弦支穹頂?shù)膹椝苄钥拐鹦阅苎芯?/H1>
發(fā)布時(shí)間：2018-05-02 23:34
本文選題：弦支穹頂 + 彈塑性地震響應(yīng)�。� 參考：《浙江大學(xué)》2013年博士論文
【摘要】：弦支穹頂是一種性能優(yōu)越的新型大跨度空間結(jié)構(gòu)體系,本文對(duì)此類結(jié)構(gòu)在中震和大震作用下的彈塑性響應(yīng)特點(diǎn)及其抗震設(shè)計(jì)問題進(jìn)行了研究,主要工作包括以下四個(gè)方面： (1)對(duì)人工地震波的強(qiáng)度指標(biāo)進(jìn)行了研究。發(fā)現(xiàn)對(duì)于由同一反應(yīng)譜生成的不同人工波,當(dāng)按單一強(qiáng)度指標(biāo)進(jìn)行調(diào)整后會(huì)使得結(jié)構(gòu)地震響應(yīng)出現(xiàn)不可忽視的差異,而且這種差異對(duì)于結(jié)構(gòu)自振周期或人工波持時(shí)長(zhǎng)短較為敏感。本文提出了一種基于反應(yīng)譜指標(biāo)的改進(jìn)強(qiáng)度指標(biāo)。采用該改進(jìn)指標(biāo)對(duì)人工波進(jìn)行調(diào)幅,發(fā)現(xiàn)在不同地震波下的結(jié)構(gòu)響應(yīng)差異明顯減小,且差異程度也不因結(jié)構(gòu)自振周期的不同而有較大的波動(dòng)。此外,結(jié)構(gòu)的地震響應(yīng)也不會(huì)因?yàn)槿斯げǔ謺r(shí)取值的長(zhǎng)短而產(chǎn)生較大差異。 (2)對(duì)弦支穹頂彈塑性分析的精細(xì)化建模問題開展了研究�？疾炝藞A鋼管桿件單元?jiǎng)澐值挠行?發(fā)現(xiàn)當(dāng)桿件劃分為4個(gè)三節(jié)點(diǎn)Timshenko梁?jiǎn)卧叶瞬颗c中部單元長(zhǎng)度比值為1：4時(shí),可以有效地模擬桿件在復(fù)雜壓彎狀態(tài)下的彈塑性屈曲反應(yīng)。分析了桿件初彎曲對(duì)弦支穹頂彈塑性響應(yīng)及極限承載能力的影響,發(fā)現(xiàn)當(dāng)?shù)卣饎?dòng)強(qiáng)度較大時(shí),結(jié)構(gòu)的位移響應(yīng)會(huì)隨著桿件初彎曲的形狀、方向和幅值的變化產(chǎn)生較大差異。此外,還提出了一種能較準(zhǔn)確定位結(jié)構(gòu)動(dòng)力失穩(wěn)臨界點(diǎn)的位移響應(yīng)差法。 (3)借助24個(gè)算例,系統(tǒng)地分析了初始預(yù)張力、下部結(jié)構(gòu)剛度和對(duì)稱性、支座連接條件、網(wǎng)殼矢跨比以及桿件截面驗(yàn)算標(biāo)準(zhǔn)等因素對(duì)中震和大震下弦支穹頂結(jié)構(gòu)的動(dòng)力響應(yīng)特性的影響。研究表明,中震和大震作用下上部網(wǎng)殼的塑性桿件主要出現(xiàn)在跨中而不在臨支座區(qū)域；下部結(jié)構(gòu)的對(duì)稱性和網(wǎng)殼矢跨比對(duì)結(jié)構(gòu)的彈塑性響應(yīng)最為敏感。提出了 個(gè)極限承載力剩余率指標(biāo)用以定量評(píng)價(jià)弦支穹頂?shù)恼鸷笃茐某潭?并發(fā)現(xiàn)7度大震作用下結(jié)構(gòu)的極限承載力剩余率依然很高,但是8度時(shí)明顯降低。進(jìn)一步根據(jù)24個(gè)算例的結(jié)構(gòu)極限承載力剩余率分析,建議7度時(shí)弦支穹頂?shù)臈U件截面可采用小震彈性設(shè)計(jì),8度時(shí)則采用中震彈性設(shè)計(jì)。 (4)對(duì)中震和大震作用后弦支穹頂結(jié)構(gòu)的索力變化進(jìn)行了考察。研究表明,中震作用后,按7度小震彈性設(shè)計(jì)的結(jié)構(gòu)基本未出現(xiàn)索力變化,8度小震彈性設(shè)計(jì)的結(jié)構(gòu)索力變化基本在10%以內(nèi)。大震作用后,按7度小震彈性設(shè)計(jì)時(shí)結(jié)構(gòu)索力變化率基本在10%以內(nèi),而8度小震彈性設(shè)計(jì)時(shí)的結(jié)構(gòu)索力變化率多數(shù)在20%以上,有些還出現(xiàn)了完全損失的情況。當(dāng)采用中震彈性設(shè)計(jì)后,弦支穹頂?shù)乃髁ψ兓蕰?huì)明顯減小,多數(shù)模型在20%以內(nèi)。布索方式、下部結(jié)構(gòu)的對(duì)稱性以及網(wǎng)殼的矢跨比是影響結(jié)構(gòu)索力損失的主要因素。建議以索力損失率作為弦支穹頂結(jié)構(gòu)抗震性能化設(shè)計(jì)的參考指標(biāo)。
[Abstract]:Chord dome is a new type of large span spatial structure system with superior performance. This paper studies the elastoplastic response characteristics and seismic design of this kind of structures under the action of moderate and large earthquakes. The main work includes the following four aspects: 1) the intensity index of artificial seismic wave is studied. It is found that for different artificial waves generated by the same response spectrum, the seismic response of the structure can not be ignored when adjusted according to a single strength index. Moreover, the difference is sensitive to the period of natural vibration or the duration of artificial wave. In this paper, an improved strength index based on response spectrum index is proposed. Using the improved index to adjust the amplitude of artificial wave, it is found that the difference of structural response under different seismic waves is obviously reduced, and the difference degree does not fluctuate greatly because of the different natural vibration period of the structure. In addition, the seismic response of the structure does not vary greatly because of the duration of the artificial wave. 2) the fine modeling of elastic-plastic analysis of dome is studied. The validity of the element partition of circular steel tube members is investigated. It is found that when the members are divided into four three-node Timshenko beam elements and the ratio of the length of the end to the middle element is 1:4, the elastic-plastic buckling response of the members under complex compression and bending conditions can be effectively simulated. The influence of the initial bending of the bar on the elastoplastic response and ultimate bearing capacity of the dome is analyzed. It is found that the displacement response of the structure will vary with the shape, direction and amplitude of the initial bending of the bar when the local vibration intensity is large. In addition, a displacement response difference method is proposed, which can accurately locate the critical point of dynamic instability of structures. (3) with the aid of 24 examples, the initial pretension, stiffness and symmetry of the lower structure, and support connection conditions are systematically analyzed. The influence of factors such as the rise-span ratio of reticulated shell and the bar cross section checking standard on the dynamic response characteristics of the dome structure under moderate and large earthquakes. The results show that the plastic members of the upper latticed shell are mainly found in the middle span and not in the immediate support area under the action of moderate and large earthquakes, and the symmetry of the substructure and the elastic-plastic response of the latticed shell are the most sensitive. Put forward It is found that the residual ratio of ultimate bearing capacity of the structure is still very high under the action of 7 degrees earthquake, but it is obviously decreased at 8 degrees. According to the analysis of the residual rate of ultimate bearing capacity of 24 examples, it is suggested that the member section of the dome can be designed by small earthquake elastic design at 8 degrees and medium earthquake elastic design at 7 degrees. The variation of cable force of the dome structure after the action of moderate earthquake and strong earthquake was investigated. The results show that, after the action of moderate earthquake, the structure designed according to the small earthquake of 7 degrees has no change of cable force basically. The change of cable force of the elastic design of small earthquake of 8 degrees is less than 10%. After the large earthquake, the change rate of the structural cable force is within 10% in the elastic design of the small earthquake of 7 degrees, while the change rate of the structural cable force in the elastic design of the small earthquake of 8 degrees is more than 20%, some of them have been completely lost. The variation rate of cable force of the dome will be reduced obviously when the meso-seismic elastic design is adopted, and most of the models are less than 20%. The cable arrangement, the symmetry of the substructure and the rise-span ratio of the latticed shell are the main factors affecting the cable force loss of the structure. It is suggested that the loss rate of cable force be used as the reference index for seismic performance design of dome structures.
【學(xué)位授予單位】：浙江大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU352.11;TU399
【參考文獻(xiàn)】
相關(guān)期刊論文 前10條
1 楊樝;支旭東;范峰;沈世釗;;施威德勒網(wǎng)殼結(jié)構(gòu)的動(dòng)力強(qiáng)度破壞[J];東北大學(xué)學(xué)報(bào)(自然科學(xué)版);2007年01期
2 郝敏,謝禮立,徐龍軍;關(guān)于地震烈度物理標(biāo)準(zhǔn)研究的若干思考[J];地震學(xué)報(bào);2005年02期
3 陳志華;張立平;李陽(yáng);竇開亮;郭云;;弦支穹頂結(jié)構(gòu)實(shí)物動(dòng)力特性研究[J];工程力學(xué);2007年03期
4 夏擁軍;陸念力;;梁桿結(jié)構(gòu)二階效應(yīng)分析的一種新型梁?jiǎn)卧猍J];工程力學(xué);2007年07期
5 支旭東;范峰;沈世釗;;凱威特型單層球面網(wǎng)殼在強(qiáng)震下的失效研究[J];工程力學(xué);2008年09期
6 支旭東;范峰;沈世釗;;基于模糊綜合判定的網(wǎng)殼結(jié)構(gòu)強(qiáng)震失效模式研究[J];工程力學(xué);2010年01期
7 王鋼;韓明君;邱平;;矩形底面扁球面網(wǎng)殼的混沌與控制[J];蘭州理工大學(xué)學(xué)報(bào);2010年04期
8 史義博;支旭東;范峰;沈世釗;;單層球面網(wǎng)殼在強(qiáng)震作用下的損傷模型[J];哈爾濱工業(yè)大學(xué)學(xué)報(bào);2008年12期
9 楊樝;支旭東;范峰;沈世釗;;短程線網(wǎng)殼結(jié)構(gòu)強(qiáng)震作用下的動(dòng)力強(qiáng)度破壞[J];哈爾濱工業(yè)大學(xué)學(xué)報(bào);2008年12期
10 馮遠(yuǎn);夏循;王立維;廖理;石軍;馮曉鋒;馮中偉;;常州體育館會(huì)展中心結(jié)構(gòu)設(shè)計(jì)[J];建筑結(jié)構(gòu);2010年09期
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本文選題：弦支穹頂 + 彈塑性地震響應(yīng)�。� 參考：《浙江大學(xué)》2013年博士論文
【摘要】：弦支穹頂是一種性能優(yōu)越的新型大跨度空間結(jié)構(gòu)體系,本文對(duì)此類結(jié)構(gòu)在中震和大震作用下的彈塑性響應(yīng)特點(diǎn)及其抗震設(shè)計(jì)問題進(jìn)行了研究,主要工作包括以下四個(gè)方面： (1)對(duì)人工地震波的強(qiáng)度指標(biāo)進(jìn)行了研究。發(fā)現(xiàn)對(duì)于由同一反應(yīng)譜生成的不同人工波,當(dāng)按單一強(qiáng)度指標(biāo)進(jìn)行調(diào)整后會(huì)使得結(jié)構(gòu)地震響應(yīng)出現(xiàn)不可忽視的差異,而且這種差異對(duì)于結(jié)構(gòu)自振周期或人工波持時(shí)長(zhǎng)短較為敏感。本文提出了一種基于反應(yīng)譜指標(biāo)的改進(jìn)強(qiáng)度指標(biāo)。采用該改進(jìn)指標(biāo)對(duì)人工波進(jìn)行調(diào)幅,發(fā)現(xiàn)在不同地震波下的結(jié)構(gòu)響應(yīng)差異明顯減小,且差異程度也不因結(jié)構(gòu)自振周期的不同而有較大的波動(dòng)。此外,結(jié)構(gòu)的地震響應(yīng)也不會(huì)因?yàn)槿斯げǔ謺r(shí)取值的長(zhǎng)短而產(chǎn)生較大差異。 (2)對(duì)弦支穹頂彈塑性分析的精細(xì)化建模問題開展了研究�？疾炝藞A鋼管桿件單元?jiǎng)澐值挠行?發(fā)現(xiàn)當(dāng)桿件劃分為4個(gè)三節(jié)點(diǎn)Timshenko梁?jiǎn)卧叶瞬颗c中部單元長(zhǎng)度比值為1：4時(shí),可以有效地模擬桿件在復(fù)雜壓彎狀態(tài)下的彈塑性屈曲反應(yīng)。分析了桿件初彎曲對(duì)弦支穹頂彈塑性響應(yīng)及極限承載能力的影響,發(fā)現(xiàn)當(dāng)?shù)卣饎?dòng)強(qiáng)度較大時(shí),結(jié)構(gòu)的位移響應(yīng)會(huì)隨著桿件初彎曲的形狀、方向和幅值的變化產(chǎn)生較大差異。此外,還提出了一種能較準(zhǔn)確定位結(jié)構(gòu)動(dòng)力失穩(wěn)臨界點(diǎn)的位移響應(yīng)差法。 (3)借助24個(gè)算例,系統(tǒng)地分析了初始預(yù)張力、下部結(jié)構(gòu)剛度和對(duì)稱性、支座連接條件、網(wǎng)殼矢跨比以及桿件截面驗(yàn)算標(biāo)準(zhǔn)等因素對(duì)中震和大震下弦支穹頂結(jié)構(gòu)的動(dòng)力響應(yīng)特性的影響。研究表明,中震和大震作用下上部網(wǎng)殼的塑性桿件主要出現(xiàn)在跨中而不在臨支座區(qū)域；下部結(jié)構(gòu)的對(duì)稱性和網(wǎng)殼矢跨比對(duì)結(jié)構(gòu)的彈塑性響應(yīng)最為敏感。提出了 個(gè)極限承載力剩余率指標(biāo)用以定量評(píng)價(jià)弦支穹頂?shù)恼鸷笃茐某潭?并發(fā)現(xiàn)7度大震作用下結(jié)構(gòu)的極限承載力剩余率依然很高,但是8度時(shí)明顯降低。進(jìn)一步根據(jù)24個(gè)算例的結(jié)構(gòu)極限承載力剩余率分析,建議7度時(shí)弦支穹頂?shù)臈U件截面可采用小震彈性設(shè)計(jì),8度時(shí)則采用中震彈性設(shè)計(jì)。 (4)對(duì)中震和大震作用后弦支穹頂結(jié)構(gòu)的索力變化進(jìn)行了考察。研究表明,中震作用后,按7度小震彈性設(shè)計(jì)的結(jié)構(gòu)基本未出現(xiàn)索力變化,8度小震彈性設(shè)計(jì)的結(jié)構(gòu)索力變化基本在10%以內(nèi)。大震作用后,按7度小震彈性設(shè)計(jì)時(shí)結(jié)構(gòu)索力變化率基本在10%以內(nèi),而8度小震彈性設(shè)計(jì)時(shí)的結(jié)構(gòu)索力變化率多數(shù)在20%以上,有些還出現(xiàn)了完全損失的情況。當(dāng)采用中震彈性設(shè)計(jì)后,弦支穹頂?shù)乃髁ψ兓蕰?huì)明顯減小,多數(shù)模型在20%以內(nèi)。布索方式、下部結(jié)構(gòu)的對(duì)稱性以及網(wǎng)殼的矢跨比是影響結(jié)構(gòu)索力損失的主要因素。建議以索力損失率作為弦支穹頂結(jié)構(gòu)抗震性能化設(shè)計(jì)的參考指標(biāo)。
[Abstract]:Chord dome is a new type of large span spatial structure system with superior performance. This paper studies the elastoplastic response characteristics and seismic design of this kind of structures under the action of moderate and large earthquakes. The main work includes the following four aspects: 1) the intensity index of artificial seismic wave is studied. It is found that for different artificial waves generated by the same response spectrum, the seismic response of the structure can not be ignored when adjusted according to a single strength index. Moreover, the difference is sensitive to the period of natural vibration or the duration of artificial wave. In this paper, an improved strength index based on response spectrum index is proposed. Using the improved index to adjust the amplitude of artificial wave, it is found that the difference of structural response under different seismic waves is obviously reduced, and the difference degree does not fluctuate greatly because of the different natural vibration period of the structure. In addition, the seismic response of the structure does not vary greatly because of the duration of the artificial wave. 2) the fine modeling of elastic-plastic analysis of dome is studied. The validity of the element partition of circular steel tube members is investigated. It is found that when the members are divided into four three-node Timshenko beam elements and the ratio of the length of the end to the middle element is 1:4, the elastic-plastic buckling response of the members under complex compression and bending conditions can be effectively simulated. The influence of the initial bending of the bar on the elastoplastic response and ultimate bearing capacity of the dome is analyzed. It is found that the displacement response of the structure will vary with the shape, direction and amplitude of the initial bending of the bar when the local vibration intensity is large. In addition, a displacement response difference method is proposed, which can accurately locate the critical point of dynamic instability of structures. (3) with the aid of 24 examples, the initial pretension, stiffness and symmetry of the lower structure, and support connection conditions are systematically analyzed. The influence of factors such as the rise-span ratio of reticulated shell and the bar cross section checking standard on the dynamic response characteristics of the dome structure under moderate and large earthquakes. The results show that the plastic members of the upper latticed shell are mainly found in the middle span and not in the immediate support area under the action of moderate and large earthquakes, and the symmetry of the substructure and the elastic-plastic response of the latticed shell are the most sensitive. Put forward It is found that the residual ratio of ultimate bearing capacity of the structure is still very high under the action of 7 degrees earthquake, but it is obviously decreased at 8 degrees. According to the analysis of the residual rate of ultimate bearing capacity of 24 examples, it is suggested that the member section of the dome can be designed by small earthquake elastic design at 8 degrees and medium earthquake elastic design at 7 degrees. The variation of cable force of the dome structure after the action of moderate earthquake and strong earthquake was investigated. The results show that, after the action of moderate earthquake, the structure designed according to the small earthquake of 7 degrees has no change of cable force basically. The change of cable force of the elastic design of small earthquake of 8 degrees is less than 10%. After the large earthquake, the change rate of the structural cable force is within 10% in the elastic design of the small earthquake of 7 degrees, while the change rate of the structural cable force in the elastic design of the small earthquake of 8 degrees is more than 20%, some of them have been completely lost. The variation rate of cable force of the dome will be reduced obviously when the meso-seismic elastic design is adopted, and most of the models are less than 20%. The cable arrangement, the symmetry of the substructure and the rise-span ratio of the latticed shell are the main factors affecting the cable force loss of the structure. It is suggested that the loss rate of cable force be used as the reference index for seismic performance design of dome structures.
【學(xué)位授予單位】：浙江大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU352.11;TU399
【參考文獻(xiàn)】
相關(guān)期刊論文 前10條
1 楊樝;支旭東;范峰;沈世釗;;施威德勒網(wǎng)殼結(jié)構(gòu)的動(dòng)力強(qiáng)度破壞[J];東北大學(xué)學(xué)報(bào)(自然科學(xué)版);2007年01期
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10 馮遠(yuǎn);夏循;王立維;廖理;石軍;馮曉鋒;馮中偉;;常州體育館會(huì)展中心結(jié)構(gòu)設(shè)計(jì)[J];建筑結(jié)構(gòu);2010年09期
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