column foot

column foot的基本解释

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塔基[脚]

与column foot相关的网络例句 [注：此内容来源于网络，仅供参考]

Below Zhou foot = 23.1cm; Qin foot = 23.1cm; Han foot = 23.1cm; Han foot = 23cm, 23.8cm; San Guowei foot = 23.8cm, 24.3cm; Western Jin-foot = 23.1cm, 24.3cm; Eastern foot = 24.5 cm; Song foot = 24.7cm, 25.8cm; South beam scale = 24.5-24.9cm; Wei foot = 28.0cm, 30.9cm; Sui foot = 29.6cm; Tang foot = 29.97cm, 30.2cm, 30.7cm; Five feet = 23.7cm; Song wooden foot = 32.9cm;, Song of copper foot = 31.4cm, 31.6cm; per foot = 30.7cm, 31.68cm; Ming quantities foot = 32.6cm, clear wood foot = 31.1cm, 31.78cm, Ming Observatory Copper feet = 24.525cm, Ming precept feet = 34.1cm; clear wood to create a foot = 31.1cm, 32cm, clear precept feet = 35cm, 35.2cm.

下同 周尺=23.1cm；秦尺=23.1cm；西汉尺=23.1cm；东汉尺=23cm、23.8cm；三国魏尺=23.8cm、24.3cm；西晋尺=23.1cm、24.3cm；东晋尺=24.5cm；南宋尺=24.7cm、25.8cm；南梁尺=24.5-24.9cm；北魏尺=28.0cm、30.9cm；隋尺=29.6cm；唐尺=29.97cm、30.2cm、30.7cm；五代尺=23.7cm；宋代木尺=32.9cm；、宋代铜尺=31.4cm、31.6cm；元尺=30.7cm、31.68cm；明代量地尺=32.6cm，明木工尺=31.1cm、31.78cm，明天文台铜尺=24.525cm，明裁衣尺=34.1cm；清木工营造尺=31.1cm、32cm，清裁衣尺=35cm、35.2cm。

Among them flowers and plants of head shape column (flowers and plants of column of Capitata), horse segment of a circle (flowers and plants of column of Fine Stem), Mineirao and CIAT1517 column flowers and plants (CIAT1517) belongs to phosphor small effect is not sensitive model; heat grinds 2 column flowers and plants (Reyan2), heat grinds 5 column flowers and plants (Reyan5), flowers and plants of column having a check mark (flowers and plants of column of Verano), bush and TPRC2001-2 column flowers and plants (TPRC2001-2) performance is not steady.

其中头状柱花草、马弓形柱花草、Mineirao柱花草和CIAT1517柱花草(CIAT1517)属于磷低效不敏感型；热研2号柱花草(Reyan2)、热研5号柱花草(Reyan5)、GC1581柱花草(GC1581)和TPRC2001-1柱花草(TPRC2001-1)属于磷高效敏感型；西卡柱花草属于磷高效不敏感型，有钩柱花草、灌木柱花草和TPRC2001-2柱花草(TPRC2001-2)表现不稳定。

The main research contents are as follows:1. Through massive calculation, analysis and comparison, sum up the similarities and differences between the special-shaped cross sections and rectangular cross sections in mechanical features, between reinforced concrete special-shaped columns and rectangular columns in load-bearing capacity, ductility performance and provide necessary basic concepts and data for further understanding the characteristics of the special-shaped columns;2. Through massive elastic calculations and elasto-plastic analysis, under the preconditions of satisfying the code's requirements for axial compression ratio, limit value of lateral displacement and load-bearing capacity of normal section,oblique section and beam-column joint, under circumstances of different intensity of earthquake, structure dead weight, sort of site and column grid bay dimension, the variation regularity of maximum suitable height of structure, and thus sum up the maximum suitable height of structure for code for the purpose of macro-control while deciding the design scheme;3. Make a preliminary study on the stress feature of reinforced concrete special-shaped column and Z-shaped column of which the ratio of limb length to limb thickness is between 4~5 ,and the preliminary design method is suggested;4. Through elato-plastic time history dynamic analysis of typical projects, check up the weak storey of the special-shaped column structure and yielding, breaking and collapse mechanism to satisfy the earthquake resistant requirement to buildings of remaining stand under strong earthquake;5. Derive for project use simplified calculation formula of vibration period, suitable vibration period, suitable rigidity of special-shaped column structure through theoretical analysis, and provide an easy and practical method for deciding the structure scheme economically, safely and reasonably;6. Based on the study achievements in theory and massive analysis and calculations of this paper, sum up the regularities of inner force, deformation of special-shaped column structure and seismic conceptual design, and thus the suggection of seismic design of special-shaped column structures is presented.

本文研究的主要内容如下：通过大量的计算、分析和对比，总结出异形截面与矩形截面在力学特性、钢筋混凝土异形截面柱与矩形截面柱在承载能力、延性性能等方面的异同，为深入了解异形截面柱的特点提供必要的基本概念和数据；通过大量的弹性及弹塑性计算分析，在满足规程对轴压比、侧移限值及正截面、斜截面、节点承载力抗震验算要求的前提下，在不同抗震设防烈度、结构自重、场地类别及柱网开间尺寸情况下最大适宜高度的变化规律，并在此基础上总结归纳出异形柱结构的最大适用高度规定，可用于规程，以便于在确定方案时起到宏观控制的作用；对肢长与肢厚比在4～5的钢筋混凝土异形截面柱及Z形柱的受力特点进行初步探讨，提出初步的设计方法；通过对典型工程的弹塑性动力时程分析，检验异形柱结构的薄弱层及屈服、破坏、倒塌机制，以达到建筑物大震不倒的抗震设防要求；通过理论分析，推导出异形柱结构自振周期，以及适宜自振周期、适宜刚度的工程实用简化计算公式，为经济、安全、合理地确定结构方案提供简便实用的方法；在本文理论分析、计算以及大量的研究成果基础上，总结归纳出异形柱结构内力、变形的规律及抗震概念设计内容，并在此基础上提出异形柱结构的抗震设计建议。

与column foot相关的网络解释 [注：此内容来源于网络，仅供参考]

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hypostyle column：檐柱 eave column 金柱

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column footing：柱底脚

column foot | 塔基 | column footing | 柱底脚 | column formula | 柱公式