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Investigation of Structural Performance of Historical Amasya Hundi Hatun Bridge

Burçin Şenol ŞEKER
Burçin Şenol ŞEKER
 und 
Merve ÖZKAYNAK
Merve ÖZKAYNAK
   | 09. Aug. 2022
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Online veröffentlicht: 09. Aug. 2022
Seitenbereich: 109 - 120
Eingereicht: 27. Mai 2021
Akzeptiert: 04. Feb. 2022
DOI: https://doi.org/10.2478/acee-2022-0019
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© 2022 Burçin Şenol ŞEKER et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

Construction details of a typical historical bridge [19]
Construction details of a typical historical bridge [19]

Figure 2.

Map of Turkey and location of Amasya city [35]
Map of Turkey and location of Amasya city [35]

Figure 3.

Hundi Hatun Bridge – Downstream and upstream views [32]
Hundi Hatun Bridge – Downstream and upstream views [32]

Figure 4.

Masonry structure modeling technique
Masonry structure modeling technique

Figure 5.

Finite element model of the Hundi Hatun Bridge
Finite element model of the Hundi Hatun Bridge

Figure 6.

Maximum principal stress distribution
Maximum principal stress distribution

Figure 7.

Modal Analysis
Modal Analysis

Figure 8.

Mode shapes
Mode shapes

Figure 9.

Arabian plate boundaries [36]
Arabian plate boundaries [36]

Figure 10.

Turkey’s earthquake map [37]
Turkey’s earthquake map [37]

Figure 11.

The acceleration values of the 1992 Erzincan earthquake (cm/s2) [37]
The acceleration values of the 1992 Erzincan earthquake (cm/s2) [37]

Figure 12.

The Mohr-Coulomb failure criterion [13]
The Mohr-Coulomb failure criterion [13]

Figure 13.

The Mohr-Coulomb failure hypothesis collapse plane [13]
The Mohr-Coulomb failure hypothesis collapse plane [13]

Figure 14.

X-Direction maximum deformation distribution
X-Direction maximum deformation distribution

Figure 15.

1st principal stress distribution
1st principal stress distribution

Figure 16.

Equivalent stress distribution
Equivalent stress distribution

Figure 17.

Maximum x-direction deformation distribution
Maximum x-direction deformation distribution

Figure 18.

Maximum plastic strain propagation
Maximum plastic strain propagation

Figure 19.

Equivalent stress distribution
Equivalent stress distribution

Figure 20.

1st principal stress distribution
1st principal stress distribution

Hundi Hatun Bridge – mass participation ratios

Mode Period (s) Mass Participation Ratios
    X - direction Y - direction
1 0.10027 0.254380 ~0.00
2 0.086250 0.109023 0.160643
3 0.085595 ~0.00 0.228147

Historical structures performance levels and deformation limits

Performance Level Maximum Deformation / Maximum Height Ratio Limit
Limited Damage 0.003
Controlled Damage 0.007

Physical and mechanical properties of homogenized materials used in the bridge

Bridge Region Elasticity Modulus (MPa) Poisson’s Ratio Density (kg/m3) Mean Compressive Strength (MPa) Mean Tensile Strength (MPa)
Arches and Wing Walls 8810 0.15 2646 8.810 0.881
Fill 800 0.23 1800 0.8 0.08

The Mohr-Coulomb material model properties for the homogenized materials used in the Hundi Hatun Bridge [15, 28]

Bridge Cohesion (C) (MPa) Friction Angle (ϕ)
Arches and Wing Walls 0.15 30
Fill 0.05 20
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