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142 Wheatfield Cir 06-2468 SFR
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?y Use: 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.) J�ivcc�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. G 1. [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 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 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 Qz W 0 Ce x 0: w LU �Z�0 x0YQ �4Ln LU a a� C a v 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�Q SCE NOTICE OF COMMENCEMENTtv���NN�",;°��'F;oP TAX FOLIO NO. 25-133-6949 PERMIT NO. 'N SUM o�P��� c�E M1 O STATE OF FLORIDA COUNTY OF SINO � 2 � 'J1 The 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 k EXPIRES: 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 of Florida requirements for bath door for compliance of Handicapped 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 Q Permit # : `- 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.nc .......... 4�.., . ...........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......:::...nc .. Notary Assn.. ...... .. . .I.i Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: �Zoni 4 �9 4 Uti li lies: (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) CITY OF SANFORD PERMIT APPLICATION SUN 2 2006 Permit #: 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 of the 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 N traJR. 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 Inc .....Assr;� .....�......... 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 2 Permit # : 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 of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating 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 ofa Ower/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 2 Permit # : 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 of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 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 .....„„ 000460464 �k" (.s 8l10/2009 (800)432.4254 '%• f C„ •. G°r' Florae Notary Assn., In; 7G1w4iawYAgemis•_3f_'Pdfstorial�y i�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�'' " 8/1012009 ( a „ (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 (By LV 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 d a 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 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 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_ ampf Title, 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 PASS Total base points: 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 1.00 1 (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 r 0 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPADOE EnergySiarTudesignation), your home may qual ify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 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 Ducts Central vent (0 cfm) 0 Btuh Humidification 0 Btuh piping 0 Btuh Equipment load 26301 Btuh Infiltration Method Simplified Construction quality Average Fireplaces He 149g Cooling 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 Daily range Relative 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%ROANOKE K 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 50 Latitude: 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 SimplifiedWef Average bulb (� - 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.✓.vtc OFFIc F,vo. /8',Qceaof 1-T 60• tao' iirwr/ Fico w�c.4o �s-2494 . fs I O T u u O u 3 7' 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; ar 2 U.�:�s �� j 21N41 .yt o A Ltl U 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, l S-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 subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt (DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. rage 1 ul Re aort No. NER-617 Page2of2. 5.0 IDENTIFICATION Each container of BORA-CARE@ Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 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 the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 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 WHEATFIELD ICIR 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. 40 Dwgs: 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 N cn 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 1 3 0 _ ` 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 I 124 64 I 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.,: use damagetl 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 Tag Less than or equal to 60' 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 ra e 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, ^ '• Ground brace ' lateral (LBG) ', ..•,, � 1 Note: 2^d Moor System shall have ' \ ' , 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, • strut (sn V !1 • Typical horizontal tie member with Driven ground stakes 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 that are laterally bracedeanbuckle r ry together 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—_J I i 10' or Greater) i I rGrt Attachment ', Required —� J ?0'"i �OTr es) asses SPF1N@ 2 30° or greater All lateral ' braces. lapped ^, ' i trusses � The end 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*',buildings f•+s . p: !r MJ +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,�De Is Tres s) ses�?. o. Trusses mu st 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 du plicated'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 6 gto er 42' - 54' 3/12 6' 6 '4 er 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine oc HF - 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 I Truss 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 The design. disclams any responsibility for dare.s. o . remit of acuity . bcarrect iafonttstloq speciecatiau mldfm designs famished to the no design by the cUam and the comecmns or accuracy of this informnion as it may rein' to. tpnifit project and sacepu ma responsibility or "'nixes no comma with regard to fab klathar. baadling, shipotod and installation arm — This mail has been designed as am iadivida.l building component in accordance with ANSVTPI 1-1995 ad NDS-97 tobe incorporated .t pan of the building design by. 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 wind or snot bads, project specifications or special applied bads. Unlea Kowa• as her not been dmes esigned for storage or ncenp.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. they should be braced n . madmvm spacing of 10-0' e.c. Comectm plain Nail 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 continuing responsibility fin such verificnaoo. 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 plain shall be located an both be. of the sass with uis Illy ImbcddM and shall be sym .bum the join anises 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 may need to increased Nr remain handling salvor erection are... This ass is cot to be fabricated with fire madam Pumd lumber mca iotherwise Mown. For additional information on Quality Control nfa m ANSVTPI 1.1993 PRECAUTIONARY NOTES All bracing .M erection recommendations am to be followed in accordance with 'Handling. Iasudling and Basting'. 102-91. Tosses are as be handled with particular ate during banding and handling. deUvery, and installation to avoid damage Temporary acA permanem basting 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 Arcing Is always required. Normal precautionary action for aw— ngoina such lemporery bracing during installation be- an ran m avoid toppling and domicsI The supervision of aeclitrn of mean Nall be trader the coal or persons experienced in the installation of asses Professional advice shall be smagM If needed. Corcentratlon of contraction Wads greater than the design Inds shall not be applied to trusty at any time No loads other than the weight of the erccton shall be applied 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 THE SAME DIMENSION AND GRADE AS WEB; 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 5x6 x6 VALLEY MEMBERS AT z6 3 DIAGONAL WEBS REQUIRED WITH w 4x8 . 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 2z4 t2 O 0.0-4 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 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. DWg: TI: V Ida ro n d a Systems 'racer- snow" on that drawing I. m. erection bracing. wind bracing, penal bracing m similar brsdng which . pan of the building design and which rnusl be considered by the building designer. Bracing shown is for lateral coppon of no Ds gn r : T LY Chk : 7 / 2 7 / 2 0 0 5 nmmben 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 of TPI).For epecifc "is bracing requirements. cents,. building doigner.(Truss Pine I.sahele. TPI is located .1 533 4005 MARONDA WAY O•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 TOMAS PONCE P.E. LICENSE M0050060 BC Dead 2.0 psf Code: FLA 1005 VANNESSA OR. 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 andfor designs famished to the from designs by the client and the correemas or accuracy of Nis information as it may relate to a spGJfic prejecl and aceepla no responsibility m exercises an control with regard to fabrication, handling, shipment and installation of wises. This from has been designed as an individual building coropenrmt in xcondarx, with ANSI/TPI I.199s and NDS•97 to be incorporated as pan of the 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 been designed for storage or occupancy loads. The design asmmes comprcaiort cborda (top or bottom) arc comimamly braced by Sheathing unless otherwise specified. Where bottom chords in torsion arc not fa11y braced literally by a pmperly applied rigid ceiling. they Gould be braced at a maximum spacing of 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 plans and o realize a continuing 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 dun be lint fed Lights Biting wood to wood boring. Connaaac plotes shall be soared on bah ram of the tram with roils rally imbedded and shall be sym. ibna t the joint onlcss otherwise shown. A sea plate is s' wide x a' bag. A 6ag plate is 6' 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 sizes band on the tones shown and may sad to beiaresed fed c m handling and/or section stresses. This truss is tot to be 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 bracing fed holding trusses in a straight and plumb position and for residing lateral forces shall be designed del initialled by others. fseful handling is essential and cation bracing is always 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 me instillation of tsa. Profaxional advice Shall be =tight if nailed. Cate mratbn of cm annion loads greater than the design lads shall mu be applied to trusses at arty time. No bads other than the neigh: of the erectors shall be applied to tromp until anew all fastening 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 Slope 24116 32/18 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 < 612 4 t::::: OiK^�r�u: OK 0 K O K 8 < :1 2 -`};^ `O: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 K O K < 1 0:1 2�.r< O K 0 K < 11:12 'O.K;?1 ;�s•!iO;K3>�r; 0K 0K < 1 2 :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 31 3/12 (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: A�i a rat n d a Systems Bracing shm.n on Ibis denting is na cnxlien bracing. hind bracing, ponal bracing or similar bracing which is a pan of the building design and which man be t onid and by the building designer. Bracing shown is for la....I Support on am Dsgnr : TLY Chk : Its member only to reduce buzOng length. Provision must be made to anchor lateral bracing at ends and specified 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.Fof specific war bncing requiremen t. contact building daignv.ITruss Plate I.Ah. c. TPI is localed at er33 Donofr Drive.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 367 Medalnon PL CIMItmila, FL 2276E TOTAL 43.0 p sf Qty: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 for an indhideed building mmpooem and has bar based oa imfnmution proidrd by ,he client. Tie designer disclaims any responsibility for damagn d a result of rzulry a' information, spoodiouions and/or desig= htrnished to the truss designs by Or cilentnnt and bha correctness or accuracy of this 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 a Btuldmg Designer. When my and fa appanal by an building designer. the design loadings shwa man bechecked to be sate em that the data shown art in .gnmc with the local building codes, local climatic ro ards for wind or crow lod>. pmjeel sp-fiotimrs or spatial applied Wads Unless shmm toss has no been designed for storage or occupancy Inds. Tha design assumes compression chards (cop or botom) are contima 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 20 gauge M dipped gahanind peel 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 is in cod'oruance with the bbrptors plans and to mania a mminuing responsibility for such %wifcotion. Arty discrepancies are to be pm W writing beroe mating or Worication. Plata shall not be installed ow knotholes, trots or dis and grin. Membm sedan be an for tight fiuing wood to wood bearing. Connector pb,= shall be Located on bah ram of the truss with nails Polly imbeddd and .lull be sym about thejoial unlm atber%im showA A 5xs pale is 5' wide x 4• log. A 6x8 plate is 6' wide a g• long. Slots (holm) rem patalle5 to the plate length spxifmd. Double ems on web meoben shall new at the centroid of the verbs unless oth-w sM+n. Connector plate rim are a iommen sins based on the form shown and may need to be ircrmsod for certain handling a dlor cinnion suessn. This truss is not to be abricated with fire retardant treated lumber unless otherwise shown. Forl tl '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 rtsisting item 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 erection of tmtses shall be under the control of persons expernnced in the hmalluinn of try. IhoOmmal d%tioe shall be sought d neaded concentration of conametion Inds grata than the design Inds shall not be applied to tr ssn at any time. No bads other than the %tight of the ero am shall be applied to uns es until after all fastening and bracing 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: This 3-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. WndLod per ASCE 7-02, 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 Bld Type= 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: Maronda SysteMS Bracing shorn w this drawing is not erection bracing wind bracing pop bracing o similar bracing which is a pan or D9 r TLY C11k' the building design and wiaichum m mbe nsiderd by the building designer. 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 building designer. Additional bracing of the owall swcluse 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 MARONDA WAY D•Onofrio Drim Madison. Wisconsin 53719). TC Dead 1.0 psf Sanford, FL. 32771 Componem Engineeiag br.. Tr ssi Engineering Co.. P.A.• 918 Somadside Rd. Edenton. NC 27932 BC Live 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 disclaims any responsibility for damages 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 to a Wedfic project and -taps no responsibility or tcerciso no control with regard to fabrication, handling shipment and installation of nurses. 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 to be sure that the data shoun are, In "Pecs Cm with the local Wilding codes, lost dimatie nerds for 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 or botmm) an cauimotsly braced by sheathing unless atbmuise specified. where bon of chords in tnnsioo are not fully' lmeraly by a property spplied rigid haling they should be braced at ■ ma ionlM spacing of 10'd' o.c. Conneror plates shall be numdauurd hoed IO gauge hot dipped gaMnird sted meesing ASTM A 633. Grade 40. unless otheruim shown. FABRICATION NOTES Pram to fabrication, the lab iamr shall re`ie,, this drawing to .%- that this drawing is in co f urwana with the febrfaws plans ad to realize ■ continuing responsibility for such %R fratloa. Any ditcrepareia are to be put in ni ting before ctdling or fabrication. Plato stall not be imlalld ma kOadplet, knots or distortd grain. Member dull be at for light fitting uod to uood bearing Cones or pores shall be looted on bah faces of the tom with mils fully imbddd and shall be sym. -ban the joint unless otherwise Norm. A U4 plate is V wide s 4' king A 6.ce plate is 6' wide a 8' 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 basil on the form stun and nay need to be 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,s arc to be followed in accordance nitb aoaged itdusuy publications. Trusses; one to be handled with lartialat arc dunintg banding and bundling ddnvq and iostal Woo to avoid damage. Tempmamy and peromal bracing for holding trustees in a straight ad plumb position And for rasing 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 of trtma shall be under the control of pCnmm cgenctated In the installation or lmsses. 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 to trusses omit after all fawning and 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 s drawing is nerection bracing wind brain& portal bracing or simiW bracing uhich is a Pon of the building design and utich must be considered by the building designer. Bracing shmm is for lateral suppon of truss nxmbers only to rota buckling length. Pro isions must he rode to anchor lateral bracing at ends and specified locations determined by It building designer. Additional bracing of the -call structure may he required. (Ski HIB-91 afTPI).Fm sped hams bracing miainroaq cotuacl building desig-trnm Plate lnsitme. TPI is bated a 383 4005 MARONDA WAY D'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 and bn been bout on information provided by the client. The designer disclaims any responsibility for damages a a moil of ropy or incorrect inlornatioq specifications and/or designs Banished to the tma designer by the client and the corrnnnm or accuracy of this 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 building aomporcm in accordance with ANSVTPI 1.1995 and NDS-97 to be incorporated in pan of the building design by a Building Designee When mimed fa approval by the building designer. the design loadings shown ram be checked to be sure that the data shown are in agmmmw with the local building codes, 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 they should be braced In a M'dmmn spacing of 10'-0• mc. Conscaor Dina shall be ma®txiund Bores 20 pop ha dipped phanimd cal running ASTM A 633. Grade 40. umkss otherwise shown. FABRICATION NOTES Prim to fabrication, de fabricator Ball review this drawing to comity thin this drawing is in conformance with the motors plans and to main a continuing raponsibi14 far orb verification. Any discrepancies an to be put in writing helium cutting or OWientioo. Plates shall m be installed wer knotholes. knots or distorted grain. Members shall be era for tight fitting wood to wood boring Camnner plow shall be located on bah faces of the tom with mils fully imbedded and shall be sym. about the join unlm otherwise shown. A Ss4 plate is P wide x 4' king A 6A ptam is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web rucmben s1Wl ram al the centoid of the webs unless otherwise shown. Connector plate airs are minimum sums band on the force shown and may need to be Increned for certain handling andfor cseaioo nnrsses. This tom ism to be fabricaeed with fire rmrdam trained lumber unless ahwise drawn. For additional information on Quality Contra refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES NI bracing W erection nrontroc dations are to be followed in accordance with accept ut industry publications Tw® am in be handled with poniadar ere dining banding and bundling defncy and instillation to nwid damage. Temporary and pemunene boring fa holding uuaes in a straight and plumb position and for resisting lateral foss shall be designed and installed by others. 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 of trusses that] be miler the control of persons experienced in the installation of Uuaes. Professional advice shall be sought Uncoiled Cacemntin of sramnctiora Inds graver than the design Inds shall not be applied to trues in goy Lime. No buds other than the weight of the ernnon shall be Applied to tstays until after all Can- ng and 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 Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 255 0.09 A 1-21 -2 0.02 2- 3 198 0.08 A 21-20 0 0.03 3- 4 142 0.07 A 20-19 0 0.03 4- 5 95 0.09 A 19-18 0 0.03 5- 6 132 0.15 A 18-17 0 0.03 6- 7 132 0.13 A 17-16 0 0.03 7- 8 -95 0.10 A 16-15 0 0.03 8- 9 -142 0.07 A 15-14 0 0.03 9-10 -181 0.07 A 14-13 0 0.03 10-11 -255 0.06 A 13-11 -2 0.02 5-7-3 0- 6- 6 EXCEPT AS SHOWN PLATES ARE 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- 0 Bracing Schedule: 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 Tension 0- 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 8.0j 1 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 of building design D s r : TLY Chk the gn rwhich must be mnsiderd by the building designer. Bocing shown is rot lateral wpm pon of to members only ru mdeee buckling length. Pmisiaa must be made to anchor lateral bracing at cods and specified locations determirod by the building designer. Additional bracing of the overall unctme 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.. 8I S SouMvde R4 Edenton, 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 This design is for an iodnidual building compmem and has been Eased on infmtnation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect infomution. sputa nuoru andfw designs humislyd to the trim designer by the diva and the commussss or accuracy of this information as it may rdcae to ■ specific pmjm and eoocps - responsibility or cvcreises no control with regard to fabrication- handling- shipnpesn and installation of intsses. This um has beet designed as an individual building in armrdaucc with ANSVrP1 1.1993 and NDS-97 to be incorporated as fan of Use building design by a Building Designer. When miewed for approval by the building designer. the design loadings shwa met be d-*m to be sure that the data shwa are, in agrement 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 1Wly broad laterally by a property applied rigid ceiling. they should be broad at ■ us-inoom sp cing of 1(Y-0' o.c Came cur pales shalt be manufactured from 20 gauge hot dipped galvanized not mining ASTM A 653. Grade 40. unless adtaw ac span FABRICATION NOTES Prior to fbicums. the fabricator &lull review this drawing to vc* that this drawing is in confmmatce with the hbriaoh plans and to realize a comiouing responsibility for such verifies m. Any discrepancies am to be put in writing before cueing or fabrication. Plato shall not be installed over ►rottwes, knots or distorted grain. Member& shall be cut for Light fitting wood to awed baring. Conneaut pores shall be located on bah 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 plate is 6' wide x g' long. Sims (boles) ram parallel in the plane kngth specified. Double cuts on web manbcra shall mat at the amid of th webs unless otherwise shwa. Condor plate sires ant mini - sizes based on the fotas shown and may need to be incrasd for anain handling and/or creation caresses. This tam is m to be fabricated with fire 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 in aocordana with accept ed industry publications. Trusses an to be handled with particular cave during banding and bundling, delivery and imtallatimr to raid dauage. Temporary cad parrumens bracing for holding tnaca in a tonight and plumb position and for resisting latent forces shall be designed and installed by others. Camful handling is essential and cream bracing is always inquired d. Norval pncawiaury action few trusses requires such temporary bracing during installation between trusses to ovoid toppling and dvminoing. The supervision oferection of trusses still be under the control of persona c%perienced in the installation of tMies. PmksslmW dNa shall be soughs if needd. Concentration of mnanction loads greater than the desup law shall m be .pplid to inmu at any time. No hods other than the weight of the amors shall be applied to masses unfit alter all fhp ing and bracing is TC: 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 11-11-12 V 16749 8.00" 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 DOnofloDntreMaao4witrous ntoatsinl]719�mhngdesgerlTresPlaalmrnaa 7PI a hood an5gl p Plt DF: 1.25 TC Dead 7.0 of Sanford, FL. 32771 Compowcrn ee Enginring by: Truss Engineering Co.. 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 designer disciaima any responsibility for damages as a result of faulty or incorrect information. R-frcati andlor designs furnished to the trtm designer by the diem and the correctness or accuracy of this information as it may relate to a spent pmjeo and accept ran responsibility or wads. on control with regard to ODrication, handling, shipment and installation of tnnum. This truss has been designed as an individual baalding component in accordance with ANSVfPi 1.1995 and RDS•97 to be inwrporatd as port of the balding design by a Building Designer. When rnirned for approval by The building dai&-. the design Imdings ahan mast be checked to be sum that the data shoun am in agreement 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 songs or omgancy loads. The design asstum. compression dads (top or continuously are continusly braced by sheathing unless othemin specified. 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 to sw* Iha this drawing is in confomam uilh the fihticaroh plane and to malim a continuing responsibility for each vesification. Any discrepercice are to be put in wilting before andng or fabrication. Plat. shall not be installed over knotholes, knots or distorted grain. Members shill be all for light 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 is 6' 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/or cress stno$. This tam ism to be fabricated with fire raardom treated lumber unless otherwise shun. For additional information on Quality control rda to ANSVfPI 1.1993 PRECAUTIONARY NOTES All bracing and elation recommendations; art to be followed in accords= with accepted industry publications. Tamna are to be handled uith particular cam during banding and bundling delivery and installation to noid damage. Temporary and pemfmnau bracing for holding Incas in a straight and plumb position and for resisting stem ford. shall be designed and installed by she.. Careful handling is essential and auction bracing is ahvala required. Normal precautionary action for burns "quire; such tenrlpmary bracing during installation heswecn lure. to avoid toppling and dominoing The supervision of erection of truce. shall be under the control of persons cgxrierrod in the installation of unseen. Professional advice shall be if -AA Concentration of wnmructioa Inds greater than the design lads shall not be applied to trussns to any time. No Inds other than the weigh" of the eralols shall be applied to unions; until after all fastening and 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 ro n d a 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 u hich must be considered by the building designer. Bracing shun is for let=] support of tam wee members only to rdnra buckling length. Provisions norm be made to annchor latent bracing at ends and specified locations de crenined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTPD.For specific tram bracing mcptimineuL eouna building d.igner.Cfura Plme Inaitme. TPI is located at 593 4005 MARONDA WAY D'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 Joe (1176. -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 This design isfear anindividual building component and 2x 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 10-12 See15.0 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 lo the tors designer by the tier WB: 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 3-11,5-11 in 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 installation of fThistan°ghsbeat signed 2x 4 SP #3 0- 0,0- 0,0- 0 Bracing Schedule: In -Plant QualityAssurance, per at This tam boa haw designed m n individual ddldiog building All COMPRESSION Chords are assumed to be Chords Max O.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 PER BEARING LOCATION----- Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension by. Building Designer. When reiewed for approval by X-Los Bast Vert Boric Uplift Y Typo ..TC. ..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 de ciao sMnwn ere in agraamem 0- 4- 0 1 1674 0 -1174 B 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) art amien SPY 13- 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 0.06 C 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./Ratio Jnt(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 plain and to nalme a amimaing nspomibifiry fro such verification. Any dscmpancia art to be pm in writing before cutting or fabrication. Plata shall not be installed ma krnthWa, knots err diaonm grain. Member shall 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 the plate knob soon . Double tau on 1 2 3 4 5 6 7 wed members shall meet to the android of the webs unless shorn. Connects otherwise shPlate sifts aremtuime 6.00 situ based a need to fours shown and may nebe -6.00 iecreaxd (or canoe handling sidles accusm assess 8X 10 This taus is not to be fabriatm with fire munlant treated! lumber unless ahem= shoum For additional 8 x 10 3x4 inbmutbn on Quality Control ref" to ANSVIPI 1-1995 PRECAUTIONARY NOTES 3x4 3x4 All bracing am oration recommendations are to be _ followed 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 and permanent 5x8 2- 8-15 - 5x8 bracing (a holding truss in a tonight and plumb 3x I 3x4 position and for resisting lateral force shall be dmgad am inaatlm by ahem, caeca handling is esxmial and ereaton bracing a always required. Namml preamummy maim fa tresses requires such tempaary bracing during 3.00 3x8 installation between insects to avoid toppling and deadening. The smpersisiaa of erection cf tmsm shall be roads` we stare oft perroesgsain the e 0- 8- 0 0-8-0 immt]ation of trusses Ptafasiooai aadviceshall be sought ootdm if . Concentration of camrucoion Inds grata don - 1 1-1 1-12 �R5 the design loads shall not be applied to trussed at any doe. 16749 8.0 ' 1675� 8.00" No loads aha than The weight of Ile aamn shall be 11-7-11 14- 8-10 11-7-11 applied to tosses until aHer all Naming and bracing is 41 0d 4 13 2 11 0 0 0 38-0-0 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! bracing or similar bracing which is a pan of D 9gI, r : TLY Chk : 8 2 6 2 0 0 6 a The building design and which must be nsiderod by the building designer. Bracing shown is for tatml support of true Lbr DF 1.25 members only to redo¢ budding length, Pe risiom nnW be made to anchor tataal bracing at ends and specified loarias determined by the building designer. Additional bracing of the meal] anrtum may be required. (See NIB-9 1 TC Live 16.0 psf : ofTYl).For weak tam bracing requirements. mum building designa.(Tnm Plan Insam titute, TPI is teed at 393 TC Dead 7 . 0 sf P Pl t DF : 1.25 4005 MARONDA WAY D'Oo ho Drive. Madison. Wisconsin 53719). O' C ' 2- 0- 0 Sanford, FL. 32771 Component Engineering by: Tors Engineering Co.. P.A.. gig Soundsid• Rd. Edenton. NC 27932 BC Live 10.0 psf ' 321-0064Fax FLIC TOMAS� PONCE LICENSE 00050066 BC Dead 10.0 psf Code: FLA 367 Medaffion PL Chutssotq FL 72766 TOTAL 43.0 psf v4 . 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 This design 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 has been based me Witurnanion pmidce byth client.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 designer diselainsany responubilifyto, 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 Chords are assumed to 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 as it continuously braced unless noted otherwise. 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 to rabrimrim handling• 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 part of the Wilding design 37- 8- 0 1 1674 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 d the buildto shm%mernem PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. HOT CHORD 16-15=-2708 4268,15-14=-2748/4331, beng Buie th atashouv am chakd 10 be sure deal line data Shown am In OgtCCflKm WEB FORCE..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- 6 1207 0.60 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 noporbot Th. design °smms 3-14 1332 0.43 C 11- 6 1336 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 C 7- 8 -4759 0.42 A 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.c connector plates chap be LL TL manufactured from 20 gauge hot dipped gah mind steel touring ASTMA63).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 term deflection factor es 1.50 the fabrivaM1 plan and to rea4a a continuing responsibility fro such %wifiatio t. Any disaepaeziu see to be put in wilting before cutting or fabrication. Plata shall ra be insulted mer k,naholea kris or distorted grain. Members still be at for tight (ruing need to wood shall be n both boes of themutm with tmailsmmlyytmbddd w c&tall x ms) show 10-0-0 18- 0- 0 10-0-0 the joint unless aheswve shown. A 5.0 plane is 5' wide s 4• long. A 6a plate is 6' wide s 8' long. Slots (holes) 1 2 3 4 5 6 7 8 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 6.00 sires based on the from shwa and may need to be inerasd foranainhadling adlorermionarouns. 6X8 6X8 This Ina is to to be fabricated with rim ne ardant treated 8X10 3X4 lumber nudes odeawise shown Fa additional information on Quality Control rder to ANS VrPI I-199S 4x6 4x6 PRECAUTIONARY NOTES AD lasong and ereers am ;an recommendations; to be5-6-6 5- 7-12 rotwwed in socareanee with accepted industry 4x6 pibliations. Trusses are, to be handled uith particular 0- 6- 6 5x8 8x 14 8x 10 8x 14 0- 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 straight and 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- 8 saiom fro muses requires such temporary bracing during installation berm® tames to void toppling and dominciag The srpertision of erearum of %runts shall be 0-8-0 0-8-0 under the antral of 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- 3-11 17- 4-10 10- 3-11 the design lads stall to be applied to tomes an wry done. No lords other than the "eight of the emcsm shall be 16 15 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 onlyw rdtnee WW ing length. Provisions must be made w anchor 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 wand to 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-04 TOMAS PONCE P.E. LICENSE $1,0050060 BC Dead 10.0 psf Code: FLA 367 Medam«s PL thuhsota, FL 32766 TOTAL 43.0 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 design is for an indhidual building map== 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 conetuess sor accuracy of this information 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 designed as an indnidml building mnpahem in anmrdanm with ANSVfPI I.I"S and NDS•97 to be incorporated as pan of We building design by a Building 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. Where bouctin church in temion are not fully hnoed laterally by a properly applied rigid oeiling they should be bound 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 writing before rating or fabrication. Plains shall not be installed owe knothok4. knots or Mum grain. Membm shall be m for tight fitting wood in wood baring. Connector plain shall be located on both has of the tram 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 ueb members dull meet at the occumid of the weds unless otherwise shown Connector plain sires am minimum sizes bend on the forest sham and may need to be iternud for main handling and/or erection greatest This rtss ism 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 industry puts iatimss Tian are to be handled with particular are during banding and bundliag dclisay and installation to nnid damage. Temporary and permanent bracing for holding trustees in a straight and plumb position and for resi airtg lateral form &hall be designed and installed by otbcm Careful handling is errofd and anion bracing is always repr ind. Normal pmmiorary acthno for trusses ruptures sears temporary bracing during installation beaten trusses to mad toppling and dined ,ioing The mpenisiom of creation of tmvn &hall be condo the control of permm e�eriencod in the insouatiom of uaaca lRofacomal adwics steal be sought H Deeded. Concentration of co earactlon hinds greater than the design loodh 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 all listening and bratiag is TC: 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 building designer. Bracing shown is for lateral suppon of truss members only to re I buckling kngth. Precisions corm be made to anchor lateral bracing at ends and specified Walions ddermined by the building designer. Additional bracing of the aeoll structure nay be 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 Enginming Co.. P.A.. BIB SouMside 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 anindividual buMngcomponent and 2x 8 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.The BC: 2x 6 SP #2 This 4-PLY truss designed to carry 2) 4- 2-14 8) 33- 9- 2 14) 19- 0- 0 designer disclaim any reponsibilitymrdamages ua ream of incorrect 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 face d) 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. specific projcn and accepts no All COMPRESSION Chords are assumed to be H= 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'nocontrol n'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 To compcem In 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- 2 per 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 `n va Repeat nailing as each ply is applied. 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 t soma agreement 1/2" thru-bolts at 24" o.e. shall be Chords Max 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 storage or occupancy loads The design assume, .WEB . .. SORCE .. CS Z . Cr WEB. ..FORCE .. CSI It . Cr In -Plant Quality Assurance with Cq= 1 BC Vert L+D -269 34-11- 4 compression chmm(top rbcmm)arocontinuously 17- 2 301 0.02 C 14- 6 1943 0.16 C---- 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 6908 0.55 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 -7734 0.36 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 2213 0.18 CPROVIDE UPLIFT CONNECTION PER 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 0.86 13-12--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 NA 6- 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 finds baud on fro rrfes shot. add may rt.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 I unless oilerwise shut.. For additicnl informaion on Qalily Control ruler inANS VTPI 6.00 , ,�--• t 7 �p l e (" 1 VI -6.00 1.1"5 1 6x8 IWO 30 6x8 6x8 PRECAUTIONARY NOTES All bracing and erection 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 4-2-6 ram bending and bundling. delivery and Installation mnoiddssesi Tetnperary and dplumb cent bracing for holding truss in a straight sad plumb 24x6 I Sx6 _ _ 12x12 3x6 IOx10 346 0- 6- 6 )2xI2�tS Sx6 position and nor resisting [aim] rorm doU be designed CIF 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�9 L u, 0-8-0 installation of truss Prolicsioal advice shall be sought if idled. concentration ofconstruction lam greater than 550 i # 8.00" 5501 # 8.00" the design Imo shall not be applied to tress$ to any tune. 7-11-4 22- 1-8 7-11-4 No loads other than the wdght of the erectors Shall be 8 7 6 applied to truss wail after all fastening and bracing is 5 4 3 2 1 0-10,.8 0-dOLB 38 0 (RO- 3- 9) b 269# l 269# (Rd- J- 9) COSMETIC PLATES (2)3%6 (12)2R4 EXCEPT AS SHOWN PLATES 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 aro ro is for lateral support of truss nesibm only to mmee WWiag length. 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 TC Live 16.0 ps f Lbr DF : 1.25 Design: Matrix Analvais Profile 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 2x 8 SP #2 3- 5,5- 8 composite result of multiple loads. 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 has been blood oninrarmatmnwa+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 bully or Incorrect infomuetion, 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 #3 TC- 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 #2 6-15 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 and weeps no 2x 4 SP #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 COMPRESSION Chords are assumed to be installed on TC&BC in addition to nailing. 7 22-10-11 14) 22-10-11 bbriotion barreling, shipneem and instillation of !cones. g • ) This truss her been designed us an indwideul building continuously braced unless noted 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= enel Let 38.0 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 2-18 210 0.01 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 of TPI-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. where 18 3-17 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- 8 4615 0.37 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, 5-16 247 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 NA 7- 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 on the force shown and may need to be 4 PI.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 o se she- ere with redire tional eat !rated 6.00 lumber unless dhenix slwseo. F« odditiotul )J I7) j 76.00 infomntior an Quality Comore refer to ANSIlIPI t ' P l e ` 1y7�1 1 vs 6x8 6x8 IOx10 6x8 6xe 6x8 PRECAUTIONARY NOTES 4x6 4x6 AB bracing and election recommendations are to be followed in armrdane, with aaepted industry pbliatiom Trusses am to be handled with particular 4- 3-12 4-2-6 0_ 6- 6 are during banding and bundling•defimy and 5x6 6x8 6x8 5x6 0-6-6 installation to noire damages Temporary and pemmnem j _ 10X 10 12,12 bracing for holding Ions to a straight and plumb 3 x4.1 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 b precautionary i inrly- Face = 0- 2- 8 ,,ion nor tmsm requires such tenip«ary bracing oaring Face = 0- 2- 8 installation bctweeo tram to void toppling and domiroing. 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 design tads shall not be applied to uusm at any Lime. 7-0-0 9-1 21- 2-15 7-11- 4 No loads other than the 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 mew be made to anchor lateral bradng al reds and specified loatiom determined by the building designer. Additional bracing of the overall anawre buy be required. (See HIB-91 TC Live 16.0 psf Lbr DF : 1.25 specific 4005 MARONDA 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. 32771 Component Enginouing by. True Engineering Co.. P.A.. 918 Sounds ide Rd. Edenton 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 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 Thu design is for an indnidual building componem and has been Wed on iafomution presided bribe client. The designer disclaims airy mspamibiliry for damages es a ream of faulty or income information, specifications and/or designs furnished to the truss designer by the client and the continental in accuaq of this information as it may relate in a specirk project and saps no responsibility in ccccises no central aith regard to fabrication, handling, shipment and installation of trusts. This truss has been designed as an indhidual building compmem in accordance with ANSVIPI 1.1993 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When mimed for appmal by the building designer. the design lading, shww mum be checked to be sure that the data shone art in agreement Mitt the local building codes, local climatic records for wind or talon Wadi Project spxiBcatons or special applied Inds. Unless shwa tram has nor been designed for storage or ocahpsacy Inds. The design assumes mmpr� chords (top or bmmm) are moriramuly braced by sheathing unless othernise speefed. Where bottom elects in tension am not fully brand laically by a property applied rigid ailing. they should be braced at ■ maximum spacing of 10'-0' o.e. Con== plates shall be maatffictmul from 20 gauge hot dipped gahwnind steel meeting AA 633. Grnde 40. unless otherwise shwa 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 to realize a continuing responsibility for each herilletiw. Any discrepancies are e be Ito in %riling before cutting or fabrication. Plata shall not be installed mer knotholes, kn u or distorted grain. Members shall be 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 sines am minimum duct based an the fora{ shoam and may need to be increased for seam handling adfor elusion stresses. 71.h Inns is col to be lid rimtd with 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 acceped tndnmry pnbiiwiom. Tema are to be bodied aith panicular are during binding tad hulling. drJi%wy and installation to avid damage. Temporary and p rmsncm bracing fro holding bats in a straight and plumb pamuce and far resisting latent form shall be designed and installed by ashen CamM handing is essential and cmaiem bridal; is ain ay& mquird. Normal precautionary no for trusses requires such temporary Haring during installation besama tassa to void toppling and domialling. The slip vision of erection of trmsa dull be oiler the eomrl of pnmm ecpaiemad in We inmet'-don of t uOCi Professional afiice dull be sm%W if needed . Concentration of consustwon lads paler thin the design loods shall net be Applied in Inmates at any time. No lads other than the ueigM of the erectors dull be applied m tnaars until eller W fastening and bracing is TO: 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 a rot n des Systems Bracing &Mum a this drawing is not caaion bracing, wind bracing. ponal bracing or dmily bracing a lich is a pan of the building design and width mat be considered by the building designer. Boxing shorn is fro lateral support of truce members only to reduce buckling length. Prmi ns ram be made to anchor lateral bracing at ads and specified locations dnuraiand by the building designs. Additional boxing of the estnll structure nay be required. (Sec HJB-91 ofTP0.For specific utra boxing requirements. comas building deignalTrim Plase limit= TPI is looted at 533 4005 MARONDA WAY D'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 indndld ibuilding mnlpmrnl ad ss Ahero b d on information 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 the client and the correctness or accuracy of this information as it may relate to a specific project and sups no responsibility or ewds s no control with regard to fabrication handling shipment end installation of trusses. This truss has been designed e a indixidual building fmtponem in acomdanla with ANSVIPI 1-1995 and NDS-97 to be incorporated a put of the building design by a Building Designer. Wbco miewxd fro appmal by the building designer. the design looding, shown must be cl—I to be sure Ihet 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. Ualm ghowal taus has not been designed for storage or occupancy beds. The dmp assurro compression chords (cop or bonom) are continuously brand by 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 a continuing responsa.diy for such swifiolion. Any discreparcin are to be pm in arising before cutting or fabrication. Plates shall not be installed mu knothoks, knots or disum gain. Myers ddl be cm fro light filling wood in Hood bearing Connector plain shall be locotad on both faro of the truss with rails; fully imbedded and shill be sym. about the join unlm orheruise shown. A 5x4 plate is 5' (ride x V Wng A 6x8 phut is 6' aide x 8' Long Sims (hole) run parallel to she plate length specified. Double erns an ntb members ddl nor at N the centroid of the webs uess nth cruise down. Cameron plate sUcs ate minimum des based on the forces shown sad may rend to be rlereaxd for 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 ac oMted idt y publiatiom. Trusses ate m be handled wuh particular case during banding and bundling, dclhM and iman"s-in• to noid da age. Temporary and permanent bracing for holding trusses in a straight and phunb pesilim and fro resisting lalm forty shall be dmgned and installed by others. Careful handbag is essential and erectiors bracing is atump mQuired. Normal precautionary action fro trusses requires such temporary bracing during installation bemtea trusses to maid toppling and domilaung The supervision of erection of trusts shall be under the amrnl of persons experienced in the installation of tresses Professional advice shall be soughs if needed. Conan rstuan of construction Imds grater that the design lads shall no be applied to trusses at asp time. No Imds other than the height of the canons shall be aw to trusses mail afcr all roaming and bracing is 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 ro n d a Systems Bracing da one on this drawing is ercmttim bracing wind bracing pord bracing or similar bracing ntich is a pan of 2 6 the building design and which must be considered by the building designer. Bracing lateral is for latl support of truss D srTLY Chk 8/ / 2 0 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 building designer. Additional bracing of the mtrall structure maybe required. (See Live HIB-91 p of 7PI),For spxific truss bracing requirements. cuumcs building dcsig—t[Trss Plate maims. TPI is located at 5g5 TC Dead 7 . 0 of Pl t DF : 1.25 4005 MARONDA WAY D'Omfrio Drne, Ma&m Wisconsin 33719). 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 Dead 10.0 psf Code: F`LA 4 367 Madamon PL Mutilate, 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 any responsibility fm damages a 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 responsibility or cvncim an cans with regard to fibriation. handling shipmem and installation of trusses. This rum has bate designed as an itdh ideal building ,mmpaeru in accord, stoe xith ANSVIPI 1.1993 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When nevimud for apprmnl by the building designer. the design loadings tboun must be checked to be sum 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 for storage or occupancy tends. The design asses= compnessiort Chords (top m bnnnm) are continuously breed by shcuhing unka otherwise spcilled. Where bottom chards in tension are = rally braced laterally by a psoperly applied rigid ceiling, they should be heaad at a maximum spacing of I(rO' o.c Connector 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 Nis drawing is in confomum adth the fibriatoh plan and to realize a continuing responsibility for such verification. Arry discrepancies are to be put in utiting berme acting on fabrication. Plata Nall net be installed my kneshoics. knots or diaortd grain. Members shall be cut fen tight fitting mood to uood baring Connector plates shall be leafed an bah fa= of the truss with sib ftdly imbddcd and shall be sdm about the )ota udecs athernve Noun. A 5x4 plate is 3- wide x V long A 6.x8 plate is 6' wide .s 8' ling Slap (holes) run parallel to the plate length specified Double cuts an wmb member shall am at the controid of the treat unle owise ss othshoan. Conneeta plate sins are minimum sim bard on the for= shown and may nerd to be incrend fa conain handling and/or erection arsses. This mrxt is not to be mbriatd with rim rerarda st treated 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 with outpd industry publications. Trusses am to be handled with particular are during biding and budliog delivery and imullation to mad damage. Temporary cad perms mean bracing for holding truss in a nought and plumb position and fen resisting lateral Tomes shall be designed and installed by others. Careful handling is essential and erection bracing is aNids required. Norval precautionary action for trusses requires such temporary bracing during iatallatia bemeen trutxs to maid toppling and domineing The s tpervision of action of tosses WB be under the control of persons evperierxaxl in the installation oftrusses. Professional advice shall be sought H ae derl Coocannmion of construction lads grata thin the design lads shall nat be applied to tnts0 a any time. No loads other than the ucighl of crosscuts; ershall be applied to trusses until arm all fastening and Waring 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 I 4 3 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 by the 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 Golding designer. Additional bracing of the merall structure may be required. (See HIB-91 of TPI).Fw specific truss bracing 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\RAANORR K 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 fauiy or incorrect information. svocifitatiom and/o deigns punished to the new designer by the diem and the carmoness or accuracy 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 of nurses. This truss has been designed as an indnidual building mmpmam in aamdartx with ANSVM 1.1995 and NDS-97 to be 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 sues that the data shorsn are in agtamern 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 or omrµvey (cods. The drip assumes compression chords (top m boimn) am continuously Loaned by shatbing unless onhawise specified. Where ban= chords in tenslon are rap (ally, braew .."rally by a properly appliM rigid «fling, they stiadd be' ru a masfmum spacing of 10'-0' o.e. Connenor pales shall be maoo6aurd from 20 gauge Act dipped phini ed and meeting ASTM A 653. Grade 40. unku mlcmiw shown. FABRICATION NOTES Prim to fabrication. the faMicator "I mxiew this dnming to wily Uat this driving is in mnformmr a with the fabricatoh pun and to slim a continuing responsibility for such saifiation. Any discrepancies are to he p n is writing bcfom outing w fahriation. Plates shall am be installed oser knolholes. knots or distorted grain. Members shin be ran for tight fining wood to wood bearing. Csmcaor plates shall be located on bah faces of the truss with .it. Ally imbedded end shall be qm. show the joint unless dlcaise shown. A 5.x4 plate is P wide x V Long. A 6.A plate is 6' nide x 8' long. Sias (holes) run parallel to the plate Length specified. Double ens on m mernbers shall mat at the antroid of the webs unless other-tse sll Camepon plain Lives am 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 on Quality Control idler to ANSlr PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with accept rd 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 is essential and section bracing is dna)s required. Normal precautionary onion for trusses requires such temporary bracing during iavduitaa betneca unites lo nwid toppling and dominoitng. The supervision of erection of unsses shallbe under the control of persons Cxpefklaned in the installation of trusses Prokssio al ndsice shall he sought if on dmi Cooaotntion of wnstnrtfon Inds grater than the design Loads shall non be applied to tr octet; in any time. No loads other than the weigtu of the ere tom shall he applied tot' amid all. W tiuu-ing and bracing 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: hMaronda Systems Bracing shown an this drawing is ma erection bracing. wind bracing portal bracing orsimilarbracing which is a pan of the building design and utich must be considered by the building designer. Bracing shoe is fm lateral suppon of truss members only to reduce buckling length. Pr visions mum be mark to anchor lateral bracing in ends and specified kcalioruf derenniacd by the building designer. Additional bracing of the mcrall stnctme ray be required. (Sec HIB-91 of MIFm spaifc trim bracing requireenc u. course: building designer,ffnm Poe Institute. TPI is located at 582 4005 MARONDA WAY DXhWrio Drim Madison, Wisconsin 53719). Sanford, FL. 32771 Component Enginesing by: Truss Engineering Co.. 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 BC Live 10.0 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/or designs fhrnished to the tom designer by the clieru and the cons nless or accuracy of this 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 This trio has been dr9gned as an ind""b d bolding m nmlpaleN in afxdance mith ANSVfPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer. When n,vieutd for appr o,21 by the building design", the design loadings drouw corm be darted to be sure that the 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 bottom chords in tension 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 r ninufa 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 plans and to realize a continuing 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. Connator Plates shall be lowed on bah 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 is 6' wide s 8' long. Slots (holes) not Parallel lo the Plane length specifkd Double ads on web members Nan meet at the centrdd of the uebs unless aheerwise shown Cmnnala plate su e3 are minimun sizes based on the form [boom and may need to be increased for certain handling and/or cream CR>KS That test is as to 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 bracing and cseaim 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 to avoid damage. Temporary and perrrmant bracing for holding trucca in a straight and plumb position and for resisting lateral form Nall be designed and installed by otb"a. Casefi l handling is c-uial and creation bracing is alorays required. Normal precautionary action for torso require such temporary bracing during installation bemun tr ames to noid toppling and dominoing. The sapnrision oaf erection of buses shall be under the control of pctmns -pericnRd in the installation of trmLt Professional advice shall be sought if needed Concentration of mmmctim loads gnat cr than the design bads droll not be applied to muses at any 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 full 2x 4 SP Q2 4- 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 for lateral support of torn members only to reducc buckling length. Rmisions must be made to anchor hmeral bracing at ends and specified locations dcteomined by the bui Wall designer. Additional bracing of the meroll strtrtuse may be required. (Sot IHB-91 of TPf).Fw specific tom bracing requirements. concoct building desigar.(Tnm Plate Imtimer TPI is located at Sea 4005 MARONDA WAY D'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 by the diem and the corttarcss or accuracy of this information 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 was has boo designed as an individual building comporem in accordance with ANSVIPI 1.1995 and NDS-97 to be inmrponted a pan of the building design by a Bulld)eg Design. When reviewed for am meal by the building design, the design Icodinga show. must be checked to be some that the data shown are in agreement with the load building codes, local climatic records for wind or snow loads, project specification or, special applied lode Unless shows truss has not been designed for amp or omrpnrtcy 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 fabricator Stan review this drawing; to verity that this drawing is in onnkcromma with the wricames plan and to realim a continuing 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 the joint onkss otherwise sbwn A ds4 plate is 3' wide s 4' long A 6.sg plate is 6' wide a S' Wag Slots (holes) run pamltl to the plate length specified. Double cuts 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 to be utaasd for ccnain handling andlcr umioo arasn This muss is no to be f ibriated with fin retardam treated lumber undat otherwise shown. For additional information on Quality Control refer to ANSVIPI 1.1993 PRECAUTIONARY NOTES All bracing and erection recormrmradmiou am to be 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 and permanent bracing for holding tosses in a straight and plumb laxam and for re fisting lateral fora shill be designed and installed by ahem. careOd handling is essential and erCerWm bracing a always required Normal precautionary action for trusses requires such emporamy l ncng during insWlatioo her- tnmo to void toppling and doudnoing. The supervision of acaism of tames shall be under the nmtrol of pawn aperaad in the installation of russaa Prof sio al ndv;a shall be sought if needed. ConceotmtWo ofconstruaion Wads greater than the design hods still not be applied to tomes at arty time. No Icads other than the weight of the erector shall be applied to losses until and all listening 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 n bra Systems ERECTING CONTRACTOR. BRACING WARNING: Boring shown canthis drnsing is not erection bracing wind bracing portal bracing or similar 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 to to I tickling leng h. Provisious must he made to anchor lateral bracing at ends and specified location determined by the Wilding design. Additional bracing of [be overall structure may be required. (Sol HIB-91 of TPO.Fur trust, bracing contact building bra gn.(f ua Rate l st toe TPI is located an38J 4005 MARON DA WAY D'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 This design is far an individual building oomporcot and has been based on infomutim provided by the client. The designer disclaims any nsponability for damages a a resat of holly or inooncet infon um. spailfesriom and/or designs nook to the truss designer by the dialt and the cwsmnm or accuracy of this informatimt as 11 may relate to ■ sprdfic prgep and accepts no responsibility or cvetcises no mmml with regard to labriatioo, handling, shipment and installation of muss. This tam has bens designed as an indnidual building in accord- with ANSVTPI 1.1993 and NDS-97 to be incorporated as pan of the building design by ■ Building Designer. When rniewed for approval by the building designer. the design loadings shown most be ,bod:d to be etas that the datashmm em in agmemem wuh the local building; codes. local climatic records fa wind or snow Wads, pm)w specifiaumet or special applied loads. Unless slaowm, tram has red ban designed for storage or ooapancy Wads. 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 verify that this drawing is in oonfotmance with the labriatWs plans and on realise a continuing respectability for such verification. Any discrepancies an to be par in writing bcfom cutting or fabrication. Plates shall not be installed over kornahoLea tads or dinoned grain. Members shall be an fa 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 e joint uulm otherwise strowo. A 3x4 plate is 3' wide x 4' long. A 6.rb plate 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 are minimum Lm based on the forces Kowa and may need to be incmased for certain handling and/or anion Messes. This tram is m to be fabriWd with nor retardant 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 avoid damage Temporary, and ry7manarl bracing for bolding tn® in a straight and plumb position and for residing lateral form shall be designed and installed by others. Capful handling is essential and mention bracing is 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 amion of (rtmes Nall be wrier the around of personal; aperiencd in the installation or tomes. ProfessiwW advice Nall be scogtu if traded. Cmamrlem of cormrtr m tomb greater than (he design Ia.& shall net be applied to trusses at arty lithe. No lords calla than the plight of the erectors shall be applied totruss= until alter all fastaring and bracing 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 a Pon of 2 6 ing design and which mud be considered by the building designs. Bracing shown is for lateral suppon of tram D9r : TLY C)1)C ' 8 / / 2 0 0 6 my to r I buckling length. Prmisim must be made to anchor [atent] bracing at ends and spe ind determined by the building designer. Additional bracing of the monell amaure may 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 0 psf Pl t DF : 1.25 o Drive. Madison. Wisconsin 33719). p O.C. : 2- 0- 0 :raw Engiroving by: 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 This design is for an indhidual building amtpneect and has been brand on infmmuion pmidnd by the than. The desiguer disdnims aay responsibility for damages m a truth of faulty or immmed infomation. specifications, attdfor design htmished to Ih truss designer by the thou and the cortesmm or accuracy of this infomsvilm as if nay reWe to ■ specifk project and atestpts ne responaibiliy or ccercises no control nith regard to fi briotiou. handling shipmu and instillation of t ms"' This tram has been designed as an indn idrd building mrr I in accord, With ANSVM 1.1993 and NDS•97 m be incorporated as pan of the building design by a Building Designer. When rnieord for apprmal by the building designer. the design loadings shown must be edterdud to be sureh that the data sham are in agm== witb the loch building code:. local dirmtfc records for wind as snow Inds, project sp eciflo, = or special applied finds. Unless doaa. mea but net been designed for storage a occupancy 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 . madmw apodng of lass• o.c Conneetar plate Shan 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 drawing to %vr4 that this dmsing is in conformance with the fabricators plans and to reatim . mmi uml; responsibility fm such serinotion. Any divarpondes are to be pm in %•riling before 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 the join unlm otherwise sh%m. A 5<4 plate is 5• wide c 4*long. A 6s8 plae is 6' wider 8• long. Slots (bola) run parallel m the plate length specified. Double cuts on web members shall mus m the eeuumid of the %rho an'm End= is shown. =or plate sirs are minimmn sim based M the forest ihmrm and may need to be increases) for certain handling and/or erection 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 accordance wine accepted industry publications. Tmsses - m be handled wilb {articular cart during boding and bundling defisery Brad Instillation to maid damage. Temporary and permanent bracing for holding trltases in a straight and plumb position and for resisting lateral forces shall be designed and installed by others CardW handling is essential and erection bracing is alna)•s mpirnd. Normal precautionary action for .ruse requires such temporary bracing daring installation barren truss to nmid toppling and daminaing. The mpnision of erection of truntses dull be under the corral of pawns espericno ed in the Installation of trusses. RWmioral adsice shall be sought if ended. Concentration of construction Inds grsaner than the design Inds shall not be applied to trusses In any time. No Inds other than the %right of the erectors shill be applied to trues umil after all fasaw erg and bracing 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 n d 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 Chk the building design and wrm which mbe considered by the building designer. Boxh Bracing sun is for lateral support of truss Inenubers only to rednree buckling length, 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 located at 583 4005 MARONDA WAY D•Orofri�Dri.r.Madison.Wismncin53719). TC Dead 7.0 psf Sanford, FL. 32771 Component Engineering by: Tram Engineering Co.. P.A., 919 So udside PA Edemon, NC 27932 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 TOTAL 43.0 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 of trOf$. This truss has boa designed as an irmt-dual building m aompore t in aordanion with ANSVIPI 1.1995&d NDS-97 to be inmspontcd as part of the 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 or saga, loads, projra R oci0otions or special applied load. uokss shear tsui s has not ben designed fa storage or occupancy beds. The design 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 spacing of 10.0' o.c Connector Wars mall be mawhamd from 20 gauge hat dipped phanind reed metaing ASTM A 653. Grade 40. unlea etheruise steam. FABRICATION NOTES Prior to fabrication, the fabrimtor shall review this diming to %tr4 that this drawing is in conformance with the 6buicantes plans, and to mall= a continuing responsibility for such %wiliotion. Any discrepancies are to be pm in writing before waling or fabrication. Plates shall not be installed rev knot mks. knots or distoned grain. Members shall be at for tight fitting wood to tr od bearing Connector plates dull be looted an both fins of the lints with rails fully imbedded and &ball be qsr. &bout the joins anleo mhamise shown 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 length specified Double am on web ncnI shall mat at the oadruid of the webs unless othemin shoum. Currant plate goes are minimum sort lased oa the fortes shown and may reed to be iocia, fat amain handling and/or cream n dresses. This urea is cot to be fabriotd with fire rerardam traded heather unless othmwise &Mum. For additional information on Quality Control refm to ANSVfPI 1.1993 PRECAUTIONARY NOTES AB bracing and ercdim rmommmdarions are to be foamed in acoardance with aoteped industry prMiotioos Tmmcs are to be hsdled with particular oat during banding and bundling ddisery and installation to amid damage. Temporary and permanent bracing fat holding truces in a straight and plumb position and fat resisting Larval forts shall be designed and insulled by others. Careful handling is retrial and ma]io bracing is strays required. Normal pummiorwy make fat russet rNulres such taoporsq bracing during installation betamem trues to avid toppling and dortinoing The strpn'Won of minion of induct shall be under the control of pages veperennmd in the ina,"at of trams. Professional adwo shall be sought if ceded Concentration of a m ruction Inds grater than the design loads Ball not be applied to trusses or any time. No loads odor than the weigh of the 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 to rd= 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 of TPO.For specific trust bracing regulremenrs. onad building doge r.(Truss Plain lnsuMe. TPI is Iocaled at $93 4005 MARONDA WAY D•Onofrio Dim Mdison. Wisons n 33719). 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 an irdiwidual building compose and has been bald on information prmided by the dim. The designer disch, on soy nspmmibiliry, for damages a a perdu of faulty or iomrrm Informations,specif{ations and/or designs famished to the tr n designer by the diem and the artmnm or accuracy of this information as it may relate o a specific psoje s and accepts co responsibility or eaocises no control with regard" 6briotioq handling shipment and itwallation of trusses. This truss has been designed as an iMhidual building component in aaardamoe with ANSVM 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When reviewed fen appront by the building designer. the design loadings Wwn muss be ,halted to be sure that the data shown ere in agreement nub the local building codes, loaf di mmk paned, for wind or sow loads, project sprm7fotiom or special applied bads Unlm Nowik truss has r a been designed fen storage or occupancy lands. The design asstrmes mrnpr®on chords (top or bottom) are continuously braced by that" unka oth ram specified. Where basam chords intension are not fully bracts laterally by a property applied rigid ailing they should be bead m a a atiom spodng of I m0•-0' o.c Connector planes shall be manufactured from 20 page hot dipped ph anind stal renting ASTM A 653. Grade 40. unlen ott-ise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall miew this dewing to Laity that this diving is in conf-not with the fabricator's plans and to malice a continuing responsibility for such scrifiaum Any d:xreporcks are to be put in writing before cutting or fabrication. Plates shall not be Installed my k od oles. knots or throned grain. Members shall be cm for tight fining and to wood baring Connector Pules Nall be bald on bah fins 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.sg plate is 6' wide x g' long Sim (holes) nm parallel to the plate length specified. Double am an wry member Nall men at the eemroid of the wwbs asks otherwise shown Connector pule den are -a- I dens basil co the farm Nneed to and may nbe irtctastd for 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 to ANSVIPI 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 bndling ddisvy and ino,"mico to void damage. 7enrparrry andpermaxm bracing far holding trusses in a straight and plumb position and far resisting Lateral form doll be designed and installed by others. Careful handling is essential and anion bracing is alwi)s required. Normal precautionary action for usrsa requires such temporary bracing during installation between trusses to noid toppling and domminaiag The aper 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: ruction Inds grater than the design Inds shall not be applied to truss at any time No bads other than the weight of the fasten Wit be applied to tnaum until after all fawning and bracing is Canopiesd TC: 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 framed to BC Supported span based on int. 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/Max Tension 1%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, segments OR 2x4 "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 0.31 C 4- 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 Locations 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 BC Vert L+D -40 0- 0- 0 -40 4- 6- 0 BC Vert L+D -47 4- 6- 0 -47 11- 0- 0 Concentrated 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 ARE Mire MT20 WARNING: 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 which is a pan of mom m the building design and which be considered by the building designer. Bracing shown is for lateral support of truss, Dwg: DB r : TLY cox membersaaly to red= bolding length. Prmisiom muss be made to anchor latent bracing at ands and specified 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. bracing rearm�m $311�9) � Ming des gner.(Tnm Plain Institute, TPI is bard of $97 Component Engineering by. Truss; Engineering Co.. P.A., $IS Saundside RA Edenton. NC 27932 TC Live 16.0 psf TC Dead 7.0 of p BC Live 10.0 psf BC 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 Ibis design is for an indnidml building component and has been based oo Infmwlioo presided by the diem. The dnigm disdains soy responsMiry fat damages as a result of foulry all, incorrect imormmion apex rf L ms an kr designs Armished to the truss designer by the client and the oerrausess or accuracy of this iNbrnutioo as it may relate ana V- Me)= and accept a no responsibility or exercises an control with regard to fabriOnpn, handling, shipment and installation of trusses. This tint has been designed as an individcol building component in accordance wilb ANSVIPI 1.1995 and NDSA7 to be 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 in agreement 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 a occopaney Inds. The: design asamaes compression dads (top or bosom) 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 should be broad at a maximum spacing of I0b' ore. Connector pales shall be mane fnqured from 20 gauge ba dipped gahsniecd and mreing ASTM A 655. Grade 40, unlm athm im shown. FABRICATION NOTES Prior to fabrimMn. the fabricator shall miew this dmring to verify that this drawing is in canformaoa nith to labriatoh plans and to malice a continuing responsibility fat such veriftatimn. AM dimyanries art to be put in %riling before fitting or fabrication. Plata shall not be tnana➢ed over kmthdo, knot or disoned grain. Members shall be at fat tight fining ewod to wood bearing Cornea platesshag be Mated era loth filesof the thus with nails ftdiy imbedded and shall be sym. Mow the join unlen olh.%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 of the weba nnlesa otherwise shwa Comartxor plate sire are minimum sirs based on the form shorn and may aced to be dntsnred lb, certain handling 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 to be folMned in xmdswe pith gaped inhstry pudiatims Tosses am to be hand1e0 With particular are dad" bonding and bundling ddhery and installation to nerd damage. Temporary tad permanent bracing for holding tomes in a straight and plumb position and fat misting lateral form shall be designed and installed by others. Careful handling is ®tial stud erection bracing is always required. Normal p zar timsry action fat trusts requires such temporary bracing during installation bemttn trusses to avoid toppling and dominoing. The mpenision of erection of trusses shall be under the control of persons Lverlmaned in the installation of anuses professional advice shall be sought if ltzded. Conxmration of tsnarunima Inds greater than the design Imds shall nn be applied to treats at any time. No leads other than the neighs of the ereuors shall be 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 d a Systems Bracing sMnn on this drawing is tan erection bracing uind bracing portal bracing or similar bracing cot ich is a part D 8 r : TLY ehk : 8 2 6 2 00 6 the building design and which mum be considered by the building designer. Bracing damn is for lateral Nppern of toss / / members only to 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, 4005 MARON DA WAY D'On ofrio Drirm Madison, W'soons n 5377119LL coital building tesigar.ffnm Plate Institute. TNp TC Dead 7.0 psf Sanford, FL. 32771 Component Engineering by. Trent Engineering Co.. P.A.. 818 Sound side Rd. Pdemon, NC 27932 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 result of faulty or Incorrect Information. spcifkattora a mile, designs banished so the truss designer by the diem and the contmtrss amtr axy of this information as it may million b a specific prejW and accepts na respats+Dility in excrciro an Muhl oath regard to fabiotioa handling shi, and installation of tut sat This truss has been designed as an individual building mmpmuem in accordance with ANSVPPI 1.1995 and NDS-97 so be incorporated as pan of the building design by a Building Designer. when revieocd for approval by the building designer. the design hadingt shave must b: checked to be sure that the data Shaun am in agreemem nigh the local building codes. local dimuic records for ..it a sonv Innds. projcu specaficatio s or special appum mesa unless shun bun has sot been designed for Usage or ocaiponcy cods. Th design azsumn compression cards (top or bonam) era csnimuo sy braved by shesthing anless otherwise spcdDc& 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 hot dipped galvanised sal running ASTM A 653. Grand 40. miles othwise Noun. FABRICATION NOTES Prim to fabriat;a. the fabricates Nall miew this drnring to verity that this drawing is in canformahn uith the fabrioafs planes and to realim a cominuing responsibility fa such tvif=ti .. AM discrepancies are to be pa in uriting before aping a fabrication. Plain shall not be installed over knotbaks. kncis or distorted gain. Members shall be an for tight fining wood to hood hearing conks plates Nall be located on bah mesa of the uuss wise nails fully imemdad and shall be gym. about the joint units otheruite shown. A 50 plate is V hide x 4' long. A 6.x8 plate is 6' wide x 8' 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 fora shown and may need to be increased for certain handling and/or erection sm seat. This truss is not to be fabrinled with rim retardant treated lumber ttnlec otherwise shun. For additional iafamatioo on Quality Control min to ANSVfPi 1-1995 PRECAUTIONARY NOTES AD taxing and demos rvammeridailum are to be followed in accords= with araped industry publications. Trusses ere In be handled uilh particular not going tending and bundling delivery and installation to avoid damage. Temporary and permanent tracing for holding trusses in a straight and plumb position and for resisting lateral foraa that! be designed and installed by taken Careful handling is cesemial and traction bracing is always required. Normal precaution,) onion for trusses inquires such lemporary bracing during installation Detuec s trusses to avoid toppling and domioning. The supervision Nerenion of mass shall be under the Control of perimu experierhrx I in the i-11 Lion of truces. Professional advice shall be raga if nomad. Ctmranrailoa of rxmsnction Iona: gmata than the design rods siWl not be applied to taus im N any time. No Inds other than the ucght of the erectors dell be applied to trustees until aft. 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 09 to- $ 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 not erenton bracing uind bracing portal bracing or similar bracing wihkh is a pan of De r ' TLY Chk' the building design am u; 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 anchor mtdd bracing at ends and specified locations determined by the building desigar. Additional bracing of the mvall anstua may be required. (Sec HDi-91 TC Live 16.0 psf Lbr DF : 1.25 4005 MARONDA WAY uo�rio spacaft moss bracing amgoeefrrussPlate 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 on information provided by 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 designer disclaims any responsibility for damages as a nsdt of rainy or incorrect inrmmation. spocifiatioro WDG : 2x 4 SP # 2 Fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 andlor designs g,m;shcamthe truss designer bythe client 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 -- This design is the supports. Interior bearing locations should In -Plant Quality Assurance with Cges 1 ny'dittemesp.Wkpmjatamacecpeno composite result of multiple loads. be marked on truss. Shim or wedge if ----MAR. REACTIONS PER BEARING LOCATION----- respmmbil'ryor"ccsenoaotrolw'mregaram swpmem'bnd-duao' fibriamma handlinhas All COMPRESSION Chords are assumed to be necessary to achieve full bearing. X-Los BSet Vert Boris Uplift Y Type This truss has been dui erg building continuously continuous) braced unless noted otherwise. BracingSchedule: 0- 4- 0 1 611 218 -671 B Pin mrrPorrern in accordance with NSVIPI I•Il•19955,w WndLod per ASCE 7-02, 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. When reviewed fo appraal by the building shown Bld Type= 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 edededroh rocs thin the data slnwn an in agmm�cm in END zone, TCDL= 0.0 ee, BCDL- 0.0 psf P P FORCES (lb) - Max Compression/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- 2 546 0.15 C 3- 7 554 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 or balom) art mnlinttouzly 2- 8 -87 0.02 C 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�..red from 20 gauge hot dipped phwniend steel in. /Ratio in . /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 and in roliu a continuing 1 2 responsibility for orb scrificatian. Arty discrepancies are 3 4 5 in be pile in writing before hating or fabrication. Plates shell nor be installed mcr knotholes. knots or distorted 6,00 -6.00 grain. MCmbers shall be con fed tight fittirill wood to 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 P wide s 4• bag. A 6.a plate is 6' wide s 8' tong. Slots (holes) run parallel to the plate length 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 the form shown and may need to be increased for certain handling andfm erection susses. 3x4 3-10-6 This truss ism to be fibriand with fire rdarda d mated 0-6-6 lumber unless oLhrnise shown For additional 5x6 information to Quality Cor uol rder to NS VfPI 1•1995 7-1-3 PRECAUTIONARY NOTES 6.8 3x4 All bracing and erwion rcmmrterdatioro are to be fotlmam b accordance with accepted industrypubficauora Trosso ere m he hulled with pa"Inc .r.. 0- 6- 6 -0 3-0-0 care during banding and bundling, ddivmy and 5x6 inallatioo m avoid damage Ternporl y utd perrin, ,I bracing for holding t- in ■ straight and plumb ''J�Ijee position and for resisting lateral from duo be designed will insW led by aura Careful ha ling is essential and (6x 12} electionacing is alwali required. Norval prtauro liory action for lases requires such temporary bracing during Q 12.0�0j1 installation between lnsaa tonnid lopping and 3_ 0 dorninoing. The supenisim of erection of muses shall be under the emWDl or persons opnKnad in the imallation of trusses. Professional advice 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 other that the weight or the erecton shall he applied to messes until after all 11-ning and bracing is 7-0-0 3-0-0 9-4-0 10 7 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 Wocified Locations detemtited by the building designer. Additional bracing of the mtall tincture may be required. (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 This deep 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- 0 has been based minformation proidcabrthe duens.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 (tar damagaose result of faully 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 to bear on multiple 4) 12- 8- 0 8) 10- 0- 0 and cite mm nrcsr or accuracy of this informuionto it 2x 4 SP #2 0- 0 supports. Interior bearing locations should In -Plant Quality Assurance with Cq= 1 maw p teera specific Project erd xxegs to sacoatmrolwith regard respeesimhan MULTIPLE LOADS -- This design is the be marked on truss. Shim or wedge if ----MAR. REACTIONS PER BEARING LOCATION ----- li g. armor Omlotronhasbmdeigned andi■"idualb composite result of multiple loads. necessary to achieve full bearing.R-Loc BSet Vert Boris Uplift-671 Type This arm has been designed as an individual building iding All COMPRESSION Chords are assumed to be Bracing Schedule: g 0- 4- 0 1 611 218 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 design WndLod per ASCE 7-02, 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;enedfor apprmzlby the building designer, 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/or Glazing Req 3-4m-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. Cr WEB. ..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 0.14 C8-7=-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 0.17 C 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 of I V-0' o.n Connector plates shall be LL TL rmnutaau,ed from 20 gauge ha dipped 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`°h plans and to real= a continuing respontibiliq for scb waif -don. Any discrepancies are ] 2 3 4 $ to be pat in writing before Calling or fabrnatnn. Pima dull to be io9■Ilnd mu ►aotholec tnmis c distorted 6.00 -6.00 gain. Member shall be ad for light fitting wood to wood boning. connector plates shall be Mated on bah boa of the truss with oils holly imbddcd and dull be s)m. about 4 x6 de joint unless otherwise shown. A 5%4 plate is 3' uidc x As hang. A 6.sa plate is 6' uide .s 6' long. Slots (Inks) run pwnikl to the plate length 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 count handling and/or erection sreses. 1"5X6 3-10-6 This truss is tot to be fabricated with fire reurdam treated 3x4 0-6-6 leather --1-otherwise shown. For oMtioml intonation on Quality Control mra to ANSMI I.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 permanent {2x4} bracing for holding trusser in a straight and plumb position and fw resisting Imtral fmoa shall be designed and installed by other. Carcfid handling is essential and erection bracing is always mgmmd. Normal precautionary nskn for trusses requires such temporary bracing during /55•10 12.005 3- { x4T-,� i trss installation between umtffi to mold toppling and ^� domiroing. The supervitian a(etatMn of truss slWl be . under the control of persons esyerktud in the (3x6) installation of uu>a Professional achice {boll be souglw if undo& concentration of connr,aMn Inds grater than {2x4 } the design Main Caw rut be applied to belYJ at any time. 611 # 8.00" 760# 9.00" 407h%.50" Not mods doer than the weight of the Cream shall be applied to truao until after all bsening and lancing is 7-0-0 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 the building designer. Bracing showy is fu lateral suppon of term mttbna only to rc I hnrlliag length. FrmisMm mat be made to anchor 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. TPl is Maud in S83 4005 MARONDA WAY D'OmtrMDrimMadison. Wisconsin 53719). Sanford, FL. 32771 Coaymem F.aagigomimng by: 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 paf v4.7.32-38797 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 a incorrect Infomution, g onfici ions and/or designs furnished to the tress designer by the diem and the arretlmns in oocwacy of Nis information a it may reA to in a specific project and aoxpis ro responsibility or e-d- no control with regard to lkhritatiml handling shipmmn and installation of im"M This inns his been designed a an idmidual building in a000rdarcs with ANSVIPI 1.1995 and NDSA7 to be incorporated a pan of the building design by a Building Designer. When miewd for appronzl 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 not been 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 spacing of 10'-0' o.a Connector plain shall be ma -dace, from 20 gangs her dipped phaniud sted mecsing ASTM A 655. Grade 40. unless otheuise shown. FABRICATION NOTES Prior to fexicatim the fabricamr dull minx this drip ig W strify thin this drauig is in mnfomunx with the fabricaWts plans and to na iec a continuing responsibility for such %=UiicatWn. Any disen parcies are W be Put in wring before cutting or fabrication. Plain stall not be installed ma kndhol=. knee in diverted psis. Members shall be at for tight Biting trod to wood busing. Cones= pion shall be located on bah face; 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 plate is 6' wide x 8' long. Slots (hales) mo parallel W the plate Muph specilld. Double Cora am web members shall meet at the ceWmid of the 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. This truss ism W be fabricated with f m retardant treated lumber unless oh- showy For addiumul intimation on Quality Control refer W ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and emotion recommendations are to be fWWwrd in asmdsncs nith accepted industry publications. Trutata arc is be handled with particular cam during banding and bundling delivery and installation to nwid damage Temporary and pcmurcm bracing fa holding trusses in a straight and plumb position and for mustig lateral forces shall be desnped and inssaBcd by oNmi Candid handling is essential ad erection bracing is always required. Norval prsraaWmry action for trieeses requires such temporary bracing during installation Mueen trusses W avoid toppling aad dominsing. The mpenisioo of union of imsses shall be order the control of persons experienced in the imtallation of busses. Norio sal ad,= shall be sought if needed. Concentration of communion loads pater than the design Inds shall not be applied in tusses as aay 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" qu 4 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 of aronda Systems the building design and wfiichmust beconsidered bythe building designer. Bracing Awnisfalateralsupportoftrust D 8r ' TLY Chk ' 8 /26/2006 members only to rdua buckling length. Prmisions mum be made to anchor lateral bracing at ends and specifed WrmWm determined by Ilse building designs. Additional bracing of the ucorall unsursx re 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. nr Sanford, 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 M S 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 of 6ulry or incorrect information, wocilfotioro and/or designs flwished to the trust designer by the client and the correctness or accuracy of this infortmtion as it may mule lo a spacifc prgjm andadapts ro tespomfbiliry or, ese c ses not natural with regard to fabrication, handling, shipment and installation of Imax" 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 in agsmnw wish the local building codes. local d'uoatic records far wind or srou ksodi pmpa specifications or special applied leads. Unless Noun Ines has not been designed for amp or occupancy Wods. The design assumes compression chords (top or batao) are continuously bead 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 of 10'O• o.c. Connector plates shall be manufl ctused from 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 wiry that this drawing is in confomtance with 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 distonM N Pain. Members all b: eau for tight fitting wood to wood bearing Connector plan sball be -Dated ou bah faro of the tram wish units fdh• imbedded and shall be ryes. about the joint unless otherwise Noun. A 3s4 plate is 5' wide x 4' keg A 6s8 phone is 6' uide .s 8' long Sias (toles) m s parallel lothe plate kn¢h specifled Double cuss on rmb members shall min ar the antroid of the wdss unless ahemve shown. Connector place des am minimum sizn based on the form shmm and may need to be irnaedYd fro certain handling and/or erection nmssa. This tom is no, to be b1bricalm with rim murdam treat tuntbm a,_. ahemise thous For For additional information on Quality Control refer to ANSVTPI 1.1993 PRECAUTIONARY NOTES All bracing and erection neeonnatadatktr eft to be falloned in accordance with sompted indumry publications. Tres es am to be handled with panicular am during banding and bundling dd'ray and installation to avid damage. Temporary and permanent bracing W holding tomes in a amiglu and plumb position and W reining lateral fora Nall be designed and installed by others. Cardin handling is stem;-/ and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during immlWion betucen teases to osoid toppling and dominoing. The supervision of erection of trusses shall be under the antral of person espericrsoed in the iruaallatiorr of truss Professional adsice all be ought U ucodrd. Concnuratiro of asmmction lads grater 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 eon des System S Bracing Noun on this dressing is cad aectioo bracing, 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 marten only to reduce buckling length. Pmsisions term be made to anchor lateral bracingal 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 M specific � W'nr:mtss�5M3_717-sj�cornota �W�� ��R'teltmitwe, TPI is roared asal Sanford, FL. 32771 Component Eagiamring by. Tom Engioaring Cm. P.A.. 818 Sdudside PA Edenton, NC 27932 (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 lot an individual building componew and has be. based on intomuliao provided by the dies. The designer dimlaims any rspona'bility for dosages as a resit of rawly or iaurrm information. sped lines atd/ur deigns fmnisMd to the truce designer by the diem and the correctness or am acy of this information a it 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 has been designed as an individual building component in accordance with ANSVIPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When m;mved for approval by the building designer. the design handing, hmvn corm be Checked to be sure that 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 not been 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 spacing or I0'O0 o.c. Connector Pales shall be mamtGgored from 20 gauge but dipped phweed and mining ASTM A 653. Grade 40. unim otherwise shaua FABRICATION NOTES Prim to rabriation. the rabricator slWl mvim this drawing to vaily that this drawing is in conformance with the lab'iaWes plans and to ralia a continuing responsibility for such verificatim. Any discmpawie one to 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 joim umlm dsemise shun. A 5.0 pale is 5- wide a 4• long. A 6x8 Pale is 6' wide x Be lon6 Slots (holes) ma parallel W the plate length spaiffed. Double arts on mil) members shall mea t at the mtmid of the webs unless h othemix them. Connector plate Sim am minimum sine basil on the form Won and may cad W be incased for cerain handling "al/or am- st+mes. This Lein is not to be 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 accordance with 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 forces Shall be designed and installed by atherz Carehd handling is essential and amWn bracing is always required. Normal preaWiooary no= for trams requires such temporary bracing during insWWdon Moan trusses to avoid toppling and donneaung The mpenisWo of eration of trusses shall be under the eootrd of persaa eeperienced in the waar,tton of truces. Pokuma al advice shall be rouglu U needed. Concentration of toastrmction tads greater 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 all f-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 ro n des Systems Baang shun onthus dawmg ism erection bating wind bracing, pural bracing orsine lar bracing utich is a pint of 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 overall ermine may be required. (Sec HEB-91 c Irms 4005 MARONDA WAY DYOnofrio Drive. 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 sadly a incorrect information specification srdior designs furnished to the Voss designer by the client and the correctness or a¢uracy of this information as it may .date m a specifk project 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 building design, the design loadings shoran must be chested to be sore that the dean shown are in agreementnith the Iola building codes. load climatic records far Mad or snot loads, project specWta fions or special applied 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 by sheathing unless othemise specified. Where bottom chords in tension are col 1414• braced laterally by a Property applied rigid ceiling. they should be braced at a maximum spacing of Ica' .0' o.c Connor 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 the fabricators plans and to malice a continuing responsibility for such scrification Any discap ucies am to be pot in uiiting before tuning or fabrication. 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 on bah sacs of ZIrons with roils fullyimbedded and shall be s)m. bour joint unkss r*Mrnise shown. A 5xJ plate is 5' aide x 4*long. A 6x8 plate b 6' wide x 8' long. Slots (holes) run poW lel ro the plate Length specified. Double cut on meb members shall meet at the cenmaid of the nobs unless ombemiu shown. comm. plate sins oR minimum I dvxd on the fonts shown and may need to be irnncased fo ¢stain handling and/or erection stresses. This mass is not to be fabricated mith Rre retardant treated lumber unless abemise sham. For additional infomation on Quality Control rder to ANSVrPI 1-1995 PRECAUTIONARY NOTES All tracing and erection recommendations 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 designed and installed by ahn. Carehd handling is essential and enaction bracing is alnw)a required. Normal preautionoty action fo trusses requires such temporary bracing during installation bel- inns- to a hl 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 construction toads grater than the 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 o n d a Systems Bracing shaman this dmuing is red crMion bracing nind bracing. portal bracing m similar bracing much 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 made to anchor lateral bracing at ends and spccilled locations dmermined by the building designer. Additional bracing of th ovemll structure moy be required. (Sec RIB•91 ofTPI).For specific Iris bearing requirements, canna building design r.flrw Plate Iastitum TPI is located at 593 4005 MARONDA WAY D'Onafna Drise 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 This design is far 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 designer disdaiwany responsibility fordamagnua rut ofby0a 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 information as 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 eereises no control with regard to HOT CHORD 6-5=-63/124,5-4=-78/212, TC. ..FORCE..CSI. Cr ..BC. 5- 3- d 1 69 0 B H Roll ObriotroahatdlthgshipmentandinsW[stionoft sses Thistnmbnyeendesip,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 e sure designer. the datagn owns shown fame t choked m be sort that the dau shown are in agtertncm I.S an 0.01/999 0.01/999 1 P with the local 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 tons has not been designed for storage oroccupocy roads. The design also ues Lon term deflection Factor = 1.50 g cmnpnsion chords (lap or bottom) 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. Grade 40, unless otherwise shorn. FABRICATION NOTES I 2 3 Prior to robriatian, the fabricator shall rmiew, this 6.00 drawing to %wily that this drawing is in oonf«suna with -6.00 the fabricators plans and to slim a antioning responsibility for such %wifiotioo. Any discrepancies are to be pan in writing before anlng «flbrlalion. Plans shall to 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. A Us 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 elation tirezus, This uuss is net to be fabricated with fire reariniant treated 433x4 better mks otherwise shown. For additional information on Quality Control %der to ANSIMI 1-1995 2x4 PRECAUTIONARY NOTES AB baring and use = recommendations are to be followed in ==it- a with accepted industry publiatimts. Trusses are 1. be handled with particular case during banding and W-M.& ddi%,y and inhalation to void damage- Temporary and permanent bracing for holding tnsssn in a straight and plumb position and for resisting lateral foss shall be designed and installed by others. Careful hulling is escmiol and amain bracing a dwa)•a rcgmmt . Normal praamiassM XXXXXH winat for uusses requires orb temporary Waring during installation between trusses to avoid toppling and dominciug. The mpmision of ctmion of uusses mall bt under the control of persons e%?crkucd in cot 68# 1.50- 69# 1.50" insulation of trusses. Professional ad% mall be wu& 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 do weight orthe crm«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 the building designs. Bracing shorn is for lateral mppon of truss Lbr DF 1.25 mcmb- only to redo« buckling length. Proisions mom be nude to anchor [social bracing at ends and specified location; determined by the building designs. Additional bracing of the oenhl undue my be required. (Ss. 11I13-91 TC Live 16.0 psf : was noon;ol>�fnt�mbWaingno�ua5J719��eadalNngdesigns.fyrussPlate Instiae• TPI is 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 10.0 psf • .: (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE D.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 fa an indi,idul building cunlpoaent and has boat based on information prmided by rho dices. The designer disdains any responsibility for daaeages as a result of ISulty or incaneu information. spaiticatioro and/or designs furnished to the tnass designer by the client 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 of trusses. Tbis truss has been designed a an indMdual building axanpores in a.a,& a with ANSVIPI 1.1993 and NDS-97 to be incorporated ss pan of the building deign by a Building Designs. When reviewd for oppmnal by the building designs. the deign loadings stnmm must be chadod to be sure that 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. The design aaatnes compression chords (top or baton) are continuously braces by sheath unless ahwise specified. Whore ban= Cho in tension are as fully brasd Iatwlly. by a property applied rigid ailing. they should be brass al a ondmum tpodag of I V-0' o.c ConteOor plates shall be manufactured from 20 gauge has dipped gah miad sted meeting AM A 653. 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 a continuing responsibility fa such %wirmtion. Any discrepancies cue to be pat in writing before cutting or fduication. Plates shall m be installed my knotholes, knots or distorted 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 6x8 plate is 6' 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 forces shown and may nod to be IllereatOd (s aeon handling and/or elmmn strCaes. This mess ism to be fabricated with fen nlardant treated lumber unku ahenvin shown. For additional infornution an Quality 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 to mud damage. Temporary and pernatnates bracing for holding tomes in a straight and phlmb position and fm resisting Lateral foss shall W designed and installed by others. CamM handing is essential and eretction bracing is always required. Normal precautianary action for trusses; requires such temporary bracing 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 of wnanclion Wads greater than the design bads shall not be oWid to trusses at any lime. No lolls other than the weigh of the 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 FIR a' 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 this drawing ism erection bracing wind boring porud bracing or simile bracing uticb is a part of the building deign and which mum be considered by the building designs. Boring shown is for Imml support of trust nentbms onlyto resh buckling length. Pm isio s must be rude to anchor lateral bracing at ends and specified locations daerenined by the building designer. Additional bracing of the mtrall stnxture may be required. (Sec HIB-91 of alm Drim Madison. Wisconsin 53s719 balding designs.(fross Platte Institute, TPI is located of 585 4005 MARONDA WAY D'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 for an indnidual Wilding cooganpn and has been based - inforoation provided by the client. Tire designer disclaims any responsibility for damages as a result of 6ulry or inseam information. specifications ud/m designs flunshed 10 the snits designer by the client and the mrsonrcss or rcaracy of this information in it may relate toe specific project and neaps ne msponcbility or tnorscises no 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 the Wilding 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 shorn are in sgecnrem rim 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 a property applied rigid ceiling they should be braced at ■ msrdmam spacing of l(r V o.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 drawing is 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 distorted grain. Members shall be an for rigid fitting rood to wood hearing Conncoor pales shall be located on bah ism of the truss with nails fully imbedded and stall be s)'m. about the joint unlm aaerrim sawn. A 5.c4 plate is s' wide .s 4- long A 6s8 plate is 6- 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 Quality Comrol 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 trusses mquims such temporary bracing during installation between trues to noid toppling and domiooing. The supervision of crew m of trusses mall be and= the contra of persons c tperienced in the installation of tomes, Professional deice shall be 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 a ro n d a Systems Bracing shwa ace this drnting ism election booing wind bracing portal bradng or similar bracing uhicb is a pan of the Wilding design and uAicb must be considered by the Wilding designer. Bracing Nara is fat lateral support of truss member only to rdua buckling length. Provisions must be nude to anchor lateral bracing at ends and specified locations determined by the Wilding designer. Additional bracing of the mvall struaum may be required. (Sec HIB-91 4005 MARONDA WAY ono Drh�Mtad.iran wri n 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 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ROAK3\ROANOKE K 3\V21.prx ' I I Job: ROANOKE K 3 Customer: WO:RClAK3 TI:V3 Qty:l DESIGN INFORMATION This Armgn is for 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/or designs famished to the truss designer by the client and the sorteaness or accuracy of this information as it may mWc to ■ symifk projep and accepts no responsibility m ecereixs no conuol with regard to fabrication, handling thiprma and instsl4vion of tru , This buss has been designed ns an 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 or bottom) art continuously braced by sheathing unless otherwise specified. Where ban om chords in tenvou are not ftdly beamed 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 hot dipped gahanie d 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 the fabriames pals and to radius ■ continuing responsibility fan such verification. Any discrepancies are to be put in writing be1am cutting or fabrication. Plats shall not be Losaalled over knotholes knots or distorted grain. Me berg dnall be an for light fitting wood to wood boning Cauemtor plate shall be located on bah fact of the inns with nails idly imbedded and dull be yen about she join) unlm otherwise saran. A Sx4 plate is S' wide x 4• long A 6x8 pima is 6' 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 dot bused on the !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 For addili"I udmmmWn on Quality Control refer to ANSUIPI 14"s PRECAUTIONARY NOTES All bracing and erection rmmnnmcndations are to be followed in xsardnna with accepted industry publications. Tresses are to be handled with particular care during banding and b mling, delnay and installation to avoid 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 temporary bracing during in s allmim berm= trusum to mold toppling sad dominoing. The supervision of erection of trusses shall be under the mwol of bons cxpcncnmd in the installation of wastes Prollessiorul sehice shall be sought if needed Concentration of mean== 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 wassm until after all r—ning and bracing 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, 4-0-0 11, 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 a part of the building design and which must be considered by the building designer. Boxing shown is for Lateral aeppon aliment merMcts only to reduce buckling knph. Provisions am be made to anchor Waal bracing at cods and specified locations determined by the building designer. Additional bracing of the overall anxmre may be regtnuM. (San HIB-91 of TPI).For specific Wass bracing requirements. moan building designe.(Truss Plate IrWltme. TPI is located m S93 4005 MARONDA WAY DVnofrio Dane. 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 has been lined an irdb-gion Provided by the client. The deagrn di-laims any mspontibitilyfa damages n a result of faulty or iroormcs information, weifi atic m adtr designs famished to 0c truss designs by the diem and the correctness or accuracy of this information 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 the building 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 in agreeracra with 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 occ pwc)) 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 dly braced laterally by a pmpcdy applied rigid ceiling they should be braced at a maximum spacing of 101.0' 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 this dnmving is in conformmra with tbe hbricautes plans and to realize a continuing responsibility for web verification. Any diwepsecia are to be Pu in writing before coming or f86rlmtion, 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 and shall be s m. about he Our onkn olhemise shown. A 50 plate is 3' wide x 4' ling. A 6x8 plate is 6' wide x 8' ling Sias (holes) ram parallel to the plate length specified. Dta Cuts on web members shall meet at the centroid of the webs unless otherwise shown. Conrcaa plane times sure minimum rues based on the form shown and may need to be incrcased fa certain handling and/or erection stresses. This true is not to be fabricated with fire retardant 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 be handled with particular are during banding said handling, delivery and insulation to avoid da ealx Tern{arary, and ptnuum m bracing for holding tramp in a straight and plumb position and for rest ring lateral form shall be dmgnd and installed by others. Careful drilling is essential and erection bracing is always required. Normal precautionary motion for home requires such temporary bracing during installation between tomes to avoid toppling and deadening. The supervision of erection of trams shall be under the omnral of persons experiatod in the installation of tram. Professional 86-;Cc &hall be sought if rreedd. Concentration of cormmaion Wads greater than the design Inds shall not be applied to trusses at any time. No Wads alv than the weiglu of the crumrs shall be applied to toss$ until alter all fawning and 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 ro n d a Sys t e m S ing shorn on this drawing ism oration bracing wind bracing portal bracing a similar bracing which is pan of the building desip and which must be considered by the buildingdesigner. ow g. Bracing shown is for lateral suppon 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. Additional bracing of the overall structure may be rc*md. (See HIB-91 4005 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 Dead 10.0 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 to the tom designs by the diem and the correctness m WMncy Of this 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 a Building Designer. When reviewed for appmvl by the building designer. the design landings shown muss be decked to be sure that the dais showy are in agreement with the local bulling codes. local Climatic meet& for wind m sooty Nadi project specifications or spaial applied Wads. Unless dawn um has not been designed fro storage or occupancy lands. The design asstnma compression chords (cop or bamm) are continuously brand by sheathing unless olh- specified. Where brawn chords in tension are net fully braced laterally by a property applied rigid ailing they should be braced at a macimom spacing of IP4' o.c. Ccumm plates shall be manufactured lion 20 gauge hotdipped gahaniaued d s mining ASTM A 633. Grade 40. unless chemise shwa FABRICATION NOTES Prim to fabriation. the fabricator shall mien this denting to ccrify that this dewing is in conformance with the fabriames plan and to realize a continuing respo libility for such %% if atioa Any discrepancies are to be pus in %tiring before emling or fabrication. 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 plate is 6' wide x 9' Wog Slats (holes) rem parallel to the plate length specified. Double ens on %tb members {lull meet at the amraid of the webs -nle35 chemise hmstn. Connector plate si- ere minimum sums based on the form thous and my reed to be increased flat cemin handling 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 are to be fdlwed 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 by Wen. Cudul handling is essential and erection bracing is at%a)a required. Normal precautionary action for urma requires such temporary bracing during irtpalWion between trusses to void toppling and domiaoing The apenisWa of erection of tnusa shall be under the couml of persons ecpcncnced in the installation of trusses. Professional achice "I be sought if needed. Conantnlion of constnxtion tools grater than the design loads shall not be applied to trusses at any time. No loads other than the weigh of the moon shall be applied to tresses; until after all bacing and bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 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 a Systems Bracing shorn on this drawing is tic auction bracing wind bracing parcel bracing or similar bracing nhich is a put of the building design and wfiich caw be considered by the building designer. Boxing dnwe is far 'am support of toss members ody to red= buckling length. Pmisions mom be made to who 'am' bracing at ends and spaified 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 4005 MARONDA WAY D'OWrio Deist Madison. Wisconsin 33719). Sanford, FL. 32771 Couaponem Engineering by. Tom Engineering Co.. 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 been based on information prmidcd 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 mrri chess or accuracy of this information as if may relate to a specific project and accepts no responsibility or mrcises no control nith regard to fabrication, handling, shipment and installation of trusses. This truss has been deagnred a an indisidual building compound in accordance miN ANSVfPI 1-1995 and NDS-97 to be incorporated a pan of the building design by a Building Designer. When mimed for apprmttl by the building designer, the design loadings sbano must be checked to be sure that the data shone art in agn eemna Miff the local building codes. local climatic records for nitd or snmy loaft prtsfcet specifications or special applied Wads. Unless shorn truss has rot been designed for smrage or occupancy loads. The design assumes emMm asimr chords (top or bottom) art continuously bread by sheathing unless chentise specified. Where bosom chords in tension art our fully braced laterally by a property applied rigid ailing, they should be braced at a onasimum spacing of I0'-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 unless chemise shorn. A 50 plate is P ride s J' long. A 6s8 plate is 6' aide a Be 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 sifts based on the forces shone and may teed to be inere ss d for certain handling and/or erection caresses. This from is nor to be fabricated with fire feriandant treated lumber unless clsensise shoo,. For additional information on Quality Central refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be fclomd in accord.— mi,h accepted industry. publications. Trusses art to be handled nith particular cart during boding and bundling. delher• and installation to void darwge. Temporary and permanent bracing for holding tomes in a straight and plumb position and for mincing lateral forces Nall be designed and Installed by when. Careful handling is essential and erosion bracing is aroms required. Normal preeautimrmy action for trusses requires such temporary bracing dining instillation beroxn messes to n,id toppling and domiroing. The supeniaou of erection of trusses shall be under the contrd of persons aperienced In the installation of frmo n. Professional adsia shall be sought if needed. Concentration of amtrtetionn 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 rt HPER 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 1 e 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 ro n d a Systems Bracing shorn on mthis draming is not erection bracing• 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 to reduce buckling length. Panisiom must be made to anchor lateral bracing at ends and specified l=lioof dnermined by the building designer. Additional bracing of the memll structure may be required. (Sec HIB-91 of TPI).For specific buss bracing requirements, comact building daigner.(Triss Plate Institute, TP1 is located of 583 4005 MARONDA WAY WOnofrioome•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 an individual 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/or designs famished to the truss designer by the thaw and the coneanas or accuracy of this information a it rely rebut w a specific project and aecepa ro respomibilby or exercises no control with regard to fabrication. handling shipment and installation of trusso. This tram has been designed as an individual building component in accordance with ANSlr PI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When reviewed for approval by the building designer. the design loadings 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 boom chords in «aslon ere not fully braced 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. mlas otherwise sMva. FABRICATION NOTES Prior to fabrication, the fabricator shall review this droving to wily that this drawing is in conformance with the mDlica ces plans and to realise a continuing responsibility for such verilkotan. Any disacpacica are w be pm in writing before arcing or 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 on both fare of the Inns with emits fully imbedded and shall W qm. show the joins union aheruise shows. A Sx4 pule is 3' wide x 4' long A 6xa plate is 6' vvide x 8' 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 sims are minimum si a bawd on tho form shwa and may and w be fawned for certain handling andor crcafou stresses. This ant= is net to be fabricated with fire retardant treated 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 lateral form shall be designed and installed by other Careful handling is osential and crWion bracing is ahva)s roluired. Normal precautionary action far trusses mquiro such temporary bracing during ivstalWian bcm= tnmo to avoid toppling and domiming Tho supervision of ertnion of anuses shot ho under the tomrol of person uperiereed in the instalWioo of tours. Professional advice dull be sought if weeded. Concentration of comtnction lads greater than the design Weds stall not be applied to trusses m 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: FMarionda Systems Bracing damson Ibrsdrawnng is not cmciW bracing wind bracing portal 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 to red= buckling Length. Provisions must be made to anchor lateral bracing at ends and specified locations dea ratined by the building designer. Additional boring of the overall structure may be required. (Sec RIB-91 of TPI).F. specific truss bracing requirements, contra building desigpu.(Tr m Plate Institute. TPI is kxated ai S83 4005 MARONDA WAY DDWHo Drives Madison. 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 has been based on information ple nided by the client. The designer disclaims any responsibility for damages as a result of Wry w incorrect information specifications and/or designs furtishd to the tam designs by the dim and the mrtmrcss w accuracy of this information as it may relate to a 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 ANS VIPI 1.1995 and NDSA7 to be incorporated a pan of the building design by a Building Designer. When miewd for apprrnsl by the building designer. the design loadings shown mum be deded to be sue that the dam shown axe in agrecmem with the local building codes. local climatic records for wind w snow Inds, prejen speciriatimu or 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 she thing unless oihcm= spaiBed. Where bosom chords in tension are not fully braced intently by a property applied rigid ailing they should be hraced al a m ,durum spacing of 10'.0' o.c. Connector plena shall be manufactured from 20 gauge hot dipped gahwnirnd men moving ASiM A 633. Grade 40. ant as 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 and to roll= a continuing nspon'bilky far such sarifiation. Any discrepancies am to be put in writing before rating or fabrication. Plato shall net be installed mice knahola, knees or dimmed grain. Members shall be erw for tight ruling wood to wood haring. Connector pinta shall be located on bah faro of the tam with mils fully imbedded end shall be syrn, about the joint unlen otherwise shwa A 50 plate is 5' wide s 4' long. A 6sa plate is 6' wide s g' long. Sloe (holes) me parallel to the plate length specified Double cuts - wed monDors shell men at the centrdd of the 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. This tam is not to be AbAcated 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 to be 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 ry and 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 is essential and enaioo bracing u ahva)s required. Ncu al precautionary action for trusses requires such temporary bracing during installation between tnma m maid toppling and dommoing. The supervision of ertam of tomesshall be under the caroled of persons cVesienced in the iasalmdoo of tnmec Prafatioml 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 other than the weigh of the electors, shall be applied to trustee until &W all fames ng and bracing is 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 a Systems Bracing shown on this drawing is not cration bracing, wind brocing portal bracing or similar bracing which is a Pon of the building design and which must be considered by the building designer. Boeing shown is for lateral support of tam members only to reduce buckling length. Prmisimn mom be made to archer lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the mnmsB structure may be squired. (Sec HI13-91 of TPI).For specific truss bracing requiremen4 cmuw building desigser. from Plate hnmiturc. TPI is located at 583 4005 MARONDA WAY D'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