???}?????????O

Size: px

Start display at page:

Download "???}?????????O"

标笋彭
9 years ago
Views:

1 粘粘粘粘粘粘粘粘粘粘 Effect of Pozzolan on Shear Behavior of Prestressed Concrete Beams 粘粘粘粘粘粘 Chien-Hung Lin 粘粘粘粘 Yan-Liang Chen 粘粘粘粘粘粘粘 100 粘粘 7 粘粘粘

2 粘

3 粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘

4 (35 MPa) 10 % 20 % 10 % 20 % (50 MPa) (1) (2) ACI d p 0.8 d p (3) (4) (5) λ λ λ λ 1.50 λ I

5 Abstract The purpose of this research is to investigate the shear behavior of prestressted beams with pozzolans. A total of 10 beam specimens were fabricated in this study. The compressive strength of concrete in 5 of the beams was 35 MPa, and that in the other 5 was 50 MPa. Two replacement ratios of cement with slag (10 % and 20 %), two replacement ratios of sand with fly ash (10 % and 20 %), and the other one is normal concrete. The test variables include concrete strength and the amount pozzolans. The results show that : (1) The cracking shear strength, ultimate shear strength, member stiffness, shear ductility, and crack control capability, increase with the concrete strength. (2) ACI code overstimates cw for all of specimens, due to the lower limit of d p, and use of actual d p leads to more accurate results. (3) The cracking shear strength, ultimate shear strength, member stiffness, shear ductility, and crack control capability, decrease as the slag replacement increases; however the ultimate shear strength is not apparent in normal strength concrete beams. (4) The cracking shear strength, member stiffness, shear ductility, and crack control capability, decrease with the fly ash replacement increases. However, the ultimate shear strength increases as the replacement of fly ash increases. (5) Use of ACI code procedures to calculate λ is unconservative for beams with pozzalans. But it is conservative for normal concrete beams. II

6 ... I Abstract... II... III... I... I... III... X cr ACI λ III

7 (d p =255 mm) S 4-10 F cr, test cw, ACI cr, test cw, ACI cr, test ci, ACI cr, test ci, ACI (d p =255 mm) I (d p =255 mm) (d p =0.8 h) S F cr, test cw, ACI cr, test cw, ACI cr, test ci, ACI cr, test ci, ACI (d p =0.8 h) (d p =0.8 h) ( c = ci ) ( c = cw ) S F

8 mm cr,test ACI λ λ... 80

9 ( mm) ( ) ( ) ( : mm) F F NC1 S1 S NC2 S3 S NC1 F1 F NC2 F3 F NC1 NC % S1 S % S2 S % F1 F % F2 F S F S F NC S F S F I

10 4-28 NC S F % S1 S % S3 S % F1 F % F3 F NC1 NC S 35 MPa S 50 MPa F 35 MPa F 50 MPa S F II

11 kn (MTS) (LDT) S S S S S S S S NC NC NC NC F F F F F F F F F (1) (2) III

12 IX

13 A v a b w d d p E c f ' c f d f pc f pe f y f yt h I M cre M max n P 粘 e a ci cw X

14 cr c, Test i i 粘 n 粘 s, Test max n, Test 粘 p 粘 s s 粘 y t ωc - ρ ρ pw ρ w ρ 粘 v γ c / XI

15 1-1 (HPC) (SCC) ( : ) SiO 2 Al 2 O 3 Ca(OH) 2 70 % 1

16 : (HPC) (SCC) (NC) ( f yt ( a/d ) ) ( P e ) ( s ) 2

17 1-4 ACI Committee (D max ) 粘粘 : 1. cr 2. n

18 : 1. : Ca(OH) SiO 2 Al 2 O 3 Ca(OH) 2 C-S-H (1) :SiO 2 Al 2 O 3 Fe 2 O 3 4

19 4000~6000 cm 2 /g (2) ( ) (3) Ca(OH) 2 7 5

20 2-1-2 (1) ASTM C618 F C F C (2) 粘粘 (3) Ca(OH) 2 6

21 28 91 粘粘 ( ) 2 ( NC) (900 kg/m 3 ) (SCC ) (770 kg/m 3 ) (SCC ) 240 mm 360 mm 3500 mm ρ v yh f ( ρ v f yh ) (1) SCC NC NC 1.28 SCC NC NC 0.98 (2) SCC NC NC 1.05 SCC NC NC 0.94 (3) SCC NC 7

22 NC 0.98 SCC NC NC 0.89 (4) SCC NC NC 1.04 SCC NC NC 0.91 (5) SCC SCC NC SCC NC 46% SCC NC 64% (6) ACI SCC SCC NC 2. ( ) 3 (SCC) (NC) NC SCC 900 kg 780 kg SCC ACI NC 10 SCC I ( 900 kg/m 3 ) 5 SCC II ( 780 kg/m 3 ) (1) SCC NC NC 1.29 SCC NC NC

23 (2) SCC NC NC 1.18 SCC NC NC 1.01 (3) SCC NC NC 1.05 SCC NC NC 0.89 (4) SCC SCC NC SCC NC 1.22 SCC NC 1.06 (5) ACI NC SCC cr 1.36 (6) ACI n NC ACI 1.78 SCC ( ) 4 (1) (2)

24 (3) n, test cr, test 1.73 (4) n, test cr, test (5) Shear Behavior of High-Workability Concrete Beans (Lin, C. H., and Lee, W. C.) mm 240 mm 3600 mm ρ v yh f ( ρ v f yh ) (1) (2) 10

25 (3) Au (4) µ = A y µ µ (5) HWC NC Shear Capacity of Prestressed Concrete Beam Using High Strength Concrete (Ashraf H. Elzanaty, Arthur H. Nilson, Floyd O. Slate) 6 34 I 8 ( f ' c ) ( ρ ) ( ρ pw w ) ( e P ) ( ρ v f yt ) ( a/ d ) psi ACI (1) ACI f ' c (2) ρ pw ρ w ρ pw ρ w 11

26 (3) (4) ρ v ρ v f yt (5) P e P e (6)ACI ~35 f yt 6. Ductility of High-Performance Concrete Beam with High- Strength Lateral Reinforcement (Lin, C. H., and Lee, F. S. ) mm 360 mm 3500 mm (1) (2) (3) (4) 12

27 (5) (6) 7. ( ) 8 (1) (2) (3) 1.07 (4) 8. ( ) 9 13

28 240 mm 360 mm 3500 mm ( ) (1) cr cr (2) (3) n, test cr, test 2.29 n, test cr, test (4) (5) 20 % (6) ACI Mattock (1) (2) (3) 9. ( ) 10 14

29 ACI (1). (2). (3). (1) (S) ( D max ) ( FM ) (S) (2) 15

30 (3) 10. ( ) 11 : ( ) (10 % 20 % 40 %) ( ) MIP : (1) (1~7 ) (28~56 ) (2) (3) (4) 7 16

31 28 7 (7~28 ) (5) 11. 粘 12 : ( ) (10 % 20 % 30 %) ( ) MIP : (1) (2) (3) 粘 12. 粘 13 : ( ) (0 % 15 % 17

32 30 % 45 %) ( ) ( OPC ) ( - FC) ( - SC) MIP Ca(OH)2 : (1) CH (%) / (2) FC SC (3) OPC CH 28 OPC FC SC CH (4) (%) FC 45 % SC 0.30 (5) SC 0.3 OPC SC (6) / 18

33 / (7) % 30 % ( ) 粘 14 : (31.30 MPa) 5 % 10 % 15 % 20 % 4 5 % 10 % 15 % 20 % % 5 % 2 10 (51.00 MPa) : (1) MPa MPa (2) (3) (4) 19

34 (5) (6) λ λ (7) S F (8) (9) (1) ( Flexure-shear cracking) 20

35 2-1 (2) (Web-shear cracking) : (1) ( s ) (2) (interlock) (3) (dowel action) (dowel force) (4) (5) 21

36 (arch action) (1) (Shear Tension Failure): 2-5(a) (2) (Shear Compression Failure): 2-5(b) (3) (Diagonal Tension Failure): 2-5(c) (4) : 2-5(d) 22

37 a/d 2.5~6.0 a/d 1.5~ a/d : (1) a/d < 1.5 (2) 1.5 < a/d <2.5 (3) a/d > ACI ACI : (1) ( ci ) ACI : M 0.6 f ' b d 1.7 f ' b d = + + (2-1) i cr ci c w p d c w M m ax : 23

38 f ' c : b w : d : 0.8 h p d : M max : i : M cr : (4-1) ACI 23 : M I M cr (6 f ' c f pe f d ) y t cr : = + (2-2) f : pe f d : (2) ( cw ) ACI : = (3.5 f ' f ) b d + (2-3) cw c pc w p p : : p f : pc 粘 p 24

39 ( ) : A 1 + A2 µ 1 = 2-6 A 1 A 1 P- P max y A 2 P- P max y P max 3 y 7 ( ) A 3 + A4 µ 2 = 2-7 A 3 A 3 P- y A 4 P- 3 y 25

40 mm 400 mm 80 mm 200 mm mm 240 mm 18 mm 200 mm # S F NC S1 3-1 ( f ) ( % ) ' c ( S1 ~ S4 ) ( F1 ~ F4 ) ( NC1 ~ NC2 ) 35 MPa 50 MPa 950 kg/m kg/m 3 10 % 20 % 10 % 20 % 26

41 3-2 (1) 3-2(a) (b) (c) ( mm ) 100 mm~150 mm 3-1~ (d= mm ) 3-5 FM= HI CON HPC1000 ASTM C494 TYPE G 27

42 7 ± ± 2% (2) 15 mm 3-7 #3 SD #5 SD420W ( ) #7 SD420W ( ) mm 2 mm : 28

43 3-1 (3) : Tokyo Sokki Kenkyujo YFLA-5 gauge length 10 mm 5 mm gauge resistmace 120±0.3 gauge foctor 2.10±2 % 20 % 5 % #3 3-3 (1) 3-2 粘 YFLA-5 5 mm 10 %~15 % (2) 29

44 (3) 3-3 (4) mm mm 24 6 (5) (6) MTS (7) 30

45 = (1)MTS Material Testing System 3-9 (2) 3-5 (3) 3-6 (4) 100 mm LDT 3-12 (5) Data Logging System Ucam-10B 3-13 (6) 3-13 (7) 0.05 mm ( 3-10) (8) 3-11 (9) MTS 3-11 (10) 3-8 (11) 0.25m

46 3-5 ( 2-4 ) : (1) MTS MTS (2) MTS 0.02 mm/sec (3) 100 mm LDT (4) MTS LDT 3-6 (1) : (2) 0.02 mm/sec 0.5 mm 32

47 3 mm 33

48 ACI Committee kg/m mm~150 mm : (120 mm) 200 mm : 16 34

49 粘 F1 4-2 (1) 4-2 OA 4-1 (a) 4-7 A (2) 35

50 4-4 (b) 4-1 (c) A 4-2 AC B (3) (4) 4-2 CD C ( 4-12) (5) 4-2 DE LDT MTS 36

51 (S1~S4) (F1~F4) 粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘粘 4-3 cr cr 10 cr 4-2 A cr (1) (2) (3) cr 37

52 a d 4-4~ 4-6 F3 NC2 cr, Slag cr, ACI cr 0.79 ~ , Fly ash cr, ACI 1.02 ~ (1) cr MPa 35 MPa S F S kg/m 3 50 MPa 30 MPa 15 % kn kn 20 % kn kn

53 (2) ( a ) (C-S-H ) S4 28 S4 33 ( b ) : cr,test 粘 ACI 39

54 4-7~4-12 cr, test ci, ACI cr, test cw, ACI 4-17~ ~4-19 S F NC ACI cr, test ci, ACI 1.39~ ~ ~ ACI ACI ~4-19 S F NC cr, test cw, ACI 0.81~ ~ ~ ACI (d p ) 0.8 (h) 0.8 h d p d p ~4-19 S F NC cr, test cw, ACI 1.02~ ~ ~ S S F NC ACI 40

55 cr, test ci, ACI 1.46~ ~ ~ ( 1 ) 4-8 S ACI cr, test cw, ACI 1.02~ ACI S cr, test cw, ACI cr, test cw, ACI ( 2 ) 粘粘 4-10 F ACI cr, test cw, ACI 1.15~ ACI S cr, test cw, ACI cr, test cw, ACI 41

56 4-4 ( ) n ~ MPa 50 MPa S 35 MPa 50 MPa kn kn F 35 MPa 50 MPa kn kn NC 35 MPa 50 MPa kn kn a cz ( 1 ) : 13 42

57 28 (C-S-H ) 28 ( 2 ) % : 29 (a/b) % 粘粘 ACI 4-34 粘粘 200 mm

58 4-4-4 n,test 粘粘 s,test s,test 粘粘 ACI n = c + s S = A v f s yt d s d s,test s,test ~40 s,test s,aci 4-21 粘粘 ACI ci cw c ACI 1.89~ c cw 4-18 ACI 1.56~ ACI ( 1 ) 4-18 S ACI n, test n, ACI 1.56~

59 n, test n, ACI n, test n, ACI 1.60 n, test n, ACI n, test n, ACI 0.60 n, test n, ACI : ( 2 ) 4-18 F ACI n, test n, ACI 1.64~ ACI F 粘粘 n, test n, ACI n, test n, ACI % 45

60 4-5 - ACI 318 E c 45 % MPa S F NC kn/mm kn/mm kn/mm 50 MPa S F NC kn/mm kn/mm kn/mm 4-23 ω c 50 MPa 35 MPa ' E c = ω 33 f c ω c 1.5 c f ' c mm ( 1 )

61 ( 2 ) : kgf/cm 2 (55 MPa) ω c ' E c = ω 33 f c 1.5 c 4-6 ACI Committee

62 28 粘粘 MTS 0.02 mm/sec 4-36 ~ mm S 35 MPa 50 MPa kn kn;f 35 MPa 50 MPa kn kn S F 48

63 NC 28 NC (1) MPa S 50 MPa (2) MPa SCC(HWC) SCC(HWC)

64 50 MPa NC S F NC S F NC S F NC S F NC

65 4-7-2 (1) (2) 4-15 F3 F F

66 4-8 ACI λ ACI = (3.5 λ f ' f ) b d + cw c pc w p ACI λ MPa λ 1.18~ MPa λ 1.02~ ACI λ 4-35 S λ 1.02~ F λ 1.21~ NC λ 1.42~ ACI λ λ c 4-35 c F λ c λ λ 52

67 (35 MPa) 10 % 20 % 10 % 20 % (50 MPa) (1) (2) (3) ACI 0.8 h d p ACI d p ACI (4) ACI S cr, test cw, ACI 1.02~ F cr, test cw, ACI 1.15~ NC 53

68 cr, test cw, ACI 1.33~ ACI (5) 35 MPa 50 MPa (6) ACI S n, test n, ACI 1.56~ F n, test n, ACI 1.64~ NC n, test n, ACI 1.63~ ACI n (7) (8) 35 MPa 50 MPa (9) (10) λ λ λ NC λ 1.50 λ (11) S F 54

69 (12) (13) 55

70 1. ACI 211, Standard Practice for Selecting Proportion for Normal, Heavy-Weight, and Mass Concrete, ACI211.1 Report, ACI Manual of Concrete Practice, Part 1, ,,,,. 3.,,,,. 4.,,,,. 5. Lin, C. H., and Lee, W. C., Shear Behavior of High-Workability Concrete Beams,ACI Structural Journal,. 100, No. 5, September -October 2003, pp Elzanaty, Ashraf H. ; Nilson, Arthur H. ; and Slate, Floyd O., Shear Capacity of Prestressed Concrete Beam Using High-Strength Concrete ACI Journal, Proceeding.83, No.3, May-June 1986, pp Lin, C. H., and Lee, F. S., Ductility of High-Performance Concrete Beams with High Strength Lateral Reinforcement, ACI Structural Journal,. 98, No. 4, July-August 2001, pp ,,,,. 9.,,,,. 10.,,,, ,,, 56

71 ,. 12.,,,,. 13.,,,,. 14.,,,,. 15.,,,,. 16.,,. 17.,,,,. 18. Mark, K. J., and Julio, A. R., Minimum Shear Reinforcement in Beams with Higher Strength Concrete, ACI Structural Journal,. 86, No. 4, July-Aug. 1989, pp Ferguson Phil M., Reinforced Concrete Fundamentals, 3rd Edition, pp ,,,,. 21.,,,,. 22.,,,,. 23. ACI 318, Building Code Requirements for Structural Concrete ACI and Commentary ACI , American Concrete 57

72 Institute, 2008, 465 pp. 24. ACI Committee 224, Control of Cracking in Concrete structures, ACI Journal,. 65, No. 12, December 1972, pp ,,,,. 26. Mansur, M. A.; Wee, T. H.; and Chin, M. S., Dervation of the Complete Strain-Stress Curves for Concrete in Compression Magazine of Consrete Research..49, No.173, 1995, pp ,,,,. 28. Lin, C. H., and Lee, W. C., Shear Behavior of High-Workability Concrete Beams,ACI Structural Journal,. 100, No. 5, September -October 2003, pp ,,,,. 58

73 3-1 粘 (MPa) Slag/Cement (%,weight) Fly Ash/Sand (%,weight) P e (kn) a/d s (mm) S S S S F F F F NC NC (a) kg/m 3 ) f c (MPa) (b) 粘 kg/m 3 ) f c (MPa)

74 (c) 粘 kg/m 3 ) 粘 f c (MPa) ( ) (0.47) (0.39) (0.38) (0.33) A. 1.SiO 2 (%) Al 2 O 3 (%) Fe 2 O 3 (%) CaO (%) MgO (%) SO 3 (%) S (%) Na 2 O (%) K 2 O (%) C 3 S (%) C 2 S (%) C 3 A (%) C 4 AF (%) B (m 2 /kg) #325 (%) (%) (MPa) (MPa)

75 3-4 #5 # CNS (ASTM C 311) 1. (SiO 2 ) A. (ASTM C-618-F) (%) (%) (Al 2 O 3 ) Min (Fe 2 O 3 ) (CaO) (MgO) (SO 3 ) Max Max Max (as Na 2 O) Max (Na 2 O) (K 2 O) B. (CNS 3036)(%) 2. (No.325 ) Max % Min % Min % Max ( ) Max

76 3-5 CNS488 (ASTM C127) CNS487 (ASTM C128) S.S.D. ( % ) ( g/cm 3 ) CNS 486 (ASTM C136) ( g ) ( % ) ( % ) ( % ) 3/8" # # # # # # ***** FM=

77 3-7 mm 2 (MPa) (10-6 ) (MPa) (%) (SD280W) (SD420W) (SD420W) (D15) (MPa) (mm) S S S S F F F F NC NC

78 4-2 f (MPa) ' c f ' c (MPa) (MPa) (days) S S S S F F F F NC NC f ' c (MPa) P e (kn) cr (kn) n (kn) (days) S S S S F F F F NC NC

79 4-4 f ' c (MPa) cr,test (kn) (days) S S S S F F F F NC NC (%) (days) (kn) NC S S NC S S ( ) 粘 (%) (days) (kn) NC1 0.60(0.60) F1 0.60(0.47) F2 0.60(0.39) NC2 0.45(0.45) F3 0.45(0.38) F4 0.45(0.33)

80 4-7 (kn) (1) S (kn) (2) (1)/(2) 0.81 NC S S NC S F NC F F NC F (d p =255 mm) cr,test (kn) cw,aci (kn) ci,aci (kn) cr,test / cw,aci cr,test / ci,aci S S S S F F F F NC NC

81 4-9 S cr, test cw, ACI cr, test ci, ACI (d p =255 mm) (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC S S (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC S S F cr, test cw, ACI cr, test ci, ACI (d p =255 mm) (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC F F (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC F F

82 4-11 (d p =0.8 h) cr,test (kn) cw,aci (kn) ci,aci (kn) cr,test / cw,aci cr,test / ci,aci S S S S F F F F NC NC

83 4-12 S cr, test cw, ACI cr, test ci, ACI (d p =0.8 h) (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC S S (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC S S F cr, test cw, ACI cr, test ci, ACI (d p =0.8 h) (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC F F (%) f ' c (MPa) cr,test / cw,aci cr,test / ci,aci NC F F

84 4-14 f ' c (MPa) n,test (kn) (days) S S S S F F F F NC NC 粘 4-15 (%) (days) (kn) NC S S NC S S ( ) 粘 (%) (days) (kn) NC1 0.60(0.60) F1 0.60(0.47) F2 0.60(0.39) NC2 0.45(0.45) F3 0.45(0.38) F4 0.45(0.33)

85 4-17 ( c = ci ) n,test (kn) ci,aci (kn) s,aci (kn) ci,aci + s,aci = n,aci n,test / n,aci S S S S F F F F NC NC

86 4-18 ( c = cw ) n,test (kn) cw,aci (kn) s,aci (kn) cw,aci + s,aci = n,aci n,test / n,aci S S S S F F F F NC NC S (%) f ' c (MPa) n,test / n,aci NC S S (%) f ' c (MPa) n,test / n,aci NC S S

87 4-20 F (%) f ' c (MPa) cr,test / cw,aci NC F F (%) f ' c (MPa) cr,test / cw,aci NC F F s,test s,aci (kn) (kn) s,test / s,aci S S S S F F F F NC NC

88 4-22 (kn) (1) S (kn) (2) (1)/(2) 0.99 NC S S NC S F NC F F NC F f ' c (MPa) 粘 (%) ω c (kg/m 3 ) Stiffness (kn/mm) S S S S 粘粘 F F F F NC NC 粘

89 4-24 (%) (days) Stiffness (kn/mm) NC S S NC S S ( ) 粘 (%) (days) Stiffness (kn/mm) NC1 0.60(0.60) F1 0.60(0.47) F2 0.60(0.39) NC2 0.45(0.45) F3 0.45(0.38) F4 0.45(0.33) (mm)

90 mm 粘 f (MPa) ' c 粘 (kn) 粘 S S S S F F F F NC NC 粘 ( f ' c =35 MPa) 粘 0.8 mm (kn) (1) 粘 ( f ' c =50 MPa) 粘 0.8 mm (kn) (2) 粘 (2)/(1) NC NC S S S S 粘粘 NC NC F F F F

91 4-29 (%) (days) 0.8 mm 粘 (kn) NC S S NC S S ( ) 粘 (%) (days) 0.8 mm 粘 (kn) NC1 0.60(0.60) F1 0.60(0.47) F2 0.60(0.39) NC2 0.45(0.45) F3 0.45(0.38) F4 0.45(0.33)

92 4-31 f ' c (MPa) 粘 (%) µ S S S S 粘粘 6.00 F F F F NC NC f ' c (MPa) (%) (days) µ NC S S NC S S

93 4-33 f ' c (MPa) (%) (days) µ NC F F NC F F cr,test ACI λ f ' c (MPa) cr,test (kn) λ S S S S F F F F NC NC

94 4-35 λ (%) c / ( a/b ) cr,test (kn) λ S S S S 粘 1.17 F F F F NC NC

96 2-3 Load from MTS Spreader beam d p LDT 200 a a ( mm) 82

97 P 混凝土破碎 P 握裹劈裂裂縫 (a) P (b) 剪力筋斷裂 (c) (d) 2-5 Displacement (in.) Shear Force (kn ) µ 1 = A + 1 A 1 A Shear Force (kips) 100 A 1 A Displacement (mm) 2-6 ( ) 0 83

98 Displacement (in.) Shear Force (kn ) µ 2 = A + 3 A 3 A Shear Force (kips) 100 A 4 20 A Displacement (mm) 2-7 ( ) 84

99 Stress (MPa) #3 Bars #5 Bars #7 Bars Prestressing bars Strain Stress (ksi) 85

100 A A 650 :mm s:200 mm 400mm 400mm 2-#5 80mm Strain gauge Prestressing bars 80mm 3-#7 105mm 200mm A-A Section 3-2 ( : mm) 86

101 (a) (b) (c) (d)

102 Displacement (in.) Shear Force (kn ) A B C A:Web-shear crack occurred( cr ) B:Shear reinforcement yielded C:Maximum load D:Shear reinforcement fractured E:Test stopped D Shear Force (kips) 100 E Displacement (mm) 4-2 F C 80 Shear Force (kn ) B A A:Web-shear crack occurred( cr ) B:Shear reinforcement yielded C:Maximum load Shear Force (kips) Strain 4-3 F1 粘 0 88

103 400 Displacement (in.) NC1 (0 %, f ' c =34.91 MPa) S1 (10 %, f ' c =34.90 MPa) S2 (20 %, f ' c =33.64 MPa) Shear Force (kn ) Shear Force (kips) Displacement (mm) 4-4 NC1 S1 S2 - Displacement (in.) NC2 (0 %, f ' c =48.63 MPa) S3 (10 %, f ' c =50.24 MPa) S4 (20 %, f ' c =49.60 MPa) Shear Force (kn ) Shear Force (kips) Displacement (mm) 4-5 NC2 S3 S4-0 89

104 Displacement (in.) NC1 (0 %, f ' c =34.91 MPa) F1 (10 %, f ' c =34.49 MPa) F2 (20 %, f ' c =35.98 MPa) 100 Shear Force (kn ) Shear Force (kips) Displacement (mm) 4-6 NC1 F1 F2 - Displacement (in.) NC2 (0 %, f ' c =48.63 MPa) F3 (10 %, f ' c =50.52 MPa) F4 (20 %, f ' c =48.97 MPa) Shear Force (kn ) Shear Force (kips) Displacement (mm) 4-7 NC2 F3 F4-0 90

105 Displacement (in.) NC1 ( f ' c =34.91 MPa) NC2 ( f ' c =48.63 MPa) Shear Force (kn ) Shear Force (kips) Displacement (mm) NC1 NC2 - Displacement (in.) S1 (10 %, f ' c =34.90 MPa) S3 (10 %, f ' c =50.24 MPa) 80 Shear Force (kn ) Shear Force (kips) Displacement (mm) 10% S1 S3-0 91

106 Displacement (in.) S2 (20 %, f ' c =33.64 MPa) S4 (20 %, f ' c =49.60 MPa) Shear Force (kn ) Shear Force (kips) Displacement (mm) % S2 S Displacement (in.) F1 (10 %, f ' c =34.49 MPa) F3 (10 %, f ' c =50.52 MPa) 100 Shear Force (kn ) Shear Force (kips) Displacement (mm) % F1 F3-0 92

107 Displacement (in.) F2 (20 %, f ' c =35.98 MPa) F4 (20 %, f ' c =48.97 MPa) 100 Shear Force (kn ) Shear Force (kips) Displacement (mm) % F2 F4-0 f ' c (ksi) cr (kn ) NC 0 % Slag 10 % Slag 20 % S1 NC1 NC2 S cr (kips) 130 S2 S f ' c (MPa) 4-13 S 93

108 f ' c (ksi) NC 0 % Fly-ash 10 % Fly-ash 20 % F cr (kn ) NC1 F1 NC2 F4 36 cr (kips) 140 F f ' c (MPa) 4-14 F f ' c= 35 MPa f ' c= 50 MPa 44 cr (kn ) NC1 NC2 S3 S1 S4 S cr (kips) Replacement Ratio of Slag (%)

109 f ' c= 35 MPa f ' = 50 MPa c F3 44 cr (kn ) NC2 NC1 F cr (kips) 150 F1 140 F2 32 cr,test / cr,theoretical Replacement Ratio of Fly Ash (%) 4-16 d p = 255 mm : d p = 320 mm : f ' (ksi) c cr,test / cw,aci cr,test / ci,aci cr,test / cw,aci cr,test / ci,aci f ' (MPa) c 4-17 S 95

110 cr,test / cr,theoretical d p = 255 mm : d p = 320 mm : f ' (ksi) c cr,test / cw,aci cr,test / ci,aci cr,test / cw,aci cr,test / ci,aci f ' (MPa) c 4-18 F cr,test / cr,theoretical d p = 255 mm : d p = 320 mm : f ' (ksi) c cr,test / cw,aci cr,test / ci,aci cr,test / cw,aci cr,test / ci,aci f ' (MPa) c 4-19 NC 96

111 3 2.5 d p = 255 mm : cr,test / cw,aci cr,test / ci,aci n,test / n,theoretical d p = 320 mm : cr,test / ci,aci cr,test / cw,aci Replacement Ratio of Slag (%) 4-20 n,test / n,theoretical d p = 255 mm : d p = 320 mm : cr,test / cw,aci cr,test / ci,aci cr,test / ci,aci cr,test / cw,aci Replacement Ratio of Fly Ash (%)

112 f ' c (ksi) n (kn ) S2 NC1 NC 0 % Slag 10 % Slag 20 % S1 NC2 S4 S n (kips) f ' c (MPa) 4-22 S f ' (ksi) c n (kn ) NC 0 % Fly-ash 10 % Fly-ash 20 % F2 F4 F n (kips) 375 F1 NC NC f ' c (MPa) 4-23 F 98

113 n (kn ) NC2 f ' c= 35 MPa f ' c= 50 MPa S3 S n (kips) NC1 S1 S Replacement Ratio of Slag (%) f ' c= 35 MPa f ' c= 50 MPa F4 96 n (kn ) 400 NC1 F1 F n (kips) NC2 F Replacement Ratio of Fly Ash (%)

114 f ' (ksi) c S2 S4 n,test / n,theoretical S1 S1 S2 n,test / ci,aci + s,aci n,test / cw,aci + s,aci S3 S3 S f ' c (MPa) 4-26 S f ' c (ksi) F2 F3 n,test / n,theoretical F1 F2 F1 F4 F3 F4 n,test / ci,aci + s,aci 1.4 n,test / cw,aci + s,aci f ' c (MPa) 4-27 F 100

115 n,test / n,theoretical NC1 NC1 f ' (ksi) c n,test / cw,aci + s,aci n,test / ci,aci + s,aci NC2 NC f ' c (MPa) 4-28 NC n,test / n,theoretical NC1 NC1 n,test / ci,aci + s,aci n,test / cw,aci + s,aci NC1 NC1 S3 S1 S1 S3 S2 S2 S Replacement Ratio of Slag (%) S

116 n,test / n,theoretical n,test / ci,aci + s,aci n,test / cw,aci + s,aci F3 NC2 F1 NC1 F3 NC2 NC1 F1 F2 F4 F2 F Replacement Ratio of Fly Ash (%)

117 Displacement (in.) P max 80 Shear Force (kn ) P max Shear Force (kips) Displacement (mm) 4-32 Stiffness (kn/mm) NC1 S1 S2 NC2 NC 0 % Slag 10 % Slag 20 % f ' c (MPa) 4-33 S S3 S4 103

118 Stiffness (kn/mm) NC1 F1 F2 NC2 NC 0 % Fly-ash 10 % Fly-ash 20 % f ' c (MPa) 4-34 F F4 F3 Stiffness (kn/mm) NC2 NC1 S1 S3 f ' c = 50 MPa f ' c= 35 MPa S4 26 S Replacement Ratio of Slag (%)

119 Stiffness (kn/mm) NC2 NC1 F1 F3 f ' c = 50 MPa f ' c= 35 MPa F4 26 F Replacement Ratio of Fly Ash (%) 4-36 Maximun Crack Width (in.) Shear Force (kn) S1 ( f ' c = MPa) S3 ( f ' c = MPa) Maximun Crack Width (mm) Shear Force (kips) % S1 S2 粘 105

120 Maximun Crack Width (in.) Shear Force (kn) S2 ( f ' c = MPa) S4 ( f ' c = MPa) Maximun Crack Width (mm) Shear Force (kips) % S3 S4 Maximun Crack Width (in.) Shear Force (kn) F1 ( f ' c = MPa) F3 ( f ' c = MPa) Maximun Crack Width (mm) Shear Force (kips) % F1 F2 106

121 Maximun Crack Width (in.) Shear Force (kn) F2 ( f ' c = MPa) F4 ( f ' c = MPa) Shear Force (kips) Maximun Crack Width (mm) % F3 F4 Maximun Crack Width (in.) Shear Force (kn) NC1 ( f ' c = MPa) NC2 ( f ' c = MPa) Maximun Crack Width (mm) Shear Force (kips) 4-41 NC1 NC2 107

122 Maximun Crack Width (in.) Shear Force (kn) NC1 ( 0 % ) S1 ( 10 % ) S2 ( 20 % ) Maximun Crack Width (mm) Shear Force (kips) 4-42 S 35 MPa 粘 Maximun Crack Width (in.) Shear Force (kn) NC2 ( 0 % ) S3 ( 10 % ) S4 ( 20 % ) Maximun Crack Width (mm) 4-43 S 50 MPa Shear Force (kips) 108

123 Maximun Crack Width (in.) Shear Force (kn) NC1 ( 0 % ) F1 ( 10 % ) F2 ( 20 % ) Maximun Crack Width (mm) 4-44 F 35 MPa Maximun Crack Width (in.) Shear Force (kips) Shear Force (kn) NC2 ( 0 % ) F3 ( 10 % ) F4 ( 20 % ) Maximun Crack Width (mm) 4-45 F 50 MPa Shear Force (kips) 109

124 7.2 f ' c (ksi) µ NC1 S2 S1 NC2 S3 S4 NC 0 % Slag 10 % Slag 20 % f ' c (MPa) 4-46 S µ F1 f ' c (ksi) NC1 F2 NC 0 % Fly-ash 10 % Fly-ash 20 % NC2 F4 F f ' c (MPa) 4-47 F 110

125 NC2 ( f ' c = 35 MPa ) ( f ' c = 50 MPa ) µ NC1 S3 S S Replacement Ratio of Slag (%) 4-48 S2 6.8 NC2 ( f ' c = 35 MPa ) ( f ' c = 50 MPa ) µ NC1 F1 F2 F4 5.6 F Replacement Ratio of Fly Ash (%)

126

127

128 3-5 粘

129

130 kn (MTS)

131 (LDT) 117

132

133 4-1 S1 4-2 S1 119

134 4-3 S2 4-4 S2 120

135 4-5 S3 4-6 S3 121

136 4-7 S4 4-8 S4 122

137 4-9 NC NC1 123

138 4-11 NC NC2 124

139 4-13 F F1 125

140 4-15 F F2 126

141 4-17 F F3 127

142 4-19 F F4 128

143 4-21 F (1) 129

144 4-23 (2)

145

DB4102-P062-擴頭鋼筋.pdf

DB4102-P062-擴頭鋼筋.pdf ACI 318-11 ACI 352-02 CCT ACI 318-11 2.2 d b 70 MPa ACI 318-11 ACI 318-11 joints ACI 318-08 -11 ACI, 2008, 2011 ACI 352-02 ACI, 2002 1 62 2(a) 2(b) (2) (3) (4) RC (5) RC (6) RC RC 1 (a) (b) 2 (1) T 3 (1)