45 12 2015 6 Building Structure Vol. 45 No. 12 Jun. 2015 * 1 1 2 2 1 100084 2 100084 JGJ 1 2014 JGJ 1 2014 DB23 /T1400 2010 TU973. 16 TU973. 2 A 1002-848X 2015 12-0040-08 Review of studies on shear resisting mechanisms and calculating formulas of shear resisting capacity of horizontal joints in fabricated reinforced concrete shear wall structures Zhao Zuozhou 1 Zhou Jian 1 Hou Jianqun 2 Ren Baoshuang 2 1 Key Laboratory of Civil Engineering Safety and Durability of China Education Ministry Tsinghua University Beijing 100084 China 2 Architectural Design and Research Institute of Tsinghua University Co. Ltd. Beijing 100084 China Abstract Different detailing methods and concrete interfaces of horizontal joints in fabricated reinforced concrete shear wall structures have been summarized and researches on shear resisting mechanisms and the available calculating formulas of shear resisting capacity have been reviewed. Typical formulas have been compared by a design example and analysis of shear resisting test results of concrete surface. The comparisons have revealed that the available formulas are mainly based on shear-friction theory and derived from the experiment results of the shear joint interface between the existing and the new concrete. The shear resisting capacities of the composite interface predicted based on the formulas are conservative. However the shear resisting capacity of the horizontal joints with shear keys might be overestimated in some cases. The shear resisting capacity of the composite interface can be predicted by the formula in Technical specification for precast concrete structures JGJ 1 2014 the shear resisting capacity of joints with shear keys can be calculated by Technical specification for precast concrete structures JGJ 1 2014 or Technical specification for concrete shear wall structure assembled with precast components DB23 /T1400 2010. It has been proposed that a systematic study on shear behavior of horizontal joints of the existing fabricated reinforced concrete shear wall structures and considering combined force condition material property limit of axial compression force and total shear resisting capacity should be carried out to get a reliable and friendly usable formula. Keywords fabricated shear wall horizontal joint shear friction shear resisting capacity 0 1 Becker J M 6 2 3 4 5 * 863 2013AA041307 2012THZ02-1 Email zzzhao@ tsinghua. edu. cn
45 12. 41 Smith B J 11 JGJ 1 91 12 1 1. 1 13-16 1 JGJ 1 2014 17 Maga a R A 7 18 19 DB34 /T 810 2008 20 Soudki K A 8 9 1. 2 2 a ~ c Kurama Y C 10 1 2
42 2015 2 d e 2 2. 1 4 5 30 2. 2 21 2. 2. 1 Tsoukantas S G 31 22 23 80% ~ 90% Rizkalla S H 32 Soudki K A 33 Crisafulli F J 34 3 3 28 Mattock A H 24 35 Laible J P 25 4 Walraven J C 26 2. 2. 2 27 33 28 29 5
45 12. 43 29 36 37 Crisafulli F J 34 2. 2. 3 Foerster H R 42 Mattock A H 38 1 1 27 V u = 2. 4 槡 f g 'A ck + 0. 5σ n A c A 32 ck A c σ n f g ' 2. 2. 4 μ 33 A c Mattock A H 39 V n μ f 34 ω 0 Mattock A H 40 V u = μσ n A c + A b f y / 槡 3 μ 42 A b 2. 2. 5 45 Walraven J C 41 65% 36 3 35 V u 3. 1 2 GB 50010 2010 46 47 DB11 /1003 2013 48 2. 3 DB23 /T1400 2010 49 Rizkalla S H 32 Soudki K A 33 2 V u = μ σ n A c + A s f s 0. 6 ~ 0. 8 σ n A s f s = μ f 1 + ξ ω 0 T y + N + 1 + ξ ω 0 T y sinκ ξ T y 1 /2 N κ 0. 7 σ n A c f y 28 43 44
44 2015 2 N V u = 0. 24ξ n k A k + n j A j f jv + 0. 56 A s f y + 0. 4N N V u = 0. 24ξ n k A k + n j A j f jv + 0. 56 A s f y + 0. 3N /γ RE ξ n k n j A k A j A s f y N f jv γ RE V u = 0. 6f y A s + 0. 8N /γ RE N V u = φv n = φa vf f y μ V u = β K 1 A c + 0. 7 f y A s + N K 2 f c A c K 3 A c φ 0. 75 V n 0. 2f c ' A c 3. 3 + A c f c 0. 8f c ' A c 1. 03A c A vf f y 400MPa A s 0. 0025A c f c ' β K 1 K 2 K 3 f y V u = 0. 6f y A s + 0. 8N V u N V u = λφ c c + μσ A c 0. 25φ c f c 'A c V u = 0. 25ξ c n c A c f t + 0. 5 A s f y + 0. 3N /γ RE σ = f y A s + N /A c f y ξ c n c A c f c ' f t c = 0. 25MPa μ = 0. 6 c = 0. 5MPa μ = 1. 0 φ c = 0. 65 λ = V u = φv n = φ A vf f y + N μ V n 0. 2 f c 'A c 8A c f y 500MPa 2 39 4 N 4. 1 26 3. 2 3m 3 78m 3 200mm200mm 6 Building code requirements for structural concrete and commentary ACI 318-11 50 Design of concrete structures CSA A23. 3-04 52 Concrete structures standard part 1 the design of concrete structures NZS 3101 2006 53 3 414MPa μ 1. 4 1. 0 0. 6 V u = 0. 6 f y A s + f v A n + 0. 8N V u = cf ctd A c + μn + μa s f yd 0. 5νf cd A c f v A c = 0. 45 n N μ = 0. 7 c = 0. 5 μ = 0. 9 0. 6f c bh 0 N = 0. 6f c bh 0 b h 0 c = 0. 35 μ = 0. 6 f cd f ctd f yd N 0. 6f cd A c ν 0. 6 1 - N f ck /250 = 0. 25ξ c n c A c f t + 0. 5 A s f y + 0. 4N 0. 6 Eurocode 2 design of concrete structures-part 1-1 BS EN 1992-1-1 2004 51 1. 0 JGJ 3 2010 54
45 12. 45 6 4. 2 30 35 36 43 44 55 56 6 29 6 93 128 7 57 4 V u calc V u test 11 7 4 29 0. 33 0. 22 0. 93 0. 24 0. 35 0. 22 0. 29 0. 22 0. 57 0. 19 0. 77 0. 23 0. 78 0. 22 0. 67 0. 20 6 0. 37 0. 16 0. 92 0. 11 0. 31 0. 19 0. 30 0. 17 0. 51 0. 19 0. 87 0. 12 0. 71 0. 15 0. 51 0. 19 93 0. 63 0. 44 1. 76 0. 31 0. 54 0. 52 0. 54 0. 43 0. 83 0. 57 1. 58 0. 29 1. 23 0. 45 0. 89 0. 51 7
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