【正文】 使用 EP.(1)?？紤]到具體的變異材料性能影響的磚，服務(wù)行為和對(duì)開(kāi)裂的隨機(jī)性，歐洲法規(guī) 2之間的協(xié)議預(yù)測(cè)和對(duì)這種范圍廣泛的測(cè)試結(jié)果拉鋼筋的比例是相當(dāng)顯著。隨著圖 2（ predicted/ exp??） ，歐 洲法規(guī) 2 的方法提供了 ACI318或 BS8110 更好地估計(jì)短期行為。 結(jié)論 雖然緊張僵硬只對(duì)重鋼筋梁撓度的影響相對(duì)較小，這是非常輕的比例在 Iuncr / ICR 的是高鋼筋構(gòu)件顯著，例如 作為最實(shí)用的鋼筋混凝土樓板。加勁張力的模型納入 ACI(2021)，歐洲法規(guī)2(CEN1993)，和 BS8110(1985) 已提交其適用性已輕輕鋼筋混凝土樓板評(píng)估。計(jì)算模型的三個(gè)代碼瞬時(shí)撓度進(jìn)行了比較與來(lái)自 11個(gè)實(shí)驗(yàn)室測(cè)試測(cè)量撓度在含有不同數(shù)量的鋼筋磚。在歐洲法規(guī) 2方案（ EP.(5)已被證明是更準(zhǔn)確地模擬了瞬時(shí)負(fù)載變形的加固構(gòu)件輕輕響應(yīng)的波形和 ACI 318(EP.(1)比更為可靠的方法。 出自： JOURNAL OF STRUCTURAL ENGINEERING 169。 ASCE / JUNE 2021 Tension Stiffening in Lightly Reinforced Concrete Slabs 1R. Ian Gilbert1 Abstract: The tensile capacity of concrete is usually neglected when calculating the strength of a reinforced concrete beam or slab, even though concrete continues to carry tensile stress between the cracks due to the transfer of forces from the tensile reinforcement to the concrete through bond. This contribution of the tensile concrete is known as tension stiffening and it affects the member’s stiffness after cracking and hence the deflection of the member and the width of the cracks under service loads. For lightly reinforced members, such as floor slabs, the flexural stiffness of a fully cracked section is many times smaller than that of an uncracked section, and tension stiffening contributes greatly to the postcracking stiffness. In this paper, the approaches to account for tension stiffening in the ACI, European, and British codes are evaluated critically and predictions are pared with experimental observations. Finally, remendations are included for modeling tension stiffening in the design of reinforced concrete floor slabs for deflection control. DOI: （ ASCE） 07339445（ 2021） 133:6（ 899） CE Database subject headings: Cracking。 Creep。 Deflection。 Concrete, reinforced。 Serviceability。 Shrinkage。 Concrete slabs. 1Professor of Civil Engineering, School of Civil and EnvironmentalEngineering, Univ. of New South Wales, UNSW Sydney, 2052, . Associate Editor: Rob Y. H. Chai. Discussion open untilNovember 1, 2021. Separate discussions must be submitted for individualpapers. To extend the closing date by one month, a written request must be filed with the ASCE Managing Editor. The manuscript for this technicalnote was submitted for review and possible publication on May 22,2021。 approved on December 28, 2021. This technical note is part of the Journal of Structural Engineering, Vol. 133, No. 6, June 1, 2021. 169。ASCE, ISSN 07339445/2021/6899–903/$. 11Professor of Civil Engineering, School of Civil and Environmental Engineering, Univ. of New South Wales, UNSW Sydney, 2052, Australia. Journal of Structural Engineering, Vol. 133, No. 6, June 1, 2021. 169。ASCE, ISSN 07339445/2021/6899–903/$. Introduction The tensile capacity of concrete is usually neglected when calculatingthe strength of a reinforced concrete beam or slab, eventhough concrete continues to carry tensile stress between thecracks due to the transfer of forces from the tensile reinforcementto the concrete through bond. This contribution of the tensileconcrete is known as tension stiffening, and it affects the member’sstiffness after cracking and hence its deflection and thewidth of the cracks. With the advent of highstrength steel reinforcement, reinforcedconcrete slabs usually contain relatively small quantities oftensile reinforcement, often close to the minimum amount permittedby the relevant building code. For such members, the flexuralstiffness of a fully cracked cross section is many times smallerthan that of an uncracked cross section, and tension stiffeningcontributes greatly to the stiffness after cracking. In design, deflectionand crack control at serviceload levels are usually thegoverning considerations, and accurate modeling of the stiffnessafter cracking is required. The most monly used approach in deflection calculationsinvolves determining an average effective moment of inertia [Ie]for a cracked member. Several different empirical equations areavailable for Ie, including the wellknown equation developed byBranson [1965] and remended in ACI 318 [ACI 2021]. Othermodels for tension stiffening are included in Eurocode 2 [CEN1992] and the [British