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排序方式: 共有229条查询结果,搜索用时 234 毫秒
1.
研究目的:大跨度钢管混凝土拱桥以其特有的自重轻、强度大、抗变形能力强、施工方便和外形美观等优点,被大量地的用于桥梁结构中。本文以一座在建360 m钢管混凝土拱桥为例,采用通用程序ANSYS建立该桥的空间有限元计算模型,分别对该桥进行裸拱状态和考虑拱上建筑共同作用状态下的特征值屈曲稳定性分析、考虑几何和材料双重非线性的极限承载力分析,并对计算结果进行比较分析,给出拱桥极限桥承载力计算的一般性方法。研究结论:(1)考虑拱上结构的特征值屈曲分析结果最小值为13.477,裸拱的特征值屈曲分析结果最小值为6.673,均大于规范要求的4~5,拱肋截面满足面内和面外的稳定性要求;(2)拱桥极限承载力计算结果最小值为2.252,表明在双重非线性及结构初始缺陷的影响下,主力工况下,全桥结构的安全系数为2.252,满足考虑结构的非线性影响弹塑性稳定安全系数不得小于2的要求,结构设计合理;(3)拱上墩柱等拱上结构对全桥的计算刚度有较大的贡献,但对全桥的极限承载力影响较小;(4)特征值屈曲分析结果是非保守的计算结果,在实际结构设计过程中,必须考虑双重非线性及初始缺陷等对结构极限承载力的影响。 相似文献
2.
A simple formulation for predicting the ultimate strength of ships 总被引:11,自引:0,他引:11
The aim of this study is to derive a simple analytical formula for predicting the ultimate collapse strength of a single- and double-hull ship under a vertical bending moment, and also to characterize the accuracy and applicability for earlier approximate formulations. It is known that a ship hull will reach the overall collapse state if both collapse of the compression flange and yielding of the tension flange occur. Side shells in the vicinity of the compression and the tension flanges will often fail also, but the material around the final neutral axis will remain in the elastic state. Based on this observation, a credible distribution of longitudinal stresses around the hull section at the overall collapse state is assumed, and an explicit analytical equation for calculating the hull ultimate strength is obtained. A comparison between the derived formula and existing expressions is made for largescale box girder models, a one-third-scale frigate hull model, and full-scale ship hulls.List of symbols
A
B
total sectional area of outer bottom
-
A
B
total sectional area of inner bottom
-
A
D
total sectional area of deck
-
A
S
half-sectional area of all sides (including longitudinal bulkheads and inner sides)
-
a
s
sectional area of a longitudinal stiffener with effective plating
-
b
breadth of plate between longitudinal stiffeners
-
D
hull depth
-
D
B
height of double bottom
-
E
Young's modulus
-
g
neutral axis position above the base line in the sagging condition or below the deck in the hogging condition
-
H
depth of hull section in linear elastic state
-
I
s
moment of inertia of a longitudinal stiffener with effective plating
-
l
length of a longitudinal stiffener between transverse beams
-
M
E
elastic bending moment
-
M
p
fully plastic bending moment of hull section
-
M
u
ultimate bending moment capacity of hull section
-
M
uh
,M
us
ultimate bending moment in hogging or sagging conditions
-
r
radius of gyration of a longitudinal stiffener with effective plating [=(I
s
/a
s
)1/2]
-
t
plate thickness
-
Z
elastic section modulus at the compression flange
-
Z
B
,Z
D
elastic section modulus at bottom or deck
-
slenderness ratio of plate between stiffeners [= (b/t)(y/E)1/2]
-
slenderness ratio of a longitudinal stiffener with effective plating [=(l/r)(y/E)1/2]
-
y
yield strength of the material
-
yB
,
yB
,
yD
yield strength of outer bottom, inner bottom
-
yS
deck, or side
-
u
ultimate buckling strength of the compression flange
-
uB
,
uB
,
uD
ultimate buckling strength of outer bottom
-
uS
inner bottom, deck, or side 相似文献
3.
Unburied subsea pipelines under high-temperature conditions tend to relieve their axial compressive stress by forming localised lateral buckles. This phenomenon is traditionally studied under the assumption of a specific lateral deflection profile (mode) consisting of a fixed number of lobes. We study lateral thermal buckling as a genuinely localised buckling phenomenon by applying homoclinic (‘flat’) boundary conditions. By not having to assume a particular buckling mode we are in a position to study transitions between these traditional modes in typical loading sequences. For the lateral resistance we take a realistic nonlinear pipe-soil interaction model for partially embedded pipelines. We find that for soils with appreciable breakout resistance, i.e., nonmonotonicity of the lateral resistance characteristic, sudden jumps between modes may occur. We consider both symmetric and antisymmetric solutions. The latter turn out to require much higher temperature differences between pipe and environment for the jumps to be induced. We carry out a parameter study on the effect of various pipe-soil interaction parameters on this mode jumping. Away from the jumps post-buckling solutions are reasonably well described by the traditional modes whose analytical expressions may be used during preliminary design. 相似文献
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卷管法是海底管道铺设中的一种重要方法,由于其铺设过程涉及很多装备,因而管道的受力过程复杂。管道的上卷过程会使管道发生塑性变形并引起残余曲率,上卷过程造成的变形需要在退卷过程中进行校直,这个过程中的缠绕和校直引起的塑性变形,对管线造成的损伤不可忽视。首先介绍卷管式铺管法的铺设原理,然后利用有限元分析软件ABAQUS模拟管道上卷和退卷的动态过程,最后研究卷管铺设上卷和退卷过程中管道的轴向应变历史和应力应变关系以及管道弯曲曲率、截面椭圆率变化历史。结果表明,管道在经过卷筒、校准器、校直器时产生很大的弯曲曲率和截面椭圆率。 相似文献
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