A biaxial shear test is performed on prefabricated, single‐fissure type, cubic rock‐like specimens by using the TZW‐500 rock direct shear apparatus to study the shear strength characteristics, crack coalescence, and propagation modes of the specimens with different geometric parameters. Results show that the crack coalescence and propagation modes of the rock‐like specimens with prefabricated fissures can be divided into four types, namely, single main shear crack coalescence mode, main shear crack coalescence and secondary tensile‐shear crack propagation mode, main shear crack coalescence and secondary shear crack propagation mode, and main shear crack coalescence and secondary tensile crack propagation mode. All modes are affected by the dip angle α and length l of the prefabricated fissure. When the dip angle of the prefabricated fissure is α∈[0°, 20°) or (70°, 90°], the cracks center on shear failure, and most shear cracks propagate along one end of the prefabricated fissure. At α∈(30°, 50°), the cracks bear the tensile‐shear combined action, and the shear cracks propagate along the two ends of the prefabricated fissure. The peak shear strength of the rock‐like specimens with prefabricated fissures is also closely related to the dip angle α and length l of the fissure. With the increase in dip angle α of the prefabricated fissure, the peak shear strength of each rock‐like specimen decreases initially then increases, and the peak shear strength curve presents a similar “U” shape. At α∈[30°, 60°], the peak shear strength is within the peak‐valley interval. When the length l of the prefabricated fissure is increased, the peak shear strength experiences a gradual reduction. When l > 20 mm, the peak shear strength is greatly influenced by l, but the influence is minimal when l ≥ 20 mm. At the same dip angle α and fissure length of l ≥ 20 mm, the correlation between peak shear strength and fissure width b is low.

The prosperous economic development and the investment and construction of several construction projects have substantially promoted the demands for talents in the engineering cost specialty. Nowadays the engineering cost specialty programs in many universities are faced with the strong applicability problem of specialized courses, and the teaching design for such specialized courses fails to meet the demands of the construction industry that enjoys high-speed development. A novel method to accurately evaluate the professional courses on the basis of the fuzzy analytic hierarchy process (FAHP) was proposed in this study. The weights of course evaluation indexes were determined by the FAHP, thus realizing the quantitative evaluation of course teaching quality. This study combined the teaching reform practice in analyzing the special characteristics of the engineering cost course. Based on the theory of outcomes-based education and multiple evaluation approaches, it established a closed-loop model for the progressive development of teaching management and expounded the evolutionary process and driving pattern of course teaching evaluation. Results demonstrate that an evaluation index system consisting of 22 evaluation indexes in 5 dimensions is suitable for the course, the teaching quality ratings can be quantified by this method, such as 81.43 points, and they can provide a certain reference for the course construction and teaching quality evaluation of this specialty. The proposed method provides a good prospect to optimize the teaching quality evaluation in the professional curriculums.

This study examined the reported splitting-tensile response of 17 concrete mixtures labeled by nominal rubber replacement levels of 5–20% and steel fibers at 0–1.5% by volume after 7 and 28 days of curing. The reported strength values were considered together with failure photographs, representative load-displacement curves, acoustic-emission (AE) energy records for three selected mixtures, and qualitative scanning electron microscopy (SEM) observations. Rubber addition was associated with lower splitting-tensile strength, whereas several rubber–fiber mixtures recovered or exceeded the ordinary-concrete value. Among the tested combinations, SF1RR5C had the highest reported strength (4.27 MPa at 28 days, 12.4% above the ordinary-concrete value). The load-displacement curves and post-failure photographs indicate delayed separation and residual load capacity in the fiber-containing specimens. The AE and SEM observations provide qualitative, mixture-specific evidence consistent with crack bridging; they do not independently quantify internal damage, porosity, or fiber-matrix bond strength.