1 Introduction
2 Overview of RC Arch Deck
3 Construction of Experiments of Static Flexural Behaviors
3.1 Specimen Overview
3.2 Specimen Fabrication
Type | Compressive strength of concrete (MPa) | Yield strength of rebar (MPa) (KSA 2016) | |
---|---|---|---|
Design value | Test value | ||
Arch deck (AD1/2/3) | 40 | 49.5 | 400 |
Slab | 30 | 38.5 |
3.3 Experimental Method
Type | Exp. stage (kN) | Loading rate | Crack checking cycle |
---|---|---|---|
RC arch deck (AD) | 0–10 | 1 kN/min | 1 min |
10–30 | 2 kN/min | ||
30–P | 0.5 mm/min | 2 min | |
2-Span RC arch deck (BD) | 0–100 | 0.3 mm/min | – |
100–500 | Per 50 kN | ||
500–P | 0.5 mm/min | Appearance of failure shape |
3.4 Overview of Experimental Measurements
4 Test Results
4.1 Test Results of AD Loading Test
4.1.1 Load–Displacement Relationship
Load factor | AD 1 | AD 2 | AD 3 | Average | |
---|---|---|---|---|---|
Design value | Pd (kN) | 17.23 | |||
Pcr (kN) | 11.71 | ||||
Pu (kN) | 37.12 | ||||
Test value | Pcr (kN) | ||||
Load (kN) | 12.00 | ||||
Disp. (mm) | 4.87 | 4.83 | 3.45 | 4.38 | |
Pd (kN) | |||||
Load (kN) | 63.20 | 61.10 | 69.15 | 64.48 | |
Disp. (mm) | 51.17 | 62.99 | 52.49 | 55.55 |
Location | Load (kN) | Displacement (mm) | |||
---|---|---|---|---|---|
AD 1 | AD 2 | AD 3 | Average | ||
Center point (0.50 L) LA 03 | 0 | 0 | 0 | 0 | 0.00 |
10 | 2.19 | 3.27 | 2.19 | 2.55 | |
30 | 14.75 | 18.43 | 12.97 | 15.38 | |
60 | 38.25 | 58.63 | 29.94 | 42.27 | |
1/3 point (0.33 L) LA 04 | 0 | 0 | 0 | 0 | 0.00 |
10 | 1.8 | 2.94 | 1.77 | 2.17 | |
30 | 13.15 | 16.26 | 10.47 | 13.29 | |
60 | 33.07 | 50.7 | 24.77 | 36.18 | |
1/4 point (0.25 L) LA 02 | 0 | 0 | 0 | 0 | 0.00 |
10 | 1.82 | 2.16 | 1.32 | 1.77 | |
30 | 10.05 | 11.45 | 7.62 | 9.71 | |
60 | 26.23 | 34.71 | 19.27 | 26.74 |
4.1.2 Load–Strain Relationship
Location | Load (kN) | Strain (με) | |||
---|---|---|---|---|---|
AD 1 | AD 2 | AD 3 | Average | ||
Center point (0.50 L) SA 03 | 0 | 0 | 0 | 0 | 0 |
30 | 1159 | 1530 | 1470 | 1386 | |
60 | 3515 | 4406 | 2781 | 3567 | |
1/3 point (0.33 L) SA 04 | 0 | 0 | 0 | 0 | 0 |
30 | 761 | 1321 | 986 | 1023 | |
60 | 1748 | 3070 | 2356 | 2391 | |
1/4 point (0.25 L) SA 02 | 0 | 0 | 0 | 0 | 0 |
30 | 755 | 611 | 130 | 499 | |
60 | 1864 | 1846 | 1338 | 1683 |
Location | Load (kN) | Strain (με) | |||
---|---|---|---|---|---|
AD 1 | AD 2 | AD 3 | Average | ||
Center point (0.50 L) CA 03 | 0 | 0 | 0 | 0 | 0 |
30 | − 693 | − 1085 | − 923 | − 900 | |
60 | − 1710 | − 2679 | − 1707 | − 2032 | |
1/3 point (0.33 L) CA 04 | 0 | 0 | 0 | 0 | 0 |
30 | − 540 | − 744 | − 602 | − 629 | |
60 | − 981 | − 1200 | − 1239 | − 1140 | |
1/4 point (0.25 L) CA 02 | 0 | 0 | 0 | 0 | 0 |
30 | − 141 | − 437 | − 288 | − 289 | |
60 | − 642 | − 1018 | − 781 | − 814 |
4.1.3 Crack Shape
4.2 Test Results of BD Loading Test
4.2.1 Load–Displacement Relationship
Index | Pcr (kN) | Pd (kN) | Pu (kN) |
---|---|---|---|
Design value | 128.62 | 306.45 | 384.31 |
Test value | 250.00 | – | 922.80 |
Location | Load (kN) | Displacement (mm) | ||
---|---|---|---|---|
1/4 point (0.25 L) LB 1 | 1/2 point (0.5 L) LB 2 | 1/3 point (0.33 L) LB 3 | ||
RC arch deck specimen (BD) | 0 | 0 | 0 | 0 |
300 | 1.76 | 2.13 | 1.61 | |
400 | 2.47 | 3.01 | 2.30 | |
500 | 3.44 | 4.49 | 3.28 | |
600 | 4.30 | 5.74 | 4.16 | |
700 | 5.31 | 7.29 | 5.31 | |
800 | 6.64 | 9.46 | 6.97 | |
900 | 8.07 | 11.99 | 8.58 | |
922.80 | 8.30 | 12.41 | 9.39 |
4.2.2 Load–Strain Relationship
Location | Load (kN) | Strain (ε) | ||
---|---|---|---|---|
1/4 point (0.25 L) SB 15 | 1/2 point (0.5 L) SB 16 | 1/3 point (0.33 L) SB 17 | ||
RC arch deck specimen (BD) | 0 | 0 | 0 | 0 |
300 | 46 | 335 | 157 | |
400 | 114 | 628 | 218 | |
500 | 124 | 1000 | 277 | |
600 | 133 | 1445 | 442 | |
700 | 188 | 1770 | 683 | |
800 | 333 | 2160 | 1159 | |
900 | 463 | 2438 | 1302 | |
922.80 | 531 | 3445 | 1329 |
Location | Load (kN) | Strain (ε) | ||
---|---|---|---|---|
1/4 point (0.25 L) CB 1 | 1/2 point (0.5 L) CB 2 | 1/3 point (0.33 L) CB 3 | ||
RC arch deck specimen (BD) | 0 | 0 | 0 | 0 |
300 | − 82 | − 250 | − 46 | |
400 | − 103 | − 395 | − 55 | |
500 | − 109 | − 605 | − 62 | |
600 | − 115 | − 813 | − 79 | |
700 | − 121 | − 1011 | − 92 | |
800 | − 109 | − 1251 | − 110 | |
900 | − 96 | − 1525 | − 106 | |
922.80 | − 93 | − 1664 | − 55 |
4.2.3 Crack Shape and Data
5 Analysis Results
5.1 Rebar and Concrete Model
5.2 Specimen Modeling
Index | Concrete | Rebar | |
---|---|---|---|
Material | OPC | SD400 | |
Strength (MPa) | Arch deck |
\(f_{ck} = 50\)
|
\(f_{ck} = 400\)
|
Overlay concrete |
\(f_{ck} = 40\)
| ||
Elastic modulus (N/mm2) | Arch deck | 28,628 | 203,000 |
Overlay concrete | 31,099 | ||
Poisson’s ratio | Arch deck | 0.167 | 0.3 |
Overlay concrete | 0.167 | ||
Weight density (N/mm2) | Arch deck | 2.3 × 10−5 | 7.9 × 10−5 |
Overlay concrete | 2.3 × 10−5 |