連續剛構橋設計
關注創建者：匿名 創建時間：2026-01-05
連續剛構橋設計的實例教程
85+150+85m 連續剛構橋 ￥25
85+150+85m 連續剛構橋
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基于midas的五跨連續剛構橋計算書
1.設計荷載
1.1結構自重
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
計算跨度 Lφ= （19+24*3+23.47）*1.5/5＝26.95m。
動力系數： 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支點不均勻沉降
支點不均勻沉降差按±0.01m計，且每種工況都考慮了各支點沉降差的最不利組合。
1.6制動力和搖擺力
橫向搖擺力取100KN，作為一個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，平均分配到兩個剛壁墩的線路中心處。
1.7離心力
離心力按《鐵路橋涵設計基本規范》計算，按移動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風力
風力按《鐵路橋涵設計基本規范》計算，作用位置在軌頂以上2m。
2. 模型簡介
本橋為五跨連續剛構體系，整體模型采用空間有限元程序MIDAS計算，按照上述規范及設計標準進行加載，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）+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.+制動力+溫度力
5.
展開 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 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)
展開 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
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85+150+85m 連續剛構橋
?
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
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
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
成貴鐵路初步設計 落腳河大橋(68+128+68)m 連續剛構計算分析
目 錄
目 錄... I
1.概況... 2
1.1 計算依據、標準和規范... 2
1.2 計算理論和方法的選擇及說明... 3
1.3 計算軟件名稱及版本... 3
1.4 計算參數和計算荷載工況... 3
2.施工階段結構內力和強度分析... 5
2.1 結構內力... 5
2.2 混凝土應力..
基于midas的五跨連續剛構橋計算書
1.設計荷載
1.1結構自重
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
計算跨度 Lφ= （19+24*3+23.47）*1.5/5＝26.95m。
動力系數： 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℃
LS6工況下連續梁橋結構分析
4.2.9 計算結果分析
4.2.10 小結
4.3 鐵路鋼桁架橋的受力分析
4.3.1 單線鐵路簡支栓焊桁架橋結構設計
4.3.2 最不利荷載位置的確定
4.3.3 鋼桁架橋結構分析建模
4.3.4 LS1工況下鋼桁架橋結構分析
4.3.5 LS2工況下鋼桁架橋結構分析
4.3.6 計算結果分析
4.3.7 小結
4.4 公路連續剛構橋施工全過程仿真分析
4.4.1 連續剛構橋施工設計
