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124 Wheatfield Ci BR06-003276 - TRUSS REPAIR (A)PERMIT ADDRESS PROPERTY OWNER nAw ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # Ofa-- DATE PERMIT DESCRIPTION RECT m3n - waft PERMIT VALUATION . 3•d SQUARE FOOTAGE 3 gi(v7 i rKss 9to,;rCL LZ3A-- r-j n b a 0 I City of Sanford Certificate of Occupancy This is to certify that the building located at 124 Wheatfield Dr for which permit number 06-3276 has heretofore been issued on September 19, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: R Addison 03/28/07 Engineering & Planning: M Replogle 04/03/07 Public Works: M Watson 04/05/07 Utilities: R Blake 04/05/07 Fire Department: Maronda Homes Q)a,, YYt . ,..04/09/07 Property Owner Building Official Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance Application number . . . . 06 00003276 Parcel Number . . . . 32.19.31.518-0000-0150 Address 124 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 9/20/06 Y 1 story/2 bath HISB 9/20/06 Y noc on file exp 02/20/07 HISB 3/19/07 Y FINAL F/S ON FILE HISB 3/26/07 Y co sign Off: HISB 3/26/07 Y P&Z:MR 04.03.07 HISB 3/26/07 Y PW: MW 04.05.07 HISB 3/26/07 Y Util: RB 04.05.07 F3=Exit F6=Add F12=Cancel C\ 0'U 0 S a 4/06/07 9:19:09 Bottom SMITH DRAFTING & SURVEYING INC. P.O. Box 4518 Deland, Florida 32721 Phone (386) 734-7047 . Fax (386) 734-4248 To: City of Sanford, Florida; 300 North Park Avenue Sanford, Florida 32771 2007 Building Department Re: Lot j; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. 06-3c 6 aka: /Z4 K/ii f?:e Gi- ; Sknford, 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 Samford Building Code. Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION .CE I IFIL I E ulvlu I4u. luuu uuuu Exoires February 29.2009 I Federal Emergency Management Agency National Flood Insurance Program Important:. Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Com U,qi: Al. Building Owners Name S.:'. ... • ...W. A2. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. pang NAIC N .:. ..:. , City.Stale ZIP Code i wFo a .<Lo • , A3. Property Descrlptio (Lot and Block•Numbers, Tax Parcel Number, L.egal Description, etc.) n pp i _ /C i+- _ i ... Q..w t / d arQ...r •i. i D.4:,] 3 _"Ogg ! •.SBAi/!4/IO Cp Asir /f On A4. Building Use (e.g.. Residential, Non-Residentlal, Addillon, Accessory, . a) AWt rFAM r siAiNTNL A5. Latitude/Longitude: Lat. Long. - ' • -Horizontal Datum: NAD 1927 IN NAD 1983 A8. Attach at least 2 photographs of the building if the Certificate Is being•used to obtain flood insuidnce. AT Building Building Diagram Number All. For a building with a crawl space or ehdasure(s), provide ' ' ' r' ^'; ' ' .i ; A9. For a 6#ing with an attached garage. provide: a) Square footage of crawl space or enclosure(s) sq R a) S4Gare footage of attached garage _4Qf eq tt b) No. of permanent flood openings In the crawl space or . • j 4` b) No,;of permanent flood openings In the attached garage enclosure(s) walls within 1.0 foot above adjacent grade i walla within 1.0 foot above adjacent grade _Q- c) Total net area of flood openings In A8.b 40J_• sq In :, ' r '11 • c) Total, net area of flood openings In A9.b art In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION NFIP Community Name i3 Community Number 02. County Name ci>•>' o< .5'n.i np /Zo294. • '. ` S ni,vn« Cov. B4. Map/Panel Number B5. Suffix B8. FIRM Index B7. FIRM Panel Date B8. Flood Zone(s) 09. Base Flood Elevallon(a) (Zone AO, use bese flood depth) Z//7C0065 rE .. Date AAe. /7, /99S Effective/Revised As3ai / 7 /995 A B10. Indicate the source of the Base Flood Elevation (tit•E) data or case nooa deem enrerea ar null Pa. FIS Profile Q FIRM Community Determined • . ' Other (Describe) --'IA Indicate elevation datum used for BFE In Item B9: ® NOW 1929 . ' NAVD 1988 Other (Desulbe) B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? [)Yes ®No Designation Dala 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 buliding Is complete. ",I: C2. Elevations —Zones Al-A30, AE, Ali, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A; AR/AEIIAR/At-A30, ARM. AR/AO. Complete Ila= C2.a-g below according to Ilia building diagram specified in Item A7. ; Benchmark Utilized s_ GnVertical Datum PP41.0" Conversion/ Comments h.j rrh ick the measurement used. a) Top of bottom floor (Including basement, crawl space, or enclosure floor)_ J3- BO b) c) Top of the next higher floor Bottom of Ilia lowest horizontal structural member (V Zones only) h d d) Attached garage (lop of slab) L0+L e) 1-owes) elevation of machinery or equipment servicing the build ng 2-9. 35 Describe type of equipment In Comments) (AVC Cwwopa f) Lowest adjacent (finished) grade (LAG) 819 g) I lighesl adjacent (finished) grade (HAG) feet metals (Puerto Rico only) feet meters (Puerto Rico only) feet meters (Puerto R" only) feet meters (Puerto Rim only) feet meters (Puerto Rico only) feet I meters (Pubilo Rio only) feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT. CERTIFICATION This certification Is to be signed and seated by a land surveyor, engigeer, or architect authorized by law to cerlify elevation information. 1 certily that ilia inlonnation on this Certirrcate represents my best o bits to interpret the data available. IunderstandIlratanyfalsestatenrerrfmaybepunishablebyfineorinpdsonmentunder18U.S. Code, Section 1001. Check here it comments are provided on back of form. Certifrer' s Name r-rcense nunwnr 57t— Sm F/or.'a/a P.S N1 " Title Company Name -a Ink A , Address — — . — ^ . — City cefs' . rl__ ZIP Code 7 9 / PLACE EAL Iif- RE r r`c:F.= I- 1-FAA rnri,i A I I I Fmim.wo im, Sep rr'wrsp ship for r•nnlinuatinn. Replaces all previous ernunns IMPORTANT: In these epgces copy the correspond hliuHuatlull hula Sacltun rA..,, I ui In5uiuuw 111( 1) _ Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.. Policy Nunitrer City , Slate ZIP Code Company NAM Numoer ; I JA(lFP2D Go2wA 3077/ SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community'oflicial, (2) insurance agent/company; and (3) building owner. Continents its C4a Signature Date Check here if attachments SECTION E = i9UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate Is Intended to s6ppod aLOMA 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.-*0 only, enter meters. El. Provide elevation Information for the following and check the appropriate boxes to eh'ow whethgr.tha elevation Is above or below Ilia highest adjacent . grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) Is ,feel meters above or below the I-IAG. b) Top of bottom floor (Including basement, crawl space, or enclosure) is ` , •feel meters above or below the LAG. E2. For Building Diagrams 8-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b In Ilia diagrams) of Ilia building Is feet (:I 'Meters above or' below the HAG. E3. Attached garage (top of slab) Is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is' feet meters above or below the HAG. E5'. Zone AO only: If no flood depth number is available, Is the lop of the bottom floor elevated In accordance with. the community's floodplaln 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 authorized 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 Me statements In Sections A 8 and E ere correct to the best ofmy tow/edge. Properly Owner'sor Owner's Authorized Representative's Name Address City Stele ZIP Code Signalure Date Telephone Comments SECTION G - COMMUNITY INFORMATION (OPTIONAL) _ The local official who Is authorized by law or ordinance to administer the community's floodplaln management ordinance can complete Sections A. B. C (or E). and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used In Items G8. and G9. 31. E) 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 dale of the elevation data In the Comments area below.) G2. A community official completed Section E for a building loca(ed in Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO. G3. El The following Information (Items G4.-G9.) Is provVed for'eommunit , floodplpin management purposes. G4. Permit flumber G5. Date Permit Issued Ge. Dale Certificate Of Compliance/Occupancy Issued 07. This permit ties been Issued for:.. New Consirkictlon Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ' '-] feet meters (PR) Datum G9. BFE or (In Zone AO) depth of flooding at the building she: feel meters (PR) Datum Local Official's Name Title Community Name :•. Telephone Signature Date kip Comments Check here A d laclnmen FEMA Forin 01-31. Fehniary 2006 Replaces all previous editions Permit # : Job Address: Description of Work: Historic District: Low CITY OF SANF RD PERMIT APPLICATION U I ` Date: _ jz en 14rirrl 3 J' I Total Square Footage Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbin Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial / Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) ractor(Name & Address: IJX i f 1 r State License Number: Phone &Fax: Contact Person: Bonding Company: Address: Mortgage Lender: Address: Arch itect/Engineer: Address: Phone: Fax: ne: 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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separatepermitmustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. TIC : In addition to the requirements of this permit, there may be additional restrictions applicable to this property that y be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management dist ' ts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe property of the requirements of Florida Lien Signature ofOwner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: Special Conditions: Rev 03/2006 Date Signature of Print La) Date Date Signwt:e(o Notary -State ofFlori J NOTAR VUBUC-STATE OF FLORMAVKenyaK. Lindsay Commission # DDS41618 1 Expires: APR 18, 2010 Contractor/Agent is 0 Personally Knowft4PA T1m Atlantic Bonding Co., Inc. Produced ID FD: ENG: BLDG: 20071AR/Ci1%?'flJ 01 a N Aarorda Syste!ns M"ONDA SYSTEMS Date: To: 4W5 Maronda way March 01, 2007 Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida # 50158 Sanford, FL 32771 (407) 321.0064 Subject: li, Wheatfel'd C•_ircle 15-3, ORO-6CL Yob#6CL01503, ROAIGRIGHT Issue: (10) Truss "O" have broken off tails. Field repair made with (1) 2" x 4" x 4'-0" SYP NO.2 scabbed to one side of truss to provide structural contact with sub -facia. Nailed off with 1 Od common nails @ 3" on center staggered. Resolution: The repairs as described above are acceptable as long as MCP at joint #1,6 is in tact. If you have any questions, please feel free to call 407-321-0064. Sincerely, Elmer W. Bergman, P.E. Date: 03/01 /07 EW"B/an ENs ••.• N, F +; 3 s No. 50158 = s o STATE OF } o: d. E+ '•••.....•••' .O`,9 A WO'/PZ `4'ONal,0X\N\ Iliiltl` Fas (407) MUM Est COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75121 DATE: BUILDING PERMIT U BE I•'? ( ITY,) COUNTY NUMBER: UNIT ADDRESS: )tl - TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TWP- RNG: PARCEL: SUBDIVISION: L101&= `WRAC . PLAT BOOK:, PLAYBOOK PAGE:4( BLOCK: LOT: j 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 $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 8 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMIENT.c> •• .. RECEIVED BY : UJI)l^ % GNATUAE • 1 i~ y L PLEASE PRINT NAME) DATE . NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY , 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCI°S,ED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF -,.00CUPANCY 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******************** RECENGD CITY OF SANFORD PERMIT APPLICATION Permit # : lD Date: June 12, 2006 JUL G 5 7006 Job Address: 124 WHEATFIELD CIRCLE LOT 15 CELERY LAKES PHASE 1A Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $67,338.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 1.892 Construction Type: V # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel M (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs. FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional pen -nits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the property ofthe requirements of Florida Lien Law, FS 713. 7/24/06 Signature tOwner/gent Date Russell Keith Summers Print Owner/Agent's Name 7/24/06_ Si nature ota tate.9[.Q.Qdda..... Date FULLERTON c mma 000460464 o 8/1012009 thru (800)432-1254? i3onct.l a r• run" Florida Notary Assn..Ine Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: 7/24/06k1g.tu ofCont ctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/24/06_ natu N ry- to of Florida Date Est... Jr.Aw.... ._..:•<T!..[, s„,,,.,•... . JD0460464 a"r,,C:.:, :.......as 8/10/2009 ro y,? Bondey thru (800)432 4254: Florida Notary3Assn. Inc ...........•..•................I...wi.r...J Contractor/ Agent is _X_ Personally Known to or Produced ID 7 pd Utilities: Zl S 'j 6 D: Initial & Da ) (Initial & Date) (Initial'&'Date) --: t Up i CITY OF SANFORD PERMIT APPLICATION JUL 2 4 2006Permit # : - Date: Job Address: LOT ' Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical X Mechanical _ Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS / 60 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (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 Sarings, FL 32714 Phone: 407475-9112 Contractor Name & Address: Harry Long, Jr 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Fax: (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional pen -nits 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 L 2 4 2006 Sigma re of O ner/Agent Date Name JUL 2 4 of Florida Lien 1,K FS 7) 3. Date HARRY LONG, JR EC0000726 Print Contractor/Agent's Name JUL 2 4 2006 U L 2 4 2006 atu f Notary-S a of FIq .....Date 3 NiJINE natu o Nota rate of Florida• .Date „ ULLERTON IEANNI FULLERTOh Commtl OD0460464 10/2009 F'; 4 Comm* 000460464 t , 32.4254; r'_ Ezpues 6/10/2009 r Nc arY Assn. Inc°cor.c. L .,2 thru (800)432 4254: t ,. 1...a.. ..... f................. Fi:..: N?%M Aa.n, Inc f Owner/Agent is _X_ Personally Known to Me o Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION JUL Z 4 2006 Permit # : j Date: Job Address: i5 4ri Z1,P_ LOT / Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical X Plumbing w Fire Sprink-ler/Alarm Pool Electrical: New Service — # of PS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential VNon-Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines ' # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714_Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restric county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that I will notify the owner of the property of the JUL 2 4 2006 a Signatu r/Agent Date Russell Keith Summers Print Owner/.Agent's Name 2 4 2006 of Florida Date Do460464 aM0/2009 I 1 (600)432 42541 Assn. IncFloridaNotary • u., i Owneftu uwu.. . • •........ • • • u • unu gent rs T_ Personally Known to Me or applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. JUL 2 4 2006 Signature of Contractor/Agent Date L 14 2006 iJINE ••...FULL..• . ............... 4A- INJEERTON CcmmNDD0460464 pFr BJIO12009s dP' ZOnc.-.; t uJ (SW)432.4254: drum Igade N in Assn ,IncContractor/Agent is _X....P.eisonally.iCnown.to.Me or.•.•....i Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial I Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # or Date: JUL 2 4 06 Job Address: T,6 G1+ LOT Z,0 1SCelery Lakes 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-Resid t' I Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water &Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel M (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 l2 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 ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUL 2 4 Signs ure o ner/Agent Date Russell Keith Summers Print Ow er/Agent's Name 1111 24 St a tary-State of Florida Date JEANiJINE FULLERTON Commit DD0460464 L+,res 8/10/2009 ; Bonded thru (8000)e432.4254: 4, i , Vt I 8 NOte A n., Inc Own dLev... ... erSona tnvn1fo Me orjaugar ,r 0 Ity9f t 200 JUL 2 4 2006 Signature f Contractor/Agent Date JULIA CREESE CFC1426702 Print Contractor/Agent's Name 2006 JUL 2 4 2006qigeNtary-State of Florida Date JEANiJINE FULLERTOh Comm# 000460464 C_,,,45 8/1012009 Bonded thru (800)432-4254: Flonoa Notary Assn., Inc Contractor/Agentis "'T_Verso1;VMown to Me or Produced ID, _ Produced ID QIWJ 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: 15 Subdivision: CELERY LAKES PH.1A Property Address: 124 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: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. Or b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. x h. Square footage table showing footages: Garages/Carports 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). 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. O 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 24, 2006 SIGNATURE: e (By Owner or Authorized Agent) Ill"""1II ill III 111IICI.I111111IIlit III IIIIf11111111111111flu P1ARY( INNI: I41llt11:1 [. 04E M- CIRWIT CURT a c 00, 4 j 0 N LLtoNIL V4 M O W J f O rZi U) in a WWaV j2Oa MOcCN LxWZ,, Z J O ZOYQ W 0a1 Q a, n 2 aS414INCLE CIJLWY BK 061E8 Pg 0419; Upg) CLERK' S 4 2006027721 RIMIRUI, D W/E'O/:'t 06 01:01:14 PIA REDO) Ilvli i l_I 13 10.00 RECilli IJ) BY t holden NOTICE OF C®MNIENC1EMENT 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 15 124 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY ( Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. Is' St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as 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 THE CORRECT PHASE # Sworn to, and subscribed before me this Notakv Public JEANNINE FULLERTOIv Comm» OD0460464 tea° fis r„ a:res 811012009 a condcd thri (800)432-4254: 4. nA•" Florida Notary Assn., Inc 3e.eeeeee.ease...............................L RUSSE LJ'K-EITH UMMS Maronda Homes., Jnc. of Florida Vice President - Construction 20TH day of FEBRUARY, 2006. CERTIFIED CUPy MARYANNE MORSE CLERK OF CIRCUIT COURT SEIMNW COT , FLORIDR Legend of Symbols and Abbraviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section 6 : Central Angle Const.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve S/T : Septic Tank ARC Arc Length ds Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W1 With Boundary Survey: G„- Awg5-- / l/ B9 3 B' /7 F,o. / ;Qeeao z ,50. oo ' .ou r ti co F.vp, s •:PBeao L.40, LS-z494 %GAS LS 2499• I O/IA/.VAGe ,M M 0?A//SAGE ' 45,Eir1E.rs 1, j ' SipES, P 75E lF IT GAO, G5-Zy9¢ Gouts`/I Af o 38. oo' R&OPDSlf5D 3 as I- I' l-r 1c /9. 39 SO.00, r L a 9'e^,QEaoo tf,.,,l`" -.i=rr-:.,.. - -• ... "I - ter. 31r.' '• l j .. p p0'P+r rF Teo -` -- / 76•BB"PuostFii Gco•,o O.s- - .:.: r,,,,,,, ,S ',3g'•7.;yt,i,,+a,9sauwiv t .,. .. _ -.. s`.iG'oia •'•'"'- _ . = , fiaco ;e1t:9R..+ ,... " .. ' dtiS c.,o .~ V < SZ7 A/G Fiuo./Y.oiLj EAT /6LC> C/RGLE ro37 c.0c, 9s- 10 S0'•e - 24'Aa/°/s'ALr/FI/'r. i°cPsrC. D.c. O scrzi Tioy: Lo7 / 5 CEGE.ey L,4 Es Hf+sE / ; f/ Sueor r5/cw cco/2o/.</6 To 117, 1A7- 6 % /iQ6B5 iB 1.40 9 9 ; UBG/G 2 co eos of SE.+i,oL u vey, FAQ/OA, CERTIFIED TO: 1wwoeoAg>. 4 I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 611317-6, Florida Administrative Code, pursuant Se,tion 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL S1"y E. Smith 386) 734.7047 (386) 789-2855 gtstered Land Surveyor DRAWN BY: REVISIONS: Certificate Number 3736 CREW CHIEF: NOT VALID UNLESS SEAL IS EMBOSSED SCALE: a ' Note: No instruments of record reflecting easements, limitations, owner - DATE: J Nvg y 7 n06 ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or woo _ 037- ::)G utilities have been located, except as shown. a. s FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: ROAK32B 15CL3 Builder: MARONDA HOMES ADDRESS: 124 WHEATFIELD CIRCLE Permitting Office: SAµ-W CITY, STATE: SANFORD, FL Permit Number: Q(p-3;2_1(.oOWNER: MARONDA HOMES Cv 9 SIOD CLIMATE ZONE: CENTRAL Jurisdiction Number: I . New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1477 ft' _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 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=1 1.0, 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 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A MANS REVIEWED c. N/A CITY OF SANFORD 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: 18722- PASSTotalbasepoints: 22056 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPAR50 B)f L DATE: 2. I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: JUL 2 4 i 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: 28.4 kBtu/hr _ SEER: 13.00 Cap: 28.4 kBtu/hr _ HSPF: 8.10 Cap: 50.0 gallons _ EF: 0.93 PT, _ fKE ST,gTFO. n a 1 Predominant glass type. For actual ciass type and areas, see Summer Winter Glass output on pages 2&4. EnergyGauge® (Version: FLR3SB v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1477.0 25.78 6853.9 Single, Clear E 1.0 3.0 5.0 63.97 0.85 273.4 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 9.0 40.0 63.97 0.99 2542.5 Single, Clear S 1.0 6.0 16.0 48.22 0.95 730.7 Single, Clear W 4.0 3.0 5.0 57.68 0.48 139.5 Single, Clear N 1.0 6.0 16.0 30.19 0.98 471.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.4 As -Built Total: 114.0 6046.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 188.0 0.70 131.6 Concrete, Int Insul, Exterior 4.1 934.0 1.18 1102.1 Exterior 934.0 1.90 1774.6 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 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1486.0 2.13 3165.2 Under Attic 19.0 1617.0 2.82 X 1.00 4559.9 Base Total: 1486.0 3165.2 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 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 1477.0 14.31 21135.9 1477.0 14.31 21135.9 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 281= Summer As -Built Points: 28096.9 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 28400 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Con(R),GagAH),R6.0(INS) 28097 1.00 1.08 x 1.150 x 0.95) 0.262 0.950 8253.5 28128.7 0.4266 11999.7 28096.9 1.00 1.179 0.262 0.950 8253.5 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1477.0 5.86 1557.9 Single, Clear E 1.0 3.0 5.0 12.37 1.03 63.7 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 9.0 40.0 12.37 1.00 497.0 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.5 Single, Clear W 4.0 3.0 5.0 13.25 1.10 72.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.6 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 As -Built Total: 114.0 1445.6 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 188.0 1.80 338.4 Concrete, Int Insul, Exterior 4.1 934.0 3.31 3086.9 Exterior 934.0 2.00 1868.0 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 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM Points Under Attic 1486.0 0.64 951.0 Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1486.0 951.0 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 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 1477.0 0.28 413.6 1477.0 -0.28 413.6 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 . EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4266.0 Winter As -Built Points: 6723.8 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 28400 btuh ,EFF(8.1) Ducts: Unc(S),Con(R),Gar(AH),R6.0 6723.8 1.000 1.068 x 1.160 x 0.95) 0.421 0.950 3167.7 4266.0 0.6274 2676.5 6723.8 1.00 1.177 0.421 0.950 3167.7 EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.93 3 1.00 2433.55 1.00 7300.6 As -Built Total: 7300.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 12000 2677 7380 22056 8253 3168 7301 18722 PASS THE STq o O e EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge@/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS - SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at 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. DA-L[ U I r1CK Mr-bl.KIl 1 IVt MtAJUKtJ (must De met Or eXceeaed Dy all rest lences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge) DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New - 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft=) 1477 112 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 ft2 - 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, 934.0 112 - b. Frame, Steel, Adjacent R=11.0, 188.0 W - 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 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft - b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant f s. Builder Signature: Date: 4WUW Address ofNew Home: City/FL Zip: Cap: 28.4 IcBtu/hr SEER: 13.00 Cap: 28.4 I Btu/hr HSPF: 8.10 Cap: 50.0 gallons - EF: 0.93 NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPADOE EnergyStarrmdesignation), your home may qualms for energy efficiency mortgage (EEM incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. RnergyGauge® (Version: FLR3Sv4.0) PT' - City of Sanford "The Friendly City" Application for Engineering Permit This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One Right-r• Way Utilization Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS _ FIRM: MARONDA HOMES INC., OF FLORIDA ADDRESS: 955 KELLER R.D. STE. 1500 — ALTAMONTE SPRINGS, FL 32714 Date: PHONE: 407-475-9112 FAX: 407-475-9115. 1 . PROJECT LOCATION OR ADDRESS: 2. TITLE OF APPROVED DEVELOPMENT PLANS: __— APPROVAL DATE: — 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS J 4. PROPOSED ACTIVITY: r r . Driveway Installation i Aerial Installation I__I Underground Utilities LJ Bore and Jack Open Cutting of Roadway __ Sidewalk Installation L—i Other 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length -- --- (Feet) Number of Open Roadway Cuts — 7. AERIAL INFORMATION: Length — (Feet) Number of Poles ------ (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS. COST, -DAMAGE. OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS. UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD. INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 Applicant Signature Date: OFFICIAL USEbNLY Application -No' , _ Fee: _ _ Date: -. Reviewed: Public Works - _ DATE: Utilities _.,—•---•-----___—. DATE: --------- Approved: Engineering DATE: Engprmt.pdf ALaronda Homes AN EASILY OBSERVABLE BETTER VALVEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX.' 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 15, 124 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. 1. RUSSELLtKEITHUM ERS, CRC058496 MARONDA HOMES, OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JUL 2 4 2006 by RUSSEI, L KEITH SUMMERS who is personally known to me. PukIC 0.................. JEANNINE FuLERTON Comma D00460464 W012009 o , Bun.. J tMu (800)432.4254 Fo,, da NotaMan. Inc 3........................................."'. Legend of Symbols and Abbraviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Boaring Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangoncy Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-ol-way Line C.B. : Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Line Ch. : Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section I Central Angle Const.: Construction Pav'I.: Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Length c/s Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey: T.ve_r G .• - - PNASE / V 8.9 3 8/7 "E("F=Aff oJ Fwo. Qeeao f SO. oo ',o—rf Fr64Z* _ Fvv•S .P eao G40, LS-z49 i /GAP LS 2495` t O/lAlNAGec M OFFICE •. - NL• T U c •ag a cEr3 0a Ch yy X •l0 E > o n u % v 2 u l a o u E u 1 Z E S9`" T y0 U° a Qr LL c 3 PW 0 jj, g, uj8,oC0 UQvoo N O '> ' c LLi. ce • v r 5' --- 0/ LA1N46E r IX Z I Q EASEi7E.uY.S ._ . _ _ V l/ I 38. oo F, uo. 8'Q6n2G GAP, GS-2y9 GAO, L.S- z 4--. Gcn' A O.T +-'.''s N ReoPesrz> f 1 OAnJoK K N r Q6• 0 PLANS REVIEWED CITY OF SANFORD N ig wv. goe— — uPC. P 9 ficco• t:BR M6.... cJitfiviiiG" .... .. 6A reZ6Z X C/.¢GLE S ''. r - Z4',-I/Iz /Z'GonrC. ea., 3B' PuoTtFitlO F. wo./YA/Gj coo, 4s-Z¢99; i° cPs> oc. OEscrzi 7-10AI : LO? / 5 j CEGEiPy L,9G%.S / SE 114 14 1 1At3A0.'V1.% /%%AP /N 6 7 /oiQ6E-5 ,949 gA40 99 PveGi .2 col2l 5 of SE!!lNOLE .ovtiry, FLo.2 oA, CERTIFIED TO: /i I/QO/t/L7/4 NaM I hereby certify that this map depicts a survey performed under my supervi- sion and is correct to the best of my knowledge and belief and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17-6, Florida Administrative Code, pursuant Sef•tion 472.027, Florida Statutes. Cl SMITHDRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL OELTONA, FL 386) 734.7047 (386) 789-2855 St y E. Smith gistered Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: SE Ste!/TN REVISIONS: CREW CHIEF: M A a2iNG SCALE: Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, i1 any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. 1DATE: c 7fJn/UA.2Y / 7 Z0o6 WO' /— a0.37- National Evaluation Service, Inc. NJ5203LeesburgPike, Suite 600, Falls Church, Virginia 22041-3401 - ATIONAC Phone:703/931-2187 Fax:703/931-6505 CODEINTERCOUNCIL CODECOIINCII. website: www.nateval.org NATIONAL EVALUATION REPORT Convrioht © 2001. National Evaluation Service, Inc. Report No. NER-617 Issued October 1, 2001 BORA- CARE® TERMITICIDE, INSECTICIDE AND 1 he instructions witnm tms repu<< yuvz— ti v a, v lr — FUNGICIDE between the manufacturers published installation instructions and this report. NISUS CORPORATION 215 DUNA VANTDRIVE FFICE 4.2 Application ROCKFORD, TENNESSEE 37 3 800- 264-0870 BORA- CARE is a concentrate that must be diluted with water 8i 0-264- isuscorp.com before use. The dilution rate is one part water to one part BORA- www. nisuscorp.com ` et`' D CARE for all pretreatment applications. Prior to dilution, BORA- pLv .,^ D CARE is a thick viscous liquid similar in appearance to honey. 1. 0 SUBJECT Of 5a When diluted and mixed, the solution has the same consistency 1 as water. 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. 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 independenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, either expressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Report No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, tab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committeefinds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTM, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PI. Chuluota, Fl. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 124 ROAK36CLO150315-3 WHEATFIELD ORO-6CL RIGHT CIR 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 Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. 40Dwgs: Layout 12-2-05 1 Roof Loads - VT 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 B 12-1-05 B1 12-1-05 C 12-1-05 Total 43.0 psf D 12-1-05 E 12-1-05 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" F 12-1-05 G 12-1-05 H 12-1-05 gs REVIEWED of SANFORD H 1 12-1-05 H2 12-1-05 J 12-1-05 11 12-1-05 J2 12-1-05 K 12-1-05 L 12-1-05 12-1-05 L2 12-1-05 L3 12-1-05 N 12-1-05 O 12-1-05 P 12-1-05 Q 12-1-05 1 9 IwoICE R 12-1-05 S 12-1-05 S1 12-1-05 T 12-1-05 U 12-1-05 V 12-1-05 V1 12-1-05 INV # DESC QNTY DATE: FEB U 3 20Q6 T- V2 12-1-05 18331 THD26 V20 12-1-05 18330 THD28 V21 12-1-05 18360 SKH26R V3 12-1-05 18361 SKH26L V30 12-1-05 18363 JUS26 20 V4 12-1-05 18370 THJ26 V5 12-1-05 18336 THDH28-3 1 V6 12-1-05 V7 12-1-05 SEAT PLATES 103 38-0 0 4 N U 0 0 N d coyZ O O O O O O O O O O O Z a C7 VV I I I JUS 6 AGE U Ti T 1 T T 3 0 I CAPLY I VOLUME CEILING / D 12 4 / E / I F G 12 I 6 6 F 12 I I 4 E I 8'-0" 6 ILING V1 I D V5 C V3I B14PLY RAISE HANGER 7' V 1 Lo I H \ 28-3 HANGER 18-9V4 Q 1 H I a i ccK1 ODD PACE U 0 N ' ODD PACE K I JH1LL11'-0' EILING 8'-0" C ILINGi I H1 1-12-GABLE — — —I I. — — 124 I 6 4 I j S R `V IE J CITY F 12 I 12 J i Ij JOB NUMBER:ROAK3 1 6 I I J CUSTOMER: J JOB NAME: ROANOKE K 3 JDRAWNBY: tly DATE: 12-2-051 PITCH: 4/12 & 6/12 O.H.:1-6" & 1'-0" I I BEARING: 8" LOADING: 43psf i_r_eai c 19-4 f 8 0 3 2006 u HIB-9.1 Summary Sheet-. COMMENTARY and RECOMMENDATIONS for C IANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES °. sf re po1i andIrtrof `ein tallerfbuilder b ri/dinocontractar.licensedcontractor. rs ororerechoncontractoritoorooertvrecerve unload sto ThQ IThe installer e a lecte -- iustexercise the same high degree of safety awareness as with any otherstructuraliaterial. TPI does not intend these recommendations to be interpreted as superiortheprojectArchitect's or Engineer's design specification for handling, installingndbracingwoodtrussesforaparticularrooforfloor. These recommendations areuseduponthecollectiveexperienceofleadingtechnicalpersonnelinthewood hc• .if % t`.i}?r YY C Sr Mwsy_„ J' .tira nt o 1 n c le o ,o ° f rF. r% i Y*':. p rE :ro c :. rn'io n o - "'6`i ..c3i:,f'•i TRUSS PLATE INSTITUTE 583 D'Onofrfo Dr., Sufte 200 Madison, Wisconsin 537.19 608)833-5900 truss industry, but must, due to, the nature of responsibilities involved, be - presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damagesarisingfromtheuse, application or reliance on the recommendations andinformationcontainedhereinbybuildingdesigners, installers, and others. CopyrightbyTrussPlateInstitute, Inc. All rights reserved. This document or any partthereof -must not be reproduced In any form without written permission of the or:m.A i +hA i inied States of America. y':': ' ^At'R'p rt'.=iiri 5'e"re.7taq y'ii,'P c•a v.G ''•. ti!-7.w::A~i:l '. S Rh,.. i1u4•:r jp 7 pp T Tmtisse: iredrarQt Gicaffi sfioul? iE ; r -', c-%fir. _$iitA'°''•7F7;%Yc:. pv+r:i .{. itentltoQ"itn r. ij'P, h+y:?1..,—iy:8.9•LIrV/.'+.hLWvZc:SY•n;,•P,.'1_Yj.C'i.'t'yl 4i , yY1Xt:54. ll,yy.._" ;Ga an.,.;.,. • t fC'V.: ac^: D4' A1GFR"D:oxramar'ie .llndlesprtyVla:tia Tess suritillbtu dtes,. p roP, r ..q+T ate. .... a e_p'laced:;tta s ate e . niit ora al° osltion..a,` ryy•`•.' Y XayeMWN'TgftMNi/lkrlLliFfTl!YA..:',+ , 'L ?• i jitt• -sses ,tat_ are'af a ialang Nr,. s ernes , era u ars .... i o ld?ybg:rsira tly I' me 1 M MY a- DX'1 C • iD I ' - MEGANICAL I 60° 600 I t 15AL4TGO yai. or less or less Approximately APp(oximalely e I , 19 1/= truss length ne ''/=• truss length Truss spans less than 301. Lifting devices should be connected to the truss top chord With a ciosed-loop Strongback/ attachment utilizing materials such as SpreaderBar 10, ' spreader.Bar slings, chains, cables, nylon strapping, Toe In etc. of sufficient strength to carry the Toe In weight ofthe truss. Each truss should be % / set in proper position per'the building / f designer's framing plan and held with I gpproximatelY I Approximately the lifting device until the ends of. the . r y, to )/ truss length y, to 7/3 truss len th• truss are securely fastened and tempo- Greater than. 60' rary bracing js Installed. • Less than or equal to 60' Tag Line Tag, Line Strongbacit/ 10, 10' SpreaderBar Spreader Bar _ Toe In Toe In At or above i \ mid:height r I -Approximately J r 1. Approximately ' ih to )/, truss. length . y2 to i/struss fen ih Tag Tag Greater than 60' Less than or equal to 60' Une n _ a + il O A! urr cra rY ,.:. t r .:` "i stieet rs,aiiegi ae:,fo t allat ° bracrn ..s tivir"r.l ' ram,. 777.7 CAUlTI OI: smp.aria 2 9 ,,, mx**R+ ' Ara..._Y s .• MIX, n iffek,rerti, VO I l3 It TIEB p' F •. T!:. • "r' ti^ r"q, Simi ar ,c'onftauratl rls CQnsu1#-.aseglsterel,rw": Tt'rL.SS-.S-+NU' y rtr';YiAl7 FWrr°j" ZmetPmr ' :.WfvEG: v A¢Y ram' t.„,d:::TLs:..:.'II cles,acT ln c>or. grace ' ra';r :n UY lY :• T.a:Gim aafaan em'enP4J§;.desineCtliM ie`fer+glraeL' , : l r a . ^`: L- V 7 _.-n a.+r•<- a l car'inw}+rcwti::Fii't..-•m•ta'rtt•'H:Yti.r"^'C4:.--GXL j'in tp TA ``. y caia,-y.vtp.rr,...la-:i 'i^.S1 11'r"$f7 CIL/.caiToll oT•iTer37,pDral,!n8r N.e D TILGfE.CjD' - e'' ±a. Ri /EC rJ11Tlt'CJ rga tir+t cr_dti5 rxcry AF'u"k C` $!S DSSIi r' 'jrr'ikF'fti r'r)" r. c'hr'?r .-sy;JSp • . ^ts+ar"^O;rvnet:F..FfY :f cases eteranirae tha a n'er{spacln9..:P., .,,: .,rr, p. :_,.•: ,a•.-' r•:GL. (; y.- . .. i..... ....:,n—... .: y x..he.. •ai•w•.W .......y ^vt iA-w...wiwa..,, ,. .. 'n. ... a; h 7.t r„• ,+• nr.-w•Lv.7,nauls+.•, ;`G yUIVD.R +CI•t C'.rBtJ,IL l,6!G*- E3 'i;EFiI0'F"yal• -aare a-teF..w'n,,..,••.4. ,,It ITE'IOFi"' .. i?:YBRACIN,G:BUILDING0N .. a , GBp ' 7op Chord TYPIcaI vertical nd W I ° attachment Plan LE T i i \.. I.:•,_ 1 F' e.y; r ''• i % Blocking Q f%, .'•`• •c'" -:-tip a ' 1 • i " f `. z3 , ice• ;, fid brace nG % • / t ` '\•~1,; Ground Brace •1l ertleaI ( G.Bv) To Chord •=•08 _" , •' Verlieala jGBy) rut T) lal 4e member with Ht) Gr! fmA '! thruae of bra oup of tru—a EB) ' - t2 4 or greater ..SPAN adRequir Attachment LZ s 0 ` sA s F o\ Topchord. that are laterally braced canbuckletogatherandc.uae oollapee if I. no diagoo- nalbracing. Diagonal bracing ahouldbenalled' e underside .1 the top chord when purlinearehattachedtothetopedeofthetopchord- i RBsl las Fir -Larch SP - Southern Pine DF - Doug SPF -'Spruce-Pine-FirHF - Hem -Fir 12 1 •• 4 or greater OHD IN M a Jet U to 32 4112' 20 Over 32' - 46' 4 12 15' is, 10 6 4fed; ^= • a' Over 46' - 60' over 60' 4/12 • See a registered• rofesslonal engineer x' r DF - Douglas Fir -Larch HF . Hem-Flr SP -Southern Pine. SPF -.Spruce-Pine-Fir All lateral braces i.'A •. 'n'.: r y r• V'•,"r 'cry^:,;•1;,.'' ,. .t:X•".'*'' ra'as lapped at least 2 trusses. 30ttoM,chord diagonal bracing, repeated leach end of the building and at same pacing as top chord diagonal bracing. - v h,Ct 1 ''iS+l r t v "7tt.t ,,. r r 1 ,i f}; •1^''. Cross bracing repeated at each end of the building and at 20' Intervals. n:1+.C-r•n.:.Lar ti:.Ty• eMSi{1q. VifEB:IV1EMi3lER: Frame 4. i a Ypjl' Its rRt:'.5PA 1 1NiMU EP. O C DFI -Y, •. pPv' IATE" , BRXiC'ES:' C.IN.G'(L'BS DIXGON ' l:'BRACE rSPACING ( 7B yS1P yq: , A.F..'FI HF ;GY. U to 32' 30" . 8': 16 10 Over 32' - 48' 42" 6' 6 ' 4 . Over 48' - 60' 48" S' 4 2 OVer 60' See,a registered professional engineer DF - Douglas Fir -Larch SP -:Southern Pine* . HF. - Hem -Fir SPF Spruce -Pine -.Fir K_ The end diagonal brace for cantilevered trusses must be - placed on -vertical webs In line with the support. L•' laOR 2x4% 2x61-MTSWOContinuous Top Chord Lateral Brace Required 10' or Greats TopchordsthatamletenllybracedcanbuckletogetherandcausecollapeeHtheraIona din,go- nalbracing• Diagonal brscingshould benailed to the underside of the top chord when purlina' are attached to the topolde of Abetop chord End diagonals are eaf tiMl"alffd• stability and must be duple ic' both ends of the truss system. x2;PARAL EL CHOii TrCiSS'.TOP.GHORDt. Top chords that are laterally braced can buckle ' togetherand cause collapse More io no dingo- nalbracing. Diagonal bracing should be nailed . to the underside of the top chord whan'purllno are attached to the topside of the lop chord 5 7g '0 r( D8s) Tresseso: c• ve4"". I.. •^'C-. f IyR U aY ' t s'lI C fC ti. .ittw'^-• 11 - .S - I I h) II End diagonals are as' i'riTr j tI¢ I t uk•• t/`Ii31 f.., stability and must be d both ends of the truss a Frame 5 Attachment ' Required 1 0 iDe3 . 70 r LlSPF/HF 2 e•C./ 301.or greater continuous Top Chord \ Lateral Brace 1 Required 10' or Greater Attachment Required - 31/ 2" Trusses must have lunr bar oriented in the horF zontal direction to use this brace spacing. 12 w(M'l,J, a.tfr • •h "f` : 1 •• -, rester ' • TOPp CO,ga 9 \ Me p,pC O d€ OIAGOf I RAC . og „,. , .,, .. •»rid MINIMUM " T.ppAL-.B' A'C SR GINGDB',' SP LING LB°' Y strusse j <g SPAN',... p,PITCF1' r q ,[i.,•: ' I ^ + k+y t' " s ,•, ,d'4-ra .SP DF,' SFF..I F U to 24' 3/12 8'17 12 Over 24' - 42' . • 3/12 ' 7' 10 6 6' 6 4 42Over '` - 3/12 . 54' See a re istered roteasiona1 engineer \ \ N, Over JF - Fir' Larch op' SF •Southern PineDouglas ' \ '•. DouglasHem-FirSPF - Spruce -Pine -Fir 0 ti \ All lateral braces lapped at least 2' trusses.': Diagonal. brace also required on end verticals. •— •:, ;f • Continuous Top Chord ' Lateral BraceI Required Top chords that arc iotereilybraced can buckle r r • \\ ' ` •`fit mod" 10' or Greater / logntharandeauaeeollopaaltthoroleetodiago- r4, };; 1'' °' .i+L - j? . nalbrocing.. Diagonal bracing ahoidd be nailed to theundaiaide of the topchordwhen puriins are attached to tite topside of the top chord. k! fl Attachment r uh + i Required i1!) ONG.TRUS.. r.; spa ! A' . oozisitese'' ecvmiat"%ricattrir'tesut€"in' tifSG. i=aiiurert ir ...... _ .-:...... r.. or bu-itctilas. saverspiersoirialtiriuyor'ctame=i , tG , INSTA`ELATIOtMITO E6 7 fi8 S - Bow. Length Lon) 1 l•. . J.r•k ......:acr ; ^.!w .r- ........................................................... ......................... D1501 i,'D(ft))+ T PLUMB d,,:, ; ,. +rv:u..:..:..a t Lesser of 12" 1 /4' 1. ±/p Q200 or 2" 24" 2" 2• 36" 3/4" 3' 48" 1 a4 60" 1-1 /4' 5' L(in) L(in) 72 1-1 /7' 6'. I B4" 1-3/4" 7' i 96" 2 8 l II Truss i 1011" 2" 9' Depth I Lesser of D( in) i . ±+/." L/200 or 2'! l i Lesser of D/ 50 or 2" i 50" 4" 4.2' 200" 1 " 16.7' 250" 1-114" 20.8' Maximum Plumb 100" 1 6.3' MisplacementLine. ' 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT -OF - PLANE INSTALLATION TOLERANCES. OUT -OF -PLUMB INSTALLATION.TOLERANCES.• x•_,, : ,n,.... i. b ' , , .,, c'..`.. no 4' - erg.^. u,:;" :Cti:l;.,j•.`I r '( _ 1. (4. , ¢. ,,,yr,} .ti1,JiN[7Y,ldl`yw}'.'6?• ,`t'ST r J . r'` , .4i ic3 - ^.f :... _ •7.`7.. ..i. R°'•: r: T'^; °\'-'Y...J.... ;. ; 1i1('•`i1i• . r:::;41.••i . „ 'r'" JL Mg,,l_y,,;ka>"4',art}'.ti','`'.jw.:.••.";•.,..w 1.1.i;-.. ...!!'`i:cS..u.2}5%R-*.r:=`!, .,•t%<f'-' S;'.i:•.w.l'r.,.-:! ;'iil•;r,• 't ',•tro ar s..'u..u. i L c.;-•,.ric"ykhc... `' r5Z•:ri . ! S!vl...}tn •";^, f i' . y``j ,iy!;o'yt{:^4,nf1?.t :Jy'SS:.in_t:c IC.:;, L(;, .(J..y.. Jrx.. .fir f, rLb'/ cro. • t • IL7.e ei8'. nnJ •.C 1'L .8 k .lC./iL,t;a ,tR'^'- :;C:..-',t; ::8;t :i••'.-,'{rn :. :;'•:-„a 7•,C7 S YY, r''°4T y-yr. f`{ . x•: tr, .N.•. ty:• ';t•.•.- .., t. 1 +'[ lg , ;+ t S9?`1i_'.•'>.• 'nnrc) d .•Y'. •r. "'L idl.'i{•t,.,'tii ::;+':;?.:''.>•. r•':W. r' ^' •,w., ?. .,. !1'.7:: :.... ... •e {:`: . kt r:i h•d•: ••4 .1^ .J..7:. i•'S ,`"t .:r_ M1!-., .•'.. •,1.,. ,.."' 1;:..; $• :".is-S; e'is'..rh''"-: 'S iY -,pia:•-' E:.x:.:•,> - 01 faft•a,!1{ ` .'[:-:. ,,•` .. ^• _s. r.nfYlu-.. . f"• r:. . T.ti .•+ q,..; :.}di. 'w i. :.ter.; - c Frame 6 arondaa. S items ONDd 6'Yb'TEMS W" M=M& Way Sanfor8, FL 3277I (407) 3EI.0064 . Fas (407) 321-3913 W X bate:.'March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: VaIIey Trusses All vali tr-usses labeled VT-1 thru 100 are covered under the general valley sont o . eYaminthetrusspackagesignedandsealedbytheengineer -of record. Theonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel -free to call at 407-321-0064.. . Feref, ' Tom Ponce, P.E. NL P0. f< Date: 3 sjo3 `. ,`O .•-- F i v No. OO9OQS$— STATE -OF O• COR10'••` v nn,anA MrSTEMS Customers WU:VALLKI D61 O INFORMATION b mr an ` and Tab dd.o ` J by,h. Th. has boo bead wldbmrio. P dew o a reah orn' m mw^ 1 —d °we " by bm• d`dT a My ofob ln9am..iown b may edb i owanol ad ^ r m. wm;ee, vwdsies zb pcag and r)w-lo-sn h,N b 6.t. willsAs9" and Hu"? mamwVO1dW• T.a' ofm. a.vef.d dda.• baBeSdmtDedpor(Rya.-..-=hhwm p ormlw.I ,Ab d 0` 8 pon' by im• des, camabe me bldiatdeddbm odmb. a.R mr dr era cal ct n m wattis raijb ftlostb.Ddmd adm. laedclm.ux iod aano. loads. Pmi- W-da"a .0 a .r+ w='+ v ed loads. Ualmmo.n was ba of Dean desilobd me.ae a oawlamcybe& The deep laseromp.eswchmda (top or ombott) r. wainnady hoamm®t® oo.R ml fah' kcd laenOp bp. d „oSealyd, d wld be raseda gm QamoM pegs bed dWW Pf•'adol aed many AgJUAMGeda - aed- ofhewia da"" FABRICATION NOTES Prim m iabtirtie=dx fabrksms"R1iwyyp wly fu. iy,"dds dnwusd the 6bri ft md m Any d Iu as ro be bdme male, m fmrie.tioa Plrte dug oa b. bwulld I k-do s:+wu a &saar"d Faio M.*,,, dug be era me dO Salmo vt *dm wood C.. Plae, h n be meKdonbah ore of wifb odR. Adb h •od dnfl be sy-.bad. F ,he . des omewbe ahowoA 3a4 Pfm iss' wide e 0 6• wide a t• Loy. sh" Odes) d f•mag• Abat.pe' &d co"c.uoe ao p.. dldmde Plf i ofd+o wCb, anteswcb mamba, dne ram d dR canvaid ayawbe e dwwa Coanaaatd.a dre nem beiAcsbudmoelbsce:bows and m.y aed mb i Tbbb... da rbr d to hanmias wwilb &e sdad.m arced Tbo vmboambefibricdd _ diem m oom QsyCoofttdrefs10 ANSVM1•199d PRECAUTIONARY NOTES An bf- W ad --:&. r000mmandrbm .se to be lbimwd1. aoeo an o dim •H-ab,& b s-1-g sad. . am9 bandioet; Ab-i &&"—.ae invaliriw m amid dam.;, T®pm•7 and pam,amt brad, fhr bo idmd mIn . dniSM .ad Pleb pos, ad o. re . - oae dull d and cd and'msalldby affix CadN Eaombe, is amity i>sdnj Is~ agd.d. Naml F-.e— mioo or m nom -d mabfe Tbc, apa. idonoreaiaaorvessomallbe mda The conedofpasm+ "eimed m floe fvdaflri.. daas.a fhoCesawafad.ie man be awtmdowmsdfanmda beet. daa tthhe drdp amded. ' be •mid to uses, ° "y limeNo bad, .c afbe does, Uw.hp orme sedm. shall be odid 6 arise am)l a1laa06sfanlai and b"et is TOPCHORD3'_M__S 2_ BOT CHORDS: 2X4 SP 92 WEBS: .2X4 SP #3 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)16D NAILS PER INTERSECTION, OR TWO FEETONCENTER, WHEN BELOW TRUSSES ARESHEATHEDFIRSTUSE (2)10d NAILS OR (1) t6d NAIL PER INTERSECTION. OR TWO FEET ON CENTER. IF LESS THEN 3. 0-0 THEN MDVE DIAGONAL WEB TO NEXT PANEL. i 20 20 OR OR 6x6 ' .3x6 VARIES UPToTill DIAGONAL WEBS REQUIRED WITH \ SPANS GREATER THEN 28. 0-0 3 20 20 OF WEB WITH 12d NAILS AT 8. O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND FOR 90% OF WEB LENGTH. •2XII BRACE. REQUIRED ON ANY WEB EXCEEDING 14'. ; 'ebMmoN VALLEY denotes ONE edge Orono face denotes BOTH edges or Both faces. 1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG 2) TWO BRACES REQ' D ON WEBS >=126.0' LONG" - VALLEY TRUSSES ARE ACCEPTABLE TO BE MONOYALLI Y CANTILEVERED UP TO TWOFEET. III II mlfinTrae I WHEN DIOAONAL WEB PRESENT USE 4X6PLATE.. WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 4x6 .4x8 Axe 3X8 Axe OR oR 2x4 20 203x8 . VALLEY MEMBERS AT 24' O.C. (TYP) 1 VARIES 20 12 0-0 4 4eci— j2x4 20 010 2x4 3x6 .2x4 : Zx4 3x8 3x6 2x4 2x4. ow 3x6 a^ 20 3x6 s4x6 an ' •4x62x4MAX. 6-0. 0. O.C. (TYP) MAX 6-0.0 O.C. (TYP) MAX TRUSS SPACING BELOW • 48' O.C. SPANS UP TO 60. 0.0 N Iimp iG r mom0A SUPPORTING TRUSS VALLEY TRUSSES ( TYP.) OOMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO iRBELRw' 4' O.C.. :. PER ANSI/ TPI 1-1995 Cont. Support.. Stuas (al. o-u-u u.%-. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED gag Job WARNING:: w aD ALL surzaONTHISSH=lr P. A COPY O1 THIS ORANDiO TO » GPM TO Dwjs 1nl X". COMMACTOR. ZRACDiO . lad PnrW Medat m almlf. r bsaclaj whimb. P,n d . L-NMoronda systems Adw deidadr.kb boaerenbobrads, dwweb lasedaypmsdes D8 iTLY CbTe d: b.ildio, dedp and wLieb med De emadaal b, dw b e -- des # W-14 mmba. wry m sdw. b.dlii Asa ram be made m andtm tdaal 6nciywand. 4.d .pmSd TC Live 16.0 0Pelf detmmeed by me beadingd4-• Adddiomf bate, dda o.a.0 laectme ony bo.apvat (gw HBAI d .,podftvmbrKhs8Mr.Deo3M - 05 :dedvaalr, eaPhu mdufe. TPr b ko d +w TC Dead 7.0 psf 4005 MARONDA WAY D' ooftDdmmadbcnP/bwnsb3x714 BC Live 10.0 psf' . Sonfofd, FL'. 32772. 407) 3=-0084 Fax (907) 321-" 13 - .. BC Dead 2.0 pt4f TOMAS PONCE P.E. UCENSE OWSOD60 • TOTAL 35.0 elf 10W VANNESSA DR. OVIEDO FL 32766 SYSTMffl\VT-Prx Designs 2ratrix Aualyeis Pro fit• Path, Ca\TE8- \work\Joba\TO 802>7lll woe • VALLEY SET TI : V. 7/ 27/2005 Lbr DFs 1. 25 Pit DFs' 1.25 O.C. s 2- .OL 0 TPI-02/1713C-04 Code FLA Job, MARONDA SYSTEM' Customer: DESIGN INFORMATION Thi. dedP b ®r m b &Ada.) baBdmt mmpee . b, d. c lea The sell ofa.nr thmndrmdmrII+mme baflth4 edieah ivdthecomMmwaauaqoftabb,lbrm osr,elxe ba ysiftt pmjw sad xcepn ooetrnl .gib t b,kmiodbmwod pmam. ;, eb.trTdied' h Tbb nm has bemdais f ' . compenmtEn xrmaaoee wilANsuret I-Ivss andtmsrrmwfie° as p- erme t.cmbs P b a BaBdmt Desipe ( mrMtea tr ; t =be baked m0esaa dm a dd'on... a & 0c . l oitb theIsc+lbmTdmtmindmaoowloam. Pm/m a aa6a mbt>adatped e •pplied buds lb,lm bam. The deep a>pmaptt 'fads mp( a bnnom) of mnlbema,l7 brats' bf d ®Imatbmsrtse L btedlr by ah+1mm tbads intenma sa m i4uald Mmac'ed m . a r t . Co®cm, Ptee 6A be Com 20pack mdippcd & hme S c a wamll q:dmtttbesstsetbowa. wedinj Asnd A 6S). Caade . ABRICATO ES r jcw mtriomfbtkalb4bFotfbraLw a withdf,windm seib thin thb drawmdthefibtit:slot'a plae, and m tolize mtrciwiadbBbrMsaeh.miflcadm Aor dbmWmcia me ' m t fa tasibtod bloc m la m'ed drdl oa be WmaBed flttlat wood m woodtnlaMmebaadulls1r0beloo+cd m 6etb hm dteumLOo®cctast ,baBberya obotdthetrao ' AZ; A,aa 0 : b S• wide a J P A bat plxe Is S wide . C bey Slav (bore) pasfldm OfaplateImpb ayecifled. poahlainnwWdfmtmbmfdnBmcmmthecmtroidofthe .,bsaalmotbmwtsa,htnn Ooonamt pWe aim as m®am ass bola' a din a aa m bC .. uxtas,d Wr certain . This bw is m m % witb Ibe teutdam trot' 11—be uam mhmwite shown r i.=dmmQaabtr rw ate m AKSifrPl 9 t-tit PRECAUTIONARY NOTES. AR bncbr ud e:a;oo ec m be . atm.ed b acmtdmaa w Nmdl ebimtd n+ and Brainy AID-91. Tnmo as and bmdlW. ddirar andasdaindbaadb+fwp.lWmo m.sad damVc T®pmeT ad D""'". pracbt flfr hotlmd 0°ae al dtdl dm'pedpmitbmandlbr «sistbi b essc." and crct,ba brubi b aydad. Nmmd t ach temporary bacmi itwaBatiaa betwa„msse m aseid mppliad doaiwbt& The VVC ofeammo ofbaOa shall ba i undo tin mind ofpmom e mims:d in 16einsMlatfmoftraaa. Pmr..j.4 ad.cca, k —stu lthe dale bt t W bads othmmin the wei tofthemamas shall be '. i B[ ,ppfled m oem aatO affi an M®t b tl mmplmaA. . HIP GIRDER•. 2x BLOCKING. ADDED TO TOP CHORD OF 'STEP HIP TRUSSES JO : -SHORT.EN SPAN • FOR OSB NOT TO EXCEED. 2.4" O.C. . BLOCKING. TO BE. NA.ILED . TO TRUSSES w/ . 12d NAILS . 12" • ON CEN. STAGGERED. - C•Q1 \ 0 PRE-ENG'D TRUS TOP WALL OF BUILDING Sng Job: WARNING: RUD ALL NOTBS ON THIS SHSHT. A COPY 01 THISDRAWZNO TO BE OIVRr TO Dpg: EREC'lIn:O CONTRACTOR. BRACIcmaimbO IARNINO A bradaE m stm9m bad, Ewbkb b aP" d Dsgnr ;TLY Chic: adoishown ®tbbdwb=b b m eteaiaa bndot ft b for lnmd omm ortronFlMftron7daSystemsthebauddesip .6kh termb< e®tidad b, the batldmdJasper• Dr wd a ends sad syeifmdm®he„ say m redact WAW lmgit rro.idom mast be made m mrLa bred bra<md TC Live 16 . U pBf loestionsalmemmra! by thebaildmd'nips. Addition' 6ncmaoftheo.eau tuvtmamar be r,y.ved 9 93 orTPl? Fa wai6c u.v b,amd rega Mit mw rmaa 6omddoipalm ?srwahmimc Tn b bc rw TC Dead 7 .0' psf 4005 ARN ODA WAYD9m5ioDli+Sbl+dtst R"t i]]l9} BC Live 10.0 paf Sanford, FL. 32771 BC Dead 2.0 psif 407) 321- 0064 Fax (407) 321-"13 .. OMAS PONCE P.E. LICENSE OWS0068 TOTAL 35.0 Psi T OMVANNESSADR. OVIEDO1005 FL 327" Designs Matrix Analysis Profile Path, Ce\T>-&\pork\Jobe\ BYRTBZSR\-D K0z HIPDETAIL . TI:. HIP 7/27/ 2005. Lb; DF: 1.25 Plt DF:- 1.25 O.C.: 2- 0- 0 TPI-02/ FBC=04 Code, FLA I Job: ROANOKE R 3 Customer: WO:ROAX3 TI:B Qty:4 1 DESIGN INFORMATION This design is for sir individual building cmpmm and has been baud an information prmided by the dint. The designer diKlaims any responsibility for damages es a result offaulty or incorscl information. specifications and/or designs famished to the mass designer by the client and the carrectow or accuracy of Ibis information as it may relate to aspecific project and accepts noresponsibilityorerrtrtisesoncontrolwithregard m fabrication, handling, shipment and installation ofsasses. This tray has been designed a an individual building eompemeot in accordance with ANSViPI 1.1993 and NDS-97 m be inempora tat so Pan of the building design bya BuildingDesigner. When reviewed for approval by the building designer. the design loadings mown ..at be checked to be sore that the data shown arc in agreement with the local building codes, local climatic s.cards fro wind orsnow bads, project specifications or special applied bads. Unless mows mesa has not been designed for storage or occupancy loads. The design assumes compression chards (sopor bottom) arc comiuu may braced by sheathing unless otherwise specified. Where bottom shorts in tension are am tally braced laterally by a properly applied rigid ceiling. they mould be braced a a maximum spacing of 10-W o.c. Corrector plates shall be mamfKtmed from 20 gauge hot dipped gatveni=d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrkraieq the fabricator shall review this drawingto verify thatthisdrawing isinconfwmame with the fabricam/splansand to realm acontinuing responsibility for such verification. Any discrepancies are to be put in wrung before caning or fabrication. Plan shall ram be installed over knotholes, toots or dissented grain. Members mail be m fm right listing wand mwood bearing. Connector plates shall belooted on both facesof the trusswith mails fullyimbeddedand shall beaim. show Me joim unless otherwise mown. A l-Pp ia5' aide r 4• long. A ling plate is6- wide a S' long. Slou (bales) rot parallel to the pine length specified. Double cats on web members mall men at the ccorow of the webs umm otherwise shown. Comctor plate sins are minimum sizes based an the fortes mown and may need atbe increased fro certain handling ad/oremetim stresses. This iron is not to be fabricated with fire murdam treated lumber unless otherwise sbown. For additional infomuico an Quality Coetnol refer m ANSVfPi 1-1995 PRECAUTIONARY NOTES All bracing and ercuoo recommendationsare m be followed in KComdmc with Ketptad industry publications. Tromes are at be hadlad with particular care daring banding and bundling, delivery and instailatim m avoid damage. Temporary and permanent bracing forbowingnano in a straightand plumb position and forresisting lateral forces mall be designed and installed by others. Careful halting isessential and erection bracing is always required. Normal precautionary action for Canes requires such temporary lancing during installation between mosses m amid toppling and dominowg. T7x mpavisimoferectimoftrusses mall be under the Comm[ ofpersons esperimcd in the imullatim ofmanes. Professional advice shall be smght ifnamed. Com®trauoa ofennstnctioo lads greater than the design load: mall not be applied to names as my time. No loads otherthan the weight oftheerccmnstall be applied to buses until afla all fastening and bracing is TC: 2x 6 SP #2 2x 8 SP #2 3- 4,4- 7 BC: 2x 6 SP #2 2x 8 SP #2 14-16,12-14 WB: 2x 4 SP #3 2x 4 SP #2 4-16,6-12,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TCeBC in addition to nailing. Distribute loads equally to each ply. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 17- 2 300 0.02 C 14- 6 1948 0.16 C 2-16 2222 0.18 C 6-13 1087 0.09 C 3-16 6910 0.55 C 6-12 -7588 0.33 C 16- 4 -7670 0.35 C 12- 7 6912 0.55 C 15- 4 1087 0.09 C 12- 8 2212 0.18 C 4-14 1846 0.15 C 8-11 299 0.02 C 5-14 -348 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.60/728-1.19/368 5 Horiz. 0.28 0.55 NA Max DL Deflection L/744 . -0.59 Long term deflection factor . 1.50 4 PLYS REQUIRED Lineal -Footage- 394.4 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 4-PLY trues designed to carry 11' 0" span framed to BC one face 2' 0" span split -framed to opposite face WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Hxp.Cat. B, Rzt. 1.0 Bld Type. encl L. 38.0 ft W. 38.0 ft Truss in INT zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. In -Plant Quality Assurance with Cq• 1 MAX. REACTIONS PER BEARING LOCATION----- a-Lost BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5501 -1 -1926 B Pin 37- 8- 0 1 5500 0 -1880 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -14708 0.35 A 18-17 13197 0.68 2- 3 -16624 0.36 A 17-16 13445 0.65 3- 4 -17349 0.24 A 16-15 24805 0.85 4- 5 -26343 0.27 A 15-14 24642 0.81 5- 6 -26340 0.27 A 14-13 24536 0.81 6- 7 -17341 0.24 A 13-12 24706 0.84 7- 8 -16615 0.36 A 12-11 13444 0.65 8- 9 -14709 0.35 A 11-10 13197 0.68 Joint Locations ............... 0- 0- 0 7) 30- 8- 0 13) 23- 8- 0 2) 4- 2-14 '8) 33- 9- 2 14) 19- 0- 0 3) 7- 4- 0 9) 38- 0- 0 15) 14- 6- 4 4) 14- 6- 4 10) 38- 0- 0 16) 7-11- 4 . 5) 19- 0- 0 11) 33- 9- 2 17) 4- 2-14 6) 23- 8- 0 12) 30- 0-12 18) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 0- 0- 0 TC Vert L+D -46 0- O- 0 -46 38- 0- 0 TC Vert L+D -46 38- 0- 0 -46 38-10- 8 BC Vert L+D -227 0- 0- 0 -227 38- 0- 0 Concentrated LBS Location BC Vert L+D -269 3- 0-12 BC Vert L+D -269 34-11- 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-14708/5042,2-3.-16624/6078, 3-4.-17349/6333,4-5.-26343/9809, 5-6.-26340/9808,6-7.-17341/63301 7-8.-16615/6074,8-9.-14709/5043, BOT CHORD 18-17.-4470/13197, 17-16.-4609/13445,16-15.-9125/24805, 15-14.-9077/24642,14-13.-9036/24536, 13-12 9086/24706,12-11.-4608/13444, 11-10.-4470/13197, Webs 17-2.-137/300,2-16.-1030/2222, 3-16.-2441/6910,16-4.-7670/29701 15-4.-316/1087,4-14.-692/1846,5-14.-348/161, 14-6.-731/1948,6-13.-317/1087, 6-12.-7588/2938,12-7.-2443/6912, 12-8.-1027/2212-,-8-11.-134/299, - 7-4-0 23-4-0 7- 4-0 1 2 3 4 5 I 6 7 8 9 6.00 Mu l L ip-L e Pys 6.00 6x8 10x10 3x6 6x8 6x8 4x6 4x6 4- 3-12 0- 6- 6 5x6 - 13 12x12 Sz6 0-6-6 4-2-6 3x6 1Ox10 3x6 12x12 3a Vol 3.00 Face = 0- 2- 8 Face = 0- 2- 8 0- 8- 0 L L 11-11'12 V 5501 # 8.00" 7-11- 4 38- 0- 0 9) 1269# COSMETIC PLATES (2)3R6 (12)2a4 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 Bracing mpwamthis drawing ismter lonb n&wind b;ng.pdesigner.m, albraongmrim; farbradqgwhisa nof the building design andwhichmust be considered by the buildingdesigner. Bracingmown isfro 'amtl mpponof ova mmbersonly m reduce buckling length. Provisions must be mademanchorlateral bracing armN and specifiedlocauons drnermimed by the building designer. Additional bracing of the overall mKturt may be required. (See HIB-91 aoi. mrss ® contact building dcsgner.(Tma Prue imt roa TPI u located a SBl 4005 MARONDA WAdro Drve.Ma ow s1 Sanford, FL. 32771 Compmm F.ngiomsng by: TrussEngineering Co.. P.A., $11 Soudside R4 Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE zf0050068 347 MadaOon FL CMdlwtap FL 32764 V 0- 8- 0 5500# 8.00" 7-117-11- 4 1110269# ( RO- 3- 9) Scale = 0.1432 Eng Job: WO: ROAR3 Dwg: TI: B Dsgnr:TLY Chk: 12/1/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10. 0 pef TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA Design: Matrix Analysis Profile Path: T:\TEE-LOa\Jobs\FLORIDA\125\Jobe\ROAR3\ROANOaE R 3\ROANORE R 3\B.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:B1 Qty:4 DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... This design is Can an individual building component and 2x 8 SP 92 3- 5,5- 8 composite result of multiple loads. 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 has beenbased oninformationprmidedbyroeclient. The BC: 2x 6 SP 02 4-PLY TRUSSI fasten w/3•x 0.120• nails in 2) 4- 1- 4 9) 33- 9- 2 16) IS- 1- 5 designer disclaimsanyrapoesibiliryfor damages a. 2x 8 SP A2 14-17,13-14 Staggered pattern per nailing schedule: 3) 7- 4- 0 10) 38- 0- 0 17) 8- 9-13 result Of faultyOFincorrect information. sp«ificatlons 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 nd«desgusfaciaan m hewssdagnaby the 2x12 SP 02 6-15 Repeat nailing as each ply is applied. 5) 15- 1- 5 12) 33- 9- 2 19) 4- 1- 4 atianalit and theate to . m or c pmj. 1 of this ept smatim es it may rclatetoasp«ifo poj« rand acccgsno 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 responvbiliry or aercisa nocmwl with ragatdtoAll COMPRESSION Chordsare assumed to be installed on TC4BC in addition to nailing. 7) 22-10-11 14) 22-10-11 fabrication. handling. shipment and InSulladom ortNSsa. continuously bracedunlessnoted otherwise. Distribute loads equally to each ply. TOTAL DESIGN LOADS This trunhasbemdesgoedumindividualbaitang component in accordance with ANSVM 1. 1995 and WndLod per ASCS 7-02, C&C, V. 125mph, Bracing Schedule: Uniform PLP From PLP To NDS-97tobeincorporated aspan ofthebuilding design H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Chords Max O.C. From To TC Vert L+D -46 -0-30- 8 -46 38-10- 8 by aStribling Designer. Wbooreviewed for approval by BidType- encl L- 38.0 ft W- 38.0 ft Trues BC 48.0• 7- 0- 0 11-10- 8 BC Vert L+D -40 0- 0- 0 -40 38- 0- 0 the building designer. the design loadings shown mum be in INT zone, TCDL- 0.0 psf, BCDL- 0.0 psf Bracing shown is for visual purposes only. Concentrated LBS Location cbecked to be sere that the dau shown are in agreement..PORCB..CSI. with the low building coda local climatic records forImpactResistantCoveringand/or Glazing Req WEB. Cr .WEB. ..FORCE..CSI. Cr BC Vert L+D -3084 19- 1- 8 wind car mow loads. projectspaifictiom or 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 ----- applidloads. Unless sinwn.wsshas tmbeen designed In -Plant Quality Assurance, per 2-18 210 0.01 C 15- 7 3885 0.31 C X-Loc BSet Vert Horiz Uplift Y Type forssongeoroawpancyloaas. The designasmmes sec. 3.2.4 of TPI-1-02, for joints) : 18- 3 -5522 0.23 C 7-14 -148 0.01 C 0- 4- 0 1 3189 -2 -1509 B Pin compression chords (top anbotsom)arc wntinuously 18 3-17 10437 0.84 C 7-13 -8372 0.43 C 37- 8- 0 .1 3245 0 -1496 B H Roll braced by sheathing adess otherwise specified. Where bans= chords in tensiwm am folly braced laterally bye FORCES (lb) - Max Compression/Max Tension 17- 4 -1659 0.07 C 13- 8 4615 0.37 C PROVIDE UPLIFT CONNECTION PER SCHEDULE properly appliedrigid-ili g. they dlould be braced ate TOP CHORD 1- 2--5813/2561,2-3--5889/2478, 4-166642 0.53 C 13- 9 2160 0.17 C ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. maximamspacing ofl0-Wate. Co®atmplatastall be 3-4--13176/5218,4-5--19771/ 6798, 5-16 247 0.02 C 9-12 -569 0.02C 1- 2 -5813 0.10A 20-19 5115 0.26 manufactured from 20 gauge hot dipped galvanized at«I 5-6--19755/6782,6-7--23433/7106, 16- 6 -3700 0.16 C 2- 3 -5889 0.10 A 19-18 5122 0.23 meeting ASTM A 653. Grade 40. unless otherwise shown. 7-8--11821/4717,8-9--11375/4538, GLOBAL MAX DEFLECTIONS--------- 3- 4 -13176 0.15 A 18-17 8218 0.34 FABRICATION NOTES 9-10--9275/3966, LL TL 4- 5 -19771 0.21 A 17-16 13373 0.49 Prior an, fibricatioathe fabricator shall review this SOT CHORD 20-19--2230/5115,19-18--2230/5122, in./Ratio in./Ratio Jnt(s). 5- 6 -19756 0.20 A 16-15 23068 0.75 drawing to verify that this drawing is in conformance with 18-17--3321/8218,17-16--5148/13373, I.Span- 0.44/996-0.96/459 15 6- 7 -23433 0.23 A 15-14 20002 0.70 the fabricatoesplans and torealizeacontiming 16-15--6986/23068,15-14--6662/20002, Horiz. 0.18 0.38 NA 7- 8 - 11821 0.18 A 14-13 19990 0.70 capons biGryfor suchvaifuatim.Any discrcpanciaare 14-13--6679/19990,13-12.-3599/8464, Max DL Deflection L/851 -0.52 8- 9 -11375 0.21 A13-12 8464 0.43 to be put In wafting berme cutting or fabrication. Plea dull not be installed ova knotholes. knots or distorted 12-11--3503/8227, Long term deflection factor - 1.50 9-10 -9275 0.20 A 12- 11 82270.44 grain. Members shall becm fm tight filling wood to wood Webs 19-2--199/53,2-18-0/210, hearing. connector plates shallbelocated onboth faces n: 18-3--5522/2054,3-17--3927/10437, the truss with nails Polly imbedded and shall be s5m about 17.-4--1659/378,4-16--1594/6642,.5-16--127./247-, ftjoimm,tessmherwiseshowv. A5xeplan, is5•wide a4'long.A6xgplane is6•wide ag'long, Slots (bola) 16-6--3700/355,6-15--22/1544,15-7--373/3885, rodparalleltotheplatelengthspecified. Doable cuts mat 7-14--148/65,7-13--8372/2129 3480-1760/4615, 23-4-0 7-4-0 wxbmembers "Immathe crntmidofthewebs unless 13-9--576/2160,9-12-91otherwise shown. Connector plate Sias arc minimum 3 R& 4 Pwn Li REQUI D 5 6 7 8 9 10 size based am the force shown and may need to be 3 4mercssedforcertainhandlingaho/m cr«tim metsa. This UvaaisnodtobefabricatedwithfoeretardanttreatedLinealFoCHga 388.5 6.00 y T) t hid 6.00 lumber unless otherwise shown. For additional 1' I 1 f "! ,,,J 1 e infrrmat;m m Quality Control refer to ANSVfPI 6x8 6x8 1 L• tl iWO 6x8 6x x6x8 1-19" PRECAUTIONARY NOTES 4x6 T All bracing and «ation recommeodadons are tobefollowrodrtaccordancewithacceptedmassy . 4- 3-12 5x6 0-6- 64-2-6 pnblicatiom Tnissa ere to be handled with particular delivery 0- 6- 6 6x8 6x8 saradmngb>oeng.ndbmmngand1Ox1012x12Sx6installationtoavoiddamageTemporaryand pamaxm braeing rod holding musses to a maight am plumb3x4 , position and for resisting Utml fbrca shall be designed and installed by mos. hCuetvl handling is esscotial and 3x4t, allQaylO creerim, bracing is alwaysrequired. Normal pass aioraq 10' Face = 0- 2- 8 actionfor tsussa ropires suchtemporarybracing during Face = 0- 2- 8 installationbetween tmssa toavoid toppling and Aominoing. The mpavision of eramtiof trussesshall be 0- 8- 0 mtderthe comma of persons experienced in the PER4-10-8 installation of mzssa. Profession, ,deuce shall be sought 3189# 8.00" 3245# 8.00" if herded. Concentratimof constructionload: greaterthan 7-0-0 - 9-1 21- 2-15 7-11- 4 the design (cods shall not be appliedto trusses at any time. No loads other than the weight ofere "`` tonsshall be 209 18 17 16 5 4 3 12 1 applid to tosses until after allfasteningandbracingis0_ 0 38-0-0 0- cempleted R - 3- 9) 3084# R 3- 9) COSMETIC PLATES (2)3X6 (8)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: LMaronda Systems Bracing shown m this drawing is not croction bracing wind bracing, portalbracing or similar bracing which is a part of the building design and which mast be considered by the building designer. Bracing shown is 1hrlateralsupportoftrussm®bmonly to reduce hacklinglength. Provision mast be madeto anchor lateral bracing at cods adspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the Overall s racture may be repirad. (SecHIB-91ofTPq.For specifictruss bracing requir®emt. contactbuilding designsr.(Tross Plue insiimtc. TPiis located at533 4005 MARONDA WAY Donofrio Drive Madison, Wisconsin 53719} Sanford, FL. 32771 cons, F erg by, Trust 'fieraos"ng Co.. P.A, gigc^^Mid• Rd. Edenton. NC 27932 407) 321-0064Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 367 Meda®aa FL ClWduota. FL 32796 Eng Job: DWg : Dsgnr:TLY Chk: TC Live16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1589 WO: ROAK3 TI: B1 12/1/2005 Lbr DF: 1.25 PIt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rroriie raLn: s -ram^ Job: ROANOKE R 3 Customer: WO:ROAR3 TI:C Qty:2 DESIGN INFORMATION This design is for an individual building component and has ban based on information provided by the client. The designerdisclaims any responsibility for damages asa insult offaulty or incorrect information. specifications snd/or designs famished to the most designer by the client and the emrectnm or accuracy ofthis mformatim u it may selate m a specific project and accepts on rezprumbility or remises oncontrol with regard to fabrication. handling. shipment and installation ofrostra. This noes has been designed as an individual building componwt in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated u put of the building design by Building Decgner. Who reviewed for approval by the building designer. the design loadings shown most be chocked to be we that the data shown ate in agremem with thelocal building codes, local climatic records for wind or mow bads. project specifications or special applied bads. Unless shown tines bas not ben designed for storage or occupancy bads. The design assumes compression chords (lop or b000m) ate comimoasly braced by sheathing unless otherwise specified. Wbere boom chords intansion ate run rallybraced laaaily by a properlyappliedrigid c iliug. they should be beardas amaximumspacingof10,48 o.c. Comator plain dull be mamAcmred Dom 20 gauge hot dipped galvanized steel meetingASTM A 653. Grade 40. unless otberwise shown. FABRICATION NOTES Prior to fabrication, the fabricator that review this drawing to verily than this drawing isin eouformance wild the fabricamfa plans and m FCA= a communing responsibility fro soh verification. Any discrepancies are to beput inwriting beforecuniog or fabrication. Plates shall rot be installed over knotholes, ktsrru ordistorted grain. Members dell be m for tight fining wood to wood bearing. Connector plates drall be looted on both fans d the truewith .its filly imbeddedand %hull be qm. shot thejoint now other shown. A5x4 plate is 3' wide x 4' long A 6x8 plate is 6' wide a 8' long. Sine (boles) run parallel mthe plate lahgth epechfid. Double cues ms web members dull meet at the cmmid of the webs udas otherwise shown. Comment, plate sizes ateminimum sizes based on the forces shown and may need to be increased for certain handling and/or er chum streaes. This trues is rot to be fabricated with the re -dart crated lumber unless otherwise dhow. For additional information on QualityControl refer to ANSLrrPl 1.1995 PRECAUTIONARY NOTES Allbracing andarstian recommendationsate to befollowedinaccordancewithacceptedindustry publication. Traaes ere to be handled with particular cue derring banding and bundling delivery and installation m avoid damage Temporary d pemanm bracing for bolding trusses in straight and plumb position ad for resisting lateral fortes sball be designed sad installed by others. Careful handling is essm 6 and erection bracing is always required. Normal precautionary action for losses requiressoh temporary bracingdining installation her- mesaes to avoid toppling and domiooing. The sepavidm ofelection oftmsse, shall be under the control ofpersons experioced in the installation ofmars. Professional advice that be srught ifrnadcd. Carccmntion of conaruaion toads greaser than the design toads shall on, be applied to trusses al any time. No bads other than the weight ofthe action shall be applied to losses until a8a all fastening and bracing is TC: 2x 6 SP @1 D 2x 8 SP 61 D 3- 5,5- 7 BC: 2x 4 SP Al D 2x 6 SP 91 D 13-15,11-13 2x 4 SP 62 10-11 WB: 2x 4 SP 93 WDG: 2x 4 SP #2 2x 4 SP $3 0- 010- 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.-4205/2813,2-3w-4851/3127, 3-4w-5990/3915,4-5w-6586/4267,5-6w-6586/4267, 6-7w-5990/3915,7-8w-4853/3128,8-9w-4196/2804, HOT CHORD 16-15w-2399/3726,15-14w-2744/4506, 14-13 3742/6065,13-12 3742/6065, 12-11 2745/4509,11-10 2390/3716, Webs 2-15w-358/805,3-15w-591/1070, 3-14--1018/1613,14-4w-400/328,4-13w-319/573, 13-5--267/229,13-6w-319/573,6-12w-400/328, 12-7w-1016/1610,11-7w-589/1069,11-8w-369/818, Face =0-2-8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, Hw 15.0 ft, Iw 1.00, Exp.Cat. B, Rztw 1.0 Bld Typess encl L. 38.0 ft w. 38.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 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 3726 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 3716 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 w -0.58 Long term deflection factor . 1.50 wewewee------Joint Locations--------- 1) 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) B-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 Cqw 1 MAX. 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 All 8-8-0 20- 8- 0 8-8-0 1 2 3 4 5 6 7 8 9 6. 00 3.00 0 8 I1-I1-12 1614418.00- r. 8-11-11 r, R0- 3- 9) COSMETIC PLATES (2)3X6 (12)2X4 20- 0-10 EXCEPT AS SHOWN PLATES ARE MSTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Mar ERECTING CONTRACTOR. BRACING WARNING: a Condes Systems Bracing shown cm this drawing is not rmdims bracing, wind bracing portal bracing m similar bracing which is a part of the building design and which mica be considad by the building designer. Bracing shown is @r -am mppon ofmiss mmbas only to reduce baek6ng length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTPl).Far specific tuna bracing requirements. contact building designa.(Trnn Plate baimm. TPI is located a 5934005MARONDAW" D'ooc ioDrive.MadimaWiacmdn53719} Sanford, FL. 32771 Compoum Engineering by. Torn Engineering Co.. P.A.. 818 Soudside RA Edcome. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 MedaMon iL CMlltaotae FL 32766 6.00 Rv10 Eng Job: Dwg: Dsgar:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 Dsf 1 4-10- 6 0-6-6 Face = 0- 2- 8 0-8-0 1675# 8.00" 9) WO: ROAR3 TI: C 12/1/2005 Scale = 0.1663 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis Profile Path: Ts\TEE-LOX\Jobe\FLORIDA\125\Jobe\ROAX3\ROANORE X 3\ROANOXE R 3\C.prx Job: ROANOKE R 3 Customer: WO:ROAR3 TI:D Qty:2 i DESIGN INFORMATION This design is for m individual building component and hasbeat based on information provided by the dint. The design. disclaims any responsibility for damages asa moltofDairyorincorrect information. specifications and/or designs famished tothe man designer by the client and the camemm m accuracy orthis information a it may relate to specific project and acceptson responsibilityor a.cises on munel with regard to fabrication, haridlimy shipment and installation oftrusses. This ova has been designed as an individual building components in accordance with ANSUfPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. Who reviewed for approval by the building design., the design loadings thew must be checked to be sure that the data show are in agreement with the load building coda local climatic records for wind or mow bads, project specifications a special applied bads. Unless she•a truss has not been designed for storage or occupancy bads The design assamn compression chord (wpm bottom) are conch oasly braced by sheathing aid-alh.wiu 11-ifrd. Where bottom chords intention are ram follybraced Laterally by. Property applied rigid ceiling. they should be braced at a maximam spacing of l(y4r o.c. Connector plain shall be mamfactuted from 20 gauge matdipped galvanized steel meeting ASTM A 653. Grade40. unlessotherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall review this Awing to verify that this drawing is in confmmaue with the fabricator's plans and to realize a continuing responvbility for such verification. Anydiscrepancies area to be put in writing before coning m fabrication. Plain shall not be installed over kontboles, knits or di9mted grain. Membersshall be in fortight fittingwood to wood bearing. Connector plainshall be looted on both faces of the times with nails fully imbedded and shall be s)m. abtan denjoint unless otherwise showy. A 5x4 plate is 5* wide r 4- long. A 6xg plate is 6• wide 8' long. Sots (bola) rat parallel tothe plate length specified. Double cuts on web members shin am al the commit! of the webs unless otherwise show. Connector Plate sign are minimum sim based on the fortes showy and may need to be increased far cocain handling adfor cation stresses. This uaa is not to be fabricated with fire retardant heated lumber unless otherwise sbe•a. Par additional information onQualityControl ref. to ANSVfPI 1-1993 PRECAUTIONARY NOTES NI bracing and erection recommendations are tobe followed in aeemdaxe withaccepted inde:my publication. Traver are to be handled with particular cart during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holdingmoan in astraight and plumb position andfor resistinglateral flerea shall be designedand installed by others. Careful handling is evemial and section bracing is a1wOs rerPdtd. Normal ptcamimor) action for honest rogoina such temporary bracing during installation bcwcm truam to amid toppling aid dominoing. The apervision oferectionofuuvnshallbe anda the co mol of Person experienced in the installation of wan. Professional advice shall be sought if needed. Con cousaineof mnunctiao loads grater than the design Ind shall not be applied to norm at any time. No bad other than the weight of the erectors shall be applied to mosses until aftaall fastening andbracing is TC= 2x 6 SP #2 BC: 2x 6 SP 02 WB: 2x 4 SP @3 2x 4 SP #2 4-12,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- S- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1674 0 -1180 B Pin 37- 8- 0 1 1674 0 -1180 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 15- 2 172 0.05 C 12- 5 255 0.06 C 2- 14 154 0.05 C 12- 6 1207 0.60 C 3- 14 1332 0.43 C 11- 6 1336 0.43 C 3- 13 1180 0.55 C 11- 7 155 0.05 C 13- 4 261 0.07 C 7-10 172 0.05 C 4- 12 22 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.54/821-1.06/416 12-13 Horiz. 0.30 0.60 NA Max DL Deflection L/845 . -0.52 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wnd[. od per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 38.0 ft W. 38.0 ft Trues in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.01 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. .. FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 -4759 0.42 A 16-15 4268 0.95 2- 3 -4759 0.44 A 15-14 4331 0.85 3- 4 -5455 0.44 A 14-13 4372 0.64 4- 5 -5486 0.43 A 13-12 5493 0.83 5- 6 -5486 0.44 A 12-11 4372 0.64 6- 7 -4759 0.44 A 11-10 4331 0.82 7- 8 -4758 0.42 A 10- 9 4267 0.91 Joint Locations- .............. 1) 0- 0- 0 7) 32- 5- 2 13) 16- 0- 0 2) 5- 6-14 8) 38- 0- 0 14) 10- 3-11 3) 10- 0- 0 9) 38- 0- 0 15) 5- 6-14 4) 16- 0- 0 10) 32- 5- 2 16) 0- 0- 0 . 5) 22- 0- 0 11) 27- 8- 5 6) 28- 0- 0 12) 22- 0- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-4759/3095,2-3.-4759/3091, 3- 4.-5455/3580,4-5.-5486/3602,5-6.-5486/3602, 6- 7.-4759/3091,7-8.-4758/3094, BOT CHORD 16-15.-2708/4268,15-14.-2748/4331, 14- 13.-2649/4372,13-12.-3353/5493, 12- 11.-2649/4372,11-10.-2748/4331, 10- 9er-2708/4267, Webs 15-2.-82/172,2-14.-39/154, 3- 14.-784/1332,3-13.-726/1180,13-4.-250/261, 4- 12.-11/22,12-5.-235/255,12-6.-746/1207, 11- 6.-786/1336,11-7.-39/155,7-10.-82/172, 10- 0-0 18- 0- 0 10-0-0 1 - 2 -- 41 3 - -1 - 5 6 7 8 6. 00 lv4 5- 7-12 a6- 6 Face = a 2- 8 3. 00 as- o _ 11- 11-12 ,, 167 6. 00 5- 6-6 a6- 6 Face = a2-8 0- 8-0 1674# 8.00" 10- 3-11 17- 4-10 10-3-11 16 15 4 13 12 1 10 0 0 38-0-0 040-18 R - 3- 9) (R 3- 9) COSMETIC PLATES (2)3R6 (12)2E4 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 desSystems Bthracing shunon this drawing is erection bracing, wind bracing. portal bracing or similar bracing which is a pan of e buildingdesignandwhichmanbeconsideredbythebuildingdmgner. Bracing shown is for lateral support of truss membersonly toreducebuckling length. Provisionsmast bemadetoanchor lateralbracing in codsandspecifiedlocations d. ermimd by the building dmgnu. Additional bracing of the overall smactma may be respired. (See IBB-91 of TPI). ror specific truss bracing rcaviremms comact holding daigner.(Troa Mae Institute. TPI is located at 593 4005 MARONDAWAYIronofrnDrive. MadimnaWisconsin 53719). Sanford, FL. 32771 Componem Engineering by: Tura Ulljoe.ing Co.. P.A. 8I S Smndside Rd, Edenton, NC 27932 407) 321-0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Madallon FL Poldoots, FL 32760 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale in, 0.1663 WO: ROAE3 TI: D 12/ 1/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 25415 Design: Matrix Analysis - Prorlla rain: n a%ta.y,aat Job: ROANOKE R 3 Customer: WO:ROAR3 TI:E Qty:2 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ............... This design is for an itndvdual Wilding comPooens and 2x 6 SP $2 3- 5 composite result of multiple loads. 1) 0- 0- 0 6) 32- 1- 9 11) 19- 0. 0 has been lined aninformatimprovided bythe client. The BC: 2x 6 SP $1 D WndLod per ASCE 7-02, C4C, Via 125mph, 2) 5-10- 7 7) 38- 0- 0 12) 11- 7-11 designer disclaims." responsibility Far damages ua 2x 6 SP #2 10-12 H- 15.0 ft, I. 1.00, ExP.Cat. B, Rzt- 1.0 3) 11- 4- 0 8) 38- 0- 0 13) 5-10- 7 remit of really orincorrect information. specifications War 2x 4 SP N3 Bld Type. encl L. 38.0 ft W. 38.0 ft Truss 4) 19- 0- 0 9) 32- 1- 9 14) 0- 0- 0 an ordoigroPomdudmmennvdesgnaanionaby theit2x4 SP Y2 3-11,5-11 in INT zone, TCDLe 0.0 psf, BCDL. 0.0 psf 5) 26- 8- 0 10) 26- 4- 5 and rho cortocmm if accuracy n this cpu an tioo o it may rdatetoasptcifx project and aeceptsro WDG: 2x 4 SP $2 IDQsaet Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq. 1 responsihairyin"Milowcoouol•ithregardm 2x 4 8P 03 0- 0,0- 0,0- 0 Bracing Schedule: In -Plant Quality Assurance, per fabrication. handling. shipment and installation oftmsm. All COMPRESSION Chords are assumed to be Chords Max O.C. From To sec. 3.2.4 of TPI-1-02, for joint(s) i This ban has been designed u an individual building with ANSUTPll-1995and continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 11-11-12 11 compoomtinaccordance NUS-97 to be incorporated opan of the buildingdesignMAX. REACTIONS PERBEARING LOCATION----- Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension by. BaiW gDesigner. Wbenreviewed far approval by x-Los BSet Vert Horiz Uplift Y Type TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. TOP CHORD 1-2.-4410/2865,2-3.-4544/2942, the building designer. the design loadings showamost be 0- 4- 0 1 1674 0 -1174 B Pin 1- 2 -4410 0.66 A 14-13 3944 0.82 3-4e-5090/3364,4-5e-5090/3364,5-6--4547/2944, baked to be on that the data shown are in agreement 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, with the local building codes. localclimaticrecordsfn, wind or crow loaft project specifteatlons or special PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 4 -5090 0.47 A 12-11 4193 0.68 BOT CHORD 14-13.-2483/3944,13-12.-2544/4053, applied loda.Unless shownmares basoabeen designed 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, Far storage in OCc"pi"cy, loads. The design iss°mo 13- 2 219 0.06 C 11- 5 955 0.66 C 5- 6 -4547 0.85 A 10- 9 4055 0.78 30-9.-2545/4055,9-8.-2484/3946, compression chords (top or bottom) are cmtimmasly 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, bracedbysheathnganlmothwmiuq-ifrd. Where bemom chords in tensiontieamfolly braced laterally by 3-12 1355 0.43 C10- 6 160 0.05 C GLOBAL MAX DEFLECTIONS--------- 3-12.-764/1355,3-11.-599/958,11-4.-380/384, properly applied rigid cciling. they should be braced ad a 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, xine, spacingof1crVO.c.Comectmplatoshatlbe 11- 4 384 0.10 C in./Ratio in./Ratio Jnt(s). 6-9.-168/219, mamGctmed from 20 gorge hot dipped galvanized steel I . Span - 0 . 60 / 7 31 -1.14 meeting ASTM A 653. Grade 40. unless otherwise otherwises owe. 7 3Horiz. 0.37NA FABRICATIONNOTES Max DLDeflectionL/753 . -0. 58 Prim to fabrication, The nbricamrshall review this Long term deflection factor . 1.50 drawing to verify that this drawing is in carlbrmance with thefabricatorsplansand to realize comiroing responsibilityfin inch verification. Any discrepancies are to be put in writing before tottingor fabrication. Plata shall not be instilled ova mosbules. knots in distorted grain. Members shill be M fin tight fitting wind to wood bearing. Come" pbto shall be loested an bah Gas of the truss with rails Filly imbedded sad shill bes)m. -baud 1-.4.0. _ _ 15-.4-.0. _ - _ - _ 11-4-0 Mejoinsmhm otherwise shown. A-5x4.pine is 5'Wdel4- tong. A bag plate is 6- wide x g' long. Slots (holes) 5 67 inn Parallel to the plate length specified. Doable catson1234webmembersshallmenatthecmmiidofdx webs onion otherwise shown. COroletor plate size are reinimem F 6. 00 6.00 size based on the forces show and may need to be increased for certain handling and/or aectiao stresses. 8X l0 This am is not to be fabricated with fate rerun am treated Sx l0 3x4 lumber onlmotherwise shown. Fa additional informationan Qmi iry Cannot refer to ANSVTPI is 1-1995 PRECAUTIONARY NOTES3x4 3x4All bracing and nation recommadatims are to be 6- 2-6 followed in accordance with acceptedindustry 6-5-3pablicatirms. Trusses areto be handled with pirticnln 3x8 4x care doing barrIso binding and ndling. delivery and 0- 66 8x 14 8x140-6-6 installation to avoid damage- Temporary and Parma 5x8 bracing fm holding tsars in a straight and plumb 3x 3x4 position and fa res:Ainglateral faster shall be designed and installedby others. Carc&l handling is esumialand3x8erretianbracingisalwaysrNated. Normal precautionary 3.00 actionfinmissesrepiresinchtemporarybracingdaringinstallationbest -trussestoavoidtopplinganddomiooing. The supervision of aectim of dosses shall be under the control of persons experiencedin theinstallation of trssP creases. ofessiooal advice shagbe songrt 0-8- 0 r, e,0- 8- 0 Inds than 11-11-12 y if noted. Concentration of construction greater 1675# 8.00" the design Indsshallnotliedtobeapplied trusses at anytime. No loads ether than the weightofthe action shall be 167 11- 7-11 14- 8-10 V^ 11-7-11 b applied to tosses mil after ell fastmin; and Mating ls A 7 RO-11-12) COSMETIC PLATES (2)3X6 (12)2x4 EXCEPT ASSHOWN PLATES ARE MiTsk MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321- 3913 TOMAS PONCE P.E. LICENSE a10050068 307 Mda6on /L Chskaoh4 FL 32796 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BH GIVEN TO ERECTING CONTRACTOR. BRACING WARNING- Brsd.g cbown can this dewing is not emotion bracing, wind bracing. Postal bracing in simile braein8 which is a pant of the hoiding desigp and which ma be considered by the building design=. Bracing shown is 1br lasaal mppon of miss membersonly to redact battling length. Provisions mintbe made inarchm lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sat HUB-91 of TPD.Fa specific miss bracing regauemen4 contact building deep er.(TrassPlaneInstitute. TPI is located at 593 MDoofrio Rive. Madison. Wisconsin 53719). Cumpenem Engineering by: True Fagiueaing Co.. P. A. BIB Somdsde Rd. Edmtua NC 27932 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0. 1631 WO: ROAR3 TI: E 12/l/2005 Lbr DF: 1.25 Plt DF: 1. 25 O. C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA vat 7 99-95d1 d Designs Matrix Analysis Profile Path: T:\TEE- LOR\Jobe\FLORIDA\125\Jobe\ ROAR3\ROANORE R 3\ROANORE R 3\8.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:P Qty:2 DESIGN INFORMATION Thisdesign isfa anindividual building canponm and has been bard aninformation provided by the aim. The th signer disclaims any responability for damages a a 11 offahy ai cm ron information, specifications and/or deigns famished to mM tern designs by the client and the correctness or aceaacy of this inimmatioo as it may relate to aspecific project and accepa no responsibility a mecises on control with regard m fabrication, handling shipment and installation ofuussa. This train has been designed a an individual building component in accordance with ANSVTPI 1-1993 and NDS-97to be incorporateda putofthe buildingdesign by a BuildingDesigner. When reviewed fa approval by the building claigmer, the design loadings sbown mug bechockedtobesurethatthedatashowncinagreemm with the local building codes, local climatic roads Por wind or mew, bads, project specifications aspecial applied bads. Ulm dnwn tma has not been designed for storage or Occupancy loads. The design assumes compessioo charts (top or bottom) are continuously braced by dcnhing odes otherwise specified. Wbm banns chords in tensim are not Polly braced laterally by a property applied rigid culiag they should be braced a a maximum spacing of too- ox. CoonOctur plan shall be manufactured from 20gauge hadipped gatvanind steep meeting ASTM A 653, Grade 40, aniess otherwise shown. FABRICATION NOTES Prior to fabrication, the Abricaor shall anew this drawing to verify that this dewing is in c nimmarce with the fabricators plans and to malice a continuing teapong'bility (or such verification. Any discrepancies are tobe pm in writing before coning Or fabrication. Matesdtallnotbeinstalledover mtholes, teed Or digoned grain. Member, shall be m fatight fining wood to wood bearing. Connector plain shall be located on both fins of the tma with nails fully imbedded and shall be s5w. abed the joint Orden otherwise shown. A5i4 plan is 5' wide a V long. A 6xg place is 6' wide x ge long. Slots (holes) sou parallel tothe plate length specified. Doable cuts an web members shall mess at the cmmd ofthe webs alas otherwise she". Corrector plat[ Lila ace minimum times based an the face drown and may and to be Increased ratcertainhandling and/or crcclim steno. This rota is rot to be fabricated with fire retardant treated lumber mlenalserwtse drown. Fora"dowd information on Quality Control rcfa to ANSVIPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with accepted industry publications. Truce are to be handled with particularcaredaringbandingandbmdlinbdeliveryand installation to avoid damage. Temporary and permanent bracing for holding mane in a straight and plumbpositionendfarresistinglateralforcesdullbedesignedandinstalledbyothers. Careful baudling is maemial and erection bracing is always required. Normal prcamioavy Xtmn fie. tones mgmm such temporary bnemg daring ingallaim between tonnes to amid toppling and dominoing. The opmision oferection of mmna shall be under the central oflesions apericoccd in the installation crouton. Profasimal advice shall be sought ifcaeded. Co exa mation ofmngmaion lands gmales than the design [ands shall nor be applied to tmssa at any time. No bads other than the weightofthe erectonshall be applied tocone until after W fastening and bracing is TC: 2x 4 SP R2 D 2x 6 SP R2 3- 5 BC: 2x 6 SP #1 D 2x 6 SP #2 10-12,8-10 WE: 2x 4 SP 93 2x 4 SP 82 2-12,3-11,5-11 6-10 WDG: 2x 4 SP #2 2x 4 SP $3 0- 010- 010- 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, BOT 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, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 57.3 ft W. 38.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 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- 7 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 MAX. REACTIONS PER BEARING LOCATION----- X-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- 9 201 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 7-1-3 0- 6- 6 RV 1 fI 3.00 1 - 3.00 "per 0-8-0 11-11-12 1674 8.00" 12-11-11 COSMETIC PLATE2)-3E62S(112)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 CMa:ronda Systems 400S MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SOOOSO068 3GI Modalion /L Chubmts, FL 32766 12-0-10 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bradng shown an this drawing is oat erection braing. windbracing, portal bracing or similar bmcng which is a panof the building design and which mast beconsidered by the building designer. Bracing shown is (or lateral support ofova members onlytoreduce buckling lermgh. Provisions mugbemadeto anchor lateral bracing atends sad specified locations detemsmM by the building designer. Additional bracing of the overall Mature mayberequired. (See HIS-91ofTPI).Forspecific Iron bracing rer(nu®emi contactbuilding tlmgner.(Tmts Mate Inslimlt TPI is located a S83 D'Omffio Drive, Madison W irOnLn 53719). Compmat Engineering by: Tern Pagioeaing Co.. P.A.. 818 Sowndside Rd. FdatonNC 27932 6- 10-6 0- 6-6 0- 8-0 1674# 8.00" 12- 11-11 0 R - 1 -12) Scale = 0.1619 Eng Job: WO: ROAK3 DWg: TI: F DBgnr: TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: PLA ttwe. ar A-3 A 4a eA -7 Z7-09;A1' Design: Matrix Anaiyeis -0-ar reruaa .. ataa-cowvvv.,a v...,w...,."+w..-. . •-•'. ----- I I I Job: ROANOKE E 3 Customer: WO:ROAR3 TI:G Qty:l DESIGN INFORMATION This design is for an individual building component Rod hasbeen basedon information provided by the dient. The designer disclaims any responsibility for damages a a resole offaultyor incorrect information. specifications and/ordesign fvroizhed to the truss designer by the client and the corrections or accuracy of this information asit may relate to a specific pmjmt and accepts ran responability or exe rcises on conwin withregardfabrication, handling shipment and installation oftrnssn. This truss has been designed a an mdivided building compoom in accordance with ANS VfPI 1.1995 and NDS- 97 to be incorporated a pat of the building design by a Building Designer. When reviewed for approval by the building designer the design loadings shown must be chaked to be sureWes thedata shown erein ag[ccone with the local bmildimg code local climatic records for word or canon kids. pmjmt specifcaions or special Applied loads. Unless shown, muss has notbeen designedfor storage or occupancy loads. The design assumes compression chords (wpm buaom) are continuously braced by sheathing mlenotherwisespecified. Where bottomchordsintensionartnorfullybracedlaterallybya property applied rigid ceiling, they should be braced a a maximumspacingof174ro.c. Connector plates shall be maoafacmred from 20 gage bon dippedgalvanized creel meesina ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prim in fierirnmq the fabricator shill miew this drawing to verily thin this drawing is in conformance with Elie fabricators plain ad in realize a continuing responsibility fan inch verification. Any elitacpaaies art to be put in writing before tatting or fabrication. Plans thal not be insured ova knothole Loos in dWeeled grain. Members shall be ad fan tight fatting wood in wood bearing. Conwom plates owl be bold on both tam of the tram with mils fully imbedded andawl be aym. about dujaimundmaliaujudownA5x4_plae ii5- wide: a C long. A 6x8 plate is 6• aide x 8' long. Slots (holes) mn parallel to theplate length specified. Doable cuts on web members shall man at the cammid ofthe webs winless otherwise down. Connector pine aim are minimum sizes based on the fortes shown and may ocod to be inc anal for certain handling andror oration stresses. Ibis winisnottobefabricatedwithfeeretardanttreatedlumberales otherwise down. For additional information on Quality Control refer to ANSVf Pl 1-19" PRECAUTIONARY NOTES All bracing and nation recommtsdatiom are to be followed in accordance with accepted indadry publicatiam. Trusses are to be handled with particular care during banding andballin& delivery and mddlesion to avoid damage. Temporary and permanent b wing forholding emenfina straightand plumb positionalfor, resisting larvalfumes shall be designedandinstalledbyothers. Caretblhandling is essential and erection bracing is always required. Normal precautionary action for trLaes requires inch temporary bracing during msrallaion between wan to avoid supplingand domionirr& The soperwaon of erectionofbanestheirbeado the com mil ofpersons experiencedin the imiallniom of trusses. Professionaladvice shall be soogbi if weeded. Concentration of mnstnnion loadsgreaten than the design loads shall nor be applied to trusses atany time. Nobads other than the weight of thecratersthallbe applied in Dosses and alter all rimming and bracing a completed TC: 2x 4 SP #2 2x 6 SP #2 4- 6 BC: 2x 6 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 2x 4 SP #3 0- 010- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X-Lost 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. ..PORCE.. 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 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B. Rzt. 1.0 Bld Type. encl L. 57.3 ft W. 38.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48. 01 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..PORCE.. 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.-4516/2909,8-9.-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(s). 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 . 1.50 13-11- 0 10- 2- 0 13-11-0 1 2 3 4 5 6 7 8 9 _ __ 6.00 AV17 6. 00 3.00 1 L:ML "er 0_:_0 11-11- 12 167 8. 00" 14-3- 0 R0-11- 12) COSMETIC PLATES ( 2)3X6 (12)2X4 6-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON iHI6 SHEET. A COPY OF THIS DRANING TO BE OIV@7 70 HRHCTING CONTRACTOR. BRACING WARNING: M a eon des systems Bracing shown on this drawing is not eraerion bracing, wind bracing. petal bracing ordmilsr bracing with is* pan of the building design and .Lice the most be consideredbybuildingdesign. Bracing shown is for laml support of truss members onlyto buckling length. Provisions must be made to anchorlateral bracing in ends and specified4 location determined by the building designer. Additional bracing of the overall structuremay be required. (SeeIBB-91 of TPl).Pwspecifotrussbracingrequir®ents. commit building deagmer.(Truss Plate rrWitute. TPI is located n 593 4005 MARONDA WAY D'OmnBio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 Cumpenmt Fagmeamg by, Tmss Engineering Co.. P.A.. 818 Soeddde R4 Fdenmq NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 000050D69 36711 1 N - n PL Cfnduota, FL 32760 7-5-14 0- 6 6 4# 0- 8- 0 1674# 8.000" Scale ex0. 1663 Eng Job: WO: ROAR3 Dwg: TI: G DsgnrsTLY Chk: 12/ 1/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA Design. Matrix Analysis Profile Path: Tt\TEE-LOX\Jobe\FLORIDA\125\Jobe\ROAR3\ROANOXE R 3\ROANOXE R 3\G.prx Job: ROANOKE R 3 Customer: WO:ROAR3 TI:H Qty:3 DESIGN INFORMATION TC: 2x 4 SP #2 [1: Plate(s) OFFSET from joint center. The Joint Locations............... Thisdeignifforan individual 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- has b= based an inflammation provided by the client. The WB: 2x 4 SP k3 with any submittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 designer disclaims any responsibility for damages nor WDG: 2x 4 SP C2 fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 result ofreally orincorrect inflammation, specifications 2x 4 SP 93 0- 0 WndLod per ASCS 7-02, C4C, V. 125mph, 4) 12- 8- 0 8) 10- 0- 0 ses&or designs famished to the Cross desigtra by the client and the cmreemma,cemxyathisitsformaionuit MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 In -Plant Quality Assurance with Cq. 1 may relate to aspecific project and accepts no composite result of multiple loads. Bld Type. encl L. 57.3 ft W. 19.3 ft Trues Ice -Plant Quality Assurance, per mq 'bility-eciscsnownwl•'m«Ba,dto All COMPRESSION Chords are assumed to be in INT zone, TCDL. 0.0 pef, BCDL. 0.0 pef sec. 3.2.4 of TPI-1-02, for joint(s) s fah"moon,bansmmg'shipment andtmvallamomofbmaa continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req 7 This mum has been designed as an individual building component in accordance with ANSVrPl 1-1995 and MAX. REACTIONS PER BEARING LOCATION------ Bracing Schedule: FORCES (lb) - Max Compression/Max Tension NDS-97tobeiormpa.udaPart oftbebuilding desigo x-Luc BSet Vert Horiz Uplift Y Type Chords Max O.C. From To TOP CHORD 1-2.-1162/696,2-3.-2002/1364, by. Etiwig Designer. When nnic cdfarapprovalby 0- 4- 0 1 882 134 -620 B Pin BC 48.0- 7- 0- 0 11-10- 0 3-4.-1185/859,4-5.-1226/819, the building designer. the design loadings showomust be 19- 2- 8 1 861 0 -661 B H Roll Bracing shown is for visual purposes only. HOT CHORD 10-9.-669/977,9-8.-999/1502, agreeme chucked to besacthatthedatashowyateagreementwiththelocal building coda local climatic records for C. TC. ..FORCE..CSI. CSI . Cr .. BC. PROVIDE UPLIFT CONNECTIONPERSCHEDULE ..FORCE. 8-7.-1057 1644,7-6.-640/1034, widorsmwloads. Project specifications orVaial WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 1- 2 -1162 0.31 A 10- 9 977 0.41 Webs 9-2.-835/652,2-8.-422/700, applied lam&Uwmsbow ermshas ° o'ban designed 9- 2 -835 0.25 C 3- 7 -Si4 0.22 C 2- 3 -2002 0.40 A 9- 8 1502 0.43 8-3.-600/914,3-7.-824/568,7-4.-459/792, lmacrageoroccupancy loads, The design assnmes 2- 8 700 0.22 C 7- 4 792 0.25 C 3- 4 -1185 0.31 A 8- 7 1644 0.51 GLOBAL MAX DEFLECTIONS--------- compressionchords (top or bmmm) are cmtimously braced byshaW;mgunlessod scspcifid Where 8- 3 914 0.29 C 4- 5 -1226 0.39 A 7- 6 1034 0.38 LL TL bottom chords in motion are tot fully bracedlaterallyby in./Ratio in./Ratio Jnt(s). poperty applied rigid oiling, they should be braced at a I . Span 0 . 18 / 9 9 9 0 . 18 / 9 9 9 5-4 minimum spacing of 10.(' o.c. Comuctor plan shall be Horiz. 0.08 NA co-ractnsed Rom 20 gauge bon dipped galvanized steel DL Deflection Max ctn L/999 . 0.00mccsingASTM A 653, Grade 40. udm otherwise show. tormm deflection Long term factor 1.50 FABRICATIONNOTES12-8-0 6- 8-0 prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in coulbare C with 2 3 4 5 the fabricator's plans and to realize a continuing responsibility fa such vaifxation. Any disuclan cis arcfabrication Mate 6.00m be pat in writing beforecuttingwshallnotbeinstalledoverknctbolm iota or diuened grain. Members shall bead fa Light fining wood to wood 4x6 bearing. Connarm plate shallbe located an bah faces d the true with nails fully imbedded and shall be s)m. about thejoiWmdmotha,visesbown. A'5a4'plaeis5'wide i. a• long. A 618 plate is V wide , 8• lung. Slots (bola) 3x6 rot parallel to the pine length specified. Doable eauon web members shall men in the cemmid of the webs unless otherwise dteve. COmatm plan. sae art minimum 1- siza based an the forces dtovm and may need at be 3X4 increased for catain handling adfor erection atrme. 0-6-6 This no is am to be fabricated with fore retardant Created 5x6 bamba adm ethawise .bows. For additional infmmstiom an Quality Control refer to ANSVTPI 7-1-3 1.1995 6x8 3x4 PRECAUTIONARY NOTES All bracing and auction recommedatiom are to be industry 0- 0 3-0-0 sbllowed in accordance wins accepted 0-6-6 publications. Trusses ore to be handledwithPankular5x6caredaringbandingadbulling, deliveryandinstallationtoamiddamageTemporaryand Permanent bracing Rat holding Case in a straight and plumb position and for mining lateral imem shall be designed6X 12) ad installed by nth- CarePol handling is essential ad erection bracing is always required. Normal pmcadionvy J&6112.09-10- 0 action for wsset r ptims such temporary bracingdaringinstallationbetweenmassestoamidtopplinganddomiming. The mpavisiou of eratim of tmaa shall be ads the controlof palmseaperiencd in the installation of trusses. Professionaladvice shall be sought if laded. Concemranlm of«mame ins last greats than 8829'8.00r 86I .00" the design Inds shall net be applied to trusses a any time. No bads ether than the weight of the aatoa shall be 0- 0 3-0-0 9-4-0 wsscs aril aM all fastanmg wd bracwg is amplaod 0 19-4-0 0j0- $ On10- R0- 11-12) COSMETIC PLATES (2)3X6 (4) 22t4R0-I1-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale= 0.2390 WARNING: Sag Job: WO: ROAR3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwgm TI: H LMaronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shwnmthis MwingisCut g erectionbrainwindbracing,porulbracingorsimilasbracingwhchisapartof the building design and winch mast beconsidered bythebuildingdesigner. Bracing above is for LateralsWw of trapDsgnr:TLYChk: 12/1/2005 members onlyto reduce buckling lengib. Provisions must be made to anchor literal bracing a cods and specified TC Live 16 . 0 s f P Lbr DF : 1.25 locations determined bythebaildmg designer. Additional bracing ortheoverallWuctuemayberequired. (See MB-91 ofTPI).For specific mass bracing re pimmcm& eomaet buildingdmgrn.(Traa Plat institute, TT9 islocated n 583 d 7.0 pef TC Dead P 1 t DP : 1 . 2 54005MARONDAWAY d0tmrtioDrive.Madison.Wisemsn53719} O. C . m 2 - - 0 Sanford, FL. 32771 Com mpouFagia,aing by, Tana Engineering Co.. P.A.. BIBSoandside RA P.damq NC 27932 BC Live 10.0 ps f 407) 321-0064 Fax (407) 321 -3913 FLAC-04 TPIe: TOMAS PONCE P.E. LICENSE M005OD68 BC Dead 10. 0psiCodesFLA20711110asFLChubsots. FL 22760 1 TOTAL 43. 0 I>sf 1 v4 .7 . 3 2 - 2 5 4 3 4 Design: Matrix Analysis Profile Paths T:\TES-LOX\Jobe\FLORIDA\ 125\Jobe\ROARS\ROANOxa R d\ROANoKs A j\u.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:H1 Qty:2 DESIGN INFORMATION TC: 2x 4 SP #2 3: Plate(s) OFFSET from joint center. The Joint Locations ............. This design is far anindividual baildingeomponadand 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 bare on information provided bythe cliem.The WB: 2x 4 SP #3 with any submittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 designer disclaims any responsibility f damagaus WDG: 2x 4 SP #2 fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 rcmliof Galtyminc rtinformation.spmifrcatiam 4 SP #3 0- 0, 0- 0 This trues is designed to bear on multiple 4) 12- 8- 0 8) 10- 0- 0 andfor designs famished to the truss designer by the client2x ad the co osaams or xcnncy ofthis infmmuion as it MULTIPLE LOADS -- This design is the supports. Interior bearing locations should In -Plant Quality Assurance with Cq. 1 may relae to. spaifrc project and accegs necomposite result of multiple loads. be marked on truss. Shim or wedge if MAX. REACTIONS PER BEARING LOCATION----- responsibilityorexacisanecentrolwithregardte All COMPRESSION Chords are assumed to be necessary to achieve full bearing. X-Loc BSet Vert Horiz Uplift Y Type Fabricail"bandl` ng'sh'pmc"Edmwut'onofbnan' continuously braced unless noted otherwise. Bracing Schedule: 0- 4- 0 1 611 218 671 B Pin This truss hu been an WndLod per ASCE 7-02, CSC, V. 125mph, Chords Max O.C. From To 12- 0- 0 1 769 0 641 B H Roll naccordaewithAigned UTPI1aboiwvgcomponNDS-97 to in wcordarce with Ar orthe u ldin adNDS• 97tobe iaorporned upan ofthc building designs H. 15.0 Pt, I. 1.00, Exp. Cat. B, Kit- 1.0 BC 48.0• 7- 0- 0 12- 3- 0 19- 2- 4 1 407 0 558 B H Roll by a Building Dmgna. Whenmxewed for approval by Bld Type. encl L. 57.3 ft W. 19.3 ft Truss Bracing shown is for visual purposes only. PROVIDE UPLIFT CONNECTION PER SCHEDULE thebanb'ngdasgoa' meda,gt,leaa'npsho- masibe in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf FORCES (lb) - Max Compression/Max Tension PROVIDE HORIZONTAL CONNECTION PER SCHEDULE chucked to be surethethe dab shownerein agreemem with the local building codes. bcaclimakrecords line 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 msnow loads. projectspaci6atiomorspecialWEB. ..PORCE..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 toads. Uwea shown ones has our been designed 9- 2 5460.15 C 3- 7 554 0.14 C HOT CHORD 10-9.-590/510,9-8.-871/780, 2- 3 925 0.57 A 9- 8 871 0.29 far storage ormotpincyb'cis he design S 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 preon chords (top or bottom) we sort momly eomm 8- 3 -5650.17 C Webs 9-2.-313/546,2-8.-87/77, 4- 5 403 0.48 A 7- 6 217 0.37 braced byshcamingmdcaotherwise specifed. where bottom chords in tension are not fully braced laterally by a GLOBAL MAX DEFLECTIONS--------- 8-3.-565/544,3-7.-508/554,7-4.-141/126, properly applied rigid ceiling they should be brad a a LL TL maximum spacing of iow o.c. Ccoater plates shill be in./Ratio in./Ratio Jnt(s). mamfacturd from 20 gsage but dippedgalvaoivedsteelmatingASTMA653, Grafc 4% old= ahawim 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 Prior to fabrication. the fabricator shall review this Long term deflection factor . 140 12-8-0 6-8-0 dewing to verify the this drawing is in earibrmarcc with the fabrxa es plan, and to maim a conti®mg 1 23 45 t respaceniry for such verification. Any discrepanciese to be pal in writing before tatting an fabrication. Plum 6.00 6.00 shall nor be installed ova kmtholes. knutaordistortedgrain. Martha, "Ibe emfor tight fitting wood to wood bmrin& contractor plan mall be locatedon both facesof4x6 the mass withnab redlyImbedded a W shill be sym. abmm Me plot anlm otherwise mowsA 3x4 pineis 5' wider 4- long. A6xB plate is 6- wide a 8' bug. Sbm (holes) 3x4 rotparallel to the plate length specified. Double cum on web members shill meet at the cmwid of the webs unless otherwise moww. Comatm pine sizes ere minimum pro based on the forces shown end may trod tobe 3-10-6 increased fm certain handling ad/or eration amses. 3x4 0-6-6Thistruss is not to be fabricatedwithfirererudmttreatedSx6Iumberunlessothawiscmow. For."Lit n dinformationonQualitycontrolrefstoANSVfPI1. 1995 7-1-3 PRECAUTIONARY NOTES 6x8 3x4 All bracing rand acstion maommendationa are to be followed in accord, c with xcepted industry 0- 0 3-0-0 publication. Trusswe to be hawdled with paaiculn sc 0- 6r 6 care during basing .dhandling. delivery ad 5x6 itsiallatbn toavoid damage. Tempormy ad permanem bracing Ibr holding busses in a straight and plumb position adfor resisting Inera forces oralbe designedis6x12 } dinstalledby others. Careful ballingessential and nationbracingisaway: minird. Norma pmcamineay 12.00 action for srmao rcgnna mcb temporary bracing during 3x 3 0 L V installation between trues to avoid toppling atddominating. TLC mpervisiW of etatWn of uussa oral be under the controlofpersonsexperiencedin the installation of uassm. Professional adviceshall be sought if carded. Concentrationof must main Inds greater than thedesign Isom mall not be appud to trusses W aq time. 611 #'8.00" 76 # 8.00" 407 .50" No loads other that the weigbs of the craters shill be 7-0-0 3-0-0 9-4-0 applied to basses until after al fastening and bracingis14completed7000- S 19-4 0 0a0-- C/ L: 12- o- 0 COSMETIC PLATES (2)3X6 ( 4)2R a R><4A2) EXCEPT AS SHOWN PLATES ARE MiTekMT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: FMaronda Systems -raring shorn on this drawing is carcrcaimabracing. wind bracing. portal baring or similar bracing which is a port of the building design and which mcsi be considered bythebuildingdesigner. Bracing mown is for Weral support of truss members only to reduce heckling length. provisions mossbemadetoanchorIa"bracing it ends andspecified locationsdctamimd by the building dmigov. Additional braving of the overall structure may be require. (SceMB-91cf TPI).F..psi-chear bracing repiremsms. cooact buildingdargnar.(fmas plate Imtiate. T H is locatedn583 4005 MARONDA WAY IyOmo-io Driv, Madison. Wisconsin 53719). Sanford, FL. 32771 Component Engineeringby: Tmss EngineeringCo.. P.K. Big Soadside Rd. Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *WS0068 367 MadaMon FL ChukS*taa FL 3274C Over 3 Supports Scale = 0.2335 Eng Job: WO: ROAK3 Dwg: TI: H1 Dsgnr:TLY Chk: 12/1/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 vsf v4.7.32-25441 DBSSgnt Matrix Analyele rrozize races err a.ns-wnxus, uo ew....,.ax..ts, s...o x...,....+x.............. .. v ............ •. +. -.a.-.. Job: ROANOKE K 3 Customer: WO:ROAK3 TI:H2 Qty:l DESIGN INFORMATION TC: 2x 4 SP 92 1: Plate(s) OFFSET from joint center. The Joint Locations ............... This design if for an individuil building component and SC: 2x 4 SP 92 Joint Detail Report must be included 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 hasbeen basedon information pmided bythe client. The WB: 2x 4 SP #3 with any submittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 designer disclaims my responsibility for damages u a WDG: 2x 4 SP #2 fabrication documentation. 3) 30- 0- 0 7) 12- 8- 0 remit of family or immuct infmmation. specification GBL: 2x 4 SP #3 This truss is designed to bear on multiple 4) 12- 8- 0 8) 10- 0- 0 - a dfor designsf "missed tothe truss designer by the client s or ofthis information uitandcctheconmoaccuracy2x 4 SP #2 0- 0 supports. Interior bearing locations should in -Plant Quality Assurance with Cq. 1 may relate to a specific project and accepts no MULTIPLE LOADS -- This design is the be marked on truss. Shim or wedge if MAX. REACTIONS PER BEARING LOCATION ----- respomibilityncaeecnesonControl wrthregard r composite result of multiple loads. necessary to achieve full bearing. X-Lot BSet Vert Horiz Uplift Y Type fabricaiaahaamingshipment ad installation Oftrusses. All COMPRESSION Chords are assumed to be Bracing Schedule: 0- 4- 0 1 611 218 -671 B Pin This truss has been designedas an individualbuilding inwith ANSVfPI I- 1995 and continuously braced unless noted otherwise. Chords Max O.C. From To 12- 0- 0 1 769 0 -641 B H Roll component accordance NDS-97to be incorporated n pan ofthe building design WndLod per ASCE 7-02, CiC, V. 125mph, BC 72.0" 7- 0- 0 12- 3- 0 19- 2- 4 1 407 0 -558 B H Roll by a Building Designer. whenreviewed for approval by H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bracing shown is for visual purposes only. PROVIDE UPLIFT CONNECTION PER SCHEDULE the building designer. the design loadings mow„ mug be Bld Type. encl L. 57.3 ft W. 19.3 ft Truss FORCES (lb) - Max Compression/Max Tension PROVIDE HORIZONTAL CONNECTION PER SCHEDULE checked to be some that the data shown are in agreemem with the local building codes. local climatic record, (br in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf TOP CHORD 1-2.-631/598,2-3.-659/925, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. wind orsnow loadL Project specifications orapecial Impact Resistant Covering and/or Glazing Req 3-4.-225/443,4-5.-305/403, 1- 2 631 0.53 A 10- 9 -590 0.35 applied bads. Unless mowaones has not been designed WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr HOT CHORD 10-9.-590/510,9-8.-871/780, 2- 3 925 0.57 A 9- 8 -871 0.77 forsterageoroce pancyloads The designaUame 9- 2 546 0.15 C 3- 7 554 0.14 C 8-7.-604/477,7-6.-215/217, 3- 4 443 0.36 A 8- 7 -604 0.52 compression chords (cop or bottom) are continuously 2- 8 -87 0.02 C 7- 4 -141 0.04 C Webs 9-2.-313/546,2-8.-87/77, 4- 5 403 0.48 A 7- 6 217 0.37 brxeabymcathi- unlessother imspecified, where bottom chordsinreasiooarenot lhlly brad laterally by 8- 3 -565 0.17 C 8-3.-565/544,3-7.-508/554,7-4.-141/126, GLOBAL MAX DEFLECTIONS--------- propertyapplied rigid ceiling they should be breedat a LL TL maximum spacing of I01-0' O. C. Comecmr platesshall be in./Ratio in./Ratio Jnt(e). mannfactand from 20 gorge hen dipped galvmizd steel I . Spas 0. 2 9 / 274 0.2 9 / 2745 meeting ASTM A 653. Grade 40. unless otherwise shownHoriz. 0.02 -0.05 NA FABRICATION NOTES Max DL Deflection L/ 999 - 0.00 Prior to fabrication. the fabricator mall - rim this 12-8-0 6-8-0 Long term deflection factor . 1.50 drawing to verily that this dewing is in conformance with the fabricators plant and to realize a cominaing 2 3 4 5 respa¢nbility for such verification. Any diservpmcies arc to be put inwriting before totting or fabrication Plato6.00 6.00 mall rut be imulld over kmtholmknotsordiummlBrain. Member, Owl be an fur tied fitting wood to wood bearingComarewr planshah be located on both faces of 4x6 the tram with naib folly imbedded and shall be sym. mom thejo(m unless otherwise donee. ASs4-plate is5• wides- 4• bng. A 6a8 plate is 6- wide a B' bng Slats (holes) 3X4 rupathe pine length specified. Doable tan on nws towebmembers mall meet atthe cenroidofthewebsonionotherwiseshownr" Conoveplate siw are minimum sire based on theinners draw and may need to be3-10-6 increased lbr certain handling andincerection meson. 3x4 0- 6-6 This ass is our to be fabricated with firercurdamtreatedsx6lumbermissotherwiseshow. For additional information on QualityControlrefertoANSVfPI1-1995 7-1-3 2x4) PRECAUTIONARY NOTES x8 3x4 All bracing ad erection ree emu edatiom are to be followed in-cordmce with accepted industry 0- 0 3- 0-0 publications. Trusses are to be balled with particular 0-6-6 care dosing binding and bundling delivery and J Sx6 2X4} inaallatron to avoid damage. Temporary and permanent bracing fomholdingtrucesinamaigdandplumb position and in, reacting lateral fbrees shall be designed 7)IICC and installed by others. Carew handlingis essentialandcreationbracingisalwaysrequired. Normal prmutimury 5x.10 12.0054 3- x4l; action lb, woes roquirea such trmpmrny bracing during installationbetweenwoestoavoidtopplinganddominoing. The supervision of erection of busses shall be 3x6} rider the controlof pumasmE er and intheinstallationofwaes. Proleszieualadvice shall be magd if Cooaouasiem of eonstnctim load: greater than 2x4) ncdrd. the design loadsmete not be applied to unses at any time. 611 N'8.00" 764# 8'.00" 4079 3.50" No bads other thm the wried of the erzctms shall be 7-0-0 3-0-0ld 9-4-0 applied to mosses mail after all listening ad bracingiscted2n76COSMETICPLATES (46)2X4 ( 2) 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: FMaronda Systems Bracing shown on this deroa wing isterectionbng, wind brain& porW bracing orsimilar bracingwhichisapanof the building design and which most be consideredby the building designer. Bracingshownis forlatentsupportof truss members only to mincehacklinglength. Provisionsmust be madeto anchor lateral bracing a ends and specified locations determined by the building designer. Additional bracing of the overall mmmre may be mvired. (Sec MR-91 of TPI).Fos specific truss bracing rcgviremems, contact building dedV=.(fnm PlattInstitute. TPl is located at 393 4005 MARONDA WAY DOcofriu wive. Madimn. wisconsm 53719) Sanford, FL. 32771 Componcur Engineering by. Trues Engineering Co.. P.A., BIB Samdcde Rd. Fdemon, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050068 307 hi-daAo:a FL Chukaota, FL l27Qi 12) Over 3 SupportsScale = 0.2335 Eng Job: WO: ROAK3 Dwg: TI: H2 DsgnrtTLY Chk: 12/1/ 2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: Ti\THE-LOX\Jobe\FLORIDA\l25\ Jobs\ROAK3\ROANOKE K 3\ROANOKE K 3\H2.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:J Qty:7 ' DESIGN INFORMATION This design isfor an individual building component and has beenbased era information ptmided by theclient. The design. disclaims any responsibility for damages as a result of rsulty or incorrect information, specifications andfor designs furnished to the truss designer by the client correctness accomey ofandthececthis informatim as it may relate an a specificproject and accepts on responsibility or exercisesm controlwith regard an fabrication, handling shipment and installation of wanes. This bass has been designed as ao individual building componem in accordance with ANSVr?l 1-1995 and NDS- 97 an be incorporated as pan of the building design by a Building Design.. When rmewd for approval by the building alesign.. the design loadings shown most be bakedtobearethatthedatashowareinall== with the local building codes, local climatic records for aid or snowbads, project specifications w special applied loads. Unless showy toss has mot been dmignd for stompor occupancy bads. The design asnmes compression chords (top or bosom) are continuously braced bysheathing adessotheriw spcif ctiWhere bormmchord; in tensim ate no rally braced laterally by a propery applied rigid ceilin& they mould be braced at a maximum spacing of Iv.o' are. Corrector pales shall be mnmfacmred from 20 garageboa dipped galvanized atecl meaning ASTM A 653. Grade 40, colas otherwise mown. FABRICATION NOTES Prim an fabrication, the fabricatm awl review this dewing to vairy that this dming is in conformance aitb the rabricatoes plans and to realize a commoingresponsibility for web verification. Any discrepancies are an be pal in writing before caning or fabrication. Plata mall out be installed ova knotholes, inam w distmtd grain. Members shall beat f tight rating wad m wood bearing Connector plum shall be located m both faces ofthe a- with rails f dlyiarmedde I and "I be s5m. about the jdim udas otheraisc mown A 50plate is S side x4- long A 6x8 plate is 6' aide x 8' long. Slots (bola) mar parallel to the plate length specified. Double can no web members shall meet at the cawid of the webs unless ot6aaise mow.. Counwo r platesizes are minimum sizes based m the forces mow and may need an bemercasd for certain handling adfor action stresses. This um is not to be fabricated with rare retardant bW ed hrmber unless otherwise shown. For additional information mQuality Controlref. to ANSVfPi 1- 1993 PRECAUTIONARY NOTES All bracing and erctim aecommendations are to be fblbwrod in -dance with acceptedindustrypublications Trusses are to be handled with particular caredotingbandingandb..Wing deliveryandinstallation to avoid damage. Temporary and p.maoeatt bracing for holding trusses in a straight and plumb position and for resisting lateral forces mall be designed sod installed by others. Careful handbag is essentialand action bracing is at m s acquired. Normal psmmioouy action for taaam requires such temporary bracing during installation bawtm trusses to avoid toppling and domiooing. The opervirioo of eratineoftmsso shall be under the control of persons experiacdin the installation of basso. Professionaladvice mall be aught U needed. Concentrationof anstructim loadsgrater than the design load: shall out be applied an amuses at any time. No bads other than the aright of the actormar be spolid to trusser anvil after all foaming and bracing is TC: 2x 4 SP ®2 BC: 2x 4 SP 82 WB: 2x 4 SP #3 WDG: 2x 4 SP 92 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1159/1196,2-3.-954/982, 3-4.- 954/982,4-5.-1159/1196, HOT CHORD 8-7.-958/995,7-6.-958/995, Webs 2- 7.-211/384,7-3.-434/585, 7-4.- 211/384, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s)• I.Span- 0.13/999-0.26/826 6-7 Horiz. -0. 03 -0.05 NA Max DL Deflection L/999 • -0.13 Long term deflection factor . 1.50 1 I 872# 8. 00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CEC, V. 125mph, H. 15. 0 ft, I. 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)6m0- 00 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 872 0 -935 B Pin 19- 0- 0 1 872 0 -935 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 384 0.12 C 7- 4 384 0.12 7- 3 585 0.20 C 9-8-0 9-8-0 2 3 4 5 6.00 4x6 OXi5 6. 00 I 1 872# 8.00" 19-4-0 8 7 6 10. 1 19- 4-0 -10- 0-I1-12) 0-11212) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems Branseah- cothi,draingu a a tianbracingaindbr ng.pmalht,ngmomilubracinga hisapartof he building design am waich an= be crosieaed by theholdingdesipa. Bracing moauis forlateral support ofum members onlytoreduce backfing Iagth. provisionsmast be made to anchor lateral bracing at ends and specified bcatiom deaermimd by thebailingdesigns. Additional bracing of the overallstructure maybeacquired. (Sec IUB-91of Tp4Furspecificamnbracingrequiremeass, comaetbuilding desigoa.(Taaa Plate Landrum TFI is located at 533 4005 MARONDA WAY D' Ouofiio lhiva Madisoa. Wisconsin 53719). Sanford, FL_ 32771 Componar Eugnaeatng br. Truss Fapnca'u8 Co.. P.A.. 918 Smdside R4 Edcuum NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOt4AS PONCE P.E. LICENSE OWS0068 367 Madman FL CtaAaota, 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 Scale = 0.3069 WO: ROAK3 TI: J 12/1/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Prorlle Paco: 1:\iaa-wA\aromas\rwatuw\+s\vus\nvasav\nvusavvwo a. \avvaasavvava .,\.,.yen Job: ROANOKE K 3 Customer: WO:ROAK3 TI:J1 Qty:l DESIGN INFORMATION TC: 2x 4 SP 62 Analysis based on Simplified Analog Model. Joint Locations ............... This design is for an individual building compmnt and BC: 2x 4 SP d2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 hasban basedoninformation pm.;dmbythe client. The WB: 2x 4 SP A3 continuously braced unless noted otherwise. 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 designerdisclaimsanyrespor,pbilityfordamagaaa GEL: 2x 4 SP 3 Bracing Schedule: 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 resaforfaulty or incorrect information. sPaifuuons 2x 4 SP 2 0- 0,0- 0 Webs Brace Pt Joint to Joint 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0- and/or designs fumished tothe mass designs by the client and the con- uessorattnncyofthisitilmontioouit MULTIPLE LOADS This design is the 1/2 6-17 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 may,date ma specificpacceptsroject aaccepts on composite result ofmultipleloads. Bracing shown is for visual purposes only. 6) 9- 8- 0 14) IS- 8- 0 22) 0- 0- 0 responwbiGtyor nacisesmconbol with rcgudw Wndi.od per ASCS 7-02, Cg.C, V. la smph, In -Plant Quality Assurance with Cq. 1 7) 11- 8- 0 15) 13- 8- 0 fabrication, handling. shipment and iasallnionoftr H. 15.0 ft, i. 1.00, Exp.Cat. B, Rzt. 1.0 MAX. REACTIONS PER BEARING LOCATION----- 8) 13- 8- 0 16) 11- 8- 0 This muss has bean designed as m individnu building Bld Type. encl L. 57.3 ft W. 19.3 ft Truss X-Los BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension component inaccordance with ANSlrrPl1-199sad NDS-97tobeincorporated apart ofthcbuilding design in END zone, TCOL. 0.0 psf, BCDL. 0.0 pef 0- 4- 0 1 109 -222 -126 B Pin TOP CHORD 1-2.-109/255,2-3.-43/198, by a Building Designer. What reviewed for approval by Impact Resistant Covering and/or Glazing Req 19- 0- 0 1 126 -222 -117 B Pin 3-4.-40/142,4-5.-38/95,5-6.-37/132, the building designer. the design loadings; shown cmatbe TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-7.-48/132,7-8.-95/55,8-9.-142/4, checked to be mrt that the data mown are in agfeement 1- 2255 0.09A 1-21 -20.02 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 9-10.-181/17,10-11.-255/33, with the local baildingcodes local climatic records for wind ormmwloads. project specifications orspecial 2- 3 198 0.08 A 21-20 0 0.03 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CHI. Cr HOT CHORD 1-21.-2/0,21-20.0/0,20-19.0/0, applied load. Udmsmwatmahas not been doigood 3- 4 142 0.07 A 20-19 0 0.03 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, list storage or occupancy loads The design zZmes 4- 5 95 0. 09 A 19-18 0 0.03 20- 3 112 0.18 C 15- 8 119 0.40 C 15-14.0/0,14-13.0/0,13-11.-2/0, comp (top rbonom)o<`oned.Wy 5- 6 132 0.15 A 18-17 0 0.03 19- 4 119 0.40 C 14- 9 112 0.18 C Webs 21-2.-86/160,20-3.-91/112, dbyshemm ganlads braced c main get siom otherwiu specified. What bosom chordsintmtiooartant tally lancedlumtty lays 6- 7 132 0.13A 17-16 00.03 18- 5 179 0.71 C 13-10 160 0.06 C 19-4.-91/119, 18-5.-93/179, 17-6.-82/48, properly applied rigid ceilin&they sboaldbebrued.1. 7- 8 -95 0.10 A 16-15 0 0.03 17- 6 -82 0.37 C 16-7.-93/179,15-8.-91/119,14-9.-91/112, maximum spacing oils-o'o.c.Connector plan "Ibe 8- 9 -142 0.07 A 15-140 0.03 GLOBAL MAX DEFLECTIONS--------- 13-10.-86/160, manafacmred 6om 20 gmgc but dipped guvmucd steel meeting ASTM A 653, Grade 40, unim otberwim shown. 9 -1- 0. 07 A 14 -13 00. 03 LL TL 5 5 10-111 -255 0.06 A 13-11 -2 0. 02 in./Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span 0.00/999 0.00/999 7-6 Rim to fabrication, the fabricator stall review this Horiz . 0.00 0. 01 NA dn.ing m verily that this drawing is in molbrmaate with Max DL Deflection L/999 . 0.00 the fabr&uorsplansand mmalice ammiwing Long term deflection factor . 1.50 responsibility fan such verification. Any discrepancies tieto be put in writing before costing or fabrication. Plus stall one be junalled ova motboles, terms or distorted grain. Members shall be son far tight fitting wood w wood hearing. Connector psta shall belocated on bothfansof the uma withnails fully imbedded and shall be sym. abo n the jointunlessothawiscsbown. A`5x4'plate 'u5- wide: 9- & 00 4' long. A 6.9 plate is 6' wide a g' loug. Slos (bola) I rum parallel to the plate length specified. Doable cuts on 5 6 7 891011webbombersmatsmenatthecmmidoftheweb. anlm 1 2 34otherwisedtown. ComKmr Plata sizes tie minimum size baud on the fortes shown and may need to be C.00 -6. 00 inansedfan cauin handling and/or erection Maus. Thisbass is om w be fabricated with fire retardant mated 4x6 h:mbersalmod- wi.shown. For.deitimmal information on Quality Comol ref" to ANS:/rP114"5 2x4 2x4 PRECAUTIONARY NOTES 2x4 2x4 NI bating sal erection recommendations art to be followed in accordance with accepted industry handled 2x4 2x4 4- 6 publication. Trussesme w be with particular 7- 3 cue during banding and boding, delivery and insulitum w void damage. Temporary and pamaoml2x42x4bracingforbowingmassesina straight and plumb 0- 6- Position and for resisting lateral fortshill all be designed 5x6 5x6 and insslld byothers. Careful handlingis essential and creambracingisalways required. Normal precautionary action for busses roqujua such t®pomy lancing daring 2x4 2x4 2x4 2x4 2x4 2x42x42x4jusullsomnbetweenmounttoavoidtoppling and 6x8 dominoing. The supervision of awtim ofuunesmallbeunderthecontrolofpersonseaperiencedintheinstallationcrouton, Professional adviceseal be bought if neraled. Concentration ofmmtnsam Inds greaterthan the design bads shall as be applied wuncut at anytime. No loadsother than the weight of the accmn shall beWaettomanes mail after w fastening and bracing is 109# 8.00" Stud @ 2- 0- 0 126# 8.00" com1A A A EXCEPT AS SHOWN PLATES ARE LMaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Medn" FL Chldaotaa FL 32769 WARNING: Eng Job: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg. ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dewing is o" ereamn bracing. wind bracing. Portal anteing or similar bracingwhichis a Pan of Dsgnr : TLY Chk : the building design act whichmast be considered bythe buildingdesigner. Bracing sbown isforluaurapportcrossesmemberonlywreducebucklinglength. Provisions must be made to anchor Ineral bracing at ends cad specified Live 0 8 f TC Li16 locations daermined by the building desigata. Additional bracing of the overall mucmrt mayberegaird. (SetHIB-91 i7 of TPI}For specific muss bracingrequirements. cuts, building dcsgner.(rtuss Plate Institute. TPI is located at583 TCDead 7.0 ps f D'Oonfrb Rive, Madim4 Wisconsin 53719j. cempmm a by: Tana Engineering Co.. P.A. 818 SmdvdeR6EdmwqNC27932BCLive 10.0 ps f BC Dead 10.0 psf Scale = 0.2014 WO: ROAE3 TI: J1 12/1/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analysis Profile Path: T,\TES-LOK\Jobs\FLORIDA\ 125\Jobs\ROAK3\ROANOKE K 3\ R0ANOKE K 3\Jl.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:J2 Qty:2 ' DESIGN INFORMATION his design is fur an individual building component and hasbarn basedoninformation provided bythe client. The designer disclaims any responsibility for damages as a remit offaulty or incorrect information. specifcations and/or designs furnished to the muss dedgner by the client and the correctness or accuracy ofthis informaion asit may relate to aspecific project and accepts no respowbiliry oraacises noconmul with regard to fabrication. bandliny shipment and iasullatim ofunssa. This truss has ben designed u an individual building component in accordance with ANSVTPI 1-1995 red NDS-97 to be iocorporacd u pan of the building design by a Building Designer. When m-inYd for approval by the building designer, the design loadings showy mart be checked to be sure that the data sbowv are in agreement with the local building codes, local climatic records for siod or mow loads, project specifications or special applied loads. Unless shown must has not been designed for storage oroccupancy bads. The dcsiga assuma compression chords (top or bottom) are raatimmsly braced by sheathing colas otherwise specified Where bemom chordsin temioo ere ant fully bracedLaterally by a properly appliedrigid ceiling, they should be braced as maximumspacingofl(Y-T o.c. Comeector plates shall be maoufacturedfrom20gaugeLotdippedgalvmizcd $led meeting ASTM A 653, Grade 40. unless otherwise "sm. FABRICATION NOTES Prior to Obrkation. the fabricator shall review this drawing to vaiiythat this dnwiry is in confmmame %itb the fabricator's plansandto malie: a continuing responsibility for such verifoation. Any discrepancies are to be pot in writing before totting or fabrication. Plates dull not be installed ova knotholes, knots or dismned grain. bashers shall be em for tight titling weed to Pondbearing. Connector pima shall be located on bah fxa 01 thetramwithnailsfullyimbeddedandshallbesym. about the jointmawotherwiseshown. -A-Sx4 plate Is5' %ides' 4- long. A 6x$ plate is 6' wide a g' long. Slots (bola) ran parallel to the pulelength specified. Doable cotson wtb members shall sea at the cenwid of thewebs unlea other, ire shown. Connector Pule sins arc minimum sizes basedcan theforces dso%m and may tied to beincreased for certain handling amlor erection stresses. This wet is not to be fabricated with Lure raardam oared timber unless; otherwise dtowm. For additional information on Quality Control refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES AB bracing and aatim rctommadations are to befollormd in accordance withaccepted insiraay publications. Tresses are to be handled with particularcare timing banding and bundling, delivery and installation to avoid damage. Temporary and permaomt bracing for holding musses in . straight and pivmb position and for resisting Lateral forces shall be designed and untitled by odaas. Carefal ladling is es 0-1 and auction bracing is al%ay; required. Normal psmmimrasy action for muses requiressuchtemporary bracing dosing installation berveen trusses to avoid toppling and de miming. The sopavisioo ofsectionoftsussa shallbe odes the want of persons experiencedin the indallaion of trusses. Profaram, advice shall be mint if ncded. Cmamntiaoof emostnrtion Indsgreater than the design Inds shall not be applied to museum at any time. No loads other than the weight of the erectors shall be applied to wars omil afterall fastening and bracingis TC: 2x 4 SP 92 BC: 2x 4 SP 82 WB: 2x 4 SP #3 27c 4 SP @2 8- 8 WDG: 2: c 4 SP 92 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, BOT 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, 5-7- 3 0-8- 6 C f 810# 4. 00" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H- 15. 0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L. 57.3 ft W- 19.0 ft Truss in INT zone, TCDL- 0.0 pef, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 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 aaaa-Joint 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 MAX. 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 7- 3 572 0.18 C 0- 0 287 0.32 9-4- 0 9-8-0 2 3 4 5 6.00 3x4 6x8 19-0- 0 6.00 865N 8. 00" R0-11- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2905 WARNING: Eng Job: WO: ROAX3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING NARMNG: Dwg: TI: J2 Matron des SystemsBracing shownonthisdmsing is not erection bndng.wid bradng. papal bracingecsimilu bracing w- isa pond D8 r:TLY Cbk: 12/1/2005 the buildingdesignand %Lich most be consideredbythe buildingdesigner. Bracing shown isforlateralsupport oftressmembersonlytoreducebucklinglength. Provisions most bemadeto anchor lateralbracing at ads andspecifiedLive TC Li16.0 0 a fLbr DF : 1.25 locations decrmined bythebuildingdesigner. Additional bracing of the ovcnn structure maybe required. (Sec HIB-91 p of TPI).For specifictress bracing rapi emrats, contact building designa.(Truss Plate Institute. TPI is Located 0 593 TC Dead 7.0 p o f P 1 t DF : 1.254005 MARONDA WAY D' GoofrioDrimMaemaWiscoosin5)709 Sanford, FL. 32771 Component Engineering br- Times engineeringCo.. P.A., gigSamdside Rd. EA -non NC 279I2 BC Live 10.0 p s f O.C. : 2 - 0 - 0 407)321-0064 Fax( 407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE tMOO50008 BC Dead 10.0 pef Code: FLA 36711 ', "'on FL Chukbotae FL 32794 _ TOTAL 43.0 PSf v4 . 7 . 32-25455 Design: Matrix Analysis Profile Path: T:\TEE-LOK\Jobe\FLORIDA\125\Jobe\ROAK3\ROANOKE K 3\ROANOKE K 3\J2.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:K Qty:3 ' DESIGN INFORMATION This design is for an individual building componem and has beenbald on information ptm;do6 b5 the dice. The designer disclaims any tespossibility for damage as a mauls ofhaltyor, mean-t information. specifeatiom and/or designs famished to the tea designer by theclient and the correctness or accuracy ofthis information a it may relateto a specificproject andaccepts an responsibility or cxeises nocasual with regard to fabrication handling shipment and installation, of trusses. This am his beat designed as an individual building eomppsem io accordance wish ANSVfPI 1.1995 ad NDS-97to beincorporated as pan ofthe building design by Building Designer. When reviewed for approval by the building designer. the design loadings show must be cbmkd to be ere that the dais sboan are in agreement with the local building cod, localclimatic records fro windor snowbads, project specifxatiom or special applied bads. Unless slow. aver bas not ben designed for storage or occupancy bads. The design aauma compression chords (top or baton) are continuously brxedby dmthing mim athawim specified. Where berme chords in torsion arc Ito fuDy braced laterally by a properly applied rigid cciling they should be braced a a maximum spacing of 19-W o.c. Connector pines shall be maoufxmred from 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall renew this drawing to verify that this drawing is in conformance with the fabrxamfs plans and m re dire Continuing responsibility fro rush verification. Any discrepancies are to be put in writing before totting or fabrication. PWa dull test be installed ova knuthola. lama or disMd gain. M®bas shall be cut for light fatting .nod to usedbaring Comatm plats shall be located an bah faro of the uua with nails fly indaddr I and shall be s5m. &bon the jolts unlessotherwise sbouv-A-5x4 plat is5- wide x4' long. A 6x8 plate is 6' wide xg' long. Slots (bola) ma paalld to theplate length specified. Double cats an webmembershallmedatthecawidofthewebselmotherwise : bows. Corrector plate sizes arc minimum ices based on the fore. shown and may seed m beincm, d for certain handling &Wor ercctfosgames. This tan is not to be fabricated with foe retardant treated lumber elm otherwise dew. For additional information so Quality Casual refer m ANSVfPI 1. 19" PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followdinaccordancewithacceptedindustrypublication. Trassea are m be handled with particular careduringhalingadhandlingddivayandmstallaim to avoid damage. Temporary and P-- bracing to, holding trusty in a straight and plumb position and for resisting lateral faces sail be daipal and instilled by others. Careful handling is.senaia] and erection bracing is always required. Normal precautionary action fro trans rapiers such temporarybracingduring insullatum berween amass to avoid toppling and dnminoing. The supervision of erectiooof araesshall be under the control of peons espersened in theinstallation of woes. Profanond advice shall be sought if needed. Cwcenwsisn of oomm slum loads greater than the designlordsshall notbe applied totrussesarep' date No loads other than the wdghf of theexamrs shall be applied to mosses mail after all fastening and bracing is completed TC: 2x 4 SP U2 BC: 2x 4 SP U2 WB: 2x 4 SP #3 WDG: 2x 4 SP U2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2 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 I: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Left End vertical designed for wind. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1- 4 1 798 28 -545 B Pin 18- 5- 0 1 855 0 -634 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 1 135 0.04 C 2- 7 259 0.15 C 9- 2 -1170 0.61 C 7- 3 552 0.18 C 8- 2 146 0.05 C 7- 4 253 0.13 C 4x6 30) LA" 6x8 11 798# 2.50" 9- 8-0 6. 00 Joint Locations= .............. 1) 0- 7- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 4- 4- 1 3) 9- 8- 0 6) 19- 4- 0 9) 0- 7- 0 WndLod per ASCE 7-02, CeC, V. 125mph,• H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L. 57.3 ft W- 18.8 ft Truss in INT zone, TCDL. 0.0 pef, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 76 0.23 A 9- 8 986 0.31 2- 3 -904 0.29 A 8- 7 982 0.58 3- 4 -904 0.25 A 7- 6 960 0.57 4- 5 -1116 0.24 A GLOBAL MAX 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 n 1.50 PEI 855# 8.00" 0- 6-6 18- 9- 0 9 8 18- 9- 0 6 - 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 HRBCTZNG CONTRACTOR. BRACING WARNING: LMarondaSystemsBracing.hewsmthis drawingisrotchectioubrdbytmaidbrngdeports.bracin msimilarbracingwhichisapanor the Doildingdesignandwfiichmostbecousiderdbythebuildingdaigm. Bracing :bow n Cor lateral supper of ova membersony m reduce buckling length. Rovisioro row be Dade m tax tmeal bracing a ends and specified locations ddtrmims! by the building designer. Additional bracing of the overallstrctme may be required. (Sue MB-91 of TPU. Forcp ti6c mass bracing raquirements, cooact building daigoes(Trua Rau Institute. TPI is Iocaard 0583 400S MARONDA WAY IYOoofrioDrive. Madison, WitD®53719). Sanford, FL. 32771 Compmds Engineering by Tea Enoteviog Co.. P.A. 818 SoDdd& Rd. Fdentas. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE *OOSOD68 307 Mods" IL Uladuotae FL 32790 5- 4 6 Scale = 0.3184 Eng Job: WO: ROAK3 Dwg: TI: K Dsgnr:TLY Chk: 12/1/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA Design: Matrix Analysis Profile Path: T:\TEE-LOK\Jobe\FLORIDA\125\Jobe\ROAK3\ROANOKE K 3\ROANOKE K 3\K.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:K1 Qty:l 1 DESIGN INFORMATION This design is for an individual building component and has been based on infor®lion praidall bythe diem. The desegaer disclaims any reryontibility for damages a a resultoffaulty orincorrect iaformaliank specirmstious and/or designs furnished to the bass designer by the client am the correctness or accuracy ofthis information a it may relate to a specific project and accepts on responsibility or exercises on comsol with regard to falumatim, handling shipment and installation oftrasta. This non has beat designed a an individual building component in accordance with ANSVrPi 1.1993 and NDS-97 to be incorporated a pan ofthe building design bya Building Designs. Whenrevimvd forapprovalby the building designer. the design loadings show. muss be checked to be sure that We data sedan are in agreement with the bed building codes, local climatic records fro wind or sow toads, project specifications or special applied bads. Unless moan trust has oat been designed for storage or occupancy loads. The design .soma companion chords pop or bosom) are continuously braced by sheathing colas otherwise specified. Where halt= chordsintm:ion are not fbuybraced laterally bya praparlyapplied rigid ceiling they should be braced a a ma,imum spacing of 10'-0' o.c. Cocconaar plates shall bemamfacmredfrom20gaugebutdippedgalvanizedsteel meeting ASTM A 653. Grade ref. unless otherwise shown. FABRICATION NOTES Prim to fAtteatioa the fabricator mall review this drawing to verify that this drawing isin caulmmance aith the fabricalofs plans and to ral'vea continuing responsibility for such verilk ation. Anydiscrepancies are tobeput in aiitinng bcbre aili:tg or fabrication. Plates shall out be installed aver knoWOles. hums or distorted pam in. Members all be cut fm tight fitting %Vod m sad baring Connector places shall be baled an both faces of the truss Pith nails full' imbedded and shall be sy- about the jaimunleaothertsisc mown. A 5a4 plae is 5• aide a a- long. A 6a8 plate is 6- aide a g' long. Slots (bola) rm paralld m theplate length specified. Dmble cawon vb matlbes mall meer a the centred of thesemuwm cuherwise mown. Com for placesi- are minimumsizes based on the r=cs moan and may need to be increased for certain handling and/or erection stresses. This toss is not to be fabricated with rue retardant treated lumber unless otherwise shoam. For additional infomstloo on Quality Controlrefer mANSMI 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to befolloued in-cardanee withacceptedindustry publications. Trussa are to be handled with particular care during banding and handling delivery and installationtoamiddamageT®pmary and permanentbracing for bolding canes in a straight and plumb position and for resisting lateral forces mill be designed and installed by otbm Careful handling is memial and erection bracing is alumsrequired. Normal precautionary action fro noun rcquira suchtemporary bracing duringinstallation between basses to swid toppling and dominoing. The supervision of sectionof tmssashall be under the control of, eaperiencad m the installation of mosses- Professional advice shall be maght if needed. Corcenualon of eonsU cum Inds greater thin the design Inds shall not beapplied to trusses at anytime. No bads other than the wdght of theerectors mall be applied to uerses 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 0- 0 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 18.5 ft W. 18.5 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2107 0.58 A 1- 0 1275 0.35 2- 3 -2017 0.55 A 0- 7 1883 0.46 3- 4 -2017 0.74 A 7- 6 ' 1916 0.55 6- 5 44 0.24 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.15/715-0.30/704 6-7 Horiz. 0.05 0.10 NA Max DL Deflection L/999 a -0.15 Long term deflection factor . 1.50 6. 00 - 3- 9-3 0- 6-6 3. 00 0- 8-0 I I 841# 8.00" 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 must extend at least 90% of web length 2x6 Brace required on any web exceeding 14e. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 7 666 0.21 C 6- 4 2106 0.97 C 2- 6 187 0.05 C 5- 4 102 0.06 C 6- 3 379 0.10 C 1- 0 574 0.21 C 12- 5-8 Joint Locations ............... 1) 0- 0- 0 4) 18- 5- 8 7) 6- 3-11 2) 6- 0- 0 5) 18- 5- 8 8) 0- 0- 0 3) 12- 2-12 6) 12- 2-12 Right End vertical designed for wind. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 841 210 -839 B Pin 18- 7- 8 1 794 0 -608 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-2107/1802,2-3.-2017/1641, 3- 4.-2017/1641, BOT CHORD 1-0.-1236/1275,0-7.-1700/1883, 7- 6.-1722/1916,6-5.-35/44, Webs 2-7--466/666,2-6.0/187, 6- 3.-369/379,6-4.-1667/2106,5-4.-25/102, 0- 0.0/0,1-0.-463/574, 794# 3.00" 6- 3-11 1, 12- 1-13 L 8 7 6 5 10- 18-5-8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3211 CMa: rondaSystems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 297 Modzllon FL ChL"ts, FL 32796 READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sbmv an this drawing is not erMion bracing wind bracing, porul bating or similar bracing which is a part of the building design and wwch mum be considered by the building dadpner. Bracing mowu is for lateral support of auntmembers only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified locations determined by the bniw;ng designer. Additional bracing ofhe overall structure my be required. (See MB-91 of TPI).Fw specific trot bracing requirements. contact building designa.(Ttan Plat Institute TPI is bead at 583 D' Oneio Drive. Madison, Wisconsin 33719). Compoomt Fnginesing b3c Truss Fnginming Co.. P.A. 918 Soundside Rd Fdmoo, NC 27932 Eng Job: WO: ROAK3 Dwg: TI: K1 Dsgnr: TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BCLive10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Proslle Patn: T:\TlSK-LVA\JODe\CLUle1LA\LL7\JODe\HVAAd \HVAnVAa A o\avnnvna a j\al.prx Job: ROANOKE X 3 Customer: WO:ROAE3 TI:L Qty:2 DESIGN INFORMATION This design is for an individual building component and has ban based on information provided q• thedined. The design. disclaims any responsibility to, damages s a fault or unity ne irs-sect information. specifications andfor designs fumisbd tothe ones designs by the client and the correctness or accuracy ofthis information as it may ndae to a specific project and accepts m responsibility w antiscs no conwl with regard to fabrication. handling, shipment and inIIallation oftrtnUes. This tran has beer designed u an individual building component in accordance with ANSUTPI 1.1995 and NDS-97 In be inemporsted u put of the building design by a Building Designs. When reviews for approval by the building designer. the design loadings shown must be chakd to be sane that the data shown are in agramem with the local building coda. local climatic records fmwindormowloads. Project mPecifcetioas orspecial applied beds. Unlas shown u nor hasour been designed for storage or occupsocy bads. The design assnma compression chords (top or bottom) an continuously bracedby sheathing mleauotherwise specified. Where bottom chow in tension ara our fully bated laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of I0-0' o.c. Counectorplain shall be manufactured from 20 Stage but dipped galvanized steel mating ASTM A 653. Grade44 codas othaoise showy. FABRICATION NOTES Prim to fabrication. the fabr;amn mall review this dewing to verity that this dewing is in cooformaae with the fabricators plans ad to realize a continuing responsibility for such verification. Any disc,q—.a arc to be put in wTitmg heron tuning or fabrication. Plates shall out be installed ova knolhela. knoc+or distorted grain. Members shall bear for tight fitting wood to wood bearing. ConnectorPlatashallbelootedonbothfainofthetan with nails fi ly Imbedded and mill be ram. mom the joint unlessmbawi,tshow,: A"5x4"plate is 5- wide 4' long. A 6xg plate is 6' widex g' long. Slots (bola) rho paMici In the plate length specified. Double cuts m web membersmallmeetasthecasmidofthe %ebs unless otherwise shown. Connector plate sizes are minimum sizes based on the (area shows and may need to be increased for certain handling atWur action.rasa. This truss is oat to be fabricated with rue retardant treated lumber unless otherwise shown. for additional information on Quality Control refer to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing end auction recommendation: are, to be mllo%od in scemdavice with accepted industry publications. Truss are to be handled with particular care daring banding and handling. delivery and installation to avoid damage. Temporary and pertnment bracing for holding trussesina straightand plumb position and forrmistinst btail mesa mall bedesigned and installed by others. Caefal handling is asantial and seafan bnadng is al%als required. Normal preamima y action for crones requires mach temporary bracing during installationsbetween tmssa to avoid toppling and domiming The supervision of erection of trvssa mall be under the control of, aperic cd in the ms,Hatiou of trusses. Prefemmaladvice shall be mu& if owdd. Cormamalimof enmmutctmn loamgrata than the design ham shall out be ,ppl d to trusses at any unne. No bads other than the %rightofthe aatmsshall beapplied to crosses until afterall fastening andbracingis TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 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, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 57.3 ft W. 5.2 ft Trues in END zone, TCDL. 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 3- 2 254 0.09 C 0- 0 248 0.39 C 2-2- 9 0-6- 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 MAx. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 4- 13 1 362 173 -511 B Pin 5- 2- 4 1 237 0 -362 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2a-63/25, HOT CHORD 4-0.-265/174,0-3.-24/21, Webs 3- 2.-101/254,0-0.-169/248, I 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 MAR DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.16/xxx 0.04/xxx 4 Horiz. -0. 03 -0.05 NA Max DL Deflection L/xxx . -0.12 Long term deflection factor . 1.50 2 2x4 0 362# 9. 56" 237N 1.50" 1, 5- 3-0 L 4 3 1-7- 9 5-3-0 qk (R1-8- 5) 13# EXCEPT AS SHOWN PLATES ARE MiTek MT20 EMaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 MedAkm FL Chukaata, FL 32766 Attach with ( 4) 16d Toe - Nails Attach with ( 2) 16d Toe - Nails WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO DWg: ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn ou this daoirg ism section bracing, aid bracing, ported bracng or dmil, bracing which is s pan of Dsgnr : TLY Chk : the buildingdesignandwhichmesabeconsideredbythebuildingdesign=. Bracing mown isIbrlatndsrppmt of trueTCLive 16 0 B f members onlytoreducebuctlinglength. Provisions must be made to author lateral bracing a ends and specified locations determinedbythebuildingdesigner. Additional bracing of the overall mocmre may be required. (See HIB-91 p of TPI). l-or specifictress bracingrequirements. contact building deagoer.(TassMae Institute. TPI is located at 583 TC Dead 7.0 ps f D'OnafrioDrive. Madison. Wisconsin 53719} Qompooem Engineering by: Tres Fsngiuming Co.. P.A.. gig SSoondsi= R4 Edenton. NC 27932 BC Live 10.0 ps f BC Dead 10.0 psf Scale = 0. 5789 WO: ROAR3 TI: L 12/1/ zoos Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis Prorlle Paces: rev vrtvau. - w --y— Job: ROANOKE X 3 Customer: WO:ROAR3 TI:L2 Qty:2 DESIGN INFORMATION This design is for - individual building companion and has been based oninformation prmided by the dims. The desig— diselaims any responsibility for damages as a mull of (wiry or incorrect information. specifications aed/m design furnished to the ones designer by the cliem and the correctrms or accuracy of this information as it may rdne to a specific project and accepts to responsibility or exercises on control with regard w fabrication. handlingshipment and installation of truss. This true has beatdesigned s an individual building component in accordance with ANSIrrPI 1.1995 and NDS- 97 o be incorporated n part of the building design by aBuilding Designer. When reviewed for approval by the building designs. the design loadings shmvo am be checked to be corethat the datadaovoare in agreementwith the local building codes, bed climatic records for ind ormow bads. project specification or special applied load. Uo1m down one has cot beat designed fen enrage or occupancy bads. The design assumes compression chords (op or bottom) are continuously braced by sheathing mless otba isc specifsed. What bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I(Y.W o.c. Connector planes shall be manufactured from 20 gaugeha dipped galvanized steel meeting ASTMA 653. Grade 40, unless otherwiseshowy. FABRICATION NOTES Prim to fabrication, the fabricator dull review this drawing to verify that this drawing is in conformance with the fabrics m's plans and to realize a continuing responsibility fen such verification. Any disvepancia are to be put in wtithig before toting or fabrication. Plates Ball cot be installed over Imotboles, cow or distorted grain. Member shallbe em fen tightfitting wood to woodbearing. Connector plates shall be located on both faces of the tnss with nails fully imbedded and shall be s)m. abom the jointunless otliawise down.. A 5x4 plate is 5' wide x 4' long. A 6x8 pine is F wide x 8' long. Slots (bola) rat pardon o theplate length specified. Double cuts m web members dill meet a the centrold of the webs unless otherwise down Connector plate sizes are minimum rim basedon the forces shown and may needmbeincreased fen cmain handling and/or erecim metes This unuss is notno be fabricated with fate re a:dam treated fumber unless otherwise dw9. For additional information m Quality Control refer to ANSvrPI 1- 1995 PRECAUTIONARY NOTES All bracing ad erection «ommmdation are to be follo. ed inaccordancewithaccepted industry publication. Tro sees are to be handled with particular care duringbandingand banding. delivery andinstallation to avoid damage. Temporary and permanent braciag for holding tenseinastraight and plumb position and In, raining laterl rouses dill bedesignedand installed by others. Careful handling is essential and section bracing a always rct)isitcd. Normal porn um-Y action rat tenses rapoues such temporary bracing during inullatim bemm vases to avoid toppling anddomiming. The mpavisioo of aoctimof onusesBallbe under the control of person experiencedin the installation of trusser. Profetsimiladvice shall be mugld if needed. Concentration of ananctiwa loads goeter than the design bads shall oo be applied to trusses at anytime. No bads other thaw the wsiglo of the cectms Ball be applied to trusses foul afla W faaaticg and bracing is mmpldcd TC: 2x 4 SP 82 BC: 2x 4 SP #2 WB: 2x 4 SP 63 2x 4 SP 02 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, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 57.3 ft W. 5.2 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..PORCE.. CSI. Cr ..BC. ..PORCE..CSI. 1- 2 - 65 0.36 C 4- 0 -281 0.35 0- 3 - 25 0.42 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Marl Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD60 367 MedxWon FL Chillkwta4 FL 32794 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 13 1 364 171 -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, BOT CHORD 4-0.-281/182,0-3.-25/24, Webs 3- 2.-126/261,0-0.-179/266, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.07/310 0.07/637 1 Horiz. -0. 03 -0.05 NA Max DL Deflection L/413 . 0.00 Long term deflection factor . 1.50 0.........Joint Locations ............... 1)0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF Prom PLP To ' TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -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- 7- 4 WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 3- 2 261 0.09 C 0- 0 266 0.38 5-3- 0 1 2 3.33 48# Attach with (4) 16d Toe - Nails 1.68 1 364# 9. 56" 276111.50" 5-3-0 4 3 1- 7-9 5-3-0 RI - 8- 5) 14# 34# Attach with (2) 16d Toe -Nails WARNING: Eng Job: READ ALL NOTES ON THIS SHENT. A COPY OF THIS DRAWING TO BE GIVEN To Dug_ ERECTING CONTRACTOR. BRACINGWARNING: Bracing shwa on this dewing is net anion bracing, wind bracing. portal loading or simitsr bracing which is a pan of Dsgnr : TLY Chk : the building designandusesmostbeconsideredbythebuildingdesigner. Bracing down is On Islaal mppon ofuus TC Li160 f member only to reduce bucklinglength. Provision must be made m aneher lateral bracing at ends and specified location determined by the building designs. Additional bracing of the overall structure may berequired. (See HUB-91 cture P a of TPI).Fca specific tea fussingrequirematts, contact building deagna.(Tros Plate bsimte, TPI is located n 583 TC Dead 7.0 pS f f70mfrio Drive, Matime, Wisconsin 53719). Componm Engineering by. Truss Elteneaing Co.. P.A. 1119 Srmndside R4 Fdatton. NC 27932 BC Live 10.0 ps f BC Dead 10.0 psf Scale = 0.4547 WO: ROAR3 TI: L2 12/ 1/zoos Lbr DF: 1.25 PIt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 7 47_ 74STc Design: Matrix Analysis yrorlle Yar- n: jtnuaauva,naa n ji—ya.za Job: ROANOKE R 3 Customer: WO:R0AR3 TI:L3 Qty:3 DESIGN INFO"IATION This design is for an individual building compoomt and hasbeen based co information provided b3. the client. The design. disclaimsany responsibility for damagesas . rump offaulty or incorrect mformatioo, specification and/or designs flunished to the toss designer by the client and the correction; oraccmncy ofthis information as it may relate to a specific poject and accepts no responsibilityor exercises nocontrol with regard in fabrication. handling shipment and installation of swats. This truss has been designed as an individual building component in accordance with ANSIfrPI 1.1995 and NDS-97 to be incorporated u pan ofthe building design by a Building Designs. When reviewed for approval by the building designer. the design loadings sbow must be chocked to be sure that the data shown m in agremsmt with the local building codes, local climatic records for wind or sowloads. Prroject.peci6tatims or special applied loads. Unless show, trim bat rot been designed An storage or occupancy bads. The design asmmn compression cb.ds (top or bottom) are continuously braced by shcahing unlm otherwise specified. Where bottom chordsintension are out Poly braced laterally bya property applied rigid .ding. they should be braced in . maximum spacing of 10'-0' o.c. Connector plain shall be manufactured from 20 gauge hen dipped galvanized steel meeting ASTM A653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabnicams shall review this drawing to verify that this dewing is in =formanca with the fabricald. plains and in realize a cooliooing responsibility for much verification. Any discrepancies ere to be put in wsidug before -niog or fsbricalioo. Plan thall not be installed over lcom lea koou ordistoled grain. Members shall be cm fortightfitting need in woodbearing Connector plan shall be located on both fens of the trim with nails fullyimbedded tad shall be cyan. abwa the joint mleflaherwiscshow. A50-plate is 5' wide a 4' long. A 6x8 plate is 6' wide x 8' long. Sots (boles) ran parallel to the plate Imgth specified. Doable emu on web members shall meet a the ce nmid of the websunless otherwise don Connector plate sins ate minimum sizes based om theforcesshow and may need to beincreasedlbt eenab handling and/or erection strcan. This truss is om tobefabricatedwith fuc retudamtreated tomb. elm mtb.wise shows. For additional informatim on Quality Coconut refer to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and .ectioo recommendaiems are to be bllowdin accordance with sceeped industry publiestiom. Trusses are to be handled with particular care doing banding and handling delivery and installation to avoid damage. Temporaryand permanent bracing for holding trusses in a straightand pbmb position ad forresisting lateral fences shall be dmigndandinstalled by others. Careful handling is cum a] and er¢tion bracing is Ways regwrd. Normal Precautionary action for trusses requires subtemporarybracing during installationbetween tmssn in avoid toppling and domioniog. Tbc mpavimn of erection oresBall be under the cement of persons experiencedin the installation of wssei Profmionuladvice shall be angle if em odd. Cooxouaione<mnstm.im toads greater than the design loads shall one be applied in trusses at any time. No bads other than the weight of the erecmrs shall be applied to mosses until after all fastening and bracing is TC: 2x 8 SP #1 D BC: 2x 8 SP #1 D WE: 2x 4 SP 93 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 3- PLY trues designed to carry 18' 9" span framed to BC one face 19' 3- span framed to TC opposite face WndLod per ASCE 7-02, CI.C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt• 1.0 Bld Type. encl L. 7.7 ft W. 7.7 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. TC. ..PORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 74 0.27 A 6- 5 74 1.00 2- 3 0 0.27 A 5- 4 0 1.00 WEB. ..FORCE.. CSI. Cr .WEB. ..PORCE..CSI. Cr 6- 1 - 440 0.06 C 5- 2 -2685 0.17 C 6- 2 0 0.00 C 3 PLYS REQUIRED EEEEEEEbm LinealFootage . 40.4 3-0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind 3-PLY TRUSSI fasten w/3wx 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 3 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. 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). Trues must be marked to prevent UPSIDE DOWN erection. GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.34/242-0.67/122 3 Horiz. 0. 09 0.18 HA Max DL Deflection L/247 . -0.33 Long term deflection factor . 1.50 7-8- 0 1 2 3 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 PLP From PLP 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 MAB. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz 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, BOT 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 3084N 8. 00" 3084 .50" 1, 4- 7-0 L t 6 5 4 7-8- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONT 1OR. BRACING NARKING: Ca rondesSystemsBracingshoreonthisdrawingismerectionbracingwindbracing, ponal bracing or dmila bracing wlich is a part of the building design and which mug be consideredbythe buildingdesigne. Bracing slowst is for lateral support of tea m®Derr only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ids and specified locations determined by the building designer. Additional bracing orthe overall gmctme may be required. (SanHIE-9l of TPI). Forspecific oustbracing repireentsm, contact building dedgner.(Tma Plate Inslimin. TPI is located a 593 4005 MARONDA WAY D'oeo0 o Drive. Madisoq Wisconsin 53719). Sanford, FL 32771 Comps EAW..4 by Tina Engineering Co.. P.A.. 8IS e^^uc:sid- R4 Fdemum NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *WSOD68 367 Medn" FL Chukiat% FL 32796 Scale = 0. 3716 Eng Job: WO: ROAX3 Dwg: TI: L3 Dagnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Flit DF: 1.25 O.C.: 2- 0- 0 BC Live10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: T:\TES-LOR\Jobe\PLORIDA\125\Jobs\ROAR3\ROANORE R 3\ROANORE R 3\L3.prx Job: ROANOKE R 3 Customer: WO:ROAR3 TI:N Qty:2 I DESIGN INFORMATION This design iffor anindividt al building component sod has been based on information provided by thediem. The eesigna disclaims any rapomobiliny for damage as a result offaulty or incorrect information. specifications andlor designs famished to the truss designer by the diem realthe correctness or accuracy ofthisinformation o it may relate to a specific project and scerpts no responsibility oraacixs on control with regard to fabrication, handling dupmm and unsultrum ofwoes This trots has been designed as an individual building component in accordance with ANSVrPI 1.1995 and NDS-97 to be incarporsted a pan ofthe building design bya Building Designer. When reviewed for approval by the building designer. the design loadings sbowv most be baked to be sure that the data sber o are in agecmm with the local building code, local climatic records for wind or souw loads, project specifications orspecial applied bads. Unless ghowa truss has rot been designed forstorageor occupancy bads. The design assume wmprcW= chords (topor bottom) are continuously brad by sheathing unless otherwise specified. WherebottomebodsintorsionateomfullybracedWenllyby properly applied rigid ceiling they sboald be braced at a maximum spacing of Id-0' o.c. Connector pales shall be manufaturd fom 20 gauge ha dipped galvanized steel mavng ASTM A 653. Grade 4% unless othawisc shown. FABRICATION NOTES Prior to fabricuiou, the fabricator shall reviewthis drawing to verify that this dewing is in conformance with the fabricators plans and to realize a continuing raponsiEiliry frosuch verification. ation. Adiscrepancies are to be put in writing before coning or fabrication. Mum shall out beinstalled ova knothole& toots or distortedgrain. Members shall be at fro tight fitting wood to wood bearingConnectorplateshallbe'=led on bahfanso1the mass with nails fatly imbedded and shall be s)m. about the jointonlesi oitimvisesh- A Si4"plate is5' wide iiV long. A 6a8 plate is 6' wide a 8' bog. Slots (bola) run parallel to the plate length specified. Double cuts on web members shall meet as the [tumid of the webs unless od- ise shown. Cmm for plat, sizes erne miniutvm sizes basedout theforces sbown and may needto be increased for certain handling arWor auction messes. This mass is out to be fabricated with fire retardam owed umber unless otherwise shown. For additional information onQuality Can=] "fer to ANSVfPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommerdatiom are to befollowed in accordance with accepted industry publications. Trusses arc to be handled with particular care duringbanding andbundling delivery andinstallation to avoid damage. Temporary and permanent bracing for holding masses in a straight and plumb position and fro resisting lateral forces shall be designed andinstalledbyothers. Carefal handling is -muiA and erection bracing is alwaysrequired. Normal preumionn) action for trussa requiressuch tmporuy bracing duringinstallation berwxen tresses to avoid toppling and dominoing. The mpervisim of erecdmof tmssashall be under the control of personsapaienced in the installation of mosses. Professional advice shall be sought if needed. Couccmndon ofconstruction Indsgrata than the design loads shall rem be applied to tars$ at airy time. No bads cab= than the weight of the aecton shill be applied to trmas6 mail after all fastening and boning is completed TC: 2x 4 SP 82 BC: 2x 4 SP 82 WB: 2x 4 SP $3 2x 4 SP /2 0- 0 I: 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. MAX. REACTIONS PER BEARING LOCATION----- X-Loc 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 . 0.00 Long term deflection factor . 1.50 0-8- 0I"1 468# 8. 00" 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 ASCB 7-02, C4C, V. 125mph, H. 15. 0 ft. I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 38.0 ft W. 11.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 1287 0.46 A 1- 0 -918 0.27 2- 3 - 130 0.32 A 0- 5 -1390 0.35 5- 4 - 1386 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 11-0- 0 4.00 2.00 mma...Joint 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(s)s 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-1287/1273,2-3.-130/97, BOT 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, 460# 2.50" 10-8-8 6 5 4 1-4-8 10-8-8 0-1" 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 8R8CIING CONTRACTORBRACING WARNING: Dwg' LM,arotida Systems Erasing shun to this drawing is not erectroe bbracing.wild bonne, portal bracing orsimilar orating which is a pan of Dsgnr : TLY Cbk the building designs red vhic6mu.st be considered by thebuildingdesigorr. Bracing shown is for Waal appon of tuna mmbonly to m reducehackling length. Provisions ast bemadetoanchorWeal bracing at ends and specified locationsen do actinrd by the buildingdesigner. Additional bracingof the ovaa8 structure TC Live 16.0 sf may be required. (See HUB-91PofTPI).For specific trmss bracing requiremems, contact buildingdesigoa.(Truss Plate Institute. TPIislocated at 593 TC Dead 7.0 psf 400S MARONDA WAY DowGio Drive. Madison, Wistansm 53719) Sanford, FL. 32771 Component Ecgiaocri.d bY- Trans Fagiocaing Co.. P.A., BIB Somadsien Rd. Edenton. NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE OWS0068 BC Dead 10. 0 psf 367 Medallion /L Chadudta, FL 32764 1 TOTAL 43.0 psi Design: Matrix Analysis Profile Paths T:\ TEE-LOX\Jobe\FLORIDA\125\Jobe\ROAR3\ROANOXE E 3\ROANORE R 3\N.prx 4-0-6 Scale = 0.3739 WO: ROAR3 TI: N 12/1/ 2005 Lbr DF: 1. 25 Plt DF: 1.25 O.C. s 2-*0- 0 TPI-02/FBC-04 Code: FLA Job: ROANOKE X 3 Customer: WO:ROAX3 TI:O Qty:ll 1 DESIGN INFORMATION This design isfor an individual building component and has ban based on information pmided bytheclient. The design. disclaims any responsibility for damage as a result of faulty or intr net information, specifications mWor design furoishod to the truss designer by the client in a accuracyandthecorromuracy ofthis information as it mayrdme to a specific project and rrcceptson responsibility or eaereises - control with regard in fabrication, batdling. shipmcm and installation oftmssn. This moss banbeen desigoed aan individual building component in accordance with ANStrrPl 1-1995 and NDS-97m beincorporated aspanofthe buildingdeign by a BuildingDesigner. When reviewd forapproval by the building designer. the deign loadings show- must be checked to besure that the dau shown arc in agreement with thelocalbuilding coda localclimatic records fa wind ormow loads. project specifications or special applied loads. Unless ahoy o uuss has not bent d..ipW for storagea occupancy loads. Thedesign assumes compression chords (lop o bosom) are continuously braced by sheathing adess otherwise specified. When bottom chords in tension arc not fully brad Iatcrally by property applied rigid ceiling. they should be brad at a maximum spacing of Idel o.e. Comector plate shall be mamfatured from 20 gorge ba dipped galvanized sued meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing in vmfythatthis drawingis in conformance with the fabricators plans and to realise a continuing responsibility for such verification. Anydiscrepancies sue to be put in %siting before cutting or fabrication. Plies dull on, be installedover mothola knotsor distorted grain. Members shall beau for tight fining wood to wood bearing. Conrseta plates shall be Imam on bah fans ofthenunwithroilsfullyimbeddedandshallbes3m, about thejointunless cthmsise shown. -A 5x4plateis5' videa 4- long. A 6.3 plate is 6- wide a 8' long. Slots (holes) run Parallel to the plate length specified. Double cuts on web member shall mces .1 the curuoid ofthe webs unless otherwise sbow-. Coonector plate sim are minimum sinsbased onthe faces sbD" and may need to be increased for certain handling and/or erection stresses. This truss ismot tobe fabricatd with fire rttardam (scud lumber W. otherwise dmw-. For additional information on Quality Control refer in ANSVfPi 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tobe followd in a .n d-- with aaepted industry pablications. Trusses see to be handled with particular care during banding and bmdliog, delivery and installation to avoid damage. Temporary and p.maoent bracingforholdingmnsses in a straight andplumbpositionandfaresistinglateraltonesshallbedesigned and installed byothers. Careful handling is essential and erection bracing isaluts s required. Normal precautionary action for, buses requires inch temporary bracing during installation betwxen trussesto amidtopplingand dominoing. The mpmvssuon of,rationof trussesshau be under the control of permmexperienced in the installation of tmsses. Professional advice shall be mught if nceded, Concemntion of construction Inds greater than the design Inds shall ua be applied to trusses, at any lime. No loads other than the weight of the ,rectos dull be applied in trusses until A. ell fastening and bracing is TC: 2x 4 SP 42 BC: 2x 4 SP #2 WE: 2x 4 SP N3 2x 4 SP 02 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 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 0.17/562 0.17/727 3-2 Horiz. - 0.02 -0.03 NA Max DL Deflection L/750 % 0.00 Long term deflection factor % 1.50 10- 8- 8 2 3 4- 5-3 0- 6-6 0- 8-0 532ft 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 Cqw 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s)r 2 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2 1287/1328,2-3.-130/114, HOT CHORD 1-0w-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, 4. 00 2. 00 460# 2.50" 10- 8-8 - Ir 6 5 4 1- 4-8 10-8-8 R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LarondaSystemsBracingshowncurthisdrawingisnotanionbracing, %ind braising, pots] bracing or similarbracing wtich is apun of the buildingdesign and %ticb must be consideredbythe building designs. Bracing dhow- is for lateral svppon of trussmembers only to reduce batting Iength. Provisions mustbemadeto anchorlateral bracing aands and specifiedlocations determined by the building designer. Additional bracing of theoverall mature may be required. (Sec FO8-91 of TPI).F. spoeifm truss bracing regoir®enst comae building deigner.(Truss Plate Institute. TPI is located at 583 4005 MARONDA WAY VOrofrioDrive, Madison.Wisconsin53719). Sanford, FL. 32771 Componm Engineering by Truss EnSioeaing Co.. P.A.. 818 So Msid• R4 Edenton NC 27932 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rw0050068 367 11ada1111on / L Chtduo* FL 32764 Joint Locationswa000v.. won=new 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, CeC, V% 125mph, H- 15. 0 ft, I- 1.00, Exp.Cat. B, Xzt% 1.0 - Bld Type. encl Le 10.7 ft W% 10.7 ft Truss in END zone, TCDL% 0.0 psf, BCDL% 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..PORCE.. 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- ice$ 4-2- 6 Scale = 0. 4112 Eng Job: WO: ROAX3 DWg: TI: 0 Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 Dsf v4.7.32-25915 Design: Matrix Analysis rror l le raen: as%a urn -roan vseeaaamvr uvaaun ka.4 i ku- v- vavvausv,avaa - +vet ............. - ,vet,. yet.. Job: ROANOKE R 3 Customer: WO:ROAR3 TI:P Qty:2 ' DESIGN INFORMATION This design is for an individual building component and has been baud oninformation provided by the diem. The designer disclaims any responsibility for damages a . malt offanhy orincorrect information. spetivatiotts and/or designs furnished to the bass design. by the cliemand the amn mess w acea acy of tbis information as it may relate to a 1pecifKproject and accepts no responsibility or exaeises on control with regnd to 6brxatmn, handling. shipment and inswitdonofmuses. This tmss has ban designed a an individual building component in accordance with ANSVfPI 1-1995 and NDS- 97 W be incorporated a pan of the building design by aBuilding Designer. When reviewed forapprovalbythebuildingdesigner. the designloadings showmostbe chocked to be sorethat the datashown am in agreementwith the local building codes, local climatic records for wind a mow loads, project specifications W special applied bads Unless shown, ban has nee been designed M storageor occupancy bads. The design assnma compression chords (sop or bonmu) are comin000sly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fillybraced laterally by aProperly applied rigid ceiling. they should be braced n a maximum spacing of 104' ox. Coonatw Plea sloop be manoGcturd Isom 20 gauge hot dipped galvmi:m nod meeting ASTM A 653, Grade 40, unless otherwise Shown. FABRICATION NOTES Prior to fabrication. the fabricatorshall review thisdrawing to verify that this drawing is in coolmon cc with the fabricames plans and to rWin a continuing responsibilityforsuchvairknim. Any diurewn,ia are w be put in writing before coning or fabrication. Plata shall am be installed ova knothoks. tams or distorted grain. Members dull be an for light fining wood to woodhearing. Connector plate shall be located on bah lases of the tomwith nails fully imbedded and shall beOtn. abut the jointunless otherwise shown: A-5x4 plate is V wide r 4' long. A 6x8 plate is 6- wide x g' long. Slots (bola) mo parallel tothe platelength specified. Double cuts onweb members dull meet et the centroid of the webs unless otherwise sb.-. Connector plate sin are minimum sues band no the forces shown and may need to be increased 1w certain handling and/or aaliooQlaiea. This tom is sot to be fabricated with fire reurdam created lumber unless otherwise shown. For additional infwmatioo onQualityConsul refer to ANSViPI 1. 1995 PRECAUTIONARY NOTES All bracing end "ectloo roconnmendatlom arc to be allowed in accordance with accepted industry publications Tmtses art to behandled with Pmk-l- cam during banding and bundling delivery and installation toavoidd ..V. Temporary and Permanent bracing for holding trusses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Cucfbl handling is a snuial and erection bracingis alwaysrequital. Normal pteeamimaq action fur canes rtgnrta such temporary braeng during installation between wan, w avid toppling and do mining The supervision of erectionof woesshall be under the ammul of permexperienced in the installatico of susses. Professional advice shall be sought if neded. Concentration of ennftluctumInds great" than the design Inds shall not be applied to tr,ma at any time. No loads other than the weigfd of the ."ton shall be applied tosuss" until after all listeningand bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 38.0 ft W. 11.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Reg 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 MA%. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz 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 6.= Joint Locations=tututset .....== 1)6i0-=0. 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-1082/838,2-3.-794/589, 3- 4.-724/613, HOT CHORD 7-0.-681/845,0-6.-811/1038, 6- 5.-34/38, Webs 2-6.-274/269,6-3.-57/132, 6- 4.-624/786,5-4 379/338,0-0=-130/168, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.05/999-0.09/999 6-0 Horiz. 0.01 0.03 NA Max DL Deflection L/999 . -0.04 Long term deflection factor . 1.50 7- 6- 0 3-6-0 2 3 4 4. 00 2. 00 0- 8-0 545# 8.00" 465# 2.50" 7- 4-4 t 3- 7-12 1, 1- 4-8 I1-0-0 Ri- 5- 6) 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: EMarondaSystemsBracingshownonthisdrawingisnoter`°ieO bran& wind bracing, portal bracing or similar bracing which is a Pan of the building design and which must be considered by the building designer. Bracing dtowo is for lateralsupport of truss membersonlytorducebucklinglength. Provisions moss be made to anchor Weal bracing st tads and specified locations determined by thebuibfing designer. Additional bracing of theoverall structure may be required. (See HIB-91 of TPp.For specific suns bracing requirements. contact building designer(froa Plae instimto. TPI is located n 583 4005 MARONDA WAY DOoofrioDrivaMadison. Wisconsin 53719). Sanford, FL. 32771 ognpomt Engineering by: Trod Engineering Co.. P.A.. 819 Sound side R4Edenton. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 ModaBon PL ChAwbo, FL 32766 Scale = 0. 4860 Bag Job: WO: ROAR3 Dwg: TI: P Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 oaf v4.7.32-2586: Design. Matrix Analysia rro al as racers a: Nana -sun suva,. xrw - x.... v.w.. v,vv„v.v+ v wv....v.vo - .' -_••_ - v •r.^ Job: ROANOKE R 3 Customer: WO:ROAR3 TI:Q Qty:2 ' DESIGN INFORMATION This design is for an individual building eamponaet and has been based on information prmided by the diem. The design. diu laimsany rerponsibility for damages asa result offaulty or incorrect information, sporirxatiom and/or designs fomished m the toss designer by the client and the cm,cancss or accmacy ofthis information as it may relate to a specific project and accepts on responsibility or es.cises oncontrol wiIn regard to fabrication. handling, shipment and installation oftrusses. This truss has beat designed a an individual building component in acaant...,c with ANSVfPI 1-1995 and NDS-97 to be inwrpo sited as pan ofthe building design bya BuildingDesigner. Whatrevimvd for approval by the building designer. the design loadings sho.n mug becheckedtobewethatthedatafhow9ateinagR.natl with the local building cod.. local climatic records for wind orsow bads, project specifications Or special hied loads. Udm mown cross has not bens designed for storage oroccupancy loads. Thedesign asmma compression chords (lop or bottom) are cantinvougy braced by sheathing udm otb.wis, specified. Where bottom chords in tension are rot fully braced locally by a Property applied rigid calling they should be bracd a a maximum spacing of 10E-s' o.c. Comecmr plain shall be maonracmrcd 6om 20 Barge but dipped galvanized sled meeting ASTM A 653. Grade 40. onlm mh.wiu mowed. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing to verify that this drawing is in conformance with the fibricatolf plum and to realize a continuing responsibility Cor reach verification. Anydiscrepancies are to be put in writing before totting m fabrication. Plain ma0 not be installed ova mmhulm knots or distorted grain. Member dull be cm fm tigbt fining wood to wood bearing. Connector phua shall be located on both face of the trim with nails folly imbedded surd shall be ym. abortdesjointan!m oth.wisedsowo-A 5x4 ploeis5' widex- 4' bog. A 6xg plat. is 6' wide x g' bog. Slots (boles) red panlld In the Aloe length specified. Double cats on wtb members mall mca a the centruid ofthe wcbs unless; otherwise shown. Connector plate sizm are minimum size based onthe forces mowm led may need to be incrraacd for certainhandling ad/or eectim, mores This nose is oat to be fabricated with fire ramdmt trued bmba unless otherwise show. For additional information on Q.Aity Control ref. to ANSVM 1.1995 PRECAUTIONARY NOTES All bracing and .cction reeommeodatbns are tobe rolbwed in accordance with accepted industry Publications. Tnussn arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and Permanent bracing for bolding .sacs in . straight and plumbPositionandfmresistinglateralImm, shall be designed and imulld by othms. Careful handling is -siai and auction bracing isalways required- Normal pswmimary action for trvssa rainiersuch temporary brxing daring imull.tion between wan to avod Initialing and dr miming. The mpmisiouoferection ofmossesmall be undo the control ofpersons experienced in the installation ofuvssa. Professional advice will be sought ifneeded. Conoatt+.tiao of comgmdion bade Pura than the design bads dull not be applied to t uss x at any time. No bads odra than the weight ofthe erector mall be applied to mean until ally all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 D WE: 2x 4 SP #3 2x 4 SP 02 2- 4,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 3' 0" open jacks (no webs) across center and Hip Jack Trues framed to BC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2674/425,2-3.0/31, HOT CHORD 6-0.-302/1810,0-5--395/2542, 5-4--393/2319, Webs 5-2.-8/957,2-4.-2346/398, 4-3.-206/74,0-0.-94/720, WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 957 0.31 C 4- 3 -206 0.04 C 2- 4 -2346 0.46 C 0- 0 720 0.62 C 0 2-3-3 - 6-6 1 t MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. WndLod per ASCE 7-02, CQC, V- 125mph, Her 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L- 38.0 ft W- 11.0 ft Trues in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Reg Supported span based on int. wind zone. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 4 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" D.C. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. GLOBAL MAX DEFLECTIONS--------- 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 Joint Locations............... 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLP From PLP 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 LEE Location BC Vert L+D -513 4- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-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" R1- 5- EXCEPT AS SHOWN PLATES ARE MiTek MT20 Laronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 2i7 Madanion FL Ctaduets, FL 32760 07?06 4-4-4 513.1# 6- 7-12 fflut"lfiv: READ ALL NOTES ON THIS SHRET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing %boom onthis dewing is ourauctionbracing. voidbracing. Postalbracingor similarbracing utichisa panofthebuildingdesignandwticbmostbeconsideredbythebuildingdesigner. Bracingshownis (burlateral supportofbanmambertonlyto "dace buckling length. Provisions most bemade In anchor [metal bracing at ads and specified locations da.mined bythe building designer. Additional bracing oftheoverall structure may be required. (SeeHIB-91 ofTPI).For specific bass bracing requirments, contact building desigv.(Truss Plate Imtimse. TPI is located at S23 Donofrio Drive. Madison. Wiacon si 53719). Compobm Engineering by. Tram Engineering Co.. P.A, SIB Soondside Rd. Palattoq NC 27932 T 1-5-0 0-7-6 11 734# 2.50" Scale = 0.3310 Eng Job: WO: ROAR3 DWg: TI: Q Dsgnr:TLY Chk: 12/l/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Designs Matrix AnalyBlB rro... a rams ..N.era...Auaurs....sns•.vavas.v,v.w.v. .. +s .,,..w..., .. --te- Job: ROANOKE R 3 Customer: WO:ROAR3 TI:R Qty:2 DESIGN INFORMATION Thisdeign is fht an individual building componcoa sad hasbeen basedon infomution paidcdby the dim. The designer disclaims my responsibility for damages a a 11 of faulty or incortct information, specifications mWor designs famished tothe ones designer by the client and the correctness or aamaey ofthis iarormalion a it may relate to a specific poject and acoeps no responsibility or exercises can control with regard to fabrication handling, shipment and installation ofuvsta. This trues has been designed as m imividoal building component in accordance with ANSVfPI 1-1995 rated NDS-97 to be incorporated aspan ofthe buildingdesign by a Banding Designs. When reviewed ran approval by the bnildmg designer. the design IWdingf that— mast be chased to be sale that the dau shown are in agreement with the local building codes. local climatic records Lou wind or mow Inds, project speci&atiom or special applied bads. Unless drown, ones has r:m been desigted for storage or occupancy loads. The design assuma compreaioachords (copor bottom) arecommuously braced by dxathmg unless otherwise specified. Where bottom chordsin, are net Polly braced 6lerallyby a property applied rigid ceiling they should be braced a a maximum spacingof10-0' ox. Connector plates shall be mmafactured from 20 gage boadipped galvanised sled meeting ASTM A653, Grade 40, adess otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conliamumee with the fabricames plans and to realiae a continuing responsibility for such verification. Anydiscrepancies are tobe pm in wsimrg before cutting or fabrication. Plates mill am be inattalled ova knotholes, sorts or distorted grain. Membe s shall be em fan tight fining woad to woad bearing. Conneerorplates shall be loatdon bah facesofthetramwithnailsfullyimbeddedandstallbesym. about the join tmless otherwise mows: A'5x4 pIxm is Y.wide.:_ V long. A 6x8 plate is 6' wide x 8' long. Sloes (boles) mo parallel lothe plate lesagth specified. Double cutson web members shall man at the cmtroid orthe webs unless otherwise mown. connector plate saes areminimum sizes basedno theforces shown and may need to bei cmased for certain haadlang and/or action asaw. This no is net to be fabricated with feeretardant treated lumber amen: otherwise mown. For additional mfbrmatia - Quality Control rtfa to ANSVrPi 1- 1995 PRECAUTIONARY NOTES All bracing and nation raommenduiani are to be rolbwcdinaccordancewithacceptedindustrypublications. Truax are an be handled with particalarcartduringbandingsandbundling, delivery and installation to avoid damage. Temporary and permsnem bracing for bolding tresses in a straight and plumb positmo and for residing lateral fortesmall be designed ad iassad d by othm. CatePol biodling is-6 sad erection bracing is always required. Normal pccawiooaty setioo for onsses requires suchtemporary bracing dig installationbetween trnaes to avoid toppling and deninoing. The mpemsion of erection ofsasses shallbe order the control of persons expaiencdin the installation of trusser. Professionaladvice shall be sought U needed, Concentration of construction loadsgreater than the design bads shall ant be applied to cusses at any time. No loads other than the weight of the actors shill be applied to tresses until afterall fastening and bracingis TC: 2x 4 SP 02 BC, 2x 4 SP 02 WBr 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. MAX. 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 Cqw 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2w-3/3, SOT CHORD 4-0.-6/6,0-3.-1/1, Webs 0- 0w-4/5, WEB. ..PORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 0- 0 5 0.00 C Joint Locations wwwwwwwwvaawwww. 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 Right End vertical designed for wind. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, In 1.00, Exp.Cat. B, Rztw 1.0 Bld Type. encl L- 38.0 ft Wet. 1.7 ft Trues in END zone, TCDL. 0.0 pef, BCDL- 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 3 0.00 A 4- 0 -6 0.00 0- 3 - 1 0.00 GLOBAL MAX DEPLECTIONS--------- 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 a 0.00 Long term deflection factor . 1.50 1-8- 4 1 2 4.00 Attach with (2) CIL: 1- 7- 0 16d Toe -Nails 60# 2. 50" 5x8 1- 4- 1 0-6- 6 0-2- 1 2.00 0-8- 0 t5 M 143# 8. 00" 13# 2.50" 1-8- 4 4 3 1-6- 0 1-8- Rl- 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 NARKING: Maronda Systems Bracing shown on this dawinSis not etectionb o&%indbracing. postal bracing mtimilarbnadngwtichisapan of the building design sod which mug be considered by the building designer. Bracingshow is Lou lateral mppon of truss members only toreduce buckling length. Provisions mod be made to amber lateral bracing at ends sod specified locations daamiod by the building designer. Additional bracing of the overall annctore may be required. (See IUB-91 ofTPI).F. specific nobracingrequirements, contact building desigua.(Tmss Plate Institute. TPI is located a 583 4005 MARONDA WAY WOnolrio Drive. Madison. Wisconsin 53719} Sanford, FL. 32771 Cbmpoom Engineering by Trues Engineering Co., P.A., 8IS Sonndside RA Edem NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE MM50068 307 Mesix" FL Chadualts, FL 32700 T _ - _ __ 0-11- l Attih with (2) kchhe- Nails Over 3 Supports Scale = 0.7149 Eng Job: WO: ROAR3 Dwg: TI: R DsgnrtTLY Chk: 12/1/ 2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0psfTPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-2549, Design: Matrix Analysis PtoIlle Patna A D\K VAaa A o\K.Fr Job: ROANOKE R 3 Customer: WO:ROAR3 TI:S1 Qty:2 DESIGN INFORMATION TC: 2x 4 SP S2 MULTIPLE LOADS -- This design is the Joint Locations ............... This design is for an individual buidingumpooan and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 3- 4- 0 has been baxdoninformationprovided bythe client. 77c WB: 2x 4 SP #3 L. and R. End verticals designed for wind 2) 3- 4- 0 4) 0- 0- 0 designerdisclaims any responsibilit5'fmaamagaasa GEL: 2x 4 SP ®3 This trues has not been designed for ROOF In -Plant Quality Assurance with Cq- 1 resnitof faulty or incorrect mfamatme. specifications All COMPRESSION Chords are assumed to be PONDING. Building designer must provide MAX. REACTIONS PER BEARING LOCATION ----t and/or designs furnished to the btu designer by the client mdthe corramasor accuracyofthis information ait continuouslybracedunlessnoted otherwise• adequate drainage to prevent ponding. (0.25 X-Loc BSet Vert Horiz Uplift Y Type mayrdarcloaspecific prejersand auqum WndLod per ASCE 7-02, C&C, V- 125mph, in./ft. min. elope to drain). Trues must be 0- 4- 0 1 143 0 -237 B Pin responsibility oraacixsmcostrolwith regard to H. 15. 0 ft, I. 1.00, Exp.Cst. B, Xzt- 1.0 marked to prevent UPSIDE DOWN erection. 3- 0- 0 1 143 0 -237 B H Roll Ghistrisshasbehandling, Bld Type. eacl L- 3.3 ft W- 3.3 ft Truss FORCES (lb) - Max Compression/Max Tension PROVIDE UPLIFT CONNECTION PER SCHEDULE an building This truss has been dmc wi asNindividuallbuildingdesignedcomponcmin accordauce with ANSVfPI I-1995 and in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf TOP CHORD 1-2.-65/90, TC. ..PORCE..CSI_ Cr ..BC. ..PORCB..CSI. NDS-97tobeinrmpm ,cdapart ofthe building design Impact Resistant Covering and/orGlazingReq BOT CHORD 4-3--65/90, 1- 2 90 0.23 A 4- 3 90 0.09 by a Building Designer. Who reviewed for approval by WEB. ..FORCE..CSI. Cr .WEB- ..FORCE..CSI. CrWebs 4-1.-77/222,1-3-0/0,3-2--77/222, GLOBAL MAX DEFLECTIONS--------- thebuilding designer, the design loadings shown most be 4- 1 222 0.2 3 C 3- 2 222 0.2 3 CLL TL chucked sure, that be sure, the data e in are, agntmau 1- 3 0 0.00 C in,./Ratio in./ Ratio Jnt(B). with the local building codes. local climatic raeordsfm windorscowloads. project specifications or special I. Span 0.03/795 0.03/795 2-1 Wind loads. udea shown nuns has out been designed Horiz . 0.00 0.00 NA for storage or occupancy bads. The design assuma Max DLDeflection L/999 . 0.00 compression chords (top or boaom) are couriomasly Long term deflection factor . 1.50 brxcdbyd"hingunlenaeavixspecifiea what bottom chords in tansim are ourfullybracedlaterally by. property applied rigid wiling, theymould be braced at a maximum spacing of i e-0' oar. Connector plara shall be 3-4-0mmafactored from 20 gauge hm dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise mown. 2FABRICATION NOTES Prim to fabrication, thefabricatormall review this drawing to verily that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such voifitation. Any disuepmcia arc 3x4 2x4 to beput in writingbefore cutting or fabrication. Plum mall net be installed ova kmtboles, koms or diaoned grain. Members shall be an for tight filling wood to wood bearing. Conner plasm shall be bated on bah Domes of the trim with mils fully imbedded and shall be sym. about the jolm unlessotherwix shtt". A 5s4 plate 6 5- wide n_ 4' long. A 6a8 plate is 6' wide x 8' long Slots (bola) inn panllcl to the plate length specified. Double cots on wcb membersshall meetsothe cauroid of thewebs unless otherwise sbown. Ceausescu, plate sins are minimum 3-0-0 3-0-0 size baud cm the (ones shown and may need tobeincreasedforcertainhandlingmNaoratimarena. This crass is out to be fabricated withmereardam owed TM1 I®berodes mhawitemown. For."timai inrormuion on Quality Conant refs mANSlrrPi1-1"s PRECAUTIONARY NOTES All bracing anderection recommendation: are to be followed in accordance with accepted industry 2x4 3x4 publications. Trusses arc m be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permmau bracing for holding uvsses in a anaignt and plumb positionandfin resitting latail facesmall be designed and ivaalledby others. Cardbl hmNivg is —t atl and amino bradng is always required. Normal prcmmiomry action lbr bane tr6a such temporary bracing dining en inailWien between anam to avoid toppling and dominoigg. The mpmWw of nationof avnm mail be IIY71I t"—/1I) under the control orper our, experienced inthe143M8.00" 143# 8.00" installationoftrvssea Professional advice shall be sought if media. Cor-matim of mrwmaim loads grata than 3-4-0 the design loads shall ram be applied m mina at any time. No loads other than theweightoftheamourmallbeappliedormusesmmilandall summing and bracing is 4 3 completedCOSMETIC PLATES (8)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO SEE"' CONTRACTOR. BRACZNO NARHING: F—onda Systems the building deBradngshonmthndwingusign and which must mtemaanbe considered htby the building des,dngwind bracingIbragmalmiWcingwhisapanofign-. Bracingmown is foW r enlmpposoftines membersonly to buckling length. Provisions must be made to anchor lateral bracing at cods and specifiedlocationsdeterminedby thebuildng designer. Additional bracing of the overall muctme may be respired. (Sin MB-91 of TPI).For specific truss tracing requirements. contact building desipu.(fmn Mate Institute, TPI is located at 383 4005 MARONDA WAY DlomaioDrive. Madixn.Wisconsin 53719). Sanford, FL. 32771 component Engineering by. Truss Engineering Co.. P.A. 219 Somdside Rd. F. dausto NC 27933 407)32JL-0064 Fax (407) 321-3913 TOMAS PONCE D.E. LICENSE 000050068 30711 1 10, PL Chukwtn. FL 32766Scale = 0.5085 Eng Job: WO: ROAX3 Dwg: TI: S1 Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFs 1. 25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Designs Matrix Analysis Profile Path: Ts\TEE-LOX\Jobe\FLORIDA\125\Jobe\ROAR3\ROANOXE X 3\ ROANORE X 3\Sl.prx F I I Job: ROANOKE R 3 Customer: WO:ROAR3 TI:T Qty:6 DESIGN INFORMATION This design is for an individual building component and hasberm based on information provided by theclient. The designer disclaims any responsibility lbr damages a a 11 of faulty or iaare tinformation, specifications and/or designs furnished to the now designer by the client and the correctnessor accuracy ofthisinformation asit may relate to a specific project and accepts on rapontibitity or eaaciseson control with rtgard to fabrication. hand3ivy shipmm and insallatioo oftru x This truss has been designed a m individual building component in accordance with ANSVfP1 1-1995 and NDS-97 to be incorporated a pan of the building design by a Building Designer. Whin reviewed fm approval by the building designer. the design loadings shown must be choked to besure thatthe dau shown arc in agreement with the local building coda local climatic records W wind or sow loads. project specifications or 9-ial applied loads. Uolm showy truss has non been designed for storage or occupancy loads The design assuma compression chords (top or bottom) are coosim untly braced by sheathing milrm otherwise specified. Where bottom chords in lension see am fully braced laterally by a property applied rigid ceiling. they should be braced at a maaimam spacing of1014, o.c. Comxcmr plain shall be mamfutusd Gum 20gauge bondipped galvmW steel meesicut ASTM A653. Grade40. unless otherwise show. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatnes plans and to rediae a continuing responnbility for inch verification. AnyAndiscrepanciesare to be pat in writing before cutting or fabrication. Plates dull not be installed over mmholn knots or distorted grain. Members slap be can for tight fitting wood to wood bearing. Connector plash shall be loafed on both fan oftotramwithnailsfullyimbeddedanddullbe53m. shoo thejoim holm otherwise mown. X50plate h5' wide x" 4' long. A 6xg plate u 6• aide a 8' long. Slots (holes) rho parallel to the plate length specified. Doable cats on web members mall mat at the cenheld of the webs unless otherwise draw. Conmectm plate elm sec minimum sign based on the forces mown and may need to be increased for certainhandling and/or section Nash. This truss is ont to be fabricated with fun r,taedmt treated lumber unless otherwise low. For additional infomaion on Quality Cobol term to ANSVrPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection reeummendatioa are to be followedinaccordancewithacceptedindusstrypublications. Trusses arc m be handled with panic -la, care dairy band;- and handling. delivery and installation to avoid damage. Temporary and permanent bracing for holding hnsses in a straight and plumb position and for resitting lased faces mall be designed andinstalledbyothers. Careful huudling is essential and e ctioo bracing is always required. Normal peamiaury action for mosses tequim Loch temporary bracing dining iuuallalion between hoOaw avoidtoppling and domiming. The supervision ofcrationoftru9adollbe under the control of personsespaimced in theimtdlaiw of wanprofessional advice dell be sought if needed. Corcentntioo of constnsaiontools greater than the design Inds shall not be applied to tmsses ar any time. No loads other than the weight of the tcecuu, shall be applied W trusses now after all RRening and bracing is TC: 2x 6 SP R2 BC: 2x 4 SP 92 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 1-2.0/33, BOT CHORD 1-3.-13/4, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 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 8- 0 P: 9 N 171 H 8.00" 53H 1.50" 3- 0-0 4 3 0- 10- 8 , 3-0-0 RO- 3- 9) 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: LarondesSystemsBracingsbownonthisdiningaramermmn °ratio{. wind bradny Paul °rating a similar bracing which is a pan of the building design andwhich most becaaideredby thebuilding designer. Bracing downisfa lateral support oftrussmembrn only to reduce buckling length. Rovisiom must be made W anchor latent bracing at ends and specified locuions determined by the building designer. Additional bracing ofthe overall Nuctare may be required. (Sec RID-91 of TPI). For specific bass bracing requiremms, comact building desigher.(Truss flue Institute. TPI is located at 583 4005 MARONDA WAY D'Gmtio Drive. Madison, WiROndn 53719} Sanford, FL. 32771 Court Fagnemug by Tana Engineering Co.. P.A.. 818Swodside PA Edenton. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Machias FL Chadgotar FL 32764 Joint Locations............... 1) 0- 5- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 5- 8 WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 3.0 ft W. 3.0 ft Truss in END zone, TCDL. 0.0 pef, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 33 0.14 A 1- 3 -13 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). 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 Ith ( 2) 16d Toe - Nails Over 3 Supports Scale = 0.6161 Eng Job: WO: ROAR3 Dwg: TI: T Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C. s 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Codes FLA Design: Matrix Analysis Profile Path: T:\TEE-LOX\Jobs\FLORIDA\125\Jobs\ROAX3\ROANOXE R 3\ROANORE R 3\T.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:D Qty:2 1 DESIGN INFORMATION Thisdesignis for an individual building eompooad and has beenbased on infornnssieo provided by the client. The designer disclaims any imp ..ibility for damage a a result of faulty or incorrect information specification mWw design furnished to the tan designer by the cfem and the correetneo or accuracy of this information as it mayrtJmc on a specific project and accepts m responsibility or exercise nocontrol with regard to fabrication, handling shipment and installation oftmsses. This truss has been designed as an i d.,idud building component in accordance with ANSVTPI 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 daagnuc, the design Loadings mews musi be chucked to be sure that the data shown art in agreemem with the local building codes, lad climatic rands for windor smw loads, project specifications W special applied loads. Unless shown, true has nor been designed for storage oroccupancy bads. The design acuma compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom churchintension are not fullyMach Iatarily by a poperly applied rigid ceiling they should be braced a a maximum spacing of 19-0' o.c. Connector plates shall be manufactured Imam 20 gauge hot dipped galvanised steel matins ASTM A 653, Grade 40. odes otherwise shown. FABRICATION NOTES Prior to fArkatoo, the fahtitatnr shall review this drawing to wily that this drawing is in wnfbrmance with the rabricatoes plans and to reline amminning responsibility for such verification. Any discrepancies ate to be pot in writing before costing or fabrication. Plum shall not be installed over knothole,, kmta W disarmed grain Mer nher% shall be esn for tight filing wood to wood bearing. Connector plate slug be lactated oo both fanof the trim with rills fully imbnddea and drill be syn. about thepint unless otherwise shown. A 5x4plateis 5* wide x 4' long. A 6x8 plate is 6' wide x 8' long. Sloe (holes) ran parallel tothe plate length specified. Double cots on web rumbas shall meet at the cenouid of the webs unless otherwise mews. Connector plate alro are minimum Cirobaudon the forte mown and mayneedtobe increased for certain handling VWW Galion stresses. This truss is oil to be fabricated with fire retardant treated lumber volms otherwise sbowu. For additional information onQuality control refer to ANSVfPI 1.19" PRECAUTIONARY NOTES An bracing and cation recommendations are to be followed in accordance with accepted industry publication. Tmssa are to be handled with particulareaseduringbandingandbundlin& deliveryand iusullatiou to avoid damage. Temporary and permanent bracing for holding tracts in a straight and plumb position and for relining lateral fortes mall be designedandinstalledbyothers, carefulhandling isecential and unction bracing is always required. Normal prenmimaq action for truces respires such temporary bracing during Installation between truces to avoid toppling and dominoing. The supmrisim oferection of maces shag be coder the control ofpasmos experienced in the innallatioa ofmaces. Professional advice nag be sutrght if needed. Comemntim of construction hew greater than the deign Inds mall not be applied to truces at any time. Noloads ether than the weightofthe erasionnag be applied to mosses until after all Warning ad bracing is cemplctd TC: 2x 6 SP #2 BC: 2x 4 SP N2 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 1-2w-22/0, HOT CHORD 1-3w-7/2, 1-7-5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 124 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 0-6-6 1-11- 2 1 2 6. 00 C/L: 1-10- 6 48# 1.50" 3.00 Face = 0- 2- 8 0-8-0 124# 8.00" 34# 1.50" 1 1-11- 2 L 4 3 0-10- 8 1-11- 2 y R0- 3- 9) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF TN18 DRAWING TO B8 GIVEN TO BRECTING CONTRACTOR. BRACING WARNING: M a ion da Systems Bracingshownon thisdrawingis not actionbracing. windbracing, portal bracing orsimilarbracingwhich isa panof thebuildingdesign and which must beconsideredby the buildingdaigaer. Bracingmown isfan lateral suppon ofouc menhas oily to reduce hackling length. Provisions mom be made to anchor lam! bracing at ends ad specified lee ion daumimd by the banding designer. Additional bracing ofthe ovucall ntuctac maybe requited. (See HIB-91 ofTPI).FW specific mac bracing requiremmn contact building dedgmer.(Truc Plate Inuiturm TPI is located atS33 4005 MARONDA WAY Dtlmliio Drive. Madisuo. W(ssonsin 53719). Sanford, FL. 32771 Competent Fngiaaind by: True Fagiucaiug Co., P.A. 918 Soaodsidc Rd Fdemaa, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Madallon FL CMAkat:4 FL 22746 wow-wow-tlwwJoint Locations------tltlwtltlw--- 1) 0- 5- 8 3) 1-11- 2 2) 1-11- 2 4) 0- 5- 8 WndLod per ASCH 7-02, CeC, V- 125mph, H. 15.0 ft. Ia, 1.00, Exp.Cat. B, Kzt. 1.0 w Bld Type- encl Lw 57.3 ft W. 1.9 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 -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 0.00 Long term deflection factor tl 1.50 Attach with (2) 16d Toe -Nails 1-2-3 1 Attach with (2) 16d Toe -Nails Over 3 Supports Scale =0.6880 Sag Job: WO: ROAK3 Dwg: TI: U Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis vroriLe Patin: + -je ,v Job: ROANOKE R 3 Customer: WO:ROAR3 TI:V Qty:2 DESIGN INFORMATION This design isfor an individual building component and hasbeen baudon information provided by theclient. The designerdisclaims any responsibility fordamages as a remitoffaultyor incorrect information. specifications and/or designs fiunishd to the truss designer by the client and the corratnea or accuracy ofthis infomatioo as it may relate toa specific project and accepts no esp ''bilityorexeeisesnecoawlwith regardm fabrication. handling shipmem and insulladw of tosses. This tornhas been designed as an individual building component in accordance with ANSVfPI 1.1995 and NDS-97 m be inempmatedupat of thebuildingdesignbyaBuilding Designer. When reviewed for approval by the building design=. the design loadings shownmost be chuckedto be curtthat the datashownare in agreementwith the local building coda local climatic records for wind or snow loads. projectspecifications or special applied beds Unless shown, mass has not been daigud for storage or occupancy bads. The design assumes compression chords (sup orbottom) an, cominmeetly braced bysheathing orders otherwise specified. Where bottom chords in len9w arc not fully braced laterally by a properly applied rigid ceiling they should be braced a a maximum spacing ofIdA' o.e. Connector planshall bemmofxmrd hum20 gorge bat dippedgOvanizd 0-1 meeting ASTM A 653. Grade 40. unless otherwise shoao. FABRICATION NOTES Prim m fabrication, the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricators plans and to realize a cow; ing responsibility for wch verification. Any discrepancies are, to be put inwritingbefore cutting or fabrication. Plato shall won be installed over knotholes, know or distorted grain. Membersshall be as for tight fittingwoodto wood bearing Connecticut plates shall be located w bah fans of the truss with nails fully imbedded and dell be sym .hues the joint adootherwiseshwa. A5x4pliteis 5' wide x 4' bog. A 6x8 plate is 6' wide x 8' long. Slots (bola) run parallelto the plate length specified. Double cats w web members shall men at the cemmid of the webs unless mb—iscshown. Coonector Plate size ate minimum sizes based on the forces show9and may nerd to be increased for certain handling adlor erection manses. This hues is cot to be fabricatedwith foeretandant owed lumber unless othau ize shown. For additional information on QualityControl refer toANSVfPI I.1995PRECAUTIONARY NOTES All bracing and auction aommendatiom atetobe follw•ed inaccordancewithacceptedindustrypublications. Trusser ate to be handled withparticular care duringbinding and bundlingdelivery and installation to avoid damage. Temporary and permanent bracing for holding roan in a straight and plumb positionand foot resisting latent forces dull be designed and installed by others. Careful handling isessential and erection bracing is always required. Norml precautionaryaction for trusses requires mcb temporary bracing during installationhas— cranes to avid toppling and dominoing. The supervision of ereetioo of ousses shall be cod= the control of persons experienced in the installation of ousia. Proferaiwal advice shall be sought if ceded. Concentration of construction loads greater than the design loads shall not be applied to messes at any time. No loads other than the weight of the erectors shall beapplied to anon until after W factoring and bracing is completed TC: 2x 6 SP • 2 BC: 2x 4 SP # 2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 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.- 9/0, BOT 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 ASCH 7- 02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bid Type. encl L. 57.3 ft W. 0.8 ft Trues in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/ or Glazing Req TC. ..FORCH..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 Joint 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 H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 01 I I1 C/ L:_0- 8- 4. Attach with (2) Orr 16d Toe -Nails C 5x6 1 1- 0-4 0- 10-14 Attach with (2) Face = 0- 2- 8 16d Toe -Nails 73117.50'141$ 1. 50" 1 0-9-0 4 3 L 0- 10- 8 L 0-9-0 1 R j' EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BS GIVEN TO racing CONTRACTOR. BRACING WARNING: La non dot SystemsBeracingsMwowthis dewing is noterection bracng windbracing portalbracingorsimilar bracing which isaPan of thbuilding designand which most be considered by the building designer. Bracing shourn is for 'am sappmt of teas m®bin only to hmcuing Icalph. Provisions mum be made to anchor lateral bracing aends and specified Iaatiom determined by the building designer. Additional bracing of the overall mocenre may be required. (SeeMO-91 of TPI).For spairm trim bracing repimmonLcontact building dmgnQ.(Tmn Plate losdmte. TPI is bead si 583 4005 MARONDA WOW Domain Drive. Madison, Wisconsin 52719). Sanford, FL_ 32771 C—pt: EAgh.. i.S by: T E sh..4 Co.. P.A. 818 Son - Rd. Pdr.IMNC 27932 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE 000050068 247 MedaSon /L wets. FL 32764 Over 3 Supports Scale = 0.6111 Bag Job: WO: ROAR3 Dwg: TI: V Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7. 32-25495 Designt Matrix Analysis rroLlle racna a: xsoa-aauniuuue a•w..a.,..i.a,,ivvuoi........+s v.....,.... .. +i.........•... .. i .a.-.- l Job: ROANOKE K 3 Customer: WO:ROAX3 TI:V1 Qty:l DESIGN INFORMATION Tbb design isfor se individual baildmgcocepasm and has borebased can informtlioo providedby Iba dian. The designer disclaims anyresponsibility fordamages a 11 offaniry or incorrect information. spcificniom andror designs fsmishrd to the we, designer by the client and the coneemess or accuracy ofthis information as it may rti mto a Wocific project and =cps on raponstibilityoresacisacancontrol withregardin fabrication. balling, shipment and installaliun oftram. This wn her been designed as an individual Wilding component in occmdaocc with ANSMI 1.1995 and NDS-97 to beircmporac l aspartofthe building design by a Bugg Designer. Wben renewed fa approval bythebaldingdmgn.. the design loadings show mast be checked to be smc thin the data sbown arc in agreemem with the low building code, beat dicnaic rands for windor snow bads, pmjact specificationsorspecial applied loads. Unless dsaw'a buss has not been designed foramp woccupancy loads. The design senores compression rLoadf (cep or bounce) are comi000adY braced by mesth;n unless otherwise -Pacified. Where bottom cbo ds in tension are not fhlly braced laterally by. properly apptird rigid cram& they slate be braced in . masimom spacing of 10'O' o.c. C000ecmr plates shall be mamtacmned from 20 gorge ban dipped galvanized sted meeting AM A 651 Grade 40. unless otherwise show. FABRICATION NOTES Prior in abricuim the fabricator shall review this drawing toverify that ibis drawing is in conform c with the hbricenes plans and to realize a comimingresponsibility for —b verification. Any disaepaoein are to be put in writing before tuning or fabrication Bares shall no be installed over loaholes Imota or dismal gain Members shall be canfor tight fining wood to wood boring Oamcttor phnes shall be bested an bahfam ol the truss withnailsfldlyimbedded and "I besym. abom the joint unlm otherwise show. A 5x4pram is 5' wide a4' long A 6xgplaceis 6' wide a g' long Sim (boles) ran parallel to the Plate length specified. Doable cant co web members shall men at the eemroid of thewebs calm otherwise show. Comectm Plafc sizes are minimom sins based an the fortes dove and may need to be inezeased mr certain handling and/or erection sasses. This tress is not to befabricated with arc retardant treated timber anless otherwise mown. For additional information ao QnsfiryCentral rder toANSVTPI 1. 19" PRECAUTIONARY NOTES AB bracing and «atioo raeamceenditiom are in be allowed in uzardanee with acceptedieaemy publications. Tresses as to behandledwith particular care daring baling and bodlingdelivery ad IIII tioa mmid damage Temporary and pnmanem bracing far bolding tresses in a straight and plumb podtion and mr ansting lateral force: mallbe deigned and installed by other Cistern! handling ise , 4l and eractsen bracing is always mqr i.& Norval prmwmary action for trusses regvba meb temporary bracing dining maa0atmn between muses to . void toppling and dominning. The supervision of erection of trines shall be ode the coobol of permns n-Peruneed inthe iamaWt»o of trassa Prefessioaal advice shall be maght if ®led. Cw®taeim ofmmarmion lode greaten tban the dingo loads sboa om be applied m rasses si envy lima No loads oNa Nan the weight of the erectaa sbaa be applied in trusses antr7 afterall listening and bracingis BC: 2x 8 SP 82 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7- 02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L. 57.3 ft W. 2.7 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.- 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 1 0. 40 1 6. 00 Joint Locations............... 1) 0- 0- 0 3) 2- 8- 0 2) 1- 4- 0 4) 0- 0- 0 T MAX. REACTIONS PER BEARING LOCATION----- x-Goer 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(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 0-8-0 0- 8-0 1 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE O00S0068 367 Meda6maW FL Cgadtaota, FL 32766 FAR 1 r I I• t 2-8-0 4 11NG: ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ING CONTRACTOR. BRACING NASWING: shoran = this drawing is to aeaion Dadng wind bracing, portal bracing ar similar bracing which isa pan of Iing design and wbich mustbeconsidered by thebuildingdmgna. Bracingmown isIbr weral a pun oftruss s only toradiate battling Icaph. Provision mast be made to anchor Wedbracing ar ands and specified I ddermmcd by the bublergdeagua. Additional bracing of the overall stresetme maybe mpvcd. (Sec H0191 For -Pecifs truss bracingrepiremmMcmvamWildingdedpna.(Tass Plane limits" TH isIocared ar 593 b Dora Mdim4 Wisconsin: 53719} to Engineering by: Truss Eagineamg Co.. P.A..111 g SeamdadeR4 Edemma, NC 27952 Scale = 0.9356 Eng Job: WO: ROAK3 Dwg: TI: V1 Dsgnr: ECH Chk: 12/ 1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DP: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA Desion: Matrix Analvais Profile Path: Ts\TEE-LOB\Jobs\PLORIDA\125\Jobs\ROAK3\ROANOKE K 3\ROANOKE K 3\Vl.orx Job: ROANOKE X 3 Customer: WO:ROAR3 TI:V2 Qty:l 1 DESIGN INFORMATION This design is for an individual building eomponenl and has been based on information presided bythediem. The design. diulaims any responsibility fordamagesas a resultoffaulty or ineocrect information. specifications andlor designs famished to the mare design. by the client and the correctnessor accuracyofthis information as it may relate aa specific projen and accepts on responsibility or exacises no control with regard m fabrication, bandliog, dupmem and installation oftrusses. This mass has been designed as a individual building component in accordance with ANSVfPI 1-1995 and NDS-97tobe incorporated aspanortbebuildingdesign by a Building Designer. When revimtd for approval by the building designer. the design loading show most be chakedtobe sere thatthe data shunare in agreement with thelocal building coda, local climatic records Ibr wind oremu, loads, project spreifexions or special applied loads. Unless shwa mass has not been designed for storage or occupancy loads. The design assumes compression ehnr6 (lop or hrto n) are continuously braced by sheathing unless otherwise specified. Where bottom chords intorsion are not Ibllybraced laterally by a properly appliedrigidcciling they should be bracedata mnimum spacing of 10'-0' O.C. Comments plates shall be manofacmted Gum 20gage hot dipped ph-ired vxd meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prim to fabrication. the fabricaed shall review this drawing to verily that this drawing is in coaforo ancc with the fabricaafs plans and w realize a co i®wg responsibility for mach verification. Anydiscrepancies are tobe put in writing before totting or fabrication. Plates shall mom be installed over k,smhfes, knots mdisurned gain. Members shall be an far tight (mating wood to wood hearing. Connector plates shall be located on both rags of the trim with nails fully imbedded and shall be sym. about thejointunlesstRh.wiseshorn. A-5a4 pine is 5' wide a 4' long. A 6.8 plate is 6' wide a 8' long. She (boles) rut parallel to the plate lcr4dr specified. Doable cots onwebmembersshallmatatthecentroidofthevenunless otherwise show. Connector plane siro an minimum tracesbaudon the forces shownand may need to be increased for certain handling and/or resection blesses. This mass is tat to be fabricated with fire retardant treated lumber onlm otherwise thew. For additional information on Quality Corbel ref. to ANSVrPi 1.1995 PRECAUTIONARY NOTES All bracing and cream recommendations are to befollowsdinaccordancewithacceptedindustry publications Tosses are m be handled with particular cm during banding and bundling delivery and installation to void damage. Temporary and permanent bracing fbr holding masses in a straight and plumb position and far resisting lateral forces shall be designed and installed by others. Careful handling is essential and elation bracing isaluays required. Normal precautionary action far mosses requires such temporary bracing during installation between masses to avoid toppling and domiming. The mpervisioo of .¢lionoftrussesshall beareathecontrolofpersonsexperiencedinthe installation ortrusses. Professional advice dudl be sought ifneeded. Conecntrarro rorc9ngncrion 1=6 greater than the design Inds shall our be applied to truss at any time. No loads other than the weight of the rearms Nall be applied to masses until after all fastening and bracing is TC, 2x 4 SP #2 BC: 2x 4 SP 02 WE: 2x 4 SP @3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-119/156,2-3.-118/110, BOT CHORD 6-5.-63/124,5-4.-78/212, Webs 5-2.-188/348, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 348 0.09 C 68H 1.50" MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCB 7-02, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 5.3 ft W. 5.3 ft Truss in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 156 0.06 A 6- 5 124 0.09 2- 3 -118 0.05 A 5- 4 212 0.10 2- 8-0 2-8- 0 1 2 3 6 4x6 5-4-0 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERELTINO 1RA111. BRACING WA 111 Maronda Systems n-thisderaiwais.0-ti-braangwindbracing.pm,al dngecomi b ngw isapanof the buildingdesignand stick mug beconsidered by the buildingdesigner. Bracing shownis for lateral support ofanss members only to buckling length. Provisions mug be made to anchor lateral bracing ar ends and specified A locationsdarrmined bythe building designer. Additionalbracing ofthe overall samclvremay be required (See MB-91ofTPI).Fu specific mass bracing requiremms, contactbuilding designer.(Tress WattImtierte, TPI is located a S824005MARONDAWAYDomGioDrive. Madima Wisronsi. 53719). Sanford, FL. 32771 Component F.ugiumiug by: Truss Fagmeering Co.. P.A.. 818 Swndside Rd. Film- NC 27922 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE w0050068 267111FL Chukaob4 FL 32760 Joint Locations ..= IIawww 1) 0- 0- 0 3) 5- 4- 0 5) 2- 80 2) 2- 8- 0 4) 5- 4- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----ti X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 68 -199 -105 B Pin 5- 3- 4 1 69 0 -107 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 01/999 0.01/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 694 1.50" Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16. 0 paf TC Dead 7. 0 paf BC Live 10. 0 paf BC Dead 10. 0 paf TOTAL 43.0 paf Scale = 0.7996 WO: ROAX3 TI: V2 12/ l/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.32- 25795 Design: Matrix Analysia rrvZa.la rercsar a: vaoo-a,vav'.,sits,. vet.,....... v .+vet,.+., v .,,...+vet ............. .. +. ........., .. . ..a.... Job: ROANOKE X 3 Customer: WO:ROAR3 TI:V20 Qty:l 1 DESIGN INFORMATION TC: 2x 4 sP @2 This desipl is for an individual building component and BC: 2x 4 SP N2 has beenbased on information provided by the dicnt. The WB : 2x 4 S P N 3 designerdisclaim myresponsibility fordamageas. All COMPRESSION Chords are assumed to be rcmtloff>oilymincorsectmimm tim.spaieatiom continuously braced unless noted otherwise. and/or designs famished to the buss designer by the client and the correctness oraccuracy, ofthis information0it WndLod per ASCE 7-02, CEC, V. 125mph, may relate maspecific project and accepts no H. 15.0 ft, 1. 1.00, Exp.Cat. B, Xzt. 1.0 responsibility OrcamisesOncontrol with regard to Bld Type. encl L. 3.0 ft W- 3.0 ft Truss fab"cattirahandling. shipment and rnva0atmnof"Sam in END zone, TCDL. 0.0 psf, BCDL= 0.0 psf This am has beendaigodnanindividualbuildingcosupooeminaccordancewithANSVrPII.1995and Impact Resistant Covering and/or Glazing Req NDS-97 to be incorporated a pan ofthe building design GLOBAL MAX DEFLECTIONS--------- bya Building Design.. Wben-mewed for approval by LL TL thebuildingdefigner•meaeagoloaai°gat shownmussbe in./ Ratio in./RatioJnt(s). checked to be sure thatthedatashownareinagreementwiththelocalbuildingcoda, local climatic records for I.Span 0.01/999 0.01/999 1 wind or snow loads, project spai6eations or special Horiz . 0.00 0.00 NA applied loads.Unless dnw%treat has Our been designed Max DL Deflection L/999 . 0.00 for storage or Occupancy bads. The dcap aa°mes Long term deflectionfactor . 1.50 compression chords (lop or bomu) are continuously breedbytheathing.Odorothawiuspecified. Where bosom chords in tension are um thlly brad laterally bya properlyapplied rigid ceilingthey should be bracedat a masimmm spacingof I (r s' ores. Coonamr plates shall be mamfka red from 20 gauge bon dipped galvanized dal mcaing ASTM A 653. Grade 40. unless otherwise shown FABRICATIONNOTES Priorto fabrication, the fabricator shall review this drawing to verify that this drawing isin conformance with the fabncamfs plans and m ralize a continuing respooabiliry for such verification. Any diseepaociesare to beputin writing before cutting or fabrication. Kan shall am be installd over kootholm, la ors or distortad grain. Members shall be em for tight fitting wood to conned bearing Connector plate shall be looted no bah fain ofs- the traasswith tails fully imbedded and shallbesym. about the joint unless otherwise shown. A' 514 plate is 5' wide s' i 4' long. A 6s8 plate is6' wide a 8' bog. Snots (boles) run parallel to the plate length specified. Double canonweb members shall meet a the centNid of the webs aWras 1-0-0Od" shwa. Comator plate alas areminimumsizesbasedontheforcesshown and may need to be increased for certain handling androrerection suessau. This muss is out to be fabricatedwith fate retardant treated lumberunless otherwise shown. For additional information onQuality Camel refv to ANSVFPI 1-1995PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with acccpld industry publication. Trusses are to be handled with panicalar cart during banding and bundlinb delivery andinstallation toavoid damageT®ponry and permanent bracing for holding tmsscs in a straight and plumb position and for resisting lateral forces shall be designedandinstilled by other Careful handling is — 21 anderection bracing is always required. Normal preaummary set= for bean requires such temporary b mgduringinstallation betweenwan to avoidtoppling and domiming. The supervision of eratim of musses shall be underthe controlof persons esperienced in the installation ofmusses. professional advice shall be soughsif nadrd. Concenctation ofconanxaiou Inds greater thanthe design Inds shall not be applied to musso at any time No Wads other than the weight of the erectors shall be applied tomucous mail after all fastening and bracing is completed MULTIPLE LOADS -- This design is the Joint Locations ............... composite result of multiple loads. 1) 0- 0- 0 3) 3- 0- 0 Right End vertical designed for wind. 2) 3- 0- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- FORCES(lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Typ9 TOP CHORD 1-2.-28/64, 0- 0-12 1 125 -155 -205 B Pin BOT CHORD 4-3.-16/22, 2-11- 4 1 133 0 -235 B H Roll Webs 3-2.-67/155, PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE.. CSI. WEB. ..FORCE..CSi. Cr .WEB. ..FORCE..CSI. 1- 2 64 0.07 A 4- 3 22 0.13 3- 2 155 0.05 C 3-0-0 4.00 2x4 3x4 1-0- 0 FR T 2x4 FIR OWN INWA MAMA FAR IV ' INVI"LlwAl IN 9 Avg NAWN MANIMA 14IIL3-0-0 V 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 den systems designer. dng shornonthis drawing ismermiombracing. windbracing, portal bndngor similar bracing which is a partofthebuilding designand which mugbeconsideredbythebuildingdesigner. Brac Wgshown is forlateral supportofboa membersonlyto hackling length. Provisions mug be made to anchor Word bracing atends andspecified Wcatiom determined by the building designer. Additional bracing ofthe overall anncture may be reapaird. (Sec lE9.91 of TPI).Fw specific ova bracing requinmeomcontact Wilding desiguer.(Tress Pule Institute. TPI is located .1533 4005 MARONDA WAY DOwfrio Drive. Madison. Wisconsin 33719). Salford, FL. 32771 coca Engineering by Trans Engineering Co.. P.A.. 819 Soandside RA Edam, NC 2M3 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE *0050066 307 Mods" /L ChWwtae FL 32766 Bag Job: Dwg: Dsonr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.8648 WO: ROARS TI: V20 12/1/ 2005 Lbr DFs 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Designs Matrix Anaiyeis Prorlie racnt err \ s;aa-s.vn Wanran \r a,vaaaua\i.a ws,a,o \nvay..a t..vay...,.vo .. a v.v.,,..w - a r —yen,. Job: ROANOKE R 3 Customer: WO:ROAR3 TI:V21 Qty:l DESIGN INFORMATION This design is for an individual building component and has ben baudon information provided by theclient. The designer disclaims any responsibility for damaga aa result of faulty or incorrect information. specification and/or design furnished to the loss designer by the client and the correctness or seventy of this information as; it may rdae to a specific project and accepts oat esponwbility or uMim mcamrol with regard to fabricadem, handling, shipment and installation ofunaa. Thisnot has been designed aan mdividoal building component in accordance with ANSMI 1.1995 and NDS-97 to be incorporated as; pan of the building design by a Building Desigr a. When renewed fro approval by the building designer. the design loadings showm must be checkedto be sure thatthe dau shown are in agreement with the local building coda, local climatic records for wind cr mow loads. project specifications or special applied bads. Unless shown unts hasnot heat designed for storage or occupancy bads. The design assu na compression chords (topor bottom) are con ismaesly braced by sheathing unless otherwise specific. Where bottom chords in tension are rot rally braced laaanly by a properly applied rigid ceiling, they could be braced as a maximum spacingof IV4' o.c. Cormatorplanshall be mannfxtured from 20 gngc but dipped galvmized steel meeting ASTM A 653. Grade 4% unless otbawise showy. FABRICATION NOTES Prior to fabrication. the fabricator shall m-Am this drawing to verify that this drawing is in conformance with the fabricators plans and to malice acon—ing responsibility for such verification. Any discrepancies arc tobe pat inwriting before tuning orfabrication. Plan shall not be installed ova inotholes. knots or distorted Stain. Members shall bean for tight fining wood to wood boring. Comeau platy shall be locanod on both fans of the truss with rails filly imbedded and shall be s)m. about thejoinunlestotherwisedown-A5x4 platis5• wide xV long. A 6x8 plate is 6• ride a 8' Song. Sion (holes) sun parallel to the plate length specified. Double cuts an web members shall mcut st the catmid ofthe webs elm otherwise drawn. Co®ector plate sizes at minimum sizes baud on the force down and may need to be inutascd for cauto handling andfor erection messa. This bass is not to be fabricated with fate retardant bested lumber unless otherwise down. For additional information on Quality Control efa to ANSIR'PI 1-1995 PRECAUTIONARY NOTES NI bracing and fraction recommendations are to be followed in aeemdance witb accepted industry publications. Trusses are to be handledwith particular cm during banding red bundling, delivery and installation to avoid damage. Temporary and permanent bracing (or bolding ur ssa in a maight and plumb position and for resisting lateral foreo shall be designed and installed by others. Carefulhandling is —1 .1 and erection bracing is alwaysrequire. Normal precautionary actionfor busses requires meth temporary bracing during installation between trnDa to avoid toppling and dominoing. The supervision oferection oftressesshallbe der the coobol of pawns experiencedin the installation of UaSn. RefeIDnelladvice dull be soughs if needed. Co0®nntum of aussr cLum loads gales than the design leads shall not be applied to muses err ar y time. Noloads other than the weigbt of the erectorsshall be applied to losses until after W listening and bracing is TC: 2x 4 SP 42 BC: 2x 4 SP 02 WB: 2x 4 SP 03 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndl,od per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 6.0 ft W. 6.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req 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 . 1.50 2-0- 0 254N 1. 50" MULTIPLE LOADS -- This design is the Joint Locations............... composite result of multiple loads. 1) 0- 0- 0 3) 6- 0- 0 Right End vertical designed for wind. 2) 6- 0- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MAR. REACTIONS PER BEARING LOCATION----- FORCES(lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y TypB TOP CHORD 1-2o-58/213, 0- 0-12 1 254 -305 -404 B Pin HOT CHORD 4-3.-39/54, 5-11- 4 1 262 0 -456 B H Roll Webs 3- 20-135/344, PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 1- 2 213 0.55 A 4- 3 54 0.57 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 3- 2 344 0.15 C 6-0- 0 2 4. 00 2x4 2x4 6- 0- 0 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHRET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: fMaronda SystemsBngnat°u not on wind b ng.talbtadnSorsuni b ingw,hisa,of the building design and which most be considered by the building designer. Bracing down it for Iaad strI t of truss membersonly to reduce buckling length. Provisions must be made to anchor lateral bracing as ends and specified locations determined by the building designer. Additional bracing of the overallmncttrre may be required (Sec IEB-91 of TPI). Fwspecific bon bracing requiremms, contact building designa.(Troa Plat bsaitum TPI is located at 583 4005 MARONDAWAYDonofrioorise.Madison. Wisconsin 53719> Sanford, FL. 32771 Component Fnioeaing by: Truce Fapneering Co.. P.A.. 9IS Swcsiec Rd. IRA— NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS POND P.E. LICENSE OWS0068 197 Medx" FL ChIlksots, FL 22766 2-0- 0 1.501, Scale s- 0.6644 Eng Job: WO: ROAR3 DWg: TI: V21 Dsgnr:TLY Chk: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 Vsf v4.7.32-2580i Deeignr Matrix Analysis eroxiie Yatni n \,xVa4 n a j\val.yaas Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V3 Qty:l DESIGN INFORMATION Ibis design is for an individual building component and hasbeen basedon information prmided bytheclient. The designer disclaims any responsibility for damages as . result offaulty or incorrcca information, specifncuiom and/or design furnished to the wan designer by the client and the correctnessor accuracyofthisinformation to it may rdate Ina specific project and accepts on responsibility or exencisa on control with regard to fabrication. handling, shipment and itanallunatofwastes. This truss bat been designed ss an individual building comport in accordance with ANSVfPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. Who reviewed for approval by the buildingdesigner. the design loadingsshown most becheckedtobesurethatthedatashownateinagreement with the local building codm local climatic records for wind carmow bads, project specifications or special applied lolls Unless sbu- truss has Out been deaignxd fro storage or occupancy bads. The design assumes compressbo chords (top w bottom) are continuously braced by sheathing unless otherwise specified. Whore bosom chords in tensioo are ourfully braced laterally by a properly applied rigid ceiling they should be braced to amaximumspacingofI0,4' a.c. Connector plain shall be mannfacturd from 20gaugebutdippedgalvanized steel meeting ASTM A 653. Grade 40. unlm otherwise shows FABRICATION NOTES Rion to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformauce with the fabricators plans and to realize acontinuing responsibility for such verification. Any discrepancies are to be put inwriting before cutting or fabrication. Plates shall Out be insulled over knothole, knou or distorted grain. Members stall be at for tight Going wood towood bearing. Conant= plain shall be located on bah faces of the tramwith nails fullyimbedded and shall besyrn. about the joint unlm otherwise shown. A 50 plate is 5- wide x V long. A fall pine is6' wide x g' long. Slots (holes) run parallel to the pine lengh specified. Doable cots on web members shall meet at the ceotmid of the webs unless otherwise shown. Connector plate size ate minimum sizes based on the forces shown and may need w be increased for certain handling and/or erection messes. This trus is rot to be fabricated with fire rnadant owed lumber unless otherwise shown. For additional information on Quality Control refer to ANSIffPI I.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to befollowedinaccordancewithaccepedindustry publications. Trusses are to be handled with particular cue during handing and bundling delivery and imulla ion to avoid dugs Temporary, ad permanent bracing for holding wanes in . straight and plumb position and for residing lateal forces shall be designed and instilled by others. Careful handling is essential and erection bradng is always required. Normal precautionary action for tresn mryires such temporary bracing during insiallniao between wanes to avoid toppimg and dumiming. Thesupervision oferectionofwanes shagbe under the control ofpermm apeienced in the installation ofwastes. Professional advice shall be sought if dordcd. Consomwtioo of omrnerion Loads grater than the design Inds shall no be applied to trusses; at any time. No bads other than the weight of the erectors shall be applied totrusses until after all foaming and bracing is completed TC: 2x 4 SP 92 BC: 2x 4 SP 82 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.-294/237,2-3.-294/237, HOT 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 8.0 ft W. 8.0 ft Truss in END zone, TCDL. 0.0 pot, BCDL. 0.0 pot 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(a). I.Span 0.03/999 0.03/999 2-1 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 4-0-0 6. 00 4-0-0 2 3 6.00 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 MAK. REACTIONS PER BEARING LOCATION----'- x-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 68 -230 -88 B Pin 7-11- 4 1 69 0 -91 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 4x6 8-0-0 t /I 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Bag Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: LMa ron da Systems Bracing shown oo Wit dewing u m eon»° brat rag will braclng pnnal bndng w simw bndvg wtich s •part rof Dsgnr : TLY Chk: the building design and which must be considered bythe building designer. Bracing chow is fro laeN support oftors members only to reduce buckling length. Provisions most be made m anchor lateral bracing to Cods and specified TC Li16 . 0 e f locationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure ucturemay be required. (See MB-91 P Of TPI).Fm spetific bus bracing requir m"o" contact building desigser.(Trun Flan Inaimm TPI is located at 583 TC Dead 7.0 ps f 4005MARONDAWAYDVwfiioDrive. Madison. Wiw-.in 53719). Sanford, FL. 32771 as by: Tress Fngineering Co.. P.A., gig Soundside Rd. Fdewumn NC 27932 BC Live 10.0 ps f 407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 paf TOMASPONCEP.E. LICENSE si0o50060 367 Mods" PL ChAwtaa, FL 32764 1 TOTAL 43.0 psf Design: Matrix Analysis Profile Path: T:\TEE-LOK\Jobe\FLORIDA\125\Jobe\ROAK3\ROANOKE K 3\ROANOKE K 3\v3.prx 2- 0-0 Scale = 0.5442 WO: ROAK3 TI: V3 12/ 1/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-25811 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V30 Qty:l ' DESIGN INFORMATION This design is for an individual buildingcomponent and has; been basedon information provided by the dmu. The daigm disclaims any raponsibiliry fa damages as a Fault offaultyor incorrect info+matiM spccificatmn and/or design furnished to the moss designer by the cliat and the corrections; or accuracy ofthis information as it may relate to a specific project and accepts on Faporw'hiliry or nereisn controltrol with regardin fabrication. handling, shipment and installation oftrssns This truss has ben designed u an individual building component in accordance with ANSVFPI 1.1995 and NDS-97 in be iocorpossud as pan ofthe building deign by a Building Designs. Whenreviewed forapproval by the building designer. We design lominy shown must be checked to be sere that thedatashown are in agramm with the local building codes. local climatic records for wind or mow bads. Project specifications or, special applied bads Unlessshows truss has not beendeigned for storage or occupancy bads. The design saint. compression chords (top m bottom) arc comio=sty braced by sheathing unless otherwise specified. Whereboomchordsintensionarenotfullybracedlaterallybya properly applied rigid ceiling. they should be braeed at a maaimam spacing of IVd ne. Connector plate shall be rea ufacturd from 20 gauge but dipped galvanized steel meeting ASTM A 653, Code 4a unless otherwise shown. FABRICATION NOTES Print to fabrication. the abricator shall review this drawing to vmfy that this drawing is in conformance with the fabricarnls plan and in realize a cmmtinvins responsibility (branch verification. Amy dimrtpancia ere tobe pot in writing before cutting or fabrication. Plata shall not be installed ova knotholes. knots or distorted grain. Members shall be mfortight fitting wood to wood beanug. Connector plain shall be bested w bah fie of the tiro with nails fully imbeddedand shallbes3m, aboutthejointunlessomm.isedown. A Sx4 plaitisS' wider 4' long. A fall plate is 6' wide x S' bog. Sim (bola) ren parallel re the plate length specified. Double cuts = web members shall min ar the cenmoid ofthe wen alas otherwise shown. Connector pine non sc minimum Data basedno the forcesshownand mayneed to be increased for certain handling and/or erection stresses. This truss is rat in be fabricated with fire retardant treated lumber miless abetwite sheen For dditioo+l information on Quality Control refs to ANS VfPi 1-1995 PRECAUTIONARY NOTES NI bracing and erection rceommerdalion are tobe followed in accordance with acceptedindustry publications. Trvssn m to be handled with particular care during banding cud bnndlm& delivery and installation to avoid dotage. Tmporary and permanem brsing for holding trusses in a straight and pbmbpositionandforresistinglateralforcesshallbedesigned and installed byother. Careful handling is essential and emim bracing is always required. Normal precautionaryactionforbussesrequiressuchtemporarybracingduring installation between tunes re avoid toppling and dominoing. The supervision ofactin ofbcsta shall be under the control of persons experienced in the installation ofmasses Professional advice shall be maght ifneeded. C.ammntrom of nnstrtruion bads greater than the design Inds shall not be applied to tmmn at any time. No bads other than the weightofthe sector shall be applied in busses until after all fatrning and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP U2 War 2x 4 SP ®3 GBL: 2x 4 SP C3 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 t= . 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 3.3 ft w. 3.3 ft Trues 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, BOT 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 1 3-4-0 1 1 2 3 2x4 2x4 3-4-0 6 5 4 2-4-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BH GIVEN TO HRHCTING CONTRACTOR. BRACING NARHZNG: L a ron da Systemsems Batting shownonthisdrawing is on. creationbracing. wind bracing. portal bravinga similarbracing whichisa pan of the building alesign and which most be comridacd by the building alaigna. Bracing shown is for Wad suPPo/tofmvn mmbm only to educe buckling length. Provisions must bemade to=her lateral bracing it ends and specified hrcatiom daamioed by the building daiper. Additional basting of the overall stratet may be required. (Sec HIB-91ofTPI).Forspecific inns hittingrequirements, contact building desigos.(Tnm Pole Intrinsic. TPI is hated at 5934005MARONDAWAYDYGnoOioDive.Madison, wueanm53719). Sanford, FL. 32771 Companion Fagmmiug by: Truss Firgrxamg Co.. P.A., gig Soun.r.:n. R4 Pdeaoq NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0060 367 MedaRon FL Chaaaot; FL 32764 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 trues 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. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 68 0.06 A 6- 5 0 0.02 2- 3 68 0.07 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: 12/1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: T:\TER-LOK\Jobe\PLORIDA\125\Jobe\ROAK3\ROANOKE K 3\ROANOKE K 3\V30.prx Job: ROANOKE R 3 Customer: WO:ROAX3 TI:V4 Qty:l ' DESIGN INFORMATION This design 6 foran individual buildingcomponent and has beenbased on information provided by the diers. The dmgnerdisclaims anyregontibili yfordamageas a resultoffully or incorrect inform sioo, specifications andfor designs fnmi56td to the true designer by the client and the corrosions or accuracy of this information a it may relate toa sposific project and adepts on responstbilily or aaa mi cisonconlwithregard to fabMalon, handling, corpora and installation of trniSe. This true has been designed a an individual building component in accordance with ANSVfPI 1-1995 and NDs.97 in be incorporated as pan orthe building design by a Building Designer. When reviewed for approval by the building design., the design loadings show. mesa be chocked to be sere that the data shown are in agreement with the local building coda, local climatic recordsfor wind or sinew, loads, project gKcific dions or special applied hods. Unless showy trust has not been dais for garage or occupancy bads. The design anima compression chords ( cop or bottom) are continuously braced by sheathing nnlee otherwise gneci6cd Where bottom chords in tension are no Polly braced literally by properly applied rigid ceiling, they should be braced at a maair um spacing of 101-0' o.c. Comates plats shall be manufactured from 20gauge but dippedgalvuind steel me.ins ASTM A 653. Grade 44 odes otherwise show.. FABRICATION NOTES Rios to fabrication, the fabricator shall review this drawing to verily that this drawing is in c uilbrusuce with the fabricaroes plain and to saline a continuing respooa'Diliry for such ver ificatioure . Anydiscrepancie atobeput inwriting before cutting or fabrication. Mates hall tot be installed over tmmola. Imes or dislosted grain. Members shall be em for right fining wood to wood bearing. Connector plate shall be located on both ram of the truss with nail, filly imbedded and shall be yin. about the joint adem orh.wis. show. A 5.4 plate is 5' wide a.. 4' long. A bag plate is 6' wide a S' long. Slots (bola) rot parallel to the plate lengthspecified. Double cats w web member, shall meet at the cestmid of the well, unlessotherwise ,how.. Connector Plate si31 are minimum icesbasedon the forces snown and may need to be increased fin certain handling and/or crectim coma. This miss is our to be fabricated withrue rdxrdam treated lumber maw otherwise show.. For additional information onQuar iry Canlml ref. to ANSMI 1-1995 PRECAUTIONARY NOTES All bracing and eeectinn recommendations are to be followed inaccordancewithacceptedindn,ny, pnbtieatiam. Trusses are to be handled with particular care during banding and b=Ming, delivery and installation to avoid dotage. Temporary and pomanm bracing fin bolding troses in a straight and plumb position and fa resisting Werat forces mall be designed and installed by other CarePol handling is as .1 and crettim bracing is always required. Normal psmmiaoary Kim for tmacs requires such temporary bracing during installation between manes to avoid toppling and dominoing. The supervision of erectionof lose mallbe underthe control of parsons experienced in theinstallation of music. Professional advice shallbe sought if needed. Concentration of constructiontomb grater than the design Imb 611311 not be applied to trusses in any time. No bads other than the weight of the tractors mall be applied to loses emit afterW faamng andbracing isTC: 2x 4SP U2 BC: 2x 4 SP # 2 WB: 2x 4 SP k3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 515/401,2-3.-514/401, SOT CHORD 6-5.- 264/448,5-4.-312/622, Webs 5-2.-553/ 965, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 5- 2 965 0. 24 C 2-8-0 51H 1.501, MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7- 02, C4C, Ve, 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 ' Bld Type. encl L. 10.7 ft W. 10.7 ft 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 -515 0. 27 A 6- 5 448 0.32 2- 3 -514 0. 26 A 5- 4 622 0.33 6.00 4x6 6. 00 5- 4- 0 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 MAX. REACTIONS PER BEARING LOCATION-- X-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 . 0.00 Long term deflection factor . 1.50 10-8-0 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: LMaronda Systems Encingahow.min,w;oat°mae>ec°b o wi ioa lb nga°m rb ngw bisapanof the handing dsga and which mesa b<cousidered by the building daigm. &acing mow. is for lateral oppon of true members only toreduce bottling length. Previsionmum be made toanchor Wentbracingacodsand specified Locations determined by the building designer. A"tional bracing or the overall structure maybemamma. (Sat MB-91 of TPI).F. specific missbracing requirements. contact building "g es.(True Plate Imtimm TPI is located at 583 4005 MARONDA WAY DDoomioDative. Madison Wisconsin 53719). Sanford, FL. 32771 ComDmmr Fmgioeciog by. Truss Engineering Co.. P.A. Sig t^-•+M- Rd. Fame e. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE *WSOOGH 367 Modalion L andlaotar FL 32766 514 1.50" 2- 8-0 Scale - 0.5620 Eng Job: WO: ROAK3 Dwg: TI: V4 Dsgnr: TLY Chk: 12/ 1/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0psfTPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design. Matrix Analysis Ptorile Patn: a J\KV"UAa A J\Y9.prx Job: ROANOKE X 3 Customer: WO:ROAR3 TI:V5 Qty:l — DESIGN INFORMATION This design if Its an individual building component and hasbeen based oninformationprovidedby thediem. The desipm disclaimsany responsiWiry fordamages as result offmlryor incorrect information, specifications anWor design furnished to the boa designer by the client and the correctness a accuracy ofthis mlbrmation o q may rdaa to a specific project and accepts to responabiliry or exere onciscontrolwith regard to fabrication bundling, shipment and installation of ensues. Thistruss hasbeen designedu an individual building componenn in accordance with ANSVfPI 1-1995 and NDS-97 to be incorporated n pan of the buildingdesign by a Building Daigner. Wben reviewed fa approval by the building designer, thedesign loadings shownmug becheckedto be sure thu the daa shown are, in agrc®enlwith the local budding codes, local climatic accords for wind or sooty bads. Project spoeificasbm orspecialapplidbads Unless mown. ono has am been designed fm storage or occupancy bads. 7be design assumes compression chords ( top or busmen) are mminuousty braced by sheathingunless otherwise specified. Where bottom chords ( ntenon arenoPolly braced Latmlly by a propedyapplied rigid ccili.& they mould be braced as marim® spacing of 10-0" o.e Ctrtsocctorptase ma0 be ma®factored Dom 20 gunge ben dipped galvanized ned meetinz ASTM A 653. Grade 40. unless otberwise mow. FABRICATION NOTES Prior to 6bricatioo, the fabricator mall renew this drawing to verity that this drawing is in confamaat with the 6brieatoes pima and m realize coos ®mg responsibility for such verification. Any discrepm,-,a— an be petin writingbeforecuttinga fibrication. Tate mail our be mssdled over knethnlm kmots m distorted gain. Members dWl be orefordgbr fining good to wood boring. Connector places mall be looted on both formof the um with md1s ly m 6eddd and mill be sym. abom the joim calm otherwise show. A 5x4 plate is 5' wide t C Ion& A &S plate is6• wide a g' bag. Sim (bola) ran parallel to the plat length specified. Double caul on web members shall men a the ccwoid of the websunless otherwise sbowa Connector plate sins are minimum sins based on the f aces show and mry steel m be merrasd foe certain h—d iag andfor erection $Dram This Den istottobefabricated with fire ruardent treated lumber sunless otherwise mown. For additional information on Qudiry Controlrefer to ANSVfPI I-1995 PRECAUTIONARY NOTES An bracing and erection recommmdatiom se to be followed in accordance with accepted'mAncry publications Trusts are to behandled with particular rare during banding andbar &m& delivery and Installation to avoid dmage. Tempaasy and permanent bracing foe bolding muses in a susigbi and plumb position and for raising lateral forces shall be designed and mssfid by tubers. Carcl handling is essemiai andmmioo bracing is allay$ required Normal pr==ianm senior for Dean reptre, such 1eaponry bncagduring installationberwem Deere$ to avoid toppling and domiming The mpervisioo oferectionof easesmallbe underthe control of persons apaimead in the installation of brim Pr eftsional advice shall be mugttt if nerdcd. Cmamndon of mwnction loads grater thanthe desge bads mall oca be applied to tresses at any rtov, No bait ester than thC weigin of the er6YOrs Mali beapplied to eesa until after W flaming and bracingis BC: 2x 6 SP 02 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCB 7- 02, CaC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 57.3 ft W. 2.0 ft Truss 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 1-0-0 1. 1-0-0 2 1 0.40 F6. 00 Joint Locations ............ . 1) 0- 0- 0 3) 2- 0- 0 2) 1- 0- 0 4) 0- 0- 0 MAX.•REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz 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 w 0.00 Long term deflection factor . 1.50 0-6-0 0- 6-0 J IFF k AN No VIre 1 I• 1 2-0-0 2 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARl: ING: Maronda Systems Bracing moonontbr$ dmnrµnmmmronbraaog,gradbrantopenalbnnogaa is Mtr=whamisapend the eoildivg elmgn sued which mugbe ronsldad by the bildmg drsgorr. Bracingmow ister lateralsuppers of ova on only toreduce buckling laWLProvisions most be made to anchor lateral bracinga cods andgasified locations daammed by the buildingdesigns. Additionalbracingofthe overallmature maybe required (Sec HIB-91 op &bracing Semeroman building daig.(frmTen lamtma TPt is ooa sz3 4005 MARONDA WAY W1 Sanford, FL32771CompovmFtogiamivgby: Truss Fngincesing On, P.A.. gig Swodside Rd. Fdmmo, NC 27932 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE OWSOD613 307 ttlaatam, rL gWdrotl4 FL 327ii Scale = 0.9618 Eng Job: WO: ROAX3 Dwg: TI: V5 Dsgnr:ECH Chk: 12/l/2005 TC Live 16.0 psf Lb DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 psf v4.7. 32-2582E Design: Matrix Analysis Profile Path: T:\ TEE-TAX\Jobe\FLORIDA\125\Jobe\ROAX3\ROANOXB X 3\ROANOXE X 3\V5.prx Job: ROANOKE R 3 Customer: WO:ROAX3 TI:V6 Qty:l r DESIGN INFORMATION This design is far an individual building Campo ma and hasbeen bardon information prmided bythediem. The deagnes disclaims my responsibility for damages as a result offaulty o ircorrect ioformatioa specif¢ations and/or designs furnished to the loss designer by the client and the correctness or accuracy ofthisinformation as it mayrelare toa specific project and accepts no responsibility at aacises m central with regard to fabrication, handling shipment and installation oftrusses. This truss has been designed as an individual building component in accmdaace with ANSVfPi 1-1995 and NDS.97 to be incorporated es pan ofthe building design by a Building Designer. When reviewed for approval by the building designer, the design loading, shown mast be checked to be sure that the data shown arc in agreement with the local building codes localclimaticrecords for wind onwow loads, project specifications orspecial applied bads. Unless shown, tma has not been designed for storage or occupancy Inds. The design assumes compression chords (rap or bottom) are continuously braced by sheathing ,aim otherwise specified. Where bottom churls in 1en6011 are ant fully braced laterally by a properly applied rigid ceiling. they should be braced a a maximum spacing of10'O' ac. Connector platesshall be maonfaccared from 20gaugebo dippedgalvanized steel meetingASTM A653. Grade 4(X unlessotherwise shown. FABRICATION NOTES Prior ca fabrication, the fabricator mat review this drawingto verify thatthisdrawingisin conmtma x:4withthefabricatorsplaceandtorealizeacontinuing respectabilityforsuch vairkatioo. Anydimrcpmcin arc to be put in writing before totting o fabrication. Plates shall ant be imufld over knotholes, knits or discartd grain. Membersmall bean fanLightfittingwonttowood bearing. Conacerm ptata mall be located on both faces of the truss with nails fully itrpI I I and shall be s)m. abom the joins unless otherwise muwn...A 5.4plate is5* wide s 4' long A6.8 plate is 6' widex 8' bog. Slots (holes) ram parallel to the plate lmglb specified. Doable cats an web members shall meet at the ca moid ofthe webs unless otherwise mown. Connector plate aces are minimum sizes baud on the forces mown and may and to be increased for cmain hmNing and/or erection stresses. This truss is ram to be fabricated with ftre rcuadam treated lumber unless mherotse sb- For additional iafmanatioo on Quality Central refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES NI bracingand erection recommendations areto befollowedinacemdia[e with accepted industry publication. Trusses are to be handled with particular care during banding and bmdliv& delivery and i axl1mion to avoid damage. Tempenry and permanent bracing for holding crussa in a straight and plumb position and fan resisting lateral forca stall be designed and installed by oLhem Careful handling is essmual and matioa bracing a awa)s r.quirod. Normal prmmionry action for asses requite cash temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision oferection oftnuses shall be trade the control or; experienced in the installation ofuses. Professional advice shall be sought inpeded. Cmnemmtion oromtanetlon loam gene than the design loam mall our be applied to arouses at may time. No bads other than the weight of the eratoes shall be applied musses mail after all fastening and bracing is completed TC: 2x 4 SP N2 BC: 2x 4 SP 02 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-74/176,2-3.-73/78, BOT 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, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 4.5 ft W. 4.5 ft Truss in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 176 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 int(s). I.Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 2-3- 0 2- 3-0 1 2 3 6.00 -6.00 4x6 3x4 3x41- 1- 8 Ej 2x4 4-6-0 6 5 4 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 MAX. REACTIONS PER BEARING LOCATION ----a x-Loc BSet Vert Horir 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 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Bracing shown an this drawing is out erection bracing wind bracing portal bracing m similar bracing which is a pan of the building deesa designandwhichmbeconadssed bythe buildingdesigner. Bracing shown is 1br later, support of nan membersonly tobucklingIengh. provision mess: be made to mchos lateral bracing a ends andspecified b; eanodetermined by the building designer. Additional bracing of the ovural structure may be required. (Sec MR-91 of TPI)Tm specific truss bracing requirtment& contact building daignes.(Traa Plate Indicate. TM is located at 583 D'Oooftio Drive. Madimo. Wisconsin 53719). Com, Engineering by. Truss Fagincesing Co.. P.A. 818 Soaadade R4 Edenon. NC 27932 EngJob: Dwg: Dsgnr : TLY Ma rot n desSystemsTCLiveTCDead BC Live BC Dead TOTAL 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 MedWBon PL Gxdisola, FL 32764 Chk: 16.0 paf 7. 0 psf 10. 0 psf 10. 0 paf Scale = 0.6589 WO: ROAR3 TI: V6 12/1/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis Protlle Patna T:\TNU-WA\JODs\CLVH11/A\1LD\JODB\aVAAJ\aVA UMO A J\atVA:Yuan n a\vc.pa-x Job: ROANOKE X 3 Customer: WO:ROAX3 TI:V7 Qty:l I DESIGN INFORMATION This design if foran individual buildingcomponent and has beenbased on information Provided bythe client. The designer disclaims any responsibility for damages as a remit offmlty or incenct blmm.m specifications; indor design fmaisbed to the from designer by the client and the amot ess or accuracy ofthis information as it may rdaic to a specific project and accepts no responsibility or exercises can control with regard to fabrication, handling, shipment and imullatioo of trusses. Thisbuss hasban designed as ass individual building co rpwent in accordance with ANSMI 1.1995 and NDS-97 to be inemporad as pan ofthe building design bya Building Designer. What renewed for approval bythebuildingdesign, the design loading shown most be chased to be sure that the data shown ate in agcement with the local building codeslocal climatic records for wind or M. bads. Project spcirwatio°s or specialapplied bads. Unless shows tress bus out been d-i for storage oroccupancybads. The deign assumes compression chords (top or bottom) are, continuously braced by sheathing unless othawise specified. Where bottom chords in tension are cast folly braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of Id-0' o.c. Co®ector pales shall be manufacturedhum20Pagebutdippedgalvanizedsteelmatime ASTM A 653. Grade 40. °then otherwise down. FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing toverifythat this drawingisin confmmancewith the fabricames pia and to realin a continuing esp' bility for such vmnifrcatian. Any diure{pmeies are to be pot in writing before eu tiogor fabrication. Plates shall not be installed over tooWoles, Lenoir or distorted grain. Members shall be em for tight fitting wood to woodbearing. connector Plates shallbe located can bothface of thetrusswithnailsfullyimbeddeda:d shall besyn. about the jahm mlea otherwise down. A 5x4 pfatc is 5' wide x V long. A 6x8 plate is6' wide aBelong. Slou (boles) ran paWid m the plate length specified. Doable cuts on web members shall meet at the crmtmid of the webs onlesaotherwise shown. Connector plate sizes see minimum sines bag- no the (cartes down and may need to be increased fen certain handling aadforeation grenei This tram if ram to be fabricated with for reuedant orcaled lumber unlm otherwise down. For additional information on Quality Control refer to ANSVfPI 1.1993 PRECAUTIONARY NOTES All bracing and erasion recommendations are to be followedin accordance with accepted industry publications Trusses are m be handled with panrular care during bsodorg and bundling ddWay and installation to avoid damage. Temporary and permanent bracing fen holding mraea in a straight and plumbpetition andfor resisting lateral forces dab be designed and installed by ohm Careful handlingis a all and acctum bracing is always required. Normal precaummasy action for mosses require such temporary bracing during installation bawean trusses to avoid suppling and dominoinng. The supervision of erection of uussetdell be under, she control of pawns experienced inthe installation of tmeon. Professional advice shall be wogns if Deeded. Concentration of ennsunaloo Inds greater than the design bads shall ost be applied to trueness at airy time. No bads other than the weight of the ooctoa shall be applied to pusses moul afta all faarning and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-234/194,2-3.-234/193, HOT CHORD 6- 5.-120/221,5-4.-143/337, Webs 5-2.- 297/549, WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 5- 2 549 0.14 C 1-9-8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCB 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 7.2 ft W 7.2 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..PORCE..CSI. Cr ..BC. ..PORCE..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 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 3-7-0 3-7-0 1 2 3 6.00 -6. 00 4x6 m ....Joint Locations ............... 1)0- 0- 0 3) 7- 2- 0 5) 3- 7- 0 i 2) 3- 7- 0 4) 7- 2- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION---- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 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 Or Or IN IrI• II 6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 7-2-0 1 5 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems B. xi"shownwthis sane„e°braci.. wind braeing.pmtslbmangmtimlarbraeing.hichua,of she building design and which mass be considered by the building designer. anteing shown is (W lateral support of tow mcm= onlyto reduce buckling length. Provisions mug be madetoanchorlateral bmingatends and specified ionsda and by the building designer. Additional bracing of the overall gmcmre may be required. (See HIB•91 of TPq.For Wmifxfrna bracing nquirema°s, eonsaa bnildivg daigner.(Tmss Plate Intrinsic. TPI is located at 583 400S MARONDA WAYDVwoioDrive. Madison. Wiscrosin53719 Sanford, FL. 32771 Componns F.npncamg by Tross en&=ring Co.. P.A. 818 Sound•ide Rd, Fdcutm NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 Ma 1 111, FL CMAaota, FL 22766 4 Eng Job: Dag: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 1-9-8 Scale = 0.5706 WO: ROAX3 TI: V7 12/1/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 7 119_inalo Design: Matrix Analysis Yrorale racn: n evv,.ya.. 00, 1V(aronda Systems-], MARONDA SYSTEMS Date: ' To: 4M Maronda Way March 01, 2007 Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida # 50158 San(or, FL 32771 (407) 321.0064 Fax (407) 321.3913 Subject: 124 Wheatfield Circle 15-3, ORO-6CL Job#6CLO1503, ROAK-RIGHT OFFICE Issue: (10) Truss "O" have broken off tails. Field repair made with (1) 2" x 4" x 4'-0" SYP NO.2 scabbed to one side of truss to provide structural contact with sub -facia Nailed off with 1 Od common nails @ 3" on center staggered. Resolution: The repairs as described above are acceptable as long as MCP at joint #1,6 is in tact. Ifyou have any questions, please feel free to call 407-321-0064. e,` 1 illlf Sincerely, `ev Fi E Q(, ov Elmer W. Bergman; ;P.E. = s No. 50158 a Date:-03/01/07 s o s; STATE OF t , EWB/an -p ° W fJft6illll PLANS REVIEWED CITY OF SANFORD 3-z*%