本文選題：鋼筋混凝土構(gòu)件　切入點(diǎn)：鋼襯鋼筋混凝土壓力管道　出處：《武漢大學(xué)》2013年博士論文

【摘要】：混凝土結(jié)構(gòu)的裂縫控制是關(guān)系到混凝土結(jié)構(gòu)能否滿足耐久性與適用性要求的重要研究課題之一,但目前各國混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范的裂縫控制標(biāo)準(zhǔn)和設(shè)計(jì)方法仍未及達(dá)成共識,裂縫控制標(biāo)準(zhǔn)與混凝土結(jié)構(gòu)耐久性關(guān)系的研究還不夠完善。本文主要從荷載作用下的裂縫寬度計(jì)算值的保證率以及基于耐久性的裂縫控制標(biāo)準(zhǔn)的模糊可靠度分析入手,對普通鋼筋混凝土構(gòu)件的裂縫控制標(biāo)準(zhǔn)以及鋼襯鋼筋混凝土壓力管道外包混凝土結(jié)構(gòu)軸向裂縫的控制標(biāo)準(zhǔn)的安全度設(shè)置水平進(jìn)行了較為深入的研究,相關(guān)研究成果可供國內(nèi)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范今后修訂時(shí)借鑒和參考。主要研究成果如下。 (1)提出了不同荷載組合下裂縫寬度計(jì)算值的等效保證率的概念。以頻遇組合或準(zhǔn)永久組合下的裂縫寬度計(jì)算值與標(biāo)準(zhǔn)組合下調(diào)整短期裂縫寬度擴(kuò)大系數(shù)后的裂縫寬度計(jì)算值相等效為原則,提出了不同荷載組合下裂縫寬度計(jì)算值的等效保證率的概念。利用等效保證率的概念,可以定量比較不同荷載組合下裂縫寬度計(jì)算值的安全度設(shè)置水平。針對當(dāng)前正常使用極限狀態(tài)的可靠度研究尚不夠充分的條件下,本文所提出的不同荷載組合下裂縫寬度計(jì)算值的等效保證率指標(biāo)作為一種合理的嘗試,避開了較為繁瑣的可靠指標(biāo)計(jì)算,為裂縫控制的安全度設(shè)置水平提供了定量分析手段,為定量分析普通鋼筋混凝土構(gòu)件裂縫控制標(biāo)準(zhǔn)的安全度設(shè)置水平開辟了一條新途徑。 (2)建立了計(jì)算單根構(gòu)件裂縫寬度最大值的隨機(jī)模型。利用短期裂縫寬度計(jì)算值的保證率與短期裂縫寬度擴(kuò)大系數(shù)的關(guān)系,將短期裂縫寬度擴(kuò)大系數(shù)視為隨機(jī)變量,建立了計(jì)算單根構(gòu)件裂縫寬度最大值的隨機(jī)模型。 (3)建立了裂縫引起構(gòu)件耐久性損傷的綜合隸屬函數(shù)模型�；诹芽p對混凝土結(jié)構(gòu)耐久性損傷影響的研究成果,以裂縫寬度最大值與保護(hù)層厚度之比以及裂縫寬度平均值與保護(hù)層厚度之比作為控制指標(biāo),建立了裂縫引起構(gòu)件耐久性損傷的綜合隸屬函數(shù)模型。 (4)建立了裂縫控制標(biāo)準(zhǔn)與混凝土結(jié)構(gòu)耐久性之間的定量關(guān)系。根據(jù)已建立的裂縫引起構(gòu)件耐久性損傷的綜合隸屬函數(shù)模型,利用Monte-Carlo法對GB50010-2010規(guī)范鋼筋混凝土構(gòu)件裂縫控制標(biāo)準(zhǔn)基于耐久性的可靠指標(biāo)進(jìn)行了計(jì)算分析,建立了裂縫控制標(biāo)準(zhǔn)與混凝土結(jié)構(gòu)耐久性之間的定量關(guān)系。 (5)利用不同荷載組合下裂縫寬度計(jì)算值的等效保證率的概念和GB50010-2010規(guī)范鋼筋混凝土構(gòu)件裂縫控制標(biāo)準(zhǔn)基于耐久性的可靠度分析結(jié)果,對我國現(xiàn)行規(guī)范的裂縫控制標(biāo)準(zhǔn)提出了以下修訂建議,可供我國現(xiàn)行規(guī)范今后修編時(shí)借鑒和參考： 1)宜采用荷載頻遇組合計(jì)算計(jì)算鋼筋混凝土構(gòu)件的裂縫寬度,短期裂縫寬度計(jì)算值保證率仍宜保持為95%左右。 2)當(dāng)保護(hù)層厚度c80mm時(shí),裂縫寬度限值[Wmax]可取為保護(hù)層厚度c的線性函數(shù),即取[Wmax]=kc。對于潮濕大氣環(huán)境,可取k=0.005；對于氯離子侵蝕環(huán)境,可取k=-0.0035。當(dāng)保護(hù)層厚度c80mm時(shí),對于潮濕大氣環(huán)境[Wmax]可取為0.40mm；對于氯離子侵蝕環(huán)境[Wmax]可取為0.30mm。 (6)利用本文所提出的等效保證率概念,對我過現(xiàn)行電力行業(yè)標(biāo)準(zhǔn)DL/T5141-2001《水電站應(yīng)力鋼管設(shè)計(jì)規(guī)范》鋼襯鋼筋混凝土壓力管道外包混凝土結(jié)構(gòu)軸向裂縫寬度計(jì)算公式的安全度設(shè)置水平進(jìn)行了分析比較,進(jìn)而從保證裂縫寬度計(jì)算公式具有一定的計(jì)算精度和符合一定的安全度設(shè)置水平的要求出發(fā),對我國現(xiàn)行電力行業(yè)標(biāo)準(zhǔn)DL/T5141-2001關(guān)于鋼襯鋼筋混凝土壓力管道外包混凝土結(jié)構(gòu)軸向裂縫的控制標(biāo)準(zhǔn)提出了以下修訂建議,可供我國現(xiàn)行電力行業(yè)標(biāo)準(zhǔn)DL/T5141-2001今后修編時(shí)借鑒和參考： 1)宜采用荷載標(biāo)準(zhǔn)組合計(jì)算鋼襯鋼筋混凝土壓力管道外包混凝土結(jié)構(gòu)的軸向裂縫寬度,同時(shí)提出了兩套計(jì)算鋼襯鋼筋混凝土壓力管道外包混凝土結(jié)構(gòu)軸向裂縫寬度的建議公式,相應(yīng)的裂縫寬度計(jì)算值的保證率約在85%-90%之間。 2)關(guān)于最大裂縫寬度的限值,采用本文建議公式一時(shí),最大裂縫寬度限值可取為0.3mm;采用本文建議公式二時(shí),最大裂縫寬度限值可取為0.35mm。
[Abstract]:Concrete structure crack control is related to the concrete structure can meet one of the important research topics in durability and applicability, but the cracks in concrete structure design specification at present national standards and design methods and control has not yet reached a consensus on the crack control standard and concrete structure durability is not perfect. This paper mainly from the crack the width of loading of the calculated value of the guarantee rate and durability based on crack control standard of fuzzy reliability analysis of reinforced concrete crack control standard and control standard of axial concrete structure crack of reinforced concrete penstock outsourcing the safety level is studied. The research results can for the revision of the code for design of concrete structures and the reference. The main research results are as follows.
(1) the equivalent value calculation of crack width under different combined loads. The concept of guaranteed rate value is equivalent to the principle of calculation of crack width with frequent combination or quasi permanent combination of crack width calculation value and standard under the combination of short-term adjustment after the expansion of the crack width coefficient, the equivalent value calculation of crack width in different load under the combination of the concept of guaranteed rate. Using the equivalent guarantee rate concept, value calculation of crack width can be quantitatively compared under different load combinations the safety level. In view of the current research on reliability of serviceability limit state is still not sufficient conditions, the equivalent value calculation of crack width in different load combinations is proposed under the guarantee index as a reasonable attempt to avoid the tedious calculation of reliability index, provides a quantitative analysis method for the safety level of crack control, fixed A new way is opened up to analyze the level of safety of the crack control standard of ordinary reinforced concrete members.
(2) establish a stochastic model to calculate the maximum value of a single component. The crack width calculated with short-term crack width and crack width rate guarantee short-term expansion coefficient, short-term crack width expansion coefficient as random variables, stochastic model is established to calculate the maximum value of a single component crack width.
(3) establish a comprehensive membership function model of cracks caused by component durability damage. The effect of the crack on the durability of reinforced concrete structure based on the maximum crack width and the protective layer thickness ratio and average crack width and thickness of the protective layer is used as control index, established the cracks caused by the integrated component membership the function model of durability damage.
(4) to establish the quantitative relationship between the crack control standard and the durability of concrete structures. According to the established fracture caused by the integrated component membership function model of durability damage of reinforced concrete members, the GB50010-2010 specification standard of crack control durability based on reliability index were calculated and analyzed by using Monte-Carlo method, established a quantitative relationship between the crack the control standard and the durability of concrete structures.
(5) calculated using equivalent crack width under different load combinations to ensure the concept and specification of GB50010-2010 reinforced concrete structure crack control standard reliability analysis results based on durability rate of cracks in the current specification of the control standard and put forward the following suggestions, for our current standard in the future revision of reference:
1) the crack width of reinforced concrete members should be calculated by the combination of load frequency, and the guarantee rate of the short term crack width should remain about 95%.
2) when the protective layer thickness of c80mm, maximum crack width [Wmax] desirable as a linear function of the thickness of the protective layer of C, which is [Wmax]=kc. to the humid atmosphere, desirable for environmental k=0.005; chloride ion erosion, desirable k=-0.0035. when the protective layer thickness of c80mm, the wet atmospheric environment [Wmax] can be 0.40mm; for chloride ion erosion the environment [Wmax] can be 0.30mm.
(6) using the equivalent proposed the concept of guaranteed rate, safety level of the current power industry standard of DL/T5141-2001< hydropower station should be axial concrete structure crack of reinforced concrete penstock width specification design capacity of steel pipe outsourcing formula is analyzed and compared, and then from that crack width calculation formula has a certain accuracy and meet certain safety level requirements, the power industry standard in China DL/T5141-2001 on the axial wall of steel lined reinforced concrete penstocks concrete structure cracking control standard put forward the following suggestions, for our standard DL/T5141-2001 current power industry in the future revision of reference:
1) should adopt the combination of standard axial load calculation of crack width of reinforced concrete penstock concrete structure at the same time, two sets of calculation of steel lined reinforced concrete penstocks axial crack width formula is proposed, calculation of crack width of the corresponding guarantee rate is about 85%-90%.
2) about the limit of the maximum crack width, the maximum crack width limit can be 0.3mm when using the recommended formula in this paper. When the formula two is recommended in this paper, the maximum crack width limit can be 0.35mm..

【學(xué)位授予單位】：武漢大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2013
【分類號】：TU375

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 李剛,侯建國;中美混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范可靠度設(shè)置水平的比較[J];四川建筑科學(xué)研究;2003年02期

2 蔣德穩(wěn),李果,袁迎曙;混凝土橫向裂縫對鋼筋腐蝕速度影響的試驗(yàn)研究[J];四川建筑科學(xué)研究;2005年04期

3 李志華;趙勇;尚世仲;;鋼筋混凝土受彎構(gòu)件裂縫寬度計(jì)算方法的比較[J];四川建筑科學(xué)研究;2007年02期

4 伍振志;楊林德;時(shí)蓓玲;莫一婷;;裂縫對隧道管片結(jié)構(gòu)耐久性影響及其模糊評價(jià)[J];地下空間與工程學(xué)報(bào);2007年02期

5 鄭久建,盧文良;用引入模糊示性函數(shù)的蒙特卡洛方法計(jì)算結(jié)構(gòu)的失效概率[J];北方交通大學(xué)學(xué)報(bào);1998年01期

6 唐鐵羽;鋼筋混凝土構(gòu)件裂縫控制可靠度的模糊概率分析[J];大連工學(xué)院學(xué)報(bào);1986年02期

7 趙國藩,李云貴;混凝土結(jié)構(gòu)正常使用極限狀態(tài)可靠度模糊概率分析[J];大連理工大學(xué)學(xué)報(bào);1990年02期

8 王清湘,趙順波;大保護(hù)層鋼筋混凝土受彎構(gòu)件裂縫控制的試驗(yàn)研究[J];大連理工大學(xué)學(xué)報(bào);1993年05期

9 管俊峰;趙順波;黃承逵;;鋼筋混凝土梁裂縫分布受保護(hù)層厚度影響試驗(yàn)研究[J];大連理工大學(xué)學(xué)報(bào);2010年05期

10 藍(lán)宗建;丁大鈞;;鋼筋混凝土受彎構(gòu)件裂縫寬度的計(jì)算[J];南京工學(xué)院學(xué)報(bào);1985年02期

相關(guān)會(huì)議論文 前1條

1 徐克利;;混凝土構(gòu)件的荷載裂縫控制問題探討[A];第九屆后張預(yù)應(yīng)力學(xué)術(shù)交流會(huì)論文集[C];2006年

相關(guān)博士學(xué)位論文 前3條

1 陸春華;鋼筋混凝土受彎構(gòu)件開裂性能及耐久性能研究[D];浙江大學(xué);2011年

2 呂清芳;混凝土結(jié)構(gòu)耐久性環(huán)境區(qū)劃標(biāo)準(zhǔn)的基礎(chǔ)研究[D];浙江大學(xué);2007年

3 管俊峰;鋼筋混凝土結(jié)構(gòu)仿真模型試驗(yàn)理論與應(yīng)用研究[D];大連理工大學(xué);2010年

，

本文編號：1700417