1) unanchored zone
非锚固区段
1.
Based on the equilibrium of static forces and coordination of deformations,with considering the effects of bond strength variation and crack width development at different stress stage of reinforcement in tension cracks,the average stress strain relationship of unanchored zone of RC structure under bond and slip action has been derived.
根据静力平衡和变形协调,针对受拉裂缝处钢筋的不同应力阶段分别考虑粘结强度变化和裂缝宽度发展的影响,推导了钢筋混凝土结构非锚固区段在粘结滑移作用下的平均应力—应变关系。
2) embedded segment
(非)锚固段
3) anchored zones
锚固区段
1.
Modified constitutional relation of reinforcement for RC anchored zones considering bond and slip
考虑粘结滑移的RC锚固区段修正钢筋本构关系
4) the cable tower anchorage zone
索塔锚固区段
1.
Based on ChaHe bridge of DeZhou, ShanDon, the stress of the cable tower anchorage zone of cable-stayed bridge is studied in detail.
本文以山东德州岔河大桥为依托,对斜拉桥索塔锚固区段进行了分析研究。
5) anchorage zone
锚固段
1.
Directing toward the flow design of cantilever anti-slide piles,the thesis which is based on foundation coefficient method and finite element method mainly analyzes service behavior influences by changing several design parameters,such as cross-section type,cross-section size,range interval,strength of rock mass in anchorage zone,bedded length,and so on.
针对当前悬臂式抗滑桩设计计算的流程,结合地基系数法和有限单元法,以改变设计参数为研究手段,重点分析了桩截面类型、桩截面几何尺寸、桩间距、锚固段岩土体强度和嵌入深度对悬臂式抗滑桩工作性能的影响。
2.
The writers analyze and determine the span of KH in anchorage zone according to the strength theory of rock mechanics and text results of rock samples.
作者结合岩石力学试验和岩石强度理论对抗滑桩岩质锚固段的地基侧向抗力系数KH进行分析,并根据一定的变形观测和位移反分析法来为KH的取值作一些探讨和研究。
6) anchoring section
锚固段
1.
The shear stress of prestressed anchor cable is unevenly distributed along anchoring section, and there are several different methods in the research on the unevenness, but the curves of the shear stress distribution by these methods are not always the same.
预应力锚索锚固段周边剪应力分布是不均匀的,对其不均匀性的研究存在多种不同的方法,但不同的方法分析出的剪应力的分布形式却不尽相同。
2.
In order to calculate the reliability index and failure probability for the stability of rigid anti-sliding pile,performance function was set for the stability of soil body suffering pressure at the side of anchoring section of anti-sliding pile,and JC method was introduced to calculate the failure mode,obtaining reliability index and failure probability.
为了计算刚性抗滑桩稳定性可靠度指标及失效概率,首先建立了抗滑桩锚固段内桩侧土体受压稳定性的功能函数,然后引入验算点法(JC法)对失效模式进行计算,得出了可靠度指标和相应的失效概率。
3.
Distributing form and correspond data of shear stress τ and normal stress σ on the interface of wall rock and resin anchoring section is educed by ANSYS simulation,and shows that anchoring action occurs mostly at deep anchoring section,where under extrusion swell state.
通过ANSYS模拟出锚固段与围岩接触面上剪应力τ和正应力σ的分布曲线和相应数据,得出该锚杆的主要锚固作用发生在锚固段的深部;锚固段底部处于挤压膨胀状态,由库仑准则可知,接触面上正应力提高了锚固段围岩的抗剪强度。
补充资料：锚固
锚固
anchor
mO0gU锚固(a nchor)采用锚杆或锚索对边坡进行加固的作业。在边坡上钻孔穿过潜在滑面，插人锚杆或锚索，在锚固端注浆后对锚杆(索)预加拉应力，最后在坡面上锁紧锚头。其作用原理是借助锚固段砂浆与孔壁周围岩体的摩擦阻力，将锚杆(索)的应力传递到潜在滑动面以下的深部岩体中，增高滑体对滑面上的正应力，从而提高抗滑阻力，使锚杆(索)锚固端两端部之间形成压力锥体范围内的岩石被挤压，进而使潜在滑动面上下的岩石与锚杆(索)联成一个整体，形成一均匀挤压带，约束了岩体的变形和破坏，提高了坡体的稳定性。其作用原理见图l。 对于平面型滑坡锚杆(索)加固作用(图2)以公式表达: 加固前K，一昼塑竺决李型兰卫二 。。二n:‘”Gsin口 二.二。。_[Geosa+Psin(a+6)〕tan笋+CL 加固后K:二匕=共一舟井拱子拼井罕拱裂止二 ““目，“一’‘Gsinq一尸cos(口十6)式中分子表示抗滑力;分母表示滑动力;Kl、K:分别为加固前后边坡稳定性系数;G为滑坡体重量四为滑动面倾角;0为预应力锚杆(索)与水平面的夹角;尹为岩石的内摩擦角;C为岩石粘结力;L为条块滑面长度;尸为锚杆〔索)每沿米的预拉力。 预应力锚杆(索)主要适用于岩体整体性较好且具有确定的潜在滑动面的岩质边坡。笋 图1锚杆(索)作用原理示意图 王一压缩带;2一猫杆(索);3一未加固的表面岩石; 4一锚头;5一滑动面;6一锚固段 、尸少汀 G 图2锚固力尸的作用图
说明：补充资料仅用于学习参考，请勿用于其它任何用途。
参考词条