Ferro-geopolymer is an upcoming building material that replaces the need for cement in construction practices and thereby reducing its carbon footprint. It is a composite consisting of geopolymer mortar matrix and wire meshes as reinforcement. The present study pioneers in the research of a prototype trapezoidal ferro-geopolymer roofing element under flexure. A total of nine specimens were cast, steam cured and subjected to third point loading. Three different spans of 2.5 m, 3.0 m and 3.4 m, and three different mesh types, (i) square welded mesh, (ii) square woven wire mesh, and (iii) hexagonal wire mesh, were the parameters considered for the study. Specimens reinforced with square welded wire mesh exhibited higher flexural strength compared with others, consequent to the additional strength imparted through the rigidity of welded connections. Maximum reduction in flexural strength of 20% and 32%, for specimens reinforced with square woven wire mesh and combination of hexagonal and square welded mesh, with respect to square welded wire mesh was observed for 3.0 m span beam elements. In addition, two analytical methods have been proposed to determine the ultimate flexural strength of ferro-geopolymer specimen and both methods were found to be in good agreement with the experimental results. The coefficient of variation of the predicted value of ultimate strength from the experimental value was obtained to be 9% for Method-I and 6% for Method-II.

铁地聚合物是一种即将到来的建筑材料，可替代建筑实践中对水泥的需求，从而减少其碳足迹。它是由地质聚合物砂浆基体和金属丝网作为增强材料组成的复合材料。本研究开创了弯曲下原型梯形铁质地质聚合物屋顶元件的研究。总共铸造了九个试样，蒸汽固化并经受第三点载荷。三种不同的 2.5 m、3.0 m 和 3.4 m 跨度以及三种不同的网格类型，(i) 方形焊接网、(ii) 方形编织丝网和 (iii) 六角形丝网，是研究中考虑的参数。与其他试样相比，用方形焊接金属丝网加固的试样表现出更高的抗弯强度，这是由于焊接连接的刚性赋予的额外强度。对于 3.0 m 跨度梁单元，观察到用方形编织金属丝网和六角形和方形焊接网组合增强的试样的抗弯强度最大降低 20% 和 32%。此外，已经提出了两种分析方法来确定铁质地质聚合物试样的极限弯曲强度，并且发现这两种方法与实验结果非常吻合。获得的极限强度预测值与实验值的变异系数对于方法 I 为 9%，对于方法 II 为 6%。此外，已经提出了两种分析方法来确定铁质地质聚合物试样的极限弯曲强度，并且发现这两种方法与实验结果非常吻合。获得的极限强度预测值与实验值的变异系数对于方法 I 为 9%，对于方法 II 为 6%。此外，已经提出了两种分析方法来确定铁质地质聚合物试样的极限弯曲强度，并且发现这两种方法与实验结果非常吻合。获得的极限强度预测值与实验值的变异系数对于方法 I 为 9%，对于方法 II 为 6%。