 Wysłany: Sob 12:44, 08 Sty 2011 Temat postu: uggs online Wood shavings pit design of dam _1844 |
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| Wood shavings pit design of dam
Drain level height difference lOm. Vertical drains through to the top of the dam top, middle and lower and horizontal drain through by gravity drain discharge level behind the dam. 588.4m elevation in the downstream of the following l row of impervious curtain drain hole, drain hole pitch to 3m, pore size of 15cm, hole depth of about 10. Om, vertical drainage holes down the level of water seepage from the drain with it Unicom row to behind the dam.  The basis of the dam material and concrete for the dam seepage 90d age three with C20 concrete, maximum aggregate size of 12cm; overflow surface, guide wall, pier for the 28d age of C25 concrete, as the wave wall 28d age of C20 concrete. The basis of concrete impervious numbered W6. SHP 5, 2007 (Total 137) Planning and Design 2.3.2 Load and Load Combination 1) basic load and parameters ① dam weight: C20 concrete density is 24 ~ / m3, M10 mortar stone bulk density To 22kN/m3. ② dam,uggs online, the downstream surface hydrostatic pressure: the upstream normal water level 620.00m, the downstream surface water. ③ When the normal water level corresponding to the uplift pressure: the dam heel uplift pressure at the upstream water depth. Jan drainage holes line pressure reduction coefficient: river segment with 0.25, slope section 0.35. ④ sediment pressure: Wood shavings pit average annual hydropower reservoir sediment suspended load capacity of 873t, the calculation of dam age to take the high sedimentation 30a, sediment elevation of 596.1m, bulk density of sediment floating to take 4kN/m3,abercrombie fitch outlet, internal friction angle = 3. . ⑤ design flood level when the wave pressure, wind speed 19.7m / s; blowing process is 0.37km. 2) Special loads and parameters ① D with the same basic load. ② dam upstream and downstream of the hydrostatic pressure: take 200 years for a return check flood level 622.77m, take the appropriate discharge for the downstream side is 105m3 / s downstream channel when the dam water level 588.3m. ③ check flood level corresponding to the time of uplift: the dam heel uplift pressure at the upstream water depth. Jan drainage holes line pressure reduction coefficient: river segment with 0.25, slope section 0.35. ④ Check the pressure wave when the flood: wind speed 19.7m / s; blowing process is 0.37km. 3) The basic load combination ① combination of: the design flood level upstream and downstream sediment water pressure + weight + pressure + pressure + wave uplift pressure. ② Special combination: check flood, the downstream water pressure + pressure + weight + sediment + uplift pressure wave pressure. 2.3.3 Strength and stability capacity of the dam and the dam stress calculation of limit state dam site does not exist because of adverse structural planes of weakness, according to \body sliding along the dam foundation surface foundation surface stable and stress calculation. Foundation stability against sliding along the surface of the dam safety factor is calculated by anti-shear strength: the vertical normal stress at the dam foundation surface mechanical method: ΣWΣM · X ± a formula: for the load in the cross section of the dam foundation surface to the point of law Power sum (); to load in the cross section of the dam foundation surface contribute to the sum of the tangential (); Y, M section of the dam foundation surface for the load on the torque spindle-shaped aggregate (· m); A cross-sectional area for the dam foundation surface (m2) ; J-shaped spindle for the foundation to face the moment of inertia (m4); X cross section of the dam foundation surface for the calculation of the distance point to the centroidal axis (m); K shearing strength is calculated by sliding stability safety factor; factory, dam concrete and foundation contact surface shearing friction coefficient; C concrete for the dam and the bedrock interface shearing cohesion (kPa). 1) The calculation of the dam foundation surface foundation stability against sliding surface sliding stability calculation results (see Table 4). Table 4 sliding stability of dam and dam foundation surface calculation results table can be seen from Table 4, two kinds of load combination can meet the requirements of stability against sliding conditions. 2) The design of the dam foundation surface stress calculation requires excavation to the breeze of the dam, dam foundation surface stress calculation results (see Table 5). Table 5 results of the dam foundation surface stress calculation results show that the dam toe dam was less than the maximum allowed stress compressive stress at the dam heel tensile stress does not appear to meet the specifications. 3 Conclusion pit for the dam Chun'an Wood shavings remote geographical location, local stone resources and labor resources,tory burch outlet, rich features, in considering the Dam site selection, dam type comparison,uggs online, require the construction technology and reliable, the premise of economic rationality to determine the gravity-based engineering masonry retaining structures. ■ JIANG Jian-Ling (1973 a), male, engineer, mainly engaged in water planning and design work. Elnall; armitte2002 @ yahoo. c0lI1. cn Zhengyan Ho (1973 a), female, engineer, mainly engaged in water conservancy construction and management. Editor Wu Hao 33
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