Shear Strength Prediction Model of FRP Bar-Reinforced Concrete Beams without Stirrups

Table 1

Specimen details.

Investigator	No. of specimens		(MPa)	(mm)	(mm)	(GPa)	(%)	(kN)
Ashour and Kara [15, 23]	18	2.5∼5.9	23∼50.2	150∼200	163∼371	32∼142	0.12∼1.39	9∼36.1
Gross [4, 24, 25]	42	4.1∼6.5	36.3∼81.4	65∼279	141∼225	41∼139	0.33∼2.56	8.8∼51
El-Sayedand El-Salakawy [26–28]	18	3.1∼6.5	40∼63	250∼1000	155∼326	39∼135	0.39∼2.63	60∼190
Razaqpur et al. [10]	7	1.8∼4.2	40.5∼49	200	225	145	0.25∼0.88	36.1∼96.2
Benmokrane [29]	12	2.8∼3.7	34.1∼43.2	130∼160	310∼346	42∼120	0.72∼1.54	42.7∼63.7
Tureyen and Frosch [30]	6	3.4	39.7∼42.6	457	360	38∼47	0.96∼1.92	94.7∼177
Nanni [31]	3	2.6∼2.7	24.1	178	279∼287	40	0.77∼2.3	36.1∼53.4
Deitz and Harik [32]	5	4.5∼5.8	27∼30.8	305	158	40	0.73	26.8∼29.2
Mizukawa [33]	1	2.7	34.7	200	260	130	1.3	62.2
Duranovic [34]	3	3.7	32.9∼38.1	150	210	45∼130	1.31∼1.36	26.2∼62.2
Swamy [35]	2	3.2∼4.1	38∼39	154∼305	192∼222	34∼42	0.36∼1.55	19.5∼26.7
Suzuki [36]	3	3	34.3	150	250	105	1.51∼3.02	40.5∼46
Alam and Hussein [7, 17]	37	1.5∼3.5	34.5∼88.3	250∼300	291∼744	47∼144	0.18∼1.47	43.7∼155.8
Nakamura and Higai [37]	2	3	22.7∼27.8	300	150	29	1.3∼1.8	33∼36
Bentz et al. [14]	6	3.3∼4.1	35∼46	450	188∼937	37	0.51∼2.54	54.5∼232
Baz̆ant and Yu [38]	1	3.1	40	450	970	40	0.46	136
Wakui and Tottori [39]	4	3.2	44.6∼46.9	200	325	58∼192	0.7∼0.9	87∼118
Nagasaka and Fukuyama [40]	2	3.1	22.9∼34.1	250	265	56	1.9	83∼113
Issa et al. [41]	6	5.7∼7	35.9	300	165∼170	48∼53	0.8∼4.12	29.3∼51.5
Tomlinson and Fam [42]	3	4.1∼4.5	56.5∼60	150	245∼270	70	0.39∼0.85	20.9∼29.2
Abed et al. [3]	9	1∼1.5	43∼65	200	230∼330	51	0.92∼1.84	116.6∼373.9
Guadagnini et al. [43]	3	1.1∼3.3	42.8∼47.7	150	223	45	1.28	27.2∼81
Kim and Jang[44]	40	1.5∼4.5	30∼40.3	150∼200	214∼216	40∼148	0.33∼0.79	16.6∼85.1
Olivito and Zuccarello [45]	20	5.6	20.4∼27.2	150	180	115	0.87∼1.45	16.6∼29.9
Matta et al. [46]	12	3.1	29.5∼59.7	114∼457	146∼883	41∼49	0.12∼0.28	17.9∼220.7
Thomas and Ramadass [9]	8	0.5∼1.8	40.6∼65.3	100∼170	270∼416	40	1.16∼1.75	30∼300
Wegian and Abdalla [47]	6	6.5∼9.5	32.5	1000	105∼155	42∼147	0.23∼0.96	23.5∼127
Andermatt and Lubell [11]	12	1.1∼2.1	39.9∼68.5	300∼310	257∼891	38∼43	1.47∼2.13	96∼1134.5
Huaxin and Genjin [13]	13	1.1∼2	34.9∼54.6	200	260∼360	52∼210	0.76∼1.16	83.8∼309.7
Xiaoliang and Wenjun [48]	3	2.5∼2.7	47.3∼50.4	300	300∼315	45	2.14∼5.62	85.3∼122.7
El Refai and Abed [8]	8	2.5∼3.3	49	152	195∼215	50	0.31∼1.53	16.9∼31.6
Chang and Seo [49]	14	5.8∼8	30	1200	130∼182	44∼50	0.24∼1.22	26.3∼159
Abdul-Salam et al. [50]	16	5.7∼6.3	41.3∼86.2	1000	134∼150	41∼148	0.51∼3.78	94∼213
Farghaly and Benmokrane [51]	4	1.1	38.7∼49.3	300	1088∼1111	48∼144	0.26∼1.24	595.5∼953
Ali et al. [12]	12	2.3∼3	13∼33.5	130	196∼200	52	0.3∼0.91	12.7∼39.4
Omeman et al. [1]	8	1.4∼2.3	34.7∼63.1	150	387∼662	134	1.13∼2.26	45.8∼234.1
Total	369	0.5∼9.5	13∼88.3	65∼1200	105∼1111	29∼210	0.12∼5.62	8.8∼1134.5

Note: if the concrete cylinder compressive strength and modulus of elasticity of concrete were not provided by the investigator while the concrete cube compressive strength was only measured, it is assumed that and . If the unit of data was BS provided by the investigator, it is converted by the following factors: 1 ksi = 6.895 MPa, 1 in = 25.4 mm, and 1 kip = 4.448 KN.