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GENERAL NOTES: <br />THIS FOOTING HAS BEEN DESIGNED TO CONFORM TO THE 2001 FLORIDA BUILDING CODE <br />RESIDENTIAL AND 2009 SUPPLEMENTS <br />T.L. HANSON t ASSOCIATES A REGISTERED LICENSED, FLORIDA PROFESSIONAL <br />ENGINEERING COMPANY, HAS APPLIED " RATIONAL ANALYSIS" FOR THE STRUCTURAL <br />DESIGN OF THIS STRUCTURE <br />THE BUILDING ( INCLUDING ALL COMPONENTS AND CLADDINGS SHALL BE DESIGNED FOR THE <br />FOLLOWING SUPERIMPOSED LOADS <br />FLOORS: <br />LIVE LOADS - 40 P.S.F. <br />DEAD LOADS - 10 P.S,F. <br />ROOFS <br />LIVE LOAD$ (TRUSS TOP CORD) - 20 P,S,F, <br />DEAD LOAD$ (TRUSS TOP CORD) - 10 P,$,F, <br />DEAD LOAD (TRUSS BOTTOM CORD) - 10 P.$,F. <br />ASSUMED TRUSS $ELF WEIGHT ( DEAD LOAD) - 1 P.$,F, <br />WIND DESIGN ASSUMPTIONS: <br />WIND SPEED 120 MPH <br />BUILDING EXPOSURE - B <br />BUILDING IMPORTANCE FACTOR ■ 1.0 <br />MEAN ROOF HEIGHT 30' OR LESS <br />HEIGHT 4 EXPOSURE ADJUSTMENTS COEFFICIENT - LO <br />ENCLOSED BUILDING <br />INTERNAL PRESSURE COEFFICIENT ■ + / - 0.18 <br />COMPONETS 4 CLADDING PSF ROOF ■ 14,9/ - 50.1 WALL ■ 25.91 <br />OVER HANG ■ -81.2 <br />SOIL BEARING t COMPACTION: <br />THESE PLANS WERE DRAWN BASED UPON AN ALLOWABLE SOIL BEARING CAPACITY OF <br />2000 P.S.F.( MINIMUM ) THE CONTRACTOR/PROPERTY OWNER IS R FOR VERIFYING <br />THAT THE SOIL ON THE SITE 1$ PROPERLY PREPARED AND COMPACTED SUCH THAT IT CAN <br />SUPPORT A 2000 P.S.F. FOUNDATION LOADING <br />T.L, HANSON 4 ASSOCIATES A REGISTERED LICENSED FLORIDA PROFESSIONAL <br />ENGINEERING COMPANY, DESIGNED THESE FOUNDATIONS WITHOUT VISITING THE CONSTRUCTION <br />SITE NOR PERFORMING ANY SOIL TESTING <br />T,L. HANSON t ASSOCIATES SHALL NOT BE RESPONSIBLE FOR THE SITE SOIL ABILITY TO SUPPORT <br />THE BUILDING LOADS <br />MASONRY WALLS: <br />CONCRETE MASONRY UNIT SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C -90 <br />AND SHALL HAVE MINIMUM F'M OF 1500 P.S.I. <br />MORTAR SHALL CONFORM TO ASTMC -210 AND SHALL BE EITHER TYPE M OR $ <br />REINFORCING STEEL SHALL BE GRADE 40 MINIMUM AND IDENTIFIED IN ACCORDANCE <br />WITH ASTMA -615. LAP SPLICES WHERE REQUIRED $HALL BE A MINIMUM OF 25" FOR OS REBAR <br />30" FOR 0 6 REBAR AND 35" FOR +1 REBAR, <br />GROUT FOR THE POURED CELLS AND LINTELS $HALL HAVE A MAXIMUM COURSE AGGREGATE SIZE <br />OF 3/8" PLACED AT 8 TO 11 INCH SLUMP AND HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF <br />2000 P.S.I. ( WHEN TESTED PER ASTM C -1019 ) <br />PROVIDE CLEAN OUT OPENINGS ( 12 $Q, IN, ) IN CELL$ CONTAINING SPLICED REINFORCEMENT. WHEN <br />THE GROUT POUR EXCEEDS 5 FEET IN HEIGHT <br />THE CLIENT UNDERSTANDS TWAT THE DESIGNER CARRIES NO LIABILITY INSURANCE AND THEREFORE <br />AGREES TO HOLD HARMLESS, IDEMNIFY, AND DEFEND DESIGNER FROM ALL CLAIMS, LOSSES AND <br />EXPENSES (INCLUDING REASONABLE ATTORNEY FEES) ARISING OUT OF OR RESULTING FROM THE <br />PROJECT, THE DESIGNER WILL IN GOOD FAITH ATTEMPT TO PROVIDE ERROR FREE CONSTRUCTION <br />DRAWINGS, BUT IN THE EVENT ERRORS OCCUR THE DESIGNER WILL NOT BE LIABLE FOR COST OF <br />REPAIRS OR DELAY TO THE CONSTRUCTION <br />Ma <br />FOOTING FLOOR PLAN <br />3/4 = 1' O" 5CALE <br />FLOOR OF MODULAR BUILDING <br />DOUBLE 2X6 BEAM <br />(2) SIMPSON METAl2 STRAPS POURED <br />AT TOP OF EACH PIER AND NAILED <br />TO BEAM <br />8 "X16" BLOCK PIERS AS SHOWN ON FOOTING <br />DRAWING WITH (2) 0 5 VERTICAL REBAR FROM <br />FOOTINGS BELOW <br />BOTTOM OF RETENTION POND <br />8 "X16" CONTINUOUS FOOTINGS WITH (2) •5 <br />REBAR ON CHAIRS TIED TO 0 5 VERTICAL <br />REBAR IN PIERS <br />1 1 4 11 <br />lool —51 OF <br />1=00tING SECTION DETAIL. <br />3/4 = 1' 0 SCALE <br />ORIGINAL MODULAR BUILDING MANUFACTURE IS RESPONSIBLE <br />FOR SETTING BUILDING ON THERE SUPPORT PADS AND ANCHORING <br />THE ENTIRE BUILDING AT THE LEVEL GROUND AREA AND RETENTION <br />POND AREA. WE HAVE ONLY DESIGNED THE SUPPORT PIER SYSTEM <br />AND THE TIE DOWN TO THE PIERS BASED ON THERE DRAWING$ OF <br />BUILDING, <br />REV18W We <br />CffY OF /- F-P• {YRHILL <br />pLA1 IS EXnMINEIk____- <br />ALL WOMC SHALL CON�Wl y WITH ALL <br />PREVAILING CODES, fLORIDA BUILDING <br />COIF ,PATIO \AL LLEC.T1�IC CODE AN'I <br />CITY OF t",E Ii�'RHILLS O'1?1NANCES <br />` <br />Q ( <br />C_ CI <br />V41 <br />�va(T <br />I HEREBY CERTIFY THAT 1 I! ;:3 REVIEWED THE ATTACHED <br />DESIGN8 AND FOUND II TO BE IN COMPLIANCE WITH CHAPTER <br />I6, SECTION 1609 Or' THE FLORIDA BUILDIING CODE FOR 120 MPH <br />(3 SECOND GUST) WIND ZONE - IQO MPH FASTEST SPEED AND THE <br />ENTIRE 2001 FLORIDA 5UILDING CODE, AND ALL 2009 SUPPLEMENTS <br />�--& IZ6 It <br />T.L. HANSON P.E. 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