本文選題：太和殿 + 一層斗拱　； 參考：《土木工程學(xué)報》2016年10期

【摘要】：故宮太和殿斗拱含溜金做法,是明清斗拱的最高形制。為更好地保護古建筑,以故宮太和殿一層平身科、柱頭科、角科斗拱為對象,采取靜力試驗方法,研究了明清溜金斗拱的水平抗震性能�；谏鲜龆饭暗膶嶋H尺寸,制作了1∶2縮尺比例模型,含不同類型斗拱各1座。分別考慮荷載從橫向、縱向作用于各斗拱,開展了低周反復(fù)加載試驗。基于試驗數(shù)據(jù),獲得了各斗拱的力-水平側(cè)移(F_(-u))滯回曲線及骨架曲線,并在此基礎(chǔ)上對比研究了各斗拱的延性系數(shù)、耗能性能、剛度退化等抗震參數(shù),提出了斗拱水平剛度簡化計算模型。結(jié)果表明:太和殿一層斗拱在水平荷載作用下具有較明顯的滑移特性和較差的恢復(fù)力。斗拱在不同加載方向上的受力狀態(tài)不同。隨著u值增大,F值表現(xiàn)為先增大、后減小,最后趨于穩(wěn)定的過程。對于不同斗拱而言,各斗拱極限承載力F_m大小順序為:F_m(角科)F_m(柱頭科橫向)F_m(平身科橫向)F_m(平身科縱向)F_m(柱頭科縱向);延性系數(shù)μ大小順序為:μ(柱頭科縱向)μ(平身科縱向)μ(柱頭科橫向)μ(角科)μ(平身科橫向);耗能能力S大小順序為:S(平身科縱向)S(柱頭科橫向)S(角科)S(平身科橫向)S(柱頭科縱向)。與其他2種斗拱相比,角科斗拱的水平剛度退化不明顯。太和殿一層斗拱的水平剛度值簡化計算模型可用3線段表示,各階段的水平剛度值依次減小。
[Abstract]:The Imperial Palace Taihe Temple arch contains gold, is the highest shape of the Ming and Qing dynasties. In order to better protect the ancient buildings, the horizontal aseismic behavior of the golden arch in the Ming and Qing dynasties was studied by using the static test method, taking the horizontal arch of the first floor of the Taihe Temple of The Imperial Palace, the family of column head and the family of angle as the object. Based on the actual size of the above bucket arch, a 1:2 scale model is made, which includes 1 bucket arch of different types. The low-cycle repeated loading tests were carried out considering the transverse and longitudinal loads acting on each bucket arch respectively. Based on the experimental data, the hysteretic curve and skeleton curve of each bucket arch are obtained, and the seismic parameters such as ductility coefficient, energy dissipation performance, stiffness degradation and so on are compared and studied. A simplified calculation model for horizontal stiffness of bucket arch is proposed. The results show that the first layer bucket arch of Taihe Temple has obvious slip characteristics and poor restoring force under horizontal load. The stress state of bucket arch is different in different loading direction. With the increase of u value, F value increases first, then decreases, and finally tends to be stable. For different bucket arches, The order of Fm size of the ultimate bearing capacity of each bucket arch is: 1 Ffm (Vertical Section) 渭 (Lateral Placematology) 渭 (LT) 渭 (LT) 渭 (Lateral) 渭 (Lateral) 渭 (Lateral) 渭 (Lateral) u (Lateral) 渭 (Lateral) 渭 (Lateral) 渭 (Lateral) u (Lateral) 渭 (Lateral) ) 渭 (Corydae) 渭 (Phelophyllaceae), the order of energy dissipation capacity S is: 1 S (Vertical Sus of Plantaceae). Compared with the other two kinds of bucket arch, the horizontal stiffness degradation of the corner arch is not obvious. The simplified calculation model of the horizontal stiffness of the first layer bucket arch of the Taihe Temple can be expressed by three line segments, and the horizontal stiffness value of each stage decreases in turn.
【作者單位】： 北京交通大學(xué);故宮博物院;東南大學(xué)城市與建筑遺產(chǎn)保護教育部重點實驗室;北京工業(yè)大學(xué)工程抗震與結(jié)構(gòu)診治北京市重點實驗室;
【基金】：國家自然科學(xué)基金優(yōu)秀青年項目(51422801);國家自然科學(xué)基金面上項目(51178028) 北京自然科學(xué)基金重點項目(8151003) 東南大學(xué)城市與建筑遺產(chǎn)保護教育部重點實驗室開放課題(KUAL1605A)
【分類號】：TU366.2;TU352.11

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