土力學__土壓力理論

1、 Ea Ep E0 00 xy Kzp 2 00 1 2 EKh 1z z z z 0 x Kz z h 0 K h E0 h/3 2 1 2 aa EKh z z aa pKz z h a Kh Ea h/3 2 1 2 pp EKh z z pp pKz z h p K h Ep h/3 Ea 土壓力土壓力E 位移位移 a p E0 Ep 0 zK0 z tgc f 45 2 0 zK0 zpa tgc f 1z 3x 45 2 0 zK0 z pp tgc f 1x 3z f z 0z K az K pz K 2 13 tan (45)2tan(45) 22 c 2 31 tan (45

2、)2tan(45) 22 c 2 3 tan (45) 2tan(45)2 22 aaa pzczKc K 2 B aaa phKc K 0 2 a c z K , , c h A B Ea z0 0 1 ()(2) 2 aaa EhzhKc K 0 3 hz 2 2 12 2 2 aa c h Kch K 3aa pzK 2 11 22 aaa EhhKh K 0c 0 0z 3 () aaaa pzq KzKqK 1 2 aaa EhhKh qK 0c 0 0z 2 1 2 aa h KqhK 2 1 tan (45) 2tan(45)2 22 ppp pzczKc K 2 B ppp p

3、hKc K 2 A pp pc K 2 1 2 2 ppp Eh Khc K , , c h A B Ep F 0c 2 1 2 pp Eh K 1pp pzK 0c 2 1 2 ppp Eh KqKh 1 () pppp pzq KzKqK 2 1 (2) 2 pppp Eh KqKc Kh 1 2 pppp pzKqKc K 222 11222 111 222 awaaaw PEEh Kh Khh Kh 22 1122 11 22 aaasata PEh Kh Khh K 0111 2 A aaa pp KcK 2 1 1 tan (45) 2 a K 22 2 tan (45) 2 a

4、K 01 1111 ()2 B aaa Top pph KcK 01 1222 ()2 B aaa Bottom pph KcK 01 122222 ()2 C aaa pphh KcK P0 B C 111 ,c 222 ,c h1 h2 A 2 0 20kN/mp 6m 3 16kN/m 2 10kN/mc 20 49. 0) 2 20 45(tan) 2 45(tan 22 a K 0 220 0.492 100.494.2 A aaa pp Kc KkPa 0 ()2(20 16 6) 0.492 100.4942.84 B aaa pph Kc KkPa 00 ()20 aa pz

5、Kc K 0 2 100.4920 0.49 0.54 16 0.49 zm 1 42.84 (60.54)116.95/ 2 a EkN m m82. 1)54. 06( 3 1 6m A B 4.2kPa 0.54m Ea 1.82m 42.84kPa , , c h 2 a c K 0 z 2 aaa pzKc K 2 aa pc K 0 2 a c z K 0 4 2 a c hz K 2 a c K 土壓力的分布土壓力的分布 ： 2 1 20 (45)0.490 2 a Ktg 2 2 26 (45)0.390 2 a Ktg 1111 220 0.4902 120.4907.00

6、aaa pqKcKkPa 1,1 1111 ()2 (20 18.0 3) 0.4902 120.49019.46 a Baa pqh KcK kPa 2,1 1222 ()2 (20 18.0 3) 0.3902 60.39021.37 aTaa pqh KcK kPa 2,1 122222 ()2 (20 18.0 3(19.2 10) 4) 0.3902 60.39035.72 aBaa pqhh KcK kPa 2 4 1040.00 ww phkPa 1 0111 ()20 azaa pqzKck 0 (20 18.0) 0.492 120.49z 0 0.794zm =21.46+

7、85.48+108.70=215.04kN/m 11 19.46 (30.794)21.37 4(40.0035.7221.37) 4 22 a E 130.7944 21.46485.48 2 108.701.936 215.6433 xm 2901 3 490390 5180231802180 190 690 90CAB 9089090ACB 79069090 890 sin()sin(180) a EW sin() sin() a EW 1 ABC 2 WBC AD 2 2 cos() cos() 2cossin() h W sin(90)cos() BCAB sin()cossin()

8、 h ADABcos()cos() cos h 2 2 cos() cos() sin() 2cossin() sin() a h E 0 dE d 22 2 2 2 cos ()1 22 sin()sin() coscos() 1 cos()cos() aa h EhK a aa dE pzK dz 22 2 2 2 cos ()1 22 sin()sin() coscos() 1 cos()cos() pp h EhK 2 1 2 p ppp dE d pz KzK dzdz . a K . a K 。 板樁墻板樁墻 加筋土加筋土 錨定板錨定板 支撐式支撐式 重力式重力式 扶臂式扶臂式 懸

9、臂式懸臂式 重力重力 摩擦力摩擦力 側向力側向力 側向力側向力 重力重力 摩擦力摩擦力 重力式擋土墻的形式重力式擋土墻的形式 () 1.3 ay s ax WE K E 1.6 ay t ax WaE b K Eh ak fP2 . 1 max 0 min k P maxmin 1 2 kka ppf 擋土墻的抗滑措施擋土墻的抗滑措施 1 1 1.81.2 3 am 1 1 (2.50.7) 6 22119/ 2 GkN m 2222 1140 tan (45)19 6tan (45)74.4/ 2222 a EhkN m 2 1 1.80.72.15 2 am 2 0.7 6 2292.4/

10、GkN m () (11992.4) 0.5 1.421.3 74.4 ay s axa WE W K EE 1191.292.42.15 2.291.6 74.42 ay t axa WaE b Wa K EhE z 1 122 119 1.292.4 2.1574.4 2 0.915 211.4 a G aG aE z cm N 12 11992.4211.4/NGGkN m max 152.81.21.2 180pfkPa max min 152.8 6211.46 0.335 (1)(1) 16.62.52.5 Ne pkPa bb 16.60 min p 2.5 0.9150.335 226 bb ec 211.4 84.6180 2.5 N pkPafkPa b 3aa pzK 2 11 22 aaa EhhKh K 0c 0 0z 0c 2 1 2 pp Eh K 1pp pzK sin()sin(180) a