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<br />**** DESIGN OF TIE COLUMN NUMBER 3 **** <br /> <br />Concrete masonry with heavy aggregate, 8 inches wide <br />Ultimate strength of reinforced masonry is ~ psi <br />Masonry mortar is Type S 3~~o <br />Reinforcing steel is Grade 40. Bars are centered in grouted cells. <br />Tie column units are single cells with 1--Number 5 bar each cell <br />Tie column units are spaced at 48 inches <br />Tie column: Width 7.625 in.---- Length 7.5 in.---- Area 57.1875 sq. in. <br />Modular ratio--steel to reinforced masonry = 18.125 <br />Splice length is 25 in. minimum <br /> <br />Total outward force on tie column = <br />Tie column actual bending moment <br /> <br />Axial forces: <br />Uplift <br />Dead load <br />Difference (tension) <br />Tie column spacing <br />Net tension on column <br /> <br />1213 pounds <br />= 1718 ft-lb. <br /> <br />= 485.0552 plf <br />= 452.4334 plf <br />= 32.62177 plf <br />= 4 feet <br />= 130.4871 pounds <br /> <br />Stresses in psi: (All allowable <br />Bending: <br />Reinforcing steel <br />Grouted masonry <br />Shear in masonry <br />Axial tension <br />Combined tension <br />Footing dowels to match tie <br /> <br />stresses are increased by 1/3 for wind): <br /> <br />Actual <br />Actual <br />Actual <br />Actual <br />Actual <br />column <br /> <br />Allowable = <br />Allowable = <br />Allowable = <br />Allowable = <br />Allowable = <br />and spacing. <br /> <br />26666 <br />€::r&ef I 3 ~ ~ <br />51 <br />26666 <br />26666 <br /> <br />= 20812 <br />= 973 <br />= 24 <br />= 425 <br />= 21237 <br />bars for <br /> <br />size <br /> <br />*** Summary of Design *** <br />Actual grouted masonry bending stress exceeds allowable stress. <br />Reinforced masonry tie column F-~TI c t8 e8m~ly with Code requirements. <br /> <br />C ~1'Yl pl.lE. ~ <br /> <br />f <br />u;fl14 <br />