1 Introduction
2 Experimental Program
2.1 Test Specimens
Specimen | Spliced bar | Sleeve | ||||
---|---|---|---|---|---|---|
d
b
(mm) |
l
b
(mm) |
d
si
(mm) |
l
sl
(mm) |
t
sl
(mm) |
d
wb
(mm) | |
WBS-1 | 16 | 75 | 50 | 150 | 4.5 | 10 |
WBS-2 | 65 | |||||
WBS-3 | 75 | |||||
WBS-4 | 125 | 50 | 250 | |||
WBS-5 | 65 | |||||
WBS-6 | 75 | |||||
WBS-7 | 175 | 50 | 350 | |||
WBS-8 | 65 | |||||
WBS-9 | 75 |
2.2 Test Programs
2.2.1 Tensile Test
Specimens | Nos. of specimen | ||
---|---|---|---|
Tensile test | Shear test | Flexural test | |
Control | 1 | 1 | |
WBS-1 | 3 | 0 | 0 |
WBS-2 | 3 | 1 | 1 |
WBS-3 | 3 | 0 | 0 |
WBS-4 | 3 | 1 | 1 |
WBS-5 | 3 | 1 | 1 |
WBS-6 | 3 | 1 | 1 |
WBS-7 | 3 | 0 | 0 |
WBS-8 | 3 | 1 | 1 |
WBS-9 | 3 | 0 | 0 |
Total specimens | 27 | 6 | 6 |
2.2.2 Shear and Flexural Tests
Shear test | Flexural test | |
---|---|---|
Position of lateral load | At just above the dry pack connection | At 100 mm height above the dry pack connection |
Thickness of panels | 150 mm | |
Size of lower panel | 1200 × 600 mm | |
Size of upper panel | 1200 × 600 mm | 1200 × 1200 mm |
Thickness of dry pack | 25 mm |
3 Results and Analysis
3.1 Load Capacities
Specimen | Tensile test | Shear test | Flexural test | ||||
---|---|---|---|---|---|---|---|
Compressive strength of grout, f
u,g
| Compressive strength of concrete, f
u,c
| Compressive strength of mortar, f
u,m
| Compressive strength of grout, f
u,g
| Compressive strength of concrete, f
u,c
| Compressive strength of mortar, f
u,m
| Compressive strength of grout, f
u,g
| |
Control | 43.2 | 20.0 | 67.9 | 59.6 | 21.4 | 73.1 | |
WBS-1 | 76.8 | ||||||
WBS-2 | 45.0 | 28.6 | 63.8 | 64.4 | 18.0 | 88.1 | |
WBS-3 | |||||||
WBS-4 | 44.9 | 18.5 | 68.2 | 66.9 | 30.7 | 73.4 | |
WBS-5 | 43.4 | 20.3 | 83.7 | 64.4 | 26.7 | 72.6 | |
WBS-6 | 43.6 | 16.3 | 83.3 | 67.9 | 19.5 | 85.0 | |
WBS-7 | |||||||
WBS-8 | 45.6 | 19.0 | 81.6 | 61.0 | 30.8 | 69.3 | |
WBS-9 |
Specimen | Tensile Test | Shear Test | Flexural Test | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Tensile capacity, P
u,tt
(kN)*a
| Displacement at failure, δ
u,tt
(mm)*a
| Failure mode | Shear Capacity, P
u,st
(kN) | Displacement at bar 1, δ
u,st,b1
(mm) | Displacement at bar 1, δ
u,st,b2
(mm) | Failure mode | Flexural capacity, P
u,ft
(kN) | Drift, δ
u,ft
(mm) | Failure mode | ||
Control | 302.6 | 45.72 | 46.12 | Fracture at Bar 1 | 72.5 | 9.01 | Lower panel failure | ||||
Welded Bar Sleeve (WBS) | WBS-1 | 86.1 | 3.5 | Bar bond-slip | |||||||
WBS-2 | 79.0 | 2.3 | Bar bond-slip | 204.0 | 61.04 | 61.04 | Bar bond-slip | 19.9 | 6.46 | Bond-slip at Bar 1 | |
WBS-3 | 75.1 | 2.9 | Bar bond-slip | ||||||||
WBS-4 | 127.9 | 33.8 | Bar fracture | 114.3*b
| 20.97*b
| 20.79*b
| Bar bond-slip | 65.8 | 13.08 | Bond-slip at Bar 1 | |
WBS-5 | 128.0 | 29.4 | Bar bond-slip | 298.9 | 43.85 | 43.42 | Fracture at Bar 1 | 82.0 | 22.71 | Fracture at Bar 1 | |
WBS-6 | 122.4 | 29.2 | Bar bond-slip | 328.0 | 47.59 | 47.38 | Fracture at Bar 1 | 28.4 | 6.29 | Bond-slip at Bar 1 | |
WBS-7 | 133.5 | 26.6 | Bar fracture | ||||||||
WBS-8 | 129.1 | 30.6 | Bar fracture | 296.8 | 41.96 | 41.82 | Fracture at Bar 1 | 87.0 | 33.30 | Bond-slip at Bar 1 | |
WBS-9 | 133.4 | 31.4 | Bar fracture |
3.2 Behaviour of Grouted Splice Connection
3.2.1 Response Under Tensile Load
3.2.2 Response Under Shear Load
3.2.3 Response Under Flexural Load
3.2.4 Response of Internal Stresses under Different Load Cases
Response | Tensile load | Shear load | Flexural load |
---|---|---|---|
Stresses acting on the spliced bar | The normal stress is similar in all directions | The normal stress in the region directly in contact with the shear force is higher than the other region | The region directly in contact with the shear force has a slightly higher stress compared with the other region |
A high longitudinal stress is generated to prevent the spliced bars from slipping out of the sleeve | The longitudinal stress is at minimal because the pullout force is less likely to occur | A high longitudinal stress is generated in the region directly in contact with the componential shear force to prevent the spliced bars from slipping out of the sleeve | |
Stressed acting on the welded bar | The normal stress is similar in all directions | The welded bar in the direction of the shear load has a higher normal stress compared with the others | The welded bar in the direction of the componential shear load has a slight higher normal stress compared with the others |
A high longitudinal stress is generated to prevent the grout from slipping out of the sleeve | The longitudinal stress is at minimal because the pullout force acting on the grout is less likely to occur | A high longitudinal stress is generated to prevent the grout from slipping out of the sleeve | |
Pipe sleeve | The transverse tensile stress prevents the deformation of the sleeve. The transverse tensile stress in the sleeve is similar in all directions | A high componential tensile stress is generated in the sleeve in the region opposite to the shear load | A moderate componential tensile stress is generated in the sleeve in the region opposite to the componential shear load |
Thus, a low confinement stress is generated to resist the normal stress generated by the spliced bar. Subsequently, it controls the expansion of the grout as a result of splitting cracks | A high confinement stress is generated in the opposite of the shear load to counter react it | A moderate confinement stress is generated in the opposite of the componential shear load to counter it | |
Propagation of splitting cracks | The splitting cracks propagate at about the same rate in all directions | The splitting cracks propagate faster along with the shear load | The splitting cracks propagate slightly faster along with the componential shear load |
Bar deformation | Bar elongates and displacement longitudinally | Bar deforms and bends towards the direction of the shear force | The bar elongates longitudinally and displaces laterally in the direction of the componential shear load |
4 Feasibility Evaluation of Grouted Splice Connection
Tensile test | ||||||
---|---|---|---|---|---|---|
Criteria | C1 | C2 | C2 | C3 | C5 | Remarks |
Specimen | Strength ratio, R
s
| Yield ratio, R
y
| Ductility ratio, R
d
| Failure mode*a
| Service ratio, R
sv
| |
Equation | (1) | (2) | (3) | (5) | ||
Req. | ≥1.25 | ≥1.0 | ≥4.0 | F | ≥0.75 | |
WBS-1 | 0.86 | 0.86 | 1.47 | S | 1.00 | NA |
WBS-2 | 0.79 | 0.79 | 1.7 | S | 1.00 | NA |
WBS-3 | 0.75 | 0.75 | 1.71 | S | 1.00 | NA |
WBS-4 | 1.31 | 1.14 | 14.9 | F | 0.89 | A |
WBS-5 | 1.27 | 1.16 | 7.64 | S | 0.91 | A |
WBS-6 | 1.26 | 1.13 | 7.04 | S | 0.92 | A |
WBS-7 | 1.33 | 1.13 | 13.13 | F | 0.85 | A |
WBS-8 | 1.33 | 1.15 | 14.35 | F | 0.89 | A |
WBS-9 | 1.33 | 1.14 | 13.85 | F | 0.86 | A |
Shear test | |||||||
---|---|---|---|---|---|---|---|
Criteria | C2 | C3 | C4 | C5 | Remarks | ||
Specimen | Disp. at yield, δ
y
*b
| Avg. ult. disp. | Ductility ratio, R
d
*c
| Failure mode | Control ref.*d
| Service ratio, R
sv
| |
Equation |
(δ
u,st,b1+
δ
u,st,b2
)/2
| (3) | (5) | ||||
Req. | ≥4.0 | F | √ | ≥0.75 | |||
WBS-1 | |||||||
WBS-2 | 0.2 | 61.0 | 305 | S | X | 0.54 | NA |
WBS-3 | |||||||
WBS-4 | |||||||
WBS-5 | 0.9 | 43.6 | 48.4 | F | X | 0.28 | NA |
WBS-6 | 0.4 | 47.5 | 118.8 | F | √ | 0.26 | NA |
WBS-7 | |||||||
WBS-8 | 1.2 | 41.9 | 34.9 | F | X | 0.31 | NA |
WBS-9 |
Flexural test | |||||||
---|---|---|---|---|---|---|---|
Criteria | C1 | C2 | C2 | C3 | C4 | C5 | Remarks*e
|
Specimen | Strength ratio, R
s
| Drift ratio, R
df
(%) | Ductility ratio, R
d
| Failure mode | Control ref. | Service ratio, R
sv
| |
Equation | (1) | (4) | (3) | (5) | |||
Req. | ≥0.5% | ≥4.0 | F | √ | ≥0.75 | ||
WBS-1 | |||||||
WBS-2 | 0.29 | 0.36 | 1.72 | S | X | 1.00 | NA |
WBS-3 | |||||||
WBS-4 | 1.07 | 0.73 | 2.63 | S | X | 0.89 | NA |
WBS-5 | 1.35 | 1.26 | 6.60 | F | √ | 0.77 | A |
WBS-6 | 0.43 | 0.35 | 1.09 | S | X | 1.00 | NA |
WBS-7 | |||||||
WBS-8 | 1.43 | 1.85 | 7.91 | S | √ | 0.79 | A |
WBS-9 |