_8_0 Long to deflection factor = 1.50 drawing M %r* that this drawing is In CanfNmIOCT with the h6rio`°hplansandtoreal= acontinuing respontibiliq forscb waif - don. Any discrepanciesare 23 4 to be pat in writing before Calling or fabrnatnn. Pima dull to be io9Ilnd mu aotholectnmis cdistorted 6.00 -6. 00 gain. Member shall be ad for light fitting wood to wood boning. connectorplatesshallbeMatedonbahboaofthetrusswith oils holly imbddcd and dull bes)m. about4 x6 de joint unless otherwise shown. A 5%4 plate is 3' uidcx As hang. A6.sa plate is 6' uide .s6' long. Slots ( Inks) run pwnikltothe platelength specifici Double cuts on 3x4 web member shall am to the ¢ovoid or the utbf unless otherwise shown. ConaWor plate sim art ntinimvo bssed on the fomet shown and may need to be i intCaSd lot counthandling and/or erectionsreses. 1"5X6 3-10- 6This truss is tot to be fabricatedwith fire reurdam treated 3x4 0- 6-6 leather --1-otherwiseshown. For oMtiomlintonation on Quality Control mra to ANSMII.199s 7- 1-3 2x4} PRECAUTIONARY NOTES 3x4 All bracing and erosion moommdatims ere M be x8 followed M aaardantce with accepted industry publications. Trusses are M be MWW with particular 0_ 6_ 6 0- 0 3-0-0 ram during banding and bundling. ddnwy and 5x6 in talbtiun M mud darnap, Tonponry and permanent2x4} bracing for holding trusserinastraightandplumbpositionandfw resisting Imtral fmoa shallbe designed andinstalled by other. Carcfid handling is essential and erection bracing is always mgmmd. Normalprecautionarynskn for trussesrequires such temporary bracing during 55•10 12.005 3- x4T-, i trss installation between umtffi to mold topplingand domiroing. The supervitian a(etatMn oftrussslWlbe under the control of persons esyerktud in the 3x6) installationof uu>a Professional achice {boll be souglw if undo& concentration of connr,aMnInds grater than 2x4 } the design Main Caw rut be appliedto belYJ at any time. 611 # 8.00" 760# 9.00" 407h%.50" Notmodsdoerthan the weight of the Cream shall be applied totruaountilafterallbseningandlancingis7-0-0 3-0-0 9-4-0 COSMETIC PLATES (46)2R4 (2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this dewing is Col ereaion btocing wind bracing. penal bracing or similar bracing which is a pan of de building design and which mat be Considered by thebuilding designer. Bracing showy is fu lateral suppon of term mttbna only to rc I hnrlliag length. FrmisMm mat be made toanchor lateral bracing muds and sped Motions detesnioed b)• the building designer. Additional bracing of the o vall structure may be mquird. (See HIB-91 of TPI).Far specific tnm bracing nsinimetens. ember building dougner(Truss Flare Irtsitme. TPlis Maud in S83 4005 MARONDA WAY D'OmtrMDrimMadison. Wisconsin 53719). Sanford, FL. 32771 Coaymem F.aagigomimngby: Term Engineering Co., P.A., gig Sowdside Rd. Edenton. NC 27932 407) 321-0004 Fax (407) 321-3913 TOMIAS PONCE P.E. LICENSE 4WO0500613 367 Med2Mon PL 6huluota, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobs\ROAK3\ROANOKE K 3\ STSG_ 94 11-12) Over 3 Supports Scale ee 0.2335 Eng Job: WO: ROAK3 Dag: TI: ST1G Dsgnr:TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1. 25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 pafv4.7.32- 38797 nrx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:T1 Qty:7 DESIGN INFORMATION This design is for an inclhidual building component and her been based on inforvution pmided by the dieru. Tho designer disclaims an)• responsibility for flanges a a retell of faWry aincorrect Infomution, g onfici ions and/ordesigns furnished tothe tress designer by the diem and the arretlmns in oocwacyofNis informationait may reA to ina specific project and aoxpis ro responsibility or e-d- no control with regard to lkhritatiml handling shipmmn and installation ofim"M Thisinns his beendesigned aan idmidual building in a000rdarcs with ANSVIPI 1.1995 and NDSA7 to be incorporated a pan of the building design bya Building Designer. When miewd forappronzl by the building designer. doe design loadings shown nuut be dseetd W be onit that the dma shown am in agreement Pith the local buikting codes, local dimalie records for tried or soo , Wadi project speci(luliom or special applied Inds. Unless shows Dons has notbeen designed for usage or omnpercy Wadi The design assume compression chords (top or bottom) are cantirmiasy brand by dicalhing unless otleroise specified. What baton dmrds in torsion am not fully brood latently by a properly applied rigid ceiling they should be braced at a maximum spacingof10'-0' o.a Connector plain shall be ma -dace, from 20gangs her dippedphaniudsted mecsing ASTM A655. Grade40. unless otheuiseshown. FABRICATION NOTES Prior to fexicatim the fabricamr dull minx this dripig Wstrify thin this drauig isinmnfomunx with the fabricaWts plans and to na iec acontinuing responsibility forsuch %=UiicatWn. Any disen parcies are W be Put in wring before cutting or fabrication. Plain stall not be installed ma kndhol=. kneein diverted psis. Members shall be at for tight Biting trod to wood busing. Cones= pion shall be locatedon bahface; of the truss wit .its fully imbedded ,d shall be s)m. about the joint unless otherwise she mn A SA plate is 5' wide x 4' Wog A 6xg plateis 6' wide x8' long. Slots (hales) mo parallel W the plate Muph specilld. Double Cora am webmembers shall meetat the ceWmid ofthe cobs unless otherwise shows. Cam or plait sins me minimum sires bud al the (ereea shown and may need W be insnxd (or certain handling aallor aria, sbnsm. Thistrussism Wbefabricated with f m retardant treated lumber unless oh- showy For addiumul intimation onQuality Control refer W ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and emotion recommendations are to be fWWwrd inasmdsncs nith accepted industry publications. Trutata arc is be handled with particular camduring banding andbundling delivery and installation to nwid damage Temporaryand pcmurcm bracing fa holding trusses in a straight and plumb position and for mustiglateral forces shall be desnped and inssaBcd by oNmi Candid handling is essential ad erection bracing is always required. Norval prsraaWmry action fortrieeses requires suchtemporarybracing during installation Mueen trusses Wavoid toppling aad dominsing. The mpenisioo of union of imsses shall be order the control of persons experienced in the imtallation ofbusses. Norio sal ad,= shall be sought if needed. Concentration of communion loads pater than thedesign Indsshallnot be appliedintussesasaay time. No lids other than the ucigbr of the matters shall be applid W unsses eemil after W hmen)g sad brteig 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, HOT CHORD B-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 es 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, In 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1196 0.34 A 8- 7 995 0.71 2- 3 982 0.35 A 7- 6 995 0.71 3- 4 982 0.35 A 4- 5 1196 0.34 A Joint Locations 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Typo 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 I 2 3 4 5 6. 00 4x6 6x8 6.00 872# 8.00" 872# 8.00" qu4 19-4-0 8 7 6 l0- 19-4-0 10- O-I1-12) ( 0-11"12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3069 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: Tl Bracing shown on this daring is not ersaion boxing mid bracing. ponal bracing in similar bracing inch is pan ofarondaSystemsthebuildingdesignandwfiichmustbeconsideredbythebuildingdesigner. BracingAwnisfalateralsupportoftrust D 8r ' TLY Chk ' 8 /26/2006 members only to rdua buckling length. Prmisions mum be made to anchor lateral bracing at ends and specifedWrmWm determined by Ilse building designs. Additional bracing of the ucorall unsursxre may be ryired.(See HIB•91 TC Live 16.0 psf Lbr DF: 1.25 lVieille trim bn emes ng(r a't`Imunaa Tut is located at593 TC Dead 7.0psf Plt DF: 1.254005 MARONDA WAY of s. nrSanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A.. 818 So udside Rd. Fderitm NC 27932 BC Live 10.0 psf O. C .: 2- 0- 0 TOMAS PONCE FaLIC LICENSE 000050060 BC Dead 10.0 psf Code: FLA 04 367 Medaalon PL Chuluo* FL 32760 TOTAL 43.0 psf v4 .7 .32-38798 Desicn: Matrix Analvsis Profile Path: C:\TEE-LOK\Work\Joba\ROAR9\ROANOKE K 3\Tl.orx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI MS Qty:2 DESIGN INFORMATION This design is far an indhidunl building componetn and has been based on information prosidrd by the client. The designer disdaiims any responsibility for damages u a result of6ulry orincorrect information, wocilfotioro and/or designs flwished to the trust designer by the client and the correctness oraccuracyofthis infortmtionasit maymule loa spacifc prgjmandadapts rotespomfbiliry or, ese c ses not natural with regard to fabrication, handling, shipment and installation ofImax" This rust has been designed a an indisidnil building comporem in aesvrdara uith ANSVrPI 1.1995 and NDS. 97 to be incorporated as pan of the building design by a Building Designer. When rniewrd for appm%ml by the building designer, the design loadings shwa "n" W checked tobe sum thal the data Noun are inagsmnwwish the local building codes. local d'uoaticrecordsfar wind or srou ksodi pmpa specifications or special applied leads. Unless Noun Ines has not been designed for amp or occupancyWods. The design assumes compression chords (top orbatao) are continuouslybead by sheathing unlm ahcrum specified. Where broom chords in tensity are oa"braced lataaly by a property applied rigid coiling, they sladd be bracod 1011 imam spacing of10'O• o.c. Connector plates shall be manufl ctusedfrom 20 gouge hot dipped phanind ucd mining ASTM A 653, Grade 40. unlea otherwise shows. FABRICATION NOTES Rim to 6bricatim the fabricator shall resiew this drawing to wirythat this drawing is in confomtancewith the fabriames plans and to ralim continuing responsibility for such saiBanon. Any discrepancies am to b: par In wilting before cutting or Woriation. Plates shall out b: installed me krotldm knots or distonMN Pain. Members all b: eau for tight fitting wood to woodbearing Connector plan sball be -Dated oubah faro ofthe tram wish units fdh• imbedded and shall be ryes. about the joint unless otherwiseNoun. A 3s4 plate is 5' wide x 4' keg A 6s8 phone is 6' uide .s 8' long Sias (toles) m sparallel lothe plate kn¢h specifled Doublecuss on rmb members shall min ar the antroid of the wdss unlessahemve shown. Connectorplace des am minimumsizn based on the form shmm and may need to be irnaedYd fro certain handling and/or erection nmssa. This tom is no, to be b1bricalmwith rim murdam treat tuntbm a,_. ahemise thous For For additionalinformation on Quality Control refer to ANSVTPI 1.1993 PRECAUTIONARY NOTES All bracing and erection neeonnatadatktreft to be fallonedin accordance with sompted indumrypublications. Tres es am to be handled with panicular am during bandingand bundling dd'ray andinstallationto avid damage. Temporary and permanent bracing W holding tomes in a amiglu andplumb position and W reining lateral fora Nall bedesigned andinstalled byothers. Cardinhandling is stem;-/ anderection bracing is alwaysrequired. Normal precautionary action for muses requires such temporary bracing during immlWion betucen teases to osoid toppling and dominoing. The supervision of erection oftrussesshallbe under the antral of person espericrsoed in the iruaallatiorr of truss Professionaladsice all be ought U ucodrd. Concnuratiroof asmmction ladsgrater than the design ( cods shall col be applied to trusses as sty time. No lands other than Nee ueiglu of the erectors Noll 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 8- 8 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=-1148/797,2-3=-935/644, 3-4=- 934/643,4-5=-1142/783, HOT CHORD 8-0=-432/702,0-7=-652/989, 7-6=- 633/981, Webs 2- 7=-225/274,7-3=-312/572, 7-4=- 216/251,0-0=-220/287, MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125uph, He, 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl I.= 57.3 ft W= 19.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 1148 0.29 A 8- 0 702 0.37 2- 3 - 935 0.26 A 0- 7 989 0.66 3- 4 - 934 0.28 A 7- 6 981 0.66 4- 5 - 1142 0.25 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.14/999-0.29/756 6-7 Horiz. 0. 02 0.04 NA Max DL Deflection L/999 = -0.14 Long term deflection factor = 1.50 oint Locations 1) 0- 4- 0 4) 14- 4-15 7) 9- 8- 0 2) 4- 11- 1 5) 19- 4- 0 8) 0- 4- 0 3) 9- 8- 0 6) 19- 4- 0 In -Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 2- 0 1 810 6 -551 B Pin 18- 8- 0 1 865 0 -640 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 2- 7 274 0.13 C 7- 4 251 0.13 1- 3 572 0.18 C 0- 0 281 0.32 9-4- 0 9-8-0 1 2 3 4 5 6.00 5-7- 3 0-8- 6 A 810# 4. 00" 4x6 6x8 19- 0- 6.00 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma eondesSystemSBracingNounonthisdressingiscadaectioobracing, wind bracing portal bracing or sioula bracing wtich is a Pan of We building design and uhich man be considered by the building designs. Bracing shoun is for bunts support of trim martenonly to reduce bucklinglength. Pmsisions term be made to anchor lateralbracingal ends and specifnd locations determined by the building designer. Additional bracing of tK merall structure m3y be required. (Sec HIB•91 4005 MARONDA WAY n•o iro Mspecific W'nr: mtss 5M3_717-sjcornota W R'teltmitwe, TPI is roared asal Sanford, FL. 32771 Component Eagiamring by. Tom EngioaringCm. P.A.. 818 SdudsidePA Edenton, NC27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE p0`0050068 367 MsdalOw7 PL Chutuota, FL 32766 I 865# 8. 00" 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 5-4-6 0-6-6 f I I I1-12) Scale = 0.2905 WO: ROAK3 TI: T1S 8/ 26/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.32- 38800 Design: Matr2.x Analyeis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\T1S.prx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:TISA Qty:3 DESIGN INFORMATION This dingo is lotan individual building componew and hasbe. based on intomuliao provided by thedies. The designer dimlaims any rspona'bility for dosages asa resit of rawly or iaurrm information. sped lines atd/urdeigns fmnisMd tothe truce designerbythe diem and the correctness or am acy ofthis information ait dry relate to specific pmjea and encep s no responsibility or exemiscs no control uith regard to fabrivtidt, handling, shiPmeru and imWlation of trusses This tram hasbeen designed asan individual building component in accordance with ANSVIPI 1.1995 and NDS-97 to be incorporated aspan of the building design by a Building Designer. When m;mved forapproval by the building designer. the design handing, hmvn corm be Checked tobe surethat the data shovm am,in agreement uilh the local building codes. local dimatie'cold' ran wind or snow loads, project spocificat ens or special applied Weds. Unkss shown truss ban notbeen deigned for nonage ol om'pency lel ds. The design asmnres Compression chords (top or boom) are continuously braced by sheathing unless othmw specified. Where bone ctmds in lension are not IWly booed Laterally by. properly applied rigid eriling they should be braced at a macimum spacingorI0'O0 o.c. Connector Pales shall be mamtGgored from 20 gauge but dipped phweed and mining ASTM A653. Grade 40. unim otherwise shauaFABRICATION NOTES Prim to rabriation. the rabricator slWl mvim this drawing to vaily that this drawing is inconformance with thelab'iaWes plans and to ralia a continuingresponsibility for such verificatim. Any discmpawieoneto be pm in writing before acting or fabrialion. Plates shall not be installed over kmthwn, knout or distorted Plain. Membcn that] be as for tight fitting wood to wood bcaring. Ca'olstol pleas shall be located on both ram or the uuo with mails Polly imbedded and shall be sym. about the joimumlm dsemiseshun. A 5.0pale is 5- wide a4• long. A 6x8 Pale is 6' wide x Belon6 Slots (holes) ma parallel W the plate length spaiffed. Double arts on mil) members shall mea t atthemtmidofthe webs unless h othemix them. Connector plate Sim am minimum sine basil on the formWon andmay cad Wbe incased for cerain handling "al/or am- st+mes. This Lein is not tobe Obriated with fire mardaw crated tumba unless otherwise shwa For additional irdmmadon on Quality Control refer to ANSVIPI 1-1" 5 PRECAUTIONARY NOTES All bracing and erection rmmnmeMntiom am to be fwlomed W accordancewith accepted industry publicalimn. Trusso am to be handled wish particular one during handing cad handling. ddnery and installation to maid damage Temporary and permanent bracing W holding trusses in . araighl and plumb position and fin resisting Wleral forcesShall bedesigned andinstalled by atherz Carehdhandling is essential andamWn bracing is always required. Normal preaWiooary no= for trams requiressuch temporary bracing duringinsWWdonMoan trusses to avoid toppling and donneaung The mpenisWo of eration oftrusses shallbe under the eootrd of persaa eeperienced in the waar,tton of truces. Pokuma al advice shall be rouglu U needed. Concentrationof toastrmction tadsgreater than the design loads shall m be applied to trusses at any time. No lads other than the weiglu of the erectors shall be applied W treacles until after allf-ening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2ea-33/76,2-3=-904/638, 3-4=- 904/633,4-5=-1116/775, HOT CHORD 9-8=-629/986,8-7=-628/982, 7-6=- 625/960, Webs 9- 1=-86/135,9-2=-1170/727, 8-2=- 33/146,2-7=-252/259,7-3=-314/552, 7-4=- 224/253, 5-7- 3 0- 9- 14 9-1- 0 6.00 1: Plate( a) OFFSET from joint center. The Joint Locations Joint Detail Report must be included 1) 0- 7- 0 4) 14- 4-15 7) 9- 8- 0 with any submittal, inspection, and/or 2) 4-11- 1 5) 19- 4- 0 8) 4- 4- 1 fabrication documentation. 3) 9- 8- 0 6) 19- 4- 0 9) 0- 7- 0 Left End vertical designed for wind. WndLod per ASCE 7-02, C&C, V= 125mph, In -Plant Quality Assurance with Cq= 1 Hea 15.0 ft, I= 1.00, Ezp.Cat. B, Kzt- 1.0 MAX. REACTIONS PER BEARING LOCATION----- Bld Type= encl Les 57.3 ft Wes 18.8 ft Truss R-Loc BSet Vert Horiz Uplift Y Type in INT zone, TCDL- 0.0 psf, BCDL= 0.0 psf 0- 1- 4 1 798 28 -545 B Pin Impact Resistant Covering and/or Glazing Req 18- 5- 0 1 855 0 -634 B H Roll ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 76 0.23 A 9- 8 986 0.31 WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -904 0.29 A 8- 7 982 0.58 9- 1 135 0.04 C 2- 7 259 0.15 C 3- 4 -904 0.25 A 7- 6 960 0.57 9- 2 - 1170 0.61 C 7- 3 552 0.18 C 4- 5 -1116 0.24 A 8- 2 146 0.05 C 7- 4 253 0.13 C--------GLOBAL MAR DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.17/999-0.33/656 6-7 Horiz. -0. 02 -0.04 NA Max DL Deflection L/999 = -0.16 Long term deflection factor = 1.50 4x6 t,...,, - 6x8 n 798# 2. 50" 9- 6. 00 855# 8. 00" 9 8 7 6 18- 9- 0 -10- 0-11" 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING RARNING: Ma rondesSystemsBaangshunonthusdawmgismerectionbatingwindbracing, pural bracing orsine lar bracing utich is a pintof the building design and utich now be considered by the building designs. Bracing Wan is for Lateral ugvm of truss members only to reduce buckling length. Provisions must be made to ancher lateral bracing at cols and specified locations determined by the building designer. Additional bracing of the overallermine may be required. (Sec HEB-91 c Irms 4005 MARONDAWAYDYOnofrioDrive. Madison. Wiscons n 533719 contact building sirs gm.(Tnm Purse Institute. TPI s t>Oled at sat Sanford, FL. 32771 Component Engineering by: Trim Engiaxring Co.. P.A., 918 Soundside RA Edenton. NC 27932 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE w005006B 367 Medamon PL Chutuota, FL 22766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43. 0 osf Scale = 0. 3184 WO: ROAK3 TI: T1SA 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V1 Qty:l DESIGN INFORMATION This design is for an indnidual building component and has beco bated an information prmided b)• the client. The designer disclaims any responsibility for damagn as a re dt of sadlya incorrect information specification srdior designs furnished to the Voss designer by theclient and thecorrectness ora¢uracy of thisinformation as it may . date m a specifkproject and emeps no responsibility or ecereises no control pith regard to fabrication. handling, shipment and installation of trusses. Thu mass has been designed as an indkidual building conponent in aaordaace pith ANSVIPI 1. 1995 and NDS• 97 to be incorporated a pan of the building design by a Building Designer. When mimed for cps rmnl by the buildingdesign, the designloadings shoranmust be chested to besore that the dean shown are in agreementniththeIolabuildingcodes. load climatic records far Mad orsnot loads, project specWta fionsor specialapplied loads. Unless sbmrn. truss has not been designed far storage or occupancy 1.6. The design assumes compression chords (top or bcltom) are continuously braced bysheathingunless othemise specified. Where bottom chords in tension arecol 1414• braced laterally by aProperty applied rigid ceiling. they shouldbebracedat a maximum spacing of Ica' .0' o.cConnor plates shall be mamdnctured from 20 gauge hot dipped galvanized steal mating ASTM A 653. Grade 40• unless ahmim shoom. FABRICATION NOTES Prior to fabrication, the fabricator shall miem this drawing to %mill• that this rimming is in coufomoace nith thefabricatorsplansandtomaliceacontinuingresponsibility for such scrification Any discap ucies am to be pot in uiiting before tuning orfabrication. Rams shall na be installed ter knaho n kno s or distored grain. Member shall be cast for tight Bring mood to good boring Connector plats still be located onbahsacs ofZIrons withroils fullyimbeddedand shall be s)m. bour jointunkssr*Mrnise shown. A 5xJ plate is 5' aide x 4* long. A 6x8 plate b 6' wide x 8' long. Slots (holes) run poW lelro the plate Length specified. Double cut on meb membersshall meet at the cenmaid ofthenobs unless ombemiu shown. comm. plate sins oR minimum I dvxd on thefonts shown and may need to be irnncased fo ¢stain handling and/or erection stresses. This mass is notto befabricated mith Rre retardant treated lumber unless abemise sham. For additional infomation on QualityControl rder to ANSVrPI 1- 1995 PRECAUTIONARY NOTES All tracing and erectionrecommendations art to be follamed in acwNance nith accepted industry pu6licalians. Trusses -to be handled Milt particular om during banding and bundling. delisery and installation to mold damage. Temporary and permanent bracing fro holding trusses in a stmighi and plumb position and for resisting lateral forty shall be designedand installed by ahn. Carehd handling is essentialand enaction bracing is alnw)a required. Normal preautionoty action fo trussesrequiressuch temporary bracingduring installation bel- inns- to ahl toppling and domiuoing. The supervision of erection of truss shall be under the control of persons cVerietced in the installation of tmases. Pmfessiowl odsia shall be sought U needed. Conammtioo of constructiontoads grater thanthe design hoods shall eta be applied to trusses at nn' time. No bads other than the weight of the erectors shall be applied to inessn until after all fastening and bracing is TC: 2x 4 SP H2 BC: 2x 8 SP N2 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kcter 1.0 Bld Type= encl L= 51.3 ft W= 2.7 ft Truss in END cone, TCDL= 4.2 psf, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq= 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-4/0,3-2=-1/5, HOT CHORD 3-3-0/0, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4 0.00 A 3- 3 0 0.00 3- 2 5 0.00 A 1- 4-0 1-4-0 3 2 0. 40 6.00 Joint Locations 1) 0- 0- 0 3) 2- 8- 0 2) 1- 4- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- 2I- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 3 9 -8 B Pin 2- 7- 4 1 4 14 -10 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.00/999 0.00/999 2-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 er 0.00 Long term deflection factor = 1.50 J I 0- 8-0 0-8-0 I a (('1 I 1• 1 2- 8-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 4 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a r on da Systems Bracing shaman thisdmuing is red crMion bracing nind bracing. portal bracing msimilar bracingmuch ism pan of the building design and nitich must be considered by the building designer. Boxing shorn is fa lateral suppon of lass members only to reduce buckling length. Prmisions must be madetoanchorlateral bracing atends and spccilled locations dmermined by the building designer. Additional bracing ofthovemllstructure moy berequired. (Sec RIB•91 ofTPI). For specific Iris bearing requirements, canna building design r.flrw Plate Iastitum TPI is located at 593 4005MARONDAWAYD'OnafnaDrise Madison Wisconsin 53719). Sanford, FL. 32771 Component Engineering b)-.Truss Engineering Co.. P.A., 919 Smundside R4 Edenton. NC 27932 407) 321-OOG4 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050060 2g7 Medallion Pill. Chutuota, Fl. 32746 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\Vl.t)rx ScRle = 0.9356 Eng Job: WO: ROAK3 Dwg: TI: V1 Dsgnr: ECH Chk: 8/26/2006 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 2.0 psf Code: FLA TATAT. it; n nnf seed 7 19-IAAI q Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V2 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the oint Locations Thisdesign isfar anindividualbuilding component and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 5- d- 0 5) 2- 8- 0 it. been based nor ior«muionp idedbythede«.The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, Ver 125mph, 2) 2- 8- 0 4) 5- 4- 0 6) 0- 0- 0 designerdisdaiwanyresponsibilityfordamagnuarutofby0a cm°' All COMPRESSION Chords are assumed to be B= 15.0 Pt, I= 1.00, Exp.Cat. B, Kster 1.0 In -Plant Quality Assurance with Cq= 1 ishemnO1°`no•`p w«dmgmmm;dsretouselnmeesig,serq•tnedient continuous) braced unless noted otherwise. Bled Y Type= enel L= 5.3 ft W= 5.3 Pt Truss MAR. REACTIONS PER BEARING LOCATION ----- and the mrmaness«accuracy of this informationas it FORCES (lb) - Max Compression/Max Tension 1n END zone, TCDL= 0.0 psf, BCDL= 0.0 pef R-Loci BSet Vert Hori: Uplift Y Type may relate to a specific: p,ojm and x ceps; no TOP CHORD 1-2=-119/156,2-3=-118/110, Impact Resistant Covering and/or Glazing Req 0- 0-12 1 68 -199 -105 B Pin responsibility eereisesnocontrolwithregardtoHOTCHORD6-5=-63/124,5-4=-78/212, TC. ..FORCE..CSI. Cr ..BC. 5- 3- d 1 69 0 B H Roll ObriotroahatdlthgshipmentandinsW[stionoftssesThistnmbnyeendesip,reumisal iaolbuilding 0I. ..FORCE..CSI. 0. Webs. 5-2=-188/3d8, 1- 2 156 0.06 A 6- 5 12d 0.09 PROVIDE UPLIFT CONNECTION PER SCHEDULE SCHEDULE scoop«minaccordance with ANsvrwl•1995and WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -118 0.05 A 5- 4 212 0.10 GLOBAL MAX DEFLECTIONS--------- NDS.97 to be incorporated as pan of the building design 5- 2 348 0.09 C LL TL by. Building Designs. When e,L-td rot appronl by in./Ratio in./Ratio Jnt(s). the building esuredesigner. the datagn owns shown fame t choked m besortthatthedaushownareinagtertncmI.S an 0.01/999 0.01/999 1 P with thelocal building codes. local d)maricrecords far Boris. 0.00 0.00 NA adornon,loads. p'ojedspocilicatiomorspecial Max DL Deflection L/999 = 0.00 applied ladsunless sown tonshasnotbeendesignedforstorageoroccupocyroads. The design also ues Lon term deflection Factor = 1.50 g cmnpnsion chords (lap orbottom) are continuously brxd by sheathing in' af otherwise specified. Where bon chords in session are not fully brxed [stenlly by, properly applied rigid ailing they shoo@ be braced at a masimum spacing of 1014* o. e. Connector plain shall be manufactured from Ica gauge but dipped gah2ruecd steel 2-8-0 2-8-0 meeting ASTM A 653. Grade40, unless otherwise shorn. FABRICATION NOTES I 2 3 Prior to robriatian, the fabricator shall rmiew, this 6.00 drawing to %wily that thisdrawingisinoonf«sunawith 6.00 the fabricators plans and to slim aantioningresponsibilityforsuch %wifiotioo. Any discrepancies are to be panin writing before anlng «flbrlalion. Plans shallto be ina.11d « knotholes. knots or distorted 4x6 grain. Members shall be at for tight lining wood in wood boring Connector, plates shall be located on both lion of the toss with ails Ally imbedded and shall be sym about the joint unless Wwwisc shown. AUs plate is 5- wide x 4' @ng A 6xg plate is 6' wide x S' @ng. Slan (holes) run parallel to the plstt kngth spmllyd D«tble cans on web members stall meet at site aemrcid of the was union Comsat« dies 1- 4- 0 1-4-0 otherwise sbowa pone tint min;amm sirs based on else %canon shown fad may noel to be 3x4 incensed for certain handling and/ or elationtirezus, This uuss is net to be fabricated with fire reariniant treated 433x4 better mks otherwise shown. ForadditionalinformationonQualityControl %der toANSIMI1-1995 2x4PRECAUTIONARY NOTES AB baring anduse = recommendations are to be followed in ==it- a with accepted industry publiatimts. Trusses are 1. be handled with particularcase duringbanding andW- M.& ddi%,yand inhalation to void damage- Temporary and permanent bracing for holding tnsssnin a straight and plumb positionand for resistinglateral foss shall be designed and installed by others. Careful hullingisescmioland amain bracing a dwa)•a rcgmmt . Normal praamiassM XXXXXH winat for uusses requires orbtemporaryWaringduringinstallationbetweentrussestoavoid toppling and dominciug. The mpmision of ctmion of uusses mall bt under thecontrol of persons e%?crkucd in cot 68# 1.50- 69# 1.50" insulation of trusses. Professional ad% mall bewu& iroaeed Concentration ofaa naction tunas Viater than the design lamas shall no be applied to trusses in any came. 5-4-0 No lads cilia lean doweightorthecrm«s shall be k L applied to incises muil after W fastening and bracing is tx,mpleted 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.7996 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: V2 1Maronda Systems Brncingshown athisdrawing isnot amionbracing. wind bracing. ponalbming«dmilarbmcingwWchisapan of D8 r TLY Chk 8/26/2006 the building design and which nntn be considered by thebuildingdesigns. Bracing shorn is for lateral mppon of truss Lbr DF 1.25 mcmb- only to redo« buckling length. Proisions mom be nudetoanchor [social bracing at ends and specified location; determined by the building designs. Additional bracing of the oenhl undue my be required. (Ss. 1-1I13-91 TC Live 16.0 psf was noon;ol>fnt mbWaingno ua5J719 eadalNngdesigns.fyrussPlate Instiae• TPIis located at593 TC Dead 7. 0 psf Plt DF: 1.25 4005 MARONDA WAY O C 2-0-0 Sanford, FL. 32.771 Component Engineering by: Truss Engineering Co.. P.A., gig Sandside Rd, Edennon, NC 27952 BC Live 10.0psf 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04TOMASPONCED.E. LICENSE OW0050068 BC Dead 10.0 psf P Code: FLA 397 Mead2Mon PL Ghutuota, FL 22766 TOTAL 43.0 psf V4 . 7 . 32-38816 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Joba\ROAK3\ ROANOKE K 3\V2.prx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V20 Qty:l DESIGN INFORMATION This design is faan indi,idul building cunlpoaent and hasboat basedon information prmided by rhodices. The designer disdains any responsibility for daaeages as a result ofISulty orincaneu information. spaiticatioro and/or designs furnished tothe tnass designerbytheclient and the cormar e s or accuracy of this information as it may relate m a geeifec Project and accepts no respontibiliry or mmises no control with regard to fahricatiaq handling dupmGd and installation oftrusses. Tbis truss has been designed aanindMdual building axanpores in a.a,& a with ANSVIPI 1.1993 and NDS-97to beincorporated sspan ofthebuildingdeign bya Building Designs. When reviewd foroppmnalby the building designs. the deign loadings stnmm must be chadod tobe surethat the data sbonn an in agrazmem with the local building coder local dierafic recorAa for wind or stew Inds, project specification; or spaced applied loads unless ahootn Inca has m been designed to, stooge or occupancy Inds. Thedesign aaatnes compression chords (top or baton) are continuously braces by sheath unless ahwise specified. Whore ban= Cho intension are as fully brasd Iatwlly. bya property applied rigid ailing. they should be brass al a ondmum tpodagofIV-0' o.c ConteOor plates shall be manufactured from 20 gauge has dipped gah miad sted meeting AM A653. Grade 40. unless otherwise shmtn. FABRICATION NOTES Prior to fabriotica. the fabricator stall rmiew this dewing to.vify that this drawing is in cunfore area with the fabricators plays and to malin acontinuing responsibility fasuch %wirmtion. Anydiscrepanciescue to be pat inwriting before cuttingor fduication. Plates shall m be installed my knotholes, knots ordistorted grain. Members shall be all fa tight fining wood to wand hearing Connector pales shill be bested an both mc3 of the truss with nails fully imbodded and shall be styes about the joint unless otherwise shown. A Us plate is S' wide x 4' long A 6x8plateis6' wide x g' long Slay (holes) man parallel to the plan length spy. Double cats on utb tamben shall ram at the ceramid of the uebs unless ah omnse shown Connector plate suites sec arinimum alas based on the forcesshown andmaynod tobe IllereatOd (s aeon handling and/or elmmn strCaes. This mess ism tobe fabricated with fen nlardant treated lumber unku ahenvin shown. For additional infornution anQuality Control mitt to ANSVIPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mmmltcrdaian am to be fallm.Td in accordance with accepted industry publications. Tatum are to be handled with particular care during banding and handling deli.ery and instalWion tomud damage. Temporaryand pernatnates bracing for holding tomes in a straight and phlmb position and fm resisting Lateral foss shall W designed and installed by others. CamM handingisessential and eretction bracing isalways required. Normal precautianary actionfortrusses; requires such temporarybracing during installation bman Instant to void toppling and dsminoing The sager ision demotion of uusses shall be under the annual of persons eipalmad in to installation of trusses. Praftesstoeul nAxe shill be wughl if rleedrd. Concentration ofwnanclion Wads greaterthan the design bads shall not be oWid to trusses at any lime. No lollsother thanthe weigh ofthe eratora shall be applied to tomes until after all fastaaing and bracing is TC: 2x 4 SP 92 BC: 2x 4 SP #2 WE: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 125mph, Hen 15.0 ft, Ien 1.00, Exp.Cat. B, Kilt- 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(a). I.Span 0.01/999 0.01/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 as 0.00 Long term deflection factor as 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 28/64, HOT CHORD 4-3=-16/22, Webs 3-2=-67/155, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 64 0.07 A 4- 3 22 0.13 3-0-0 1 2 4.00 2x4 3x4 LU 2x4 ME MIMA9.2 FIRa' WIR I 1 1 3-0-0 t EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n des Systems Bracing dmv on thisdrawing ism erection bracing wind boring porud bracing or simile bracing uticb is a part of thebuilding deign and which mum be considered by the buildingdesigns. Boringshown isfor Imml support of trust nentbms onlyto resh buckling length. Pm isio smust berudeto anchor lateral bracing at ends and specified locations daerenined by the building designer. Additional bracing of themtrall stnxture may be required. (Sec HIB-91 of alm Drim Madison. Wisconsin 53s719 balding designs.(fross Platte Institute, TPI is located of 585 4005MARONDAWAYD'On Sanford, FL. 32771 Component Baagirtming by: Tnm Engiaering Ca. P.A., glg Smndside PA Edenam NC 27952 407) 321-0064 Fax (407) 321-3913 TOMS PONCE P.E. LICENSE OW50060 367 MedaDlon PL Chuluo* FL 22766 Joint Locations 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAB. REACTIONS PER SEARING LOCATION----- R- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 125 -155 -205 B Pin 2- 11- 4 1 133 0 -235 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 155 0.05 C Scale = 0.8648 Eng Job: WO: ROAK3 Dwg: TI: V20 Dsgnr: TLY Chk: 8/26/2006 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 v4.7.32-38817 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V21 Qty:l DESIGN INFORMATION This dtsign is foran indnidual Wilding cooganpn and has been based - inforoation provided by the client. Tire designerdisclaimsany responsibilityfordamagesas a result of 6ulry or inseam information. specifications ud/mdesigns flunshed 10 thesnitsdesignerby the client and the mrsonrcss or rcaracy of thisinformation in it may relate toe specific project and neaps ne msponcbility or tnorscisesno control pith regard to fibrialion. handling shipment and installation of tnas$. This uses has been designed ns an irdnidual Wilding component in accordance with ANSVfPI 1.1995 and NDS- 97 to be incorporated as part of theWilding design by a Building Designer. When miavnd for apprmal by the building designer. the design W dings shown must be choked to be sure that to data shornare insgecnremrim the local building coda, local climatic records for rind or sner, loads. pmjees spociflatimu or special applied Inds. Unless shwa trim has not boo designed for emus a or occupancy loads. The design assumes compression chards (top or bmtom) are continuously bead by sheathing unless chemise specified. Whem bores chords in tension ate m hill• braced laterally by aproperty applied rigid ceiling they should be braced at msrdmam spacing ofl(r Vo.c. Coruraar plain shall be marmAclurd ( rain 20 gauge hot dipped gahmnird steel meeting ASIM A 633. Grade 40. unless ahcruise On — FABRICATION NOTES Prior to fabrication. the fabricate stall mine this Anwiag to steed)• that this drawingis in mnfornuss¢ rim The hbrcatofs plans and to nalire a continuing responsibility for such serftcation. Awry discrepancia are, to be pm in -riling before writing or fabrication. Plates shall to be installed my knotholes, knots or distortedgrain. Members shall be an for rigid fitting rood to wood hearing Conncoor pales shall be located onbah ism ofthe truss with nails fullyimbedded and stall bes)'m. about the joint unlm aaerrim sawn. A 5.c4plate is s' wide .s 4- long A 6s8plateis6- ride s 8' long. Slots (holes) con parallel to the plate length speciftd. Doubt ads on web member shall raw at the antrcid of the webs unless chemise shown =or plum sins are minimum sirs based on the fans shouo and may rod to be is read for certain handling undlor erection suns. This units is no[ to be fabricated with fire ncardam =ld tomb= unless aheruise shoust. For additional information on QualityComrol ref= to ANSVIPI 1. 199s PRECAUTIONARY NOTES All bracing and erection recommendations am to be falorsd in accordance with taxcpd induury publiiarirm• Triesses are in be handled with particular are during banding and handling. delivvy and innallatim to void damage. Temporary and permanent bracing for holding ttusrs in a straight and plumb position and for resisting Ieeml form shall be designed ad insW led by other. Candid handling is es¢mial and creation bracing is ahn)s required. Normal precautionary aceiw fat trussesmquims such temporarybracingduring installation between trues to noidtoppling and domiooing. The supervision of crewm of trussesmall be and= the contra of persons c tperienced in the installation of tomes, Professional deice shallbe sought if needed. Concentration of consuucrion Inds greater than the design Inds shall not be applied to tnessu in any time. No Wads Other than the utiglu of the enctor shall be applied to innate; until alter all fastening and bracing is TC: 2x 4 SP H2 BC: 2x 4 SP #2 WB: 2x 4 SP U3 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 Les 6.0 ft W= 6.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL-- 0.0 paf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.23/302 0.23/302 2-1 Horiz. - 0.02 -0.05 NA Max DL Deflection L/999 = 0.00 Long term deflection factor in 1.50 2- 0-0 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--58/213, HOT CHORD 4-3--39/54, Webs 3-2=-135/344, TC. .. FORCE..CSI. Cr ..SC. ..FORCE..CSI. 1- 2 213 0.55 A 4- 3 54 0.57 oint Locations 1) 0- 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 MA%. REACTIONS PER BEARING LOCATION----- K- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 254 -305 -404 B Pin 5- 11- 4 1 262 0 -456 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 344 0.15 C 6- 0-0 1 2 4. 00 2x4 2- 0-0 2x4 r I I 6- 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: M arondaSystems Bracing shwa ace this drntingism election booing wind bracing portal bradng or similar bracing uhicb is apan of the Wilding design and uAicb must be consideredby the Wilding designer. Bracing Narais fatlateral support of trussmember only to rdua buckling length. Provisions must be nude to anchor lateral bracing at endsand specified locations determined by the Wilding designer. Additional bracing of themvall struaum may berequired. (Sec HIB-91 4005 MARONDA WAY ono DrhMtad.iranwrin 53mm 9)s arras Wrldogdes gnu.(Tnes Plate Institute. TPI u hoard at 583 Sanford, FL. 32771 Component Engineering by. Truss Engineering Co.. P.A.. 818 San Rd. Mention, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSM68 367 Medamaa PL Chuhaola, FL 22766 Scale = 0.6644 Eng Job: WO: ROAK3 Dwg: TI: V21 Dsgnr: TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BCLive10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ROAK3\ROANOKE K 3\V21.prx I I Job: ROANOKE K 3 Customer: WO:RClAK3 TI:V3 Qty:l DESIGN INFORMATION This Armgn isfor an individual Wilding compmncm and has been Eased on information pm.ided by the clicm. The designer disclaims any responsibility fa damages as a result of faulty or inrcwrrecs infom mk n, spmilic"i m" and/ordesignsfamished to the trussdesigner by the clientandthesorteanessoraccuracyofthisinformationasit may mWc to symifk projep and accepts no responsibility m ecereixs no conuol with regard to fabrication, handling thiprma and instsl4vionoftru , This buss has been designed nsan indnidoal building Campmnmt in ormrdan e with ANSUIPI 1-1995 and NDS-97 to be incorporated as pan of the balding design bT a Building Designer. When mimsed for apprmal by the Wilding designer. the design loadings shown men be cEmted to be sure, that the data down are in agmemem with the local building codes, local climatic rexmds for wild or snow Wads, Project specifications or special applied Inds. Unless shown truss has not been designed for stmage m occupancy lands. The drmgn assume aompnstion chords (top orbottom) art continuously braced by sheathing unless otherwise specified. Where banom chords in tenvou are not ftdlybeamed laterally by s property applied rigid ailing they should be hexed at a maciamra spacing of 10'O' o.c. Connmor plate shall be mamuWavned from IO gauge hotdipped gahanied surd mating ASTM A 633, Grade 40• useless otherwise drown. FABRICATION NOTES Prim to fabrication, the fabrinor shall review this drawing to tail• that this drawing is in conformance with thefabriames palsand to radius continuing responsibility fan suchverification. Any discrepancies are tobe put in writing be1amcutting orfabrication. Plats shall not be Losaalled over knotholes knots ordistorted grain. Me berg dnall be an for light fitting wood to wood boning Cauemtor plate shall be located on bah fact of the innswithnails idlyimbedded and dull be yen about shejoin) unlmotherwise saran. A Sx4 plate is S' wide x 4• long A 6x8 pima is6' wide x 8' long. Slurs (hole) run Parallel to the Plate knob specified. Double aas an web mere . shall seen m the aneroid of the webs unless mherwim shown Connector pale rim are minimum dotbused onthe !man shown and nary red to be increased fan certain hurdling and/or erection alerts. This tnnss is not to be fabricated nith fire retardant treated lumber unless otherwise sWun Foraddili"I udmmmWn on Quality Control refer to ANSUIPI 14"s PRECAUTIONARY NOTES All bracing and erection rmmnnmcndations are to be followedinxsardnna withaccepted industry publications. Tresses are to be handled with particular careduring bandingand b mling, delnay and installationtoavoid damage. Temporary and pemunem bracing for holding trusses in a straight and plumb position and for misting lateral forces shall be deigned and installed by other Careful handlings essential and erection bracing is always required. Normal precautionary action fm tresses requires ash temporarybracing during in sallmim berm= trusum to moldtopplingsad dominoing. The supervision of erection of trusses shall be under the mwol ofbons cxpcncnmd in the installation of wastes Prollessiorul sehice shall be sought ifneeded Concentration ofmean== loads greater than the design leads dull not be applied to tosses at any lima No lode other than the weight of the ermurs loll be applied to wassmuntil after all r—ning andbracing is TC: 2x 4 SP #2 BC: 2x 4 SP N2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-294/237,2-3=-294/237, BOT CHORD 6-5=-150/270,5-4=-178/399, Webs 5-2=-353/643, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 643 0.16 C 2-0-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, Ves 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzter 1.0 Bld Type= encl L= 8.0 ft W= 8.0 ft Truss in END zone, TCDLea 0.0 psf, BCDL= 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -294 0.15 A 6- 5 270 0.20 2- 3 -294 0.14 A 5- 4 399 0.21 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/999 0.03/999 2-1 Horit. 0.00 0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 4-0-0 11, 4-0-011, 1 2 3 6.00 4x6 2X4 6.00 8-0- 0 r 6 5 4 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 Booing shown an this drawing is not creation bracing wind bracing pond bracing or similar lancing which is apart of the buildingdesignand which must beconsidered by thebuilding designer. Boxing shown is for Lateral aeppon aliment merMcts onlyto reducebucklingknph. Provisions am be made to anchor Waalbracing at codsand specified locations determined by the building designer. Additional bracing oftheoverall anxmre may be regtnuM. (San HIB-91 of TPI).For specific Wass bracing requirements. moan building designe.(Truss Plate IrWltme. TPI is located m S934005MARONDAWAYDVnofrioDane. Madison, Wiseman; n 53719). Sanford, FL. 32771 Component Engineering by. Toss Engineering Co„ P.A., 819 Soundside Rd, Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OFOOS 068 267 MedaMon PL Chu)uota, FL 32766 Joint Locations 1) 0- 0- 0 3) 8- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 0-12 1 68 -230 -88 B Pin 7-11- 4 1 69 0 -91 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Eng Job: Dwg: Dsanr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 2-0-0 Scale = 0.5442 WO: ROAK3 TI: V3 8/26/2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-L0K\Work\Jobs\ROAR3\ROANOKE K 3\V3.prx I I 'Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V30 Qty:l DESIGN INFORMATION This design is for ao individual building component and hasbeen linedan irdb-gion Provided by the client. The deagrn di-laims any mspontibitilyfa damages n aresult of faultyor iroormcsinformation, weifi atic madtr designs famished to 0ctruss designs by the diem and the correctness or accuracy of thisinformation a it may relate to a sped project and accepts an responsibility or ecertise an camel with regard to 6brieation. handling, shipmart and installation of trusses. This true has been designed n an individual building component in socordance with ANSVM 1-1995 and NDS- 97 to be incorporated as Inn of thebuilding design by a Building Desig-. When reviewed fm approval by the building designer, the design Icodings shown muse be carded tobe sum that the data shorn are inagreeracrawith the local building Coda. local climatic recants fa wind or senor lands prod= specifications or special applied Imds. Unless about. tom her rut been designed for storage or occpwc)) Inds. The design seams compression crow (top or bottom) are enmim,omry braced by them" unlm otherwise spdrieed. Where bottom dohs in tension art not f dlybraced laterally by apmpcdy applied rigid ceiling they should be braced at a maximum spacing of101.0' o.c. Connector plates dell be mamdaaured form 20 pugs M dipped phanized steel meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabialioq the fabricator dell mine this drawing to verity that thisdnmving is in conformmra with tbe hbricautes plans and to realizea continuing responsibility for web verification. Any diwepsecia are to be Pu in writing beforecomingorf86rlmtion, Plates, sltall not be installed over knolbolq krnata or distort grain Mc bm shall bead few light fitting wand to wand bearing. Conneaut plates stta8 be hoc a on both faces of the rum with .its ft* imbedded andshallbe s m. about he Our onkn olhemise shown. A 50 plate is 3' wide x 4' ling. A 6x8 plate is 6' wide x8' ling Sias (holes) ram parallel to the plate length specified. Dta Cuts on web members shall meet at the centroidof thewebsunlessotherwise shown. Conrcaa plane times sure minimum rues based on theform shown and may need tobeincrcased fa certainhandling and/or erection stresses. This true is not to befabricated with fireretardant treated lumber unkn otherwiseshown Fa additio al information on Quality Control refer to ANSYMI 1.1993 PRECAUTIONARY NOTES All bracing and erection roco mrenmtiom are to be followed in accordance with araptd industry publications. Trues are to behandledwithparticular are during banding said handling, delivery and insulation to avoid daealx Tern{arary, and ptnuum mbracing for holding tramp ina straight andplumb position and for rest ring lateral form shall be dmgnd and installed by others. Carefuldrilling is essential and erection bracing is always required. Normal precautionary motion for home requires such temporarybracing during installationbetween tomes to avoid toppling and deadening. The supervision of erection oftrams shallbe under the omnral of persons experiatodin the installation of tram. Professional 86-;Cc &hall be sought if rreedd. Concentrationof cormmaion Wadsgreaterthanthe design Inds shall not be appliedtotrusses at anytime. No Wads alv thanthe weiglu of the crumrsshall beappliedto toss$ untilalter all fawningand bracing is TC: 2x 4 SP H2 BC: 2x 4 SP #2 WB: 2x 4 SP 03 GBL: 2s 4 SP 03 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind In -Plant Quality Assurance with Cq= 1 MAK. REACTIONS PER BEARING LOCATION----- K-Loc BSet Vert Horiz Uplift Y Type 0- 0- 12 1 43 68 -70 B Pin 3- 3- 4 1 76 -68 -114 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 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CSC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kztes 1.0 Bld Type= encl L= 3.3 ft W= 3.3 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-49/68,2-3=-49/68, HOT CHORD 6-5=0/0,5-4=0/0, Webs 6- 1--23/66,5-2--81/234, 4-3=- 36/106, 2-4- 0 3-4- 0 3x4 2x4 2x4 Am Lij lu 2x4 2x4 3x4 2-4- 0 1OVA OWA hV1A ILWAF 0WA '4 I t I I a• 1 3-4-0 I 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: EBracREAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING To BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a rondaSystemSingshornonthisdrawingismorationbracingwindbracingportalbracinga similar bracing which is pan of the building desip and which must be considered by the buildingdesigner. ow g. Bracing shown isforlateralsuppon of tom membersonly to mile buckling length. Provisions man be made to anchor lateral bracing it ends and specified locations determined by the building designer. Additionalbracingof theoverall structuremay berc*md. (See HIB-914005 MARONDA WAY D'oeni; or Madsab Winingnnuin3Jre7 9);hong.RrrmPlateinseitutc TPI is located at593 Sanford, FL. 32771 Component Engineering by: Tram Engineering Co.. P.A.. 818 Soundside Rd• Edenton NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OOOOS 066 367 MsdstMon PL Chuluotsa, FL 22746 joint Locations 1) 0- 0- 0 3) 3- 4- 0 5) 1- 4- 0 2) 1- 4- 0 4) 3- 4- 0 6) 0- 0- 0 This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. ( 0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 68 0.06 A 6- 5 0 0.02 2- 3 68 0.01 A 5- 4 0 0.02 WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 6- 1 66 0.12 C 4- 3 106 0.13 5- 2 234 0.47 C Scale = 0.5828 Eng Job: WO: ROAK3 Dwg: TI: V30 Dsgnr:TLY Chk: 8/26/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BC Dead10.0 psf Code: FLA TOTAL 43.0 psf v4. 7.32-38820 use:ign: twacr tsna4.ysxa rrOXXIO ratn: e::\TLri6-LOK\Worx\JOBS\ROAK3\ROANOKE K 3\V30.prx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V4 Qty:l DESIGN INFORMATION This design is for an individual Wilding cemponem and has been based on information prmided by de diem. The designer disclaim all, responsibility for damages as a result of faulty or incorrect infomat)oa gceifiatiom andhe designs furnished tothe tom designsby thediem and the correctness m WMncy Ofthis inforoUld"m as it my mime to spedr. projects and acceptsan m es m_ no control with regard to fabtualum . handling, shipment and instillation of trusses. This Cross his been designed a an indlsid,al budding component in accordance nith ANSVM 1.1993 and NDS- 97 to be incorporated m pan of the building design by aBuilding Designer. When reviewed for appmvl by the building designer. the design landings shown muss be decked to be sure that the dais showyare in agreement with the local bulling codes. local Climatic meet& for wind m sooty Nadi project specifications or spaial applied Wads. Unless dawn um hasnot been designed fro storage or occupancylands. The design asstnma compression chords (cop or bamm) are continuously brand by sheathing unless olh- specified. Where brawn chordsintension are net fully braced laterally by a property applied rigid ailing they should be braced at a macimom spacing ofIP4' o.c. Ccumm plates shall be manufactured lion 20 gauge hotdipped gahaniaued dsmining ASTM A 633. Grade 40. unless chemise shwa FABRICATION NOTES Prim to fabriation. the fabricator shall mien this denting to ccrifythat this dewing is inconformancewith the fabriames plan and to realize a continuing respo libility for such %% if atioa Any discrepancies are to be pusin %tiring beforeemling orfabrication. Planes shall not be innalled mee knotholes, knots ordistarted grain. Members stall be w for Light fining nod to need bearing. Contact. plats shall be lowed o- both Ikas of the tom with nails fully imbedded and shall be sym. about the Ord --less otherwise shown A 5x4 pule is 3' wide .c 4' Wag A 6.9 plateis 6' wide x 9' Wog Slats (holes) rem parallelto the plate length specified. Double ens on tb members {lull meet at the amraid of thewebs -nle35 chemise hmstn. Connector plate si- ere minimum sums basedon the form thous and my reed tobeincreased flat ceminhandling andlm ereciian srresso. This trm is tic to be fibriated uith fire resarda l treated lumber udess chemise shwa For additional information an Quality Control rd. to ANSL TPI 1. 1993 PRECAUTIONARY NOTES All bracing and erection recommendations areto befdlwed in accordance %ith accepted industry publications. Tessa are to be handled with particular an during banding and handling ddnwy and inaallau m, to mud damage. Tempouy and permanent bracing for holding trusses in a stmighi and plumb position and fro mining lateral lbras bull be designed and instilled byWen. Cudul handling isessential and erectionbracingisat%a)a required. Normal precautionary action for urma requires suchtemporary bracing duringirtpalWion between trusses to void topplinganddomiaoing The apenisWa of erectionof tnusashall be under the couml of persons ecpcncnced in the installation of trusses. Professional achice "I be sought if needed. Conantnlion of constnxtiontools grater than the design loads shall not be applied to trusses at any time. No loads other thanthe weigh of themoon shall be applied totresses; until after allbacing and bracingis 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, All COMPRESSION Chords are assumed to be Be: 15.0 ft, Ies 1.00, Exp.Cat. B, Kilter 1.0 continuously braced unless noted otherwise. Bld Type= encl Lea 10.7 ft W= 10.7 ft Truss FORCES ( lb) Max Compression/Max Tension in END atone, TCDL= 0.0 pelf, BCDLer 0.0 psf TOP CHORD 1-2--515/401,2-3--514/401, Impact Resistant Covering and/or Glazing Req SOT CHORD 6-5=-264/448,5-4ae-312/622, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Webs 5-2=-553/965, 1- 2 -515 0.27 A 6- 5 448 0.32 WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -514 0.26 A 5- 4 622 0.33 5- 2 965 0.24 C 2- 8-0 4- 0 6. 00 4x6 6. 00 joint Locations 1) 0- 0- 0 3) 10- 8- 0 5) 5- 4- 0 2) 5- 4- 0 4) 10- 8- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- R- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 51 174 -43 B Pin 10- 7- 4 1 51 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.08/999 0.08/999 2-1 Horiz. 0.01 0.02 NA Max DL Deflection L/999 ea 0.00 Long term deflection factor = 1.50 A IN 1, 10-8-0 t, 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n d aSystems Bracing shorn on this drawing is tic auction bracing wind bracing parcel bracing or similar bracing nhich is aput of the buildingdesign and wfiich caw be considered by the building designer. Boxing dnweis far 'am support of tossmembers ody to red= buckling length. Pmisions mombe madetowho 'am' bracing atends andspaified loeatiot) u determined by the building designer. Additional bracing of the moll swcume may be requind. (See HIB-91 ofTPO. For specific thus bracing requiretsrcm; amnat building desigar.ffrms Plate Instinue. TPI is located at 593 4005MARONDAWAYD'OWrioDeist Madison. Wisconsin 33719). Sanford, FL. 32771 Couaponem Engineering by. Tom EngineeringCo.. P.A., gig Sou dside Rd Ederam NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $00050069 367 Medal PL Chuluota, FL 32760 2- 8-0 Scale = 0.5620 Eng Job: WO: ROAK3 Dwg: TI: V4 Dsgnr: TLY Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-38821 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ROAK3\ROANOKE K 3\V4.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V5 Qty:l DESIGN INFORMATION This design is for an indisidual building component and has beenbased oninformationprmidcd by the client. The designer disclaims say responsibility for damage as a result of faulty in incorrect information, specifications and/or designs famished to the truss designs by the diem and (he mrrichess or accuracy ofthis information as if may relate toa specific project and accepts no responsibility or mrcises no control nith regard to fabrication, handling, shipment andinstallationof trusses. This truss hasbeen deagnred a an indisidual buildingcompoundinaccordancemiNANSVfPI1-1995 and NDS-97 to be incorporated a pan of the building design bya Building Designer. When mimed for apprmttl by thebuildingdesigner, the design loadingssbano must be checked to be sure that the data shoneart inagneemna Miff the local building codes. local climatic records for nitd or snmy loaft prtsfcet specifications or special applied Wads. Unless shorn truss hasrot been designed for smrage or occupancy loads. The design assumes emMm asimr chords (top or bottom) art continuously breadbysheathing unless chentise specified. Where bosom chords in tension art our fully braced laterally by a property applied rigid ailing, theyshould bebraced at aonasimumspacingofI0'-0' o.e. Connector plates shall be manufactured from 20 gauge bra dipped galsanind steel marring ASTM A 653. Grade 40. unless dhemise shone. FABRICATION NOTES Prim to fabriptimt the fabricator shall mim this droning to senile that this dining is to conformance pith the fabricator's plans and to realize a continuing ruponsibility for such serification. Any discrtparcies art to be put in naiting before cutting or fabrication. Plain shall not be ittsmlled der knotholes. trots for diverted grain. Members shall be an for tight filling 000d a mood bearing. Connector plates shall be lamed on both faces of the muss imh rails fully imbedded and shall be sou, about thejoint unlesschemise shorn. A 50 plate isP ride s J' long. A 6s8 plate is 6' aide aBe long. Slots (holes) run parallel to the plate length specified. Double cuts on nab members shall trier in the cemroid of the nets udess ofhamise shonn Coonnsor plate situ are minimum siftsbased on the forcesshone andmayteed to be inere ss dfor certain handling and/orerection caresses. This from is nor tobe fabricated with fire feriandant treated lumber unless clsensise shoo,. For additional information on Quality Central refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracingand erectionrecommendations are to be fclomd in accord.— mi,h accepted industry. publications. Trusses art tobe handled nith particular cart during boding and bundling. delher• and installationto voiddarwge. Temporaryand permanent bracing for holding tomes in a straight and plumb position and for mincing lateral forces Nall be designed and Installedbywhen. Careful handlingis essentialand erosion bracing is aroms required. Normal preeautimrmy action for trusses requires such temporarybracing dining instillation beroxn messes ton,id toppling and domiroing. The supeniaou of erection of trusses shall be under thecontrd ofpersons aperienced In the installation offrmo n. Professional adsiashall be sought if needed. Concentration ofamtrtetionn Inds greater than the design loads shall not be applied to frusses at any time No loads other than the meighl of the nectars shall be applied to lasses until after all (livening and bracing is BC: 2x 6 SP (12 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl L- 57.3 ft W= 2.0 ft Trues in END zone, TCDL- 4.2 psf, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1/2,3-2=-1/2, HOT CHORD 3-3=0/0, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 2 0.00 A 3- 3 0 0.00 3- 2 2 0.00 A 0-0 1-0-0 3 2 1 U.40 6.00 Joint Locations 1) 0- 0- 0 3) 2- 0- 0 2) 1- 0- 0 4) 0- 0- 0 MAR. REACTIONS rtHPER BEARING LOCATION----- X-Loot BSet Veoriz Uplift Y Type 0- 0- 12 1 2 5 -5 B Pin 1-11- 4 1 4 0 -10 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-3 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor = 1.50 0-6- 0 0-6-0 Alor N 2VA 2VI OVA 111ir 1e I 1• I 4 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: Mar, a rond aSystems Bracing shorn on mthis draming isnoterectionbracing• mind bracing, portal bracing or similar bracing oitich is a pan of the building design and inieh muv be considered by the rac building designer. Bing shorn is for lateral suppon of tmss member only toreduce buckling length. Panisiom must be made to anchor lateral bracing at ends and specifiedl=lioof dnermined by the building designer. Additional bracing of the memllstructuremay be required. (Sec HIB-91 of TPI). Forspecific buss bracing requirements, comact building daigner.(Triss Plate Institute, TP1 is located of 583 4005 MARONDAWAYWOnofrioome•Mattison, Wisconsin 5I719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A.. Big Souadside Rd, Edenton. NC 27952 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. 13CENSE *00050068 367 Medallion Pl. Chuluota, FL 32766 Design: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\VS.orx Scale = 0. 9618 Eng Job: WO: ROAK3 Dwg: TI: V5 Dsgnr:ECH Chk: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt OF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35. 0 osf v4.7.32-38822 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V6 Qty:l DESIGN INFORMATION This design is for anindividual Wilding component and has been based on information provided by the client. The designer direlaim any respectability for damages as a result of faulty or incorrect information, specifications and/ordesigns famishedtothe truss designerbythe thaw and the coneanas oraccuracyofthis informationait rely rebut w a specific project and aecepa ro respomibilby orexercises no control with regard to fabrication. handling shipment and installation oftrusso. Thistram has been designed asan individual building component in accordance with ANSlr PI 1.1995 and NDS-97 tobe incorporated aspan ofthe building design by a Building Designer. When reviewed for approval by the building designer. the design loadings shmvn most be choked to be sue that the data shoun are in agreement with the local building codes, local climatic records fa wind or saw lands, projop spocificatimu ar special applied loads Unless Lama truss has not been douped for storage or omtpaecy kinds. The design assumes compress!= chords (top or bottom) are continuously bead by sheathing unit= dheruise specified. Where boomchordsin «aslonere not fullybraced Laterally by a properly applied rigid ailing, they should be braced at a maxmo m spacing of 10v)' o.c. Connector pinto shall be manufactured frmt 20 gauge but dipped gahanind stod mating ASTM A 633. Grade 40. mlasotherwise sMva. FABRICATION NOTES Prior to fabrication, the fabricator shall review this droving to wilythatthis drawing is in conformance with the mDlica ces plans and torealise a continuing responsibility for such verilkotan. Any disacpacica are w be pmin writing before arcingor fabrication. Piano shall nal be installed ova kmboles. knots or distoned Pair. Members shall bean for .iglu Being wood ro wood boring connector plan stall be located onboth fare of the Inns with emits fullyimbedded andshall W qm. show thejoins union aheruise shows. A Sx4 pule is 3' wide x 4' long A 6xa plate is 6' vvidex8' long. Sloe (hokc) nor parallel to the plate Length specified. Double cuts on web membcn shall meet at the caumid of the uebs union otbero= shown Connor plate simsare minimum sia bawd ontho form shwaand mayand w be fawned for certain handling andor crcafou stresses. This ant= isnet tobe fabricated with fire retardanttreated lumber ranks of emm;c shwa. For additional infonmaion on Quality control refu to ANSVIPI 1.1995 PRECAUTIONARY NOTES NI bracing tad erection rem,mneMatimu are to be followed in accordance with accept cd industry publications. Trunks om ra be hulled withparticular caw during banding tad bundling dc1h cry and installation w amid damage. Temporary and permanent boring far holding tresses in a straight and plumb position and for resisting lateralform shallbe designedand installed by other Careful handling is osentialand crWion bracing is ahva)s roluired. Normal precautionary action fartrussesmquiro such temporary bracingduringivstalWian bcm= tnmo to avoidtopplingand domiming Tho supervision of ertnionof anusesshot ho under the tomrol ofpersonuperiereedin theinstalWioo of tours. Professional advice dull be sought if weeded. Concentration of comtnctionlads greater than the design Weds stall not be applied to trussesm any lime. No ( cods other than the weight of the erectors shall be applied to intact; anvil alter W fastening and boring is comptaed 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=-74/176,2-3=-73/78, HOT CHORD 6-5=-42/85,5-4=-53/168, Webs 5-2=-144/258, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 258 0.06 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, Ver 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzter 1.0 Bld Type= encl Ler 4.5 ft W-- 4.5 ft Truss in END zone, TCDL= 0.0 paf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 176 0.03 A 6- 5 85 0.06 2- 3 78 0.03 A 5- 4 168 0.07 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 en 0.00 Long term deflection factor er 1.50 2- 3-0 2-3-0 1 2 3 6. 00 -6.00 4x6 3x4 3x4 Ei 2x4 f 4-6-0 L 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRARING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING AARNING: FMariondaSystemsBracingdamsonIbrsdrawnngisnotcmciWbracingwindbracingportal bracingorsimilar bracing uhich is a pan of the building design and utich must be considered by the building designer. Bracing shwa is for lateral support of tins members only tored= buckling Length. Provisions must be made to anchor lateral bracing at ends and specified locations dea ratinedby thebuildingdesigner. Additional boringoftheoverallstructure may berequired. (Sec RIB-91 of TPI).F. specific truss bracing requirements, contra building desigpu.(Tr m Plate Institute. TPI is kxated ai S83 4005MARONDAWAYDDWHoDrivesMadison. Wisconsin 53719). Sanford, FL. 32772 Compoam Engineering by: Tram Engineering Co.. P.A.. 818 Soudside PA EA -cm NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050060 367 MedstMon PL Chut=ota, FL 327GS joint Locations 1) 0- 0- 0 3) 4- 6- 0 5) 2- 3- 0 2) 2- 3- 0 4) 4- 6- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- K- Loc BSet Vert Boriz Uplift Y Type 0- 0-12 1 65 -223 -101 B Pin 4- 5- 4 1 65 0 -104 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Eng Job: Dwg: Dacmr: TLY Chk TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.6589 WO: ROAK3 TI: V6 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V7 Qty:l DESIGN INFORMATION This design is for an individual building component and hasbeenbased oninformation plenided bythe client. The designer disclaims any responsibility for damages asa resultofWryw incorrect information specifications and/ordesigns furtishd to the tamdesigns bythe dim and the mrtmrcsswaccuracy ofthis information as it may relate toa specific project and accepts no responsibility or exercises no mntrd with regard to 9Wi®Iimc handling, shipment and installation of tmaa. This unm has been designed as an old-dml building compoam in accordance with ANSVIPI 1.1995 and NDSA7 to be incorporated a pan of the building design by a Building Designer. When miewd forapprrnsl by the building designer. the design loadings shown mum be deded tobe sue that the dam shown axe in agrecmem with the local building codes. local climatic records for windw snow Inds, prejen speciriatimuor special applied bads. Unless shwa trues bees one been designed for swage or occupancy Inds. The design assume ampressim chords (top w bottom) are coatimrotedy braced by shething unless oihcm= spaiBed. Where bosom chords intension are not fully braced intently by a property appliedrigid ailing theyshould be hraced al a m ,durum spacing of 10'.0' o.c. Connector plena shall be manufactured from 20gauge hot dippedgahwnirnd men moving ASiM A 633. Grade 40. antas otherwise shown. FABRICATION NOTES Prior to fabrication. the febricasor shall mim this drawing to %wily that this dewing is in wnfmmmnce with the foWiame's plans andto roll= a continuing nspon'bilky far such sarifiation. Any discrepancies am to be put in writing before rating orfabrication. Plato shall net be installed mice knahola, kneesordimmed grain. Members shall be erw for tight ruling wood to wood haring. Connector pinta shall be located on bah faro of thetam withmilsfully imbedded endshall be syrn, about thejoint unlenotherwise shwa A 50 plate is 5' wide s 4' long. A6sa plate is 6' wide s g' long. Sloe (holes) me parallel to the plate length specified Double cuts - wedmonDors shell men at the centrdd ofthe wsss unless otherwise shown. connector plate sim are minimum sirs bard oa the forces shcrwn and may need to be increased for cermin handling and/or erection wears. Thistamis nottobeAbAcated with rim relardam tsaled lumber unless otherwise shown. For additioml information on Quality Colored refer to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing end erection recommendations are tobe folloud in atoordance with ac *od industry publiatbm. Tama are to be handled with particular are during banding and hurdling, delinery and a<adl_=_ to mcad damage. T=po ryand pwurcn bracing fbr holding truces in a straight and plumb position and for resisting Weal forces shall be designed and installed by others. Careful handling isessential and enaioo bracing u ahva)srequired. Ncu al precautionary action for trusses requires such temporary bracing during installation between tnmammaid toppling and dommoing. The supervision ofertam of tomesshall be under the caroled of persons cVesienced in the iasalmdoo of tnmecPrafatioml ado dull be sought if needed. Concentration of construction bads gctau than the design loads shall not be applied to trusses at any time. No bads otherthan the weigh of theelectors, shall beapplied totrusteeuntil &W allfames ng and bracingis TC: 2x 4 SP N2 BC: 2x 4 SP #2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-234/194,2-3=-234/193, HOT CHORD 6-5=-120/221,5-4=-143/331, Webs 5-2=-297/549, WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 5- 2 549 0.14 C 1- 9-8 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, Kct= 1.0 Bld Type= encl L= 7.2 ft W= 7.2 ft Truss in END stone, TCDL= 0.0 pelf, BCDL= 0.0 pelf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -234 0.12 A 6- 5 221 0.16 2- 3 -234 0.11 A 5- 4 337 0.17 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.02/999 0.02/999 2-1 Horiel. 0.00 0.01 NA Max DL Deflection L/999 es 0.00 Long term deflection factor = 1.50 3- 7-0 3-7-0 1 2 3 6. 00 4x6 2x4 Joint Locations 1) 0- 0- 0 3) 7- 2- 0 5) 3- 7- 0 2) 3- 7- 0 4) 7- 2- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- R- Loc BSet Vert Horiel Uplift Y Type 0- 0-12 1 70 -219 -97 B Pin 7- 1- 4 1 71 0 -99 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 70# 1.50" 71M 1.50" 7- 2-0 t, EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma non d aSystems Bracing shown on this drawingis not cration bracing, wind brocing portal bracing orsimilar bracing whichis a Pon of the buildingdesign and which mustbeconsidered bythebuildingdesigner. Boeing shownis for lateral support of tam members only to reduce buckling length. Prmisimn mom be made to archer lateral bracing at ends and specified locations determinedbythebuildingdesigner. Additional bracing ofthemnmsBstructure may be squired. (Sec HI13-91 of TPI).For specific truss bracing requiremen4 cmuw building desigser. from Plate hnmiturc. TPI is located at 583 4005MARONDAWAYD'Onofrio Drive, Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by: Tens Engineering Co„ P.A., 819 Seandside Rd Fdcnlon, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050060 367 MedaMon PL Chutuota, 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 t- 9-8 Scale = 0.5706 WO: ROAK3 TI: V7 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-38824