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1.
Analytical‐numerical solution for stress distribution around tunnel reinforced by radial fully grouted rockbolts 
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下载免费PDF全文 This paper presents an analytical‐numerical approach to obtain the distribution of stresses and deformations around a reinforced tunnel. The increase in the radial stress of the reinforced tunnel, based on the performance of a bolt, is modeled by a function, which its maximum value is in the vicinity of the bolt periphery and it exponentially decreases in the far distance from the bolt. On the basis of this approach, the shear stiffness between the bolt and the rock mass and the shear stress distribution around the bolt within the rock mass are also analytically obtained. The results are compared with those obtained by the assumption of ‘uniform increase of radial stress’ method, which is made by the previous studies. The analyses show when the bolts' spacing is large, the safety factor must be increased if the ‘uniform increase of radial stress’ method is used for the design. Finally, a procedure is introduced to calculate the non‐equal deformation of the rock mass between the bolts at any radius that can be useful to compute the bending moment in shotcrete layer in New Austrian Tunnelling Method (NATM) approach. Copyright © 2016 John Wiley & Sons, Ltd. 相似文献
2.
采用理论分析和实验室测试的方法对锚固锚杆和自由锚杆中的导波传播规律进行了研究,并在频率为20 kHz～ 3 MHz范围内对锚固锚杆和自由锚杆波的传播速度进行了测试,发现锚固锚杆内不同频率的导波传播速度对锚固介质具有不同的敏感性。低频率段（20～200 kHz）的导波传播速度对锚杆锚固质量较为敏感,自由锚杆和锚固锚杆中导波的传播速度相差较大,适合于检测锚杆的锚固质量。高频率段（1～3 MHz）的导波传播速度对锚杆锚固质量不敏感,导波的传播速度基本不变,适合于锚杆完整性检测。探索了利用高频段多频率导波检测锚固锚杆长度的方法。实验室检测结果显示,本检测方法具有很高的精度 相似文献
3.
《International Geology Review》2012,54(3):216-251
Two representative geologic sections of the late Mesozoic ‘Nanyuan Formation’ volcanic rocks in eastern Fujian Province have been dated by SHRIMP zircon U–Pb techniques. The results identified two active volcanic stages at 162–150 Ma and 143–130 Ma. The rock association of the earlier period is composed of andesite‐dacitic crystal tuff‐rhyolitic ignimbrite. The rocks are enriched in alkali elements, Al2O3, large ion lithophile element (LILE) and light rare earth element (LREE), depleted in MgO, high field strength element (HFSE) and siderophile elements, and have similar ?Nd (t) values. These features indicate that the rocks were derived from a mantle source metasomatized by subduction‐related fluids, and their chemical variations indicate fractional crystalization during magmatic evolution. In contrast, the rock association of the later period consists of tholeiitic basalt‐rhyolitic crystal ignimbrites. The tholeiitic basalts have negative ?Nd (t) values (?3.4 to ?2.6) and exhibit fractionated REE pattern with weak negative Eu anomalies. These rocks are enriched in LREE and depleted in HFSE with ratios of Ce/Pb = 6.9–11.1, Th/U = 2.7–4.0, La/Nb = 2.2–3.0, suggesting that they were also subduction‐related and experienced proportional fractionation of olivine and clinoproxene along with significant crustal contamination. The rhyolitic crystal ignimbrites are generally characterized by rather high K, Rb, Th and relatively low Nb, Sr, Ti, P, with relatively low ?Nd (t) values (?5.3 to ?6.0), impling that they were derived from a different source from the tholeiitic basalt. Judging by extensive overthrust structures, the occurrence of the earlier rock association is considered to have been generated in a compressional tectonic environment during the early stage (>150 Ma) of Pacific plate subduction, In contrast, the later bimodal association was generated in an extensional tectonic setting during a later stage (<143 Ma ) of subduction. 相似文献
4.
Composite Element Model of the Fully Grouted Rock Bolt 总被引：12，自引：1，他引：12
Summary The three dimensional elasto-viscoplastic composite element method is formulated in this paper for rock masses reinforced by a fully-grouted bolt. If a bolt segment penetrates a finite element representing the rock mass, then a composite element is formed including five sub-elements corresponding to the rock material, the grout material, the bolt material, the rock-grout interface and the bolt-grout interface. The displacements in each sub-element are interpolated from the corresponding nodal displacements of the composite element. By the virtual work principle the governing equation for the solution of the nodal displacements can be formulated. The elasto-viscoplastic characteristics of the materials are considered in the formulation. The new model can be incorporated into the conventional finite element analysis grid, in which several composite elements have fully grouted bolts embedded. In this way the mesh generation of large scale bolted rock structures becomes convenient and feasible. The model has been implemented in a FEM program, and a comparative study between the numerical analysis and a pull out field test has been carried out, from which the validity and the robustness of the new model are justified. 相似文献
5.
风化岩地基全螺纹玻璃纤维增强聚合物抗浮锚杆承载特征现场试验 总被引：5，自引：0，他引：5
玻璃纤维增强聚合物（GFRP）抗浮锚杆是一种由树脂和玻璃纤维复合而成的新型材料,与传统的钢筋锚杆相比,它具有比强度高、耐腐蚀性强和抗电磁干扰能力强的优点。基于6根GFRP抗浮锚杆和4根钢筋抗浮锚杆现场足尺拉拔破坏性试验,研究了中风化花岗岩中GFRP抗浮锚杆的承载特征和界面黏结特性。试验结果表明,抗浮锚杆的破坏形式有2种：锚杆和砂浆界面剪切破坏,砂浆和围岩界面剪切破坏。直径为28 mm 的GFRP抗浮锚杆和钢筋抗浮锚杆的极限抗拔承载力均为225 kN,直径为32 mm GFRP抗浮锚杆极限抗拔承载力为250 kN,能够满足工程实际需要;GFRP抗浮锚杆与砂浆（第一界面）的平均黏结强度为1.50～1.54 MPa;GFRP抗浮锚杆砂浆与围岩（第二界面）的平均黏结强度为0.32～0.37 MPa,略低于钢筋抗浮锚杆第二界面的平均黏结强度;直径为32 mm的GFRP抗浮锚杆第二界面平均黏结强度高于直径为28 mm的GFRP抗浮锚杆。在此基础上,进一步分析论证了GFRP抗浮锚杆的破坏机制,为GFRP抗浮锚杆的工程应用提供了理论依据。 相似文献
6.
扭转导波在锚固锚杆中传播的数值模拟 总被引：1，自引：0，他引：1
采用有限元数值模拟的方法研究了扭转导波在锚固锚杆中的传播性质。建立了自由锚杆和锚固锚杆的有限元模型,在锚杆顶端激发20～60 kHz扭转导波信号,计算得到导波在自由锚杆和锚杆锚固段的传播速度值与理论值吻合很好,证明了扭转导波数值模拟方法的有效性。数值模拟结果表明：随着激发波频率的增大,扭转导波在自由锚杆和锚杆锚固段中的衰减值均呈线性递增趋势,导波在锚杆锚固段上界面的反射回波逐渐减弱;扭转导波在锚杆锚固段的衰减值较大,无法在锚杆顶端采集到锚杆底端反射回波信号,所以扭转导波不适用于锚杆长度的检测;随着锚固介质弹性模量的增大,同一频率扭转导波在锚杆锚固段上界面的反射波逐渐增强。通过检测扭转导波在锚杆锚固段上界面的反射回波,可以确定锚固介质弹性模量的大小。 相似文献
7.
Rock bolts are widely used for rock reinforcement in hard-rock mining and civil engineering since a long time. However the use of fully grouted rock bolts and cable bolts is limited in coal mines. In order to improve performance of the rock bolts as a supplementary roof support system for any type of roof condition in coal measured formations, it is necessary to have a good understanding of the behavior of the bolt–grout and grout–rock interactions as well as the mechanism of load transfer in rock bolts.As the performance of grouted bolts depends on bond strength, extensive laboratory pullout as well as pushout tests were conducted in the present investigations with the variations in the bolt diameters, length and cement–water mixing ratios of grout. The load–displacement curves were developed and were verified with the numerical results obtained from finite element analysis using ALGOR software.Numerical models were validated for pushout tests and a detailed analysis was carried out to know the displacement, stress, strain distribution along the bolt. 相似文献
8.
锚杆能够显著增强顺层岩质边坡的稳定性.基于顺层边坡结构效应,应用锚杆加固顺层边坡的力学模型,根据结构力学理论和变形协调关系,建立拉剪作用下全长粘结型锚杆加固顺层边坡抗剪计算的理论分析方法.与相关试验数据进行了比较验证,结果表明顺层边坡锚固抗力模型计算结果与试验结果比较一致,验证了理论模型的合理性.讨论了锚杆倾角、锚杆直径、灌浆体强度、结构面内摩擦角、剪胀角等对加锚顺层岩体抗剪性能的影响.分析表明:锚杆锚固抗力模型能够较好地反映锚杆轴力及横向剪切力对顺层岩质边坡的抗剪作用.锚杆倾角越大,锚杆总的抗力呈减小趋势,而锚杆抗力随剪胀角增大而增加;当锚杆倾角等于内摩擦角时,锚杆抗力达到最大;锚杆抗力随锚杆直径增加而增大;当锚杆直径不变时,锚杆抗力随灌浆体抗压强度增大而有所减小. 相似文献
9.
Composite element model for the bonded anchorage head of stranded wire cable in tension 总被引：1，自引：0，他引：1 下载免费PDF全文
下载免费PDF全文 An elasto‐viscoplastic model is formulated using composite element technique for the bonded anchorage head of stranded wire cable in rock mass. This composite element contains sub‐elements corresponding to the rock material, the grout material, the stranded wire material, the rock/grout interface, and the grout/stranded wire interface, respectively. The displacement in each aforementioned sub‐element is interpolated from the corresponding nodal displacements of the composite element. In this manner, the mesh generation taking into account of tension cable anchors may be highly facilitated. By the application of the virtual work principle, the governing equation for solving the nodal displacements of the composite element is established. The proposed model has been incorporated into the conventional finite element algorithm and implemented in the program CORE3, in which the anchorage head is embedded within the composite elements. The comparative study concerning the pull‐out test has been carried out for the validation of the proposed model and algorithm. Copyright © 2015 John Wiley & Sons, Ltd. 相似文献
10.
Tao Zhigang Zhao Fei Wang Hongjian Zhang Haijiang Peng Yanyan 《Arabian Journal of Geosciences》2017,10(15):341
Bolt supporting is a major technology used in highly stressed surrounding rock support. Although significant developments of new patterns of bolts have been documented, the stiffness problem which causes the bolt to cannot adapt to the large deformation of surrounding rock was still unsolved. Hence, a novel bolt with constant working resistance and steady large deformation was developed to bear creep deformation and impact load. The constant resistance large deformation bolt (CRLD bolt) was composed of constant resistance element, bolt rod, baffle plate, and tightening nut, which would efficiently control the engineering disasters such as collapse and rock blast. The results of static tensile tests indicated that the CRLD bolt could provide constant resistance ranging from 120 to 130 kN, and the maximal elongation length was 1100 mm without bolt breaking at tensile rate of 10, 20, and 100 mm/s, respectively. Tensile rate has no obvious relationship with constant resistance force. Dynamical impact tests showed that bolt resistance property and its absorption capacity of impact energy were stable, and the dynamic constant resistance changed from 90 to 120 kN, with the impacting height for drop hammers of 10 and 1000 mm. It has also been proved that this kind of bolt has good performance in practical application such as in Qing Shui coal mine. The in situ monitoring results indicate that the CRLD bolt is able to retain rock mass stability and prevent the surrounding rocks from being destructed due to its large-scale deformation. Overall, CRLD bolt is suitable for large deformation, constant resistance, and energy absorption. 相似文献
11.
地下隧洞开挖和支护的三维数值分析计算 总被引：4，自引：0，他引：4
根据地下工程锚固支护原理,采用隐含锚杆柱单元的三维有限元和混凝土喷锚支护的三维数值计算方法,对复杂的地下泄洪隧洞的开挖和支护进行了分析计算。该方法不仅能够有效地反映锚杆的长度、密度、倾角对洞室开挖的影响,而且能够较好地模拟钢拱架和锚杆的时间施加效应。由于隐含锚杆柱单元和喷层单元是隐含在岩体单元中的,所以锚杆和喷层单元不受岩体单元划分的影响,能够有效地模拟各种支护方案,加快计算速度,合理反映锚固支护所作用的位置和时间影响。通过对构皮滩泄洪洞施工开挖和锚固支护的模拟计算,论证了施工开挖的稳定性和锚杆、喷层、钢拱架的支护作用,提出了洞室结构的加固措施,为工程施工开挖提供了有效的设计依据。 相似文献
12.
岩体锚固效应及锚杆的解析本构模型研究 总被引：3，自引：0，他引：3
利用Mohr-Coulomb、Hoek-Brown以及Duncan-Chang理论分别分析了块状和碎块状岩体锚固后的物理效应,通过分析认为,岩体锚固后可以有效地提高岩体的凝聚力和软弱结构面的抗剪强度,增强岩体的弹性模量,改善岩体的力学性质。通过对拉拔试验测试结果分析,在一定的假设条件下,推导了锚杆与注浆体或岩体耦合情况下的解析本构方程,并对其进行了参数分析,认为提高拉拔力、增大锚杆直径和锚固段长度可以有效地改善其锚固效果,并提出了锚固临界值的概念。在前人工作的基础上,利用提出的耦合解析本构模型建立了非耦合状态下锚杆的解析本构模型,通过计算认为,该解析模型是合理的。 相似文献
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14.
Investigating the Influence of Non‐Spectral Matrix Effects in the Determination of Twenty‐Two Trace Elements in Rock Samples by ICP‐QMS 下载免费PDF全文
下载免费PDF全文 Tetsuya Yokoyama Yuichiro Nagai Yu Hinohara Tomohiko Mori 《Geostandards and Geoanalytical Research》2017,41(2):221-242
The influence of non‐spectral matrix effects on the determination of twenty‐two trace elements (Rb, Sr, Y, Cs, Ba, lanthanides, Pb, Th and U) in rock samples using ICP‐MS was investigated. Three types of multi‐element solutions were synthesised containing the twenty‐two trace elements, In, Tl and ten major rock‐forming elements with varying mass fractions mimicking the compositions of basalt, peridotite and dolomite. The synthetic solutions were conditioned to have dilution factors (DF) of 1000–10000. The extent of sensitivity suppression relative to the DF = 10000 solution became more significant for smaller DF solutions, which was not constant across different elements in a single solution but displayed general dependence on m/z. This indicates that at least two internal standards (e.g., In and Tl) are required for the correction of sensitivity variation. On the basis of the results, a new isotope dilution‐internal standardisation method for the determination of twenty‐two trace elements with ICP‐MS was developed, in which the sensitivity variation was corrected by monitoring two enriched isotopes, 113In and 203Tl. This method, coupled with the quantitative correction of interference from oxides and hydroxides, achieved precise determination of twenty‐two trace elements in some rock reference materials with reproducibilities of ±2% for basaltic to andesitic samples. 相似文献
15.
This paper deals with the grouted pipe‐roofing reinforcement method that is used in the construction of tunnels through weak grounds. This system consists on installing, prior to the excavation of a length of tunnel, an array of pipes forming a kind of ‘umbrella’ above the area to be excavated. In some cases, these pipes are later used to inject grout to strengthen the ground and ‘connect’ the pipes. This system has proven to be very efficient in reducing tunnel convergence and water inflow when tunnelling through weak grounds. However, due to the geometrical and mechanical complexity of the problem, existing finite element frameworks are inappropriate to simulate tunnelling using this method. In this paper, a mathematical framework based on a homogenization technique to simulate ‘grouted pipe‐roofing reinforced ground’ and its implementation into a 3‐D finite element programme that can consider stage construction situations are presented. The constitutive model developed allows considering the main design parameters of the problem and only requires geometrical and mechanical properties of the constituents. Additionally, the use of a homogenization approach implies that the generation of the finite element mesh can be easily produced and that re‐meshing is not required as basic geometrical parameters such as the orientation of the pipes are changed. The model developed is used to simulate tunnelling with the grouted pipe‐roofing reinforcement method. From the analyses, the effects of the main design parameters on the elastic and the elastoplastic analyses are considered. Copyright © 2004 John Wiley & Sons, Ltd. 相似文献
16.
B. Stimpson 《Geotechnical and Geological Engineering》1987,5(3):299-305
Summary The shear stiffness of a grouted, rock bolt intersecting a discontinuity controls the amount of shear movement that can occur for a given shear force. In this paper an analytical model is developed for estimating the shear stiffness of a single bolt as a function of bolt inclination, hole and bolt diameter, bolt, grout and rock Young's moduli, and aperture (opening) across the discontinuity, and sensitivity studies conducted to determine the most significant of these variables as predicted by the model. 相似文献
17.
Several intrusions of ultrabasic to basic composition occur in the Roslagen area of east‐central Sweden in close spatial and temporal association with the surrounding 1.90–1.87 Ga old early orogenic Svecofennian granitoids. An imprecise Sm‐Nd WR errorchron yields an age of 1895 ± 71 Ma. In spite of the penetrative deformation in the granitoids, the basic–ultrabasic rocks mostly appear undeformed and largely preserve magmatic textures with plagioclase, olivine (in some rock types), orthopyroxene and clinopyroxene, and amphibole as major constituents. The plagioclase is typically very anorthitic (ca. An90). The Roslagen intrusions range in composition from primitive to evolved (Mg# 80 to 49) but contain only 40–50 wt% SiO2. Many samples are highly elevated in Al2O3 (up to 30 wt%), CaO (up to 16 wt%) and Sr (up to 800 ppm), with strongly positive Eu and Sr anomalies, in line with being plagioclase cumulates. Although masked by cumulus effects, the relative trace element contents indicate a volcanic arc signature. The initial Nd isotope composition is homogeneously ‘mildly depleted’, with εNd of +0.3 to +1.1, and the initial Sr isotope composition ‘mildly enriched’, with εSr of +8 to +15. Non‐cumulus rocks with small Eu and Sr anomalies can be used to deduce the composition of the parental magma. This LILE‐ and LREE‐enriched and HFSE‐depleted high‐alumina basalt magma, with Mg# of ca. 50–60 and Ca# of ca. 80, most likely formed by partial melting of mantle material, enriched by fluids in a subduction environment, at 1.9 Ga. The cumulate rocks apparently crystallized from a somewhat more evolved water‐rich magma with Mg# of ca. 40. Crystallization was followed by the development of late‐magmatic to post‐magmatic coronas between olivine and plagioclase in the presence of H2O‐rich fluids. The subduction‐related setting would make these intrusions Palaeoproterozoic counterparts of Alaskan‐type ultramafic intrusions, but they differ from those in being plagioclase enriched, possibly reflecting different levels of exposure. Copyright © 2012 John Wiley & Sons, Ltd. 相似文献
18.
A multiphase model is proposed to describe the mechanical behaviour of geomaterials reinforced by linear inclusions. This macroscopic approach considers the reinforced soil or rock mass as the superposition of continuous media. Equations of motion and constitutive laws of the model are first derived. Its implementation in a finite element computer code is then detailed. A modified implicit algorithm for elastoplastic problems is proposed. The model and its implementation are fully validated for rock‐bolted tunnels (comparison with scale model experiments) and piled raft foundations (comparison with the classical ‘hybrid method’). The Messeturm case history is finally presented to assess the handiness of the approach for real structures. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
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20.
Polyphase metamorphic paragneisses from the drill core of the continental deep drilling project (KTB; NW Bohemian Massif) are characterized by peak pressures of about 8 kbar (medium‐P metamorphism) followed by strain accumulation at T >650 °C, initially by dislocation creep and subsequently by diffusion creep. U–Pb monazite ages and Rb–Sr whole‐rock data vary in the dm‐scale, indicating Ordovician and Mid‐Devonian metamorphic events. Such age variations are closely interconnected with dm‐scale domainal variations of microfabrics that indicate different predominant deformation mechanisms. U–Pb monazite age variations dependent on microfabric domains exceed grain‐size‐dependent age variations. In ‘mylonitic domains’ recording high magnitudes of plastic strain, dislocation creep and minor static annealing, monazite yields concordant and near concordant Lower Ordovician U–Pb ages, and the Rb–Sr whole‐rock system shows isotopic disequilibrium at an mm‐scale. In ‘mineral growth/mobilisate domains’, in which diffusive mass transfer was a major strain‐producing mechanism promoting diffusion creep of quartz and feldspar, and in which static recrystallization (annealing) reduced the internal free energy of the strained mineral aggregates, concordant U–Pb ages are Mid‐Devonian. Locally, in such domains, Rb–Sr dates among mm3‐sized whole‐rock slabs reflect post‐Ordovician resetting. In ‘transitional domains’, the U–Pb‐ages are discordant. We conclude that medium‐P metamorphism occurred at 484±2 Ma, and a second metamorphic event at 380–370 Ma (Mid‐Devonian) caused progressive strain in the rocks. Dislocation creep at high rates, even at high temperatures, does not reset the Rb–Sr whole‐rock system, while diffusion creep at low rates and stresses (i.e. low ε/Deff ratios), static annealing and the presence of intergranular fluids locally assist resetting. At temperatures above 650 °C, diffusive Pb loss did not reset Ordovician U–Pb monazite ages, and in domains of overall high imposed strain rates and stresses, resetting was not assisted by dynamic recrystallization/crystal plasticity. However, during diffusion creep at low rates, Pb loss by dissolution and precipitation (‘recrystallization’) of monazite produces discordance and Devonian‐concordant U–Pb monazite ages. Hence, resetting of these isotope systems reflects neither changes of temperature nor, directly, the presence or absence of strain. 相似文献