不锈钢筋珊瑚海水海砂混凝土梁受弯试验及承载力计算

谢旺军; 马志鑫; 周济; 区王生; 陈宗平

不锈钢筋珊瑚海水海砂混凝土梁受弯试验及承载力计算

谢旺军¹,
马志鑫²,
周济²,
区王生³,
陈宗平^{2, 3, ,}

1.
广西交通职业技术学院路桥工程学院, 南宁 530023
2.
广西大学土木建筑工程学院, 南宁 530004
3.
南宁学院土木与建筑工程学院, 南宁 530200

基金项目: 国家自然科学基金(51578163)；八桂学者专项研究经费项目([2019]79号)；2022年度广西高校中青年教师基础能力提升项目(2022KY1139)

详细信息

通讯作者:
陈宗平，博士，教授，博士生导师，研究方向为近海及海洋混凝土结构　E-mail: zpchen@gxu.edu.cn

中图分类号: TU375.1
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出版历程
- 收稿日期: 2024-09-11
- 修回日期: 2024-11-12
- 录用日期: 2024-11-24
- 网络出版日期: 2024-12-08

Flexural experiment and bearing capacity calculation of stainless steel reinforced coral seawater sea sand concrete beams

1.
School of Road and Bridge Engineering, Guangxi Transport Vocational and Technical College, Nanning 530023, China
2.
School of Civil Engineering and Architecture, Guangxi University, Nanning 530004, China
3.
School of Civil Engineering and Architecture, Nanning University, Nanning 530200, China

Funds: National Natural Science Foundation of China (51578163); Eight Gui Scholars Special Research Fund Project ([2019]79); 2022 Guangxi Young and Middle aged Teacher Basic Ability Enhancement Project (2022KY1139)

摘要

摘要:
为探究一种新型耐腐蚀海洋混凝土结构构件“不锈钢筋珊瑚海水海砂混凝土梁”的受弯性能，以截面配筋率和钢筋种类(不锈钢筋与普通钢筋)为变化参数，制作了8根珊瑚海水海砂混凝土梁试件。通过单调静力加载试验观测了试件的破坏过程、破坏形态，获取了试件的弯矩-跨中挠度曲线和关键力学性能指标，研究了截面配筋率及钢筋种类对试件力学性能指标的影响规律。试验结果表明，试件发生混凝土压碎破坏与混凝土斜向破坏两种破坏形态；提高不锈钢筋截面配筋率能够延缓裂缝发展的速度，不锈钢筋试件开裂弯矩与普通钢筋试件基本相同；随着配筋率的提高，不锈钢筋珊瑚海水海砂混凝土梁的峰值承载力逐渐提高，最大增幅为51.23%，初始刚度逐渐增加，最大增幅为40.22%。不锈钢筋试件的峰值承载力比普通钢筋试件高出69.08%，初始刚度下降17.53%。根据不同国家规范计算开裂弯矩，发现国内规范计算值与试验值吻合程度最高。在已有研究的基础上提出了不锈钢筋珊瑚海水海砂混凝土梁的受弯承载力计算公式，计算值与试验值比值均值为0.98，吻合程度高。
- 不锈钢钢筋 /
- 珊瑚海水海砂混凝土 /
- 受弯性能 /
- 配筋率 /
- 承载力计算
Abstract:
To research the flexural performance of a new type of corrosion-resistant ocean concrete structural component, "stainless steel reinforced coral seawater sea sand concrete beam", eight coral seawater sea sand concrete beam specimens were fabricated with variable parameters of section reinforcement ratio and steel reinforcement type (stainless steel reinforcement and ordinary steel reinforcement). The failure process, failure mode, and crack development process of the specimens were observed through monotonic static loading experiment, and the flexural moment-mid span deflection curves and key mechanical performance indicators of the specimens were obtained. The influence of reinforcement ratio and reinforcement type on the mechanical performance indicators of the specimens were studied. The experimental results indicate that there are two types of failure modes in the specimen: concrete crushing failure and concrete oblique failure; The development of cracks can be slowed down by improving the reinforcement ratio of stainless steel bars, and the cracking load of stainless steel bar specimens is basically the same as that of ordinary steel bar specimens; With the increase of reinforcement ratio, the peak bearing capacity of stainless steel reinforced coral seawater sand concrete beams gradually increases, with a maximum increase of 51.23%, and the initial stiffness gradually increases, with a maximum increase of 40.22%. The peak bearing capacity of stainless steel reinforcement specimens is 69.08% higher than that of ordinary steel reinforcement specimens, and the initial stiffness decreases by 17.53%. According to different national specifications, the cracking flexural moment was calculated, and it is found that the domestic specification calculation values have the highest degree of agreement with the experimental values. On the basis of existing research, a formula for calculating the flexural bearing capacity of stainless steel reinforced coral seawater sand concrete beams has been proposed. The average ratio of the calculated values to the experimental values is 0.98, indicating a high degree of agreement.
- stainless steel reinforcement /
- coral seawater sea sand concrete /
- flexural behavior /
- reinforcement ratio /
- calculation of bearing capacity

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图 1 不锈钢筋珊瑚海水海砂混凝土梁试件设计图(单位：mm)

Figure 1. Diagram of stainless steel reinforced coral seawater sea sand concrete beam specimen design (Unit: mm)

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图 2 珊瑚骨料与不锈钢筋

Figure 2. Coral aggregates and stainless steel rebars

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图 3 不锈钢及普通钢筋应力-应变曲线

Figure 3. Stress-strain curves of stainless steel and ordinary steel bars

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图 4 加载装置示意图

Figure 4. Schematic diagram of loading device

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图 5 不锈钢筋珊瑚海水海砂混凝土梁两类试件破坏图

Figure 5. Two types of failure diagrams for stainless steel reinforced coral seawater sea sand concrete beams

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图 6 不锈钢筋珊瑚海水海砂混凝土梁两类试件破坏过程

Figure 6. Two types of failure process for stainless steel reinforced coral seawater sea sand concrete beams

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图 7 不锈钢筋珊瑚海水海砂混凝土梁试件弯矩-挠度曲线

Figure 7. Flexural moment-deflection curves of stainless steel reinforced coral seawater sea sand concrete beams

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图 8 不同钢筋珊瑚海水海砂混凝土梁最大裂缝宽度曲线

Figure 8. Maximum crack width curves of coral seawater sand concrete beams with different reinforcements

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图 9 不同钢筋珊瑚海水海砂混凝土梁跨中截面应变分布

Figure 9. Strain distribution of mid span section of coral seawater sand concrete beams with different reinforcements

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图 10 不同参数对不锈钢筋珊瑚海水海砂混凝土梁极限弯矩和初始刚度的影响

Figure 10. Effects of different parameters on the ultimate moment and initial stiffness of stainless steel reinforced coral seawater sea sand concrete beams

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图 11 不锈钢应力-应变曲线模型

Figure 11. Model of stress-strain curve for stainless steel

σ—Stress of stainless steel; σ_u—Ultimate stress of stainless steel; σ_y—Yield stress of stainless steel; E_sh—Slope of hardened section; ε—Strain of stainless steel; ε_y—Yield strain of stainless steel; ε_u—Ultimate strain of stainless steel; C—Coefficient

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图 12 承载力极限状态下的截面应变及混凝土等效矩形应力图

Figure 12. Cross section strain and equivalent rectangular stress diagram of concrete under ultimate bearing capacity limit state

h—Sction height; b—Sction width; A_s—Reinforcement area; A_s—Reinforcement area; ε_cu—Ultimate compressive strain at the edge of concrete under compression; ε_s—Strain of tensile longitudinal rebars; x₀—Height of compression zone; h₀—Effective height of section; σ_s—Tensile longitudinal rebars stress; x—Equivalent height of compression zone; f_c—Axial compressive strength of concrete; α₁—Stress graphic coefficient; β—Stress graphic coefficient

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表 1 试件设计参数与力学性能指标

Table 1 Design parameters and mechanical performance indexes of specimens

Specimens number	Tension longitudinal reinforcement		ρ/%	N_p/kN	M_u/(kN·m)	K/(kN·mm⁻¹)
Specimens number	Quantity	Diameter/mm	ρ/%	N_p/kN	M_u/(kN·m)	K/(kN·mm⁻¹)
SS-2-8	2	8	0.287	60.59	21.81	2.33
SS-2-10	2	10	0.446	91.63	32.99	2.14
SS-2-12	2	12	0.642	114.59	41.25	2.52
SS-3-12	3	12	0.963	151.95	54.70	3.54
SS-4-12	4	12	1.284	156.96	56.51	3.83
SS-5-12	5	12	1.605	190.92	68.73	4.34
SS-6-12	6	12	1.929	185.09	66.63	5.09
S-3-12	3	12	0.963	89.87	32.35	4.29
Notes: SS—Stainless steel reinforcement; S—Ordinary steel reinforcement; N_p—peak load; M_u—ultimate moment; K—initial stiffness; ρ—reinforcement ratio.

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表 2 海水成分

Table 2 Composition of seawater

Component	NaCl	MgCl₂	Na₂SO₄	CaCl₂	KCl	NaHCO₃	KBr	Cl⁻
Content/%	1.070	0.220	0.220	0.050	0.053	0.0073	0.0069	0.87

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表 3 混凝土配合比与性能指标

Table 3 Mix proportion and performance indexes of concrete

Quantity of concrete per cubic meter/kg·m⁻³				f_cu/ MPa	f_c/ MPa	f'_c/ MPa
Coral aggregate	Sea sand	Cement	Sea water	f_cu/ MPa	f_c/ MPa	f'_c/ MPa
672	753	530	194	32.10	23.05	28.16
Notes: f_cu—cube strength; f_c—axial compressive strength; f_c^’—cylindrical compressive strength.

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表 4 筋材力学性能

Table 4 Mechanical properties of reinforcement materials

Reinforcement type	Diameter d/mm	Yield strength f_y/MPa	Yield strain ε_y/10⁻⁶	Ultimate strength f_u/MPa	Ultimate strain ε_u/10⁻⁶	Elastic modulus E_s/GPa
Stainless steel bars	6	965	6595	1150	0.1352	210
	8	962	6581	1053	0.1531	210
	10	889	6233	1137	0.1451	210
	12	849	6043	1060	0.1616	210
Ordinary steel bars	6	442	2150	609	0.2025	206
Ordinary steel bars	12	508	2470	667	0.2140	206
Notes: The yield strength of stainless steel bars is determined by the nominal yield stress corresponding to residual strain of 0.2%.

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表 5 不锈钢筋珊瑚海水海砂混凝土梁开裂弯矩计算值与试验值对比结果

Table 5 Comparison between calculated and experimental values of cracking moment of stainless steel reinforced coral seawater sea sand concrete beams

Specimens number	Experimental value $M_{{\text{cr}}}^{\text{e}}$ /(kN·m)	GB 50010-2010^[24]		ACI318-19^[27]		AS 3600-2018^[28]
Specimens number	Experimental value $M_{{\text{cr}}}^{\text{e}}$ /(kN·m)	Calculated value $M_{{\text{cr}}}^{{\text{c1}}}$ /(kN·m)	$M_{{\text{cr}}}^{{\text{c1}}}/M_{{\text{cr}}}^{\text{e}}$	Calculated value $M_{{\text{cr}}}^{{\text{c2}}}$ /(kN·m)	$M_{{\text{cr}}}^{{\text{c2}}}/M_{{\text{cr}}}^{\text{e}}$	Calculated value $M_{{\text{cr}}}^{{\text{c3}}}$ /(kN·m)	$M_{{\text{cr}}}^{{\text{c3}}}/M_{{\text{cr}}}^{\text{e}}$
SS-2-8	6.52	6.72	1.03	5.05	0.78	5.19	0.80
SS-2-10	7.09	6.93	0.98	5.05	0.72	5.35	0.75
SS-2-12	7.25	7.19	0.99	5.05	0.70	5.55	0.77
SS-3-12	7.41	7.61	1.03	5.05	0.68	5.88	0.79
SS-4-12	7.51	8.04	1.07	5.05	0.67	6.20	0.83
SS-5-12	9.35	8.45	0.90	5.05	0.54	6.52	0.70
SS-6-12	9.18	8.87	0.97	5.05	0.55	6.85	0.75
S-3-12	7.28	7.59	1.04	5.05	0.69	5.85	0.80
Average value			1.00		0.67		0.77
Standard deviation			0.05		0.08		0.04
Coefficient of variation			0.05		0.11		0.05
Notes: $M_{{\text{cr}}}^{\text{e}}$ —Cracking moment experimental value; $M_{{\text{cr}}}^{{\text{c1}}}$ —Cracking moment calculation value according to GB 50010-2010^[24]; $M_{{\text{cr}}}^{{\text{c2}}}$ —Cracking moment calculation value according to ACI318-19^[27]; $M_{{\text{cr}}}^{{\text{c3}}}$ —Cracking moment calculation value according to AS 3600-2018^[28].

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表 6 不锈钢筋珊瑚海水海砂混凝土梁承载力计算值与试验值比较

Table 6 Comparison between calculated and experimental values of bearing capacity of stainless steel reinforced coral seawater sea sand concrete beams

Data sources	Specimens number	ρ/%	$M_{\text{u}}^{\text{e}}$ /(kN·m)	$M_{\text{u}}^{\text{c}}$ /(kN·m)	$M_{\text{u}}^{\text{c}}/M_{\text{u}}^{\text{e}}$
Experiment	SS-2-8	0.287	21.81	21.56	0.99
	SS-2-10	0.446	32.99	30.95	0.94
	SS-2-12	0.642	41.25	38.43	0.93
	SS-3-12	0.963	54.70	54.89	1.00
	SS-4-12	1.284	56.51	59.09	1.05
Reference [18]	SSL-1	0.590	14.48	24.18	1.67
	SSL-2	0.590	18.39	25.55	1.39
	SSM-1	1.200	24.83	40.63	1.63
	SSM-2	1.200	29.34	43.02	1.47
	SSM’-2	1.300	30.95	44.74	1.44
	SSH-1	1.600	31.80	44.74	1.44
	SSH-2	1.600	31.16	42.66	1.34
	SSH’-2	2.320	34.55	45.33	1.47
Reference [32]	SL-2	1.595	17.16	21.92	1.27
	SL-3	1.083	25.16	26.27	1.04
	SL-4	1.658	26.66	34.60	1.30
Reference [33]	BKW-1	1.141	36.71	43.56	1.19
Reference [33]	BKW-2	1.141	37.03	42.98	1.16
Reference [34]	SS	1.640	36.00	37.75	1.05
Reference [35]	Beam1	0.831	7.90	11.61	1.47
	Beam2	3.435	16.50	15.36	0.93
	Beam3	0.831	11.40	11.16	0.98
	Beam4	0.859	17.30	14.98	0.86
Notes: $M_{\text{u}}^{\text{e}}$ —Ultimate bearing capacity experimental value; $M_{\text{u}}^{\text{c}}$ —Ultimate bearing capacity calculation value.

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长摘要

目的
在近海及海洋工程建设中，充分利用海洋资源，将珊瑚骨料、海水、海砂制成海洋混凝土梁有利于解决由于远离陆地带来的材料短缺和运费高昂的难题。但珊瑚、海水、海砂中含量极高的氯离子极易导致普通钢筋锈蚀进而降低构件的承载能力，严重威胁近海及海洋工程结构的使用寿命。为有效解决使用珊瑚、海水、海砂所带来的钢筋腐蚀问题，利用不锈钢筋制成一种新型的耐腐蚀海洋混凝土构件“不锈钢筋珊瑚海水海砂混凝土梁”。对于混凝土梁构件，受弯性能是其发挥承载力的关键，为探究这种新型耐腐蚀梁构件的受弯性能，本文设计并制作了此类梁试件，进行静力加载试验，分析了受弯性能并提出承载力计算方法，以期为此类构件在近海及海洋混凝土结构中的应用提供研究基础。
方法
试验以不同截面配筋率和钢筋种类(不锈钢筋与普通钢筋)为变化参数，设计并制作了7根不锈钢筋珊瑚海水海砂混凝土梁试件与1根普通钢筋珊瑚海水海砂混凝土梁试件。其中混凝土全部采用水泥、珊瑚骨料、海水和海砂混合拌制。采用单调静力加载法对试件进行受力试验。加载过程中，重点观测梁的裂缝发展、破坏过程及破坏形态，并在加载过程中采集荷载值、位移计数值，记录开裂弯矩、峰值承载力。通过试验数据获取了弯矩-跨中挠度曲线以及关键性能指标。此外，采用国内外相关规范对试件的开裂弯矩进行计算，并与试验结果进行对比分析。基于简化的连续强度法和已有研究分析，提出不锈钢筋珊瑚海水海砂混凝土梁的受弯承载力计算公式。
结果
试验过程中，8根试件的破坏形态主要表现为两种类型：混凝土压碎破坏和混凝土斜向破坏。提高配筋率可以延缓裂缝的发展速度，不锈钢筋梁的开裂弯矩与普通钢筋梁基本相同，开裂前期二者开裂速度相同，但在18kN·m之后不锈钢试件稍快于普通钢筋试件。在峰值承载力方面，随着截面配筋率的增加，不锈钢筋珊瑚海水海砂混凝土梁的峰值承载力逐渐提高，最大增幅达到51.23%；同时，初始刚度也随之增加，最大增幅为40.22%。与普通钢筋梁相比，不锈钢筋梁的峰值承载力高出69.08%，但初始刚度下降，降幅为17.53%。对比不同国家规范计算的开裂弯矩，结果显示采用国内规范方法计算得到的计算值与试验结果的吻合度最高。采用提出的不锈钢筋珊瑚海水海砂混凝土梁的受弯承载力计算方法，计算得到的计算值与试验值的比值均值为0.98，吻合程度高。
结论
采用不锈钢筋的珊瑚海水海砂混凝土梁比普通钢筋梁有着更高的受弯承载能力，截面配筋率对不锈钢筋梁的极限承载力有显著的影响，通过提高截面配筋率的方式可以提高极限承载力，但当配筋率过高时梁的破坏形态从混凝土受压破坏转变为斜向破坏。国内规范方法仍适用于计算开裂弯矩值，采用提出的计算方法计算不锈钢筋珊瑚海水海砂混凝土梁的极限承载力时具有较高精度。本试验的对象为短期内的不锈钢筋珊瑚海水海砂混凝土梁，短期内试件未腐蚀，对于此类新型耐腐蚀构件在严酷海洋环境内长期服役后的耐腐蚀性能及受弯性能，仍需后续研究。

创新点

在近海及海洋工程建设中，为了解决由于远离陆地带来的材料短缺难题，可充分利用海洋资源，将珊瑚骨料、海水、海砂制成海洋混凝土梁。但珊瑚、海水、海砂中含量极高的氯离子极易导致普通钢筋锈蚀进而降低构件的承载能力，严重威胁海洋及近海工程结构的使用寿命。为有效解决使用珊瑚、海水、海砂所带来的钢筋腐蚀问题，利用不锈钢筋制成一种新型的耐腐蚀海洋混凝土构件“不锈钢筋珊瑚海水海砂混凝土梁”。
对于混凝土梁构件，受弯性能是其发挥承载力的关键，为探究这种新型耐腐蚀梁构件的受弯性能，本文设计并制作了7个不锈钢筋珊瑚海水海砂混凝土梁试件和1个普通钢筋对比试件并进行静力加载试验。试验结果表明，提高不锈钢筋配筋率能够延缓裂缝发展的速度，不锈钢筋试件开裂弯矩与普通钢筋试件基本相同；配筋率的增加能够显著提升不锈钢筋珊瑚海水海砂混凝土梁的极限承载力，相同配筋率的不锈钢筋试件比普通钢筋试件极限承载力高出69.08%；利用国内现有规范计算得到开裂弯矩计算值与试验值吻合程度高；提出的极限承载力计算方法计算值与试验值吻合程度高。
1
不锈钢筋试件最大裂缝宽度曲线
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筋材种类对极限承载力的影响