Bài giảng Bê tông chuyên ngành - Chương 2: Tải trọng và lực tác dụng (Phần 1)

Nội dung text: Bài giảng Bê tông chuyên ngành - Chương 2: Tải trọng và lực tác dụng (Phần 1)

1. 8/7/2015 Chương 2 TẢI TRỌNG VÀ LỰC TÁC DỤNG 1 2 1
2. 8/7/2015 3 ??? 4 2
3. 8/7/2015 5 6 3
4. 8/7/2015 7 8 4
5. 8/7/2015 9 Theo Coulomb Kbđ = 1/Kcđ ??? 10 5
6. 8/7/2015 Theo Rankine Kbđ = 1/Kcđ 11 Phương pháp Coulomb 12 6
7. 8/7/2015 13 14 7
8. 8/7/2015 15 Phương pháp Rankine 16 8
9. 8/7/2015 17 18 9
10. 8/7/2015 19 20 10
11. 8/7/2015 21 22 11
12. 8/7/2015 23 Phương pháp Coulomb Phương pháp Rankine 24 12
13. 8/7/2015 25 26 13
14. 8/7/2015 Distribution of earth pressures in case of broken terrain Figures show the procedure of earth pressure analysis in the case of sloping terrain. The resulting shape of earth pressure distribution acting on the construction is obtained from the sum of triangular distributions developed by individual effects acting on the construction. Principle of the earth pressure computation in the case of broken terrain β φ 28 14
15. 8/7/2015 Concentrated surcharge The concentrated load (resultant F due to surface or concentrated load – see figure) is transformed into a line load with a limited length. If the width of surface loading b is smaller than the distance a from the back of wall (see figure) the alternate line loading f having length 1+2*(a+b) receives the form: where: F - resultant due to surface or concentrated load a - distance of loading from the back of wall l - length of load b - width of surface loading 29 If the width b of surface loading is greater than the distance a from the back of wall (see figure) the alternate line loading f having length 1+2.(a+b) and width (a+b) reads: where: F - resultant due to surface or concentrated load a - distance of loading from the back of wall l - length of load b - width of surface loading 30 15
16. 8/7/2015 Alternate loading for calculation of increment of active earth pressure 31 Line surcharge Vertical infinitely long line loading f acting on the ground surface parallel with structure leads to a triangular increment of active earth pressure applied to the structure over a given segment hf– see figure: Diagram of increment of active earth pressure due to vertical line loading acting on ground surface 32 16
17. 8/7/2015 Action of the line surcharge is deterimened such that two lines are drawn from the point of application following angles φandϑa(corresponding to the critical slip surface), which is provided by: where: φ - angle of internal friction of soil ε - angle derived from the following formulas 33 where: β - slope inclination φ - angle of internal friction of soil δ - angle of friction structure - soil α - back face inclination of the structure c - cohesion of soil γ - unit weight of soil h - assumed depth For non-homogeneous soil and inclination of ground surfaceβsmaller than the angle of internal friction of the soil φ the value of the angle ε is given by: 34 17
18. 8/7/2015 where: β - slope inclination φ - angle of internal friction of soil δ - angle of friction structure - soil α - back face inclination of the structure The resultant of the increment of active earth pressure due to line loading f is provided by: where: ϑa - angle of critical slip plane φ - angle of internal friction of soil δ - angle of friction structure - soil f - magnitude of line surcharge 35 18