采用横向预应力的装配式空心板桥受力性能与设计计算方法

吴庆雄; 黄宛昆; 王渠; 陈康明; 陈宝春

doi:10.19818/j.cnki.1671-1637.2022.06.008

采用横向预应力的装配式空心板桥受力性能与设计计算方法

doi: 10.19818/j.cnki.1671-1637.2022.06.008

吴庆雄^{1, 2,},
黄宛昆^{1, 3, ,},
王渠¹,
陈康明¹,
陈宝春¹

1.
福州大学土木工程学院，福建福州 350116
2.
福州大学福建省土木工程多灾害防治重点实验室，福建福州 350116
3.
福州大学工程结构福建省高校重点实验室，福建福州 350116

基金项目:

国家重点研发计划 2017YFE0130300

国家自然科学基金项目 51808126

国家自然科学基金项目 52078137

福建省自然科学基金项目 2019J06009

详细信息

作者简介:
吴庆雄(1973-)，男，福建南靖人，福州大学研究员，工学博士，从事桥梁工程研究

通讯作者:
黄宛昆(1982-)，男，安徽庐江人，福州大学实验师，工学博士

中图分类号: U443.3
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- 被引次数: 0
出版历程
- 收稿日期: 2022-06-19
- 刊出日期: 2022-12-25

Mechanical performance and design calculation method of prefabricated voided slab bridge with transverse post-tensioning

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
2.
Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
3.
Key Laboratory of Fujian Universities for Engineering Structures, Fuzhou University, Fuzhou 350116, Fujian, China

Funds:

National Key Research and Development Program of China 2017YFE0130300

National Natural Science Foundation of China 51808126

National Natural Science Foundation of China 52078137

Natural Science Foundation of Fujian Province 2019J06009

More Information

Author Bio:
WU Qing-xiong (1973–), male, born in Nanjing, Fujian Province, researcher at Fuzhou University, PhD in engineering. He is engaged in research on bridge engineering. E-mail: wuqingx@fzu.edu.cn

HUANG Wan-kun (1982–), male, born in Lujiang, Anhui Province, experimentalist of Fuzhou University, PhD in engineering. E-mail: huangwankun@fzu.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为了提高铰缝结合面的开裂荷载和破坏荷载，解决空心板桥横桥向受力问题，研究了采用横向预应力的装配式空心板桥的受力性能，采用局部模型试验的方法分析了铰缝结合面受力机理，采用足尺模型试验的方法研究了空心板桥整体受力性能，并基于铰缝结合面受力机理，确定了横向预应力的上、下限，进而提出了横向预应力设计计算公式。试验结果表明：采用横向预应力结合面的法向和切向黏结强度分别为1.40~1.45和0.50~0.62 MPa，较未采用横向预应力分别提高了8.1%~12.5%和12.4%~38.3%，而且提高横向预应力可以提高结合面的法向和切向黏结强度；采用横向预应力的空心板桥足尺试验模型的破坏模式表现为空心板的开裂破坏，试验过程中未出现铰缝开裂现象；横向预应力的施加可以提高空心板之间的横桥向联系，避免结构由于铰缝结合面损伤而丧失横向传递荷载的能力并导致结构破坏，提高空心板桥的极限荷载；提出的横向预应力设计计算公式可以较好地计算空心板桥横向预应力的设计值。
- 桥梁工程 /
- 装配式空心板桥 /
- 铰缝 /
- 横向预应力 /
- 设计计算方法 /
- 模型试验
Abstract: In order to improve the crack load and failure load of the hinge joint junction surface and solve the problem of the transverse force of the voided slab bridge, the mechanical performance of the prefabricated voided slab bridge with transverse post-tensioning (TPT)was studied. The mechanical mechanism of the hinge joint junction surface was analyzed by a local model test. The full-scale model test was adopted to research the overall mechanical performance of the voided slab bridge. Based on the mechanical mechanism of the hinge joint junction surface, the upper and lower limits of TPT were determined, and the design calculation formula of TPT was put forward. Test results show that the normal and tangential bonding strengths of the junction surface with TPT are 1.40-1.45 and 0.50-0.62 MPa, respectively, which are 8.1%-12.5% and 12.4%-38.3% higher than those without TPT, respectively. Moreover, increasing TPT can improve the normal and tangential bonding strengths of the junction surface. The failure mode of the full-scale test model of the voided slab bridge with TPT is the cracking failure of the voided slab, and no hinge joint cracking occurs during the test. The application of TPT can improve the transverse connection among slabs, avoid the loss of the transverse load transmitting ability due to the hinge joint junction surface damage and the failure of the structure, and increase the ultimate load of the voided slab bridge. The proposed formula for TPT design can effectively calculate the design value of TPT of the voided slab bridge.
- bridge engineering /
- prefabricated voided slab bridge /
- hinge joint /
- transverse post-tensioning /
- design calculation method /
- model test

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图 1 试件尺寸和加载方式(单位：cm)

Figure 1. Sizes of specimens and loading patterns (unit: cm)

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图 2 结合面弯曲破坏形态

Figure 2. Bending failure modes of junction surface

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图 3 结合面剪切破坏形态

Figure 3. Shearing failure modes of junction surface

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图 4 空心板构造(单位：cm)

Figure 4. Structures of voided slab (unit: cm)

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图 5 试验过程照片

Figure 5. Photos of test process

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图 6 空心板荷载-挠度曲线

Figure 6. Load-deflection curves of voided slabs

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图 7 底板混凝土荷载-应变曲线

Figure 7. Load-strain curves of bottom plate concrete

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图 8 空心板跨中截面钢筋应变实测结果

Figure 8. Steel strain test results of voided slabs in mid-span section

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图 9 空心板跨中截面挠度比较

Figure 9. Deflection comparison of voided slabs in mid-span section

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图 10 跨中截面钢筋应变比较

Figure 10. Steel strain comparison of mid-span section

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图 11 有限元模型

Figure 11. Finite element model

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图 12 有限元分析结果

Figure 12. Analysis results of finite element model

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图 13 横向预应力设计值与桥宽和跨径的关系

Figure 13. Relationship between TPT designing value and bridge width/span

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图 14 横向预应力与桥梁宽跨比的关系

Figure 14. Relationship between TPT and bridge width-span ratio

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图 15 横向预应力的设计计算

Figure 15. Designing calculation of TPT

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1. Sizes of specimens and loading patterns (unit: cm)

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2. Bending failure modes of junction surface

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3. Shearing failure modes of junction surface

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4. Structure of voided slab (unit: cm)

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5. Test process

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6. Load-deflection curves of voided slabs

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7. Load-strain curves of bottom plate concrete

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8. Steel strain test results of voided slabs in mid-span section

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9. Deflection comparison of voided slabs in mid-span section

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10. Steel strain comparison in mid-span section

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11. Finite element model

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12. Analysis results of finite element model

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13. Relationship between designed TPT value and bridge width/span

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14. Relationship between TPT and bridge width-span ratio

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表 1 局部模型试验试件分组

Table 1. Specimen grouping of local model test

序号	试件编号	极限状态	横向预应力P/kN
1	WS-1-1~WS-1-3	法向	0
2	WS-2-1~WS-2-3		40
3	WS-3-1~WS-3-3		50
4	WS-4-1~WS-4-3		70
5	JS-1-1~JS-1-3	切向	0
6	JS-2-1~JS-2-3		40
7	JS-3-1~JS-3-3		50
8	JS-4-1~JS-4-3		70

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表 2 抗弯试验结果

Table 2. Bending test result

试件编号	M_c/(kN·m)	f_t/MPa		f_t/f_tw
试件编号	M_c/(kN·m)	实测值	有效值	实测值	有效值
WS-1-1	10.3	1.42	1.29	0.43	0.39
WS-1-2	10.0	1.38		0.42
WS-1-3	9.5	1.31		0.40
WS-2-1	11.0	1.52	1.40	0.46	0.43
WS-2-2	11.4	1.57		0.48
WS-2-3	10.3	1.42		0.43
WS-3-1	11.2	1.54	1.45	0.47	0.44
WS-3-2	11.6	1.60		0.49
WS-3-3	10.7	1.47		0.45
WS-4-1	10.7	1.47	1.44	0.45	0.44
WS-4-2	10.9	1.50		0.46
WS-4-3	11.5	1.58		0.48

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表 3 抗剪试验结果

Table 3. Shearing test result

试件编号	V_c/kN	f_v/MPa		f_v/f_cw
试件编号	V_c/kN	实测值	有效值	实测值	有效值
JS-1-1	75	0.52	0.45	0.018	0.015
JS-1-2	66	0.46		0.016
JS-1-3	70	0.49		0.017
JS-2-1	77	0.53	0.50	0.019	0.017
JS-2-2	74	0.51		0.018
JS-2-3	82	0.57		0.020
JS-3-1	80	0.56	0.53	0.019	0.018
JS-3-2	83	0.58		0.020
JS-3-3	92	0.64		0.022
JS-4-1	90	0.63	0.62	0.022	0.021
JS-4-2	95	0.66		0.023
JS-4-3	98	0.68		0.024

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表 4 未采用与采用横向预应力的试验现象对比

Table 4. Comparison of test phenomena with and without TPT

荷载/kN	未采用横向预应力	采用横向预应力
70	结合面开裂
80		空心板跨中截面开裂
140	结合面通缝形成，单板受力并失去承载能力	3^#空心板板底应变测点因混凝土开裂而失效
240		跨中截面板底混凝土应变测点全部失效
380		空心板出现大量通缝，失去承载能力，未发现结合面开裂

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表 5 实测与计算结果比较

Table 5. Comparison between test and calculated results

序号	测点位置	实测挠度/mm	计算挠度/mm	校验系数
1	1^#空心板跨中	1.57	1.96	0.80
2	2^#空心板跨中	1.50	2.27	0.66
3	3^#空心板跨中	1.41	2.36	0.60
4	4^#空心板跨中	1.47	2.27	0.65
5	5^#空心板跨中	1.52	1.96	0.78

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表 6 有限元模型参数

Table 6. Parameters of finite element model

参数	参数取值
跨径/m	10、13、16、20
桥宽/m	8、10、12、14、16、18、20

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表 7 跨径10 m空心板桥计算结果

Table 7. Calculated result of 10 m-span voided slab bridge

桥宽/m	最不利正弯矩控制/kN		最不利负弯矩控制/kN		预应力设计/kN
桥宽/m	底缘控制	顶缘控制	底缘控制	顶缘控制	下限	上限
8	413	1 920	1 767	566	566	1 767
10	616	1 717	1 578	755	755	1 578
12	737	1 596	1 601	732	737	1 596
14	794	1 538	1 681	652	794	1 538
16	822	1 511	1 782	551	822	1 511
18	835	1 498	1 887	446	835	1 498
20	844	1 489	1 835	498	844	1 489

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表 8 跨径13 m空心板桥计算结果

Table 8. Calculated result of 13 m-span voided slab bridge

桥宽/m	最不利正弯矩控制/kN		最不利负弯矩控制/kN		预应力设计/kN
桥宽/m	底缘控制	顶缘控制	底缘控制	顶缘控制	下限	上限
8	331	2 390	2 241	481	481	2 241
10	520	2 202	2 061	661	661	2 061
12	661	2 060	1 963	758	758	1 963
14	758	1 964	1 927	795	795	1 927
16	822	1 900	1 941	781	822	1 900
18	860	1 862	2 000	722	860	1 862
20	884	1 838	2 069	653	884	1 838

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表 9 跨径16 m空心板桥计算结果

Table 9. Calculated result of 16 m-span voided slab bridge

桥宽/m	最不利正弯矩控制/kN		最不利负弯矩控制/kN		预应力设计/kN
桥宽/m	底缘控制	顶缘控制	底缘控制	顶缘控制	下限	上限
8	293	2 818	2 668	443	443	2 668
10	462	2 648	2 513	598	598	2 513
12	598	2 513	2 396	715	715	2 396
14	707	2 404	2 320	791	791	2 320
16	790	2 321	2 285	826	826	2 285
18	850	2 260	2 286	825	850	2 260
20	891	2 220	2 316	795	891	2 220

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表 10 跨径20 m空心板桥计算结果

Table 10. Calculated result of 20 m-span voided slab bridge

桥宽/m	最不利正弯矩控制/kN		最不利负弯矩控制/kN		预应力设计/kN
桥宽/m	底缘控制	顶缘控制	底缘控制	顶缘控制	下限	上限
8	244	3 449	3 324	370	370	3 324
10	389	3 305	3 186	508	508	3 186
12	510	3 184	3 067	626	626	3 067
14	615	3 079	2 973	721	721	2 973
16	701	2 993	2 904	790	790	2 904
18	773	2 921	2 865	829	829	2 865
20	829	2 865	2 852	842	842	2 852

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1. Specimen grouping of local model test

2. Bending test result

3. Shearing test result

4. Comparison of test phenomena with and without TPT

5. Comparison between test and calculated results

6. Parameters of finite element model

7. Calculated result of voided slab bridge with a span of 10 m

8. Calculated result of voided slab bridge with a span of 13 m

9. Calculated result of voided slab bridge with a span of 16 m

10. Calculated result of voided slab bridge with a span of 20 m

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