土石坝帷幕灌浆技术及数值模拟
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摘要
灌浆就是将浆液压送到裂缝、缝隙、孔洞以及孔隙之中,以此来阻止或减少水的渗漏,加固岩石和土壤的牢固性。岩石灌浆是一种特殊的技术,在许多国家都得到了不同的应用。事实上,在经济和社会发展过程中,水资源起到了很大的作用。水资源跟其它矿产资源不同,它在地球上分部非常广泛。灌浆质量、数量的整体计划和管理是非常重要的,这也关系到了预防地基漏水和提高效率。
我们为什么要做这项研究?这是因为处在干旱和半干旱地区的国家,像也门一样,水资源匮乏,这就要求通过建设一些水坝来储水,这需要大量的资金。尽管建设好了一些大坝,但是却经常漏水,其中有很多原因,而低效率的灌浆就是其中之一。灌浆的理论意义和实际价值是根据灌浆理论和灌浆实践而言的,下式可以表达浆液注入能力大小、浆液颗粒大小和缝隙大小之间的关系。
本篇论文包含以下内容：对也门小型大坝的灌浆技术方法研究、对中国蒲石河抽水蓄能电站岩石大坝进行的帷幕灌浆技术试验,还有在实验室中对流变行为和水泥膨润土浆液的抗压强度的研究,还有该领域中高压反应和稳定流出、钻孔清晰度限制和注入渗透性之间的关系研究,并且还有计算机仿真模拟,即水流出的高压反应和液状固体的高压反应。
本篇论文的目的是要提高灌浆的效率,找到最经济的解决方法。一些国家在岩石大坝灌浆技术中用到了三种基本的灌浆系统。也门用的灌浆系统通常包括一个搅拌机,利用它可以将灌浆材料如水泥和膨润土混合在一起；注入管道,用它来移动浆液；流量表,用它来进行流量控制；压力表,用它来测量流体、钻头的压力。另外还包括压力泵、泵、水和其它一些设备及材料。通常情况下,灌浆管应露出地表0.5m,钻孔之内0.5m。钻孔直径一般是5.1-10.16cm,灌浆管直径在5-10cm之间,长度不超过1.20m,在钻孔之内的部分介于30-50cm,但是打开的孔隙和裂缝要置于管口之下,不能在管口之前,否则会影响灌浆效果。
一般而言,根据浆液灌输机制不同,大坝灌浆系统可以分为三种类型,分别是单流体灌浆系统、双流体灌浆系统和三流体灌浆系统。
根据浆液灌输机制,蒲石河大坝灌浆系统属于单流体灌浆系统。跟也门灌根据浆液灌输机制,蒲石河大坝灌浆系统属于单流体灌浆系统。与其他的灌浆系统相比,这种灌浆技术以用在松散沙土地层中而著名,并且费用较低。在钻孔里面灌浆方法是自下而上的。
现在帷幕灌浆所用的灌浆方法和灌浆系统,采用的是自下而上的灌浆方法。悬浮液制备和悬浮液标准的改变都是在岩石节理的发展基础上根据灌浆方法来设计的。
帷幕灌浆的段长介于5-6m之间,如遇特殊情况可以调整到合适的比例和长度,但是不可以超过10m。
蒲石河灌浆系统包含了不同的泵、拌浆机、高压管、添加水、灌浆泵、自动记录机、一个悬浆液三脚架、流量表、压力表、钻眼机、混凝土保护层、填充材料、封隔器,以及灌浆切片。
如果钻孔的总深度超过30m的话,那么排列顺序不同的钻孔的灌浆压力参考值应该介于3-3.5MPa之间。
水灰比应该由灌浆实验决定,或者应该有监督人批准,悬浆液的浓度应该和水灰比相符,一共有5、4、3、2、1、0.8、0.6,或者0.5这八个值。为了防止悬浮液压力超过3MPa或灌注时间达到30min后灌浆压力和注射速度没有明显变化的情况发生,应当用水灰比代替悬浮液。如在特定情况下注射速率超过30L/min,则应当增加悬浮液的浓度。
其他国家案例研究的技术手段：以伊朗Shahriard大坝为例,伊朗有三个著名的灌浆系统：单流体灌浆、双流体灌浆和三流体灌浆。单流体灌浆系统包括灌浆材料；双流体系统包括灌浆材料和空气；三流体系统包括灌浆材料、压缩空气和水。在研究膨润土悬浮液的流变行为和抗压强度时对以下方面进行了研究：水、混凝土(0%和5%),测量了浸水7d和28d的膨润土的粘度、流动度、渗出度、温度、抗压强度,这个过程中应用到如下方程式：
抗压强度测试：在测试器械中压毁圆柱体混凝土样本通过破坏载荷数值除以样本横截面积得出最终数据。
潮湿样本测试：将样本在测试前浸水28天。在粘度测试中,根据API标准,使一夸脱(946毫升)悬浮液流出漏斗,并计算所需时间(以秒表示)。我们可以使用以下公式计算粘度Mpa.s。
μ1=ρ(t-25)(3.2)
流动性测试：流动性是倾向于让液体能更好的流动,它和混合浆液的配比有很重要的关系。同样,如果流动率保持不变,那么在实验中就可以通过最初的流体灌装高度来计算它,公式如下：
在决定流变行为的实验过程中,采用的是不同数量的水,分别有5、4、3、2、1、0.9、0.8、0.7、0.6、0.5、0.4kg,并分别在0.05kg的膨润土和1kg的水泥悬浆液渗水测验：我们通过下面的公式来计算用以下的公式来计算膨润土比率Blentonite=5%(Water+Cement)
在抗压强度的研究中,处理7天和28天的抗压强度的方法是一样的,只是比率分别是1、0.9、0.8、0.7、0.6、0.5、0.4。
高压和排水量之间的关系是研究岩石灌浆中争论最多的问题,这项研究是通过中国的蒲石河大坝中进行的。蒲石河大坝的储水能力是13510000m3,在这项研究中,被调查的区域包括地面6m以下含有沉积物的土壤,这些土壤中有含有嵌入式闪长岩的混合花岗岩,在向下的多数钻孔中含有混合花岗岩。这种类型的花岗岩属于坚硬的岩石,而且带有中低度的磨蚀度。
水压试验：这是通过在水坝的基底上钻孔实现的。钻孔装置设在地上需要钻孔的周围。钻孔的各种工具是进行试验必不可少的东西,封隔器渗透试验、耐压管、钻杆、钻土壤和岩石用的钻头(150mm、110mm、76mm),还有压力表、压力传感器、流量表、压力发电机、三个液压高压泵、TS智能自动数据记录机、双层XTF-2橡胶(能够承受300根柱子的压力,提高200%的比率)、定向工具、相同粘度的水,还有饮用水和其它一些东西。
吕荣是测量渗透性的单位,这个可以通过检测水泵抽水获得,有公式如下：
使用的是二冲程循环记录,第一个是跨式封隔器压力值是[1125000,2316000,3205000,4120000,5133000,6205000,5253000,4443000,3418000,2515000,1327000],第二个是1437000,2328000,3415000,4441000,5419000,6461000,5345000,4418000,3369000,2350000,1435000]Pa
一些典型的钻孔深度在42-47m之间。
模拟压力和排水量关系的研究：为了模拟,采用gambit来建立模型,用变量检验方程,用有限元软件系统创建压力和流体体积(VOF)之间的关系。
因此本课题包括研究模拟高压反应和流体体积(V0F),不同的参数会影响变形控制的分析,也会影响通过数值模拟进行的最佳测验的渗透性参数在高压下的临界点,压力矢量和流体体积时间步长的数值是(2.0000e-01),每个时间步长的最大展开次数是50,此时承压水在[1125000,3205000,4120000,5133000,和6205000]Pa,液固流量的模拟高压反应也在[1125000,3205000,41200000,5133000,和6205000]Pa。
为了估计接口处的可能速率,可以用以下的公式通过网格单元的大小来计算时间步长：
迭代之后出现了不同压力的速率,最终曲线也表现出不同的压力。
不同的钻孔方法能够改变土壤和岩石的物理的、生物的和化学的性质。钻孔和岩石性质之间有很强的关系,例如渗透性。钻孔技术在一些应用领域发展的非常的迅速,像灌浆钻孔、岩心勘探、水压测试和地基。钻孔最大深度为100m,最大偏差0.05m,根据中国标准《水泥灌浆钻孔偏差规范》(DL/T5148-2001),其偏差在容许范围内。
这个项目也会在蒲石河大坝中实施,中国的垂直偏转率是从底部开始的钻孔偏差。钻孔调研对优化钻孔作业和增加钻孔作业的生产力很重要。
凿孔设计会导致实际偏差,这可以通过以下公式计算：d=L1Sinθ Tanθ=d/L
灌浆钻孔的施工规范已经检查了从套管边缘到所需要的深度。它表明了井的实际深度和仪表允许的偏差。
首先要按照法律文件来选择一个灌浆钻孔,建好一条道路,升起起重机。因为水在混合悬浮液钻孔中十分重要,所以可以用抽水的方法把它拖进预定的位置,钻孔现场用的是XY-2PC型号的钻机。
针对花岗岩进行的灌浆测试在不同的压力下用到了封隔器,规定单位吕荣是10个大气压下每分钟内每米长度上1升水的吸水量。吕荣值是通过吕荣实验测量的,灌浆的要求像灌浆颗粒的尺寸和灌浆的设计,通过吕荣测试得到数据是有必要的。单位吕荣的数字N表示的是对渗透性的测量,这个测量从压水测试中得到的,公式如下：
另外,三个实验中,两个是在实地进行的,一个是在实验室进行的.从灌浆系统总体来看蒲石河大坝是典型的单流体灌浆,它的优势在于可以在松散的沙土地质中应用。跟双流体灌浆和三流体灌浆相比,单流体灌浆稍微便宜些,但是需要高超的技术。
也门的灌浆系统取决于灌浆系统的传输装置,和单流体灌浆系统非常相近。。也门灌浆系统的优劣如下：
优势：价格相对低廉；可以在困难地区应用；不需要很高的技术。
劣势：
·井中不允许进入空气,需要开凿新的缝隙和钻孔
·在地表安装困难
·安装灌浆管所用的嵌入式的混凝土会导致外部的爆裂
·灌浆系统效率低下·导致钻孔底部产生大量沉积物
·不可能用于大多数的土壤类型
·张开的缝隙或者钻孔低于喷口,而不是在它的前面,这样会导致灌浆注入效率低下
·不包括一些接管
但是,在也门砂质土壤分部广泛,很多的大坝不能高于25m,所以双流灌浆和三流体灌浆适合解决也门的喷射灌浆。
结果表示钢板的极限抗压强度受到加载速度和动态轴向压缩载荷的影响,以下是7天和28天的样品的抗压强度测试：
7天的B=5%比例(0.4：1,0.5：1,0.6：1,0.8：1和1：1)的是(2675.59,2334.45,594.65,270.40和397.5)kN/m2
7天的B=0比例(0.4：1,0.5：1,0.6：1,0.8：1和1：1)的是(2917.55,2384.60,973.24,488.29和468.56)kN/m2
28天的B=5%比例(0.4：1,0.5：1,0.6：1,0.7：1,0.8：1,0.9：1和1：1)的是(3344.50,2918.10,743.31,731.12,339.50,731.12和530.00)kN/m2,但是抗压强度的最少值是0.8：1。
28天的B=0比例(0.4：1,0.5：1,0.6：1,0.7：1,0.8：1,和1：1：)的是(3513.70,2981.75,1216.55,425.33,615.20和585.70)kN/m2
我们推断除了比例是(0.7：1和0.9：1),28天的B=0的抗压强度要高于28天的B=5%。降低水量会使抗压强度变强,但在样本中水量和抗压强度呈正相关。
我们推断除了比率是(0.7：1：0.05和0.9：1：0.05),在水泥中增加5%的膨润土不会影响抗压强度。
对测量流动性来讲,结果显示膨润土在流量悬浮方面起到了作用,除了0.9：1：0.05、流动时间和悬浮液的动态粘滞度,降低水泥的含水率灌浆增加了：除了0.9：1：0.05.的膨润土(5%)。
比率是0.8：1：0.05的W：C：B的粘度和流动时间低,但是比率是0.6：1：0.05的粘度就高很多,然而比率是0.5：1：0.05和0.4：1：0.05的不流动。低粘度和低流动性的灌浆注入缝隙、钻孔和接头中会受到影响。不过高粘度的灌浆可能会影响悬浮液不能灌入。测试结果也揭示了用B=5%比用B=0%更会影响流动时间和塑料粘度。
当W：C：B比率升到1：1：0.05时有高含水量,如下：(5：1：0.05,4：1：0.05,3：1：0.05,2：1：0.05),但是比率低于1：1：0.05的含水量低。
所有这些比率在一个小时到三个小时之间的时候渗透率高,但是在两个小时中减少了6%的渗透率。另外比率是2：1：0.05的渗漏经历时间长。用(B=5%和B=0)的比率是0.4：1：0.05和0.5：1：0.05的没有多方面的渗漏。
结果表明,不同比率的水、水泥和膨润土在以下方面有较大影响：动态粘滞度、流动性、渗透和温度,从悬浮液和筹划时间方面影响渗水量。减少含水量能够提高悬浮液的稳定性,但是降低了它的流动性,这个反过来又影响了给岩石灌浆的进程。同时也发现,比率低于0.6：1：0.05的W：C：B固体颗粒容易凝聚。研究不同比率的渗漏过程表明,在一个小时到3个小时的时候渗透率高。
水的比热不变,但是对OPC来说水泥的比热因温度增加到了超常的程度。然而,随着灌浆技术的发展深井比例不断的增加,由于顶部和底部的温差大,这会影响悬浮液的注入。同时,如果将水泥和膨润土一同和水混合,会马上升高到一个稳态的温度,然后幅度会有一个明显的降低,并且一直持续20分钟。与B=0相比,B=5%时的温度升高较快,并且比率为0.4：1比比率为5：1的温度要高。详见第三章。
结果还揭示了高压与水流反应的关系。二者之间的关系是压力降低是渗透率依然高。假如使用高压,那么裂缝会变宽,也会出现新裂缝。当压力达到5133000Pa时,渗透性降低,最大的渗透流量是1.220L/min。如果将压力加到6205000Pa,渗透流量是24.500L/min。当压力增加到20.08L/min的时候,岩石的裂缝会增宽,或者潜在的裂缝会出现,或者两种情况都会发生。我们推断压力轴上的临界压力点是5133000Pa。
要是改变到5235000Pa,水流量会减少到19.905L/min,但是如果水压降到1327000Pa时,水流量是4.020L/min.
实验中涉及到了裂缝关闭之后对其进行材料填充的问题。随着水压的增加,渗透率以指数形式增长,但是当压力减少的时候渗透率依然保持高位,当变成6461000Pa的时候渗透流量突然增加到了32.45L/min,这是由一些裂缝的变长变宽引起的。流量达到最大的注入率的时候,压力逐渐变小。想要完全填封裂缝,详见第四章。
高压和水流量模拟对检查岩石基底非常的重要。水流量的增加有可能产生消极的影响,比如出现新的裂缝或使原有裂缝变的膨胀。不同的参数会影响VOF分析的变形控制,也会影响通过数学模拟对渗透性参数的最佳测试的高压临界点。利用数值模拟。流体体积。多相流模型来解决岩石开裂问题。结果显示,通过实验(第一阶段)和数字模拟结果可以研究高压和VOF之间的关系。模拟和实验的一致之处指出高压临界点是5133000Pa。
结果显示压力增加到5205000Pa的情况和5133000Pa的压力相类似。在不同的压力阶段像1125000,3205000,4120000,5133000和6205000Pa,使用液固进行相同的模拟。结果表明在使用固液的案例中位于(11250006205000)Pa之间时没有临界点,这和使用水的案例相反,压力居于5133000Pa和6205000Pa之间时流程时间会大大增加。但是在1125000,3205000Pa和4120000Pa的案例中我们得到了跟前面案例相同的结果。详见第6章。
地表之下的信息对于计划是必须的,成功的渗透性项目靠的是一些核心的钻井同数学模拟的结果相结合。
根据一项对岩石灌浆的钻孔效率和注入的测量灌浆渗透性的监控钻井偏差的测试,他们之间以及他们和深度之间存在关系。在该项研究中,研究结果数据表明钻孔遮蔽限制和渗透性之间的关系表明,研究灌浆钻孔深度(10,20,30,40,50,56.99,60.30,70,80,90,100.)m,偏差在(0.00,0.00,0.00,0.00,0.010,0.020,0.020,0.025,0.035,0.041,0.047,0.050)m,最深是100m,最大的偏差是0.05m.根据中国水泥灌浆钻孔偏差规范(DL/T5148-2001),这个偏差值在允许范围之内。深度和偏差之间的关系不是很强,同时钻孔漂移也减少了,我们可以解释使用小直径钻孔和高级钻孔设备。
深度介于40-41m的时候就开始有了漂移,同时在用钻井液方法钻井时候很多水开始渗漏,深度介于40-41m。这是第一个指示器,表明钻井和渗透性之间有关系。
使用钻孔摄像头对于断裂深度21-22m的破裂位置进行探测,得到的岩性描述显示本次研究区域的为1.37到9.66cm,厚度为8.29cm。
破裂深度为40-41m的区域,裂缝长度为1.915cm,厚度0.07m,21-22m的裂缝长度和厚度都大于40-41m处。
岩石的渗透率(以吕荣表示)与深度之间有一定的关系,一般情况下,LU值随深度的增加而减少,在本次研究的区域中,深度40-41m处渗透率为1.5Lu,在21m深处渗透性值则达到最大(2Lu)。但是注射渗透率依旧很低。从50m深处开始,渗透率随深度增加而减少。在深度40-41m注射渗透率曲线发生了改变。在钻探过程中,深度21-22m处和深度40-41m有大量水流失,这说明在这些区域钻孔和渗透率之间也有一定的关系,通过这种关系,在钻探过程中,我们可以通过失水的程度判断破裂的位置。
钻孔和渗透率之间有一定的关系,也有能够进行有效钻探的工艺、技术和设备,这些都对本次的研究效率有着影响。而且,在钻探过程中我们可以预判破裂位置,花岗岩的注射渗透率低,并且随深度增加而减少。
结论：
1.水、粘合剂、膨润土不同的混合比例会对泥浆的动力粘度、流动性、温度和渗透率产生影响。但是如果添加5%的膨润土添加到水泥中,不会使抗压强度增长,而当水、水泥和膨润土的比例为0.7：1：0.05和0.9：1：0.05时,会对抗压强度产生影响。
2.压力和流量存在一定关系。通过对水的的实验和数值模拟表面,存在临界压力点为5133000Pa；通过对固体-液体两相的数值模拟表明,在1125000and6205000Pa之间没有这样的临界点。
3.在钻井液和渗透率之间存在一定关系,在钻进过程中,我们能通过它们之间的关系预测出断裂和灌浆的位置。
4.砂质土壤在也门分布很广,因此单相和两相流系统的灌浆设计是十分适合也门的。
Grouting is defined as the injection of some grouting materials into cracks, fissures, cavities, voids and pore space to eliminate or to reduce water leaks and to increase strength in rocks or soil. Grouting rocks is a special technique developed in many countries with many applications. In fact, the important source of new energy is hydroelectric dams as water, which is precious and widely distributed on earth and, unlike any other mineral resources; it is an important element in the process of social and economic development.
Therefore, the overall planning and management of grouting quality, quantities are very important for preventing loss of water through the foundation and to get high efficiency. Why do we do this research? We do this research because in arid and semi arid regions most of the countries such as Yemen, there is water scarcity and which requires the construction of several dams for water storage and therefore requires spending a lot of money for its construction. And despite all of these constructions, water has been leaking from dams, due to several factors, which includes low efficiency of grouting. The theoretical significance and application value is according to theory of grouting and grouting practice, there are relationships between degree of inject ability, particles sizes and breadth of fissure as presented in the equation below:
This thesis consists of studying grouting technology methods in small dam in Yemen and other countries, experiments were carry out on curtain grouting technology for rock dam of Pushi river pumped storage hydro-plant in China, then it also consist the study of rheological behaviour and compressive strength of cement bentonite grouts slurry in laboratory, after that it studies relationship between high pressure responses and stable discharge, boreholes definition limits and injection permeability in the field. Finally, computational simulation was carried out on two cases, high pressure responses with water discharge and with liquid-solid.
The aims of this thesis are to improve the efficiency of grouting and to reach the best economic solution. There are three basic grout systems used by several countries in grouting rocks dams. For grouting technology methods on small dams in Yemen, and the system of grouting design in Yemen consists of a mixer to mix grout materials such as cement and bentonite, injection pipeline to move suspension grout for injection, flow meter for flow measurement, pressure gauge which is a device used for measuring the pressure of liquid, bore hole drills, also it consists of pump pressure, pump water and so forth, ordinary concrete around the soil surface in order to install the grout pipe inside the bore hole drilling, above the soil surface there is grout pipe about0.5meter and0.5meter inside the borehole. The diameter of drilled borehole usually between5.1-10.16cm, grouting pipe diameter5-10cm and the tall pipe is not more than1.20meter, between30-50cm inside the borehole but the open voids and fractures are below the nozzle and is not in front of it which is a big disadvantage.
In general, grouting systems of dams can be classified into three types according to the delivery mechanism, which are single fluid, double fluid and triple fluid. System of grouting design in China, that there are several grouting systems such as:A single fluid; double fluid and triple fluid.
Grouting systems of Pushi river dam is classified into single fluid according to the delivery mechanism. The open rock fracture or voids is to be in front of the nozzle, which leads to high injection efficiency, unlike system of grouting design in Yemen. This system is famous for use in loose sandy soils and it is less expensive compared with other systems. The grouting method from down to up inside the boreholes.
Presently the grouting method and grouting system, the mud preparation and changing the slurry standard for curtain grouting are according to the designed requirements using the bottom-up stage grouting method, on the development of rocks joints. The segment length for curtain grouting is in the range of5-6meter, exceptional circumstances can be suitably scaled or lengthen, but not more than10m. The grouting system of Pushi river dam consist of different pump, grouting mixer, high pressure tubing, additional water, grouting pump, automatic recording, a slurry tripod, flow meter, pressure gage, drilling rig, concrete cover, filling, straddle packer and grouting section.
That the references value of pressure grouting at different sequences boreholes which range between3000000Pa to3500000Pa, if total depth is greater than30m. The water cement ratio was determined by the grouting test or project approved by supervisor, grout slurry shall be thin to thick for water cement ratios by5,4,3,2,1,0.8,0.6or0.5. If grouting pressure remains constant, injection rate continues until it decreases without changing water cement ratio. In case the quantity of grouting slurry already amounted to more than300litter or perfusion time already30min and in case of the grouting pressure and injection rate had not significant change, the water-cement ratio for grout slurry was replaced. If the injection rate is more than30L/min according to the specific situation of construction, the grout slurry is thicker.
Technology methods in other countries case study Shahriard dam at Iran:there are three famous grouting systems i.e.:A single fluid, double fluid, triple fluid. The single fluid system it consists of grout material, double fluid system it consists of grout material and air, also triple fluid system which consist of grout materials, compressed air and water. In case of the study of rheological behaviour and compressive strength of cement bentonite grout slurry by water:cement:bentonite (5%and0) and measure viscosity, fluidity, bleeding, temperatures and compressive strength at7and28days for bentonite (5%and0%) too, some equation for calculation were used such as:For compressive strength:breaking cylindrical concrete specimens in a compression testing machine and it is calculated from the failure load divided by the cross sectional area resisting the loads as presented in this equation: For wet specimens, were first immersed in water for28days before testing, in case of viscosity, according to API standard which allow one quart (946ml) of slurry to flow Out of the funnel and is expressed as time in second. Also we can calculate the viscosity by MPa.s using an equation: u1=ρ(t-25) For fluidity, it is define to the tendency to allow of liquid flow easily, it is an important relative factor to grout mix designs, also if the flow rate is considered constant during the test, it could be calculated from the initial fluid filling level as presented in this equation For test procedures for determine rheological behaviour was used different quantities of water content such as5,4,3,2,1,0.9,0.8,0.7,0.6,0.5,0.4kg, with lkg cement for all ratios at bentonite equal0.05and with bentonite equal zero. The bleeding of water from slurry was calculated from the formula as presented in this equation
The calculation of bentonite ratio is presented in an equation below Bentonit=5%(Water+Cement) In case of compressive strength, the same treatment for compressive strength at7and28days but with ratios1,0.9,0.8,0.7,0.6,0.5,0.4.
For studying the relation between high pressure and water discharge response is one of the most debated issues concerning rock grouting, the study was carried out in Pushi river dam, in China, the total reservoir capacity is13510000m3. In this study, the investigated region contains soil with sediment from the land surface to6m deep, which consists of upper proterozonic hybrid granite with insert some diorite for most of boreholes in the down borehole, also it contains migmatite mixing in granite, The type of granite is hard rock and the rock abrasiveness is medium to low.
In case of water pressure test was carried out in foundation of dam using drill borehole. Drilling rig is placed over the borehole collar for tripping down and hole tools necessary for conducting the tests, packer permeability test, high-pressure tubing, drill pipe, drilling bit sizes (φ150,φ110,φ76) mm for drilling soil and rocks, also pressure gauges, pressure transducers, flow meter, pressure generators,3SNSA high pressure pumps for the hydraulic fluid pressure, TS intelligent automatic recording to a record data, XTF-2hydrualic rubber double can bear the pressure of3000000Pa and could be expansive rate of200%, orienting tool, also used was water with the same viscosity and also used for drinking and others. The number n of Lugeon unit is measure of permeability obtained from pump in water test is established as presented in this equation
Two cycle recording was used, for the first cycle the straddle.packer pressures at [1125000,2316000,3205000,4120000,5133000,6205000,5253000,4443000,3418000,2515000,1327000] Pa and second cycle are [1437000,2328000,3415000,4441000,5419000,6461000,5345000,4418000,3369000,2350000,1435000] Pa, representative, at depth42to47m. In case of simulation between pressure and water discharge in order to simulate, gambit program was used to create and mesh model; and was used fluent to examine the tutorial. Also used was ansys program to create the relationship between pressure and Volume of Fluid (VOF).
Thus this research includes studying simulation on high pressure responses with volume of fluid, the different parameters affecting the deformation control of it analysis and critical point for high pressure of the best test permeability parameters by using numerical simulation, the pressure vector and volume of fluid at number of time steps was (2.0000e-01) and max iterations for time step was50, with pressure water at [1125000,3205000,41200000,5133000, and6205000] Pa, and simulation high pressure responses with discharge liquid-solid at [1125000,3205000,41200000,5133000, and6205000] Pa.
For estimating the possible velocity of the inter face and the grid cell dimension time step was calculated by equations as follow:
Then a velocity appears with different pressures after that iteration, finally it has been shown that the contours appear at different pressures.
Drilling methods can also alter physical, biological, and chemical properties of soil and rocks. There is a strong relationship between drilling and rocks properties such as permeability. Drilling techniques have developed rapidly with several application fields such as borehole drilling for grouting, core exploration, water pressure test and foundation.
Thus this research also includes studying boreholes deviation limits and permeability at the depth of100m by monitor drilling process for borehole, evaluation of it according to China standards specifications of cement grouting borehole deviation (DL/T5148-2001). Also this study was carried out in Pushi river dam too, in China. Vertical deflection rate is the boreholes deviation from the bottom. The drilling surveying process is important in optimizing drilling operations and increasing the productivity of drilling process. The real deviation from borehole drilling design which was measured based on the following formulas: d=L1Sinθ Tanθ=d/L
The technical specifications for construction of grouting drilled boreholes, which has been checked to depth of desired from edge of casing. It indicates the real depth of well and the allowable deviation by meter. First a grouting boreholes was selected in compliance with the legal documents, road was constructed and the derrick was erected. Since water is important in drilling holes for mixing slurry so that it can be hauled into the location by water pumped method, the drill rig type XY-2PC was to put in the site of borehole.
However, the use of drilling bit with surface shape (V-ring) was used. Free crashing space was created for fast drilling with different diameters. Grouting testing for the granite rocks uses straddle packer at different pressures, the unit Lugeon is defined as the flow rate of water along per meter of test segment under the pressure of water injection of1,000,000Pa.
The Lugeon value is measured with the Lugeon test, the requirement of grouting such as size of particles and design grouting, it is necessary to know the data by the Lugeon test. The number N of Lugeon units is a measure of permeability value from pump-in water test as presented in this equation Moreover, the results from three experiments, two in the field, one in the laboratory, and simulation have shown that. In general grouting systems of Pushiriver dam is classified into single fluid the advantages use possible with loose sandy soils, the grouting process are grouting materials and impossible remove soil and replace with grout and less expensive compare with double fluid system and triple fluid system, it need highly skilled.
Grouting system in Yemen depends on a delivery mechanism of grouting system which is classified into very near from the single fluid system and the advantages and disadvantages system of grouting design in Yemen as follow:
Advantages:
●Less expensive;
●Using for difficult region;
●It does not need highly skilled.
●Disadvantage:
●Impossible to remove soil and replace with grout;
●It does not allow air to exit from the well which results in opening new fractures and voids;
●Difficulty in installing on soil;
●External explosions in embedded concrete which installed grouting pipes;
●Low efficiency for grouting system;
●To cause high sediment on bottom of boreholes;
●Difficult to use for most type of soil;
●The open fracture or voids is below of the nozzle and is not be front of it, which leeds to lack injection efficiency;
●It is not containing several nozzles. However, a sandy soil is widely distributed in Yemen and more dams are not up to25meter so that the single and double fluid systems are suitable solution for jet grouting in Yemen. Also results have shown that, there are effect of loading speed on the plate ultimate strength of steel plates subjected to dynamic axial compressive load, the compressive strength test results on the samples tested, in cases of7and28days.
For7days at B=5%for ratios (0.4:1,0.5:1,0.6:1,0.8:1and1:1) are (2675.59,2334.45,594.65,270.40and397.5) kN/m2
For7days at B=0for ratios (0.4:1,0.5:1,0.6:1,0.8:1and1:1) are (2917.55,2384.60,973.24,488.29and468.56) kN/m2
For28days at B=5%are (3344.50,2918.10,743.31,731.12,339.50,731.12and530.00) kN/m2for ratios (0.4:1,0.5:1,0.6:1,0.7:1,0.8:1,0.9:1and1:1) but the compressive strength at0.8:1:0.05was the least values.
For28days at B=0for ratios (0.4:1,0.5:1,0.6:1,0.7:1,0.8:1, and1:1:) are (3513.70,2981.75,1216.55,425.33,615.20and585.70) kN/m2
It was concluded that the compressive strength at28days for B=o is higher than at28days for B=5%, except ratios of (0.7:1and0.9:1). Also there is a direct correlation between the amount of water in the sample and the compressive strength with decrease quantity of water increase compressive strength. It was also concluded that in case add bentonite5%to cement no affect on increase compressive strength except ratios (0.7:1:0.05and0.9:1:0.05). For measure fluidity the results have shown there is effect on bentonite flow of suspension except to0.9:1:0.05also flow time and dynamic viscosity of slurry grouting increases with decrease water ratio to cement: bentonite (5%) except to0.9:1:0.05. W:C:B ratio of0.81:0.05viscosity and flow time are low whereas the viscosity is much higher for a0.6:1:0.05but for ratios0.5:1:0.05and0.4:1:0.05doesn't flow. Also that low viscosity and low flow ability grouts are effect for injection into fissures. Voids, and joints but high viscosity grouts might be effect to limit flow of slurry to fill it. Also the test-Results showed there is effect on flow time and plastic viscosity with using B=5%than B=0%. For W:C:B ratios up to1:1:0.05have high water content as follow:(5:1:0.05,4:1:0.05,3:1:0.05,2:1:0.05), but the mixing ratios less than1:1:0.05have low water. The process of bleeding from all these ratios studies have high bleeding during one hour from three hours but for less than6%light bleeding within two hours. Also ratio2:1:0.05was the high time period until the bleeding stop but no bleeding from various occurred for ratios0.4:1:0.05and0.5:1:0.05with using (B=5%and B=0).
Results have shown that, with different water ratios, cement and bentonite have marked effects on dynamic viscosity, fluidity, bleeding and temperature, and to effect on quantity bleeding of water from slurry and thickening time. But decrease water content ratio can improve the stability of slurry, but reduce its movement and this in turn has affected the process injection of rocks. Also found was that W:C:B less than0.6:1:0.05may cause agglomeration of solid particles. The specific heat of water is constant but the cement specific heat for OPC past increased with temperature to an extraordinary extent.
Moreover, with development of grouting technology the proportion of deep well is increasing, hence big temperature difference from top and bottom, which effects of the injection slurry. Also if cement and bentonite were mixed with water the temperature rise occurs immediately and steady state temperature, then an appreciable and continues at diminishing rate for20minutes. The temperature is rise at B=5%than B=0and the temperature at0.4:1is higher than5:1. See chapter three.
Also the Results have shown that, for relationship between high pressure and water discharge response, there is a relationship between high pressure and water discharge, the permeability remains high when the pressure is reduced.
In case using high pressure the fissures are widened and others are opened. For pressure up to5133000Pa, the permeability was decreased and the large seepage was discharged1.220L/min; if increasing pressure to6205000Pa, the flow rate value is24.500L/min, with rate increase up to20.08once this explains the fissures of rocks are widened, or the pre-existing fractures opens or both, it was concluded that the critical pressure point in pressure axis was at5133000Pa. If breakdown pressure water to5235000Pa, the water discharge decrease to19.905L/min, but if water pressure decreases to1327000Pa, the water discharge is4.020L/min. In case of the material filling the fissures after the fracture has closed is being eroded during the test, the permeability increases exponentially with increasing water pressure but the permeability remains high in case of the pressure is reduced and was noted at value of6461000Pa. Suddenly increasing seepage discharge to32.45L/min, this is due to expansion and extension of some fissures. After reaching the maximum injection flow rate, the pressure is decreased progressively in a stepwise manner, so that as to reach complete closure of the fracture. See chapter four.
High pressure and water discharge simulation are very important for checking rock foundation; it may have a negative impact such as opening of new crack or expansion result in more flow of water. The different parameters affecting the deformation control of VOF analysis and critical point for high pressure of the best test permeability parameters by using numerical simulation. Volume of fluid multiphase model to solve problem of cracking in rocks. The results show experiment (First Cycle) and numerical simulation results were carried out to study the relation between high pressure and volume of fluid; the agreement between simulation and experiment at the critical high pressure point is5133000Pa. Also the results show that in case of increasing pressure to6205000Pa is similar to the pressure at5133000Pa. Using the same simulation method steps by using liquid-solid at different pressure levels such as:1125000,3205000,4120000,5133000and6205000Pa shows that the results in case of using solid-liquid indicate no critical point between1125000and6205000Pa, which is opposite of using case water at5133000Pa, with the flow time increasing significantly. But in cases of1125000,3205000and4120000Pa, we get the same results for both cases. See chapter6.
The subsurface information is needed for the plan and success permeability program depending on several core drilled wells in combination with digital imaging results. According to monitoring drilling deviation for measuring grouting permeability at grouting rocks for efficient drilling and injection test, that there are relationship between them and depth, in this site of this study, also the results data of study a relationship between boreholes deviation limits and permeability indicates that the study grouting borehole (one row) with depths (10,20,30,40,50,56.99,60.30,70,80,90,100) m, and deviations as follow (0.00,0.00,0.00,0.00,0.010,0.020,0.020,0.025,0.035,0.041,0.047,0.050) m, the maximum depth was100m and the maximum deviation was0.05m this values of deviations are within the allowable range according to specifications of cement grouting boreholes deviation (DL/T5148-2001), in China. Also the correlation between depths and deviations is not strong and the borehole drift was reduced, we can explain careful drilling and high of drilling equipment.At depth between40-41was started drifting, also during drilling by drilling fluid method a lot of water be leaking at depth21-22m and at40-41is a first indicator to there is relationship between drilling and permeability.
Using the borehole camera for the site of crack and fracture at depth range between21-22inside the rock, the lithology description to indicate the L of fracture is1.37to9.66cm and thickness is0.09m in this site of this study. L of fracture at depth between40-41m is1.915cm and the thickness of fracture is0.07m, the length and thickness of fracture at20to21m are larger than at40-41m. There is a relationship between rock permeability by Lugeon and the depth by meter. LU decreases with the increasing depth in general but at the depths between40-41m the permeability was1.5LU but at21m, the LU values are the largest (2LU) in this site of this study but the injection permeability is still very low, also that after50m was very low permeability and the permeability decreases with depth. In case of depth between40-41m, the curve of injection permeability was changed. During drilling, there was a lot of water losing at depth21-22and40-41m, the drift was started at40-41m, and this is indicators to existence of a relationship between drilling and permeability at depth40-41m, which through drilling the site of fracture was predicted. There is a relationship between the drilling and permeability and there are technical, technologies, good drillers and geological, which help to get good efficient drilling, the results effect on efficient measuring rocks permeability in this place of this study. Also during drilling the site of fractures was predicted; also the injection permeability is low in granite rocks and the permeability decreases with depth. Finally this research concluded the following findings:
1. The water with different ratios when make with cement and bentonite had a marked effect on:Dynamic, viscosity, fluidity, temperature, bleeding, but in case add bentonite5%to cement not be affected the increase compressive strength except ratios (0.7:1:0.05and0.9:1:0.05).
2. There is a relationship between pressure and water discharge, the critical point was at5133000Pa for experiment and numerical simulation but for simulation with using solid-liquid indicate no critical point between1125000and6205000Pa.
3. There is relationship between drilling fluid and permeability, which means during drilling we can predict the site of fractures and permeable grouting.
4. A sandy soil is widely distributed in Yemen so that the single and double fluid systems are suitable solution for grouting design in Yemen.
我们为什么要做这项研究?这是因为处在干旱和半干旱地区的国家,像也门一样,水资源匮乏,这就要求通过建设一些水坝来储水,这需要大量的资金。尽管建设好了一些大坝,但是却经常漏水,其中有很多原因,而低效率的灌浆就是其中之一。灌浆的理论意义和实际价值是根据灌浆理论和灌浆实践而言的,下式可以表达浆液注入能力大小、浆液颗粒大小和缝隙大小之间的关系。
本篇论文包含以下内容：对也门小型大坝的灌浆技术方法研究、对中国蒲石河抽水蓄能电站岩石大坝进行的帷幕灌浆技术试验,还有在实验室中对流变行为和水泥膨润土浆液的抗压强度的研究,还有该领域中高压反应和稳定流出、钻孔清晰度限制和注入渗透性之间的关系研究,并且还有计算机仿真模拟,即水流出的高压反应和液状固体的高压反应。
本篇论文的目的是要提高灌浆的效率,找到最经济的解决方法。一些国家在岩石大坝灌浆技术中用到了三种基本的灌浆系统。也门用的灌浆系统通常包括一个搅拌机,利用它可以将灌浆材料如水泥和膨润土混合在一起；注入管道,用它来移动浆液；流量表,用它来进行流量控制；压力表,用它来测量流体、钻头的压力。另外还包括压力泵、泵、水和其它一些设备及材料。通常情况下,灌浆管应露出地表0.5m,钻孔之内0.5m。钻孔直径一般是5.1-10.16cm,灌浆管直径在5-10cm之间,长度不超过1.20m,在钻孔之内的部分介于30-50cm,但是打开的孔隙和裂缝要置于管口之下,不能在管口之前,否则会影响灌浆效果。
一般而言,根据浆液灌输机制不同,大坝灌浆系统可以分为三种类型,分别是单流体灌浆系统、双流体灌浆系统和三流体灌浆系统。
根据浆液灌输机制,蒲石河大坝灌浆系统属于单流体灌浆系统。跟也门灌根据浆液灌输机制,蒲石河大坝灌浆系统属于单流体灌浆系统。与其他的灌浆系统相比,这种灌浆技术以用在松散沙土地层中而著名,并且费用较低。在钻孔里面灌浆方法是自下而上的。
现在帷幕灌浆所用的灌浆方法和灌浆系统,采用的是自下而上的灌浆方法。悬浮液制备和悬浮液标准的改变都是在岩石节理的发展基础上根据灌浆方法来设计的。
帷幕灌浆的段长介于5-6m之间,如遇特殊情况可以调整到合适的比例和长度,但是不可以超过10m。
蒲石河灌浆系统包含了不同的泵、拌浆机、高压管、添加水、灌浆泵、自动记录机、一个悬浆液三脚架、流量表、压力表、钻眼机、混凝土保护层、填充材料、封隔器,以及灌浆切片。
如果钻孔的总深度超过30m的话,那么排列顺序不同的钻孔的灌浆压力参考值应该介于3-3.5MPa之间。
水灰比应该由灌浆实验决定,或者应该有监督人批准,悬浆液的浓度应该和水灰比相符,一共有5、4、3、2、1、0.8、0.6,或者0.5这八个值。为了防止悬浮液压力超过3MPa或灌注时间达到30min后灌浆压力和注射速度没有明显变化的情况发生,应当用水灰比代替悬浮液。如在特定情况下注射速率超过30L/min,则应当增加悬浮液的浓度。
其他国家案例研究的技术手段：以伊朗Shahriard大坝为例,伊朗有三个著名的灌浆系统：单流体灌浆、双流体灌浆和三流体灌浆。单流体灌浆系统包括灌浆材料；双流体系统包括灌浆材料和空气；三流体系统包括灌浆材料、压缩空气和水。在研究膨润土悬浮液的流变行为和抗压强度时对以下方面进行了研究：水、混凝土(0%和5%),测量了浸水7d和28d的膨润土的粘度、流动度、渗出度、温度、抗压强度,这个过程中应用到如下方程式：
抗压强度测试：在测试器械中压毁圆柱体混凝土样本通过破坏载荷数值除以样本横截面积得出最终数据。
潮湿样本测试：将样本在测试前浸水28天。在粘度测试中,根据API标准,使一夸脱(946毫升)悬浮液流出漏斗,并计算所需时间(以秒表示)。我们可以使用以下公式计算粘度Mpa.s。
μ1=ρ(t-25)(3.2)
流动性测试：流动性是倾向于让液体能更好的流动,它和混合浆液的配比有很重要的关系。同样,如果流动率保持不变,那么在实验中就可以通过最初的流体灌装高度来计算它,公式如下：
在决定流变行为的实验过程中,采用的是不同数量的水,分别有5、4、3、2、1、0.9、0.8、0.7、0.6、0.5、0.4kg,并分别在0.05kg的膨润土和1kg的水泥悬浆液渗水测验：我们通过下面的公式来计算用以下的公式来计算膨润土比率Blentonite=5%(Water+Cement)
在抗压强度的研究中,处理7天和28天的抗压强度的方法是一样的,只是比率分别是1、0.9、0.8、0.7、0.6、0.5、0.4。
高压和排水量之间的关系是研究岩石灌浆中争论最多的问题,这项研究是通过中国的蒲石河大坝中进行的。蒲石河大坝的储水能力是13510000m3,在这项研究中,被调查的区域包括地面6m以下含有沉积物的土壤,这些土壤中有含有嵌入式闪长岩的混合花岗岩,在向下的多数钻孔中含有混合花岗岩。这种类型的花岗岩属于坚硬的岩石,而且带有中低度的磨蚀度。
水压试验：这是通过在水坝的基底上钻孔实现的。钻孔装置设在地上需要钻孔的周围。钻孔的各种工具是进行试验必不可少的东西,封隔器渗透试验、耐压管、钻杆、钻土壤和岩石用的钻头(150mm、110mm、76mm),还有压力表、压力传感器、流量表、压力发电机、三个液压高压泵、TS智能自动数据记录机、双层XTF-2橡胶(能够承受300根柱子的压力,提高200%的比率)、定向工具、相同粘度的水,还有饮用水和其它一些东西。
吕荣是测量渗透性的单位,这个可以通过检测水泵抽水获得,有公式如下：
使用的是二冲程循环记录,第一个是跨式封隔器压力值是[1125000,2316000,3205000,4120000,5133000,6205000,5253000,4443000,3418000,2515000,1327000],第二个是1437000,2328000,3415000,4441000,5419000,6461000,5345000,4418000,3369000,2350000,1435000]Pa
一些典型的钻孔深度在42-47m之间。
模拟压力和排水量关系的研究：为了模拟,采用gambit来建立模型,用变量检验方程,用有限元软件系统创建压力和流体体积(VOF)之间的关系。
因此本课题包括研究模拟高压反应和流体体积(V0F),不同的参数会影响变形控制的分析,也会影响通过数值模拟进行的最佳测验的渗透性参数在高压下的临界点,压力矢量和流体体积时间步长的数值是(2.0000e-01),每个时间步长的最大展开次数是50,此时承压水在[1125000,3205000,4120000,5133000,和6205000]Pa,液固流量的模拟高压反应也在[1125000,3205000,41200000,5133000,和6205000]Pa。
为了估计接口处的可能速率,可以用以下的公式通过网格单元的大小来计算时间步长：
迭代之后出现了不同压力的速率,最终曲线也表现出不同的压力。
不同的钻孔方法能够改变土壤和岩石的物理的、生物的和化学的性质。钻孔和岩石性质之间有很强的关系,例如渗透性。钻孔技术在一些应用领域发展的非常的迅速,像灌浆钻孔、岩心勘探、水压测试和地基。钻孔最大深度为100m,最大偏差0.05m,根据中国标准《水泥灌浆钻孔偏差规范》(DL/T5148-2001),其偏差在容许范围内。
这个项目也会在蒲石河大坝中实施,中国的垂直偏转率是从底部开始的钻孔偏差。钻孔调研对优化钻孔作业和增加钻孔作业的生产力很重要。
凿孔设计会导致实际偏差,这可以通过以下公式计算：d=L1Sinθ Tanθ=d/L
灌浆钻孔的施工规范已经检查了从套管边缘到所需要的深度。它表明了井的实际深度和仪表允许的偏差。
首先要按照法律文件来选择一个灌浆钻孔,建好一条道路,升起起重机。因为水在混合悬浮液钻孔中十分重要,所以可以用抽水的方法把它拖进预定的位置,钻孔现场用的是XY-2PC型号的钻机。
针对花岗岩进行的灌浆测试在不同的压力下用到了封隔器,规定单位吕荣是10个大气压下每分钟内每米长度上1升水的吸水量。吕荣值是通过吕荣实验测量的,灌浆的要求像灌浆颗粒的尺寸和灌浆的设计,通过吕荣测试得到数据是有必要的。单位吕荣的数字N表示的是对渗透性的测量,这个测量从压水测试中得到的,公式如下：
另外,三个实验中,两个是在实地进行的,一个是在实验室进行的.从灌浆系统总体来看蒲石河大坝是典型的单流体灌浆,它的优势在于可以在松散的沙土地质中应用。跟双流体灌浆和三流体灌浆相比,单流体灌浆稍微便宜些,但是需要高超的技术。
也门的灌浆系统取决于灌浆系统的传输装置,和单流体灌浆系统非常相近。。也门灌浆系统的优劣如下：
优势：价格相对低廉；可以在困难地区应用；不需要很高的技术。
劣势：
·井中不允许进入空气,需要开凿新的缝隙和钻孔
·在地表安装困难
·安装灌浆管所用的嵌入式的混凝土会导致外部的爆裂
·灌浆系统效率低下·导致钻孔底部产生大量沉积物
·不可能用于大多数的土壤类型
·张开的缝隙或者钻孔低于喷口,而不是在它的前面,这样会导致灌浆注入效率低下
·不包括一些接管
但是,在也门砂质土壤分部广泛,很多的大坝不能高于25m,所以双流灌浆和三流体灌浆适合解决也门的喷射灌浆。
结果表示钢板的极限抗压强度受到加载速度和动态轴向压缩载荷的影响,以下是7天和28天的样品的抗压强度测试：
7天的B=5%比例(0.4：1,0.5：1,0.6：1,0.8：1和1：1)的是(2675.59,2334.45,594.65,270.40和397.5)kN/m2
7天的B=0比例(0.4：1,0.5：1,0.6：1,0.8：1和1：1)的是(2917.55,2384.60,973.24,488.29和468.56)kN/m2
28天的B=5%比例(0.4：1,0.5：1,0.6：1,0.7：1,0.8：1,0.9：1和1：1)的是(3344.50,2918.10,743.31,731.12,339.50,731.12和530.00)kN/m2,但是抗压强度的最少值是0.8：1。
28天的B=0比例(0.4：1,0.5：1,0.6：1,0.7：1,0.8：1,和1：1：)的是(3513.70,2981.75,1216.55,425.33,615.20和585.70)kN/m2
我们推断除了比例是(0.7：1和0.9：1),28天的B=0的抗压强度要高于28天的B=5%。降低水量会使抗压强度变强,但在样本中水量和抗压强度呈正相关。
我们推断除了比率是(0.7：1：0.05和0.9：1：0.05),在水泥中增加5%的膨润土不会影响抗压强度。
对测量流动性来讲,结果显示膨润土在流量悬浮方面起到了作用,除了0.9：1：0.05、流动时间和悬浮液的动态粘滞度,降低水泥的含水率灌浆增加了：除了0.9：1：0.05.的膨润土(5%)。
比率是0.8：1：0.05的W：C：B的粘度和流动时间低,但是比率是0.6：1：0.05的粘度就高很多,然而比率是0.5：1：0.05和0.4：1：0.05的不流动。低粘度和低流动性的灌浆注入缝隙、钻孔和接头中会受到影响。不过高粘度的灌浆可能会影响悬浮液不能灌入。测试结果也揭示了用B=5%比用B=0%更会影响流动时间和塑料粘度。
当W：C：B比率升到1：1：0.05时有高含水量,如下：(5：1：0.05,4：1：0.05,3：1：0.05,2：1：0.05),但是比率低于1：1：0.05的含水量低。
所有这些比率在一个小时到三个小时之间的时候渗透率高,但是在两个小时中减少了6%的渗透率。另外比率是2：1：0.05的渗漏经历时间长。用(B=5%和B=0)的比率是0.4：1：0.05和0.5：1：0.05的没有多方面的渗漏。
结果表明,不同比率的水、水泥和膨润土在以下方面有较大影响：动态粘滞度、流动性、渗透和温度,从悬浮液和筹划时间方面影响渗水量。减少含水量能够提高悬浮液的稳定性,但是降低了它的流动性,这个反过来又影响了给岩石灌浆的进程。同时也发现,比率低于0.6：1：0.05的W：C：B固体颗粒容易凝聚。研究不同比率的渗漏过程表明,在一个小时到3个小时的时候渗透率高。
水的比热不变,但是对OPC来说水泥的比热因温度增加到了超常的程度。然而,随着灌浆技术的发展深井比例不断的增加,由于顶部和底部的温差大,这会影响悬浮液的注入。同时,如果将水泥和膨润土一同和水混合,会马上升高到一个稳态的温度,然后幅度会有一个明显的降低,并且一直持续20分钟。与B=0相比,B=5%时的温度升高较快,并且比率为0.4：1比比率为5：1的温度要高。详见第三章。
结果还揭示了高压与水流反应的关系。二者之间的关系是压力降低是渗透率依然高。假如使用高压,那么裂缝会变宽,也会出现新裂缝。当压力达到5133000Pa时,渗透性降低,最大的渗透流量是1.220L/min。如果将压力加到6205000Pa,渗透流量是24.500L/min。当压力增加到20.08L/min的时候,岩石的裂缝会增宽,或者潜在的裂缝会出现,或者两种情况都会发生。我们推断压力轴上的临界压力点是5133000Pa。
要是改变到5235000Pa,水流量会减少到19.905L/min,但是如果水压降到1327000Pa时,水流量是4.020L/min.
实验中涉及到了裂缝关闭之后对其进行材料填充的问题。随着水压的增加,渗透率以指数形式增长,但是当压力减少的时候渗透率依然保持高位,当变成6461000Pa的时候渗透流量突然增加到了32.45L/min,这是由一些裂缝的变长变宽引起的。流量达到最大的注入率的时候,压力逐渐变小。想要完全填封裂缝,详见第四章。
高压和水流量模拟对检查岩石基底非常的重要。水流量的增加有可能产生消极的影响,比如出现新的裂缝或使原有裂缝变的膨胀。不同的参数会影响VOF分析的变形控制,也会影响通过数学模拟对渗透性参数的最佳测试的高压临界点。利用数值模拟。流体体积。多相流模型来解决岩石开裂问题。结果显示,通过实验(第一阶段)和数字模拟结果可以研究高压和VOF之间的关系。模拟和实验的一致之处指出高压临界点是5133000Pa。
结果显示压力增加到5205000Pa的情况和5133000Pa的压力相类似。在不同的压力阶段像1125000,3205000,4120000,5133000和6205000Pa,使用液固进行相同的模拟。结果表明在使用固液的案例中位于(11250006205000)Pa之间时没有临界点,这和使用水的案例相反,压力居于5133000Pa和6205000Pa之间时流程时间会大大增加。但是在1125000,3205000Pa和4120000Pa的案例中我们得到了跟前面案例相同的结果。详见第6章。
地表之下的信息对于计划是必须的,成功的渗透性项目靠的是一些核心的钻井同数学模拟的结果相结合。
根据一项对岩石灌浆的钻孔效率和注入的测量灌浆渗透性的监控钻井偏差的测试,他们之间以及他们和深度之间存在关系。在该项研究中,研究结果数据表明钻孔遮蔽限制和渗透性之间的关系表明,研究灌浆钻孔深度(10,20,30,40,50,56.99,60.30,70,80,90,100.)m,偏差在(0.00,0.00,0.00,0.00,0.010,0.020,0.020,0.025,0.035,0.041,0.047,0.050)m,最深是100m,最大的偏差是0.05m.根据中国水泥灌浆钻孔偏差规范(DL/T5148-2001),这个偏差值在允许范围之内。深度和偏差之间的关系不是很强,同时钻孔漂移也减少了,我们可以解释使用小直径钻孔和高级钻孔设备。
深度介于40-41m的时候就开始有了漂移,同时在用钻井液方法钻井时候很多水开始渗漏,深度介于40-41m。这是第一个指示器,表明钻井和渗透性之间有关系。
使用钻孔摄像头对于断裂深度21-22m的破裂位置进行探测,得到的岩性描述显示本次研究区域的为1.37到9.66cm,厚度为8.29cm。
破裂深度为40-41m的区域,裂缝长度为1.915cm,厚度0.07m,21-22m的裂缝长度和厚度都大于40-41m处。
岩石的渗透率(以吕荣表示)与深度之间有一定的关系,一般情况下,LU值随深度的增加而减少,在本次研究的区域中,深度40-41m处渗透率为1.5Lu,在21m深处渗透性值则达到最大(2Lu)。但是注射渗透率依旧很低。从50m深处开始,渗透率随深度增加而减少。在深度40-41m注射渗透率曲线发生了改变。在钻探过程中,深度21-22m处和深度40-41m有大量水流失,这说明在这些区域钻孔和渗透率之间也有一定的关系,通过这种关系,在钻探过程中,我们可以通过失水的程度判断破裂的位置。
钻孔和渗透率之间有一定的关系,也有能够进行有效钻探的工艺、技术和设备,这些都对本次的研究效率有着影响。而且,在钻探过程中我们可以预判破裂位置,花岗岩的注射渗透率低,并且随深度增加而减少。
结论：
1.水、粘合剂、膨润土不同的混合比例会对泥浆的动力粘度、流动性、温度和渗透率产生影响。但是如果添加5%的膨润土添加到水泥中,不会使抗压强度增长,而当水、水泥和膨润土的比例为0.7：1：0.05和0.9：1：0.05时,会对抗压强度产生影响。
2.压力和流量存在一定关系。通过对水的的实验和数值模拟表面,存在临界压力点为5133000Pa；通过对固体-液体两相的数值模拟表明,在1125000and6205000Pa之间没有这样的临界点。
3.在钻井液和渗透率之间存在一定关系,在钻进过程中,我们能通过它们之间的关系预测出断裂和灌浆的位置。
4.砂质土壤在也门分布很广,因此单相和两相流系统的灌浆设计是十分适合也门的。
Grouting is defined as the injection of some grouting materials into cracks, fissures, cavities, voids and pore space to eliminate or to reduce water leaks and to increase strength in rocks or soil. Grouting rocks is a special technique developed in many countries with many applications. In fact, the important source of new energy is hydroelectric dams as water, which is precious and widely distributed on earth and, unlike any other mineral resources; it is an important element in the process of social and economic development.
Therefore, the overall planning and management of grouting quality, quantities are very important for preventing loss of water through the foundation and to get high efficiency. Why do we do this research? We do this research because in arid and semi arid regions most of the countries such as Yemen, there is water scarcity and which requires the construction of several dams for water storage and therefore requires spending a lot of money for its construction. And despite all of these constructions, water has been leaking from dams, due to several factors, which includes low efficiency of grouting. The theoretical significance and application value is according to theory of grouting and grouting practice, there are relationships between degree of inject ability, particles sizes and breadth of fissure as presented in the equation below:
This thesis consists of studying grouting technology methods in small dam in Yemen and other countries, experiments were carry out on curtain grouting technology for rock dam of Pushi river pumped storage hydro-plant in China, then it also consist the study of rheological behaviour and compressive strength of cement bentonite grouts slurry in laboratory, after that it studies relationship between high pressure responses and stable discharge, boreholes definition limits and injection permeability in the field. Finally, computational simulation was carried out on two cases, high pressure responses with water discharge and with liquid-solid.
The aims of this thesis are to improve the efficiency of grouting and to reach the best economic solution. There are three basic grout systems used by several countries in grouting rocks dams. For grouting technology methods on small dams in Yemen, and the system of grouting design in Yemen consists of a mixer to mix grout materials such as cement and bentonite, injection pipeline to move suspension grout for injection, flow meter for flow measurement, pressure gauge which is a device used for measuring the pressure of liquid, bore hole drills, also it consists of pump pressure, pump water and so forth, ordinary concrete around the soil surface in order to install the grout pipe inside the bore hole drilling, above the soil surface there is grout pipe about0.5meter and0.5meter inside the borehole. The diameter of drilled borehole usually between5.1-10.16cm, grouting pipe diameter5-10cm and the tall pipe is not more than1.20meter, between30-50cm inside the borehole but the open voids and fractures are below the nozzle and is not in front of it which is a big disadvantage.
In general, grouting systems of dams can be classified into three types according to the delivery mechanism, which are single fluid, double fluid and triple fluid. System of grouting design in China, that there are several grouting systems such as:A single fluid; double fluid and triple fluid.
Grouting systems of Pushi river dam is classified into single fluid according to the delivery mechanism. The open rock fracture or voids is to be in front of the nozzle, which leads to high injection efficiency, unlike system of grouting design in Yemen. This system is famous for use in loose sandy soils and it is less expensive compared with other systems. The grouting method from down to up inside the boreholes.
Presently the grouting method and grouting system, the mud preparation and changing the slurry standard for curtain grouting are according to the designed requirements using the bottom-up stage grouting method, on the development of rocks joints. The segment length for curtain grouting is in the range of5-6meter, exceptional circumstances can be suitably scaled or lengthen, but not more than10m. The grouting system of Pushi river dam consist of different pump, grouting mixer, high pressure tubing, additional water, grouting pump, automatic recording, a slurry tripod, flow meter, pressure gage, drilling rig, concrete cover, filling, straddle packer and grouting section.
That the references value of pressure grouting at different sequences boreholes which range between3000000Pa to3500000Pa, if total depth is greater than30m. The water cement ratio was determined by the grouting test or project approved by supervisor, grout slurry shall be thin to thick for water cement ratios by5,4,3,2,1,0.8,0.6or0.5. If grouting pressure remains constant, injection rate continues until it decreases without changing water cement ratio. In case the quantity of grouting slurry already amounted to more than300litter or perfusion time already30min and in case of the grouting pressure and injection rate had not significant change, the water-cement ratio for grout slurry was replaced. If the injection rate is more than30L/min according to the specific situation of construction, the grout slurry is thicker.
Technology methods in other countries case study Shahriard dam at Iran:there are three famous grouting systems i.e.:A single fluid, double fluid, triple fluid. The single fluid system it consists of grout material, double fluid system it consists of grout material and air, also triple fluid system which consist of grout materials, compressed air and water. In case of the study of rheological behaviour and compressive strength of cement bentonite grout slurry by water:cement:bentonite (5%and0) and measure viscosity, fluidity, bleeding, temperatures and compressive strength at7and28days for bentonite (5%and0%) too, some equation for calculation were used such as:For compressive strength:breaking cylindrical concrete specimens in a compression testing machine and it is calculated from the failure load divided by the cross sectional area resisting the loads as presented in this equation: For wet specimens, were first immersed in water for28days before testing, in case of viscosity, according to API standard which allow one quart (946ml) of slurry to flow Out of the funnel and is expressed as time in second. Also we can calculate the viscosity by MPa.s using an equation: u1=ρ(t-25) For fluidity, it is define to the tendency to allow of liquid flow easily, it is an important relative factor to grout mix designs, also if the flow rate is considered constant during the test, it could be calculated from the initial fluid filling level as presented in this equation For test procedures for determine rheological behaviour was used different quantities of water content such as5,4,3,2,1,0.9,0.8,0.7,0.6,0.5,0.4kg, with lkg cement for all ratios at bentonite equal0.05and with bentonite equal zero. The bleeding of water from slurry was calculated from the formula as presented in this equation
The calculation of bentonite ratio is presented in an equation below Bentonit=5%(Water+Cement) In case of compressive strength, the same treatment for compressive strength at7and28days but with ratios1,0.9,0.8,0.7,0.6,0.5,0.4.
For studying the relation between high pressure and water discharge response is one of the most debated issues concerning rock grouting, the study was carried out in Pushi river dam, in China, the total reservoir capacity is13510000m3. In this study, the investigated region contains soil with sediment from the land surface to6m deep, which consists of upper proterozonic hybrid granite with insert some diorite for most of boreholes in the down borehole, also it contains migmatite mixing in granite, The type of granite is hard rock and the rock abrasiveness is medium to low.
In case of water pressure test was carried out in foundation of dam using drill borehole. Drilling rig is placed over the borehole collar for tripping down and hole tools necessary for conducting the tests, packer permeability test, high-pressure tubing, drill pipe, drilling bit sizes (φ150,φ110,φ76) mm for drilling soil and rocks, also pressure gauges, pressure transducers, flow meter, pressure generators,3SNSA high pressure pumps for the hydraulic fluid pressure, TS intelligent automatic recording to a record data, XTF-2hydrualic rubber double can bear the pressure of3000000Pa and could be expansive rate of200%, orienting tool, also used was water with the same viscosity and also used for drinking and others. The number n of Lugeon unit is measure of permeability obtained from pump in water test is established as presented in this equation
Two cycle recording was used, for the first cycle the straddle.packer pressures at [1125000,2316000,3205000,4120000,5133000,6205000,5253000,4443000,3418000,2515000,1327000] Pa and second cycle are [1437000,2328000,3415000,4441000,5419000,6461000,5345000,4418000,3369000,2350000,1435000] Pa, representative, at depth42to47m. In case of simulation between pressure and water discharge in order to simulate, gambit program was used to create and mesh model; and was used fluent to examine the tutorial. Also used was ansys program to create the relationship between pressure and Volume of Fluid (VOF).
Thus this research includes studying simulation on high pressure responses with volume of fluid, the different parameters affecting the deformation control of it analysis and critical point for high pressure of the best test permeability parameters by using numerical simulation, the pressure vector and volume of fluid at number of time steps was (2.0000e-01) and max iterations for time step was50, with pressure water at [1125000,3205000,41200000,5133000, and6205000] Pa, and simulation high pressure responses with discharge liquid-solid at [1125000,3205000,41200000,5133000, and6205000] Pa.
For estimating the possible velocity of the inter face and the grid cell dimension time step was calculated by equations as follow:
Then a velocity appears with different pressures after that iteration, finally it has been shown that the contours appear at different pressures.
Drilling methods can also alter physical, biological, and chemical properties of soil and rocks. There is a strong relationship between drilling and rocks properties such as permeability. Drilling techniques have developed rapidly with several application fields such as borehole drilling for grouting, core exploration, water pressure test and foundation.
Thus this research also includes studying boreholes deviation limits and permeability at the depth of100m by monitor drilling process for borehole, evaluation of it according to China standards specifications of cement grouting borehole deviation (DL/T5148-2001). Also this study was carried out in Pushi river dam too, in China. Vertical deflection rate is the boreholes deviation from the bottom. The drilling surveying process is important in optimizing drilling operations and increasing the productivity of drilling process. The real deviation from borehole drilling design which was measured based on the following formulas: d=L1Sinθ Tanθ=d/L
The technical specifications for construction of grouting drilled boreholes, which has been checked to depth of desired from edge of casing. It indicates the real depth of well and the allowable deviation by meter. First a grouting boreholes was selected in compliance with the legal documents, road was constructed and the derrick was erected. Since water is important in drilling holes for mixing slurry so that it can be hauled into the location by water pumped method, the drill rig type XY-2PC was to put in the site of borehole.
However, the use of drilling bit with surface shape (V-ring) was used. Free crashing space was created for fast drilling with different diameters. Grouting testing for the granite rocks uses straddle packer at different pressures, the unit Lugeon is defined as the flow rate of water along per meter of test segment under the pressure of water injection of1,000,000Pa.
The Lugeon value is measured with the Lugeon test, the requirement of grouting such as size of particles and design grouting, it is necessary to know the data by the Lugeon test. The number N of Lugeon units is a measure of permeability value from pump-in water test as presented in this equation Moreover, the results from three experiments, two in the field, one in the laboratory, and simulation have shown that. In general grouting systems of Pushiriver dam is classified into single fluid the advantages use possible with loose sandy soils, the grouting process are grouting materials and impossible remove soil and replace with grout and less expensive compare with double fluid system and triple fluid system, it need highly skilled.
Grouting system in Yemen depends on a delivery mechanism of grouting system which is classified into very near from the single fluid system and the advantages and disadvantages system of grouting design in Yemen as follow:
Advantages:
●Less expensive;
●Using for difficult region;
●It does not need highly skilled.
●Disadvantage:
●Impossible to remove soil and replace with grout;
●It does not allow air to exit from the well which results in opening new fractures and voids;
●Difficulty in installing on soil;
●External explosions in embedded concrete which installed grouting pipes;
●Low efficiency for grouting system;
●To cause high sediment on bottom of boreholes;
●Difficult to use for most type of soil;
●The open fracture or voids is below of the nozzle and is not be front of it, which leeds to lack injection efficiency;
●It is not containing several nozzles. However, a sandy soil is widely distributed in Yemen and more dams are not up to25meter so that the single and double fluid systems are suitable solution for jet grouting in Yemen. Also results have shown that, there are effect of loading speed on the plate ultimate strength of steel plates subjected to dynamic axial compressive load, the compressive strength test results on the samples tested, in cases of7and28days.
For7days at B=5%for ratios (0.4:1,0.5:1,0.6:1,0.8:1and1:1) are (2675.59,2334.45,594.65,270.40and397.5) kN/m2
For7days at B=0for ratios (0.4:1,0.5:1,0.6:1,0.8:1and1:1) are (2917.55,2384.60,973.24,488.29and468.56) kN/m2
For28days at B=5%are (3344.50,2918.10,743.31,731.12,339.50,731.12and530.00) kN/m2for ratios (0.4:1,0.5:1,0.6:1,0.7:1,0.8:1,0.9:1and1:1) but the compressive strength at0.8:1:0.05was the least values.
For28days at B=0for ratios (0.4:1,0.5:1,0.6:1,0.7:1,0.8:1, and1:1:) are (3513.70,2981.75,1216.55,425.33,615.20and585.70) kN/m2
It was concluded that the compressive strength at28days for B=o is higher than at28days for B=5%, except ratios of (0.7:1and0.9:1). Also there is a direct correlation between the amount of water in the sample and the compressive strength with decrease quantity of water increase compressive strength. It was also concluded that in case add bentonite5%to cement no affect on increase compressive strength except ratios (0.7:1:0.05and0.9:1:0.05). For measure fluidity the results have shown there is effect on bentonite flow of suspension except to0.9:1:0.05also flow time and dynamic viscosity of slurry grouting increases with decrease water ratio to cement: bentonite (5%) except to0.9:1:0.05. W:C:B ratio of0.81:0.05viscosity and flow time are low whereas the viscosity is much higher for a0.6:1:0.05but for ratios0.5:1:0.05and0.4:1:0.05doesn't flow. Also that low viscosity and low flow ability grouts are effect for injection into fissures. Voids, and joints but high viscosity grouts might be effect to limit flow of slurry to fill it. Also the test-Results showed there is effect on flow time and plastic viscosity with using B=5%than B=0%. For W:C:B ratios up to1:1:0.05have high water content as follow:(5:1:0.05,4:1:0.05,3:1:0.05,2:1:0.05), but the mixing ratios less than1:1:0.05have low water. The process of bleeding from all these ratios studies have high bleeding during one hour from three hours but for less than6%light bleeding within two hours. Also ratio2:1:0.05was the high time period until the bleeding stop but no bleeding from various occurred for ratios0.4:1:0.05and0.5:1:0.05with using (B=5%and B=0).
Results have shown that, with different water ratios, cement and bentonite have marked effects on dynamic viscosity, fluidity, bleeding and temperature, and to effect on quantity bleeding of water from slurry and thickening time. But decrease water content ratio can improve the stability of slurry, but reduce its movement and this in turn has affected the process injection of rocks. Also found was that W:C:B less than0.6:1:0.05may cause agglomeration of solid particles. The specific heat of water is constant but the cement specific heat for OPC past increased with temperature to an extraordinary extent.
Moreover, with development of grouting technology the proportion of deep well is increasing, hence big temperature difference from top and bottom, which effects of the injection slurry. Also if cement and bentonite were mixed with water the temperature rise occurs immediately and steady state temperature, then an appreciable and continues at diminishing rate for20minutes. The temperature is rise at B=5%than B=0and the temperature at0.4:1is higher than5:1. See chapter three.
Also the Results have shown that, for relationship between high pressure and water discharge response, there is a relationship between high pressure and water discharge, the permeability remains high when the pressure is reduced.
In case using high pressure the fissures are widened and others are opened. For pressure up to5133000Pa, the permeability was decreased and the large seepage was discharged1.220L/min; if increasing pressure to6205000Pa, the flow rate value is24.500L/min, with rate increase up to20.08once this explains the fissures of rocks are widened, or the pre-existing fractures opens or both, it was concluded that the critical pressure point in pressure axis was at5133000Pa. If breakdown pressure water to5235000Pa, the water discharge decrease to19.905L/min, but if water pressure decreases to1327000Pa, the water discharge is4.020L/min. In case of the material filling the fissures after the fracture has closed is being eroded during the test, the permeability increases exponentially with increasing water pressure but the permeability remains high in case of the pressure is reduced and was noted at value of6461000Pa. Suddenly increasing seepage discharge to32.45L/min, this is due to expansion and extension of some fissures. After reaching the maximum injection flow rate, the pressure is decreased progressively in a stepwise manner, so that as to reach complete closure of the fracture. See chapter four.
High pressure and water discharge simulation are very important for checking rock foundation; it may have a negative impact such as opening of new crack or expansion result in more flow of water. The different parameters affecting the deformation control of VOF analysis and critical point for high pressure of the best test permeability parameters by using numerical simulation. Volume of fluid multiphase model to solve problem of cracking in rocks. The results show experiment (First Cycle) and numerical simulation results were carried out to study the relation between high pressure and volume of fluid; the agreement between simulation and experiment at the critical high pressure point is5133000Pa. Also the results show that in case of increasing pressure to6205000Pa is similar to the pressure at5133000Pa. Using the same simulation method steps by using liquid-solid at different pressure levels such as:1125000,3205000,4120000,5133000and6205000Pa shows that the results in case of using solid-liquid indicate no critical point between1125000and6205000Pa, which is opposite of using case water at5133000Pa, with the flow time increasing significantly. But in cases of1125000,3205000and4120000Pa, we get the same results for both cases. See chapter6.
The subsurface information is needed for the plan and success permeability program depending on several core drilled wells in combination with digital imaging results. According to monitoring drilling deviation for measuring grouting permeability at grouting rocks for efficient drilling and injection test, that there are relationship between them and depth, in this site of this study, also the results data of study a relationship between boreholes deviation limits and permeability indicates that the study grouting borehole (one row) with depths (10,20,30,40,50,56.99,60.30,70,80,90,100) m, and deviations as follow (0.00,0.00,0.00,0.00,0.010,0.020,0.020,0.025,0.035,0.041,0.047,0.050) m, the maximum depth was100m and the maximum deviation was0.05m this values of deviations are within the allowable range according to specifications of cement grouting boreholes deviation (DL/T5148-2001), in China. Also the correlation between depths and deviations is not strong and the borehole drift was reduced, we can explain careful drilling and high of drilling equipment.At depth between40-41was started drifting, also during drilling by drilling fluid method a lot of water be leaking at depth21-22m and at40-41is a first indicator to there is relationship between drilling and permeability.
Using the borehole camera for the site of crack and fracture at depth range between21-22inside the rock, the lithology description to indicate the L of fracture is1.37to9.66cm and thickness is0.09m in this site of this study. L of fracture at depth between40-41m is1.915cm and the thickness of fracture is0.07m, the length and thickness of fracture at20to21m are larger than at40-41m. There is a relationship between rock permeability by Lugeon and the depth by meter. LU decreases with the increasing depth in general but at the depths between40-41m the permeability was1.5LU but at21m, the LU values are the largest (2LU) in this site of this study but the injection permeability is still very low, also that after50m was very low permeability and the permeability decreases with depth. In case of depth between40-41m, the curve of injection permeability was changed. During drilling, there was a lot of water losing at depth21-22and40-41m, the drift was started at40-41m, and this is indicators to existence of a relationship between drilling and permeability at depth40-41m, which through drilling the site of fracture was predicted. There is a relationship between the drilling and permeability and there are technical, technologies, good drillers and geological, which help to get good efficient drilling, the results effect on efficient measuring rocks permeability in this place of this study. Also during drilling the site of fractures was predicted; also the injection permeability is low in granite rocks and the permeability decreases with depth. Finally this research concluded the following findings:
1. The water with different ratios when make with cement and bentonite had a marked effect on:Dynamic, viscosity, fluidity, temperature, bleeding, but in case add bentonite5%to cement not be affected the increase compressive strength except ratios (0.7:1:0.05and0.9:1:0.05).
2. There is a relationship between pressure and water discharge, the critical point was at5133000Pa for experiment and numerical simulation but for simulation with using solid-liquid indicate no critical point between1125000and6205000Pa.
3. There is relationship between drilling fluid and permeability, which means during drilling we can predict the site of fractures and permeable grouting.
4. A sandy soil is widely distributed in Yemen so that the single and double fluid systems are suitable solution for grouting design in Yemen.
引文
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