Retaining walls; their design and construction . 4-l^,6x6x^. Fig. 58.—Counterfort wall. The design of the counterfort proper (note that a final chock of the dimen-sions just found is omitted—^in actual practice such omission is poor design)is most conveniently made by graphical methods. The skeleton outlineof the truss is shown in Fig. 58. The loads at the i)aiu!l points .4, B, C are,allowing for the ten foot spacing of counterforts: -3 X 16 , 5 X 16 _ ^o i a ^ Ti H n — ?^o 2X K X 16 X 16 2 X ^ ^ 2 ? X 16 = 112 X 15 , X 15 , 7 X 16 , 2 X X 16 ,„, The stress polygon
Retaining walls; their design and construction . 4-l^,6x6x^. Fig. 58.—Counterfort wall. The design of the counterfort proper (note that a final chock of the dimen-sions just found is omitted—^in actual practice such omission is poor design)is most conveniently made by graphical methods. The skeleton outlineof the truss is shown in Fig. 58. The loads at the i)aiu!l points .4, B, C are,allowing for the ten foot spacing of counterforts: -3 X 16 , 5 X 16 _ ^o i a ^ Ti H n — ?^o 2X K X 16 X 16 2 X ^ ^ 2 ? X 16 = 112 X 15 , X 15 , 7 X 16 , 2 X X 16 ,„, The stress polygon is drawn as shown and the stresses are denoted plusor minus as they are, respectively tension or compression. The vertical REINFORCED CONCRETE ^YALLS 119 members of the face and the horizontal member of the base, must carrythe moment induced by the slab reactions. These moments are Mob = M^5^ = 13S ft. kips o ,, 10 X 16^ „_,^ , .Mbc = ^ = 320 ft. kips o Mcd =^^-^ = 424 ft. kips o The unit stress in tension will be assumed to be 10,000 pounds
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Keywords: ., bookcentury1900, bookdecade1920, bookidretainingwal, bookyear1920
