Water heating of concrete when grouting section joints of the Sayano-Shushenskoe dam

Conclusion Water heating of near-joint frozen concrete tested on the Sayano-Shushenskoe dam fits rather well into the technology of grouting works, does not require the installation of embedded parts, and is distinguished by simplicity and, as applied to the construction conditions of the structures, by sufficient reliability.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 11, pp. 16–19, November, 1981.     

Evaluation of the design modulus of deformation of the gravity-arch dam of the Sayano-Shushenskoe hydroelectric station

Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 6, pp. 44–47, June, 1992.     

论坝工混凝土标号与强度等级

我国水坝工程过去一直采用混凝土标号，1997年《水工混凝土结构设计规范》提出改用混凝土强度等级，目前已经出版和正在编制的坝工设计规范，有的继续采用混凝土标号，有的已改用强度等级，颇为混乱．对此，笔者进行了较深入的分析，认为根据水坝工程的特点，坝工混凝土仍以采用混凝土标号为宜。     

浅谈大坝混凝土强度标准

现行的两本<混凝土重力坝设计规范>(DL5108-1999)和(SL319-2005)共存的情况以往少见,而且混凝土强度标准分别采用强度等级(C)和强度标号(R).在大坝混凝土设计和施工中究竟采用哪种强度标准?通过对两者的概念及相互关系进行分析,结合工程实际认为:同样是采用28 d龄期的水工结构混凝土采用混凝土强度等级(C)是合适的,但龄期为90 d或180 d的大坝混凝土宜采用混凝土强度标号(R).     

坝工混凝土强度等级与混凝土标号浅议

混凝土重力坝设计规范采用混凝土标号而不采用混凝土强度等级,这一做法有悖于国际标准及国内其他规程规范.对此,从多方面分析论证了宜采用混凝土强度等级作为混凝土的强度指标.采用混凝土强度等级作为混凝土的强度指标,有利于国内外混凝土强度等级的对比、利于与其他规程规范相统一,便于施工和设计及技术交流且不致于增大水泥用量、利于减少错判概率、利于提高混凝土的耐久性.因此,建议按ISO3893规范的规定,且与GB 50010-2002相协调,将坝工混凝土标号的指标改为混凝土强度等级.可供规范修编组参考.     

混凝土坝基面宏观抗剪强度的随机——临界研究

本文从可以反映小尺度力学性质空间变异性的随机场出发，借助现代物理学逾渗(Percolation)临界理论，推导了用有限个小尺度混凝土/岩体胶结面试块抗剪试验结果确定混凝土坝基面宏观抗剪强度的上、下限理论计算公式。研究结果表明，混凝土坝基面宏观抗剪强度在数值上介于小尺度混凝土/岩体胶结面的小值平均值和算术平均值之间。     

白石碾压混凝土坝坝体芯样评定

白石水库位于辽宁省西部大凌河干流上,采用RCD方法施工。本文通过对坝体碾压混凝土的均质性、密实性、抗渗性、结构强度和层间稳定性的综合评定,证明坝体碾压混凝土符合设计要求,并且达到优良标准。     

Mechanism of the opening of the concrete-rock joint in the Sayano-Shushenskoe dam

Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 12, pp. 37–41, December, 1989.     

Design and watertight effectiveness of the underground contour of the Sayano-Shushenskoe dam

Conclusions Seepage in the foundation of the SSh hydrostation has a nonuniform but regular character and substantially depends on the acting head and SSS. At an elevation of the UPL of less than 520 m, a change in the permeability of the rock mass is observed mainly on the upstream side of the grout curtain. The intensity of decompression of the rocks increases with increase of elevation of the UPL, especially above 534 m. At 540 m the zone of decompression of the contact part of the foundation in some places intersects the grout curtain and in individual cases intercepts the drainage; the discharge of the drain wells increases by 5–7 times in comparison with the discharge at an elevation of the UPL of 500 m. The width of the joints near the drainage (according to calculation) averages from 0.3–0.5 to 0.73 mm; here and there it can reach 1.5–2 mm. The average gradient of the head in the grout curtain is within 10–15; at individual places near the drainage it reaches 26, which is at the level of the allowable for a rock mass.A method of controlling seepage is mainly used in such cases — repeated grouting at low elevations of the UPL, including with the use of plastic grouts, which in individual cases accelerate setting of the additives.As measures for improving the seepage conditions and quality of monitoring, we can recommend plugging places of water shows through the grouting holes at an elevation of the UPL of 500–510 m, intensifying drainage in stretches of increased inflows and passages of the head beyond the drainage line, and broadening of geophysical and hydrogeological investigations for a detailed study of the character of change in permeability and seepage during fluctuations of the reservoir, especially at high elevations. During operation of the dam it is necessary not to exceed the attained rates and level of filling the reservoir (elevation 540.25 m), since at levels close to the NPL, the seepage discharge increases intensely.The underground contour of the Sayano-Shushenskoe dam is of high quality and operates effectively and reliably under conditions of a varying stress-strain state of the foundation during fluctuations of the reservoir level.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 1, pp. 17–24, January, 1992.     

随机骨料模型形态对大坝混凝土弯拉强度的影响

建立反映混凝土实际骨料级配、含量及其形态的随机骨料模型是进行混凝土细观力学数值模拟分析的前提和基础.球形骨料模型和基于瓦拉文公式生成的圆形骨料模型基本上能够接近卵石、砾石等球状或浑圆状的骨料,但与一般碎石骨料的形态差异较大.本文分别采用随机圆形骨料、球骨料与多边形、多面体骨料模型,通过对全级配大坝混凝土试件弯拉破坏过程的细观数值模拟,对比分析了不同骨料模型形态对计算结果的影响,探讨了用球形骨料或圆形骨料简化实际碎石骨料的有效性.