【正文】 兜底安全網(wǎng)，不能有漏洞 ，兜底安全網(wǎng)要寬出腳手架 3m。 在施工過(guò)程中，合理使用人工、機(jī)械設(shè)備、節(jié)約材料，在最短工期內(nèi)完成任務(wù)，是提高功效額關(guān)鍵。根據(jù)工程實(shí)際進(jìn)度，及時(shí)調(diào)配勞動(dòng)力。主要機(jī)械設(shè)備投入詳見(jiàn)表33。 ，應(yīng)覆蓋塑料布、草簾保濕，采用蓄熱法施工，保證砼終凝前不受凍。保證工程質(zhì)量。 ，場(chǎng)內(nèi)排水以明溝為主，過(guò)道處埋設(shè)水泥管，以不影響交通 。 畢業(yè)設(shè)計(jì)論文網(wǎng) : 39 ，且又防淋，防止水泡，措施落實(shí)到人。 畢業(yè)設(shè)計(jì)論文網(wǎng) : 40 參考文獻(xiàn) [1] 中華人民共和國(guó)國(guó)家標(biāo)準(zhǔn) .混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范 (GB500102021).北京： 中國(guó)建筑工業(yè)出版社， 2021. [2] 中華人民共和國(guó)行業(yè)標(biāo)準(zhǔn) .高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程 (JGJ 3－ 2021). 北京：中國(guó)建筑工業(yè)出版社， 2021. [3] 中華人民共和國(guó)國(guó)家標(biāo)準(zhǔn) .建筑結(jié)構(gòu)荷載規(guī)范 (GB500092021).北京：中 國(guó)建筑工業(yè)出版社， 2021. [4] 中華人民共和國(guó)國(guó)家標(biāo)準(zhǔn) .建筑抗震設(shè)計(jì)規(guī)范 (GB50011－ 2021)，北京： 中國(guó)建筑工業(yè)出版社， 2021. [5] 梁興文、史慶軒、童岳生等 .鋼筋砼結(jié)構(gòu)設(shè)計(jì) .北京：科學(xué)技術(shù)文獻(xiàn)出版社， 1998. [6] 李宏男、崔熙光、周超英等 .多層及高層建筑結(jié)構(gòu)設(shè)計(jì) .北京：中國(guó)建筑工業(yè)出版社，1997. [7] 戴自強(qiáng)、趙彤、謝劍 .鋼筋砼房屋結(jié)構(gòu) .天津：天津大學(xué)出版社， 2021. [8] 包世華，新編高層建筑結(jié)構(gòu) .北京：中國(guó)水利水電出版社， 2021. [9] 胡慶昌 .鋼筋混凝土房屋抗震設(shè)計(jì) .北京 :地震出版社 ,1991. [10] 方鄂華 .高層建筑鋼筋混 凝土結(jié)構(gòu)概念設(shè)計(jì) .北京 :機(jī)械工業(yè)出版社 ,2021. [11] 高小旺，混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范理解與應(yīng)用，北京：中國(guó)建筑工業(yè)出版社， 2021. [12] 梁?jiǎn)⒅牵邔咏ㄖ蚣埽袅Y(jié)構(gòu)設(shè)計(jì)實(shí)例，湖南：華南理工大學(xué)出版社， 1992. [13] 徐培福 、 黃小坤 ， 高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程理解 與 應(yīng)用， 北京： 中國(guó)建筑出版社， 2021. [14] 趙西安，高層建筑結(jié)構(gòu)實(shí)用設(shè)計(jì)方法（第三版），上海：同濟(jì)大學(xué)出版， 1998. [15] 傅學(xué)怡，實(shí)用高層建筑結(jié)構(gòu)設(shè)計(jì)北京：中國(guó)建筑工業(yè)出版社， 1999. [16] American Concrete Institute , Commentary on Building Code Requirements for Reinforced Concrete , Detroit , MI , 1985. 畢業(yè)設(shè)計(jì)論文網(wǎng) : 41 外文資料 Reliability of Frame and Shear Wall Structural Systems. I: Static Loading Abstract: An efficient and accurate algorithm is developed to evaluate the reliability of a steel frame and reinforced concrete shear wall structural system subjected to static loading. In a panion paper, the algorithm is extended to consider dynamic loading, including seismic loading. The concept integrates the finiteelement method and the firstorder reliability method, leading to a stochastic finite elementbased approach. In the deterministic finiteelement representation, the steel frame is represented by beamcolumn elements and the shear walls are represented by plate elements. The stiffness matrix for the bined system is then developed. The deterministic finiteelement algorithm is verified using a mercially available puter program. The deterministic algorithm is then extended to consider the uncertainty in the random variables. The reliability of a steel frame with and without the presence of reinforced concrete shear walls is evaluated for the strength and serviceability performance functions. The results are verified using Monte Carlo simulations. The algorithm quantitatively confirms the beneficial effect of shear walls, particularly when the steel frame is weak in satisfying the serviceability requirement of lateral deflection. The algorithm can be used to estimate the reliability of any plicated structural system consisting of different structural elements and materials when subjected to static loading. The procedure will be useful in the performancebased design guidelines under development by the profession. keywords: Limit states。 Shear walls。 Steel frames。 The SFEM algorithm for frame structures has been developed by several 畢業(yè)設(shè)計(jì)論文網(wǎng) : 42 researchers. However, the main drawback of frame structures is their inability to transfer horizontal loads (., wind, earthquake, and ocean waves) effectively. They are relatively flexible. To increase their lateral stiffness, bracing systems or shear walls are needed. Haldar and Gao (1997) Attempted to consider bracing systems in a steel frame structure. They used truss elements in their model. However, there has not been an attempt to consider shear walls, represented by two dimensional plate elements, in a frame in the context of SFEM. Shear walls have been used for a long time to increase the lateral stiffness of steel frames. The use of concrete shear walls is specifically addressed in this paper. It is not simple to capture the realistic behavior of a bined system consisting of steel frames represented by onedimensional beamcolumn elements and concrete shear walls represented by twodimensional plate elements. Furthermore, the consideration of uncertainty in modeling the bined system is expected to be challenging. A stochastic finiteelementbased reliability analysis procedure for the bined system under a static loading condition is proposed in this paper. The panion paper (Lee and Haldar 2021) discusses the behavior of the same structural system in the presence of uncertainty under dynamic loading, including seismic loading. Deterministic FiniteElement Method Representation of a frame and shear walls structural system by finite elements is the first essential step in the proposed algorithm. The basic frame is represented by twodimensional (2D) beamcolumn elements and the shear walls are represented by fournode plane stress elements. The static governing equation for the bined system can be represented in incremental form as tangent stiffness matrix of the frame, the global tangent stiffness matrix of the shear walls, the incremental displacement vector , and the external load vector at the nth iteration, respectively。 ., g＝ b/a. The matrixes A, B, C, and E in Eq. (4)can be represented as and where =modulus of elasticity and ＝ Poisson’s ratio of shear walls. Different types of shear walls are used in practice, but the reinforced concrete(RC)shear wall is the most monly used and is considered in this study. Thus, two additional parameters ,namely, the modulus of elasticity and the Poisson’s ratio of concrete ,are necessary in the deterministic formulation as in Eq.(8). The tensile strength of concrete is very small pared to its pressive strength. Cracking may develop at a very early stage of loading. The behavior of a RC shear wall before and after cracking can be significantly different and needs to be con