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m跨
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  m-span
     TESTING TECHNOLOGY ON THE EXPERIMENT OF AN 18M-SPAN W666 METAL CORRUGATED ARCH ROOF
     18M跨W666金属拱型波纹屋顶试验中的测试技术
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     Winter construction of prestressed concrete roof truss with 27 m-span
     27m跨预应力混凝土屋架冬期施工
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     Unloading Construction Technique for 90 m-Span Steel Pipe Trussed Roof
     90m跨钢管桁架屋盖卸载施工技术
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     Constructional Technology for 35m-Span Steel-Concrete Composite Slabs of Fujian Assembly Hall
     福建会堂35m跨钢-混凝土组合楼盖施工技术
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     ABSTRACT The 306m -span hangar of Capital Airport is one of the largest hangar in the world, which span is (153+153) m.
     首都机场306m跨飞机库是世界上规模最大的机库,跨度(153+153)m.
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     Application of ZQL32/64 Bridge Building Machine in Box Simple Supported Beam with Tilt Span of 64m
     ZQL32/64架桥机在斜交64m跨箱型简支梁中的应用
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     Design and research of a truss string structure with a long span of 126.6m
     126.6m跨张弦桁架结构的设计与研究
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     Construction technique of gate shaped prestressed and reinforced concrete frame(MJ) with 39m span
     39m跨预应力砼门式刚架(MJ)施工技术
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     Construction Technology of Two 372 Meters Span Inclined Arches
     372m跨斜双拱施工技术
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     Construction Technology of 71 Meters Span Overhanging Steel Box Girder
     71m跨悬挑钢箱梁施工技术
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     Transboundary Writing
     界书写
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     Cross-Cultural Comparative Research
     文化研究
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     Literature Retrieval on Multiple Bata Banks with XML Techmology System
     XML技术的数据库文献检索
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This paper presents the test results of the crack widths of 33 unbonded partially prestressed concrete beams with rectangular cross-sections and linear prestressed reinforcement as well as 2 unbonded partially prestressed concrete beams with T-shaped cross-sections and curved prestressed reinforcement. Test results show that th'e additional nonprestressed reinforcement significantly affects the crack widths of unbonded partially prestressed concrete beams. This paper also studied the main factors that affect...

This paper presents the test results of the crack widths of 33 unbonded partially prestressed concrete beams with rectangular cross-sections and linear prestressed reinforcement as well as 2 unbonded partially prestressed concrete beams with T-shaped cross-sections and curved prestressed reinforcement. Test results show that th'e additional nonprestressed reinforcement significantly affects the crack widths of unbonded partially prestressed concrete beams. This paper also studied the main factors that affect the crack widths of unbonded partially prestressfed concrete beams. As the prestressed steel can move freely in the unbonded prestresed concrete beams, the prestressing force can be considered as an eccentric co-mpressive loading acting on the cross-section in calculating the crack width. Therefore the crack width of unbonded partially prestressedconcrete beams can be calculated using the formulas propos- ed for ordinary reinforced concrete members in which the stress of additional nonprestresscd steel under the combined action of pre-stressingforce and characteristic moment is integrated. The crack widths calculated by this proposed method agree well with the test results of the 33 beams and these given in Ref. [2]. The calculated maximum values of crack widths for the tested T beams with a span of 6m are somewhat greater than the test values, the latter being rather conservative in practical design. Finally the allowable maximum crack width was also discussed in the paper.

本文报告了33根矩形截面直线配筋和2根T形截面配置曲线预应力筋的无粘结部分预应力砼梁的裂缝宽度的试验研究成果。试验表明,在无粘结预应力砼梁中配置普通有粘结筋对梁在开裂后的裂缝分布有重要影响。本文分析了影响裂缝宽度的主要因素,根据预应力筋与周围砼无粘结而可互相滑动的特点,提出了将预应力筋对砼的预压力作为截面上的纵向压力,求解与弯矩共同作用下普通有粘结筋的应力(?),而后引用普通钢筋砼构件裂缝宽度的公式计算普通钢筋(?)水平处的裂缝宽度和近似计算预应力筋(?)。水平处的裂缝宽度。用本文33根矩形截面梁的裂缝宽度试验数据及文献[2]的数据对所建议的计算方法进行了校核,符合程度较好。此外用本文报告的2根6m跨长配置曲线预应力筋的无粘结部分预应力砼T形梁进行了补充验证,得出最大裂缝宽度的计算值略大于试验值而偏于保守。最后对最大裂缝宽度允许作了讨论。

This paper introduces the analytical results of dynamic test and finite element calculation of an industrial building with 36m span saw-tooth conoidal shell roof. Vibrations in the test were excited by machine harmonic excitation, shock excitation and pulsation. Natural frequences, vibration modes and damping ratio were thus obtained. The dynamic behavior and seismic response property of the structure were acquired through a large amount of calculations by use of the finite element method and computer programs....

This paper introduces the analytical results of dynamic test and finite element calculation of an industrial building with 36m span saw-tooth conoidal shell roof. Vibrations in the test were excited by machine harmonic excitation, shock excitation and pulsation. Natural frequences, vibration modes and damping ratio were thus obtained. The dynamic behavior and seismic response property of the structure were acquired through a large amount of calculations by use of the finite element method and computer programs. Both the test and calculation showed that: the calculated natural frequences and modes agree well with those of the test;vertical modes are predominant in the seismic response; usually the first ten modes are needed for mode combination. This structure possesses good earthquake resistance in regions with seismic intensity 8. The test and research provide experience and grounds to spread and improve such kind of structures.

本文介绍36m跨锯齿形锥壳屋盖厂房的动力实测和有限元方法计算其地震效应的分析结果。实测中采用了激振、冲击和脉动等方法,获得了该结构的自振频率、振型和阻尼。用有限元方法和程序进行了大量分析计算,探求到其动力特性和地震效应的特点。实测和计算均表明:计算的自振频率和振型与实测值符合;地震效应以垂直振型为主;一般应取前10个振型进行振型组合。试验研究结果表明该结构具有良好的抗震性能,在8度地震区使用是安全的。这一研究为推广和改进这类结构提供了实践和依据,

Several methods of reinforcing weld seam for steel truss adopted by original soviet-union are intro-duced in the paper. On the basis of this, an improved method of reinforcing weld seam in which a largejoint plate is added has been proposed and applied to reinforcing weld seam of 36m long span steeltruss under full loads. A calculating formula of common action of new and old weld seam after mendingand calculating examples for mended weld seam and reinforced joint paper.

本文介绍原苏联采用过的几种荷载作用下钢结构焊缝的加固方法。在此基础上加以改进,采用附加整块节点板补焊方案,并实用于满负荷作用下36m跨钢屋架焊缝的加固。本文对补焊后新、老焊缝共同工作提供了计算公式,对补焊焊缝、加固节点板等均有计算实例,且提出加固时操作注意事项。

 
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