本文選題：連續(xù)梁板 + 四邊支承雙向板�。� 參考：《哈爾濱工業(yè)大學(xué)》2014年博士論文

【摘要】：推廣應(yīng)用高強(qiáng)鋼筋是落實(shí)國(guó)務(wù)院十二五節(jié)能減排方案的重要工作,也是促進(jìn)鋼鐵工業(yè)和建筑業(yè)轉(zhuǎn)變發(fā)展方式的重要舉措。隨著近年來(lái)我國(guó)新一輪國(guó)家標(biāo)準(zhǔn)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)和《鋼筋混凝土用熱軋帶肋鋼筋》(GB1499.2)相繼引入HRB400、HRB500和HRB600等鋼筋,以較高強(qiáng)度等級(jí)熱軋鋼筋作非預(yù)應(yīng)力筋的預(yù)應(yīng)力混凝土超靜定結(jié)構(gòu)的受力性能成為理論研究的重點(diǎn)之一。對(duì)此,本文展開(kāi)了如下工作： (1)無(wú)粘結(jié)筋極限應(yīng)力增量的合理取值是預(yù)應(yīng)力混凝土結(jié)構(gòu)承載力準(zhǔn)確計(jì)算的前提和基礎(chǔ)。當(dāng)高強(qiáng)熱軋鋼筋作非預(yù)應(yīng)力筋時(shí),在綜合配筋指標(biāo)和預(yù)應(yīng)力度一定的前提下,由于用鋼量的減少,屈服曲率增大,塑性轉(zhuǎn)角減小,將影響無(wú)粘結(jié)筋在正常使用階段和承載能力極限狀態(tài)下的應(yīng)力增長(zhǎng)。而國(guó)內(nèi)外現(xiàn)有無(wú)粘結(jié)筋極限應(yīng)力增量公式多是以簡(jiǎn)支梁為研究對(duì)象建立起來(lái)的,且考慮因素過(guò)于單一。對(duì)此本文應(yīng)用彎矩-曲率非線性分析方法,編制了可用于考察正截面正常使用階段和承載能力極限狀態(tài)下預(yù)應(yīng)力混凝土連續(xù)梁板中無(wú)粘結(jié)筋應(yīng)力增長(zhǎng)的計(jì)算程序�；谀Ｐ驮囼�(yàn)和仿真試驗(yàn)分析結(jié)果,建立了考慮非預(yù)應(yīng)力筋配筋指標(biāo)βs、預(yù)應(yīng)力筋配筋指標(biāo)βp、跨高比L/h、加載形式、加載跨數(shù)、非預(yù)應(yīng)力筋屈服強(qiáng)度等多參數(shù)影響的無(wú)粘結(jié)筋極限應(yīng)力增量計(jì)算公式。模型分析結(jié)果表明在綜合配筋指標(biāo)和預(yù)應(yīng)力度一定的情況下,非預(yù)應(yīng)力筋屈服強(qiáng)度的提高使得無(wú)粘結(jié)筋應(yīng)力增量在正常使用階段和承載能力極限狀態(tài)都呈現(xiàn)新特點(diǎn)。 (2)以往對(duì)混凝土超靜定結(jié)構(gòu)彎矩調(diào)幅的研究多以考察控制截面非預(yù)應(yīng)力筋屈服后的截面塑性轉(zhuǎn)動(dòng)來(lái)建立超靜定結(jié)構(gòu)彎矩調(diào)幅系數(shù)計(jì)算公式。而混凝土超靜定結(jié)構(gòu)在控制截面非預(yù)應(yīng)力筋屈服前由于受拉區(qū)混凝土的塑性變形及裂縫的產(chǎn)生和開(kāi)展也將產(chǎn)生內(nèi)力重分布。針對(duì)這一情況,本文首次提出了將預(yù)應(yīng)力混凝土超靜定結(jié)構(gòu)彎矩調(diào)幅分為兩階段考察的思想：其一為從加載到支座控制截面非預(yù)應(yīng)力筋受拉屈服引起的彎矩調(diào)幅幅度αb；其二為支座控制截面形成塑性鉸至受壓區(qū)邊緣混凝土被壓碎引起的彎矩調(diào)幅幅度α。。以彎矩調(diào)幅系數(shù)為縱坐標(biāo),以支座控制截面相對(duì)塑性轉(zhuǎn)角θp/h0(θp為截面塑性轉(zhuǎn)角,h0為截面有效高度)為橫坐標(biāo),建立坐標(biāo)系。將國(guó)內(nèi)外普通鋼筋混凝土超靜定結(jié)構(gòu)、有粘結(jié)預(yù)應(yīng)力混凝土超靜定結(jié)構(gòu)、無(wú)粘結(jié)預(yù)應(yīng)力混凝土超靜定結(jié)構(gòu)的試驗(yàn)數(shù)據(jù)置于該坐標(biāo)系中,根據(jù)擬合得到的具有95%保證率的二折線在縱軸上的截距得到了αb隨熱軋鋼筋屈服強(qiáng)度的變化規(guī)律,并建立了以相對(duì)塑性轉(zhuǎn)角θp/h0為自變量的αa函數(shù)表達(dá)式。從而對(duì)超靜定結(jié)構(gòu)內(nèi)力重分布從機(jī)理到數(shù)學(xué)表達(dá),都有一定提升。 (3)從工程實(shí)用角度出發(fā)通過(guò)截面非線性分析對(duì)以θp/h0為自變量的αa表達(dá)式進(jìn)行了實(shí)用化處理：對(duì)于普通混凝土連續(xù)梁,建立了以不同鋼種及支座控制截面相對(duì)受壓區(qū)高度ζ等參數(shù)為自變量的αa函數(shù)表達(dá)式。對(duì)于有粘結(jié)預(yù)應(yīng)力混凝土連續(xù)梁,建立了以支座控制截面相對(duì)受壓區(qū)高度ζ、預(yù)應(yīng)力筋有效預(yù)應(yīng)力水平σpe、預(yù)應(yīng)力度λ及非預(yù)應(yīng)力筋鋼種等參數(shù)為自變量的αa函數(shù)表達(dá)式。對(duì)于無(wú)粘結(jié)預(yù)應(yīng)力混凝土連續(xù)梁,建立了以預(yù)應(yīng)力配筋指標(biāo)βp、非預(yù)應(yīng)力筋配筋指標(biāo)βs及非預(yù)應(yīng)力筋鋼種等參數(shù)為自變量的αa函數(shù)表達(dá)式。 (4)以往關(guān)于預(yù)應(yīng)力混凝土結(jié)構(gòu)中無(wú)粘結(jié)筋應(yīng)力增量及彎矩調(diào)幅設(shè)計(jì)方法的研究主要針對(duì)桿系結(jié)構(gòu)。而實(shí)際工程中卻存在著大量的預(yù)應(yīng)力混凝土雙向板結(jié)構(gòu),但國(guó)內(nèi)外對(duì)此方面的研究卻基本尚屬空白。針對(duì)這一情況,采用ABAQUS大型有限元軟件建立了無(wú)粘結(jié)預(yù)應(yīng)力混凝土四邊支承雙向板及柱支承雙向板的有限元分析模型。對(duì)四邊支承預(yù)應(yīng)力混凝土雙向板,考察了非預(yù)應(yīng)力筋鋼種和綜合配筋指標(biāo)對(duì)正常使用和承載能力極限狀態(tài)下無(wú)粘結(jié)筋應(yīng)力增量以及支座控制截面彎矩調(diào)幅的影響規(guī)律。并根據(jù)雙向板變形特點(diǎn)得到了不同位置處無(wú)粘結(jié)筋應(yīng)力增量的分布規(guī)律,最終建立了考慮綜合配筋指標(biāo)、四邊支承條件、預(yù)應(yīng)力筋在板中相對(duì)位置及非預(yù)應(yīng)力筋鋼種等參數(shù)影響的兩種極限狀態(tài)下無(wú)粘結(jié)筋應(yīng)力增量計(jì)算公式；建立了考慮綜合配筋指標(biāo)和非預(yù)應(yīng)力筋鋼種影響的連續(xù)雙向板支座控制截面彎矩調(diào)幅系數(shù)計(jì)算表達(dá)式。對(duì)柱支承預(yù)應(yīng)力混凝土雙向板將板劃分為柱上板帶和跨中板帶分別考察綜合配筋指標(biāo)和非預(yù)應(yīng)力筋鋼種對(duì)無(wú)粘結(jié)筋應(yīng)力增量的影響規(guī)律,并對(duì)柱上板帶和跨中板帶分別建立了兩種極限狀態(tài)下無(wú)粘結(jié)筋應(yīng)力增量計(jì)算表達(dá)式。通過(guò)等代框架法彈性理論計(jì)算結(jié)果與仿真分析結(jié)果的比較得到了綜合配筋指標(biāo)和非預(yù)應(yīng)力筋鋼種對(duì)等效板帶支座控制截面的彎矩調(diào)幅系數(shù)的影響規(guī)律。最終建立了考慮綜合配筋指標(biāo)和非預(yù)應(yīng)力筋鋼種等參數(shù)影響的彎矩調(diào)幅系數(shù)計(jì)算表達(dá)式,從而彌補(bǔ)了設(shè)計(jì)規(guī)范在這方面的空白。 (5)根據(jù)有限元模型計(jì)算結(jié)果,對(duì)預(yù)應(yīng)力混凝土連續(xù)梁、四邊支承雙向板和柱支承雙向板進(jìn)行了對(duì)比分析。在綜合配筋指標(biāo)和預(yù)應(yīng)力度一定的條件下,隨著非預(yù)應(yīng)力筋屈服的提高預(yù)應(yīng)力混凝土連續(xù)梁、四邊支承雙向板和柱支承雙向板在正常使用階段和承載能力極限狀態(tài)無(wú)粘結(jié)筋應(yīng)力增量都有所增大。預(yù)應(yīng)力混凝土連續(xù)梁中無(wú)粘結(jié)筋極限應(yīng)力增量明顯高于四邊支承雙向板和柱支承雙向板。而邊界條件對(duì)雙向板的轉(zhuǎn)動(dòng)約束程度越高無(wú)粘結(jié)筋極限應(yīng)力增量也越小。在綜合配筋指標(biāo)和預(yù)應(yīng)力度不變的條件下隨著非預(yù)應(yīng)力筋屈服強(qiáng)度的提高,三類結(jié)構(gòu)支座控制截面總彎矩調(diào)幅系數(shù)都有所減小。無(wú)粘結(jié)預(yù)應(yīng)力混凝土柱支承雙向板支座控制截面的彎矩調(diào)幅系數(shù)小于四邊支承雙向板。
[Abstract]:The promotion and application of high strength steel bar is an important work to implement the energy saving and emission reduction scheme of the State Council in 12th Five-Year, and an important measure to promote the transformation of the steel industry and the construction industry. With the new national standard < concrete structure design specification > (GB50010-2010) and the hot rolled ribbed steel bar for steel reinforced concrete (GB1499.2) successively in recent years The stress performance of the prestressed concrete super statically indeterminate structure with high strength grade hot rolled bar as non prestressed reinforcement has become one of the key points in the theoretical research. The following work has been carried out in this paper: the introduction of HRB400, HRB500 and HRB600.
(1) the reasonable value of the ultimate stress increment of unbonded tendons is the prerequisite and foundation for the accurate calculation of the bearing capacity of prestressed concrete structures. When the high strength hot rolled steel bars are not prestressing tendons, the yield curvature increases and the plastic rotation angle decreases, which will affect the unbonded tendons on the premise of the comprehensive reinforcement index and the prestressing force. The stress increment under the normal use stage and the bearing capacity limit state, and the existing ultimate stress increment formula of unbonded tendons at home and abroad is mostly based on the simple supported beam, and the factors are too single. In this paper, the bending moment curvature nonlinear analysis method is applied to study the normal use order of the cross section. The calculation program of stress growth of unbonded tendons in a prestressed concrete continuous beam plate under the limit state of load and bearing capacity is calculated. Based on the model test and simulation test, the index beta s, the index beta P of the prestressed reinforcement, the span ratio L/h, the loading form, the loading span, the yield strength of the non prestressed reinforcement and so on are established. The model analysis results show that the increase of the yield strength of the non prestressed reinforcement makes the stress increment of unbonded tendons present new characteristics in the normal use stage and the ultimate state of the bearing capacity under the condition of the comprehensive reinforcement index and the prestressing force.
(2) the previous research on the moment modulation of the concrete super statically indeterminate structure is to establish the formula for calculating the moment modulation coefficient of the super statically indeterminate structure by investigating the plastic rotation of the cross section after the yield of the non prestressed reinforcement under the control section. The concrete hyper statically indeterminate structure is formed by the plastic deformation and crack of the concrete in the drawing area before the yield of the non prestressed reinforcement of the control section. In this case, this paper puts forward the idea that the moment modulation of the prestressed concrete super statically indeterminate structure is divided into two stages for the first time: one is the amplitude amplitude alpha B from the tensile yield to the tensile yield of the non prestressed reinforcement of the support section, and the other is the forming of the control section of the support. The amplitude modulation amplitude of the bending moment of concrete at the edge of the compression zone is taken as the longitudinal coordinate, and the relative plastic angle theta p/h0 (theta P is the section plastic angle, H0 is the effective height of the cross section) as the transverse coordinates, and the coordinate system is established. The experimental data of the statically indeterminate structure of concrete and unbonded prestressed concrete are placed in this coordinate system. The law of the change of the yield strength of an alpha B with the hot rolled steel bar is obtained by the intercept of the two fold line with 95% guarantee rate on the longitudinal axis, and an alpha a function table with the plastic rotation angle theta p/h0 as the independent variable is established. Thus, the internal force redistribution of statically indeterminate structures can be improved from mechanism to mathematical expression.
(3) from the practical point of view of engineering practice, the expression of alpha A with theta p/h0 as the independent variable is treated by cross section nonlinear analysis: for the ordinary concrete continuous beam, the expression of the alpha a function with the parameters of the height zeta height of the different steel and bearing control sections relative to the compression zone is established. The continuous beam has established the expression of the alpha a function of the height zeta of the bearing control section relative to the compression zone, the effective prestress level of the prestressed reinforcement, the prestress intensity and the non prestressed reinforcement. For unbonded prestressed concrete continuous beams, the prestressed reinforcement index beta P, the non prestressed reinforcement index beta s and the non prestressed reinforcement index are established. The expression of the a function of the prestressed steel bar and other parameters as independent variables.
(4) the research on stress increment and bending moment modulation of unbonded tendons in prestressed concrete structures is mainly aimed at the structure of bar system. However, there are a large number of prestressed concrete two-way slab structures in practical engineering, but the research on this aspect is basically blank at home and abroad. In this case, the large limited ABAQUS is used. The finite element analysis model of unbonded prestressed concrete quadrangular supported two-way slab and column supported two-way slab is established by the meta software. The stress increment of unbonded tendons and the control section of the support under the limit state of normal use and bearing capacity are investigated for the four side supported prestressed concrete two-way slab. According to the deformation characteristics of bending moment, the distribution law of stress increment of unbonded tendons at different positions is obtained according to the deformation characteristics of two way plates. Finally, the stress increase of unbonded tendons in two limit states, considering the comprehensive reinforcement index, the supporting conditions of the four sides, the relative position of the prestressed reinforcement in the plate and the non prestressed steel steel and other parameters, is finally established. The formula of quantity calculation is established, and the calculation expression of moment amplitude modulation coefficient of continuous two-way slab bearing control section is established considering the influence of comprehensive reinforcement index and non prestressed reinforcement. The influence law of the stress increment is established, and the stress increment calculation expression of the unbonded tendons in two limit states is established, respectively. The composite reinforcement index and the control section of the peer-to-peer plate bearing control section of the non prestress reinforcement steel are obtained by the comparison of the calculation results of the elastic theory of the equal generation frame method and the simulation results. The influence law of the amplitude modulation coefficient of the bending moment is established. The calculation expression of the moment modulation coefficient of the bending moment considering the parameters of the comprehensive reinforcement index and the parameters of the non prestressed reinforcement steel is finally established, thus making up the blank of the design specification in this respect.
(5) according to the calculation results of the finite element model, the prestressed concrete continuous beam, the quadrangular supported two-way plate and the column supported two-way slab are compared. Under the condition of the comprehensive reinforcement index and the prestress, the prestressed concrete continuous beam is improved with the yield of the non prestressed reinforcement, the two-way slab supported by the four sides supports the two-way slab and the column supports the two-way slab. The stress increments of unbonded tendons in the constant use stage and the ultimate bearing capacity increase. The ultimate stress increment of the prestressed concrete continuous Liang Zhong unbonded tendons is obviously higher than that of the quadrangular supported bi-directional plate and column supported two-way slab. With the increase of the yield strength of the non prestressed reinforcement, the amplitude modulation coefficient of the total bending moment of the three type of structural support section decreases with the increase of the yield strength of the non prestressed reinforcement, and the moment modulation coefficient of the control section of the two-way slab supported by the unbonded prestressed concrete column is less than that of the four side supported two-way slab.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU378

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