带钢底板UHPC梁抗剪承载力计算方法

晏班夫; 刘千; 王凯; 涂兵; 柯璐

doi:10.19818/j.cnki.1671-1637.2024.03.005

带钢底板UHPC梁抗剪承载力计算方法

doi: 10.19818/j.cnki.1671-1637.2024.03.005

晏班夫^{1, 2,},
刘千¹,
王凯¹,
涂兵²,
柯璐²

1.
湖南大学土木工程学院，湖南长沙 410082
2.
广西大学土木建筑工程学院，广西南宁 530004

基金项目:

国家自然科学基金项目 U23A20662

国家自然科学基金项目 52208307

广西科技计划项目 AB23026154

详细信息

作者简介:
晏班夫(1972-)，男，湖南冷水江人，广西大学教授，工学博士，从事UHPC桥梁新结构设计理论与工程实践研究

中图分类号: U445.7
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- 被引次数: 0
出版历程
- 收稿日期: 2024-01-06
- 网络出版日期: 2024-07-18
- 刊出日期: 2024-06-30

Shear bearing capacity calculation method for UHPC beams with steel bottom plate

YAN Ban-fu^{1, 2
,},
LIU Qian¹,
WANG Kai¹,
TU Bing²,
KE Lu²

1.
College of Civil Engineering, Hunan University, Changsha 410082, Hunan, China
2.
School of Civil Engineering and Architecture, Guangxi University, Nanning 530004, Guangxi, China

Funds:

National Natural Science Foundation of China U23A20662

National Natural Science Foundation of China 52208307

Scientific and Technological Plan Project of Guangxi Province AB23026154

More Information

Author Bio:
YAN Ban-fu (1972-), male, professor, PhD, yanbanfu@gxu.edu.cn

摘要

摘要: 为研究带钢底板的超高性能混凝土(UHPC)梁的抗剪性能和抗剪承载力计算方法，采用试验研究与理论分析的方法，设计制作了7片试验梁开展抗剪试验，试验参数包括接缝配置、纵向腹筋设置和剪跨比；结合极限平衡理论和分项线性叠加思想，建立了考虑箍筋、钢纤维、UHPC基体及钢板抗剪贡献的带钢底板UHPC梁抗剪承载力计算建议公式，并与法国规范计算公式进行比较。试验结果表明：接缝梁的破坏形态均为接缝处错位的剪切破坏，主裂缝沿靠近跨中的接缝一侧斜向发展，而完整梁的破坏形态与剪跨比有关，随着剪跨比的增加从剪压破坏向弯剪破坏转变；接缝的存在会降低带钢底板UHPC梁的抗剪承载力，且随剪跨比的增大而减小，设置纵向腹筋则可有效提高其抗剪承载力与变形能力；采用本文提出的计算方法的抗剪承载力计算值与试验值的平均比值为0.91，变异系数为0.16，采用法国规范抗剪承载力计算方法的抗剪承载力计算值与试验值的平均比值为1.08，变异系数为0.29，因此本文提出的计算方法离散性较小，可适用于带钢底板UHPC梁的抗剪承载力计算。
- 桥梁工程 /
- UHPC梁 /
- 抗剪承载力 /
- 理论分析 /
- 钢底板 /
- 湿接缝
Abstract: To investigate the shear performance and the calculation method for the shear bearing capacity of ultra-high performance concrete (UHPC) beams with steel bottom plates, seven test UHPC beams were designed and fabricated for shear-resistance testing by test research and theoretical analysis, with test parameters including joint configuration, longitudinal web reinforcement layout, and shear span ratio. Combined with limit equilibrium theory and sub-item linear superposition, a recommended formula for calculating the shear bearing capacity of UHPC beams with steel bottom plates was established. Shear contributions from stirrups, steel fibers, UHPC matrix, and steel plates were considered in this formula. It was subsequently compared with the calculation formula prescribed by the French code. Test results show that the failure mode of joint beams is characterized by shear failure with joint malposition, with primary cracks progressing diagonally along the joint side near the mid-span. In contrast, the failure mode of intact beams is related to the shear span ratio, shifting from shear-compression failure to flexural-shear failure as the shear span ratio increases. The presence of joints reduces the shear bearing capacity of UHPC beams with steel bottom plates, and it decreases with the increase of the shear span ratio. The layout of longitudinal web reinforcement can improve the shear bearing capacity and deformability of these beams effectively. The average ratio of the calculated value of shear bearing capacity via the proposed method to the test value is 0.91, with a coefficient of variation of 0.16. In comparison, the average ratio of the calculated value of shear bearing capacity via the French code method to the test value is 1.08, with a coefficient of variation of 0.29. Therefore, the proposed calculation method exhibits lower discreteness and is applicable for the shear bearing capacity calculation of UHPC beams with steel bottom plates.
- bridge engineering /
- UHPC beam /
- shear bearing capacity /
- theoretical analysis /
- steel bottom plate /
- wet joint

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图 1 试验梁构造尺寸(单位：cm)

Figure 1. Structural sizes of test beams (unit: cm)

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图 2 试验加载装置

Figure 2. Test loading device

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图 3 测点布置

Figure 3. Layouts of measuring points

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图 4 试验梁破坏形态

Figure 4. Failure modes of test beams

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图 5 DIC测试结果

Figure 5. Test results of DIC

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图 6 荷载-挠度曲线

Figure 6. Load-deflection curves

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图 7 荷载-箍筋应变曲线

Figure 7. Load-stirrup strain curves

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图 8 钢板荷载-应变曲线

Figure 8. Load-strain curves of steel plate

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图 9 钢纤维作用

Figure 9. Effects of steel fiber

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图 10 计算图示

Figure 10. Calculation illustration

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表 1 试验梁参数

Table 1. Parameters of test beams

梁号	L/m	l/m	λ	ρ/%	ρ_v /%	s/mm	钢筋布置
梁号	L/m	l/m	λ	ρ/%	ρ_v /%	s/mm	纵筋	跨中加强钢筋	箍筋	腰筋
S1	3.8	0.2	3.2	1.14	0.897	75	4C16	2C16	C8	6C10
S2	3.1	0.2	2.4	1.14	0.897	75	4C16	2C16	C8	6C10
S3	2.0	0.1	1.4	1.14	0.897	75	4C16	2C16	C8	6C10
B	3.1	0.2	2.4	1.14	0.897	75	4C16	2C16	C8
C1	3.8	0.2	3.2	1.14	0.897	75	4C16	6C16	C8	6C10
C2	3.1	0.2	2.4	1.14	0.897	75	4C16	2C16	C8	6C10
C3	2.0	0.1	1.4	1.14	0.897	75	4C16	2C16	C8	6C10

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表 2 UHPC材料力学性能

Table 2. Material mechanical performances of UHPC

材料类型	立方体抗压强度/MPa	抗折强度/MPa	弹性模量/GPa
UHPC150	161.1	21.1	47.14

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表 3 钢筋力学性能

Table 3. Mechanical performances of reinforcement

钢筋类型	屈服强度/MPa	弹性模量/GPa	延伸率/%
HRB400	475.6	200	24.5

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表 4 试验梁极限荷载与破坏形态

Table 4. Ultimate loads and failure modes of test beams

梁号	P_u/kN	P_r/kN	μ	θ/(°)	破坏模式
S1	1 184	345	1.41	45	剪错
S2	1 246	296	1.23	45	剪错
S3	1 344	336	1.07	45	剪错
B	1 066	131	1.19	45	剪错
C1	1 467	237	1.28	50	弯剪
C2	1 668	224	1.33	57	剪压
C3	1 735	365	1.07	62	剪压

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表 5 抗剪承载力计算值与试验值

Table 5. Calculation values and test values of shear bearing capacity

梁号	V_v/kN	V_w/kN	V_c/kN	V_l/kN	V_u/kN	V_e/kN	V_u/V_e	V_F/kN	V_F/V_e
S1	224.7	85.7	115.8	78.0	504.2	592.0	0.85	608.1	1.03
S2	224.7	85.7	151.1	78.0	539.5	623.0	0.87	608.1	0.98
S3	224.7	85.7	244.3	78.0	632.7	672.0	0.94	608.1	0.90
B	224.7	85.7	151.1	78.0	539.5	533.0	1.01	608.1	1.14
C1	299.6	189.5	115.8	78.0	682.9	733.5	0.93	954.3	1.30
C2	299.6	189.5	151.1	78.0	718.2	834.0	0.86	954.3	1.14
C3	299.6	189.5	244.3	78.0	811.4	867.5	0.94	954.3	1.10

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