RC

Hideyoshi WATANABE Takeshi UGATA Yasuo OOKOUCHI and Yoshito UMEKI

In this study, the static loading tests were carried out to identify the elasto-plastic behavior of a reinforced concrete floor slab subjected simultaneously to uniformly distributed out-of-plane load and in-plane shear force. A total of seven test specimens were prepared, and the amount of reinforcement and out-of-plane distributed load level of the floor slab were used as parameters. The experimental results showed no substantial differences in the shear behaviors up to the ultimate state by out-of-plane distributed load level in the considered range of current design.

Keywords : Reinforced Concrete , Floor Slab , Uniformly Distributed Load , Shear Strength , Restoring Force Characteristics

1.

RC

2.

2.1

1

2

l x l y t

Ss

= l y / l x =1.0 1.5 l x / t =10t =135mm l x l y

=1500 2250mm =1.5150mm

1000mm

1) 3)

( ) ( ) Technology Center

, Taisei Corporation, Dr. Eng. ( ) ( ) Nuclear Facilities Division, Taisei Corporation, Dr. Eng.

( ) Nuclear Power Division, Chubu Electric Power Co., Inc.

原子力施設 RC 床スラブの面内せん断性状に関する実験研究EXPERIMENTAL STUDY ON IN-PLANE SHEAR BEHAVIOR

OF REINFORCED CONCRETE FLOOR SLABS FOR NUCLEAR POWER PLANTS

渡 辺 英 義＊，宇賀田 健＊＊，大河内 靖雄＊＊＊，梅 木 芳 人＊＊＊

Hideyoshi WATANABE, Takeshi UGATA, Yasuo OOKOUCHI  and Yoshito UMEKI

  ＊  大成建設㈱技術センター 博士（工学） ＊＊  大成建設㈱原子力本部 博士（工学）＊＊＊  中部電力㈱原子力本部

Technology Center, Taisei Corporation, Dr.Eng.Nuclear Facilities Division, Taisei Corporation, Dr.Eng.Nuclear Power Division, Chubu Electric Power Co., Inc.

本論文は大会学術講演梗概集 1）～ 3）の内容を再構成したものである。

日本建築学会構造系論文集 第81巻 第729号，1913-1920， 2016年11月J. Struct. Constr. Eng., AIJ, Vol. 81 No. 729, 1913-1920, Nov., 2016

DOI http://doi.org/10.3130/aijs.81.1913【カテゴリーⅡ】�

─ 1913 ─

p s 3p s 3

Ssw

(a) t (b)RC 4)

4 (1) (2)

t = 2

xx lw / 12 / ( a t j ) (1) = 0 / ( l y j ) =

28/14/2 xlw / ( l y j ) (2) w x = wlll yxy )(/ 444

j

a t 3 p s 0.4 1.2%

0.8% Ss

t 300N/mm2

1

33

7 p s =0.79% D6 60p s =0.40% D6 120 p s =1.17%

D10 90 3D10 60

D6 60 1 p s =0.79%No.1 4 4 p s =1.17% No.6 72 3

t

t =300N/mm2 w (1)p s 1 No.2 , 5 , 7 w

No.3 , 4 No.2 1.5 , 2.0 No.6 No.72 / 3

3 No.3 , 4

2.2

230N/mm2 18cm

20mm3 2

3 SD345

350N/mm2

D6

SD345 D10 SD295A

2.3 4

658 658 mm 600 600 mm25mm

4 PC 46

PC4 200 kN

5

4 1000 kNR = 0.5 , 1 , 2 , 4 , 6 ,

8/1000 2 12R = 20/1000

3.

3.1

w 67

6 w 4 4 200 kNl x l y

7

w =45kN/m2 No.5 200No.5 46 ,

62 38

No.5

6 w No.5 No.6

w p s

6 RC 44

w =135kN/m2 No.3 , 4 , 7

0.04 0.06 mm(1) No.3 , 4

7 No.4

4

─ 1914 ─

p s 3p s 3

Ssw

(a) t (b)RC 4)

4 (1) (2)

t = 2

xx lw / 12 / ( a t j ) (1) = 0 / ( l y j ) =

28/14/2 xlw / ( l y j ) (2) w x = wlll yxy )(/ 444

j

a t 3 p s 0.4 1.2%

0.8% Ss

t 300N/mm2

1

33

7 p s =0.79% D6 60p s =0.40% D6 120 p s =1.17%

D10 90 3D10 60

D6 60 1 p s =0.79%No.1 4 4 p s =1.17% No.6 72 3

t

t =300N/mm2 w (1)p s 1 No.2 , 5 , 7 w

No.3 , 4 No.2 1.5 , 2.0 No.6 No.72 / 3

3 No.3 , 4

2.2

230N/mm2 18cm

20mm3 2

3 SD345

350N/mm2

D6

SD345 D10 SD295A

2.3 4

658 658 mm 600 600 mm25mm

4 PC 46

PC4 200 kN

5

4 1000 kNR = 0.5 , 1 , 2 , 4 , 6 ,

8/1000 2 12R = 20/1000

3.

3.1

w 67

6 w 4 4 200 kNl x l y

7

w =45kN/m2 No.5 200No.5 46 ,

62 38

No.5

6 w No.5 No.6

w p s

6 RC 44

w =135kN/m2 No.3 , 4 , 7

0.04 0.06 mm(1) No.3 , 4

7 No.4

4

─ 1915 ─

3.2

8No.4

8 R =1/1000No.6 , 7

R =2/1000

1

(a)(b)

(a) No.1 , 5 (b)No.4 , 6 , 7 No.2 , 3

(a) (b) 3.3

R 9

w 10 9JEAC4601 2008 5)

JEAC10 JEAC 1

p s w

1R =0.11 0.48/1000 =199 505kN

10R =6/1000 9

p s =0.79% No.1 4 max =15091691kN p s =0.40% No.5 max =1408kN p s =1.17% No.6

7 max =1871 1895kN p s =0.79%No.1 w =90kN/m2 No.2 R

(1) t

No.4 R = 6/1000

1p s =0.79% No.2 3

p s =1.17% No.6 7

3.4 12

11 41

p s =0.79% No.3 p s

=1.17% No.7 w =135kN/m2

R

=0.5/1000 No.1

R =12/1000 R =4 6/1000

p s =0.79 % R =6/1000

─ 1916 ─

3.2

8No.4

8 R =1/1000No.6 , 7

R =2/1000

1

(a)(b)

(a) No.1 , 5 (b)No.4 , 6 , 7 No.2 , 3

(a) (b) 3.3

R 9

w 10 9JEAC4601 2008 5)

JEAC10 JEAC 1

p s w

1R =0.11 0.48/1000 =199 505kN

10R =6/1000 9

p s =0.79% No.1 4 max =15091691kN p s =0.40% No.5 max =1408kN p s =1.17% No.6

7 max =1871 1895kN p s =0.79%No.1 w =90kN/m2 No.2 R

(1) t

No.4 R = 6/1000

1p s =0.79% No.2 3

p s =1.17% No.6 7

3.4 12

11 41

p s =0.79% No.3 p s

=1.17% No.7 w =135kN/m2

R

=0.5/1000 No.1

R =12/1000 R =4 6/1000

p s =0.79 % R =6/1000

─ 1917 ─

p s =1.17 %

4.

4.1

7

6

131 p s =0.79%

No.1 w =90kN/m2 No.2 1R =0.5/1000

70 2010

13R =8/1000

4.2

JEAC14

JEAC 14 p s =0.79% No.1 (1) t

No.2 JEAC

JEACNo.1 , 2 No.3 , 4 10

0.5 2/1000JEAC

4.3

w 15JEAC

w

JEACNo.6 , 7 5

JEAC 576)

1.000.12

16

JEAC15 w

7)

7)

2

1

(3)(2)

RC White

No.1 JEACJEAC

22

WhiteJEAC

u

= 1.0 (3)

u

JEAC (2)

White White

White 2(4)

8) , 9)

White 0.083 ( yst /5.16 ) cF (4)

yst / 0.9 cF ys

t 9) White (4) 17

(4)

(3)18

(4) t (1) RC

t s y No.3 , 4 t = s y

18

5.

RC

7

(1)

(2)

JEAC4601 2008

(3)

R.N. White et al. Peripheral Shear Strength of Biaxially Tensioned Reinforced Concrete Wall Elements Nuclear Engineering and DesignVolume 69 Issue 2 pp.271 277 1982 W.C. Jau et al. Behaviour of Reinforced Concrete Slabs Subjected to Combined Punching Shear and Biaxial Tension U.S. Nuclear Regulatory Commission 1982

White

u

cu F/

yst /

─ 1918 ─

p s =1.17 %

4.

4.1

7

6

131 p s =0.79%

No.1 w =90kN/m2 No.2 1R =0.5/1000

70 2010

13R =8/1000

4.2

JEAC14

JEAC 14 p s =0.79% No.1 (1) t

No.2 JEAC

JEACNo.1 , 2 No.3 , 4 10

0.5 2/1000JEAC

4.3

w 15JEAC

w

JEACNo.6 , 7 5

JEAC 576)

1.000.12

16

JEAC15 w

7)

7)

2

1

(3)(2)

RC White

No.1 JEACJEAC

22

WhiteJEAC

u

= 1.0 (3)

u

JEAC (2)

White White

White 2(4)

8) , 9)

White 0.083 ( yst /5.16 ) cF (4)

yst / 0.9 cF ys

t 9) White (4) 17

(4)

(3)18

(4) t (1) RC

t s y No.3 , 4 t = s y

18

5.

RC

7

(1)

(2)

JEAC4601 2008

(3)

R.N. White et al. Peripheral Shear Strength of Biaxially Tensioned Reinforced Concrete Wall Elements Nuclear Engineering and DesignVolume 69 Issue 2 pp.271 277 1982 W.C. Jau et al. Behaviour of Reinforced Concrete Slabs Subjected to Combined Punching Shear and Biaxial Tension U.S. Nuclear Regulatory Commission 1982

White

u

cu F/

yst /

─ 1919 ─

Hideyoshi WATANABE Takeshi UGATA Yasuo OOKOUCHI

and Yoshito UMEKI

* Technology Center, Taisei Corporation, Dr. Eng. ** Nuclear Facilities Division, Taisei Corporation, Dr. Eng. *** Nuclear Power Division, Chubu Electric Power Co., Inc.

A high degree of seismic safety is required in nuclear power plants. To evaluate accurately the seismic behavior

of a nuclear reactor building, it is effective to use an analysis model that takes in-plane shear characteristics of the floor slab into consideration. However, few experimental studies of the in-plane elasto-plastic shear characteristics of the floor slab that is constantly subjected to out-of-plane dead and live loads have been reported. Therefore, fundamental data needed to decide on restoring force characteristics and shear strength to be used for an analysis model is insufficient. In this study, the static loading tests were carried out to identify the elasto-plastic behavior of a reinforced concrete floor slab subjected simultaneously to uniformly distributed out-of-plane load and in-plane shear force.

Prior to test planning, as a first step, a fact-finding survey was conducted to collect data on representative nuclear power plants in Japan including the dimensions (length, width, thickness) of typical floor slabs, dead loads, live loads and the amount of reinforcement. The configuration of test specimens and test parameters were determined on the basis of the results thus obtained. A total of seven test specimens were prepared, and the amount of reinforcement and out-of-plane distributed load level of the floor slab were used as parameters. The configuration of the test specimens is basically the same as that of specimens for a typical sheer wall test. In the tests, first, distributed loads were applied to the specimen as out-of-plane forces and were kept constant, and, next, in-plane shear forces were applied.

The results of the tests revealed that cracking patterns and the in-plane failure mode depends on parameter differences. The test results also clarified the effects of each parameter on the load–deformation relationship and in-plane shear strength. Using the experimental results thus obtained, the strain behavior of reinforcing bars, deformation components, a method of setting restoring force characteristics in analysis model were studied in detail. Also, a method of evaluating in-plane shear strength taking account of the influence of out-of-plane forces was proposed. From the results of this study, the following conclusions can be drawn: (1) Within the range of out-of-plane force acting on a floor slab of a typical nuclear power plant, the influence of

out-of-plane force is small, and the failure mode due to in-plane shear is similar to shear failure of a wall. (2) In practicing the evaluation of the earthquake resistance of a nuclear power plant, the in-plane shear behavior

of a floor slab can be evaluated by using the restoring force characteristics model for a shear wall shown in JEAC4601-2008.

(3) In cases where out-of-plane force exceeds the limit considered in the standard design process, as out-of-plane force increases, the influence of punching shear failure due to out-of-plane force tends to increase and in-plane shear strength tends to decrease.

(4) By referring to previous studies, a method of evaluating the in-plane shear strength of a plate member in the case where it is subjected to uniformly distributed out-of-plane loading has been proposed. The proposed method makes it possible to accurately evaluate the in-plane shear strength of a floor slab subjected to a large out-of-plane force exceeding the limit assumed in the design.

EXPERIMENTAL STUDY ON IN-PLANE SHEAR BEHAVIOR OF REINFORCED CONCRETE FLOOR SLABS FOR NUCLEAR POWER PLANTS

Hideyoshi WATANABE＊, Takeshi UGATA＊＊, Yasuo OOKOUCHI＊＊＊  and Yoshito UMEKI＊＊＊

＊ Technology Center, Taisei Corporation, Dr.Eng. ＊＊ Nuclear Facilities Division, Taisei Corporation, Dr.Eng.

＊＊＊ Nuclear Power Division, Chubu Electric Power Co., Inc.

（2016 年 7 月 8 日原稿受理，2016 年 8 月 17 日採用決定）

─ 1920 ─