【摘要】：壓型鋼板—混凝土組合樓板和鋼筋桁架組合樓板雖已廣泛應用,但現(xiàn)場濕作業(yè)工作量較大,無法實現(xiàn)建筑裝配化施工,同時由于樓板質量較大,不利于結構抗震與降低基礎造價。因此,近年來關于輕質裝配式組合樓板的研究備受關注,本文提出了一種方鋼管桁架組合樓板形式,由薄壁方鋼管弦桿、鋼筋腹桿組成的空間桁架體系作為主要受力結構,上下表面由混凝土面層構成,內部空間填充具有保溫隔聲作用的苯板。該組合樓板可在工廠預制生產,重量較輕,無需特殊的防火防銹處理,符合裝配式建筑的發(fā)展趨勢。為考察這類新型組合樓板的受彎性能,本文開展了以下具體研究工作:1.進行了11個足尺方鋼管桁架組合樓板的受彎性能試驗,樓板長度分別為3m、4.5m和6m。試驗結果表明:組合樓板的受彎過程分為底部混凝土開裂、下弦方鋼管受拉達到屈服強度、鋼框架端部腹桿屈曲破壞三個階段,最終的破壞形式均為腹桿屈曲變形過大導致試件失去整體承載力。樓板的剛度和承載力能夠滿正常使用狀態(tài)和承載能力極限狀態(tài)的要求,并且峰值承載力較高,具有足夠的安全儲備。2.采用有限元軟件ABAQUS對組合樓板的受彎性能進行了精細化有限元模擬分析。模擬所得荷載-位移曲線與試驗結果整體吻合較好。參數(shù)分析發(fā)現(xiàn),增強端部腹桿可以有效避免試驗中發(fā)現(xiàn)的腹桿屈曲導致試件破壞的問題,且可同時提高樓板的承載力。采用線性攝動對樓板自振頻率的分析表明,樓板的自振頻率均遠大于5Hz,可滿足規(guī)范對正常使用時舒適性的要求。3.基于本文試驗結果,對普通混凝土雙筋梁的計算方法進行了修改和優(yōu)化,提出了組合樓板的開裂彎矩和極限承載力的理論計算公式。根據組合樓板的構造對《混凝土結構設計規(guī)范》(GB50010-2010)中關于裂縫寬度及剛度的計算公式進行了修改,建立了適合組合樓板的最大裂縫寬度及剛度計算公式。所提各計算公式的理論計算值與試驗結果的誤差較小,驗證了本文所提出的開裂彎矩公式及極限承載力公式的正確性和可靠性。最后基于試驗和分析的結果,對樓板的進一步優(yōu)化提出了設計構造建議。
[Abstract]:Although composite slabs of profiled steel and concrete and steel truss composite slabs have been widely used, but the work of wet work on the spot is too heavy to realize the construction assembly construction, at the same time, because of the high quality of floor, It is unfavorable to the earthquake resistance of structure and the reduction of foundation cost. Therefore, in recent years, the research on lightweight assembled composite slabs has attracted much attention. In this paper, a kind of square steel tube truss composite floor form is proposed, which is composed of thin-walled square steel tube chords and steel webs as the main force structure. The upper and lower surfaces are made up of concrete surfaces, and the inner space is filled with benzene panels with insulation and sound insulation. The composite floor can be prefabricated in a factory, with light weight and no special fire and rust prevention treatment, which is in line with the development trend of assembly building. In order to investigate the flexural behavior of this kind of new composite slabs, the following specific research work has been carried out in this paper: 1. The flexural behavior tests of 11 full-scale square steel tube truss composite slabs are carried out. The slabs length is 3 m 4. 5m and 6 m respectively. The experimental results show that the bending process of composite slabs can be divided into three stages: the bottom concrete cracking, the tensile yield strength of the lower chord square steel pipe, and the buckling failure of the steel frame end web bar. The ultimate failure forms are too large buckling deformation of the web bar, resulting in the loss of the overall bearing capacity of the specimen. The stiffness and bearing capacity of the floor can meet the requirements of the normal service state and the limit state of the bearing capacity, and the peak bearing capacity is high and has sufficient safety reserve. The bending behavior of composite floor is simulated by finite element software ABAQUS. The simulated load-displacement curves agree well with the experimental results. Parameter analysis shows that the strengthened end web can effectively avoid the failure of the specimen caused by the buckling of the web bar found in the test and increase the bearing capacity of the floor at the same time. The analysis of the natural vibration frequency of the floor slab by linear perturbation shows that the natural vibration frequency of the floor slab is far greater than 5 Hz, which can meet the requirements of the code for comfort in normal use. Based on the experimental results of this paper, the calculation method of common reinforced concrete beams with double bars is modified and optimized, and the theoretical formulas for calculating the cracking moment and ultimate bearing capacity of composite slabs are presented. According to the structure of composite slabs, the formula of crack width and stiffness in GB50010-2010 (Code for Design of concrete structures) is modified, and the formula of maximum crack width and stiffness suitable for composite slabs is established. The error between the theoretical calculation values and the experimental results is small, which verifies the correctness and reliability of the crack moment formula and the ultimate bearing capacity formula proposed in this paper. Finally, based on the results of test and analysis, the design and construction suggestions for further optimization of floor slab are put forward.
【學位授予單位】：哈爾濱工業(yè)大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：TU398.9

【參考文獻】

相關期刊論文 前10條

1 顧泰昌;;國內外裝配式建筑發(fā)展現(xiàn)狀[J];工程建設標準化;2014年08期

2 陸春華;金偉良;宋志剛;;基于振動舒適度要求的混凝土樓板自振頻率分析[J];建筑科學;2010年07期

3 楊文平;楊勇;;閉口型壓型鋼板—混凝土組合板承載能力試驗研究[J];建筑科學;2008年05期

4 李文斌;楊強躍;錢磊;;鋼筋桁架混凝土樓板的設計[J];建筑結構;2006年S1期

5 龍炳煌;顧文龍;;高強混凝土梁的開裂彎矩計算[J];交通科技;2006年02期

6 陸春陽;混凝土受彎構件正截面抗裂彎矩計算[J];廣西大學學報(自然科學版);2005年03期

7 吳曉暉;薄壁冷彎型鋼小桁架建筑體系[J];建設科技;2004年14期

8 閻興華,郎義勇,周娟華,夏新;鋼結構住宅樓蓋系統(tǒng)的現(xiàn)狀、發(fā)展及革新[J];北京建筑工程學院學報;2004年01期

9 劉漢朝,蔣青青;倒“T”形疊合簡支板的試驗研究[J];中南大學學報(自然科學版);2004年01期

10 李耀莊,蔣青青,黃賽超,羅賢冬,劉漢朝;混凝土倒T形疊合連續(xù)板的試驗研究[J];中南工業(yè)大學學報(自然科學版);2003年06期

相關碩士學位論文 前10條

1 胡憲鑫;鋼筋桁架混凝土樓板受力性能分析[D];鄭州大學;2015年

2 龔江烈;PK預應力混凝土疊合樓板的承載力性能試驗研究[D];湖南大學;2008年

3 趙磊;自承式鋼筋桁架混凝土疊合板設計計算方法研究[D];中南大學;2007年

4 周鯤鵬;PK預應力雙向疊合樓板的試驗研究與應用[D];湖南大學;2006年

5 呂兆華;帶壓痕壓型鋼板—混凝土組合樓板承載能力研究與試驗[D];同濟大學;2006年

6 袁巧云;新型輕鋼龍骨體系桁架梁承載力的試驗及影響因素研究[D];武漢理工大學;2005年

7 王俊;預應力混凝土空心薄板、疊合板試驗研究與計算分析[D];鄭州大學;2005年

8 馬智剛;閉口型組合樓板承載力的理論與試驗研究[D];清華大學;2004年

9 李一松;輕型復合屋面板（樓板）的強度及變形性能研究[D];天津大學;2003年

10 杜爽;鋼結構住宅的技術性研究[D];清華大學;2003年

，

本文編號：2342020