变形钢筋/超高性能混凝土搭接黏结性能

马福栋; 邓明科; 孙宏哲; 叶旺

doi:10.13801/j.cnki.fhclxb.20201229.006

变形钢筋/超高性能混凝土搭接黏结性能

doi: 10.13801/j.cnki.fhclxb.20201229.006

马福栋¹,
邓明科^1, ,,
孙宏哲^1,,
叶旺^{1, 2,}

1.
西安建筑科技大学　土木工程学院，西安 710055
2.
中联西北工程设计研究院有限公司，西安 710055

基金项目: 西安市科技创新计划项目(20191522415KYPT015JC017)；国家自然科学基金(51708445)

详细信息

通讯作者:
邓明科，博士，教授，研究方向为高性能土木工程材料与新型结构　 E-mail：dengmingke@126.com

中图分类号: TU528；TU318
计量
- 文章访问数: 1241
- HTML全文浏览量: 630
- PDF下载量: 68
- 被引次数: 0
出版历程
- 收稿日期: 2020-11-09
- 录用日期: 2020-12-17
- 网络出版日期: 2020-12-29
- 刊出日期: 2021-11-01

Bond behavior of deformed steel bars lap-splice in ultra high performance concrete

MA Fudong¹,
DENG Mingke^{1
, ,},
SUN Hongzhe^1
,,
YE Wang^{1, 2
,}

1.
School of Civil Engineering, Xi’an University of Architecture & Technology, Xi’an 710055, China
2.
China United Northwest Institute for Engineering Design and Research Corporation, Xi’an 710055, China

摘要

摘要: 超高性能混凝土(UHPC)是一种高强度、高韧性和高耐久性的水泥基复合材料。为了研究钢筋/UHPC的搭接黏结性能，进行了21组考虑搭接长度、纤维掺量和配箍率影响的钢筋搭接对拉拔出试验，3组考虑锚固长度影响的钢筋直接拔出锚固试验；试验出现了劈裂拔出破坏和钢筋拉断破坏2种破坏模式；钢筋/UHPC平均黏结强度随钢筋埋置长度的增大而减小，随配箍率的增大而增大；钢纤维掺量的增大，有利于增大对UHPC的约束作用，增加配箍率和适当增大纤维掺量均能减小钢筋/UHPC的临界搭接长度；结合前人的试验结果，拟合得到平均锚固和搭接黏结强度计算公式及临界锚固和搭接长度计算公式，根据混凝土结构设计规范，建立了钢筋/UHPC锚固和搭接长度简化算法，计算结果较为准确。
- 超高性能混凝土 /
- 平均黏结强度 /
- 锚固和搭接长度 /
- 拟合公式 /
- 简化算法
Abstract: Ultra high performance concrete (UHPC) is a kind of cement-based material with high strength, high toughness and high durability. To study the lap-spliced bond performance of steel bars in UHPC, 21 groups of lap-spliced specimens were tested considering the parameters of lap length, fibers content and stirrups ratio. 3 groups of pull-out specimens considering a parameter of anchorage length were conducted to be control groups. Two failure modes, those are splitting-pull-out failure and steel-bar-rupture failure appear. The average bond strength decreases with the increase of embedded length and increases with the increase of stirrup ratio. The steel fibers enhance the confinement for UHPC. Increasing the stirrup ratio and fiber content can reduce the lap-spliced length of the steel bars in UHPC. Combining with the previous research, average bond strength and development length as well as splice length formulas were fitted. Simplified algorithms of development length and splice length were proposed according to the Code for Design of Concrete Stuctures, and the results agree well with the test results.
- UHPC /
- average bond strength /
- development length and splice length /
- fitting formula /
- simplified algorithm

HTML全文

图 1 钢筋/超高性能混凝土(UHPC)搭接试件尺寸及制作(单位：mm)

Figure 1. Size and fabrication of steel bars/ultra high performance concrete (UHPC) lap-splice specimens (Unit: mm)

下载: 全尺寸图片幻灯片

图 2 试验加载装置

Figure 2. Test loading devices

下载: 全尺寸图片幻灯片

图 3 钢筋/UHPC锚固或搭接试件极限荷载-埋长曲线

Figure 3. Ultimate load versus embedment length curves of anchorage and pull out lap-splice specimens of steel bars in UHPC

下载: 全尺寸图片幻灯片

图 4 钢筋/UHPC锚固或搭接试件破坏形态

Figure 4. Failure patterns of anchorage and lap-splice specimens of steel bars in UHPC

下载: 全尺寸图片幻灯片

图 5 钢筋/UHPC平均黏结强度与埋置长度关系

Figure 5. Average bond strength versus embedded length of steel bars/UHPC

下载: 全尺寸图片幻灯片

图 6 钢筋/UHPC平均黏结强度与钢纤维体积分数关系

Figure 6. Average bond strength versus fibers fraction of steel bars/UHPC

下载: 全尺寸图片幻灯片

图 7 钢筋/UHPC搭接试件箍筋应变-荷载曲线

Figure 7. Stirrup strains versus loads curves of steel bars lap-splice UHPC specimens

下载: 全尺寸图片幻灯片

图 8 钢筋/UHPC平均黏结强度与配箍率关系

Figure 8. Average bond strength versus stirrup ratio curves of steel bars/UHPC

下载: 全尺寸图片幻灯片

图 9 钢筋搭接强度拟合公式计算值与试验值对比

Figure 9. Comparison between the calculated value and the test value of the fitting formula of the steel lap-splice strength

下载: 全尺寸图片幻灯片

图 10 不同类型钢筋/UHPC锚固或搭接试件的临界长度计算值与试验值

Figure 10. Test and calculation values of critical length for different types of anchorage and pull out lap splice steel bars/UHPC specimens

下载: 全尺寸图片幻灯片

表 1 钢筋锚固和搭接钢筋/UHPC试件参数及试验结果

Table 1. Parameters and test results of anchorage and lap-splice steel bars/UHPC specimens

Number	Notation	V_f/%	${\rho _{{\rm{sv}}}}$/%	L	f_cu/MPa	f_c/MPa	P_y/kN	P_s/kN	P_u/kN	τ_mt/MPa	Failure mode
1	A-2-0-3d	2	0	3d	117.1	103.6	—	190.4	197.6	33.6	SPF
2	A-2-0-5d			5d			218.6	265.2	269.5	27.5	SPF
3	A-2-0-7d			7d			220.4	284.6	298.1	21.7	SPF
4	LS-2-0-3d	2	0	3d	117.1	103.6	—	111.9	130.2	22.1	SPF
5	LS-2-0-5d			5d			—	143.4	171.8	17.5	SPF
6	LS-2-0-7d			7d			—	173.3	208.3	15.1	SPF
7	LS-2-0-8d	2	0	8d	110.1	100.9	219.1	223.4	234.2	14.9	SPF
8	LS-2-0-10d			10d			215.6	246.9	266.0	13.6	SPF
9	LS-2-0-12d			12d			217.6	272.8	293.7	12.5	SPF
10	LS-3-0-8d	3	0	8d	116.6	105.5	217.2	245.8	253.2	16.1	SPF
11	LS-3-0-10d			10d			219.1	265.7	284.8	14.5	SPF
12	LS-3-0-12d			12d			216.3	285.9	298.8	12.7	RF
13	LS-4-0-6d	4	0	6d	112	102	217.1	201.3	224.0	19.0	SPF
14	LS-4-0-8d			8d			215.3	244.9	250.1	16.0	SPF
15	LS-4-0-10d			10d			217.1	276.3	282.2	14.4	SPF
16	LS-2-0.67-6d	2	0.67	6d	110.1	100.9	218.2	164.9	236.6	20.1	SPF
17	LS-2-0.67-8d			8d			218.4	180.5	243.5	15.5	SPF
18	LS-2-0.67-10d			10d			215.8	201.3	292.9	14.94	SPF
19	LS-2-1.35-4d	2	1.35	4d	110.1	100.9	—	122.6	195.3	24.9	SPF
20	LS-2-1.35-6d			6d			218.8	146.6	244.3	20.7	SPF
21	LS-2-1.35-8d			8d			219.4	202.4	304.2	19.4	RF
22	LS-2-2.25-4d	2	2.25	4d	110.1	100.9	—	128.1	206.0	26.2	SPF
23	LS-2-2.25-6d			6d	219.4	167.7			257.9	21.9	SPF
24	LS-2-2.25-8d			8d	214.5	216.0			302.8	19.3	RF
Notes: d—Steel bar diameter; V_f—Fibre volume fraction; ρ_sv—Hoop ratio; L—Embedment length; f_cu—Compressive strength of cube; f_c—Compressive strength of prism; P_y, P_s and P_u—Yield, slippage and peak loads in the test, respectively; τ_mt—Mean bond strength measured in the test; SPF and RF represent the splitting pull-out failure and steel bar rupture failure, respectively. The “A” and “LS” in notation system—Anchorage specimen and lap-splice specimen, respectively. The figures in the second, third and fourth symbol—Fibre volume fraction (%), stirrup ratio (%) and embedment length, respectively. For example, the notation of “LS-2-0-3d”—Splice specimen with 2% of fibre volume fraction, 0% of stirrup ratio and 3 bar diameters embedment.

下载: 导出CSV

表 2 UHPC配合比

Table 2. Mix proportions of UHPC

Number	Water to binder ratio	Cement	Fly ash	Silica fume	Mineral powder	Quartz sand	Superplasticizer	Volume fraction of steel fiber V_f
1	0.18	1.00	0.30	0.30	0.30	1.3	0.05	0.02
2	0.18	1.00	0.30	0.30	0.30	1.3	0.05	0.03
3	0.18	1.00	0.30	0.30	0.30	1.3	0.05	0.04

下载: 导出CSV

表 3 钢筋力学性能

Table 3. Mechanical properties of steel bars

Diameter/mm	Strength grade	Yield strength/MPa	Ultimate strength/MPa
25	HRB400	447	611
18	HRB400	436	608
8	HPB300	364	540

下载: 导出CSV

表 4 钢筋/UHPC锚固和对拉拔出搭接试件试验数据

Table 4. Test data of anchorage specimens and pull out lap-splice specimens of steel bars in UHPC

	Reference	Notation	d/mm	L/mm	c/mm	ρ_sv	f_cu/MPa	V_f	τ_ut/MPa
Anchorage specimen	[15]	φ14-50	14	50	68	0	147.78	0.023	37.07
		φ15-50	16	50	67	0	147.78	0.023	33.28
		φ16-50	18	50	66	0	147.78	0.023	29.87
		φ17-50	18	75	66	0	147.78	0.023	28.94
	[16]	H1-LZ-8-24	8	24	71	0	121.77	0.02	55.3
		H1-LZ-8-32	8	32	71	0	121.77	0.02	45.7
		H1-LZ-10-30	10	30	70	0	121.77	0.02	46.1
		H1-LZ-10-40	10	40	70	0	121.77	0.02	42.9
		H2-LZ-16-48	16	48	67	0	132.39	0.02	52.7
		H2-LZ-16-64	16	64	67	0	132.39	0.02	42.9
		H2-LZ-16-80	16	80	67	0	132.39	0.02	34.1
		H2-LZ-18-54	18	54	66	0	132.39	0.02	55
		H2-LZ-18-72	18	72	66	0	132.39	0.02	42.3
		H3-LZ-6-18	6	18	72	0	153.09	0.03	51.1
		H3-LZ-8-24	8	24	71	0	153.09	0.03	70.5
		H3-LZ-8-32	8	32	71	0	153.09	0.03	52.8
		H3-LZ-10-30	10	30	70	0	153.09	0.03	62.2
		H2-NZ-16-12	16	48	12	0	132.39	0.02	31.1
		H2-NZ-16-22	16	48	22	0	132.39	0.02	36
		H2-NZ-16-32	16	48	32	0	132.39	0.02	41.9
		H2-NZ-16-42	16	48	42	0	132.39	0.02	47.7
		H2-NZ-16-52	16	48	52	0	132.39	0.02	48.8
		H2-NZ-16-62	16	48	62	0	132.39	0.02	52.8
		H3-LP-8-10	8	40	10	0	153.09	0.03	29.9
		H3-LP-8-15	8	40	15	0	153.09	0.03	29.1
	[17]	P0.0	16	50	67	0	79.81	0	29.7
		P0.5	16	50	67	0	92.27	0.005	31.18
		P1.0	16	50	67	0	114.30	0.01	32.05
		P1.5	16	50	67	0	117.02	0.015	36.72
		P2.0	16	50	67	0	128.58	0.02	38.12
Lap-splice specimen	[23]	L100-R100-D1-S0	20	100	45	0	96.03	0.02	17.14
		L100-R100-D1-S34	20	100	45	0.0034	96.03	0.02	18
		L100-R100-D1-S75	20	100	45	0.0075	96.03	0.02	19.03
		L100-R120-D1-S0	20	100	45	0	117.36	0.02	18.95
		L100-R120-D1-S34	20	100	45	0.0034	117.36	0.02	19.9
		L100-R120-D1-S75	20	100	45	0.0075	117.36	0.02	21.04
		L100-R150-D1-S0	20	100	45	0	141.39	0.02	20.36
		L100-R150-D1-S34	20	100	45	0.0034	141.39	0.02	22.12
		L100-R150-D1-S75	20	100	45	0.0075	141.39	0.02	23.35
		L150-R100-D1-S34	20	150	45	0.0034	96.03	0.02	17.52
		L150-R120-D1-S34	20	150	45	0.0034	96.03	0.02	19.18
		L200-R100-D1-S34	20	200	45	0.0034	96.03	0.02	14.75
		L200-R100-D1-S34	20	200	45	0.0034	96.03	0.02	13.74
Notes: d—Steel bar diameter; L—Embedment length; c—Thickness of UHPC cover; ρ_sv—Hoop ratio; f_cu—Compressive strength of cube; V_f—Fibre volume fraction; τ_ut—Test value of ultimate average bond strength.

下载: 导出CSV

表 5 钢筋/UHPC搭接梁式试件黏结强度拟合公式验证

Table 5. Verification of the fitting formula for lap-splice bond strength of beam lap-splice steel bars/UHPC specimens

	Reference	Notation	d/mm	L/mm	c/mm	f_c/MPa	V_f	τ_ut/MPa	τ_uf/MPa	τ_uf/τ_ut
Beam lap-splice specimen	[6]	1-12-25-L	25	300	45	130	0.03	10.8	13.40	1.26
		2-12-25-L	25	300	45	130	0.03	9.8	13.40	1.39
		1-18-25-L	25	450	45	130	0.03	6.8	11.98	1.96
		1-12-35-L	35	420	45	130	0.03	9.8	11.32	1.15
		1-18-35-L	35	630	45	130	0.03	6.11	10.12	1.81
		1-6-25-L	25	150	45	130	0.03	19.6	17.67	0.74
		1-6-25-L1	25	150	45	130	0.03	19.6	17.67	0.74
		1-12-25-L1	25	300	45	130	0.03	9.8	13.40	1.39
		1-6-35-L	35	210	45	130	0.03	16.23	14.92	0.74
		1-6-35-L½	35	210	45	130	0.03	12.32	14.92	0.97
		1-12-35-L½	35	420	45	130	0.03	9.16	11.32	1.24
	[18]	25-12-L-1%	25	300	25	125	0.01	9.5	8.00	1.04
		25-12-L-2%	25	300	25	124	0.02	10.4	8.94	0.94
		25-12-L-3%	25	300	25	114	0.03	10.5	9.51	0.90
		25-12-R-3%	25	300	25	114	0.03	10	9.51	0.94
		35-18-L-3%	35	630	35	114	0.03	8.2	8.50	1.13
		35-18-R-3%	35	630	35	114	0.03	7.2	8.50	1.28
	Average value									1.15
	Variation coefficient									0.29
Notes: f_c—Uniaxial compressive strength; τ_ut—Test value of ultimate average bond strength; τ_uf—Value of ultimate average bond strength calculated by the Eq. (3).

下载: 导出CSV

表 6 钢筋/UHPC锚固和搭接长度试验值与计算值

Table 6. Test values and calculated values of development length and splice length of steel bars/UHPC

Type	Minimum anchorage or lap length of steel bar yield					Minimum anchorage or lap length of steel bar rupture
Type	l_syACI	l_syGB	l_sys	l_syf	l_syt	l_suACI	l_suGB	l_sus	l_suf	l_sut
Anchorage specimen	28.6d	11.2d	5.3d	3.7d	3.6d	39.1d	15.3d	7.2d	6.6d	7.1d
2.25vol% hoops	20.9d	17.9d	10.5d	5.8d	4.5d	28.6d	24.4d	14.4d	10.1d	7.6d
1.35vol% hoops	20.9d	17.9d	10.5d	6.4d	4.9d	28.6d	24.4d	14.4d	11.0d	8.1d
0.67vol% hoops	20.9d	17.9d	10.5d	7.1d	4.8d	28.6d	24.4d	14.4d	11.9d	10.6d
4vol% fibers	28.9d	17.6d	10.6d	6.5d	5.8d	39.4d	24.0d	14.5d	11.1d	13.2d
3vol% fibers	28.3d	16.4d	10.4d	7.5d	—	38.7d	22.4d	14.3d	12.5d	12.1d
2vol% fibers	29.0d	17.9d	10.5d	9.3d	7.3d	39.7d	24.4d	14.4d	15.0d	12.6d
Notes: l_syACI, l_syGB, l_sys and l_syf—Minimum anchorage or lap length of steel bar yield calculated by the ACI 318—19^[27], GB 50010—2010^[26], simplified algorithm and fitting formula, respectively; l_suACI, l_suGB, l_sus, and l_suf—Minimum anchorage or lap length of steel bar rupture calculated by the ACI 318—19^[27], GB 50010—2010^[26], simplified algorithm and fitting formula, respectively; l_syt—Test value of minimum anchorage or lap length of steel bar yield; l_sut—Test value of minimum anchorage or lap length of steel bar rupture.

下载: 导出CSV

表 7 受拉钢筋/UHPC搭接长度^[27]

Table 7. Lap splice lengths of deformed steel bars/UHPC in tension^[27]

A_s,p/A_s,r	Maximum percent of A_sspliced within required lap length/%	Splice type	Lap splice lengths l_s
≥2	50	A	Greater of: 1.0l_d and 304.8 mm
≥2	100	B	Greater of: 1.3l_d and 304.8 mm
<2	All cases	B	Greater of: 1.3l_d and 304.8 mm
Note: A_s,p/A_s,r—Ratio of area of reinforcement provided to area of reinforcement required by analysis at splice location.

下载: 导出CSV

参考文献(31)

[1]	中国国家标准化管理委员会. 活性粉末混凝土: CB/T 31387—2015[S]. 中国标准出版社, 2015 National Standardization Administration of China. Reactive powder concrete: CB/T 31387—2015[S]. China Standard Press, 2015 (in Chinese).
[2]	YUAN J, GRAYBEAL B. Bond of reinforcement in ultra-high-performance concrete[J]. ACI Structural Journal,2015,112(6):851.
[3]	GRAYBEAL B. Design and construction of field-cast UHPC connections[R]. United States: Federal Highway Administration, 2014.
[4]	SHAFIEIFAR M, FARZAD M, AZIZINAMINI A. Alternative ABC connection utilizing UHPC[R]. Washington DC, United States: Transportation Research Board 96th Annual Meeting, 2017.
[5]	AARUP B, JENSEN B C. Bond properties of high-strength fiber reinforced concrete[J]. Special Publication,1998,180:459-472.
[6]	DAGENAIS M A, MASSICOTTE B. Tension lap splices strengthened with ultrahigh-performance fiber-reinforced concrete[J]. Journal of Materials in Civil Engineering,2014,27(7):04014206.
[7]	GRAYBEAL B. Behavior of field-cast ultra-high performance concrete bridge deck connections under cyclic and static structural loading[R]. US: Department of Transportation, 2010.
[8]	SWENTY M, GRAYBEAL B. Influence of differential deflection on staged construction deck-level connections[R]. US: Department of Transportation, 2012.
[9]	HOLSCHEMACHER K, WEIBE D, KLOTZ S. Bond of reinforcement in ultra high strength concrete[C]//SCHMIDT M, FEHLING E, GEISENHANSLÜKE C. Proceedings of the International Symposium on Ultra High Performance Concrete, 2004: 375–387.
[10]	JUNGWIRTH J, MUTTONI A. Structural behavior of tension memebers in UHPC[R]. Kassel, Germany: Proceedings of the International Symposium on Ultra High Performance Concrete, 2004.
[11]	ALKAYSI M, El-TAWIL S. Factors affecting bond development between ultra high performance concrete (UHPC) and steel bar reinforcement[J]. Construction and Building Materials,2017,144:412-422. doi: 10.1016/j.conbuildmat.2017.03.091
[12]	GRAYBEAL B. Bond behavior of reinforcing steel in ultra high performance concrete[R]. United States: Federal Highway Administration, 2014.
[13]	BAE B I, CHOI H K, CHOI C S. Bond stress between conventional reinforcement and steel fibre reinforced reactive powder concrete[J]. Construction and Building Materials,2016,112:825-835. doi: 10.1016/j.conbuildmat.2016.02.118
[14]	SALEEM M A, MIRMIRAN A, XIA J, et al. Development length of high-strength steel rebar in ultrahigh performance concrete[J]. Journal of Materials in Civil Engineering,2012,25(8):991-998.
[15]	安明喆, 张盟. 变形钢筋与活性粉末混凝土的黏结性能试验研究[J]. 中国铁道科学, 2007, 28(2):50-54. AN M Z, ZHANG M. Experimental research of bond capability between deformed bars and reactive powder concrete[J]. China Railway Science,2007,28(2):50-54(in Chinese).
[16]	邓宗才, 袁常兴. 高强钢筋与活性粉末混凝土黏结性能的试验研究[J]. 土木工程学报, 2014, 47(3):69-78. DENG Z C, YUAN C X. Experimental study on bond capability between high strength rebar and reactive powder concrete[J]. China Civil Engineering Journal,2014,47(3):69-78(in Chinese).
[17]	贾方方. 钢筋与活性粉末混凝土黏结性能的试验研究[D]. 北京: 北京交通大学, 2013. JIA F F, Experimental study on bonding properties of steel bars and reactive powder concrete[D]. Beijing: Beijing Jiaotong University, 2013 (in Chinese).
[18]	DAGENAIS M A, MASSICOTTE B. Cyclic behavior of lap splices strengthened with ultrahigh performance fiber-reinforced concrete[J]. Journal of Structural Engineering,2016,143(2):04016163.
[19]	Al-QURAISHI H, Al-FARTTOOSI M, ABDUL K R. Tension lap splice length of reinforcing bars embedded in reactive powder concrete (RPC)[J]. Structures,2019,19:362-368. doi: 10.1016/j.istruc.2018.12.011
[20]	徐有邻, 汪洪, 沈文都. 钢筋搭接传力性能的试验研究[J]. 建筑结构, 1993(4):20-24. XU Youlin, WANG Hong, SHEN Wendu. Experimental study on the force transmission performance of steel bars[J]. Building Structure,1993(4):20-24(in Chinese).
[21]	GRAYBEAL B. Splice Length of prestressing strand in field-cast ultra-high performance concrete connections[R]. No. FHWA-HRT-14-041, 2014.
[22]	LAGIER F, MASSICOTTE B, CHARRON J P. Experimental investigation of bond stress distribution and bond strength in unconfined UHPFRC lap splices under direct tension[J]. Cement and Concrete Composites,2016,74:26-38. doi: 10.1016/j.cemconcomp.2016.08.004
[23]	方志, 陈潇, 张门哲, 等. 活性粉末混凝土中带肋钢筋搭接性能试验研究[J]. 土木工程学报, 2019, 52(3):20-28. FANG Z, CHEN X, ZHANG M Z, et al. Experimental study on bond capability between high strength rebar and reactive powder concrete[J]. Journal of Civil Engineering,2019,52(3):20-28(in Chinese).
[24]	CHAO S H, NAAMAN A E, PARRA-MONTESINOS G J. Bond behavior of reinforcing bars in tensile strain-hardening fiber-reinforced cement composites[J]. ACI Structural Journal,2009,106(6):897.
[25]	LI X, WU Z, ZHENG J, et al. Effect of loading rate on bond behavior of deformed reinforcing bars in concrete under biaxial lateral pressures[J]. Journal of Structural Engineering,2016,142(6):04016027. doi: 10.1061/(ASCE)ST.1943-541X.0001479
[26]	中国国家标准化管理委员会. 混凝土结构设计规范: GB 50010—2010[S]. 北京: 中国建筑工业出版社, 2011. Standardization Administration of China. Concrete structure design specification: GB 50010—2010[S]. Beijing: China Building Industry Press, 2011 (in Chinese)
[27]	COMMITTEE A. Building code requirements for structural concrete and commentary: 318M—19[S]. USA: American Concrete Institute, 2019.
[28]	AZIZINAMINI A, CHISALA M, GHOSH S K. Tension development length of reinforcing bars embedded in high-strength concrete[J]. Engineering Structures,1995,17(7):512-522. doi: 10.1016/0141-0296(95)00096-P
[29]	HAMAD B S, ITANI M S. Bond strength of reinforcement in high performance concrete: Role of silica fume, casting position, and superplasticizer dosage[J]. Materials Journal,1998,95(5):499-511.
[30]	袁伦一. 关于钢筋搭接[J]. 重庆交通大学学报(自然科学版), 1988, 7(1):102-108. YUAN L Y. On lapping of bar[J]. Journal of Chongqing Jiaotong University (Natural Science Edition),1988,7(1):102-108(in Chinese).
[31]	原海燕. 配筋活性粉末混凝土受拉性能试验研究及理论分析[D]. 北京: 北京交通大学, 2009. YUAN H Y. Theoretical analysis and experimental research on tensile performance of reinforced reactive powder concrete[D]. Beijing: Beijing Jiaotong University, 2009 (in Chinese).