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1、学习好资料欢迎下载1地基：为支承基础的 土体或岩体。2地基承载力特征值：指由载荷试验测定的地基土压力变形曲线线性变形段内规定的变形所对应的压力值，其最大值为比例界限值。3复合地基：部分土体被增强或被置换，而形成的由地基土和增强体共同承担荷载的人工地基。4桩基础：由设置于岩土中的桩和联接于桩顶端的承台组成的基础。5基桩：桩基础中的单桩。6、基础：将结构所承受的各种作用传递到地基上的结构组成部分。6静载试验：在桩顶部逐级施加竖向压力、竖向上拔力或水平推力，观测桩顶部随时间产生的沉降、上拔位移或水平位移，以确定相应的单桩竖向抗压承载力、单桩竖向抗拔承载力或单桩水平承载力的试验法。7强夯地基：反复将夯
2、锤提到高处使其自由落下，给地基以冲击和振动能量，将地基土夯实的地基处理方法。8锚杆静压桩：利用锚杆将桩分节压入土层中的沉桩工艺。9深层搅拌法：使用水泥浆作为固化剂的水泥土搅拌法。简称湿法。10粉体喷搅法：使用干水泥粉作为固化剂的水泥土搅拌法。简称干法。11、桩身完整性：反映截面尺寸相对变化，桩身材料密实性和连续性的综合定性指标。12、桩身缺陷：使桩身完整性恶化，在一定程度上引起桩身结构强度和耐久性降低的桩身断裂、裂缝、缩颈、夹泥（杂物）、空洞、蜂窝、松散等现象的统称。13、钻芯法：用钻机钻取芯样以检测桩长、桩身缺陷、桩底沉渣厚度以及桩身混凝土的强度、密实性和连续性，判定桩端岩土性状的方法。14
3、、低应变法：采用低解量瞬态或稳态激振方式在桩顶激振，实测桩顶部的学习好资料欢迎下载速度时程曲线或速度导纳曲线，通过波动理论分析或频域分析，对桩身完整性进行判定的检测方法。15、高应变法：用重锤冲击桩顶，实测桩顶部的速度和力时程曲线，通过波动理论分析，对单桩竖向抗压承载力和桩身完整性进行判定的检测方法。16、声波透射法：在预埋声波管之间发射并接受声波。通过实测声波在混凝土介质中传播的声时、频率和波幅率衰减等声学参数的相对变化，对桩身完整性进行检测的方法。17、地基变形允许值：为保证建筑物正常使用而确定的变形控制值。18、19、锚杆（索）：将拉力传至稳定岩土层的构件。当采用钢绞线或高强钢丝束作杆体
4、材料时，也可称为锚索。20、强夯置换法：将重锤提到高处使其自由落下形成夯坑，并不断夯击坑内回填的砂石、钢渣等硬粒料，使其形成密实的墩体的地基处理方法。21、水泥粉煤灰碎石桩法：由水泥、粉煤灰、碎石、石屑或砂等混合料加水拌和形成高粘结强度桩，并由桩、桩间土和桩垫层一起组成复合地基的地基处理方法。22、砂石桩法：采用振动、冲击或水冲等方式在地基中成孔后，再将碎石、砂或砂石挤压入已成的孔中，形成砂石所构成的密实桩体，并和原桩周土组成复合地基的地基处理方法。24、平板载荷试验：以刚性平底承压板模拟建筑物基础，将竖向荷载均匀传至地基土上，通过实测地基土在荷载作用下的变形，得到载荷试验 PS曲线，从而确定
5、地基土承载力的试验方法。25 土层锚杆：锚固于土层中的锚杆。文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R
6、8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7
7、S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X
8、5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L
9、6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6
10、J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH
11、1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3学习好资料欢迎下载26 岩石锚杆：锚固于岩层内的锚杆。27 系统锚杆：为保证边坡整体稳定，在坡体上按一定格式设置的锚杆群。28 建筑边坡：在建（构）筑物场地或其周边，由于建（构）筑物和市政工程开挖或填筑施
12、工所形成的人工边坡和对建（构）筑物安全或稳定有影响的自然边坡。29 边坡支护：为保证边坡极其环境的安全，对边坡采取的支挡、加固与防护措施。30.永久性边坡：使用年限超过2 年的边坡。31 换填垫层法：挖去地表浅层软弱土层或不均匀土层，回填坚硬、较粗粒径的材料，并夯压密实，形成垫层的处理方法。32.振冲法：在振动器水平振动和高压水的共同作用下，使松砂土层振密，或在软弱土层中成孔，然后回填碎石等粗骨料形成桩柱，并和原地基土组成复合地基的地基处理方法。33.灰土挤密桩法：利用横向挤压成孔设备成孔，使桩间土得以挤密。用灰土填入桩孔内分层夯实形成灰土桩，并与桩间土组成复合地基的地基处理方法。34.柱锤冲
13、扩桩法：反复将柱状重锤提到高处使其自由落下冲击成孔，然后分层填料夯实形成扩大桩体，与桩间土组成复合地基的地基处理方法。35.高承台桩基：若桩身上部露出地面而承台底位于地面以上,则称为高承台桩基36.桩身完整性：反映桩身截面尺寸相对变化、桩身材料密实性和连续性的综合性指标。37.单桩竖向抗压静载检测在桩顶逐级施加竖向压力，观测桩顶随时间产生的沉降，以确定单桩竖向抗压承载力的试验方法。文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N
14、6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7
15、T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L
16、7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R
17、8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7
18、S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X
19、5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L
20、6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3学习好资料欢迎下载38.单桩竖向抗拔静载检测在桩顶逐级施加竖向上拔力，观测桩顶随时间的上拔位移，以确定单桩竖向抗拔承载力的试验方法。39.单桩水平静载检测在接近桩顶的承台底标高处逐级施加水平推力，观测加荷点标高处随时间产生的水平位移，以确定单桩水平承载力的试验方法。计算公式：1、复合地基压缩模量及承载力特征值fspk=1+m(n-1)fsk Esp=1+m(n-1)Es fspk：复合地基承载力特征值 fsk：实测桩间土承载力特征值Esp:复合土层压缩模量 Es：天然地基土压
21、缩模量2、锚杆承载力设计值TD Nucos推导出 NuTD cosTD:锚杆水平拉力设计值：锚杆倾角 Nu：锚杆受力承载力设计值3、冲击过程中桩头最大受力：F=v（EA/c）V：冲击瞬间桩头质点最大位移 A：桩身截面积E：桩身材料弹性模量 c：桩身波速文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5
22、L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6
23、R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J
24、7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1
25、X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10
26、L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3文档编码:CH1X5L7H5A9 HK10L6R8N6H3 ZA9Z6J7S7T3