- 摘 要
-
(1 浙江省建筑設(shè)計研究院, 杭州 310006; 2 浙江高信建筑設(shè)計事務(wù)所有限公司, 杭州 310006)
摘要: 天盛中心位于臺州市,抗震設(shè)防烈度較低而風(fēng)荷載較大,其中 1#塔樓結(jié)構(gòu)屋面高度為 298. 40m,屬于復(fù)雜超限高層建筑結(jié)構(gòu),設(shè)計按照抗震設(shè)防烈度 6 度考慮,并按照安評報告和抗震規(guī)范包絡(luò)復(fù)核小震承載力。 考慮核心筒兩個方向?qū)挾炔煌?僅在 Y 向設(shè)置伸臂桁架,通過不同加強(qiáng)方案的比較,根據(jù)計算結(jié)果最終確定在上部 3 個避難層設(shè)置加強(qiáng)層。 加強(qiáng)層高 6. 0m,斜腹桿較長容易導(dǎo)致面外失穩(wěn),設(shè)計時將伸臂桁架的上下弦桿及斜腹桿截面“ I 字鋼”旋轉(zhuǎn) 90°形成“ H 字鋼” ,從而使強(qiáng)軸朝面外方向。 結(jié)構(gòu)設(shè)計時以風(fēng)荷載控制為主,風(fēng)荷載作用下對應(yīng)的基底剪力約為中震下基底剪力的 90%。 此外還采用有限元軟件進(jìn)行了大震彈塑性驗算,結(jié)果表明,大震作用下最大層間位移角為 1 / 225,少量剪力墻發(fā)生了受壓損傷,但損傷區(qū)域很小,連梁出現(xiàn)了較為明顯的受壓損傷,整體性能滿足大震作用下的各項性能要求。
關(guān)鍵詞: 超限高層結(jié)構(gòu); 方案比選; 加強(qiáng)層; 面外失穩(wěn); 彈塑性分析; 受壓損傷
中圖分類號:TU398. 7 文獻(xiàn)標(biāo)志碼:A 文章編號:1002-848X(2022)15-0014-06
DOI:10. 19701 / j. jzjg. ZIAD2221
Structural design of out-of-code high-rise buildings of Tiansheng Center Tower 1# in Taizhou
ZHOU Pinghuai1, YANG Xuelin1, HUANG Jian2, NI Lixue2
(1 Zhejiang Province Institute of Architectural Design and Research, Hangzhou 310006, China;2 Zhejiang Gaoxin Architectural Design Co. , Ltd. , Hangzhou 310006, China)
Abstract: Tiansheng Center is located in Taizhou, where with low seismic fortification intensity and high wind load. Tower1# is a complex out-of-code high-rise building with 298. 40m height. The design was based on the seismic fortificationintensity of 6 degree, and the small earthquake bearing capacity was enveloped and revived in accordance with the seismichazard report and the seismic code. The outrigger truss was set only in Y direction in account for the inconsistency of thewidth of the core tube in the two directions. Through the comparison of different strengthened schemes, according to thecalculation results,it’ s finally determined to install the strengthened stories on the upper 3 refuge floors. Because of the6m-height, the long oblique web members were easily to loss the out-of-plane stability, the chords and oblique webs of theoutrigger truss were layed with H-shape section rotating from I-shape, therefore the strong axis corresponding to theout-of-plane. The structure design was mainly controlled by wind load, and the corresponding base shear force under theaction of wind load is about 90% of the base shear force under the moderate earthquake. Otherwise, the finite elementsoftwares were used to carry out the elasto-plastic analysis under the rare earthquake. The results show that the maximumdrift angle under the rare earthquake is 1 / 225. A small number of shear walls suffered compression damage, but thedamage area is very small, the coupling beam appeared obvious compression damage, and the overall performance meetsthe performance requirements under the action of rare earthquakes.
Keywords:out-of-code high-rise structure; scheme comparison; strengthened story; out-of-plane instability; elasto-plasticanalysis; compression damage
∗浙江省建設(shè)科研和推廣項目“復(fù)雜超限高層建筑結(jié)構(gòu)抗震設(shè)計研究” (浙財建[2012]380 號) 。
第一作者:周平槐,碩士,正高級工程師,一級注冊結(jié)構(gòu)工程師,主要從事復(fù)雜建筑結(jié)構(gòu)分析設(shè)計工作,Email:anji18@ 126. com。
[引用本文] 周平槐,楊學(xué)林,黃劍,等. 臺州天盛中心 1#樓超限高層結(jié)構(gòu)設(shè)計 [ J] . 建筑結(jié)構(gòu),2022,52 ( 15) :14-19. ZHOU Pinghuai, YANG Xuelin, HUANG Jian, et al. Structural design of out-of-code high-rise buildings ofTiansheng Center Tower 1# in Taizhou[ J] . Building Structure,2022,52(15) :14-19.
- 下載地址
-
