压型钢板-混凝土组合楼板的承载能力受楼板叠合面的纵向抗剪能力控制。本文通过3组组合楼板的荷载试验，研 究了单跨简支组合楼板和两跨连续组合楼板的极限抗剪和抗弯性能。试验结果表明：组合楼板的极限承载能力受叠合面的纵向抗剪能力控制；与简支组合楼板相比，连续组合楼板承载能力有明显提高，跨中挠度显著减小，端部支座剪力出现滑移时与简支板端部剪力值相近，显示了连续组合板的端部滑移与剪力的关系与简支板的情况相似。但与简支组合板不同的是，连续组合板端部出现滑移后，其极限承载能力明显高于相同跨度简支板极限承载力。根据试验结果，得到了组合楼板叠合面纵向抗剪能力的计算公式。在组合楼板的承载力设计中，应对支座端部的竖向剪力进行叠合面的纵向抗剪能力验算，文中提出了连续组合楼板的承载力计算方法。

通过四组混凝土板（共10块）的荷载试验, 评定钢纤维混凝土的韧性。试验结果表明：在混凝土中采用低掺量的DRAMIX钢纤维（冷拔型），混凝土土板的能量吸收性能达到欧洲喷射混凝土规程根据隧洞衬砌变形工况制定的优级韧性指标。根据混凝土中控制掺入钢纤维的最小间距来分析，冷拔型钢纤维具有长径比大，抗拉强度高的优点，采用较低掺量的冷拔型钢纤维即可有效改善和提高混凝土的韧性与抗裂性能。

本文提出截面曲率延性K1、K2和K3的概念，来描述二类截面局部失稳对连续组合梁内力重分布的影响，采用非线性增量迭代法，分析了36组二跨连续组合梁承受均布荷载时弯矩重分布的情况。研究表明：二类截面连续组合梁的局部失稳，可采用对中间支承处弯矩调幅30%来等效。本文提出的设计方法，可避免复杂的弹塑性稳定计算。

The discusser appreciates the authors' comprehensive work to develop a potential method to repair or upgrade the existing damaged prestressed concrete (PC) girders using externally bonded carbon fiber-reinforced polymer (CFRP) laminates. A simplified theoretical prediction of the moment capacity for the girders based on ACI 440.2R appears in good agreement between the test results and the design method, as shown in Table 3. Some test findings are interesting to the discusser; however, they were not well clarified when the test results were compared with the predictions based on the design method.

In many cases, the load carrying capacity of composite slabs depends on the shear-bond resistance at the sheet-concrete interface. At the ultimate state, the tension forces in the hogging region of a continuous composite slab are mainly transferred by the negative bending reinforcement and the shear-bond resistance in the region do not significantly influence the load carrying capacity of the slab. To identify the shear-bond action in composite slabs, seven simply supported one-span composite slabs and two continuous composite slabs were tested. Different end restraints had been used in the simply supported slabs. The slabs with end anchorage of steel shear connectors were found to bear a higher shear-bond strength than that of slabs without end anchorage. The shear-bond strength was calibrated based on a linear regression of the test results of the one-span composite slabs with end anchorage. The prediction of the shear-bond resistance was also found in close agreement with the vertical shear force at the onset of the initial shear-bond slip in the two-span continuous composite slabs. It is suggested that the shear-bond slip model be reasonable to predict the shear-bond resistance of a continuous composite slab. However, the shear span of the continuous composite slabs must be related to the sagging region, which could be derived on an elastic analysis base, or simply taken as 0.8 L for the side span and 0.6 L for the interior span. At the onset of the initial shear-bond slip, the mean ratios of the vertical shear force to shear-bond resistance (Ve/Vu) are 1.065 for the one-span slabs and 1.165 for the two-span continuous composite slabs, which are on the safe side. Because of the shear-bond failure at the sheet-concrete interface, composite slabs would not be capable of developing full plastic moments in the spans.