张河湾抽水蓄能电站上水库工程斜坡垫层料的碾压施工及质量控制

张河湾抽水蓄能电站上水库工程为沥青砼面板堆石坝,该水库利用下水库老爷庙山顶开挖筑坝围库而成,采用沥青混凝土面板全库盆防渗。该水库坝坡为1∶1.75,沿坡铺筑60cm的级配碎石垫层料,并碾压密实后喷涂乳化沥青保护垫层料区坡面。该文结合张河湾抽水蓄能电站上水库沥青面板堆石坝斜坡碾压施工,对斜坡级配垫层料施工铺筑及碾压施工质量控制进行探讨,以便总结经验。     

张河湾上水库边坡细砂岩变形模量原位试验研究

变形模量是岩土工程力学特性的一个重要指标,现场压板荷载试验计算变形模量是最直接有效的方法。河北张河湾抽水蓄能电站上水库边坡施工开挖后全强风化细砂岩出露较多,对沥青混凝土面板的变形影响较大,通过对不同风化程度的细砂岩取样进行细砂岩变形模量试验,为工程设计提供地质依据。     

张河湾电站上水库坝体垫层料碾压试验研究

水库坝体垫层料的压实质量是控制坝体稳定、沉降变形和防止面板裂缝的关键,为保证张河湾水库坝体垫层料的质量,施工前需进行垫层料的现场碾压试验。通过现场碾压试验,了解影响垫层料压实质量的因素,确定最佳碾压参数,为坝体垫层料的施工提供了科学依据。     

自制车载式斜坡碾压牵引设备

1 工程概况 宝泉抽水蓄能电站位于河南省新乡市辉县境内,该抽水蓄能电站共安装4台立轴单级混流可逆式水泵水轮机组,机组单机容量300MW,总装机容量为1 200MW.电站枢纽由上水库、下水库、引水系统、尾水系统、地下厂房洞室群、地面开关站和中控楼等建筑物组成.上水库工程中斜坡垫层料的摊铺与碾压是库岸施工的一个关键环节,其施工质量直接影响到水库防渗面板的施工质量,施工技术要求较高,施工难度也相对较大.库岸开挖坡比设计为1:1.7,坡长97.7m.在库岸岸坡上铺筑60cm(压实厚度)的垫层料.碾压总方量为74 608m3.     

新疆某电厂砂卵石换填碾压试验研究

对换填碾压试验结果进行了分析,从最优碾压遍数试验、密度试验、动力触探试验、平板载荷试验等原位测试等方面进行了论述,对场地的换填碾压施工方法进行了研究,解决了碾压材料、压实控制参数、换填垫层检测方案、地基强度、变形模量等一系列施工参数问题。     

面板堆石坝翻模固坡技术应用浅析

结合翻模固坡法在某抽水蓄能电站中的应用,阐述翻模固坡技术的原理及施工效果。从垫层料压实、砂浆质量、沉降变形、脱空检查、工效等因素,分析翻模固坡技术的实用效果,深入探讨了翻模固坡技术的实用性,提出了合理化建议,以期对其他工程能有所借鉴。     

混凝土重力坝碾压试验工艺与质量控制分析

为保证抽水蓄能电站水库坝体填筑质量,需进行坝体填筑材料的现场试验。通过现场碾压试验,确定水库坝体各种填筑材料达到设计指标所需的各项碾压参数指标。对试验的依据、试验材料的来源、组成,试验方法、过程进行研究,计算得出碾压遍数、VC(坍落度)和松铺厚度等参数。通过测试碾压前后的优化参数作为现场施工控制参数并对试验结果进行分析,提出相应的处理措施和建议。     

碾压混凝土施工中集料破碎原因分析及对策

文中通过对梅州抽水蓄能电站下水库碾压混凝土骨料破碎率进行分析,提出防止碾压混凝土骨料压碎的措施,保证碾压混凝土的施工质量。     

建筑技术

正混凝土技术HUNNINGTU JISHU国内抗低温混凝土技术挑战世界之最近日,据悉呼和浩特抽水蓄能电站上水库破冰后,初期运行效果显著。尤其是破冰露出的沥青混凝土面板经历了室外零下40多摄氏度的考验依旧完好无损,这意味着国产抗低温混凝土技术已达世界顶尖水平。这种沥青混凝土面板是国内最新研制的抗低温混凝土技术,它的冻断温度平均值为-46℃,这是世界抗低温混凝土能够承受的最高值。资料表明,国外1979年建成的奥地利Oscheniksee沥青混凝土面板运行中曾经历-35℃的低温。国内已建成的山西西龙池抽水蓄能电     

建筑技术

国内抗低温混凝土技术挑战世界之最 近日，据悉呼和浩特抽水蓄能电站上水库破冰后．初期运行效果显著。尤其是破冰露出的沥青混凝土面板经历了室外零下40多摄氏度的考验依旧完好无损．这意味着国产抗低温混凝土技术已达世界顶尖水平。这种沥青混凝土面板是国内最新研制的抗低温混凝土技术，它的冻断温度平均值为-46℃．这是世界抗低温混凝土能够承受的最高值。     

A displacement-based back-analysis method for rock mass modulus and horizontal in situ stress in tunneling – Illustrated with a case study

This paper presents a displacement based back-analysis method for the determination of rock mass modulus (E) and the horizontal in situ stress (P) perpendicular to the axis line of the tunnel excavation in hard and intact rock masses. The rock mass is assumed to respond in an isotropic and linear elastic manner. Essentially, the method is a best-fit solution of back-analysis by comparing the measured displacements near a tunnel face during excavation with those calculated using a three-dimensional finite element method. The method can be applied efficiently and effectively by iterative algorithms such as direct search technique and damping least square technique. In particular, a three-dimensional finite element pattern technique (3-D FEPT) is used to compute the theoretical displacements for saving computation time. The method is further illustrated with a case study. The case study deals with a test adit at Zhanghewan Pumped Storage Power Station in Hebei Province, North China. It is shown that the back-analyzed results of E and P are reliable and representative for the actual rock masses.     

混凝土面板堆石混合坝性状的预测

对宜兴抽水蓄能电站上水库主坝施工期性状进行了监测,基于原型观测资料采用反分析对本构模型及其参数进行了验证,在此基础上,采用数值分析、土工离心模型试验和原型观测相结合的方法预测了带有坝趾挡墙的混凝土面板堆石混合坝的应力变形性状和抗滑稳定性。结果表明:混凝土面板堆石混合坝是一种适合于复杂地形条件的、特别是适合于抽水蓄能电站上水库条件的理想坝型。     

大型抽水蓄能电站施工控制网复测与精度分析

施工控制网是抽水蓄能电站土建施工和机电安装的重要基准,惠州抽水蓄能电站施工周期长(历时7a)必须定期复测、检验其稳定性,为施工提供稳定的测量精度.论文结合惠州抽水蓄能电站施工控制网复测实例,采用科学的方法进行复测,得出的结果与原成果进行的比较和分析,成果正确、稳定、可靠,为电站安全施工提供了高精度测量基准.     

某抽水蓄能电站岩溶地层库盆防渗研究与评价

通过对某抽水蓄能电站勘察成果的分析,重点阐述工程区的岩溶水文地质、上水库渗漏、下水库渗漏,提出了工程区岩溶发育分三个高程的看法及库盆防渗的处理措施,供同行在相似地质条件下的勘察工作中参考。     

某电站模型洞围岩位移反分析及预测研究

张河湾抽水蓄能电站位于河北省井陉县测鱼镇甘陶河干流上。电站安装4台单级混流可逆式水泵水轮机组,总装机容量为1000 MW。地下厂房开挖尺寸(长×宽×高)为151.1 m×23.4 m×48.3 m。为进一步研究地下厂房围岩稳定性和优化设计参数,在地下厂房近旁进行了模型洞围岩观测试验研究,依据模型洞围岩收敛位移、钻孔多点位移、锚杆应力观测结果,进行了反分析,计算结果:水平应力2.52～2.88 MPa,应力比值0.7～0.8,弹性模量26.0 GPa。依据反分析的围岩初始地应力及变形参数,对主厂房及主变室围岩位移及应力分布进行了预测,结果表明,围岩变形均较小,且与地下厂房围岩位移实测值一致性较好。     

Determination of the shear strength of a rock mass at Baoquan Pumped Storage Power Station

 This paper discusses the method of evaluating the shear strength of a rock mass for the Baoquan Pumped Storage Power Station project. Formulae are presented from which numerical characteristics of the shear strength can be derived. The results are compared with those obtained by the centre point of group and least squares methods. The random-fuzzy method is shown to be the more realistic and appropriate approach, allowing for fluctuations of the parameters and corresponding well with the test values. Received: 6 April 1998 · Accepted: 11 June 1998     

Cause investigation and verification of lining cracking of bifurcation tunnel at Huizhou Pumped Storage Power Station

A wide range of cracking happens in concrete lining at the crown of the lower adit and high-pressure bifurcation in the water-filled test of bifurcation tunnel at Huizhou Pumped Storage Power Station. Then a field investigation is undertaken to explore the main reason of such prominent lining cracking. Through investigating several possible inducing factors, it is found that mass defects exist in the concrete lining in constructing bifurcation tunnel, and insufficient thickness of concrete lining is probably the main factor causing lining cracks. In order to verify if this conclusion is reasonable, comparative analysis through numerical simulation is utilized to assess the influence of different concrete thicknesses on tunnel stability for the lower adit and high-pressure bifurcation. And then the fracturing process of concrete lining with the increase of internal water pressure during the water-filled test is simulated. The results reveal that the displacements and tensile strains in the lining crown are significantly bigger than other parts of tunnel, with deficiency in concrete thickness considered. It is also concluded that whether the cavities exist or not in the crown, rather than the cavity thickness, is the main factor influencing the values and distributions of the tensile strains and displacements for tunnel lining. Besides, the distribution of tensile-strain-concentrated zones is approximately in good agreement with the in-situ fractured status of concrete lining. Finally, a conclusion can be drawn that deficiency in concrete thickness in the crown is the primary triggering factor for lining cracking.