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4_3_Initial pairs of 20 cycle loadings for 150mm preliminary specimen.png (221.45 kB)

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4_4_Earth pressures recorded for each 20 cycle loading pair for 150mm specimen.png (640.97 kB)

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4_5_Boundary earth pressure cell readings for each 20-cycle loading pair for 150mm specimen.png (69.11 kB)

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4_6_External abutment strains caused by 20-cycles loading pairs for 150 mm specimen.png (934.6 kB)

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4_7_Internal abutment strains caused by 20-cycles loading pairs for 150 mm specimen.png (697.18 kB)

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4_8_Top deck strains caused by 20-cycle loading pairs for 150 mm specimen.png (519.95 kB)

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4_9_Bottom deck strains caused by 20-cycle loading pairs for 150 mm specimen.png (631.46 kB)

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5_1_Measured abutment deflection for the 50 mm specimen.png (210.33 kB)

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5_2_Measured abutment deflection for the 75 mm specimen.png (211.59 kB)

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5_3_Measured abutment deflection for the 100 mm specimen.png (196.23 kB)

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5_4_Measured abutment deflection for the 125 mm specimen.png (205.9 kB)

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5_5_Abutment curvature shape for the 50 mm specimen.png (204.81 kB)

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5_6_Abutment curvature shape for the 75 mm specimen.png (165.31 kB)

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5_7_Abutment curvature shape for the 100 mm specimen.png (186.11 kB)

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5_8_Abutment curvature shape for the 125 mm specimen.png (180.44 kB)

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5_9_Abutment bending moments for the 50 mm specimen.png (151.06 kB)

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5_10_Abutment bending moments for the 75 mm specimen.png (164.59 kB)

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5_11_Abutment bending moments for the 100 mm specimen.png (180.3 kB)

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5_12_Abutment bending moments for the 125 mm specimen.png (193.71 kB)

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5_13_Active and passive pressures measured at EPC 1.png (135.49 kB)

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Stiffness of bridge abutment caused by seasonal temperature changes

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posted on 2023-03-07, 10:02 authored by Garfield HavemannGarfield Havemann

The data identifies the effects of integral bridge abutment stiffness during soil ratcheting caused by temperature change through experimental design. More specifically, seasonal temperature changes were investigated as the bridge deck is expected to expand the most during these cycles compared to daily cycles.

The earth pressure evolution and resiliency of a coarse silisca sand (as shown in figures 4_4-4_5, 5_13-5_26, and 5_34), mechanical behaviour of the sand particles (displacements and particle flow as shown in figures 5_27-5_33), and the overall structural behaviour (deflection, curvature, and bending moments as shown in figures 4_1-4_3 and 4_6-5_12) were evaluated experimentally by varying the stiffness of the substructure of several model integral abutment specimens that were constructed from reinforced concrete.