Loading...
HomeMy WebLinkAbout706 Locust Ave 07-375 COPERMIT ADDRESS CONTRACTOR ADDRESS PROPERTY t ®% C7 {® u s+ A SUBDNISION 01®!q IA4L &j Lie PERMIT # 01' 3'15 DATE .. `` v ADDRESS 7140 W t PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT DESCRIPTION �� OT � 2 � /09,Aid A AD Me.. ILA & t �C PERMIT VALUATION ® O SQUARE FOOTAGE ' 2.01 4c) CITY OF SANFORD P.O. BOX 1788 SANFORD FL 127721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning Owner . Contractor . . . . . . 7/05/07 25.19.30.5AG-090D-0020 706 LOCUST AVE SANFORD FL 32771 LOT 2 BLK 9 TR D TOWN OF SANFORD PB 1 PG 56 NOT APPLICABLE R. HOLDEN DEVELOPMENT LLC JRM CONSTRUCTION, INC 407 463-3660 Application number 07-00000198 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . ti `--60-tA.�/ Building Offici 1 VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. JRIM C7,onrstrurctiron Inc. PMB 296 Suite 108 478 E Altamonte Dr Altamonte Springs, FL 32701 CRC049172 Permit # 07-198 Dear Sir: City of Sanford Chief Building Official July 2, 2007 Request that the requirement for installation.of the -external- air conditioning compressor unit be waived for the property under construction at_706 Locust-AveSanford. This home is being built on speculation and has no buyer as yet. There has been a rash of thefts and vandalism in the greater Orlando area with anything having copper or aluminum content being a prime target. Thus we are reluctant to offer the thieves an easy target. We want to get the home provided with electrical power so that an alarm system can be added. Thus we need a Certificate of Occupancy which necessitates a final inspection. The compressor unit is in the garage. We have requested a "pre power" exception but we were turned down because there is no hardwood flooring being installed. The final will allow the home to be powered up, checked out, and an alarm system installed. cCall, Pre dent JRM C nstruction Inc CRC049172 -U.-S. C,ElKARTMENT OF HOMELAND SECURITY Federrai Emergency Management Agency ,,,Ngt onai 7�!ood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Al. Building Owner's Name_ R /i A2. Building Street Add ass (including Apt., Unit, Suite, and/or 84. No.) or P.O. Route and Box No. rt S��.. ZIP Code 0 3 Z? 7 1 A3. . roperty Uescription (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)�+ �r � f' � %/4 � ,� � i %� �' Q f /z T2,�) ��lZ tI 5 (3�•vM is l° / P'►i /�C t v rcl OMB No. 1660-0008 Expires February 28. 2009 For Insurance Company Use: Company Number A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. t.cmg. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of l;te building if the Certificate Is being used to obtain flood insurance. A7. Building Diagram Number / A8. For a building with a crawl space or englosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) �� sq ft a) Square footage of attached garage _ s ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage q enclosure(s) net are walls within 1 ni foot above adjacent grade _/A walls within 1.0 foot above adjacent grade �1.4 c) Total net area of flood openings in AS.b :(/l sq in c) Total net area of flood openings in A9.b )V14 sq in SECTION B - FLOOD INSURANCE RATE MAP —(FIRM)--MA710N 81. NFIP Community Name & Community Number B2. County Narne - ��A� �— B3. State �� �tttn oo. rrrcm maex B7. FIRM Panel B8. Flood B9 Rase Flood Eievation(s) (2 �� II7C OC)•y� Date Effective/Revised Date Zone(s) AO, use base flood depth) 114�orl'I 0, /444- �t'.� NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: [�1GVD 1929 El NAVD 1988 ❑ Other (Describe) B12. Is the building located In a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes Designation Date N14 ❑ CBRS �o ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings" P Building Under Construction" 'A new Elevation Certificate will be required when construction of the building is complete. ❑ Finished Construction C2. Elevations - Zones Al-A30; AE, AH, A (with BFE), VE, V1-V30, V (with BFE). AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the� �b�u��rilding diagram specified In Item A7. Benchmark Utilized q�t- Vertical Datum -N-49 V D Conversion/Comments a) Top of bottom floor (Including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment serv;cing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. r1 S • V/ 0 4 _3 UT(eet Efeet "feet -feet Meet Elmeters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) El meters (Puerto Rico oniv) ❑ meters (Puerto Rico only) 21 • 'L 1 (J [B"feet [!I feet ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to interpret the data available. - I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 10o 1. ❑ Check here if comments are provided on back of form. Certifier's Name / Liconse Nurnber /V *,f rtl 6o Y1le 11Z Z_ _S 9 ��_W Z ess ature ny 7t �y city Date f 3b 0 0ve7e"/ 5vvve y'/;/, Telephone 1_7 FLMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions PLRT OF SURVEY DESCRIPTION LOTS P BLOCK 9, TIEP, D F_ R TRRFFORD InRP OF TOWAI OF SRNFOP,D RS RECORDED IN NP BOOK _PRCEIS) SC TO 64 nF THE PUBLIC RECORDS OF SEMINOLE COUNTY,FLORIOR SOUTH RiW OF 7 TH ST. LOT 1 0 0 o o > 117.00 11.8 3 \ \ 3 I41I.00' 40 o N, U1 p^ y 0 0 cl) H ^ FOUNDATION r o 00 J o 1 o 0 bi 1��Zs�2oos >n z 40 28.00' N 90.00'00" C 7.5 ' ' O = 117.00 J LEGoo 13.EV - ELEVATION MID •-NAL-NO WK KK -GLOCX FD - FOUND I m - POINT OF SENMl1NG ESNT - EASEMENT 3 EVITLOT m. STORTA38'BlT C9- BEARING POW OF COMMEMCMENT A- 1 D 5� € - C'E TERL E R/V - MONT OF WAY e - DELTA X-X-X • FENCE PL - PROPERTY LIE C - CHORD RES - RESIDENCE PC - PW OF CURVE L - LOWH BLDO - BUILDING CONC • CONCRETE P -PLAT NOTES: WD FRN - WOOD FUN£ "ION - !DISSENT - NUMBER i NOT VALID WITHOUT THE SIGNATURE AND THE ORIONAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER UTL - UTLITY O - FD NEW • RD - ROAD O - SET RESAR -=9 _s fD COW "ION p - SET CoNc MON .z259 Li`DWA�(�OfR, 2 THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER -RESTRICTIONS OR UNRECORDED THAT EASEMENTS THAT EFFECT THIS PROPERTY. ECTTISPHAVE _ � 3 UNDER IMPROVEMENTS BEEN LOCATED UNLESS OTHER N� WISE 7J �/ FOR THE� 9WtLD 4 HEREON ATION EM TO RECOWN NOT BE USED OONSTRUCTBOUTD BOUNDARY LLMS.FNTS NSTRUCT it RE:WrE ED LAND WNEYOR 0= 5 BEARINGS ARE BASED ON ASSUMED DATUM AND ON THE LINE SHOWN AS Pc I= SANFCRD . FLOR. 3tM PHONE 7.V 5M \ O @mID/- xa W-ST T TH STIR T SAPPM . FLORIDA BASE BEARING ®.BJ. - - 77'` S(AP✓EY FounOA rioN I oAr--- 112812006 :WALE r = 2o, DRAJOW AS? &,DEFT OF 1 PLRT OF SURVEY DESCRIPTION LDT5 P , BLDCK 9, TIER D F R TRRFFORD /VRP OF TOWAI OF SRNFORD RS RECORDED IN XRP BOOK _PNCEIS356' TO 81 nF THE PUBLIC RECORDS OF SEVIVOLE COUNT Y,FLORIDR SOUTH R/W OF 7 TH ST. LOT 1 0 0 0 In 117.00 41,. 0 0' _ 3 o40 0 O }- 4 FOUNDATION r 5 0 0 JO oo N, O bl tt/28/2006 o Ln 0 J � N Q m z 40 28.00• N 90°00'00" E 7.5 - 117.00 LEGBa ELEV - ELEVATION N&D • NAL AND DISK SLK -BLOCK FD - FOIND POE - POW OF SEOMfNG ESMT - EASEMENT L 0 T 3 EASEMENT � `a'�Na+ENT IP RON PIPE • - STY STORY CHORD NARNGG R ' RADW ' - - £ - CENTERU E R/IM - RIGHT OF WAY A - DELTA - X-X-X • FENCE PL - PROPERTY LINE C - CHORD RES - RESIDENCE PC - POW OF CURYE L - LENGTH . - BLDG - BUILDING CONC - CONCRETE P -PLAT NOTES: WD FRM • WOOD FRAME MON - MMAIENT - NUMBER I NOT VALID WITHOUT- THE SIGNATURE AND THE OF40NAL RASED SEAL UTL - UTLITY O - FD RENAR • RD ' ROAD p - SET REBAR W2259 In -FD CONC MON p - SET CONC MON -2259 - OF A FLORIDA LICENSED SURVEYOR AND MAPPER- 2 THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO - �- 14. EDWAR RDGN THE SURVEYOR. THERE MAY BOTHER RESTRICTIONS OR UNRECORDED BE EASEMENTS THAT EFFECT E PROPERTY. 3 NO UNDER GROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHER WISE ZE�YI �f SHOWN 4 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. REGLSTEREI) LAID SURVEYOR /=6 5 BEARINGS ARE BASED ON ASSUMED DATUM AND ON THE LINE SHOWN AS t PO BOX C57 SAMFORD . FLORIDA --,M PHONE 324 5M t\ BASE BEARING ®.BJ. , { yf. WEST a TH STREET SANFOTD . FLORIDA )PC SLIRVEY FOUNDA TION ^CaE 1" - 20' .,W NCL- DA TF 11128812006 DRAWW AV SHEET- 7 OF 1 CITY OF SANFORD PERMIT APPLICATION ,b Address: ascription of Work: //I/' "`G //li/tfw istoric District: Zoning: Total Square Footage Value of Work: S C— _T :rmit Type: Building Electrical)/ r� Mechanical Plumbing Fire- Sprinkler/Alarm __ fool ectrical- New Service - # of AMPS 4fM& f� Addition/Alteration Change of Service fcrnporary Pole echanical: Residential Non -Residential Replacement New _ (Duct Layout & Energy Cale. Required) umbing/ New Commercial # of Fixtures # of Water & Sewer Lines__ # of Gas Lines umbing/New Residential: # of Wart Closets Plumbing Repair - Residential or Commercial zcupancy Type: Residential / t// Commercial Industrial instruction Type: A/dor H of Stories: # of Dwelling Units: Flood Zone (FENIA form required ) suers Name & Address: L / _ Phone. "ntractor Na & Adds: �` L/ t/� C i-ir C _ _ .� 6 U ;4 a dS P —_ _ y✓ 'L Suj�to License Number one & Fax :©� --3Contact Person: 4` "`Wr Phone- nding Company: (dress irtgagc Lender: 'dress: chitect/Eagineer: dress: Phone: Fax plication 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 .ranee 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 mit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and t CONDITIONERS, etc. dNER'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 istruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING (ICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN TORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. TICE: 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 county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. xptance of permit is verification that 1 will notify the owner of the property of the requirements of Lida Lien Signature of Owner/Agent Date S n f Coonaac r/Agent / Date Prins Owner/Agent's Name Pri t C tractor/ nt"s Name Signature of Notary -State of Florida Date Signature of Notary- t da DEBBIE BTON MY COMMISSION # DD 188491 ' a EXPIRES: February 25, 2007 1-800-3-NOTARY FL Notm Discount Assoc. Co. Owner/Agent is _ Personally Known to Me or Contr-actodAgent is Personally Known to Me or �~ Produced ID Produced ID 'ROVALS: ZONING: UTIL: FD- ENG: BLDG: cial Conditions: 03/2000 CITY OF SANFORD PERMIT APPLICATION Permit # : / V Job Address: _ _ L—o C Description of Work: Historic District: Zoning: Date: 1 I I L1 /J'�_ Value of Work: S 2'� Permit Type: 'Building Electrical Mechanical Plumbing \Xf Fire Sprinkler/Alarm Pool Electrical: New Service —# of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale" Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: J \JdH UCC4�ZU-) Phone: - ---- Contractor Nark liL'� a �104C -- P O BOX 1117 SANFOFtp, FLORMA_32772 111 State License Number: Phone & Fax: (407) 323-7515 Contact Person: I►VANTAGE PLUMBING, INC Bonding Company: P 0 9Slit.1117 Address: Ot' E{ANFORD, FLORIDA 32772 1117 Mortgage Lender: (407�^?23 75I$ Address: Architect/En gineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior w 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 i.aw; construction and zoning- WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUk ': ;.'t111 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 fecieral agencies. Acceptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Date Lien Law, FS 713. Print ontractor/Agent's Name '1</1-r/az 1 // L)/,, Date Signature of Notary -State of Florida Date MARTHA Y. HALL �^ Notary Public, State of Florida Contractor/Agent isl oersonallyKnown MY4001M. On. Feb. 1, 2008 _ Produced ID Comm. No. DD 258139 Zoning: (Initial & Date) Utilities: (Initial & Date) FD: (Initial & Date) P6 7 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75126 BUILDING PERMIT NUMBER: j I (CITY) UNIT ADDRESS: TRAFFIC ZONE: JURISDICTION: DATE: COUNTY NUMBER: SEC: _ TWP: RNG: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: : i .' ti'fs — l'•.,h.14: G Uj ::=rv. _n �_' ADDRESS: -7�/ {'..; b V! t APPLICANT NAME. -. ,;� s, , ,,, a, :,t ADDRESS LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unite 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 l S 54.00 SCHOOLS CO -WIDE 0 dwl unit 51,384.00 1 S 1,384.00 AMOUNT DUE, -- STATEMENT RECEIVED BY: - `' �` `` =f, � SIGNATURE: (PLEASE PRINT NAME) / f d _ _ DATE: NOTE'TO RECEIVING SIGNATORY/APPLICANT: tAILURE TO NOTIFY ENSURE TIMELY PAYMENT MAY RESULT IN YOUR'LIABILITY FOR THE t 2,143.00 . V'w f" OWNER AND 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 EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. a ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT*******-************* I loll is 11a if aa1 a all If au 91 Iia of Iraai a1 lea is au al au 1 Taal ;.; THIS INSTRUMENT PREPARED BY: Building & Fire Inspection in :Yu Name: JR Mr[al 1 1101 East First Street i .�:. Address:1413 Fairway Oaks Dr Sanford, Florida 32771 t.; rn Casselberry Fl 32707 SEMINOLE COUNTY t=' State of florida F�°R'°^'S"^T�"^'"°'�E County of Seminole r ai ril NOTICE OF COMMENCEMENT , b - Parcel ID Number (PID) 2$'-'l �1- 30-5%1C:j - D>O © o .2 0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with a : c, Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. F DESCRIPTION OF PROPERTY (Legal description of the property and street address) 706 Locust St Sanford ."=i Lot 2, Block 9, Tier D, E.R. Trafford Map of Town of Sanford, Book 1, Page 56 to 64 r.: CERTIFIED_ CO." , 'h GENERAL DESCRIPTION OF IMPROVEMENT MARYA. MOBS Build Single FamilyResidence with detached double garage F ii T „DT =j SEMIN C nR►:n {r OWNER INFORMATION ;F. � 11U6, ' -J1 Name and address: JRM Construction Inc., PMB 296, Suite 108, 478 E. Altamonte Dr'," Altamonte Springs, Fl 32701 CONTRACTOR Name and address: JRM Construction Inc., PMB 296, Suite 108, 478 E. Altamonye Dr. Altamonte Springs Fl 32701 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)(b), Florida Statutes. Name and address: In addition to himself, Owner Designates Section 713.13(1)(b), Florida Statutes. of To receive a copy of the Lienor's Notice as Provided in Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is s STATE OF FLORIDA f- F COUNTY OF SEMINOLE— V-.4j, gn. tuf":o �ffwner The foregoing instrument was acknowledged before me this day of by Who is personally, known to me Name of person making statement / OR who has produced identification 6'Cef' 42 type of identification produced J. RYAN N.WISON Notary Public, State of Florida My comm. exp. Feb. 9, 2010 Comm. No. DD516821 C:Y Of ,.r, s c, r i k 0 C) M Q') 9 CITY OF SANFORD PERMIT APPLICATION Permit # : D 7- I _ I 'vlJ $ Date: � Job Address: 706 _ _yGitlS l� �T S%i��R'� !� �' 3 Z77 1 Q,= R% Description of Work: Historic District: Zoning: t'i13i IC6 Total Square Footage_� 6 2006 Value of Work: $ 9%00.$ O©�'- � JUL 2 Permit Type: Building _K_ Electrical A Mechanical OZ Plumbing _ ok Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS l SC) Addition/Alteration Change of Service Temporary Pole A Mechanical: Residential _?C_ Non -Residential Replacement New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 11-1— Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Construction Type: 4'4,85 tt of Stories: Z # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name & Address: - �"' � � j btj 1) &C;rL,u�i Z_ L �' 4. 1U UV LI AA4,0 /& aV is Pio-.N i— L 3S-7'J U Phone: Contractor Name & Address: �l�►N Phone & Fax: to Bonding Company: Address: Mortgage Lender. Address: Architect/Engineer: 0 Address: L ".1 G STTtate LicensejNuumber- C�KG G Contact Person: _yl/!�l C L (--Phone: Phone: Fax: Z Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perforated to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirem'Yrrfs of Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: ? A l^J - Date Special Conditions: Rev 03/2006 Date FS 713. of C/or+Cfactor/Agent Date s Si46ature ot'ary-State of Florida Date Contractor/Agent is _ Personally Known to Me or Produced ID ENG: BLDG: A` i 0• a * 9 1,227• + ` ` 100• + f 440• + . � s? F+ 1,767• * 0• 1,227• x 40• _ 49,080- 0• 100• x 18• _ 1,800• 0• 440• x 20• _ 8,800• 0• 49,080• + 1,800• + 8,800• + -CA}A� 9,680• N. u e 0• * 1,767- 2• _ 883.5 883.5 x 0.01 = 8.835 FOF�M 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: 7 LOCUST STREET Builder: Z:R . . COP7Stir UC..;N Address: LOCUST STREET Permitting Office: Ant For cL City; State: SANFORD, FL 00000- Permit Number: O -1— 1 9g Owner: Jurisdiction Number: tvq ISDU Climate Zone: Central l . 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? No _ 6. Conditioned floor area (ftz) 1227 ft2 7. Glass type I 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) 133.0 ft2 b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 133.0 ft2 _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 151.0(p) ft b. N/A c. N/A _ 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.0, 1035.0 ft2 _ b. N/A c. N/A _ d. N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic _ R=30.0, 1227.0 ft2 b. N/A c. N/A II. Ducts _ a. Sup: Unc. Ret: Unc. AH: Interior _ Sup. R=6.0, 45.0 ft b. N/A _ 12. Cooling systems a. Central Unit b. N/A c. N/A Cap: 30.0 kBtu/hr SEER: 13.00 13. Heating systems a. Electric Heat PumpAWkCla.0 kBtu/hr _ SPF:7.60 b. N/A c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.97 _ b. N/A c. Conservation credits _ (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF, _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) PLOS � Ira" Of 5��1� Glass/Floor Area: 0.11 Total as -built points: 16550 PASS Total base points: 19633 I hereby certify that the plans and specifications covered by this calculation are in compliance: vith the rl. rida'r=r er3y Code. _-=="'` . PREPARED BY:�=�_ - DATE: Z fl.$�l.ca6 I hereby certify that this bu:iding, .as designed, is in compliance with the Florida Energy Cod.2. ; OWNER/AGENT: DATE: Review of the plans and THE Sp9TFo specifications covered by this �o� = %,, ;_ ; .c calculation indicates compliance �w4',,_ ;� .,+ with the Florida Energy Code. Before construction is completed �, A this building will be inspected for compliance with Section 553.908 *fl, ySA Florida Statutes. COD WF f¢� BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass 4ype z.rd areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) 'FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 810 LOCUST STREET, SANFORD, FL, 00000- PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1227.0 25.78 5693.8 Single, Clear N 1.5 6.0 30.0 30.19 0.94 851.2 Single, Clear N 1.5 4.0 9.0 30.19 0.89 240.5 Single, Clear S 1.5 6.0 15.0 48.22 0.87 628.2 Single, Clear S 1.5 3.0 4.0 48.22 0.69 134.1 Single, Clear E 6.0 6.0 30.0 63.97 0.53 1017.2 Single, Clear E 1.5 6.0 15.0 63.97 0.92 879.4 Single, Clear W 1.5 6.0 30.0 57.68 0.92 1583.8 As -Built Total: 133.0 5334.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.0 1035.0 1.20 1242.0 Exterior 1035.0 1.90 1966.5 Base Total: 1035.0 1966.5 As -Built Total: 1035.0 1242.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 42.0 7.20 302.4 Exterior 42.0 4.80 201.6 Base Total: 42.0 201.6 As -Built Total: 42.0 302.4 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1227.0 2.13 2613.5 Under Attic 30.0 1227.0 2.13 X 1.00 2613.5 Base Total: 1227.0 2613.5 As -Built Total: 1227.0 2613.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 151.0(p) -31.8 -4801.8 Slab -On -Grade Edge Insulation 0.0 151.0(p -31.90 -4816.9 Raised 0.0 0.00 0.0 Base Total: -4801.8 As -Built Total: 151.0 -4816.9 INFILTRATION Area X BSPM = Points Area X SPM = Points 1227.0 14.31 17558.4 1227.0 14.31 17558.4 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 810 LOCUST STREET, SANFORD, FL, 00000- PERMIT #: BASE AS -BUILT Summer Base Points: 23232.0 Summer As -Built Points: 1 22233.8 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 30000 btuh ,SEER/EFF(l3.0) Ducts: Unc(S),Unc(R),lnt(AH),R6.0(INS) 22234 1.00 (1.09 x 1.150 x 0.90) 0.262 0.950 6233.3 23232.0 0.4266 9910.8 22233.8 1.00 1.125 0.262 0.950 6233.3 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 810 LOCUST STREET, SANFORD, FL, 00000- 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 1227.0 5.86 1294.2 Single, Clear N 1.5 6.0 30.0 15.07 1.00 450.5 Single, Clear N 1.5 4.0 9.0 15.07 1.00 134.9 Single, Clear S 1.5 6.0 15.0 9.90 1.05 156.0 Single, Clear S 1.5 3.0 4.0 9.90 1.30 51.5 Single, Clear E 6.0 6.0 30.0 12.37 1.16 431.7 Single, Clear E 1.5 6.0 15.0 12.37 1.02 188.9 Single, Clear W 1.5 6.0 30.0 13.25 1.01 401.7 As -Built Total: 133.0 1815.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.0 1035.0 3.35 3467 33 Exterior 1035.0 2.00 2070.0 Base Total: 1035.0 2070.0 As -Built Total: 1035.0 3467.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 42.0 7.60 319.2 Exterior 42.0 5.10 214.2 Base Total: 42.0 214.2 As -Built Total: 42.0 319.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1227.0 0.64 785.3 Under Attic 30.0 1227.0 0.64 X 1.00 785.3 Base Total: 1227.0 785.3 As -Built Total: 1227.0 785.3 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 151.0(p) -1.9 -286.9 Slab -On -Grade Edge Insulation 0.0 151.0(p 2.50 377.5 Raised 0.0 0.00 0.0 Base Total: -286.9 As -Built Total: 151.0 377.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1227.0 -0.28 -343.6 L 1227.0 -0.28 -343.6 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A -Details I ADDRESS: 810 LOCUST STREET, SANFORD, FL, 00000- PERMIT #: I BASE AS -BUILT Winter Base Points: 3733.3 Winter As -Built Points: 6420.9 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 29000 btuh ,EFF(7.6) Ducts: Unc(S),Unc(R),Int(AH),R6.0 6420.9 1.000 (1.078 x 1.160 x 0.92) 0.449 1.000 3317.3 3733.3 0.6274 2342.2 6420.9 1.00 1.150 0.449 1.000 3317.3 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 810 LOCUST STREET, SANFORD, FL, 00000- 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 0.97 3 1.00 2333.20 1.00 6999.6 As -Built Total: 6999.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 9911 2342 7380 19633 6233 3317 7000 16550 P4V� SHE„ST9T��.o ran OD WE EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge0/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A -Details ADDRESS: 810 LOCUST STREET, SANFORD, FL, 00000- PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket; weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. off-41 v 1 nr_Ic rKtat,rclr I Ivt MtASUKtb (must be met or exceeded by all residences COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements. in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (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 TM DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6 The higher the score, the more efficient the home. , 810 LOCUST STREET, SANFORD, FL, 00000- 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? No _ 6. Conditioned floor area (ft') 1227 ft2 _ 7. Glass type I 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) 133.0 ft2 _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 133.0 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 15 1.0(p) ft b. N/A c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.0, 1035.0 ft2 _ b. N/A c. N/A _ d. N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic R=30.0, 1227.0 ft2 _ b. N/A c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 45.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling,. MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 30.0 kBtu/hr SEER: 13.00 Cap: 29.0 kBtu/hr HSPF: 7.60 Cap: 50.0 gallons _ EF: 0.97 CF, j y�THE S T Ar�O`4 r�,coDWE *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAIDOE EnergyStar"4designation), your home may qualms for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at.850/487-1824.' 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. 1~nergyGauge® (Version: FLRC.A v4.0) 6W SYSTEM SIZING SUMMARY System Name 810 LOCUST STREET 07-18-06 Location Orlando, Florida Block Load v2.12 Prepared By Bobes Associates Page 1 of 2 ************************************************************************* TABLE 1. SIZING DATA -- COOLING ------------------------------------------------------------------------- Total coil load = 22,385 BTU/hr Load occurs C July 1600 Sensible coil load = 20,261 BTU/hr Outdoor Db/Wb = 93.5/ 75.9 F Total zone sensible= 19,918 BTU/hr Coil Conditions: Supply temperature = 57.0 F Entering Db/Wb = 75.0/ 63.5 F Supply air (actual)= 1,028 CFM Leaving Db/Wb = 56.7/ 56.2 F Supply air (std) = 1,025 CFM Apparatus dewpoint= 55.7 F Ventilation air = 0 CFM Bypass factor = 0.050 Direct exhaust air = 0 CFM Resulting zone RH = 53.6 o Reheat required = 0 BTU/hr Floor area (sqft) = 1,227 Total coil load = 1.87 Ton Overall U-value = 0.147 Sensible coil load = 1.69 Ton Vent air CFM/sqft = 0.00 SQFT/Ton = 657.76 Vent air CFM/person = 0.00 Cooling BTU/hr/sgft = 18.24 ------------------------------------------------------------------------- Cooling CFM/sqft = 0.84 TABLE 2. SIZING DATA -- HEATING ------------------------------------------------------------------------- Heating coil load = 17,632 BTU/hr Heating BTU/hr/sgft = 14.37 Ventilation load = 0 BTU/hr Heating CFM/sqft = 0.84 Total zone load = 17,632 BTU/hr Floor area (sqft) = 1,227 Ventilation airflow= 0 CFM Overall U-value = 0.147 Supply airflow = 1,028 CFM Vent air CFM/sqft = 0.00 ------------------------------------------------------------------------- Vent air CFM/person = 0.00 TABLE 3. INPUT DATA -- WEATHER ------------------------------------------------------------------------- City = Orlando Summer dry-bulb = 94.0 F State = Florida Coincident wet -bulb= 76.0 F Data Source = ASHRAE to Daily Range = 17.0 F Latitude = 28.4 deg. Winter dry-bulb = 35.0 F Elevation ------------------------------------------------------------------------- = 106.0 ft Atmos. Clear. Num. = 0.90 TABLE 4. INPUT DATA -- HVAC SYSTEM ------------------------------------------------------------------------- System Type Clg & Warm Air Htg THERMOSTAT SETPOINTS System Start 600 Cooling (Occ) 75.0 F Duration 24 hrs Cooling (Unocc) 80.0 F Heating 68.0 F SIZING SPECIFICATIONS FACTORS Supply 57.0 F Co-il Bypas,p 0.050 Ventilation 0 CFM Safety (Sens, 5 0 Exhaust 0 CFM Safe y_ (Later..) 5 0 Heating Safety 5 0 FAN -RETURN AIR PLENUM N Configuration : Draw-Thru = Static Pressure : 0.45 in. --.�-------------- ---------------------------------------------- - --- ���. �P) 6 SYSTEM SIZING SUMMARY System Name 810 LOCUST STREET 07-18-06 Location Orlando, Florida Block Load v2.12 Prepared By Bobes Associates Page 2 of 2 ************************************************************************* TABLE 5. TOP TEN COOLING COIL LOADS Sensible Total Sensible Total ------------------------------------------------------------------------- Time Ton Ton Time Ton Ton 1) July/1600 1.69 1.87 6) Aug/1600 1.66 1.84 2) July/1700 1.69 1.86 7) June/1500 1.64 1.83 3) June/1700 1.67 1.85 8) Aug/1700 1.64 1.82 4) June/1600 1.67 1.85 9) Aug/1500 1.64 1.81 5) ------------------------------------------------------------------------- July/1500 1.67 1.84 10) July/1800 1.62 1.80 TABLE 6. ZONE SIZING DATA Maximum Design Maximum Design Cooling Airflow Design Heating Flow Sensible Rate Time Load Rate Zone Name (BTU/hr) ------------------------------------------------------------------------- (CFM) (BTU/hr) (CFM) 810 LOCUST STREET 19,918 ------------------------------------------------------------------------- 1,028 @July 1600 1 17,632 - DETAILED SYSTEM LOAD REPORT System Name 810 LOCUST STREET 07-18-06 Location Orlando, Florida Block Load v2.12 Prepared By Bobes Associates Page 1 of 1 ************************************************************************* TABLE 1. LOAD COMPONENT ------------------------------------------------------------------------- SUMMARY for July 1600 ( 93.5/ 75.9 F) Design Cooling Loadsl Design Sensible Latent Heating Load Component ------------------------------------------------------------------------- Details (BTU/hr) (BTU/hr) (BTU/hr) Solar Loads 133 sqft 4,780 - - Wall Transmission 1,035 sqft 2,111 - 4,440 Roof Transmission 1,227 sqft 2,478 - 2,429 Glass Transmission 133 sqft 2,260 - 4,784 Skylight Transmission 0 sqft 0 - 0 Partitions 0 sqft 0 - 0 Lighting 1.00 W/sqft 4,165 - - Other Electric 0.25 W/sqft 1,045 - - People 4 people 909 476 - Infiltration 1,221 1,547 2,178 Miscellaneous 0 0 - Slab 1,227 sqft - - 2,960 Pulldown/Warm-up 0 - - Safety Factor ------------------------------------------------------------------------- 5/ 5/ 5 0 948 101 840 Total Zone Loads 1 ------------------------------------------------------------------------- 1 19,918 2,124 1 171632 1 Ventilation Load 0 CFM 0 0 0 Supply Fan Load 1,028 CFM 343 - - Plenum Load Thru Wall 0 0 0 - - Plenum Load Thru Roof 0 0 0 - - Plenum Load - Lights 0 0 0 - - Reheat Load ------------------------------------------------------------------------- 0 - _ Total Coil Loads 1 ------------------------------------------------------------------------- 1 20,261 2,124 1 17,632 1 TABLE 2. WALL AND GLASS BREAKDOWN Total Cooling Cooling Heating Net Area Transmission Solar Load Transmission Component ------------------------------------------------------------------------- (sqft) (BTU/hr) (BTU/hr) (BTU/hr) Walls NE 0 0 - 0 E 194 535 - 832 SE 0 0 - 0 S 341 580 - 1,463 SW 0 0 - 0 W 179 430 - 768 NW 0 0 - 0 N 321 567 - 1,377 ------------------------------------------------------------------------- Glass NE 0 0 0 0 E 45 765 1,582 1,619 SE 0 0 0 0 S 19 323 350 683 SW 0 0 0 0 W 30 510 2,050 1,079 NW 0 0 0 0 N 39 663 798 1,403 Hor 0 0 0 0 Truss Design Index Sheet* Work Order Pro'ect Identification W0:6050 locus st house Name:ADDITIO CUST: BECKER BUILDERS Address: City/County: I Truss Design Engineer Truss Manufacture Information Name: Bradley E. Morris Address:1101 N. Great S.W. Pkwy. Name: New Moon Enterprises Inc. City/State: Arlington, Texas 76011 Address 1: 607 School Street License No.: Florida 58488 Address 2: Ci ty/State: Apopka, FL 32712 Design Information - Job Load :20 TCLL 7 TCDL 0 BCLL 10 BCDL psf Wi nd Load: 120 mph Spec: ASCE 7-2002 Bld Type: All Buildings Except Category I, III, IV Exposure B, Enclosed Snow Load: See Individual Design Drawings Bldg Code: Florida Code 2004 -Residential Dsgn Code: ANSI/TPI 1 -2002 . Softwa re: TrusPI us T6.5.2 Structural Engineer of Record No Structural Engineer of Record 8/16/2006 1 hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional ruswal ID: T226497.J249606 Engineer. This document is no longer valid if any modifications are made to it. Table of Contents Page Design Label Page Design Label Page Design Label Page Design Label Page Design Label 1 Scope of Work 2 Details List 3 CJ01 4 CJ02 5 H01 6 H02 7 H03 8 H04 9 H05 10 H06 11 H07 12 H08 13 H09 14 J01 15 J02 16 J03 17 J04 18 J05 19 J06 20 J07 21 J08 22 S01 23 S02 24 S03 25 SO4 26 S05 27 S06 28 S07 29 S08 30 S09 31 S10 32 S11 33 S12 34 S13 35 S14 36 S15 37 T01 38 T02 Pagel *FLORIDA ADMINISTRATIVE CODE 61 G15-31.003 section 5 w ee Engineering eJob 8/16/2006 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1-1995 Section 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Truswal Systems Corporation 1101 N. Great S.W. Pkwy. Arlington, TX 76011 800-521-9790 Required Details* Other Available Details* ftp://l 40:truswal@ftp.truswal.com/DesignsDetails/CO/AltBrace. pdf ftp://l40:truswal(c-Dftp.truswal.com/DesignsDetails/CO/CAL-HIP.pdf ftp://140:truswal(a)-ftp.truswal.com/DesignsDetails/CO/EvaluationReportl 607.pdf ftp://140:truswal(d)-ftp.truswal.com/DesignsDetails/CO/FalseFrame. pdf ftp://140:truswal cDftp.truswa1.com/DesignsDetails/CO/GableBrace.pdf ftp://140:truswal@ p.truswal.com/DesignsDetails/CO/Piggyback.pdf *Sealed versions of these details are available upon request. Truswal Systems Corporation 1101 N. Great S.W. Pkwy. Arlington, TX 76011 800-521-9790 M Job Name: ADDITION Truss ID: CJ01 Qt : 6 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed ANSI/TPI 1-2002 UPLIFT REACTION(S) 1 0- 1-12 599 3.50" 1.50" BC 2x4 SP #2 ., ,per This design does of account for long term Support C&C Wind Main Wind Non -Wind 2 9- 9- 5 626 1.50" 1.50" WEB 2x4 SP #2 time dependent loading (creep). Building 1 -531 lb -314 lb -353 BR2 REQUIREMENTS shown are based ONLY WEDGE 2x6 SP #2 THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. Refer to Joint QC Detail Sheet for 2 -59116 lb HORIZONTAL REACTIONS) on the truss material at each bearing MULTIPLE LOAD CASES. Maximum Rotational Tolerance used support 1 145 b MAX DEFLECTION (span) : IRC/IBC truss plate values are based on Uniform TC Dead Loads used have been This truss is designed using the L/999 ME 4-5 (LIVE) LC 1 testingy and approval as required by IBC 1703 adjusted for TC pitch= 4.24. ASCE7-02 Wind Specification L= -0.07" D= -0.38" T= -0.45" and AN and are reported documents in available Loaded for 10 PSF non -concurrent BCLL. bracing is Bldg Enclosed = Yes, Importance Location Not End Zone Factor- = 1.00 MAX DEFLECTION (cant) : such as ICBO #1607. Permanent required (by others) to prevent rotation/toppling. See BCSI 1-03 Truss = Hurricane/Ocean Line, No Exp Categoryy = B L/999 MEM 5-0 (LIVE) LC 1 and ANSI/TPI 1. Bldg Length - 60.00 ft. Bldg Width = 32.00 ft L= 0.00" D= 0.01" T= 0.01" Mean roof height = 9.76 ft. mph 120 CRITICAL MEMBER FORCES: TPI Standard Occu ancy Dead Load Designed as Main Wind force Resisting 8.4 psf System TC COMP. (DUR.)/ TENS. (DUR. (((1. CSI and Components and Cladding 1-2-859(((1.25)))/ 875 2-3-100(1.25)/ 45(1.253 6033 0.68 0.67 Tributary Area = 29 sgft 3-0 -3 1.25 / OC(1.60 0.00 ----------LOAD CASE #1 DESIGN Dir L. Plf L.Loc LOADS ---------------- R.Plf R.Loc LL/TL BC COMP.((DUR.))/ TENS.((DUR.)) CSI TC Vert 76. 06 - 1-10-10 TC Vert 54.85 0- 0- 0 76.06 54.85 0- 0- 0 0- 6-12 0.53 0.733 4-5 -936(1,60)/ 834(1.25) 0.86 - TC Vert 27.42 0- 6-12 27.42 2- 6-12 0.73 5-0 0 1.25 / 0 0.90 0.00 TC Vert 54.85 2- 6-12 54. 85 3- 4-12 0.73 WB COMP. ((((DUR.33/ TENS. ((DUR,3 C5I TC Vert 27. 42 3- 4-12 TC Vert 54.85 5- 4-12 27.42 5- 4-12 6- 2-11 0.73 0.73 81-5 TC Vert 27.42 6- 2-11 27.42 27.42 8- 2-11 0. 73 32 -153(1.25)% 226(1.60) 0.03 TC Vert 54.85 8- 2-11 54.85 9-10- 1 0.73 BC Vert 20.00 0- 0- 0 20.00 0- 6-12 0.00 BC Vert 10. 00 0- 6-12 10. 00 2- 6-12 0.00 BC Vert 20.00 2- 6-12 20.00 3- 4-12 0.00 BC Vert 10.00 3- 4-12 10. 00 5- 4-12 0.00 SC Vert 20. 00 5- 4-12 BC Vert 10.00 6- 2-11 20.00 10.00 6- 2-11 8- 2-11 0.00 0.00 BC Vert 20.00 8- 2-11 20.00 9-10- 1 0.00 ...Type... lbs X.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 1 2 3 __________ CRITICAL POINT LOADS ________________ Type.. X.Loc Max.ID"r Min.(Dur 4.24 TC Vert 1- 6-12 0 1.25 TC Vert 1- 6-12 0 1.25 TC Vert 4- 4-11 72 1.25 0 0 -114 1.25 1.25 1.60 TC Vert 4- 4-12 72 1.25 -114 1.60 1.5 4 TC Vert 7- 2-11 323 1.25 TC Vert 7- 2-11 123 1.25 BC Vert 1- 6-12 0 1.251 -189 189 0 1.60 1. 60 1.25 BC Vert 1- 6-12 0 1.25 0 1.25 BC Vert 4- 4-12 27 0.90 -9 1.60 BC Vert 4- 4-12 27 0.90 -9 1.60 BC Vert 7- 2-11 47 0.90 -14 1.60 BC Vert 7- 2-11 47 0.90 -14 1.60 3-9-15 3. -4 3-9-15 4- -7 SHIP 0-43 3-4 81 3-8 3-4 B2 W:308 R:599 W:108 R:626 U:-531 U:-591 4 5 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 rusty I stems Plates are 20 aaa. unless shown bv "18"(18 ga ' H" 16 a. r "M " TWMX 20 8 ), po Itlon T 3v )abQ $ 8� perJoint Details Report. f v (�' C tl plates and false frame p ales are positione as shown a ove. hi g e Stu totes to av Id over ap wit structural plates (or staple). irclea WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Drive-Z_6050 locus st house-L00005_JO0001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 8 WT : 63# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live - 20 . OO - psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T p'��wJ U A YY �` is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0: 00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall notbe placed in any TC Dead 7:00 psf; Rep Mbr Bnd / Comp / Tens SYSTEMS environmentthatwill cause (he moisture content ofthe wood toexceed 19%antl/orcauseconnector plate corrosion. Fabncate, handle. install BC Live 0.00 1.00 / 1.00 / 1.00 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, psf 1101 N. Great S.W. Pkwy., Arrington TX 76011 'ANSI/TPI 1% WTCA 1'- Wood Truss Council of Amenca Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C: Spaci ng 2- 0- 0 Florida Certificate of Authonzafion # 278 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Dive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719.TheAmericanForestandPaperAssociation(AFPA)islocatedat11111ginStreet,NW,Ste800,Washington,DC20036, Bldg Code: FBC2004R IDEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: CJ02 Qt : 2 BRG X-LOC REACT SIZE - REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION(5) 1 0- 1- 6 648 2.75 1.50 BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 9- 9- 5 655 1.50" 1.50" WEB 2x4 SP #2 time dependent loading (creep). Budding 1 583 lb 346 lb BRG REQUIREMENTS shown are based ONLY WEDGE 2x6 SP #2 THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. Refer to joint QC Detail Sheet for 2 -616 lb -368 16 HORIZONTAL REACTIONS On the truss material at each bearing MULTIPLE LOAD CASES. Maximum Rotational Tolerance used support 1 142 b: MAX DEFLECTION (span) : IRC/IBC truss plate values are based on Uniform TC Dead Loads used have been This truss is designed using the L/999 ME 4-5 (LIVE) LC 1 testingg and approval as required by IBC 1703 adjusted for TC pitch- 4.24. ASCE7-02 Wind Specification L= -0.04" D- -0.03" T= -0.08 and AN and are reported in available documents loaded for 10 PSF non -concurrent BCLL. Permanent bracing is Bldg Enclosed - Yes, Importance,Factor Not End Zone - 1.00 MAX DEFLECTION (Cant) : such as ICBO #1607. required (by others) to prevent rotation/toppling. See BCSI 1-03 Truss Location - Hurricane/Ocean Line No Exp Categoryy - B L/999 MEM 6-0 (LIVE) LC 1 and ANSI/TPI 1. Bldg Length - 60.00 ft, 81 dg Width 32.00 ft L= 0.00" D= 0.00" T- 0.00" Mean roof height - 9.85 ft, mph - 120 CRITICAL MEMBER FORCES: TPI Standard Occupancy Dead Load Designed as Main Wind force Resisting 8.4 psf System TC COMP.DUR.)/ TENS. DUR.) CSI and Components and Cladding 1-2-10991.25)))/ 2-3-991.25)/ 60 960 1. 60))) 0.64 1. 60) 0.53 Tributary 3-0 -311 .25))/ 0 0.90 0.00 LOAD CASE Y1fDESIGN Di L.PIf L.Loc LOADS ---------------- R. PIf R.Loc LL/TL COMS.(DU603% ( ) TE988(W25) TC Vert 76.06 - 1-10-10 TC Vert 54.85 0- 0- 0 76.06 54. 85 0- 0- 0 0- 6-12 0.53 0.73 4B5 0�41 TC Vert 27. 42 0- 6_12 27. 42 2- 6-12 0. 73 5-6 -955 1.60 )) / 975 1.25 0.41 3 TC Vert 54,85 2- 6-12 54.85 3- 4-12 0.73 (<< 6-0 0 1.25 / 0 (( 1.60 0.00 TC Vert 27. 42 3- 4-12 27.42 5- 4-12 0. 73 WB COMP. DUR. / TENS.(DUR. CSI TC Vert 54. 85 5- 4-12 54.85 6- 2-11 0.73 2-5-371.603/ 204(0.9 0.05 TC Vert 27. 42 6- 2-11 27.42 8- 2-11 0.73 2-6 -10621.25 / 1039 1.60 0.05 TC Vert 54. 85 8- 2-11 54.85 9-10_ 1 0. 73 3-6 -15711.25 / 202 1.60 0.03I BC Vert 10. 00 0- 0- 0 BC Vert 10.00 0- 6-12 10.00 10.00 0- 6-12 2- 6-12 0.00 0.00 BC Vert 20.00 2- 6-11 20.00 3- 4-12 0.00 BC Vert 10.00 3- 4-12 BC Vert 20.00 5- 4-12 10.00 20.00 5- 4-12 6- 2-11 0.00 0.00 BC Vert 10.00 6- 2-11 10.00 8- 2-11 0.00 BC Vert 20.00 8- 2-11 20.00 9-10- 1 0.00 ...Type.., lbs X.Loc LL/TL TC Vert 0.0 0- 1- 6 1.00 1 2 3 ____________ CRITICAL POINT LOADS ------------------ Type.. X.Loc Max.(Dur Min.(Dur TC Vert 1- 6-12 0 1.25 0 1.21 4.24 TC Vert 1- 6-12 31 1.25 7C Vert 4- 4-12 81 1.25 -47 1.60 TC Vert 4- 4-12 72 1.25 123 -114 1.60 1.60 _ 1 5-4 TC Vert 7- 2-11 123 1.25 TC Vert 7- 2-12 111 1.25 BC Vert 1- 6-12 11 0.90 -199 -1-7 -7 1.SO 1.60 1.60 BC Vert 1- 6-12 0 1.25 0 1.25 BC Vert 4- 4-12 27 0.90 -9 1.60 BC Vert 4- 4-12 31 0.90 -12 1.60 BC Vert 7- 2-11 47 0.90 -14 1.60 3-4 BC Vert 7- 2-11 51 0.90 -36 1.60 3-9-15 3-9-15 4- -7 SHIP 3-4 0- 3 1.5-4 B1 3-8 3-4 B2 W:21 R:64 W:108 R:655 U:-583 U:-616 VVHI IVI/V V Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from T.-al software, 1101 N. Great S.W. Pkwy., Arlington TX 76011 'ANSI/TPI 1 % WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - Florida Certificate of Authorization # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Dove, Madison, TRUSPLU S 6.0 VER : T6. 5.2 Wisconsin 53719. The American Forest and Paper Assccialion (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Cust: BECKER BUILDERS WO: Drive_Z_6050 locus st house_L00005_300001 Dsgnr: E.H. #LC = 8 WT: 66# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Ps) 0.00 psf, SnowDur L=1.15 P=1.15 TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: FBC2004R Job Name: ADDITION Truss ID: H01 Qt : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed,ver ANSI/TPI 1-2002 UPLIFT REAC7ION(S) 1 0- 4- 0 2799 8.00" 1.65" BC 2z4 SP F2 This design does not account for lonq term Support CEG Wind Main Wind Non -Wind 2 30- 4- 0 2799 8.00" 1.65" WEB 2z4 SP #2 time dependent lo'ding (creep). Building 1 -2349 lb -1530 lb BRG REQUIREMENTS shown Q are based ONLY Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Designer must ccount for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -2252 lb -1531 lb This truss is designed using the on the truss material at each bearing Uniform 7C Dead Loads used have been MULTIPLE LOAD CASES. ASCE7-02 Wind Specification MAX DEFLECTION (Span) : adjusted for TC pitch- 6.00. IRC/IBC truss plate values are based on Bldg Enclosed = Yes, Importance Factor - 1.00 L/999 MEM 11-12 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + testing and approval as required by IBC 1703 and AN and are reported in available Truss Location = Not End Zone Hurricane/Ocean Line No Exp Categoryy B L= -0.18" D= -0.19" T= -0.37" Nail pattern shown is for PLF loads only. documents such as ICBO #1607. Bldg Length = 60.00 ft, 81 rig Width = 32.00 ft CRITICAL MEMBER FORCES: TC COMP. TENS. DUI, WR.lio CSI Concentrated loads MUST be distributed to Drainage must be provided toavid pnding. Mean roof height - 9.92 ft, mph = 120 1-2 -5156JDUR,J� 1.24419 0.65 each Ply equally. On multi -ply with hangers, use 3' nails mi into the carrying member. Permanent bracing is required (byothers)toTPI rotation/toppling. See BCSI 1-03 Standard Occupancy, Dead Load -8.4 Designed as Main Wind Force Resisting psf System 2-3 -49661.25 4345 1.60 0.70 . For more than 2 ply, use additionalfasten- prevent and ANSI/TPI 1. and Components and Cladding 3-4 -63481.25 5565 1.60 0.78ers as indicated from the back Plys, or use 2-PLY! Nail w/lOd CO!MON, staered(per NDS) Tributary Area =146sgft4-5 -63481.25 5565 1.60 0.77 any other approved detail (by others). in: TC- 2 BC- 2 WEBS- 2 PER FOOT!* ----------LOAD CASE #1 DESIGN LOADS ---------------- 5-6 -49661.25/ 4363 1.60 0.6a + + + + + ++ ++ + + + + + + + + + + + + + Dir L. PIf L.Loc R. PIf R.Loc LL/TL 6-7 -51561.25/ 4427 1.60 0.66 TC Vert 78.01 - 1- 4- 0 78.01 0- 0- 0 0.51 BC COMP. ./ TENS. DUR. CSI TC Vert 55.65 0- 0- 0 TC Vert 27.83 5- 0-12 15.65 6- 0-12 27. 83 24- 7- 4 0.72 0.72 6-9 -3825IDUR 1.60 / 4516 1.25 0.89 TC Vert 55.65 24- 7- 4 55.65 30- 8- 0 0.72 9-10 -54041.60 / 6185 1.25 0.86 TC Vert 78.01 30- 8- 0 78.01 32- 0- 0 051 10-11 -54041.60 / 6185 1.25 0.73 BC Vert 20.00 0- 00 20.00 6- 0-12 0.011-12-54021.60 / 6181 1.21 0.71 BC Vert 10.00 6- 0-12 10.024- 7- 4 0.00 12-13 -54021.60 / 6185 1.25 0.86 BC Vert 20:00 24- 7- 4 20.00 30- 8- 0 0.00 13-14 -38471.60 / 4518 1.25 0. 89 „Type... lbs X.Loc LL/TL WB COMP. DUR. / TENS. OUR. CSI 7C Vert 0.0 0- 4- 0 TC Vert 0.0 30- 4- 0 1.00 1.00 2-9 -1491 1.60 / 1857 1.25 0. 17 ------------ CRITICAL POINT LOADS ------------------ 3-9 -1540 1.25 / 1540 3-11 -1 1.60 / 356 1.60 1.25 0. 13 0.03 Type.. X.Loc Ma our Min.(Dur S-il -4 1.60 / 356 1.25 0.03 TC Vert 7- 0-12 171 1.25 TC Vert 9- 0-12 171 1.25 -246 -246 1.60 1.60 5-13 -1540 1.25 / 1514 1.60 0.13 TC Vert 11- 0-12 171 1.25 -246 1.60 6_ 13 -1477 1.60 / 1857 1.25 0.17 TC Vert 13- 0-12 171 1.25 -246 1.60 7C Vert 15- 0-.12 171 1.25 -246 1.60 TC Vert 15- 7- 4 171 1.25 -246 1.60 TC Vert 17- 7- 4 171 1.25 -246 1.60 TC Vert 19- 7- 4 171 1.25 -246 1.60 TC Vert 21- 7- 4 171 1.25 TC Vert 23- 7- 4 171 1.25 -246 -246 1.60 1.60 BC Vert 7- 0-12 66 0.90 -15 1.60 BC Vert 7- 1- 8 626 1.25 -591 1.60 7-0-0 16-8-0 7-0-0 BC Vert 9- 0-12 66 0.90 BC Vert 11- 0-12 66 0.90 -15 -15 1.60 1.60 BC Vert 13- 0-12 66 0.90 -15 1. 60 1 6 7 2 BC Vert 15- 0-12 66 0.90 15 1.60 2-PLYS - - - BC Vert 15- 7- 66 0.90 -15 1.60 REQUIRED 6.00 6.0 BC Vert 17- 7- 4 66 0.90 BC Vert 19- 7- 4 66 0.90 BC Vert 21- 7- 4 66 0. 90 -15 -15 15 1.60 1.'0 1.60 3-4 BC Vert 23- 6- 8 626 1.25 BC Vert 23- 7- 4 66 0. 90 -591 -15 1.60 1.60 5-5 3-4 S=3.5-4 5-5 TI 3-10-3 3-8 3-8 4-5-15I SHIP 1 S 2 1 0-4-3 3-4 3-4 S=3.5-5 0-4-3 B1 S=3.5-5 3-4 B2 W:800 - -- -- -- -- -- -- W:800 R:2799 R:2799 U:-2349 U:-2252 1� 1-4- 30-8-0 ' 8 9 10 11 12 13 14 ruswal stems Plates are 20 ircled D �tes and false frame L ds shown above. Shin aAble stud �la es to a% Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ® VVAKNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indivdual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO: Drive_Z_6050 locus st house_LOOOOS_JOOOOI Dsgn r : E.H. #LC = 10 WT: 182# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 T R lJ S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0. 00 psf SnowDu r L=1.1$ P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Brid / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint Reports' from Truswal BC Live 0.00 psf 1.00 / 1.00 / 1.00 1101 N. Great S.W. Pkwy., Arlington TX 76011 and brace this truss in accordance with the following standards: and Cutting Detail available as output software, 'ANSI7rP11% WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Flonde Certificate of Authorization # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719, The American Forest and Paper Association (AFPA)Islocated at11111911, Street. NW, Ste 800.Washington. DC20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC L/24 Job Name: ADDITION Truss ID: H02 Qt : 1 ERG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0 1259 $.00�� 1.$0" BC 2x4 SP #2 This de519n does not account for long Term Support C&C W1nd Main Wind Non -Wind 2 30- 4- 0 1259 8.00 1.50:: WEB 2x4 SP #2 time dependent loading (creep). Building 1 -588 lb -486 lb BRIG REQUIREMENTS shown are based ONLY Refer to Joint fx Detail Sheet for Maximum Rotational Tolerance used Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -588 lb -486 lb This truss is designed the on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. using ASCE7-02 Wind Specification MAX DEFLECTION (span) : adjusted for TC pitch. 6.00. IRC/IBC truss plate values are based on Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 MEM 11-12 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BCLL. Drainage must be to avoid testing9 and approval as required by IBC 1703 and AN and are in Truss Location - Not End Zone Hurricane/Ocean Line No Exp Categoryy B L= -0.11" D= -0.12" T= -0.24" provided ponding. reported available documents such as ICBO #1607. = - Bldg Length - 60.00 ft, Bldg Width - 32.00 ft CRITICAL MEMBER FORCES: Mean roof height - 10.42 ft, mph - 120 TC COMP. TENS. IJUR.CSI 1-2 -2046JDUR�J�848 1.60 0.37 TPI Standard Occupancy,DeadLoad - 8.4psf 2-3-18531.25/ 774 1.60 0.22 Designed as Main Wind Force Resisting Systemand Components and Cladding 3-4 -19321.25/ 663 1.60 0.39 Tributary Area - 61 sgft 4-5 19321.25/ 863 -18531.25/ 775 1.600.395-6 1.60 0.22 6-7 -20461.25/ 848 1.60 0.37 BC COMP.JDUR6./ TENS.DURJ CSI 8-9 -7061.0 / 1769 1.25 0.57 9-10-5301.60 / 1552 1.25 0.42 10-11 -5301.60 / 1552 1.250.54 11-12 -5301.60 / 1552 12-13 -5301.60 / 1552 1.25 0.54 1.25 0.42 13-14 -7061.60 / 1769 1.25 0.57 WB COMP.IDUR. / TENS DUR. CSI 2-9 -1901.25 / 211 1.600.053-9 -543.60 / 281 3-11-1661.60 / 464 1.250.05 1.25 0.16 4-11 -375125 241 / 464 1.60 0.125-11-1661.60 1.25 0.16 5-13 -541.60 / 281 1.25 0.05 6-13 -1901.25 / 210 1.60 0.05 t 4-1I0-3 I 3.5-5 111 2 0-4-3 9-0-0 I 12-8-0 9-0-0 1 2 3 4 5 6 7 6 00 -6.0 R5-5 1.5-4 R5-5 t 5-5-15 SHIP = t 0-4-3 61 B2 W:800 W:800 R:1259 R:1259 U:-588 U:-588 I 30-8-0 8 9 10 11 12 13 14 ' 7,rc ystems Plates are 20 Circled pates and false frame 20 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WHK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_Z_6050 locus st house_1-00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS n r • E.H. #LC 22 WT 199# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads 9 = : L utilized on this design meet or exceed the "Ing imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 25 T R U S WA is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 psf SnowDU r L=1.15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Fabricate, handle, install TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS erivronmerit that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Arlington TX 76011 'ANSVTPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, •BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 Florida Certificate of Authorization # 278 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H03 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP Y2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION{S) 1 0- 4- 0 1259 8.00' 1.50 BC 2x4 SP Y2 This design does not account for long term Support C8C Wind Main Wind Non -Wind 2 30- 4- 0 1259 8.00� 1.50'• WEB 2x4 SP Y2 for time dependent loading (creep). Building for 1 -589 lb -486 1b 2 -589 lb -486 lb ERG REQUIREMENTS Shown are based ONLY Refer to Joint QC Detail Sheet Maximum Rotational Tolerance used Designer must account this. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. - ASCE7-02 Wind Specification MAX DEFLECTION (span) adjusted for TC pitch. 6.o0. IRC/IBC truss plate values are based on Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 MEM 9-10 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BOLL. testing9 and approval as required by IBC 1703 in Truss Location . Not End Zone Hurricane/Ocean Line - No Exp Categoryy e L= -0.10" D= -0.11" T= -0.21" Drainage must be provided to avoid ponding. nd ANSI/TPI and are reported available documents such as IC80 Y1607. - Bldg Length . 60.00 ft, Bldg Width = 32.00 ft CRITICAL MEMBER FORCES: Mean root height - 10.92 ft, mph 120 TC COMP. DUR. / TENS. DUR. CSI TPI Standard Occupancy, Dead Load 8.4 psf 1-2 -2032 1.25 / 835 1.so 0.37 Designed as Main Wind Force Resisting System 2-3 -1853 1.25 / 809 1.60 0.27 and Components and Cladding 3-4 -1563 1.25 / 755 1.60 0.19 4-5 -1563 1.25 / 755 1.60 0.19 Tributary Area - 61 sqft 5-6 -1853 1.25 / 809 1.60 0.27 6-7 -2032 1.25 / 835 1.60 0.37 BC COMP. DUR. / TENS. WR. CSI 8-9 -686 1.'0 / 1753 1.25 0.16 9-10 -413 1.60 / 1405 1.25 0.53 10-11 -473 1.60 / 1405 1.25 0.13 11-]2 -473 1.60 / 1405 1.25 0.40 12-123 -686 1.60 / 1753 1.25 0.56 WB COMP. ./ TENS. WR. CSI 2-9 -253IDUR 1.25 / 238 1.60 0.05 3-9 -1391.60)383 1.21 0.09 3-10 -761.60 / 256 1.250.06 4-10 -242 1.25 / 158 1.60 0.11 5-10-761.60 256 1.25 0.06 5-12 -1391.60 / 383 1.25 0.09 6-12 -253 1.25 / 238 1.60 0.05 t 5-1I0-3 I 3.5-5 11 2 0-4-3 I 11-0-0 I 8-8-0 I 11-0-0 1 2 3 4 5 6 7 B1 W:800 R:1259 U:-589 6_00 R5-5 1.5-4 135-5 S=3.5-4 V 6.0 2 0-4-3 B2 W:800 R:1259 U:-589 t 6-5-15 1SHIP 30-8-0 r 8 9 1011 12 13 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Truswal gystems Plates are 20 a. unless shown b '18'(18 gab "H'(16, a. or "MX'(TWMX 20 ga.), po itioned per Joint o tails Report. pates �ble gates Circled plates and false frame are osihonedyas shown above. Shlf� stud plates to avoid overlla with structural (or sta le). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-Z_6050 locus st house_LOOOOS_JOOOOI ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 22 WT : 204# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that to 19% corrosion. Fabricate, handle, install TC Dead 7.00 psf ' Rep Mb r Bnd / Comp / Tens ® SYSTE M S environment will cause the moisture content of the wood exceed and/or cause connector plate and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkkwwyy Arlington TX 76011 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate o/Authonzafion Y 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6. 5.2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at lilt 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H04 Qt : 1 ERG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0 1259 8.00 1.50' BC 2x4 SP x2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 30- 4- 0 1259 8.00 1.50 WEB 2x4 SP #Z Joint QC Detail Sheet for time dependent loading (creep). Building for 1 -590 lb -486 lb 2 -590 lb -486 lb BRG REQUIREMENTS shown are based ONLY Refer to Maximum Rotational Tolerance used Designer must account this. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. ASCE7-02 Wind Specification MAX DEFLECTION (Span) : adjusted for TC .pitch. 6.00. IRC/IBC truss plate values are based on Bldg Enclosed Yes, Importance Factor = 1.00 L/999 ME M 10-11 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BCLL. be testingg and approval as required by IBC 1703 in Truss Location . Not End Zone Hurricane/Ocean Line No Exp Categoryy e L= -0.09 D= -0.11" T=-0.20�� Drainage must provided to avoid ponding. and AN and are reported available documents such as ICBO #1607. = Bldg Length - 60.00 ft, B1 dg Width = 32.00 ft CRITICAL MEMBER FORCES: DUR. CSI Mean roof height - 11.42 ft, mph 12o TC COMP. (WR. / TENS. 1-2 -2009 1.25 / 816 1. 60 0.39 TPI Standard Occupancy, Dead Load - 8.4 psf Desi Fred as Main Wind Force Resisting System 2-3-1889(((((1.25 / 873 1.60 0A5 and Components and Cladding 3-4-1302(1.25 / 682 1.60 0 .2 1 Tributary Area 61 sgft 4-5 -1889 1.25 / 873 1.60 0.35 5-6 -2009 1.25 / 816 1.60 0.39 BC COMP. DUR. / TENS. WR. CSI 7-8 -659 1.60 / 1726 1.25 0.52 8-9 -409 1.60 / 1274 1.25 0.38 9-10 -409 1.60 / 1274 1.25 0.52 10-11 -409 1.60 / 1274 1.25 0.52 11-12 -409 1.60 / 1274 1.25 0.38 12-13 -659 1.60 / 1726 1.25 0.52 WB COMP. DUR. / TENS. DUR: CSI 2-8 -313 279 1.60 0.07 3-8 -246 1.60 / 549 1.25 0.26 3-10 -26 1.60 / 168 1.25 0.03 4-10 -26 1.Bo / 168 1.25 0.03 4-12 -246 1.60 / 549 1.25 0.26 5-12 -3136 1.205 / 279 1.60 0.07 6-10-3 3.5-5 2 0-4-3 13-0-0 i 4-8-0 i 13-0-0 1 2 3 4 5 6 6 00 R5-5 R5-5 Ell J' S=3.5-4 J� W :800 R:1259 U:-590 1P4 , 30-8-C 7 8 9 10 7-5-15 SHIP 2 0-4-3 3-4 B2 W:800 R:1259 U:-590 1� 11 12 13 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 W/'11\NINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications Provided by the component manufacturer WO: D ri ve_Z_6050 locus st hou s e_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 22 WT : 202# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 .r ^ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord v` �� is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf $nOWDU r L=1. 15 P=1. 15 noted- Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf p Re Mbr Bnd Comp p / p / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Artingfon TX 76011 'ANSI7rPl 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Cerfifrcffie ol'Authorization # 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6. 0 VER: T6. 5. 2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste Boo, Washington, DC 20036, Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H05 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSZ/TPI 1-2002 UPLIFT REACfION(S) 1 0- 4- 0 1259 8.00 1.50 BC 2k4 SP #2 This design does not account for long term Support CdC Wind Main Wind Non -Wind 2 30- 4- 0 1259 8.00" 1.50" WEB 2x4 SP x2 time dependent loading (creep). Building 1 -551 lb 473 lb 2 -551 lb -473 16 BRG REQUIREMENTS shown are based ONLY Refer to Joint Maximum QC Detail Rotational Tolerance Sheet for used Desig r must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) On the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. support 1 110 lb MAX DEFLECTION (Span) adjusted for TC pitch- 6.00. IRC/IBC truss plate values are based on support 2 110 lb L/999 MEM 8-9 (LIVE) LC 21 Loaded for 10 PSF non -concurrent BCLL. testing9 and approval as required by IBC 1703 in This truss is designed using the ASCE7-02 Wind Specification L= -0.20' D= -0.15" T= -0.35 and AN and are reported available documents such as ICBO t1607. nclosqd TrussELocation YNot Zonece Factor = 1.00 CRITICAL MEMBER FORCES: TC COMP. (OUR.)/ TENS CUR CSI 1-2 1.25 / 722 1. 60 0.52 End Hurricane/Ocean Line No Exp Categoryy = B ft Bldg Width 32.00 ft -1954 2-3 -1729 1.25 / 722 1.60 0.52 Bldg Length - 60.00 . Mean roof height - 11. �2 ft, mph - 120 3-4 -1729 1.25 / 722 1. 60 0.52 TPI Standard Occupancy, Dead Load 8.4 psf 4-5 -1954 1.25 / 722 1.60 0.521 Designed as Main Wind Force Resisting System and n61Csgfttng BC COMP. WR. / TENS. CUR. CSI TributarynArea -ents 6-7 -555 1.60 / 1670 1.25 0.75 7-8 -250 1.60 / 1110 1.25 0.68 8-9 -250 1.60 / 1110 1.25 0.45 9-11 -250 1.60 / 1110 1.25 0.68 10-11 -555 1.60 / 1670 1.25 0.75 WB COMP.(DUft.)/ TENS. DUR. CSI 2-7 -392 (1.25)/ 330 1.60 0.14 3-7 -233 1.60 / 637 1.25 0.30 3-10 -233 1.60 / 631 1.25 0.30 - 4-10 -392 1.25 / 330 1.60 0.14 7-10-3 2 0-4-3 4 15-0-0 15-8-0 1 2 3 4 5 6.00 -6.0 R5-5 J-Y J-J.J-Y B 1 S=3.5-4 3-4 W:800 R:1259 U:-551 30-8-0 6 7 8 9 10 B I1E 8-5-15 SHIP 2 0-4-3 B2 W :800 R:1259 U:-551 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlin ton, Texas 76011 R OH E License No. 58488 Date: 8/16/2006 WANIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. H has been based on specifications Provided by the component manufacturer WO- Drive_Z_6050 locus st house_LOOOOS_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 22 WT : 184# are to be verilied by the component manufacturer and/or building designer prior to fabrication. The Wilding designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1.2 5 �\K ^ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord v` T �� is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1.15 P=1.15 SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placetl in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mbr BITd / Comp / Tens ® and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trusval software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy, Arlington TX 76011 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization It278 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onotho Drive, Madison, TRUSPLUS 6. 0 VER: T6. 5.2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19ih Street, NW, Ste 800, Washington, OC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H06 Qt : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) : 1 0- 4- 0 1999 8.00" 1.50 BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 21- 3- 4 1743 1.50" 1.50" WEB 2x4 SP #2 Joint Detail time dependent loading (creep). Building 1 1622 lb -1022 lb 2 lb -853 lb BRC REQUIREMENTS shown are based ONLY Refer to QC Sheet for Maximum Rotational Tolerance used Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF -1379 This truss is designed using the on the truss material at each bearing uniform TC Dead Loads used have been MULTIPLE LOAD CASES. ASCE7-02 Wind Specification MAX DEFLECTION (span). : adjusted for TC pitch. 6.00. IRC/IBC truss plate values are based on Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 MEM 12-13 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 Truss Location Not End Zone Hurricane/Ocean Line No Exp Categoryy B L= -0.15" D= -0.17" T= -0.31" + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. and AN and are reported in available ofsuch as ICBO #1607. Bldg Length . 60.00 ft Bldg Width - - 32.00 ft CRITICAL MEMBER FORCES: Concentrated loads MUST be distributed to Drainage must be provided Lo avoid pondirg. Mean roof height = 9.97 ft, mph - 120 TC COMP. DUI. / TENS. 1-2 -3416 1.25 / 2776 OUR. 1.60 CSI 0.40 each Ply equally. On multi -ply with hangers, 3' into Permanent bracing is re9wired (by others) to See BCSI 1-03 TPI Standard Occupancy, Dead Load - Designed as Main Wind Force Resisting 8.4 psf System 2-3 -3565 1.25 / 3046 1.60. 0.40 use nails min. the carrying member. For more than 2 ply, use additional fasten- prevent rotation/toppling. and ANSI/TPI 1. and Components and Cladding 3-4 -3209 1.25 / 2800 1.60 1.60 0.52 0.41 ers as indicated from the back plys, or use 2-PLYI Nail w/lOd COMMON sta ered((pper Nos) ��PER Tributary Area . 98 sGft 4-5 -3914 1.25 / 3328 5-6 -4062 1.25 / 3394 1.60 0.32 any other approved detail (by others). + + + + + + + + + + + + + + + + + + + + + + in: TC- 2 BC- 2 WEBS- 2 F00TI" ----------LOAD CASE #1 DESIGN Dir L.Plf L.Loc LOADS ---------------- R. Plf R.Loc LL/TL 6-7 -4931 1.25 / 3998 7-8 0 1.60 / 0 1.60 1.25 0.47 0.33 - TC Vert 78.01 - 1- 4- 0 TC Vert 55.65 0- 0- 0 78.01 55.65 0- 0- 0 6- 3- 0 0.51 0.72 TC Vert 27.83 6- 3- 0 27.83 13-11- 4 0.72 BC COMP. OUR. / TENS. DUR. CSI TC Vert 55. 65 13-11- 4 55.65 21- 4- 0 0.72 _ 9-10 -2414 1.60 / 1173 10-11 -2423 1.60 / 2982 1.25 1.25 0.58 0.61 BC Vert 20.00 0- 0- 0 BC Vert 10. 00 6- 3- 0 20.00 10.00 6- 3- 0 13-11- 4 0.00 0.00 11-12 -2701 1.60 / 3190 12-13 -2701 1.60 / 3190 1.25 1.25 0.63 0.86 BC Vert 20.00 13-11- 4 .Type... lbs X.Loc 20.00 LL/TL 21- 4- 0 0.00 13-14 -3368 1.60 / 4144 1.25 0.95 TC Vert 0.0 0- 4- 0 1.00 14-15 -3960 1.60 / 4889 1.25 0.71 ------------ CRITICAL POINT LOADS ------------------ CSI Tyoe.. X. Loc .(D.r Max171 Min.(Dur WB COMP. DUR. / TENS. 2-10 -215 1.25 / 223 DUR. 1.60 0.02 - TC Vert 7- 3- 0 1.25 TC Vert 9- 3- 0 171 1.25 -246 -246 1.60 1.60 2-11 -281 1.60 / 243 1.25 0.02 TC Vert 10-11- 4 171 1.25 -246 1.60 3-11 -676 1. 60 / 1011 1.25 0.09 TC Vert 12 -11- 4 171 1.25 -246 1. 60 4-11 -24 1.60 / 59 4-13 -772 1.60 / 1170 1.25 1.25 0.01 0.11 BC Veri 7- 3- 0 66 0. 90 BC Veri 7- 3-12 654 1.25 -15 -616 1. 60 1.60 5-13 -1 1 1.60 / 147 1.25 0.01 BC Vert 9- 3- 0 66 0.90 -15 1.60 6-13 -605 1.25 / 439 1.60 0.03 BC Vert 10-11- 4 66 0.90 -15 1.60 6-14 -615 1.60 / 856 1.25 0.08 BC Vert 12-10- 8 654 1.25 -616 1.60 7-14 -1252 1.25 / 1011 7-15 -5099 1.25 / 4130 1.60 1. 60 0.07 0.30 BC Vert 12-11- 4 66 0.90 -15 1.60 8-15 -191 1.25 / 164 1. 60 0.01 7-2-4 1 5-9-12 2-PLYS 1 REQUIRED 6.00 n TI M 5-5 R5-5 5 6 6.0 B 1 S=3.5-5 3-8 W:800 2 9-3-0 10-11 =4 JZJ R:1999 U:-1622 1� 21-4-0 1 9 10 1112 13 14 15 20 aa. unless shown by "l8'(18 8' 4-7-1 T SHIP 1i3 B2 W:108 R:1743 U:-1379 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ® WANIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meal or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO: Drive-Z_6050 locus St house_LOOOOS_JOOOOI Dsg n r : E.H. #LC = 10 WT : 151# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% an-, cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens brace this truss in the following 'Joint Cutting Detail Reports' available as output from Truswal sofhvam, BC Live 0.00 psf 1.00 / 1.00 / 1.00 1101 N. Great S.W. Pk Arlington Arlington TX 76011 and accordance with standards: and 'ANSI/TPIW V, TCA V - Wood Truss Council or America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O. C .Spacing 2- 0- 0 Flonda Certificate orAufhonzation # 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association(AFPA)islocated at111119thStreet. NW, Ste 800.Washington, DC20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H07 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION{S) : 1 0- 4- 0 916 8.00" 1.50 BC 2x4 SP FZ This design does not account for long term Support CSC Wind Main Wind Non -Wind 2 21- 3- 4 796 1.50" 1.50" WEB 2x4 SP #2 Joint Time dependent loading (creep). Building 1 -470 lb -386 lb 2 lb lb BRG REQUIREMENTS shown are based ONLY Refer to O< Detail Sheet for Maximum Rotational Tolerance used Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF -396 -308 HORIZONTAL REACTION(S) on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. support 1 115 11b MAX DEFLECTION (span) i adjusted for TC ^itch= %00. IRC/IBC truss plate values are based on support 2 3 lb L/999 MEM 7-8 (LIVE) LC 21 Loaded for 10 PSF concurrent BCLL. testing9 and approval as required by IBC 1703 This truss is designed using the Specification L= -0.07" D= -0.18" T=.-0.25" Drainage must be provided to avoid ponding. End verticals are designed for axial loads and AN and are reported in available documents ICBO #1607. ASCE7-02 Wind Bldg Enclosed - Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES: only unless noted otherwise. such as Truss Location Not End Zone TC COMP. DUR. / TENS. WR. CSI 1-2 -1325 ((1.25 / 656 1.603 0.26 Extensions above or below the truss profile have been designed for Hurricane/Ocean Line No Exp Category B Bldg Length 60.00 ft, 81 dg Width 2.00 ft 2-3-1029(1.25 / 514 1. 60) 0.21 {if any) loads indicated only. Horizontal loads applied at = Mean roof height - 10.47 ft. mph = 120 3-4 -910 1.25 / 526 1.60 o.14 the end of the extensions have not been TPI Standard Occupancy, Dead Load = 8.4 psf 4-5 -1369 1.25 / 668 1.60 0.31 considered unless sham. A drop -leg to an Designed as Main Wind Force Resisting System 5-6 0 1.60 / 0 1.25 0.33 otherwise unsupported wall may create a and Components and Cladding hinge effect that requires additional design Tributary Area = 43 sgft BC COMP.(DUR. / TENS. WR. CSI 7-8-600(1.60 / 1141 1.25 0.47 consideration (by others). 8-9 -394 1.60 / 908 1.25 0.45 9-10 -394 1.60 / 908 1.25 0.30 10-11 -815 1.60 / 1552 1.25 0.47 WB COMP. DUR. / TENS. . CSI 2-8 -301 1.25 / 255 1.66 0.13-8 -105 1.60/249IDUR 1.25 0.054-8 -22 1.60 / 87 1.25 0.024-10 -222 1.60 /488.20.10-10-497 1.25 / 3891.60 0.09 5-11 -1657 1.21 / 8701.60 0.76 6-11 -146 1.25 / 1171.60 0.02 9-2-4 1-9-12 5-2-4 5-1-12 1 2 3 4 5 6 6-00 5-5 5-5 6.0 B1 S=3.5-4 3.b-b W:800 R:916 U:-470 11:9 21-4-0 I 7 8 9 10 11 T 2-4-3 B2 W:108 R:796 U:-396 T HIP Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKNINURead all notes on this Sheet and give a copy Of it t0 the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r • E.H. #LC = 22 WT' ' 146# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes (hat the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf P Re Mbr Bind Comp Tens P / P / ® and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Arlington TX 76011 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Flonda Certificate ofAufhorization # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofro Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association(AFPA) is located at I 111 1 gin Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H08 Qty: 2 1 BRG X-LOC REACT SIZE REQ'D TC 2xa SP #2 1 0- 4- 0 1844 8.00" 2.17" BC 2x6 SP #2 2 19- 8- 0 1833 8.00" 2.16" WEB 2x4 SP #2 BRG REQUIREMENTS shown are based ONLY Refer to 3oint QC Detail Sheet for Maximum Rotational Tolerance used on the truss material at each bearing uniform TC Dead Loads used have been MAX DEFLECTION (span) : adjusted for TC pitch- 6.00. L/999 ME M 12-13 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BCLL. L= -0.09" D= -0.09 T= -0.18" Drainage must be provided to avoid ponding. Permanent bracing is required by others) to CRITICAL MEMBER FORCES: prevent rotation/toppling, See BCSI 1-03 TC COMP.IDURI/ TENS. Dl1R. CSIand ANSI/TPI 1. 1-2 -31481.25/ 25531.660.442-3 -32551.25/ 2736 1. 60 0.503-4 -32091.25/ 2777 1.60 0.76 4-5 -29211.25/ 2588 1.60 1.005-6 -31981.25/ 2790 1.600.77 6-7 -32301.25/ 2735 1.60 0.So7-8 -31271.25/ 2548 1.60 0.44 BC COMP. DUR. / TENS. DUR. - CSI 9-10 -2207 1.60 / 2772 1.25 0.60 10-11 -2219 1.60 / 2783 1.25 0.60 11-12 -2336 1.60 / 1188 1.25 0.41 12-13 -2389 1. 60 / 2892 1.25 0.54 13-14 -2358 1.so / 2867 1.21 0.46 14-15 -2235 1.60 / 2765 1.25 0.52 15-16 -2235 3.60 / 2765 1.25 0.60 16-17 -2223 1.60 / 2754 1.25 0.60 WB COMP. DUR. / TENS. DUR. CSI 2-10 -214 1.25 / 229 1.60 0.03 2-11 -146 1.60 / 133 1.25 0.02 3-11 -33 1.25 / 2811.60 0.00 3-12 -89 1.60 /761.600.014-12 -519 1.60 / 8541.25 0.16 4-13 -46 1.60 / 33 1.25 0.03 5-13 -550 1.60 / 863 1.25 0.16 6-13 -77 1.60 / 74 1.60 0.01 6-14 -351.25 / 581.60 0.01 7-14 -151 1.60 / 1281.25 0.02 7-16 -209 1.25 / 232 1.60 0.03 3. Designed per ANSI/TPI 1-2002 This design does of account for long term Lime dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testingy and approval as required by IBC 1703 and AN and are reported in available documents such as ICBO #1607. I 7-0-0 1 6-0-0 1 7-0-0 1 1 2 342n J, ,, 5 6 7 8 6.00 "���y 6.0 5-8 5-5 2 0-4-3 B1 S=6-6 B2 R: 844 LI 8 U:-1501 3 3 iii ���YYY �Y ♦♦♦ 1 4-0 1-4-0 20-0-0 9 10 11 12 13 14 15 16 17 UPLIFT REACTIONS) : Support C&C Wind Main Wind Non -Wind 1 -1501 lb -948 lb 2 -1393 lb -943 lb This truss is designed using the ASCE7-02 Wind Specification Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location . Not End Zone Hurricane/Ocean Line - No Exp Categoryy = B Bldg Length - 60.00 ft Bldg Width . 32.00 ft Mean roof height = 9.92 ft, mph - 120 TPI Standard Occupancy, Dead Load 8.4 psf Designed as Main Wind Force Resisting System ........y -LOAD CNA6 _ ASEN # D� ,� ---------ESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loc LL/TL TC Vert 78.01 - 1- 4- 0 78.01 0- 0- 0 0.51 TC Vert 55.65 0- 0- 0 55.65 6- 0-12 0.72 TC Vert 27.83 6- 0-12 27.83 13-11- 4 0.72 TC Vert 55.65 13-11- 4 11.65 20- 0- 0 0.72 TC Vert 78.01 20- 0- 0 78.01 21- 4- 0 0.51 BC Vert 20.00 0- 0- 0 20.00 6- 0-12 0.00 BC Vert 10.00 6- 0-12 10. 00 13-11- 4 0.00 BC Vert 20.00 13-11- 4 20.00 20- 0- 0 0.00 .Type... lb. X.Loc LL/TL TC Vert 0.0 0- 4- 0 1.00 TC Vert 0.0 19- 8- 0 1.00 ------------ CRITICAL POINT LOADS ------------------ Type.. X.Loc Max.(Dur) Min .(Dur TC Vert 1- 0-12 171 1.25 -246 1.60 TC Vert 9- 0-12 171 1.25 -246 1.60 TC Vert 10-11- 4 171 1.25 -246 1. 60 TC Vert 12-11- 4 171 1.25 -246 1.60 BC Vert 7- 0-12 66 0.90 -15 1.60 BC Vert 7- 1- 8 626 1.25 -591 1.60 BC Vert 9- 0-12 66 0.90 -15 1.60 BC Vert 10-11- 4 66 0.90 -15 1.60 BC Vert 12-10- 8 626 1.25 -591 1.60 BC Vert 12-11- 4 66 0.90 -15 1.60 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Truswal gystemr Plates are 20 a. unless shown b "18" 18 a. , "H"(16. a.) or "MX" 7WMX 20 9a. , osition d Circled later and false frame Pates are osihonedyas show gab e. Shlf� Sble stud laces to avdid overla with strucWra gates oe s, le . WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-Z_6050 locus st house_1-00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 10 WT : 166# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S We4 L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 p s f SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Live O.00 BC Li 1. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, psf P 00 / 1.00 / 1.00 1101 N. Great S. W. Pkay Adington TX 76011 'ANSI/TPI 1% WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 Florida Certificate ofAuthonzafion # 278 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLU5 6.0 VER: T6.5.2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1 9th Street. NW. Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: H09 Qt : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designedper ANSI/TPI 1-2002 UPLIFT REACTIONS) : 1 0- 4- 0 855 8.00" 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 19- 8- 0 855 8,00" 1.50" WEB 2x4 SP #2 time dependent loading (creep). Building 1 -443 lb -372 lb BRIG REQUIREMENTS Shown are based ONLY Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -443 lb -372 lb - This truss is designed using the on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. ASCE7-02 Wind Specification MAX DEFLECTION (span) adjusted for TC pitch- 6.00. IRC/IBC truss plate values are based on Bldg Enclosed - Yes, Importance Factor = 1.00 L/999 MEM 7-8 (LIVE) LC21 Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 Truss Location - Not End Zone L= -0.05" D= -0.14" T= -0.19" Drainage must be provided to avoid ponding. nd AN I/TPI and are reported in available documents such as ICED #1607. Hurricane/Ocean Line - No Exp Category - B Bldg Length = 60.00 ft, Bidg Width - 2.00 ft CRITICAL MEMBER FORCES: Mean roof height - 10.42 ft, mph 120 OUR TC COMP. DUR. / TENS. DUR. CSZ TPI Standard Occupancy, Dead Load - 8.4 psf 1-2-1208((1.253/ 562 0.23 Designed as Main Wind Force Resisting System 2-3-910(1.25)/ 426(1.60) 0.19 and Components and Cladding 3-4 -812 1.25})/ 435 1.60 0.12 Tributary Area - 40. soft 4-5 -923 1.25 / 428 1.60 0. 19 5-6 -1211 1.25 / 561 1.60 0.22 BC COMP.(DUR. / TENS.(WR. CSI - 7-8-453(1.6,6 1038(1.253 0.11 OOCH 8-9 -452 1.60 / 1031 1.25 0.58 9-10 -452 1.60 / 1039 1.25 WB COMP. DUR. / TENS. DUR. CSI - 2-e -301 1.25 / 258 1.60 0.15 3-8 -77 1.60 / 219 1.25 0.04 - 4-8 -79 1.60 / 222 1.25 0.04 5-8 -292 1.25 / 256 1.60 0.14 4-1 0-3 0-4-3 1 9-0-0 1 2-0-0 I 9-0-0 I 1 2 3 4 5 6 6_00 6.0 5-5 5-5 2 0-4-3 B1 S=3.5-4 B2 W :800 W :800 R:855 R:855 U:-443 U:-443 1-4-0 -4-0 20-0-0 7 8 9 10 Ili 20 5-5-15 SHIP Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKIW IV URead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_Z_6050 locus st hou se_L00005_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 22 WT: 128# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1.2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 psf SnowDu r L=1. 15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal sofbvare, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Adington TX 76011 'ANSI/TPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibiiities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C .Spacing 2- 0- 0 Florida Certificate of Authorization # 278 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 gin Street. NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: J01 Qt : 14 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSIZ,11 1-2002 UPLIFT -REACTIONS) : 1 0- 4- 0 304 8.00" 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 5- 0-12 123 1.50" 1.50" Refer to Joint QC Detail Sheet for time dependent loading (creep). Budding 1 -218 lb 159 lb 2 -126 lb 3 5- 0-12 59 1.50" 1.50" Maximum Rotational Tolerance used Uniform TC Dead Loads used have been Designer m t account for this. THIS DESIGN IS THE COMPOSITE RESULT OF -189 lb 3 -14 lb -3 lb BRG REQUIREMENTS a shown are based ONLY adjusted for TC ppitch= 6.00. MULTIPLE LOAD CASES. HORIZONTAL REACTION($)) 16 on the truss material at each bearing MAX DEFLECTION (span) ION Mark all interior beartng locations. Install interior supports) before erection. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 support 1 192 support 3 192 lb L 999 MEM LIVE LC_ 1 (LIVE) Shim bearings (if needed) for req. support. and AN and are reported in available documents such as ICBO #1607. This truss is designed using the ASCE7-02 Wind Specification L= -0.02" D= -0.02" T= -0.04' Bldg Enclosed = Yes, Importance Factor 1.00 CRITICAL MEMBER F)Pi 133 I - Truss Location = Not End Zone ((( C-102(1U25)/ TEN52(D1U60) yy 'roofiheigaht0=00 ft 0111 I)O)RCES: 2T0 O.2 Mean9tf98ft9xmphth=9o1320.00 - TPI Standard Occupancy, Dead Load = 8.4 psf BC COMP.((DUI.))/ TENS.((DUR.)) CSI 3-4-63(1.60)/ 192 (1., 0.23 Designed as Main W nd Force Resisting System and Components and Cladding 4-0 0i(1.60))/ 0 1.60 0.00 Tributary Area = 10 sgft W :800 R:304 U:-218 1-4-0 6_00 2 B2 W:108 R:123 U:-189 3-6-11 1 SHIP B3- W:108 R:59 U:-14 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Trusw2l Systems Plates are 20 Pa. unless shown boy "18"(18 gaa "H" �6,pa.� r "MX"(TWMX 20 $a.), positponeg per Joint Details Re pon. Circled plates and false frame p ates are osltione as shown a ove. hi g bPe stud Plates to av id over wit structural laces or staple). WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_L00005_)00001 ® _ and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 2 5 WT : 24# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 ®/� utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord V` TRU^,V`tl■ is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 ®SYSTEMSenvironment noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead . 00 psf Rep Mbr / Comp / Tens and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, BC Live 00 . 00 psf - . 115 15 / 1. lO / 1.10 1101 N. Great SW Pkwy., Arlington TX 76011 'ANSI/TPI i','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036, Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: J02 Qt : 15 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 - Designed per ANSI/TPI 1-2002 design does for long term UPLIFT REACTIONS) Support C&C Wind Main Wind Non -Wind 1 0- 4- 0- 229 8.00" 1.50 4 0 BC 2x4 SP Refer to Joint QC Detail #2 Sheet for This not account time dependent loading (creep). Building 1 -184 lb -135 lb 2 3- 72 1.50:: 1. 50 Maximum Rotational Tolerance used r s,gner must account for this. 2 -314 lb -76 lb 3 -9 lb -3 lb 3 3- 0-12 34 1:50 1.50 BRG REQUIREMENTS shown. are based ONLY Uniform TC Dead Loads used adjusted for TC ppitch= have been 6.00. THIS DESIGN I5 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HORIZONTAL REACTION(5) on the truss material at each bearing Mark ll interior bearingg interior locations.. IRC/IBC truss plate values are based on testingg as required by IBC 1703 support 1 114 b support 3 114 16 MAX DEFLECTION (span) : P Install supports) Shim bearings (if needed) before erection. for req. support. and approval and AN and are reported in available This truss is designed using the L/999 ME 3-4 (LIVE) LC 21 documents such as ICBO #1607. ASCE7-02 Wind Specification L= 0.01" D= 0.00 T= 0.00 Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: Truss Location Not End Zone Hurricane/Ocean Line - No Exp Categoryy - B TC COMP. DUR. / TENS. DUI. CSI (( <( Bldg Length = 60.00 ft Bj dg Width = 32.00 ft 1-2 -60 1. 60 / 31 1.25 0.10 2-0-2(1.25 / 2(1. 60 0.00 Mean roof height = 8.79 ft, mph 120 gg TPI Standard Occu incy, Dead Load = Sys psf Designed as Main Wind Force Resisting System BC COMP.((DUR.)/ TENS.<<DUR.)) CSI and Components and Cladding 3-4 -37(1. 60)/ 114(1. 603 0.09 4-O OC(1. 60 / 0 1.25 0.00 Tributary Area = 6 sgft 1-10-15 T 0-4-3 1 61 00 W :800 R:229 U:-184 2 i 1 40 3-1-8 t 3 4 B2 W:108 R:72 U:-114 2-6-11 SHIP B W:108 R:34 U:-9 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ®A-. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO: Drive-Z_6050 locus st house-L00005_300001 Dsg n r : E.H. #LC = 2 5 WT : 16# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 s� T R U AL is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 psf SnowDu r L=1 . 15 P=1.15 Y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0. 00 psf 1.15 / 1.10 / 1.10 1101 N. Great S. W. Pk7. Adington TX 76011 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail RepOrW available as output from Trusval software, 'ANSI/TPI V, WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Florida Certificate ofAuthorizarion # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: J03 Qt : 15 CRITICAL MEMBER FORCES:, TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 This truss is designed using the This design does not account for long term ASCE7-02 Wind Specification Refer to Joint QC4Detail Sheet for time dependent loading (creep). 8uil ding Bldg Enclosed - Yes, Importance Factor - 1.00 Maximum Rotational Tolerance used Uniform TC Dead Loads used have been Designer must account for this. THIS RESULT OF Truss Location = Not End Zone Hurricane/Ocean Line No Exp Categoryy B adjusted for TC ppitch= 6. 00. DESIGN IS THE COMPOSITE MULTIPLE LOAD CASES. = Bldg Length = 60.00 ft, 81dg Width = 32.00 ft Mark all interior bearin9 locations. IRC/IBC truss plate values are based on Mean roof height 8.29 ft, in - 120 Install interior supports) before erection. testingg and approval as required by IBC 1703 TPI Standard Occupancy, Dead Load - 8.4 psf Cable verticals are 2x 4 web material spaced and AN and are reported in available Designed as Main Wind Force Resisting. System at 16.0 " o.c. unless noted otherwise. documents such as ICBO #1607. and Components and Cladding Top chord supports 24.0 " of uniform load Shim bearings (if needed) for req. support. Tributary Area = 2 sgft t.20 If live load and 7 psf dead load. Additional design considerations may be required: if sheathing is attached. Refer toappropriate Truswal Standard Gable Detail for information regarding the bracing of this gable truss. 77rusw I ystems Plates are 20 Clrcleda pates and false frame 1: 1-1-8 1-1-8 1 2 6 00 I 0-1 -15 1-6-11 SHIP 1-4-0 1-1-8 Truswal Systems Corporation 3 4 Bradley E. Morris, P.E. 1-1-8 1101 N. Great S.W. Pkwy. 1-1-8 Arlington, Texas 76011 TYPICAL PLATE: 3-4 OVER CONTINUOUS SUPPORT Florida License No. 58488 y "18"(18 ga,), "rl"L16_ga.), or "Mx"(TWMX 20 ga,), positioned Per Join[ Details Report.. Date: 8/16/2006 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications providedby the component manufacturer WO: Drive_Z_6050 locus st house_L00005_)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 25 WT 8# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads : TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 w utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord His T SW laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othery ise TC Snow (Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf P Re Mbr Bnd Comp Tens P / P / ® and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 pS f 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Arlington TX 76011 'ANSIrrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization It 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington. OC 20036, Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job_ Name: ADDITION Truss ID: J04 Qt : 22 BRIG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION (S) 1 0- 4--0--: 374 8.00" 1. 50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 6:11- 4 171- 1. 50" 1.50" Refer to Joint QC Detail Sheet for time dependent loading (creep). Building for 1 -240 lb -183 16 2 246 lb 173 1b 3 6-11- 4 91 1. 50" 1.50" Maximum Rotational Tolerance Uniform TC Dead Loads used used have been Designer must account this. THIS DESIGN IS THE COMPOSITE RESULT OF 3 -15 lb -3 lb BRG REQUIREMENTS Shown, are based ONLY adiusted for TC pitch- 6.00. MULTIPLE LOAD CASES. HORIZONTAL REACTION(S) on the truss material -at each bearing Loaded for 10 PSF non -concurrent BCLL• IRC/IBC truss plate values are based on support 1 250 lb MAX DEFLECTION (span) :- - Mark all interior bearingg Install interior supports) locations. before erection. testing and approval as required by IBC 1703 and AN and are reported in available support 3 250 lb This truss is designed using the L/999 MEM 3-4 (LIVE LC- 1 Shim bearings (if needed) for req. support. documents such as ICBO #1607. ASCE7-02 Wind Specification L= -0.06" D= -0.10" T= -0.16" Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI Truss Location = Not End Zone Hurricane/Ocean Line No Exp Categoryy = B Bldg Length 60.00 ft, Bldg Width 32.00 ft 1-2-136((1.60))/ 75 1.25 0.50 2-0-2(1.25)/ 2 1.60 0.00 = = Mean root height = 9.76 ft, mph = 120 TPI Standard Occupancy, Dead Load = 8.4 psf BC COMP.((DUR.))/ TENS. ((DUR.)) CSI Designed as Main Wind Force Resisting System 3-4-83(1.60)/ 250(1.60) 0.42 and Components and Cladding 4-0 0 0.90 / 0 1.60)) 0.00 Tributary Area = 14 sgft 61 00 of W:800 R:374 U:-240 2 B2 W:108 R:171 U:-246 3-10-3 4-5-15 SHIP B W:108 R:91 U:-15 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 7TTuswaI gystems Plates are 20 a. unless sh.Qwn b "18"(18 ga ' H"rr16 a. r "MX"(TWMX 20 a.), po itioned per Joint D tails Report. Clrcletl plates and false frame pates are posltlonedyas shown a�bve. Shit�g�be stud plates to avid overlsap with structural Pates (or staple). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor, Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_Z_6050 locus st house_LOOOOS_JOOOOI and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 26. WT : 32# are to be verified. by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord � •� is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd /Comp /Ten s SYSTEMSenvironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint from Truswal BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S. W. Pkwy., Arlington TX 76011 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output software. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization # 276 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ori Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association(AFPA)islocatedat111119thStreet,NW,Ste800,Washington,DC20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: J05 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC Zx4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONSS) : 1 0- 1-12 303 3.50" 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 5- 3- 0 132 1.50" 1. 50" Refer to Joint QC Detail Sheet for Tolerance time dependent loading (creep). Building 1 -218 lb -159 lb lb 3 5- 3- 0 66 1. 50" 1. 50" Maximum Rotational used Uniform TC Dead Loads used have been Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -132 lb 3 -16 lb -4 lb BRG REQUIREMENTS Shown are based ONLY adjusted for TC pitch= 6.00. - MULTIPLE LOAD CASES. HORIZONTAL REACTION(S) On the truss material- at each bearing MAX DEFLECTION (span) Mark all interior bearing locations. Install interior support s) before erection. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 support 1 197 b support 3 197 lb L/999 MEM 3-4 (LIVE) LC 1 Shim bearings (if needed) for req. support. nd AN and are reported in available documents IC80 #1607. This truss is designed using the ASCE7-02 Wind Specification L= -0.02" D= -0.03" T= -0.06" such as Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI ((1.25 0.30 Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Categoryy B Bldg Length 60.00 ft, Bldg Width 32.00 ft 1-2-107<<1.60))/ 57 2-0 -2 <1.25)/ 2(1.60 0.00 = = Mean roof height = 9.34 ft, mph = 120 TPI Standard Occupancy, Dead Load = 8.4 psf BC COMP. DUR. / TENS. DUR. CSI Designed as Main Wind Force Resisting System 3-4 -64 1.60 / 198 1.60 0.21 4-0 0 1.60 / 0 1.25 0.00 and Components and Cladding Tributary Area - 11 sgft Ir 0-4-3 2 6.D0 1-4.0 ; 5-3-12 3 4r 20 aa. unless shown by "18"(18 20 B2 W:108 R:132 U:-199 3-7-13 1 SHIP B3- W:108 R:66 U:-16 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cusc: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 25 WT: 2 5# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 A w utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord ,R v\ H is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mb r End / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101N Great S. W. Pkwy., Arlington TX 76011 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Florida Certificate of Authorization # 278 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 91h Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: J06 Qt : 1 BRG X-LOC R-EACT SIZE REQ'D TC 2x4 5P #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 1- 8 226 3.00" 1. 50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind lb 2 3- 3- 0 82 1.50" 1.50" Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance time dependent loading (creep). Building Designer must account for this. 1 183 lb 135 2 -123 lb -82 lb 3 3- 3- 0 41 1. 50" 1. 50" used Uniform TC Dead Loads used have been THIS DESIGN IS THE COMPOSITE RESULT OF - 3 -12 lb -4 lb BRG REQUIREMENTS shown are based ONLY adjusted for TC ppitch= 6. Do. MULTIPLE LOAD CASES. HORIZONTAL REACTION(S) on the truss material at each bearing Mark all interior bearing locations. Install interior before IRC/IBC truss plate values are based on testing and approval by IBC 1703 support 1 119 b support 3 119 lb MAX DEFLECTION (.Span) supports) erection. Shim bearings (if needed) for req. support. as required and AN and are reported in available This truss is designed using the L/999 ME 3-4 (LIVE) LC 1 documents such as ICBO #1607. ASCE7-02 Wind Specification L= 0.00" D= 0 .00" T= -0.01" Bldg Enclosed Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES: Truss Location - Not End Zone TC COMP. DUR. / TENS. DUR. CSI Hurricane/Ocean Line No Exp Categoryy - B Bldg Length 60.00 ft, B1 dg Width = 32.00 ft 1-2 -65 ((1.60))/ 35((1.25 0.11 2-0 -2 (1. 25)/ 2(1.60 0.00 - Mean roof height . 8.84 ft, mph 120 TPI Standard Occupancy, Dead Loads 8.4 psf BC COMP. DUR. / TENS. DUR. CSI Designed as Main Wind Force Resisting System 3-4-39((1.603/ 120 1.60 0.08 rid Components and Cladding 4-0 0(1.60)/ 0 1.60 0.00 Tributary Area - 7 sqft 2-0-1 T 0-4-3 1 6.00 W:300 R:226 U:-183 1-4-0 I 3-3-12 3 4. 20 B2 W:108 R:82 U:-123 2-7-13 SHIP 133. W:108 RAI U:-12 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D r i ve_Z_6050 locus st hou se_L00005_] 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 2 5 WT : 17# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 psf SnowDu r L=1. 15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr Bnd /Comp /Tens ®SYSTEMSenvironment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 1.15 / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from TNswal software. psf 1101 N. Great S.W. PkwN., Arlington TX 76011 'ANSIrrPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- D- 0 Florida Certificate ofRiuthonzation # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0) VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: J07 Qt : 1 BRIG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) : 1 0- 1- 8 151 3.00 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 - 1- 3- 0.` 31 1.50° 1.50 Refer to Joint QC Detail Sheet for time dependent loading (creep). Building 1 -143 lb -112 16 lb 16 3 1- 3- 0- 16 1.50 1.50 Maximum Rotational Tolerance used Uniform TC Dead Loads. used have been Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -47 -31 3 -7 lb -3 1b - BRG REQUIREMENTS shown. are baSed ONLY adjusted for TC pitch= 6.00. MULTIPLE LOAD CASES. This truss is designed using the on the truss material at each bearing Mark all interior bearing locations. IRC/IBC truss plate values are based on ASCE7-02 Wind Specification MAX DEFLECTION (Span) Install interior support s) before erection. - testing9 and approval as required by IBC 1703 Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 ME M 3-4 (LIVE LC 19 Shim bearings (if needed) for req. support. and AN and are reported in available documents as ICED #1607. Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Categoryy = B L= 0.00 D= 0.00" T= 0.00 such Bldg Length -g 60.00 ft, Bldg Width = 32.00 ft CRITICAL MEMBER FORCES: - Mean roof height - 8.34 ft. mph = 120 CON23 ((((DU6033/ TENS((DUZ CSI TPI indyFoDcedResisti Sys 1T2 S3 0.01 2-0 -2 (1.25)/ 2(1.60) 0.00 Desi9SneddasdMainu ng and Components and Cladding Tributary Area = 3 sqft BC CDMP. <(<(DUR.))))/ TENS. ((((OU1.R. )))) CSI 10(1.60)% 40(1.60) 401 -0 0.00 2 VV:JUU R:151 U:-143 1-4-0 r 1-3-12 3 4 B2 W:108 R:31 U:-47 1-7-13 1 SHIP B31 W. 08 R:16 U:-7 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlin ton, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ■ ■ WAKNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ulilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO' Drive-Z_6050 locus st house_LOOOOS_JOOOOI Dsgn r : E.H. #LC = 25 WT : 9# TC Li ve 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 Vis � � laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 psf SnowDu r L=1. 15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens ®SYSTEMSenvironment that will cause the moisture content of the wood toexceed19kand/or cause connector plate corrosionbricate, . Fahantlle,install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N, Great S.W. Pkwy., Adingfon TX 76011 'ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Florida Certificate ofAuthonzafion # 278 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at I 111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name.: ADDITION Truss ID: J08 Qt : 1 BRIG X-LOC REI4.CT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) 1 0- 1-12 IL97 3.50° 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 5- 0-12 1 27 1.50° 1.50° Refer to Joint QC Detail Sheet for time dependent loading (creep). Building 1 -105 lb -59 lb 2 lb -127 lb 3 5- 0-12 63. 1. 513 1.50" Maximum Rotational Tolerance Uniform TC Dead Loads used used have been Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF -191 3 -15 lb -4 lb BRG REQUIREMENTS Shown are based ONLY adjusted for TC pitch- 5.00. MULTIPLE LOAD CASES. HORIZONTAL REACrION(S) On the truss material at each bearing Mark all interior bearing locations. IRC/IBC truss plate values are based on support 1 190 1b MAX DEFLECTION (S Fs.an) Install interior support s) before erection. testing nd approval as required by IBC 1703 support 3 190 lb is designed L/999 MEM 3-4 (L.IVE) LC 1 Shim bearings (if needed) for req. support. and AN I/TPI and are reported in available documents such as ICBO #1607. This truss using the ASCE7-02 Wind Specification L= -0.02" D=-0.01113" T= -0.05" Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: TC COMP.((DUR.))/ 1TEN5.( WR.)) CSI Truss Location = Not End Zone Hurricane/Ocean Line = No Exp,Categoryy - B Bldg Length 60.00 ft Bldg Width 32.00 ft 1-2-103(1.60)/ 55(1.253 0.28 2-0 2 1.25 / 2 1.60 0.00 = = Mean roof heigght 9.9 ft, mph = 120 TPI Standard Occupancy, Dead Load = 8.4 psf BC COMP.((DUR.))/ IENS.((WR.)) CSI 3-4-62(1.60)/ 191(1.fi0) 0.20 Designed as Main Wind Force Resisting System and Components and Cladding 4-0 0 1.60))/ 0 1.60 0.00 Tributary Area = 10 .sgft 2-10-15 3-4 T 0-4-3 1 6.00 2 61 W:308 R:197 U:-105 5-1-8 3 4 Zruswal Systems Plates are 20 Va. unless shown "18"(18 ga.),'W-96pa.� or "MX"(TWMX 20 Circled Dlates and false frame Dates are Dositione as shown above. Shift a ble stud plates toav B2 W:108 R:127 U:-191 B3 W:108 R:63 U:-15 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve_Z_6050 locus St hou se_L00005_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 2 5 WT : ? 1# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. Z 5 q w utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord �R(`ry] is laterally braced by the mof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens SYSTEMSenvironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion: Fabricate, handle, install 'Joint BC Li ve 0.00 Psf 1.15 / 1.10 / 1.10 1101 N. Great S. W. Pkwv.,, Arlington TX 76011 and brace this truss in accordance with.the following standards: and Cutting Detail Reports' available as output from Truswal software. 'ANSIrrPI V, WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead. 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of uaFhaizafion # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wiswnsin53719. The American Forest and Paper Association(AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S01 Qt : 1 BRG X-LOC REACT. SIZE. REQ'D TC 2x4 SP #2 Web bracing required at each location shown. UPLIFT REACTIONS) : 1 0- 4- 0 916. 8.00" 1.50 BC 2x4 Sp#2 ® See standard details (TX01087001-001 revl). Support C&C W1nd Main Wind Non -Wind 2 21- 3- 4 797 1.50 ! S.SO" WEB 2x4 Sp#2 Designed per ANSI/TPI 1-2002 1 -456 lb -381 lb BRG REQUIREMENTS Shown are based ONLY Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used This design does not account for long term time dependent loading (creep). Building 2 -383 lb -314 lb HORIZONTAL REACTIONS)) on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. support 1 154 lb' MAX DEFLECTION (Span) MULTIPLE LOAD CASES. Uniform TC Dead Loads used have been -support 2 154 1b L1999 MEM 8-9 (LIVE) LC 21 IRC/IBC truss plate values are based. on adjusted for TC pitch= 6.00. This truss is designed using the L= -0.22" D= -0.24" T= -0.45" testing9 and approval as required by IBC 1703 ANSI/TPI in Loaded for 10 PSF non -concurrent BCLL. be ding. ASCE7-02 Wind Specification CRITICAL MEMBER FORCES: and and are reported available documents such as ICBO #1607. Orainage.must provided to avoid po End verticals are designed for axial loads Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone TC COMP. DUR. / TENS. 1-2 -13 fi 1.25 / 585 DUR. CSI 1.60 0.23 only unless noted otherwise. Hurricane/Ocean Line = No Exp Categoryy - B 2-3 -1242 1.25 / 621 1.60 0.23 Extensions above or below the truss profile {if any) have been designed for loads Bldg Length 60.00 ft, 61 rig Width = 32.00 ft Mean roof height = 10.70 ft. mph = 120 3-4 -1239 1.25 / 596 4-5 0 1.60 / 0 1.60 0.45 1.25 0.57 - indicated only. Horizontal loads applied at TPI Standard Occu ancy, Dead Load = 8.4 psf BC COMP. (DUR.)/ TENS.(DUR. 6-7-584(1.60)/ 1146(1.253 CSI 0.36 the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 43 sgft 7-8 -375 1.60 / 815 3 1.25 0.64 hinge effect that requires additional design consideration (by others). C( (( 8-9 -637 1.60 / 1291 )) 1.25 0.01 WB COMP. DUR. / TENS. DUR. CSI 2-7 -247 1.25 / 223 1.60 0.04 3-7 -217 1.60 / 392 1.25 0.13 3-8 -223 1.60 / 118 4-8 -441 1.25 / 344 1.25 0.11 1.60 0.10 4-9 -1396 1.25 / 689 1.60 0.87 5-9 -190 1.25 / 153 1.60 0.03 5-4-12 _ 0-4-3 f 10-1-2 I 4-1-2 I 7-1-12 1 2 3 4 5 6.00 -6.0 R5-5 3.5-4 B1 W :800 R:916 U:-456 1Ill4 01 � 21-4-0 I 6 7 8 9 6- -8 3-4-3 SHIP 1 B2 W:108 R:797 U:-383 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKIVINURead all notes on this sheet and give a Copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system, It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_LOOOOS_JOOOOI ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC 22 WT 143# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = : �■ TRUSWL utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 25 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow Ps 0.00 00 psf $nOWDU r L=1.15 P=1.15 SYSTEMSenvironment noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cubing Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1 i01 N. Great S.W. Pkwy., Artington Tx 76011 'ANSI/TPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 9th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: t/240 TC: L/24 Job Name: ADDITION Truss ID: S02 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP Y2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0 916 8.00" 1.50 BC 2x6 SP Y2 This design does of account for long term Support C&C Wind Main Wind Non -Wind 2 21- 3- 4 797 1.501 1.50" WEB 2x4 SP s2 Detail time dependent loading (creep). Building 1 -445 lb -376 1b 2 -378 lb -321 lb BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Sheet for Maximum Rotational Tolerance used Des ig r must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. support 1 191 b MAX DEFLECTION (span) : - adjusted for TC pitch= 6.00. IRC/IBC truss plate values are based on support 2 191 1b L/999 MEM 8-9 (LIVE) LC 21 Loaded for 10 PSF non -concurrent BCLL. be testingg and approval as required by IBC 1703 in This truss is designed using the ASCE7-02 Wind Specification L= -0.08" D= -0.07" T= -0.15" Drainage must provided to avoid ponding. End verticals are designed for axial loads and AN and are reported available documents such as ICBO F1607. Bldg Enclosed = yes, Importance Factor - 1.00 CRITICAL MEMBER FORCES:only unless noted otherwise. Truss Location - Not End Zone TC COMP. DUR. / TENS. 1-2 -1315 1.25 592 D1R- CSI 1.60 0.213 Extensions above or below the truss profile Hurricane/Ocean Line = No Exp Categoryy - B Bldg Length 60.00 ft, Bldg Width 32.00 ft / 2-3 -981 1.25 / 425 509 1.60 0.23 1.60 0.16 (if any) have been designed for loads 'Indicated onl y. Horizontal loads applied at - = Mean roof height = 10.70 ft, mph = 120 TPI Standard Occupancy, Dead Load 8.4 3-4 -1121 1.25 / 4-5 -1127 1.21 / 500 1.60 0.26 the end of the extensions have not been considered unless shown. A drop -leg to an = psf Designed as Main W'Ind Force Resisting System 5-6 0 0.90 / 0 1.60 0.25 otherwise unsupported wall may create a and Components and Cladding Tributary Area 43 sqft BC COMP.((DUR.))/ TENS.((OI1R. 7-8-643(1.603/ 1135(1.25 Cl- 0.46 hinge effect that requires add'Itional design consideration (by others). = 8-9 -359 1.60 / 704 1.25 0.43 WB COMP. / TENS.DUR. -347 1.25 / 291 CSI2-8 1.60 0.213-8-276 1.60 / 725 :125 0.13 4-8 -643 1.25 / 372 1.60 0.16 58 -174 1.60 / 524 1.25 0.12 5-9-937 1.25 / 478 1.6D 0.506-9 -99JOUR. 1.25 / 94 1.6DJ 0.02 I 10-1-2 1 2-1-2 1 9-1-12 1 1 2 3 4 5 6 R5-5 6- -8 SHIP s-a B1 B2 W:800 W:108 R:916 R:797 U:445 U:-378 11 a -a �l 21-4-0 I 7 8 9 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Truswat Systems Plates are 20 aa. unless shown b 18"(11 ga.), "H-( pa.) 0r "MX- TWMX 20 ga.), positioned per Joint Details Repon. h6 Circleo totes and false frame %fates are ositlonedyaS shown above. Shift able stud totes to avoid overla with structural plates (or sta le). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_1-00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 22 WT: 169# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd - / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live s 00 O.f P 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Adington 7X 76011 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization p 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: S03 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP- #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) 1 0- 4- 0 2124- 8. 00" 2.50" Bc 2x6 SP #2 This design does not account for long term Support G&C Wind Main Wind Non -Wind 2 30- 4- 0 3055 8.00" 3.60"- WEB 2x4 SP #2 time dependent loading (creep). Building 1 -1108 1b -738 lb BRG REQUIREMENTS shown are based ONLY PLT BLK 2x4 SP #2 THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. Refer to Joint QC Detail Sheet for 2 -1559 1b -1116 lb This truss is designed using the On the truss material at each bearing MULTIPLE LOAD CASES. Maximum Rotational Tolerance used ASCE7-02 Wind Specification MAX DEFLECTION (Span) IRC/IBC truss plate values are based on Uniform TC Dead Loads used have been Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 ME M 11-12 (LIVE) Lc 1 testingg and approval as required by IBC 1703 adjusted for TC pitch= 6.00. Truss Location = Not End Zone L= -0.21 D= -0.19 T= -0.40 and ANSI/TPI documents and are reported in available such as ICBO #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be to avoid Hurricane/Ocean Line = No Exp Bldg Length = 60.00 ft, Bldg Categoryy - B Width = 32.00 ft CRITICAL MEMBER FORCES: provided ponding. Permanent bracing is rerlwired (by others) to Mean roof height = 10.70 ft, mph 120 TC COMP. DUR. / TENS. DUR. CSI prevent rotation/toppling. See BCSI 1-03 TPI Standard Occupancy, Dead Load = 8.4 psf 1-2 -3876 1.25 / 1906 1.60 0.40 and ANSI/TPI 1. Designed as Main Wind Force Resisting System 2-3 -3631 1.25 / 1117 1.60 0,46 and Components and Cladding 3-4 -4304 1.25 / 2356 1.60 0.50 Tributary Area = 135 sgft 4-5 -4304 1.25 / 2356 5-6 -5659 1.25 / 3107 1.60 0.68 1.60 0.66R.Plf6-7 ----------LOAD CASE #1 DESIGN L. Loc LOADS ---------------- R. Loc LL/TL -5809 1.25 / 3071 1.60 0.67 TC Vert 78.01 - 1- 4- 0 Vert 7i.01 78.01 78.01 0- 0- 0 0.51 BC COMP. DUR. / TENS. DUR.J CSI TC Vert 55. 65 0- 0- 0 TC Vert 78.01 30- 8- 0 55.65 30- 8- 0 78.01 32- 0- 0 0.72 0. 51 8-9 -1603 1.60 / 3410 1.25 0.61 BC Vert 20.00 0- 0- 0 20.00 19- 7- 4 0.00 9-10 -1606 1.60 / 3410 1.25 0.61 BC Vert 10.00 19- 7- 4 10.00 21- 7- 4 0.00 10-11 -1491 1.60 / 3193 1.25 0.50 BC Vert 20. 00 21- 7- 4 20.00 30- 8- 0 0.00 11-12 -2578 1.60 / 4982 1.25 0.75 ,Type... lbs X.Loc LL/TL 12-13 -2671 1.60 / 5128 13-14 -2668 1.60 / 5126 1.25 0.93 1.25 0.93 TC Vert 0.0 0- 4- 0 TC Vert 0.0 30- 4- 0 1.00 1.00 WB COMP. UR. / TENS. 92 DUR. CSI ------------ CRITICAL POINT LOADS ------------------ Type.. %.Loc Max.(Dur Min.(Dur2-10 1.25 / 2-9 -25ID -2491.25 / 145 1.60 0.01 1.600.11BCVert 20X 74 2681(1.25 -1590(1.603-10 -571.60 / 301 1.25 0.06 3-11 -8571.60 / 1525 1.25 0.64 4-11 -3081.21 / 202 1.60 0.12 1 -9301.25 / 634 1.600.6912 -16181.60 2859 15 0.606-12-1161.25 / 125 -651.25 / 121 1.60 0.056-13 1.60 0.02 10-1-2 10-5-12 i 10-1-2 1 2 3 4 5 6 7 6 00 6-8 1.5-4 6-8 -6.0 t 7:-8 6- SHIP 0-4-3 61 B2 W:800 W:800 R:2124 R:3055 U:-1108 U:-1559 30-8-0 8 9 10 11 12 13 14 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WANIVINURead all notes on this Sheet and give a copy of it to the Erecting Contractor- Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D rl ve_Z_6050 locus st hou se_L00005_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 10 WT : 246# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC - Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 ® w ,� utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord �, VVea' is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens ®SYSTEMSenvironment and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.00 / 1.00 / 1.00 1101 N. Great S.W. Pkwy., Arlington TX 76011 'ANSI/TPI 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization If278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: SO4 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0 1259 8.00 1.50" BC 2x4 Sp#2 This design does not account for long term Support C&C Wind Main Wind Non -Wind lb 2 30- 4- 0 1259 8.00" 1.50" SP #2 Sheet for time dependent loading (creep). Building for 1 -590 lb -486 2 -590 16 -486 lb BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Maximum Rotational Tolerance used Des,gner must account this. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the ti,in on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. ASCE7-02 Wind Speclfed MAX DEFLECTION (span) : adjusted for TC pitch- 6.00. IRC/IBC truss plate values are based on Bldg Enclosed Yes, Importance Factor = 1.00 L/999 MEM 12-13 (LIVE) LC 1 Loaded for 10 PSF non -concurrent BCLL. be testingg and approval as required by IBC 1703 in Truss Location - Not End Zone Hurricane/Ocean Line No Exp Categoryy e L= -0.09" D= -0.11" T= -0.20" Drainage must provided to avoid ponding. and AN and are reported available documents such as ICBO #1607. = Bldg Length =g 60.00 ft, Bldg Width = 32.00 ft CRI(ICACOMPMBDERURFORCES: DUR. CSI 120 lDead' TENS. 1-2 -2016 1.25 / 822 1.60 0.38 TPI.Standard� Occupancy, Load == 8.4 psf Designed as Main Wind Force Resisting System 2-3 -1862 1.25 / 817 1.60 0.29 and Components and Cladding 3-4 -1829 1.21 / 836 1.60 0.32 Tributary Area = 61 sgft 4-5 -1393 1.25 / 69, 5-6 -1829 1.25 / 836 1.60 0.41 1.60 0.32 6-7 -1862 1.25 / 817 1.601 .60 0.29 7-8 -2016 1.25 / 822 1.60 0.38 BC COMP. DUR. / TENS. DUR, CSI 9-10 -669 1.66 / 1734 1.25 0.13 10-11 -448 1.60 / 1348 1.25 0.39 11-12 -448 1.60 / 1348 1.25 0.53 12-13 -448 1.60 / 1348 1.25 0.53 13-14 -448 1.60 / 1348 1.25 0.39 14-15 -669 1.60 / 1734 1.25 0.53 WB COMP. TEN5.DUR. CSI 2-10 -267IDUR.I/ 1.25/ 247 1.60 0.06 4-10 -1821.60/ 447 1.25 0.15 4-12 -181.60/ 181 1.25 0.03 5-12 -181.60/ 181 -1821.60447 1.250.05-14 1.25 0.157-14 -2671.25/ 247 1.60 0.06 6-4.3 1 3.5-5 0-4-3 ( r 12-0-0 6-8-0 ( 12-0-0 t 1 2 3 4 5 6 7 8 B 1 S=3.5-4 W :800 R:1259 U:-590 R5-5 R5-5 3-4 6.0 6-11-15 SHIP 2 0-4-3 62 W:800 R:1259 U:-590 1� 1� 30-8-0 , 9 10 11 12 13 14 15 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Truswal Systems Plates are 20 aa. unless shown by "18"(18 ga.), "H"(16 aa.) or "MX"(TVJMX 20 9a.), positiongd per Joint Details Report. Circled plates and false frame plates are posltionerf 's shown above. Shift gable stud plates to avoid overlap with structural plates (or sta le). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO- Drlve_Z_6050 locus st house_1-00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 22 WT : 198# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 ■ , w ■ utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ,®••`/ ■v11 /^� L T^ �� is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live O.00 1.15 1.10 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, psf P / / 1101 N. Great S. W. Pkwy., Aningfon TX 76011 'ANSUTPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf C . C. Spaci ng 2- 0- 0 Florida Certificate of Authorization # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association(AFPA)islocated at11111gin Street, NW, Ste 800,Washington, DC20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: SOS Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) : 1 0- 4- 0 1259 8.00" 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 30- 4- 0 1259 8.00" 1.50" WEB 2x4 SP #2 Joint for time dependent loading (creep). Building 1 -586 lb -486 lb 2 1b lb ERG REQUIREMENTS shown are based ONLY Refer to QC Detail Sheet Maximum Rotational Tolerance used DesiB er must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF -586 -466 HORIZONTAL REACTION(S) on the truss material.at, each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. support 1 -105 Ilb MAX DEFLECTION (Span) : adjusted for TC pitch. 6.00. IRC/IBC truss plate values are based on support 2 105 lb L/999 MEM 9-10 (LIVE) LC 21 Loaded for 10 PSF non -concurrent BCLL. be testingg and approval as required by IBC 1703 This truss is designed using the L= -0.09" D= -0.11" T= -0.20" Drainage must provided to avoid ponding. and ANSI/TPI and are reported in available documents ICBO #1607. ASCE7-02 Wind Specification Bldg Enclosed a Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: such as Truss Location = Not End Zone . TC COMP. WR. / TENS. 1-2-2000((1.25 / 798 DUR. CSI 1.60 0.41 Hurricane/Oc`an Line No Exp Category = B 2-3-1931(1.25 1.60 0.41 Bldg Length 60 00 1. efdg Width 32.00 ft Mean root height 11.67 ft, mph 120 3-4 -1222 1.25 / 661 1.60 0.20 TPI Standard Occupancy, Dead Load - 8.4 psf 4-5 -1931 1.25 / 911 1.60 0.41 Designed as Main Wind Force Resisting System 5-6 -1999 1.25 / 798 1.60 0.41 and Components and Cladding BC COMP. DUR. / TENS. DUR. CSI - Tributary Area = 61 sgft 7-8 -636 1.60 / 1714 1.25 0.49 8-9 -361 1.60 / 1207 1.25 0.37 9-10 -361 1.60 / 1207 1.25 0.53 10-11 -361 1.60 / 1207 11-12 -361 1.60 / 1207 1.25 0.53 1.25 0.38 12-123 -636 1.60 / 1714 1.25 0.49 WB COMP. WR. / TENS. OUR, CSI 2-8 -360 1.25 / 315 1. 60 0.08 3-8 -325 1.60 / 160 1." 0.44 3-10 -37 1.60 / 163 1.25 0.03 4-10 -37 1.60 / 163 4-12 -325 1.60 / 660 1.25 0.03 1.25 0.44 5-12 -360 1.25 / 315 1.60 0.08 14-0-0 2-8-0 1 14-0-0 1 2 3 4 5 6 6.00 -6.0 5-5 5-5 3.54 7-11-15 SHIP i = B 1 S=3.5-4 3-4 B2 W:800 W:800 R:1259 R:1259 U:-586 U:-586 13 7 8 9 10 11 12 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ® WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO: D r i ve_Z_6050 locus st house_LOOOO S_J 00001 Dsgn r : E . H . #LC = 22 WT : 208# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment Ihal will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 s f P 1. 15 / 1.10 / 1.10 1101 N. Greer S.W. Pkwy., Adingfon TX 76011 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate olAuthorizefion # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Dnve, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: S06 Qt : 2 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 1-12 884 3.50" 1.50 WEB This design does of account for long term pply when truss not supported in a hanger. 2 13-10- 7 2682. HGR 1.58 2x4 SP #2 WE 2x8 SP #2 time dependent loading (creep). Building Designer must account for this. UPLIFT REACTIONS) Support C&C Wind Main Wind Non -Wind BRG REQUIREMENTS shown are based ONLY Lumber shear alI-ables are per NDS. Refer to Joint /1C Detail Sheet for 1 -540 lb -306 lb on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 2 -1590 lb 1072 lb BRG HANGER/CLIP NOTE MULTIPLE LOAD CASES. Uniform TC Dead Loads used have been HORIZONTAL REAC7ION(S) 2 Hanger TBE* IRC/IBC truss plate values are based on adjusted for TC pitch- 4.24. support 1 283 lb -HANGER(S) TO BE ENGINEERED testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + This truss is designed using the ASCE7-02 Wind Specification Support Connection(s)/Hanger(s) are documents such as ICBO #1607. Nail pattern shown is for PLF loads only. Bldg Enclosed - Yes, Importance Factor = 1.00 not designed for horizontal loads. Permanent bracing is required (by others) to See BCSI 1-03 Concentrated loads MUST be distributed to On -ply with hangers, Truss Location = Not End Zone Hurricane/Ocean Line No Exp Categoryy B MAX DEFLECTION (span) prevent rotation/toppling. and ANSI/TPI 1. each Ply equally. multi use 3 nails min. into the carrying member. = Bldg Length - 60.00 ft, Bldg Width - 32.00 ft L/999 MEM 6-7 (LIVE) LC 1 End verticals are designed for axial loads For more than 2 ply, use additional fasten- Mean roof height - 10.50 ft, mph = 120 _ L= -0.06" D= -0.07" T= -0.13" only unless noted otherwise. ers as indicated from the back plys, or use TPI Standard Occupancy Dead Load 8.4 psf CRITICAL MEMBER FORCES: TC CO TENS.<<DUR.)) II Extensions above or below the truss profile any other approved detail (by others). Des i red as Main Wind korce Resisting System components (DUR.))/ 1-2-1726<1.253/ 829(1. 603 0.26 0.23 (if any) have been designed for loads Indicated only. Horizontal loads applied at + + + + + + + + + + + + + + + + + + + + + + 2-PLY! Nail w/lOd COMMON sta�ered((pper NDS) and and Cladding Tributary Area = 93 sgtt 2-3 -69 1.25 / 44 1.25 the end of the extensions have not been considered unless shown. A drop -leg to an in: TC- 2 BC- 2 WEBS- 2 PER FOOTI- ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP. <DUR. / TENS.(WR.) CSZ 4-5-972(1.603/ 1602(1.25) 0.46 otherwise unsupported wall m y create a TC Vert 76.06 - 1-10-10 76.06 0- 0- 0 TC Vert 54.85 0- 0- 0 54.85 14- 0- 3 0.53 0.73 5-6 -959 1.60 / 1571 1.21 0.45 3 hinge effect that requires additional design consideration (by others). BC Vert 20.00 0- 0- 0 20.00 0- 8-13 0.00 C( 6-7 -959 1.60 / 1571 1.25 0.85 (( )) BC Vert 10.00 0- 8-13 10.00 14- 0- 3 ...Type.,. lbs X.Loc LL/TL 0.00 WB COMP.(DUR. / TENS. DUR. CSI 2-5-355(1.603/ 859 1.25 0.08 5 TC Vert 0.0 0- 1-12 1.00 --- ------------ CRITICAL POINT LOADS ------------------ -1714 1.25 / 1046 1.60 0.17 TyDe.. X.Loc Max. (Dur Min.(Dur 3-7 -141 1.25 / 142 1.60 0.01 BC Vert 1- 8-13 0 1.20 0 1.25 BC Vert 2-10- 4 15 0.90 -6 1.60 BC Vert 4- 6-12 27 0.90 -9 1.60 BC Vert 5- 8- 3 35 0.90 -11 1.60 BC Vert 7- 4-11 47 0.90 -14 1.60 BC Vert 8- 6- 2 55 0.90 -15 1.60 BC Vert 10- 2-10 93 1.25 -15 1.60 1 2 3 BC Vert 11- 4- 1 110 1.2s 1.60 2-PLYS 249 ec Vert 13- 0- 9 2110 1.25 -1249 1.60 REQUIRED 4.24 5-3-10 t = 0-4-3 1Ar 5-3-10 5- 1-3 SHIP R:884 in U:540 U: 1590 20 na. unless shown by "18"(18 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKN/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-Z_6050 locus st hou se_L00005_) 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 8 WT : lOB# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 ^ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord v` T �� is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mb r Brill / Comp / Tens brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 1101 N. Gree1 S.W. Pkw ., Arlington TX 76011 and 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Florida Certificate olAulhorizalion # 276 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 9th Street, NW, Ste 800, Washington. DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: S07 Qt : 1 BRG X-LOC REACT SIZE REQ'D 1 0- 4- 0 409 8.00 1.50' 2 7-10- 3 194 1.501, 1.501, 3 7-10- 3 113 1. 50" 1. 50" BRG REQUIREMENTS shOWn are based ONLY on the truss material at each bearing MAX DEFLECTION (span) L/871 MEM ION (LIVE) LC 1 L= -0. 10" D= -0.16" T= -0.26 CRITICAL MEMBER FORCES: TC COMP.((DUR.))/ TENS. DUR. CSI 1-2-150(1.603/ 85 1.25 0.62 2-0 2 1.25 / 2 1.60 0.00 BC COMP.((DUR.))/ TENS. DUR. CSI 3-4-93(1.603/ 272 1.60 0.51 4-0 0 1.25 / 0 1.60 0.00 TC 2x4 SP N2 BC 2x4 SP i2 Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Uniform TC Dead Loads used have been adjusted for TC pitch- 6.00. Loaded for 10 PSF non -concurrent BOLL. Mark all interior bearing locations. Install interior supports) before erection. Shim be(if needed) for req. support. Designed, per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available documents such as ICBO Y1607. - UPLIFT REACTION(S) : Support C&C Wind Main Wind Non -Wind 1 -25W lb -193 lb 2 -270 1b -195 1b 3 -15 lb -3 lb HORIZONTAL REACfION(5)) support 1 272 lb' support 3 272 lb This truss is designed using the ASCE7-02 Wind Specification Bldg Enclosed Ves, Importance Factor = 1.00 Truss Location . Not End Zone Hurricane/Ocean Line No Exp Categoryy - B Bldg Length . 60.00 ft, B1 dg W�dth = 32.00 ft Mean roof height . 9.99 ft, 'ph. 120 TPI Standard Occupancy, Dead Load 8.4 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area - 16 sgft 4-3-11 043 61 Too W:800 R:409 U:-250 1-4-0� 7-10-15 3 4 B2 W:108 R:194 U:-270 4-11-6 SHIP B W:108 RA 13 U:-15 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 T. wa Sys Qwn by "18"(18 0a.1 "H"ql3 Oa.)b�r "MX" TWMX 20 p;3 ), positioned per Joint Details Report. rus I terns Plates are 20 a. unless sh, CCircled ter, and false frame p ates are positlone as show a love. Shift 3 e stud later, to avbld overlap with structural plates (or staple). WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WC: Dri ve_Z_6050 locus st Ilouse_1-00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 26 WT : 35# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the lows TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Arlington TX 76011 'ANSIrrPI 1', WTCA 1' - Wood Truss Council of America Standard Design Resppnsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spac i ng 2- 0- 0 Florida Certificate of Auihonzation n 278 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at I 111 1 9th Street, NW. Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S08 Qt : 1 BRG X-L�OC REACT SIZE REQ'D TC 2x4 SP #2 Des igned. per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0 333 8.00 1.50" BC 2x4 SP #2 This design does not account for long term Support C8C Wind Main Wind Non -Wind 2 5-10- 3 143 1. 50" 1.50" Refer to Joint QC Detail Sheet for Maximum Rotational time dependent loading (creep). Building lding Designer 1 -229 16 -170 lb 2 lb -146 lb 3 5-10- 3 69 1. 50" 1. 50 Tolerance used Uniform TC Dead Loads used have been must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF - -215 3 -15 lb -3 lb BRG REQUIREIMENTS shown are based ONLY adjusted for TC pitch= 6.00. MULTIPLE LOAD CASES. HORIZONTAL REACfION(S) on the tru5 5 material at each bearing Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on support 1 219 b MAX DEFLECT -ION (span) Mark all interior bearingg locations. Install interior supports) before erection. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available support 3 219 lb This truss is designed using the L/999 MEM 3-4 (LIVE) LC 1 Shim bearings (if needed) for req. support. documents such as ICBO #1607. ASCE7-02 Wind Specification L= -0.03" ID= -0.05" T=-0.081, Bldg Enclosed - Yes, Importance Factor = 1.. CRITICAL MEMBER FORCES: Truss Location . Not End Zone TC COMP.((SWR.)/ TENS. (((DUR.))) CSI ( ) 62(1.60) Hurricane/Ocean Line No Expp Categor B 00 ft WPhth== Z_20 -l-2 3L.60)� ( ) CC 0.00 MeaBldn rooftheight0 9.49ft, 1200.00 BC COMP.(DUR.)/ TENS.(DUIR CSI TPI Standard Occupancy, Dead Load - 8.4 psf Designed as Main Wind Force Resisting System 3-4 -72 3L.60 / 220 1.60 0.31 and Components and Cladding 4-0 0 3L.25 / 0 1.60 0.00 Tributary Area = 12 sqft iE 0-4-3 6.00 W:800 R:333 U:-229 2 5-10-15 ' 3 4 B2 W:108 R:143 U:-215 3-3-11 3-11-6 SHIP B W:108 R:69 U:-15 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Truswal Systems Plates are 20 sla. unless shown b "18"(18 ga.), "H"(16 aa.) or "MX"p X 20 9a.), positioned per Joint Details Report. Circled tales and false frame fates are osltlonedyas shown above. Shifi able stud tares to avoid overla with structural tales or sta le . WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_Z_6050 locus st house_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 26 WT : 27# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly allached, unless otherwise TC Snow (Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 1.15 1.10 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, psf / / 1101 N. Great S W/. Pkwy., Adingfon TX 76011 'ANSIfTPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Fiorma, Cerfift- am ofAufhonza(ion # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association(AFPA)islocated at111119thStreet, NW, Ste 800,Washington, DC20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S09 Qt : 1 BRG X-.LOC REACT SIZE REQ'D TC 2x4 SP #2 BC 2x4 SP #2 Designed. per ANSI/TPI 1-2002 This design does not account for long term UPLIFT REACTIONS) : Support C&C Wind Main Wind Non -Wind 1 0- 4- 0' 258 8.00" 1.50" 1. Refer to Joint QC Detail Sheet for time dependent loading (creep). Building 1 -198 lb -144 lb 2 3-10- 3 93 1. 50" 50" Maximum Rotational Tolerance used Designer must account for this. 2 -143 lb -96 lb 3 3-10- 3 44 1. 50' 1. 50" BRG REQUIREMENTS shown_. are based ONLY Uniform TC Dead Loads used have been adjusted for TC pitch= 6.00. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 3 -11 lb -3 lb HORIZONTAL REACTION(S) on the truss material at each bearing Mark all interiorbearingg locations. IRC/IBC truss plate values are based on support 1 144 lb 3 144 lb MAX DEFLECTION (span) : - Install interior supports) before erection. Shim bearings (if needed) for req. support. testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available support This truss is designed using the L/999 MEM 3-4 (LIVE) LC. 1 documents such as ICBO #1607. ASCE7-02 Wind Specification L= 0.00" D= -0.01" T= -0.01" Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: COMP TEN40((D1U25)) Truss Location = Not End Zone yy B1dgrLengthe=an60�00 ftNo8ldgxWidth 9or32 00 ft 1T2 77((�U603j OC16 Mean roof height = 8.49 ft, mph = 120 2-0-2(1.25)/ 2(1.60) 0.00 TPI Standard Occupancy, Dead Load = 8.4 psf BC COMP. DUR. / TENS. it CSI - Des i Fred as Main Wind Force Resisting System 3-4-47((1. 60 / 145 1.60 0.14 and Components and Cladding 4-0 0(1.60 / 0 1.60 0. GO Tributary Area = 8 sqft 2-3-11 T 0-4-3 1 61 00 W.800 R:258 U:-198 I 1-4-0 I 3-10-15 3 4' B2 W:108 R:93 U:-143 2-11-6 SHIP B W:108 R:44 U:-11 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 Truswal 3vstems Plates are 20 �a. unless shown bdy "18"(18 gaa "H"(56 Sia.16�1r "MX"(TWMX 20 $a) polsitioned per Joint Details Report. Circled plates and false frame p ates are Itosltione as shown a bve. hi g e stud plates to av ld over ap with structurallates (or staple). WARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-Z_6050 locus st house_1-00005_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC = 25 WT' 19# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads' TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 q ■ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord KU � � is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens ®SYSTEMSenvironment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great SW. Pkwv., Arrington TX 76011 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Trumal software. 'ANSI/TPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Flonda Certificate of uthonzafion If278 (BCSI i-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 9th Street, NW, Ste 800, Washington, OC 20036, Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S10 Qt : 1 ' X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) .BRG 1 0- 4= 0 184 8.00., 1.50 BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind lb lb 2 1-10-3 41 1.50" 1.50 Refer to Joint QC Detail Sheet for time dependent loading (creep). Building for 1 -160 -121 2 -67 lb -45 1b 3 1-10- 3 18 1.501.501, - Maximum Rotational Tolerance used Uniform TC Dead Loads used have been Designer must account this. THIS DESIGN IS THE COMPOSITE RESULT OF 3 -6 lb -2 lb BRG REQUIREMENTS shown are based ONLY adjusted for TC pitch= 6.00. MULTIPLE LOAD CASES. This truss is designed using the on the truss material at each bearing Mark all interior bearing locations. IRC/IBC truss plate values are based on by IBC ASCE7-02 Wind Specification Bldg Enclosed as, Importance Factor - 1.00 MAX DEFLECTION (span) -. In interior support s) before erection. - Shim bearings (if needed) for req, support. testing and approval as required 1703 and AN I/TPI d are reported in available Truss Location = Not End Zone L/999 MEM 3-4 (LIVE) LC 19. documents such as ICBO #1607. Hurricane/Ocean Line = No Exp Categoryy = B L= 0.00" D= 0.00" T= 0.00" - Bldg Length - 60.00 ft, Bldg Width 32.00 ft CRITICAL MEMBER FORCES: Mean roof height - 8.49 ft, mph 120 TPI Standard Occupancy, Dead Load = 8.4 psf TC COMP. DUR. / TENS. DUR. CSI 1-2 -34 ((1. 60))/ 17 <(1.25 0.03 Designed as Main Wind Force Resisting System 2-0 -2 (1.25)/ 2(1.60 0.00 - and Components and Cladding Tributary Area = 4 sgft BC COMP. DUR. / TENS. DUR. CSI 3-4 22 1.60 / 67 1.60 0.03 4-0 0 1.60 / 0 1.25 0.00 1 6.00 W :buu R:184 U:-160 2 ii 1-4-0 1-10-15 3 4t 20 B2 W:108 R:41 U:-67 1-11-6 SHIP B3 W : 108 R:18 U:-6 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ® A w /� WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and.AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO: Dri ve_Z_6050 locus st hou se_L00005_J 00001 Dsgnr: E.H. #LC = 25 (AfI: 11# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 �\s, is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 v\ noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Arlington TX 76017 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authod-lion # 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onono Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW, Ste 800,Washington, OC20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S11 Qt : 1 BRIG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per A"laPI 1-2002 Required bearing widths and bearing areas 1 0- 4- 0 2728 8.00" 2.76" BC 2x6 SP #1 D 2x4 SP #2 This design does not account for long term dependent loading (creep). Building apply when truss not supported in a hanger. UPLIFT REACTIONS) : 2 9- 0-I1 2111 HGR 2.13" WEB WEDGE 2x6 SP #2 time Designer must account for this. Support C&C Wind Main Wind Non -Wind BRG REQUIREMENTS shown are based ONLY Q Lumber shear all-ables are per Nos. Refer to Joint QC Detail Sheet for 1 -1848 lb -1185 lb on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 2 -1249 lb -904 lb BRIG HANGER/CLIP NOTE MULTIPLE LOAD CASES. Uniform TC Dead Loads used have been HORIZONTAL REACrION(S) 2 Hangger TBE° IRC/IBC truss plate values are based on adjusted for TC pitch= 6.00. support 1 278 1b is designed HANGER(S) TO BE ENGINEERED testingg and approval as required by IBC 1703 and AN and are reported in available Loaded for 10 PSF non -concurrent SCLL. Permanent bracing is regwired (by others) to This truss using the ASCE7-02 Wind Specification Support Connections)/Hanger(s) are documents such as ICBO #1607, prevent rotation/toppling. See BCSI 1-03 Bldg Enclosed - Yes, Importance Factor = 1.00 not designed for horizontal loads. End verticals are designed for axial loads and ANSI/TPI 1. Truss Location = Not End Zone MAX DEFLECTION (span) : only unless noted otherwise. below the Hurricane/Ocean Line No Exp Categoryy B Bldg Length 60.00 ft, Bldg Width 32.00 ft L/847 MEM 5-6 (LIVE) LC 1 Extensions above or truss profile any) have been designed for loads = Mean roof height - 10.29 ft, mph = 120 L= -0.12" D= -0.11" T= -0.23" (if 'Indicated only. Horizontal loads applied at TPI Standard Occupancy Dead Load = 8.4 psf CRITICAL MEMBER FORCES: the end of the extensions have not been Designed as Main Wind force Resisting System TC COMP.( 1R. / TENS. (1R.) CSI (((1.60))) considered unless shown. A drop -leg to an and Components and Cladding 1-2-3559<((1.2533/ 2217 0.90 2-3 (1.253/ 8Z4(1. 603 0.53 otherwise unsupported wall may create a Tributary Area - 128 sgft -1612 3 4 -49 1.60 / 35 1.25 0.11 ( ( hinge effect that requires additional design consideration (by others). ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP. 1R. / TENS. 1R. CSI TC Vert 78.01 - 1- 4- 0 78.01 0- 0- 0 TC Vert 55.65 0- 0- 0 50.65 9- 1- 7 0.51 0.72 5-6 -2280 1.60 / 3284 1.25 0.85 BC Vert 20.00 0- 0- 0 20.00 1- 1- 8 0.00 6-7 -2228 1.60 / 3209 1.25 0.84 BC Vert 10.00 1- 1- 8 10.00 9- 0-12 0.00 7-8 -741 1.60 / 1232 1.25 0.49 ...Type... lbs X.Loc LL/TL WB COMP. OUR. / TENS. OilCSI ,.Type 0.0 0- 4- 0 1.00 ------------ CRITICAL POINT LOADS ------------------ 2 6 -1227 1.f / 1743 1.25 0.32 2-7 1.21 1728 - Tyoe.. X.Loc Max.(Du r) Min.(Dur) -2262 / 1.60 0.37 3-7 -1211 1.60 / 2136 1.25 0.39 BC Vert 2- 1- 8 1743(1.25)-1379(1.60) BC Vert 4- 0-12 796 1.21 396 1.60 3-8 -1935 1.25 / 1165 1.60 0.47 BC Vert 6- 0-12 796 1.25 -383 1.60 4-8 -91 1.25 / 89 1.60 0.02 BC Vert 8- 0-12 796 1.25 -378 1. 60 4-10-15 0.13 Truswal Systems Plates are 20 ❑a. unless Circled plates and false frame plates are D 2 3 4 6 00 1 A -A 0-15 5-6-10 SHIP U:21848 U:1249 1-4-0 9-1-7 5 6 7 8 20 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ® WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be ienfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meel or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO: Dr i ve_Z_6050 locus st hou se_L00005_3 00001 Dsg n r : E.H. #LC = 8 WT : 85# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf 5nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf P Re Mbr Bnd Comp Tens P / P / ® SYSTEMS environment that will cause me moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 1.00 1.00 1.00 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf / / 1101 N. Great S. W. Pkwy., Arlington TX 76011 'ANSIrrPI 1% VJTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate ofAuthorization # 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: S12 Qt : 1 BRIG X-LOC REACT SIZE - REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) : -1 0- 4- 0 379 8..00" 1.50 374 8.50" BC 2x4 SIP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 7- 0-10 1.50" Refer to Joint QC Detail Sheet for time dependent loading (creep). Building for this: 1 -242 lb -185 lb 2 249 lb 176 lb 3 7- 0-11 94 1.50" 1.50 Maximum Rotational Tolerance Uniform TC Dead Loads used used have been Designer must account THIS DESIGN IS THE COMPOSITE RESULT OF 3 -15 lb -3 lb ERG REQUIREMENTS shown are based ONLY adjusted for TC pitch= 6.00. MULTIPLE LOAD CASES. HORIZONTAL REACTION(S) On the truss material at each bearing Loaded for 10 PSF on -concurrent BULL. IRC/IBC truss plate values are based on support 1 253 b MAX DEFLECTION (span) Mark all interior bearingg Install interior supports) locations. before erection. testing and approval as required by IBC 1703 and AN I/TPI and are reported in available support 3 253 lb This truss is designed. using the L/999 MEM 3-4 (LIVE) LC 1 Shim bearings (if needed) for req. support, documents such as ICBO #1607. ASCE7-02 Wind Specification L= -0.07" D= -0.10" T= -0.17" CRITICAL MEMBER -F))O)RCES: Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone (<(< ))) C032 TEN�2(1U60) =go122. 0 it ft, Bft9an Line = No xmphWidth Lengtroot 2T0 0052 Mean' hel ght0.00 <D1U25)/ TPI Standard Occupancy, Dead Load = 8.4 psf BC COMP.(DUR.)/ 7EN5.(DUR.) CSI- - Designed as Main Wind Force Resisting System 3-4 -85 1.60 / 253 1., 0.43 an Components and Cladding 4-0 0 1.25 / 0 1.60 0.00, - Tributary Area . 14 sit 3-10-15 0-4-3 61 00 W:800 R:379 U:-242 K 1-4-0 -1 7-1-7 3 4� B2 WA08 R:174 U:-249 if-15 4-6-10 if SHIP B W:108 R:94 U:-15 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WANIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Drl ve_Z_6050 locus st house_1-00005_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r • E.H. #LC = 26 WT : 32# ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 ps f Li veDu r L=1. 2 5 P=1. 2 5 ■ e utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord V �e � is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow (Ps) 0.00 ps f SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be. placed in any handle, install TC Dead 7.00 ps f Rep Mb r Bnd / Comp / Tens SYSTEMSenvironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trusval software. BC Live 0.00 ps f 1.15 / 1.10 / 1.10 1107 N Great S. W. Pkwy., Arlington TX 76011 'ANSI/TPI. V, WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 ps f 0. C .Spacing 2- 0- 0 Fiona Certl/icate o/Authorization # 278 (SCSI 1-03) antl'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Dave, Madison, TRUSPLUS 6.0 VER: T6. 5.2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S13 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed, per ANSI/TPI 1-2002 UPLIFT REACTIONS) : 1 0- 4- 0 303 8.00" 1.50:: BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 5- 0-11 123 1.50 1.50" Refer to Joint QC Detail Sheet for time dependent loading (creep). Building - 1 -218 lb -159 lb 3 5- 0-11 59 1.50" 1.50 Maximum Rotational Tolerance used have been Desi9 must account for this. 2 lb 126 lb lb 1b BRG REQUIREMENTS shown are based ONLY Uniform TC Dead Loads used adjusted for TC pitch= 6.00. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. -89 3 -14 -3 HORIZONTAL REACTIONS) On the truss material at each bearing Mark 11 interior bearing9 locations. IRC/IBC truss plate values are based on support 1 192 1b MAX DEFLECTION (span) : Install interior supports) before erection. testing and aproval as required by IBC 1703 support 3 192 1b L/999 MEM 3-4 (LIVE LC 1 Shim bearings (if needed) for req. support. nd ANSI/TPI and are reported in available documents ICBO #1607. This truss is designed using the ASCE7-02 Wind Specification L= -0.02" D= -0.02" T= -0.04" such as Bldg Enclosed =P Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES:: Ca102 ((/U60))� TENS1 ((11.1125. Truss Location = Not End Zone yy 1T2 0 2-0 -2 <1.25)/ 2(1.60 '0. 00 - eldgHurriLeogthe=an60�00 ftNoBi dgxWidthegor32 00 ft Mean roof height - 9.29 ft, mph = 120 TPI Standard Occupancy Dead Load 8.4 psf Force BC COMP.((DUR.))/ TENS.((DUI.)) CSI. 3-4 -63(1. 60)/ 192 (1.603 0.23 - Designed as Main Wind Resisting System and Components and Cladding 4-0 0 1.60 / 0 1.25 0.00 Tributary Area = 10 sgft 2 61 00 W :800 R:303 U:-218 1-4-0 5-1-7 B2 W:108 R:123 U:-189 3-6-10 SHIP B W:108 R:59 U:-14 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_1-00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: E.H. #LC = 25 WT: 24# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1.2 5 .r \ w /� utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord \v, RUSnoted. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr End / Comp / Tens SYSTEMSenvironment - that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S. W. Pkwy., Arlington TX 75011 'ANSI/TPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- C- 0 Flonda Certificate ofAuthonzafion # 278 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW, Ste 800,Washington, DC20036. Bldg Code: FBC2004R DEFL RATIO• L/240 TC: L/18 Job Name: ADDITION Truss ID: S14 Qt : 1 ERG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed. per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0 228 8.00" 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 3- 0-11 72 1.50" 1.50 Refer to Joint QC Detail Sheet for time dependent loading (creep). Building 1 -184 lb -135 lb lb lb 3 3- 0-11 34 1.50" 1.50" Maximum Rotational Tolerance used Uniform TC Dead Loads used have been Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -113 -76 3 -9 lb -3 lb BRIG REQUIREMENTS shown are based ONLY adjusted for TC ppitch= 6.00. MULTIPLE LOAD CASES. HORIZONTAL REACTION(S) on the truss material at each bearing Mark all interior bearingg locations. IRC/IBC truss plate values are based on support 1 113 lb MAX DEFLECTION (span) Install interior supports) Shim bearings (if needed) before erection. for req. support. testingg d approval as required by IBC 1703 and AN and are reported in available support 3 113 lb This truss is designed using the L/999 MEM 3-4 (LIVE) LC 21 documents such as ICBO #1607. ASCE7-02 Wi rid 5pecifi cation L= 0.01 D= 0.00" T= 0.00" Bldg Enclosed = Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES: - Truss Location = Not End Zone TC COMP. ((DUR. / TENS. ((DUR.)) CSI 0.10 Hurricane/Ocean Line = No Exp Categoryy B Bldg Length 60.00 ft Bldg Width 32.00 ft 1-2-60(1.603/ 31(1.25) 2-0 2(1.25)/ 2 1.60 0.00 = = Mean roof height = 8.79 ft, mph = 120 TPI Standard OccuFancy, Dead Load = 8.4 psf force BC COMP. ((DUR.))/ TENS. ((DUR.)) CS 3-4-37(1.60)/ 114(1.603 0.09 Designed as Main Wind Resisting System an Components and Cladding 4-0 0 1.60))/ OC(1.60 0.00 Tributary Area = 6 sgft 6 00 W:800 R:228 U:-184 2 1-4-0 3-1-7 3 4' B2 W:108 R:72 U:-113 1 -15 2-6-10 SHIP B W:108 R:34 U:-9 Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. ArlintonTexas 76011 Florida License No. 58488 Truswal Systems Plates are 20 aa. unless shown by "18"(18 ga.), "H"(16 aa.) or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Date: 8/16/2006 Circled lates and false frame Fates are ositionecfas shown above. Shift able stud iates to avoid overla with structural lates or sta le . WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 .locus st house_LOOOOS_JOOOOI ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsg n r : E.H. #LC = 25 WT : 16# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1.2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TRUS�� ISMU"i SYSTEMS 1101 N. Great S. W. PM., Arlington TX 76011 Florida Certificate of uthorization # 278 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19%antl/or ..use connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Twswal software, 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison. TC Snow(Ps) 0.00 psf TC Dead 7.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDu r L=1. 15 P=1. 15 Rep Mbr End / Comp / Tens 1.15 / 1.10 / 1.10 0. C. Spaci ng 2- 0- D TRUSPLUS 6.0 VER: T6. 5 .2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code • FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: S15 Qt : 1 CRITICAL MEABER FORCES: TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 This truss is designed using the BC 2x4 SP #2 This design does not account for long term ASCE7-02 Wi ndSpectfication Refer to Joint QC Detail Sheet for time dependent loading (creep). Building Bldg Enclosed = Yes, Importance Factor - 1.00 Maximum Rotational Tolerance used - form TC have been Unadjusted Desiggner must account for this. RESULT OF Truss Location Not End Zone Line Category fordTCLoads pitch=used pitch -6 THIS MULTIPLECN IS THE LOAD CASES COMPOSITE Bldgi LeengeLOceanpp 60.00 ftNgBldgxWidth2 00 it Mark all interior locations. IRC/IBC truss plate values are based on Mean roof height - 8.29 ft, mph = 120 Install interior s uppport(s) before erection. testing9 and approval as required by IBC 1703 TPI Standard Occupancy, Dead Load - 8.4 psf Gable verticals are 2x 4 web material spaced and AN II and are reported in available Designed as Main Wind Force Resisting System at 16.0 o.c. unless noted otherwise. documents such as ICBO #1607, and Components and Cladding Top chord supports 24.0 of uniform load Shim bearings (if needed) for req. support. Tributary Area 2 sgft at 20 psf live load and 7 psf dead load, Additional design considerations may be required if sheathing is attached. Refer to appropriate Truswal Standard Gable Detail for information regarding the bracing of this gable truss. 1-1-77 3 4 1-11-17 1-1-7 TYPICAL PLATE: 3-4 Truswal ystems Plates are 20 pa. unless shown b "18"(18 ga.), "Wq6 pa.) or "MX"(TWMX 20 ppa.), positioned Circled o ates and false frame plates are Dositioned as shown above. Shift sable stud plates to avdid overlap with Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington; Texas 76011 NUOUS SUPPORT Florida License No. 58488 Port,,_, Date: 8/16/2006 VVAKIVIIVURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_Z_6050 locus st house_1-00005_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : E.H. #LC 25 WT: 8# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T �� �Ur// is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps ) 0. 00 psf SIIOWDU r L=1.15 P=1.1$ noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mb r Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards. 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy.,Arlington TX 76011 'ANSI/TPI 1', WTCA T- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Cmitificafe of Authorization # 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6. 5. 2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/18 Job Name: ADDITION Truss ID: T01 Qt : 5 . BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) 1 0- 4- 0. 1259 8.00" 1.50" BC 2x4 SP #2 This design does not account for long term Support C&C Wind Main Wind Non -Wind 2 30- 4- 0 1259 8.00" 1.50" WEB 2x4 SP #2 time dependent loading (creep). Building - 1 -566 lb -486 lb lb. lb BRIG REQUIREMENTS shown are based ONLY Refer to Joint Maximum QC Detail Sheet for Rotational Tolerance used Desiggner must account for this. THIS DE5IGN IS THE COMPOSITE RESULT OF 2 -566 -486 HORIZONTAL REACTION(S) On the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. support - 1 110 b MAX DEFLECTION (span) : adjusted for TC pitch= 6.00. IRC/IBC truss plate values are based on support 2 110 lb L/999 MEM 8-9 (LIVE)LC 21 Loaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 This truss is designed using the ASCE7-02 Wind Specification L= -0.20" D= -0.15" T= -0.35" and AN and are reported in available documents such as ICBO #1607. ImFactor = 1.00 BldELocation CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. 1-Z 1.25 / 754 DUR. CSI 1.60 0.52 Trus5=YNot EndoZonece Hurricane/Ocean Line - No Exp Categoryy = B fit, 32.00 ft -1954 2-3 -1729 1.25 / 753 1.60 0,52 Bldg Length = 60.00 Bldg Width = Mean roof height = 12.01 ft, mph 120 3-4 -1729 1.25 / 753 1.60 0.52 TPI Standard Occupancy, Dead Load = 8.4 psf 4-5 -1954 1.25 / 754 1.60 0.52 Designed as Main Wind Force Resisting System - and Components and Cladding BC COMP. DUR. / TENS. DUR. CSI Tributary Area 61 sgft 6-7 -579 1.60 / 1670 7-8 -279 1.60 / 1110 1.Z5 0.75 1.25 0.68 8-9 -279 1.60 / 1110 1.25 0.45 9-10 -279 1.60 / 1110 10-11 -579 1.60 / 1670 1.25 0.68 1.25 0.715 WB COMP.(DUR.)/ TENS.<DUR. CSI 2-7-392(1.25)/ 326(1,61 0.14 3-7 -228 1.60 / 637 1.25 0.30 3-10 -228 1.60 / 637 1.25 0.30 4-10 -392 1.25 / 326 1.60 0.14 8- -3 x 0-4-3 4 I 15-4-0 f 15-4-0 1 2 3 4 5 6_00 6.0 2 3-4 S=3.5-4 0-4-3 B 1 S=3.5-4 3-4 B2 W :800 W :800 R:1259 R:1259 U:-566 U:-566 30-8-0 6 7 8 9 10 11 8 8-7-15 SHIP Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 ^ WANIVINURead all notes on this sheet and give a Copy of /t to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be venfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: BECKER BUILDERS WO' Drive-Z_6050 locus st house_L00005_300001 Dsg n r : E.H. #LC = 22 WT : 18 5# TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 25 Tq '�•e`/ v` WAL is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Great S.W. Pkwy., Adingron TX 76011 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization # 278 (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.2 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1 gin Street, NW, Ste 800, Washington, DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 Job Name: ADDITION Truss ID: T02 Qt : 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 SP #2 Designed per ANSI/TPI 1-2D02 UPLIFT REACTIONS) 1 0- 4- 0 855 8.00 1.50 BC 2x4 SP #2 This design does not account for long term Support CdC Wind Main Wind Non -Wind 2 19- 8- 0 855 8.00 1.50 WEB 2x4 SP #2 time dependent loading (creep). Building 1 -429 1b -372 lb BRG REQUIREMENTS shown are based ONLY Refer to Joint Maximum QC Detail Rotational Tolerance Sheet for used Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF 2 -429 lb -372 lb This truss is designed using the on the truss material at each bearing Uniform TC Dead Loads used have been MULTIPLE LOAD CASES. ASCE7-02 Wind Specification MAX DEFLECTION (Span) adjusted for TC pitch- 6.00. IRC/IBC truss plate values are based on Bldg Enclosed - Yes, Importance Factor = 1.00 L/999 MEM 8-9 (LIVE) LC 21 Loaded for 10 PSF non -concurrent BOLL. testing9 and approval as required by IBC 1703 AN and in available Truss Location . Not End Zone Hurricane/Ocean Line = No Exp Categoryy B L= -0.05" D= -0(LI T= -21 and are reported documents such as ICBO #1607. - Bldg Length - 60.00 ft, Bidg Width = 32.00 ft CRITICAL MEMBER FORCES: Mean roof height - 10.67 ft, mph - 120 TC COMP. DUR. / TENS. DUR. CSI 1-2 1.25 512 1. 60 0.22 TPI Standard Occu 7ancy, Dead Load - 8.4 psf -1193 / 2-3 -899 1.25 / 399 1.60 0.20 Designed as Main Wind Force Resisting System and Components and Cladding 3-4 -899 1.25 / 399 1.60 0.20 Tributary Area - 40 sgft 4-5 -1193 1.25 / 512 1. 60 0.22 BC COMP. DUR. / TENS. WR. CSI 6-7 -402 1.60 / 1019 1.25 0.59 7-8 -402 1.60 / 1019 1.25 0.59 8-9 -402 1.60 / 1019 1.25 0.39 WB COMP.<DUR.)/ TENS.<DUR. ) CSI 2-7-307(1.25)/ 259(1.60) 0.14 3-7 -139 1.60 / 486 1.25 DAB 4-7 -307 1.25 / 259 1.60 0.14 10-0-0 10-0-0 1 2 3 4 5 6_00 6.0 R5-5 2 0-4-3 B1 S=3.5-4 B2 W:800 W:800 R:855 R:855 U:-429 U:429 l I 20-0-0 6 7 8 9 5-11-15 1 SHIP Truswal Systems Corporation Bradley E. Morris, P.E. 1101 N. Great S.W. Pkwy. Arlington, Texas 76011 Florida License No. 58488 Date: 8/16/2006 WAKNINURead all notes on this Sheet and give a copy of it to the Erecting Contractor. Cust: BECKER BUILDERS This design isfor anindividual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_Z_6050 locus st house_LOOOOS_JOOOOI ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : E.H. #LC = 22 WT : 118# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 25 utilized on this design meet of exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing matenal directly attached, unless otherwise TC Snow(Ps) 0.00 psf SnowDu r L=1. 15 P=1. 15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environmentthal-III cause the moisturecontent ofthe woodtoexceedig% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 1101 N. Greaf S. W. Pkwy., Arlington TX 76011 'ANSIIrPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Florida Certificate of Authorization # 278 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, _ TRUSPLUS 6.0 VER: T6.5.2 Wisconsin53719, The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800. Washington. DC 20036. Bldg Code: FBC2004R DEFL RATIO: L/240 TC: L/24 44.00' Co ul o o O 0 20 Jo O O N PROPOSED N GARAGE N Q m N lq- 20 PL/1 T OF SURVEY OESCRIPTIDN LOTS P , BLOCK 5 TIER O E_ R_ TRfiFFORO NHP OF TOWN OF SfijVFORO RS RECORDED IN NRP BOOK —PRCECSI 56 TO B9 nF THE PUBLIC RECORDS OF SENINOLE COUNTY,FLORIDR SOUTH R/W OF 7 TH ST. LOT 1 S 90*00,001, W 117.00 m• N N 40 PROPOSED HOUSE r o ro 5 O N 40 0' 5.00'® N 90'00'00" E 117.00 28.00 7.5 0 0 0 _ L 0 T 3 LEGBO ELEV - ELEVATION FD - FOUND ES7TT - EASEMENT STY - STORY E • CENTERLINE X-X-X - FENCE N&D - NAL AND DISK POB - PONT OF BEGINNING POC - PONT OF COMINEMC ENT CS - CHORD BEARING- RIW - RIGHT OF WAY PL - PROPERTY LIE BLK -BLOC( ESMT - EASEMENT P -IRON PPE R - RADIUS A - DELTA C - CHORD . NOTES I NOT VALID WITHOUT THE SIGNATURE AND THE ORIGNAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER RES - RESIDENCE BLDG - BUILDING WD FIRM - WOOD FAME UTL - UTILITY O " FD RESAR • PC - PONT OF CURVE CONC - CONCRETE MON - MONL"3IT RD • ROAD O • SET REBAR WM9 L - LENGTH P -PLAT • - NUMBER B -FD CONC MON p - SET CONC ?SON. 02259 2 THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO ;M. EDWARGORDON SURVEYING l 2/ THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR UNRECORDED EASEMENTS THAT EFFECT THIS PROPERTY. 3 NO UNDER GROUND IMPROVEMENTS HAVE BEEN LOCATED LESS OTHER INI SHOWN 4 DIMENSIONSFOR THELOCATIONIMPROVEMENTS HEREON SHOULD WISE Ob-I8i® LAND SUTVEYOR 1713D BOx 67•J ��' FLORIDA M772 PHONE 324 3M SOS WEST R TH STREET SAAFORD . FLORIDA OWN 3 BRINGS ARE BASED ON ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING 1B9i. 9 CITY OF SANFORD PERMIT APPLICATION Application #: y Submittal Date: Job Address: 7 06-�t°�t� 5 4 Value of Work: Parcel tD: Zoning: Historic District: ! 6 c Description of Work: �' � ,,G✓C>:�G Tt f Square Footage: Permit Type: Building ❑ Electrical ❑ Mechanical €3' Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential E3— Non -Residential ❑ Replacement ❑ New 45"(66ct 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 ❑ Commercial ❑ Occupancy Type: Residential E3"' Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: l # of Dwelling Units: Flood Zone: (FEMA form required) ........................................................................................................................ Property Owner: Contractor - Address: Add � ` IT, Phone: E-mail: Phone: yj��//��-) s� State License Number: vytR�o -7 9 c`�To s � Bonding Company: Mortgage Lender: Address: ArchitectJEngineer: Address: Plan Review Contact Person: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 8%e& ,c 0,1�_ Signature of Owner/Agent Date S'qgnature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 Personally Known to Me or UTIL: FD: Print ntractor/ gtrd 's N e —• Signature ofNotary-S ate of Florida Date Contractor/Agent ierslnally Known to o Me�� Produced ID ENG: BLDG: bui