連續(xù)剛構(gòu)橋ansys模型的案例
85+150+85m 連續(xù)剛構(gòu)橋 ￥25
85+150+85m 連續(xù)剛構(gòu)橋
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基于midas的五跨連續(xù)剛構(gòu)橋計(jì)算書
基于midas的五跨連續(xù)剛構(gòu)橋計(jì)算書
1.設(shè)計(jì)荷載
1.1結(jié)構(gòu)自重
1.2二期恒載
梁體二期恒載按18.2KN/m2，懸臂部分按10 KN/m2。
1.3列車活載
采用中活載
計(jì)算跨度 Lφ= （19+24*3+23.47）*1.5/5＝26.95m。
動(dòng)力系數(shù)： 1+m=1+(4*（1-0.59）*（6/（30+34.341）)=1.153
1.4混凝土的收縮力
降溫15℃
1.5支點(diǎn)不均勻沉降
支點(diǎn)不均勻沉降差按±0.01m計(jì)，且每種工況都考慮了各支點(diǎn)沉降差的最不利組合。
1.6制動(dòng)力和搖擺力
橫向搖擺力取100KN，作為一個(gè)集中荷載取最不利位置，以水平方向垂直線路中心線作用于鋼軌頂面。
制動(dòng)力采用橋上所加豎向靜活載的7%，（5×220+92×30+（115.87-30-1.5*5)×80）×7%=709kN，兩線均加載，平均分配到兩個(gè)剛壁墩的線路中心處。
1.7離心力
離心力按《鐵路橋涵設(shè)計(jì)基本規(guī)范》計(jì)算，按移動(dòng)荷載追蹤器查的最不利位置加載，
1.7溫度力
升溫25℃/降溫25℃。
1.8風(fēng)力
風(fēng)力按《鐵路橋涵設(shè)計(jì)基本規(guī)范》計(jì)算，作用位置在軌頂以上2m。
2. 模型簡介
本橋為五跨連續(xù)剛構(gòu)體系，整體模型采用空間有限元程序MIDAS計(jì)算，按照上述規(guī)范及設(shè)計(jì)標(biāo)準(zhǔn)進(jìn)行加載，列車荷載采用中活載，整體模型如下圖：
3.荷載組合
荷載組合分一下幾種情況：(不均勻沉降組合考慮幾種墩臺(tái)組合中最不利的情況)。
1. 恒載：自重+二期恒載+混凝土收縮+支座沉降
2. 活載（雙線）：中活載（考慮沖擊系數(shù)）+橫向搖擺力+離心力
3. 主力組合：恒載+活載
4. 主力+縱向附加力：主力組合.+制動(dòng)力+溫度力
5.
展開 基于應(yīng)變監(jiān)測(cè)數(shù)據(jù)的大跨度連續(xù)剛構(gòu)橋的可靠性評(píng)估（一）( in English)
Author：Li Yinghua
Abstract
when to do bridge maintenance and which individual component of the bridges needing maintenance is a world problem at present, and the health monitoring system is considered to a very helpful tool for solving this problem. As the continuous monitoring over a long-term period can increase the reliability of the assessment, so, a large number of strain data acquired from the structural health monitoring system (SHMS) installed on a long-span prestressed concrete continuous rigid frame bridge is adopted in this paper. Firstly, a calculation method of point time-dependent reliability is proposed based on the basic reliability theory, and introduced how to calculate reliability of the bridge by using the stress data transformed from the strain data. Secondly, combined
展開 基于應(yīng)變監(jiān)測(cè)數(shù)據(jù)的大跨度連續(xù)剛構(gòu)橋的可靠性評(píng)估（三）( in English)
接上文：
4. The maintenance reliability threshold determination during bridge early operation stage
4.1 Example analysis
Take the data collected from the sensor named 2-3MID-2 embedded in the mid-span section base plate between 2# and 3# pier of the bridge for example, process the data according to the method suggested in Section 3.3, convert the data into stress data, and then do statistical analysis of the stress data and deal with the statistical data by Gauss distribution fitting, which can be seen in Fig. 5.
Fig. 5 Stress distribution statistics and Gaussian distribution fitting
Through the above statistics analysis of the converted data, the mean and standard deviation of the measured load effects probability distribution can be obtained for each time section, of which the
展開 
基于應(yīng)變監(jiān)測(cè)數(shù)據(jù)的大跨度連續(xù)剛構(gòu)橋的可靠性評(píng)估（二）( in English)
接上文：
However, Eq. (5) is mostly applied for building structures which mainly bear static loads, and the main factor that affects the strength of concrete in Eq. (5) is the durability of concrete. As for bridge structures, live load effects is also quite significant. In addition to the factor of durability, the material fatigue can also cause concrete strength decay, and its effect can not be ignored in practical engineering. J. L. Zhang et al (2004) tested the concrete strength of more than 10 old bridges located in the Central South and the South China regions by means of hammer, core samples drilled and ultrasonic wave methods, and 703 useful data were obtained, and modified Eq. (5) based on the obtained data, and suggested the formula for concrete bridges given by
In fact, Eq. (6)
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