CN105729616B - 混杂纤维替代钢筋的自密实混凝土预制空心板梁及制作方法 - Google Patents
混杂纤维替代钢筋的自密实混凝土预制空心板梁及制作方法 Download PDFInfo
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Abstract
本发明涉及一种混杂纤维替代钢筋的自密实混凝土预制空心板梁及制作方法,其钢筋包括预应力钢筋、带肋钢筋和光圆钢筋,预应力钢筋包括预应力受拉钢筋,带肋钢筋包括带肋纵向受拉钢筋、带肋纵向受压钢筋、带肋腹板纵向受力钢筋和带肋抗剪箍筋,光圆钢筋包括固定箍筋的顶部架立筋;混凝土为抗压强度不大于50MPa的高性能的自密实混凝土;纤维是混杂于自密实混凝土中的增强增韧粗纤维,包括端部弯钩型钢纤维、仿钢丝合成粗纤维或玄武岩纤维,纤维长度不小于3cm,直径不小于0.4cm。优点:混凝土收缩小,减少裂缝产生,混凝土与钢筋握裹力好,避免出现蜂窝、麻面、空洞,减小钢筋腐蚀,增大箍筋间距,提高布置钢筋精度,提高构件耐久性。
Description
技术领域
本发明涉及混凝土桥梁,具体是一种混杂纤维替代钢筋的自密实混凝土预制空心板梁及制作方法。
背景技术
目前,中小跨径公路桥梁的建设占公路桥梁总座数的98%。中小跨径公路桥梁可采用装配式先张法预应力混凝土简支空心板梁作为主要承重构件,空心板梁跨径最大不超过20米。
但是,预制预应力混凝土空心板梁由于混凝土收缩可引起表面龟裂;掺入氯盐等速凝剂易出现梁底纵向裂缝;由于先张法在两组张拉钢筋之间梁端混凝土处于受力区使梁端易产生水平裂缝,或因锚头处应力集中和锚头产生的楔形作用而使锚头附近产生细小水平裂缝;混凝土收缩和温差大易出现腹板收缩裂缝;箱梁底板上发生不规则裂缝,由于梁横向受力性能与横向不变形截面显得有很大的不同,即由于腹板与底板受力不均所致。
另外,箱型构件复杂,采用普通混凝土施工可操作性不好。箱型构件配筋过密或不当且传统混凝土工作性能低下,不能与钢筋形成有效握裹;箱梁底部易出现混凝土振捣不密实、不均匀,硬化成型的混凝土内部或表面形成众多的微孔隙、气穴和微裂缝,甚至形成蜂窝、麻面、空洞等,钢筋容易受周围环境腐蚀,结构耐久性降低。在构件截面狭窄处和配筋密集处,准确布置抗剪钢筋的难度非常大。调查表明,按设计要求,箍筋间距应为10cm,而几乎所有工地所见箍筋的间距均介于5cm到15cm之间,尽管总的箍筋数量在弯剪区满足设计要求。这就造成箱型构件耐腐蚀、耐久性差。受力性能与设计不符,带来安全隐患。
规范、专著和文献中提到的纤维对抗剪承载力的贡献值设计公式,只能计算单掺钢纤维或两种钢纤维混杂时的抗剪承载力贡献值。但是,混杂钢纤维和仿钢丝合成粗纤维或玄武岩纤维时,混杂纤维对抗剪承载力的贡献值计算还没有提出。而且,市场上纤维种类繁多,新型纤维不断出现,每种纤维的物理力学性能存在差异,已有公式的适用性受到检验。需要提出一种合理方法解决纤维对抗剪承载力的贡献值的设计。因而,混杂纤维替代钢筋的高性能自密实混凝土预制空心板梁没有被设计和应用。
发明内容
本发明的目的在于克服背景技术之不足,而提供一种混杂纤维替代钢筋的自密实混凝土预制空心板梁及制作方法。
为实现上述目的,本发明采用以下技术方案:
一种混杂纤维替代钢筋的自密实混凝土预制空心板梁,包括:钢筋,混凝土,纤维;
钢筋包括预应力钢筋、带肋钢筋和光圆钢筋,预应力钢筋包括预应力受拉钢筋,带肋钢筋包括带肋纵向受拉钢筋、带肋纵向受压钢筋、带肋腹板纵向受力钢筋和带肋抗剪箍筋,光圆钢筋包括固定箍筋的顶部架立筋;
混凝土为抗压强度不大于50MPa的高性能的自密实混凝土;
纤维是混杂于自密实混凝土中的增强增韧粗纤维,包括端部弯钩型钢纤维、仿钢丝合成粗纤维或玄武岩纤维,纤维长度不小于3cm,直径不小于0.4cm。
钢纤维包括端部弯钩型钢纤维、平直形钢纤维、波纹形钢纤维。
上述混杂纤维替代钢筋的自密实混凝土预制空心板梁的制作方法,按下述步骤进行:
(1)按常规设计计算出预制空心板梁的几何尺寸,按设计和构造分别计算出所需预应力受拉钢筋、带肋纵向受拉钢筋、带肋腹板纵向受力钢筋、带肋抗剪箍筋、光圆钢筋的面积,并确定对应的钢筋类型、钢筋根数和钢筋间距;
(2)依据布置的钢筋间距,选定端部弯钩型钢纤维,选定仿钢丝合成粗纤维或玄武岩纤维其中的一种,并进行几种不同纤维掺量的混杂;
(3)按设计选定的抗压强度要求进行自密实混凝土配合比的设计,将选定的混杂纤维形式掺加到自密实混凝土中;
(4)按照自密实混凝土工作性能要求选定几种不同混杂纤维形式,将配置好的混杂纤维自密实混凝土按照欧洲材料与结构联合会标准采用的抗弯强度及弯曲韧性试验梁尺寸进行浇筑,并对梁按照标准进行试验,得到试验梁的荷载-挠度曲线;
(5)采用反分析法依据试验梁的荷载-挠度曲线求解混杂纤维自密实混凝土的应力-裂缝口宽度关系;
(6)依据应力-裂缝口宽度关系计算裂缝宽度为设计规定值时的平均设计剩余应力,依据平均设计剩余应力确定混杂纤维对抗剪承载力的贡献值;
(7)比较几种不同混杂纤维形式下混杂纤维对抗剪承载力的贡献值,确定其中一个为最大值时的纤维混杂形式;
(8)依据混杂纤维对抗剪承载力的贡献最大值,以对应的纤维混杂形式替代步骤(1)中的部分带肋抗剪箍筋,重新确定替代后的抗剪箍筋间距,抗剪箍筋间距扩大;
(9)绑扎钢筋骨架,并在模板中就位,固定,就位并张拉预应力钢筋,浇筑最终确定的混杂纤维高性能自密实混凝土,在标准养护室养护24小时后,拆模,待混凝土达到不低于混凝土设计强度值的75%时,放松预应力筋。
采用上述技术方案的本发明,与相应技术相比,其有益效果是:
本发明由于混杂纤维的掺入,收缩裂缝显著减小,不会出现梁底纵向裂缝,梁端混凝土处于受力区不产生水平裂缝,锚头附近不会产生细小水平裂缝;箱梁底板上不规则裂缝显著减小。由于采用混杂高性能自密实混凝土,与钢筋形成的有效握裹力更好;箱梁底部不会出现由于混凝土振捣不密实、不均匀造成的混凝土内部或表面的微孔隙、气穴、微裂缝、蜂窝、麻面、空洞等,减小了钢筋受周围环境腐蚀的程度。掺加混杂纤维,增大抗剪钢筋间距,显著提高了在构件截面狭窄处和配筋密集处准确布置抗剪钢筋的精确度,显著提高了构件的耐久性能。
附图说明
图1是本发明的立面透视示意图;
图2是本发明的截面示意图;
图中:带肋纵向受压钢筋1;带肋腹板纵向受力钢筋2;带肋纵向受拉钢筋3;顶部架立筋4;预应力受拉钢筋5;带肋抗剪箍筋6;端部弯钩型钢纤维7;防钢丝合成粗纤维8;自密实混凝土9。
具体实施方式
下面结合附图及实施例对本发明进行详细说明,但实施例对本发明不做任何形式的限定。
参见图1、图2,一种混杂纤维替代钢筋的自密实混凝土预制空心板梁,由钢筋、混凝土、纤维构成,钢筋包括预应力钢筋、带肋钢筋和光圆钢筋,预应力钢筋用于预应力受拉钢筋5,带肋钢筋分别用于带肋纵向受拉钢筋3、带肋纵向受压钢筋1、带肋腹板纵向受力钢筋2和带肋抗剪箍筋6,光圆钢筋用于固定箍筋的顶部架立筋4;混凝土为抗压强度不大于50MPa的高性能的自密实混凝土9,自密实混凝土9的组份包括425硅酸盐水泥、I级粉煤灰、中砂、粒径5-10mm的碎石、聚羧酸高效减水剂、水、消泡剂;纤维是混杂于自密实混凝土9中的增强增韧粗纤维,包括端部弯钩型钢纤维7、仿钢丝合成粗纤维8(或者是玄武岩纤维),纤维长度不小于3cm,直径不小于0.4cm。
制作这种混杂纤维替代钢筋的高性能自密实混凝土预制空心板梁的具体步骤如下:
(1)按常规设计计算出预制空心板梁的几何尺寸,按常规设计和构造分别计算出所需带肋纵向受压钢筋1、带肋腹板纵向受力钢筋2、带肋纵向受拉钢筋3、预应力受拉钢筋5、带肋抗剪箍筋6、顶部架立筋4的面积,并确定对应的钢筋类型、钢筋根数和钢筋间距。
(2)依据布置的钢筋间距,选定端部弯钩型钢纤维7,选定仿钢丝合成粗纤维8或玄武岩纤维其中的一种,并进行几种不同纤维掺量的混杂。
(3)按设计选定的抗压强度要求(配置混凝土的抗压强度不大于50MPa)进行自密实混凝土9配合比的设计,将选定的混杂纤维形式掺加到自密实混凝土9中。
(4)按照自密实混凝土工作性能要求选定几种不同混杂纤维形式。将配置好的混杂纤维自密实混凝土按照欧洲材料与结构联合会标准采用的抗弯强度及弯曲韧性试验梁尺寸进行浇筑,并对梁按照标准进行试验,得到试验梁的荷载-挠度曲线。
(5)采用反分析法依据试验梁的荷载-挠度曲线求解混杂纤维自密实混凝土的应力-裂缝口宽度关系。
(6)依据应力-裂缝口宽度关系计算裂缝宽度为设计规定值时的平均设计剩余应力,依据平均设计剩余应力确定混杂纤维对抗剪承载力的贡献值。
(7)比较几种不同混杂纤维形式下混杂纤维对抗剪承载力的贡献值,确定其中一个为最大值时的纤维混杂形式。
(8)依据混杂纤维对抗剪承载力的贡献最大值,以对应的纤维混杂形式替代步骤(1)中的部分带肋抗剪箍筋6,重新确定替代后的抗剪箍筋间距,抗剪箍筋间距扩大。
(9)将带肋纵向受压钢筋1、带肋腹板纵向受力钢筋2、带肋纵向受拉钢筋3、带肋抗剪箍筋6、顶部架立筋4绑扎成钢筋骨架,并在模板中就位,固定,就位并张拉预应力钢筋5,浇筑最终确定的掺加混杂纤维的高性能自密实混凝土9,在标准养护室养护24小时后,拆模,待自密实混凝土9达到不低于混凝土设计强度值的75%时,放松预应力筋5。
以上仅是本发明的优选实施方式,应当指出,尽管参照优选实施例对本发明专利作了详细说明,对于本领域的普通技术人员来说,可以对本发明的技术方案进行若干改进和润饰,但不脱离本发明技术方案的实质和范围,这些改进和润饰也视为本发明的保护范围。
Claims (1)
1.一种混杂纤维替代钢筋的自密实混凝土预制空心板梁的制作方法,所述的混杂纤维替代钢筋的自密实混凝土预制空心板梁,包括:钢筋,混凝土,纤维;
钢筋包括预应力钢筋、带肋钢筋和光圆钢筋,预应力钢筋包括预应力受拉钢筋,带肋钢筋包括带肋纵向受拉钢筋、带肋纵向受压钢筋、带肋腹板纵向受力钢筋和带肋抗剪箍筋,光圆钢筋包括固定箍筋的顶部架立筋;
混凝土为抗压强度不大于50MPa的高性能的自密实混凝土;
纤维是混杂于自密实混凝土中的增强增韧粗纤维,包括钢纤维、仿钢丝合成粗纤维或玄武岩纤维,纤维长度不小于3cm,直径不小于0.4cm;
钢纤维包括端部弯钩型钢纤维、平直形钢纤维、波纹形钢纤维;
其特征在于,所述的制作方法按下述步骤进行:
(1)按常规设计计算出预制空心板梁的几何尺寸,按设计和构造分别计算出所需预应力受拉钢筋、带肋纵向受拉钢筋、带肋腹板纵向受力钢筋、带肋抗剪箍筋、光圆钢筋的面积,并确定对应的钢筋类型、钢筋根数和钢筋间距;
(2)依据布置的钢筋间距,选定端部弯钩型钢纤维,选定仿钢丝合成粗纤维或玄武岩纤维其中的一种,并进行几种不同纤维掺量的混杂;
(3)按设计选定的抗压强度要求进行自密实混凝土配合比的设计,将选定的混杂纤维形式掺加到自密实混凝土中;
(4)按照自密实混凝土工作性能要求选定几种不同混杂纤维形式,将配置好的混杂纤维自密实混凝土按照欧洲材料与结构联合会标准采用的抗弯强度及弯曲韧性试验梁尺寸进行浇筑,并对梁按照标准进行试验,得到试验梁的荷载-挠度曲线;
(5)采用反分析法依据试验梁的荷载-挠度曲线求解混杂纤维自密实混凝土的应力-裂缝口宽度关系;
(6)依据应力-裂缝口宽度关系计算裂缝宽度为设计规定值时的平均设计剩余应力,依据平均设计剩余应力确定混杂纤维对抗剪承载力的贡献值;
(7)比较几种不同混杂纤维形式下混杂纤维对抗剪承载力的贡献值,确定其中一个为最大值时的纤维混杂形式;
(8)依据混杂纤维对抗剪承载力的贡献最大值,以对应的纤维混杂形式替代步骤(1)中的部分带肋抗剪箍筋,重新确定替代后的抗剪箍筋间距,抗剪箍筋间距扩大;
(9)绑扎钢筋骨架,并在模板中就位,固定,就位并张拉预应力钢筋,浇筑最终确定的混杂纤维高性能自密实混凝土,在标准养护室养护24小时后,拆模,待混凝土达到不低于混凝土设计强度值的75%时,放松预应力筋。
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