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Structural Behaviour of Long Concrete Integral Bridges

Profile image of Anssi LaaksonenAnssi Laaksonen

2011

Abstract

Anssi Laaksonen: Structural Behaviour of Long Concrete Integral Bridges 204 p. + 61 p. app. There are more than 20,000 bridges in Finland, of which about 2000 with a sum of span lengths over 20m are actual integral abutment road bridges. The lower building and maintenance costs of integral abutment bridges compared to conventional abutment bridges have increased interest for the former. This study deals with the structural behaviour of long concrete integral abutment bridges. The bridge subtype was limited to fully integral abutment bridges without any bearings or expansion joints. This study examines structural behaviour from the viewpoint of a bridge designer taking into consideration the effects of soil-structure interaction. It is a part of larger research project called "Soil-Bridge Structure Interaction". The main goal was to determine the effects of different soil properties at opposite bridge ends on the structural behaviour of fully integral bridges Another important goal was to determine the maximum allowable total thermal expansion length of a fully integral concrete bridge in terms of structural behaviour of piles at the bridge ends at the climatic conditions of monitored bridges. A further goal was to give suggestions for constructing integral bridges together with the whole research team. Three bridges, Haavistonjoki Bridge, Myllypuro Overpass and Tekemäjärvenoja Bridge, were monitored during this study. The main focus of the monitoring was the Haavistonjoki Bridge. The instrumentation of Haavistonjoki Bridge on the Tampere-Jyväskylä highway was completed in autumn 2003. Monitoring data have been collected by a total of 191 gauges, of which 98 are still working seven years after the monitoring started. The instrumentation is used to measure longitudinal abutment movements, abutment rotations, earth pressure behind abutments, superstructure displacements, frost depth, air temperature, and temperature differences in superstructure and approach embankment. The method for calculating uniform bridge superstructure temperature based on ambient temperature was developed on the basis of monitoring results from the Haavistonjoki Bridge. The temperature was calculated backwards until 1959 with this method. Obtained results correlate very well with the temperature loads of Eurocode EN 1991-1-5. Structural analyses were run on single laterally loaded composite piles and a whole bridge structure using software based on the finite element method. The analyses on single com-8.3.

Figures (401)
Figure 1.1. Proposed classification on the basis of abutment type of bridge moving horizontally against em- bankment soil. In this figure, a joint refers to a joint at the road surface. against embankment soil.
Figure 1.1. Proposed classification on the basis of abutment type of bridge moving horizontally against em- bankment soil. In this figure, a joint refers to a joint at the road surface. against embankment soil.
Figure 1.2. Bridge types of different longitudinal stiffness.
Figure 1.2. Bridge types of different longitudinal stiffness.
Figure 1.3. (a) & (b) frame abutments, (c) embedded abutment, (d) bank pad abutment, (e) & (f) end screen abutments. Integral bridge abutment types according to [137]. not discussed here.
Figure 1.3. (a) & (b) frame abutments, (c) embedded abutment, (d) bank pad abutment, (e) & (f) end screen abutments. Integral bridge abutment types according to [137]. not discussed here.
bridge monitoring projects form the core of this comprehensive research. abutment bridges was completed in 2006 [75]. A railway bridge oriented dissertation was
bridge monitoring projects form the core of this comprehensive research. abutment bridges was completed in 2006 [75]. A railway bridge oriented dissertation was
Figure 1.6. Research process and its relationship to the integral bridges development process. broadened the researchers’ views in many respects. for the development process that it has included several simultaneous studies which has
Figure 1.6. Research process and its relationship to the integral bridges development process. broadened the researchers’ views in many respects. for the development process that it has included several simultaneous studies which has
Figure 2.1. Lateral subgrade reaction of pile in cohesionless soil. Notations as in Paragraphs 2.2.4 and 6.3.4 [43, 79]. where strains exceed the yield point.
Figure 2.1. Lateral subgrade reaction of pile in cohesionless soil. Notations as in Paragraphs 2.2.4 and 6.3.4 [43, 79]. where strains exceed the yield point.
Figure 2.2. “Development of passive earth pressure of non-cohesive soils versus normalised wall displace- ment v/v,”[121].
Figure 2.2. “Development of passive earth pressure of non-cohesive soils versus normalised wall displace- ment v/v,”[121].
‘igure 2.3. Superstructure temperature components [116]. Here, the temperature field is divided in four parts. The most significant part in terms of
‘igure 2.3. Superstructure temperature components [116]. Here, the temperature field is divided in four parts. The most significant part in terms of
Figure 2.4. Superstructure uniform temperature range Te min aNd Te max [°C] [116]. in [116] have to be used. The range of the superstructure uniform temperature is presented
Figure 2.4. Superstructure uniform temperature range Te min aNd Te max [°C] [116]. in [116] have to be used. The range of the superstructure uniform temperature is presented
integral bridges. Figure 2.5 presents a stub-type abutment according to [2]. or an abutment will be 0.05 m [140]. The suggested limit would lead to relatively lon;
integral bridges. Figure 2.5 presents a stub-type abutment according to [2]. or an abutment will be 0.05 m [140]. The suggested limit would lead to relatively lon;
Figure 2.6. HP pile orientations in US Practice [106]. 2.6 are oriented for the weak axis. Displacement of 1% of end screen height is required to reach full passive earth pressure
Figure 2.6. HP pile orientations in US Practice [106]. 2.6 are oriented for the weak axis. Displacement of 1% of end screen height is required to reach full passive earth pressure
rigid connection at a certain depth. The equivalent length depends on soil and pile proper-
rigid connection at a certain depth. The equivalent length depends on soil and pile proper-
Figure 2.8. The allowable pile load for a fixed (on left) and a pinned (on right) head in dense sand when bending is about the weak axis. The steel grade yield stress is 50ksi = 345MPa. [94].
Figure 2.8. The allowable pile load for a fixed (on left) and a pinned (on right) head in dense sand when bending is about the weak axis. The steel grade yield stress is 50ksi = 345MPa. [94].
Table 2.1. The allowable thermal expansion lengths of concrete integral abutment bridges in some northern US states.
Table 2.1. The allowable thermal expansion lengths of concrete integral abutment bridges in some northern US states.
Figure 2.9. Environmental factors that affect bridge temperature according to [68].
Figure 2.9. Environmental factors that affect bridge temperature according to [68].
bridge is smaller than that of a concrete bridge. Figure 2.10. Daily ambient air temperature in Fairbanks, Alaska, USA [68].
bridge is smaller than that of a concrete bridge. Figure 2.10. Daily ambient air temperature in Fairbanks, Alaska, USA [68].
Figure 2.11. Effective bridge temperature (EBT) as a function of time. Seasonal and diurnal variations for bridge superstructure are shown [31]. In this dissertation EBT is the uniform temperature, Ty. superstructure. changes take a few days to develop due to the quite big specific heat capacity of a bridg uitable term than daily or diurnal fluctuation because significant uniform temperatur sented by certain fractiles which have a specific recurrence time according to presen
Figure 2.11. Effective bridge temperature (EBT) as a function of time. Seasonal and diurnal variations for bridge superstructure are shown [31]. In this dissertation EBT is the uniform temperature, Ty. superstructure. changes take a few days to develop due to the quite big specific heat capacity of a bridg uitable term than daily or diurnal fluctuation because significant uniform temperatur sented by certain fractiles which have a specific recurrence time according to presen
Figure 2.12. The shown earth pressure cells are at a depth of 3 m.
Figure 2.12. The shown earth pressure cells are at a depth of 3 m.
Figure 2.13. Earth pressure behind end screen as function of end screen displacement. Bridge No.203 [107]. smaller. The weekly and diurnal behaviour of earth pressure is also shown.
Figure 2.13. Earth pressure behind end screen as function of end screen displacement. Bridge No.203 [107]. smaller. The weekly and diurnal behaviour of earth pressure is also shown.
thermal expansion length is 83.7 m. JS state of Massachusetts was monitored from 2002 on [13]. The composite bridge's total
thermal expansion length is 83.7 m. JS state of Massachusetts was monitored from 2002 on [13]. The composite bridge's total
thermal movements shifts along the bridge length. An instrumentation drawing-in section of the long-term monitored Scotch Road Bridge is also differed during the monitoring period. Thus, it can be concluded that the centre of
thermal movements shifts along the bridge length. An instrumentation drawing-in section of the long-term monitored Scotch Road Bridge is also differed during the monitoring period. Thus, it can be concluded that the centre of
the embankment which allows a small displacement to cause high earth pressure [58]. Figure 2.17. Earth pressure behind abutment in Scotch Road Bridge [58]. high. Yet, the highest earth pressure was measured in winter. This is due to the freezing of
the embankment which allows a small displacement to cause high earth pressure [58]. Figure 2.17. Earth pressure behind abutment in Scotch Road Bridge [58]. high. Yet, the highest earth pressure was measured in winter. This is due to the freezing of
Figure 2.18. Average bending moments of supporting piles of Scotch Road Bridge in June-July. The values were calculated by the LPILE program. [59]. moments of the supporting piles in June-July are presented in Figure 2.18. The bending moments are distributed along the pile length. The biggest bending moments
Figure 2.18. Average bending moments of supporting piles of Scotch Road Bridge in June-July. The values were calculated by the LPILE program. [59]. moments of the supporting piles in June-July are presented in Figure 2.18. The bending moments are distributed along the pile length. The biggest bending moments
The prestressed concrete girder bridge has a total expansion length of 66.9 m. It is made of
The prestressed concrete girder bridge has a total expansion length of 66.9 m. It is made of
Aug-96 Aug-99 Aug-02 Aug-05 Aug-08 Aug-11 Aug-14 Aug-17 Aug-20 Aug-23 Aug-26 Figure 2.21. Tendencies of computed and measured pile curvatures [66].
Aug-96 Aug-99 Aug-02 Aug-05 Aug-08 Aug-11 Aug-14 Aug-17 Aug-20 Aug-23 Aug-26 Figure 2.21. Tendencies of computed and measured pile curvatures [66].
Figure 2.23. Idealised strain on supporting piles as function of time ina fully integral bridge [3, 26]. tegral abutment is presented in Figure 2.23 [3, 26].
Figure 2.23. Idealised strain on supporting piles as function of time ina fully integral bridge [3, 26]. tegral abutment is presented in Figure 2.23 [3, 26].
are given in Figure 2.23. It is assumed that normal stress on piles is 0.3*f,. Factor B was
are given in Figure 2.23. It is assumed that normal stress on piles is 0.3*f,. Factor B was
Table 2.3. Formulas related to behaviour of lateral subgrade reaction of piles. where lateral soil stiffness per unit length k and pile flexural stiffness E,I, are constant, the
Table 2.3. Formulas related to behaviour of lateral subgrade reaction of piles. where lateral soil stiffness per unit length k and pile flexural stiffness E,I, are constant, the
Formulas 2.12-2.15 (derivates of pile deflection line for a single pile) are presented in Fig-
Formulas 2.12-2.15 (derivates of pile deflection line for a single pile) are presented in Fig-
By introducing a dimensionless variable, written [133, 104]: ited along depth (see Figure 6.18a) and q = 0, the following differential equation can be
By introducing a dimensionless variable, written [133, 104]: ited along depth (see Figure 6.18a) and q = 0, the following differential equation can be
Figure. 2.25. Power functions of modulus of lateral subgrade reaction [95]. soils are presented in Figure 2.25. Power functions and distributions of modulus of lateral subgrade reaction in cohesionles: 141]. The solutions require series development. Solutions for cases where the modulus of
Figure. 2.25. Power functions of modulus of lateral subgrade reaction [95]. soils are presented in Figure 2.25. Power functions and distributions of modulus of lateral subgrade reaction in cohesionles: 141]. The solutions require series development. Solutions for cases where the modulus of
Figure 2.26. Comparison of moment values of different distributions of modulus of lateral subgrade reaction [95]. Pile has hinged top connection. Loading is a lateral force on top of pile. On the left, unitless moment values; on the right, distributions of modulus of lateral subgrade reaction. distributions of the modulus of lateral subgrade reaction are presented in Figure 2.26.
Figure 2.26. Comparison of moment values of different distributions of modulus of lateral subgrade reaction [95]. Pile has hinged top connection. Loading is a lateral force on top of pile. On the left, unitless moment values; on the right, distributions of modulus of lateral subgrade reaction. distributions of the modulus of lateral subgrade reaction are presented in Figure 2.26.
Figure 2.27. Force-displacement relationship of pile-soil-interaction, for terms see Formula 2.25 [20]. reaction is presented in Figure 2.27. infinite length. A general hyperbolic force-displacement relationship of lateral subgrade stiffness and ultimate resistance affect the force-displacement relationship along different
Figure 2.27. Force-displacement relationship of pile-soil-interaction, for terms see Formula 2.25 [20]. reaction is presented in Figure 2.27. infinite length. A general hyperbolic force-displacement relationship of lateral subgrade stiffness and ultimate resistance affect the force-displacement relationship along different
Figure 2.28. Hyperbolic stress— strain relationship with scaling parameter Ry. The figure is based on [123] [he hyperbolic stress-strain relationship with scaling parameter R¢ is presented in Figure
Figure 2.28. Hyperbolic stress— strain relationship with scaling parameter Ry. The figure is based on [123] [he hyperbolic stress-strain relationship with scaling parameter R¢ is presented in Figure
Figure 2.29. Influence of Pile Diameter on Dimensions of Bulb Pressure [129]. presented in Figure 2.29. aviour has been continuum bulb pressure. That pressure at two different pile diameters is
Figure 2.29. Influence of Pile Diameter on Dimensions of Bulb Pressure [129]. presented in Figure 2.29. aviour has been continuum bulb pressure. That pressure at two different pile diameters is
Figure 2.30. Distribution of front earth pressure and side shear around pile subjected to lateral load [125].
Figure 2.30. Distribution of front earth pressure and side shear around pile subjected to lateral load [125].
Figure 2.31. Effect of pile cross section on q-y curve [9]. Loose sand ¢ = 30° and dense sand od = 40°. [75]. The shape of the pile cross section also affects lateral behaviour [9].
Figure 2.31. Effect of pile cross section on q-y curve [9]. Loose sand ¢ = 30° and dense sand od = 40°. [75]. The shape of the pile cross section also affects lateral behaviour [9].
Figure 2.32. Hysteretic backbone curve [130].
Figure 2.32. Hysteretic backbone curve [130].
Figure 2.34. a) Soil-pile superstructure model b) variation in q-y curves along depth [97].
Figure 2.34. a) Soil-pile superstructure model b) variation in q-y curves along depth [97].
elasto-plastic springs in [97], see Figure 2.35. The solution consists of several springs connected to the same node. The method allows
elasto-plastic springs in [97], see Figure 2.35. The solution consists of several springs connected to the same node. The method allows
Figure 2.37. Hysteresis loops of q-y with components of different pile sides [4]. teresis loops of different sides of a pile are presented in Figure 2.37.
Figure 2.37. Hysteresis loops of q-y with components of different pile sides [4]. teresis loops of different sides of a pile are presented in Figure 2.37.
Figure 2.38. Effect of fully integral bridge end rotations on pile curvatures [66]. piles, see Figure 2.38. rotations. Rotation of the bridge end screen decreases the curvature of the top of supporting
Figure 2.38. Effect of fully integral bridge end rotations on pile curvatures [66]. piles, see Figure 2.38. rotations. Rotation of the bridge end screen decreases the curvature of the top of supporting
Figure 2.39. Soil-structure interaction behaviour of a single-span fully integral bridge under live load [29]. tion, and the superstructure is displaced under the live load.
Figure 2.39. Soil-structure interaction behaviour of a single-span fully integral bridge under live load [29]. tion, and the superstructure is displaced under the live load.
Figure 2.40. Soil-structure interaction behaviour of a three-span integral bridge under live load [27].
Figure 2.40. Soil-structure interaction behaviour of a three-span integral bridge under live load [27].
Figure 2.41, Massachusetts OW Bridge abutment and approach slab details [22]. porting piles are subjected to smaller strains from temperature and live loads. tion of a predrilled hole is to reduce the modulus of lateral subgrade reaction when sup-
Figure 2.41, Massachusetts OW Bridge abutment and approach slab details [22]. porting piles are subjected to smaller strains from temperature and live loads. tion of a predrilled hole is to reduce the modulus of lateral subgrade reaction when sup-
Figure 2.42. Calculated effects of predrilled holes on pile curvature at falling uniform temperature 27.8°C for the 66.9 m total expansion length. On the left stiff clay, on the right very stiff clay [66].
Figure 2.42. Calculated effects of predrilled holes on pile curvature at falling uniform temperature 27.8°C for the 66.9 m total expansion length. On the left stiff clay, on the right very stiff clay [66].
2.43 [66]. Here, the pile head is treated as a partly hinged connection with limited hinge
2.43 [66]. Here, the pile head is treated as a partly hinged connection with limited hinge
Figure 2.44. Abutment with hinged support at top of pile [25].
Figure 2.44. Abutment with hinged support at top of pile [25].
Figure 4.2. EPC locations at Haavistonjoki Bridge abutments. H to Q at abutment T4, V and W at abutment Tl. were grouted to the end screen after stripping the superstructure formwork. The locations of earth pressure cells (EPC) are presented in Figure 4.2. The EPC devices
Figure 4.2. EPC locations at Haavistonjoki Bridge abutments. H to Q at abutment T4, V and W at abutment Tl. were grouted to the end screen after stripping the superstructure formwork. The locations of earth pressure cells (EPC) are presented in Figure 4.2. The EPC devices
of end screen displacement gauges are presented in Figure 4.3. TUT so that they measured earth pressures accurately and were durable [84]. The locations sliding gauges during check surveys. The devices are placed so that end screen rotation
of end screen displacement gauges are presented in Figure 4.3. TUT so that they measured earth pressures accurately and were durable [84]. The locations sliding gauges during check surveys. The devices are placed so that end screen rotation
Figure 4.4. Strain bars and temperature gauges of the superstructure. in Figure 4.4. eck surveys. Locations of the superstructure temperature and strain gauges are presented
Figure 4.4. Strain bars and temperature gauges of the superstructure. in Figure 4.4. eck surveys. Locations of the superstructure temperature and strain gauges are presented
T4 are presented in Figure 4.5. Figure 4.5 Temperature gauges in embankment T4 2.4 m from outer surface of end screen..
T4 are presented in Figure 4.5. Figure 4.5 Temperature gauges in embankment T4 2.4 m from outer surface of end screen..
Fi igure 4.6. Installation of abutment EPCs, temperature gauges and gap measuring devices between the abut- ment and the embankment prior to approach fill construction. Anchor bars of end screen displacement meas- uring devices are also visible.
Fi igure 4.6. Installation of abutment EPCs, temperature gauges and gap measuring devices between the abut- ment and the embankment prior to approach fill construction. Anchor bars of end screen displacement meas- uring devices are also visible.
Figure 4.7. The mobile crane equipped with a speed measuring wheel during the braking test at Haaviston- joki Bridge. Mobile crane: Liebherr LTM 1090, dead weight 56 tonnes. replaced by faster ones. One kHz was selected as the measuring frequency for the brakins The mobile crane was equipped with speed measuring wheel as can be seen from Figure
Figure 4.7. The mobile crane equipped with a speed measuring wheel during the braking test at Haaviston- joki Bridge. Mobile crane: Liebherr LTM 1090, dead weight 56 tonnes. replaced by faster ones. One kHz was selected as the measuring frequency for the brakins The mobile crane was equipped with speed measuring wheel as can be seen from Figure
dimensions are presented in Figure 4.8.
dimensions are presented in Figure 4.8.
abutment T1 and six at abutment T4. End screen displacements were measured at end of the end screen at abutment T4. Further
abutment T1 and six at abutment T4. End screen displacements were measured at end of the end screen at abutment T4. Further
Figure 4.10. Load arrangement plan at Tekemajarvenoja Bridge. Bmo = Railway gravel waggon, Tka = Railway engine. bridge corresponded to a braking load situation, see Figure 4.10.
Figure 4.10. Load arrangement plan at Tekemajarvenoja Bridge. Bmo = Railway gravel waggon, Tka = Railway engine. bridge corresponded to a braking load situation, see Figure 4.10.
Figure 4.11. Load test at 30.10.2004 on the Tekemajarvenoja Bridge site. On the left, counterweights. In the middle, post-tensioning jack with a load cell. On the right, railway waggons on the bridge. with the post-tensioning jack, see Figure 4.11.
Figure 4.11. Load test at 30.10.2004 on the Tekemajarvenoja Bridge site. On the left, counterweights. In the middle, post-tensioning jack with a load cell. On the right, railway waggons on the bridge. with the post-tensioning jack, see Figure 4.11.
tural height of the concrete beams is 1.85 m. The bridge's total thermal expansion length is
tural height of the concrete beams is 1.85 m. The bridge's total thermal expansion length is
Blockouts for end screen displacement gauges were installed in the formwork. Figure 4.13. EPC and screen displacement gauge locations at Myllypuro overpass abutments. 4.13. The EPCs were grouted to the end screen after stripping the superstructure formwork.
Blockouts for end screen displacement gauges were installed in the formwork. Figure 4.13. EPC and screen displacement gauge locations at Myllypuro overpass abutments. 4.13. The EPCs were grouted to the end screen after stripping the superstructure formwork.
Figure 4.14. Temperature gauges of the superstructure. Appendix 4. Superstructure temperature gauge locations are presented in Figure 4.14.
Figure 4.14. Temperature gauges of the superstructure. Appendix 4. Superstructure temperature gauge locations are presented in Figure 4.14.
Figure 5.1. Uniform superstructure and ambient air temperature during the monitoring period 10.10.2003- 10.10.2007. Uniform superstructure and ambient air temperature during the monitoring period are pre-
Figure 5.1. Uniform superstructure and ambient air temperature during the monitoring period 10.10.2003- 10.10.2007. Uniform superstructure and ambient air temperature during the monitoring period are pre-
Figure 5.2. Ambient air and uniform temperatures of different superstructure parts during the period 3.7.06- 14.7.06. The effect of solar radiation can be seen in Figure 5.2.
Figure 5.2. Ambient air and uniform temperatures of different superstructure parts during the period 3.7.06- 14.7.06. The effect of solar radiation can be seen in Figure 5.2.
Figure 5.3. Linearly interpolated temperature field at vertical section based on measured temperatures of superstructure during the period 6.7.06-12.7.06. The upper part contour depicts the edge beam. The super- structure concrete top is at level 0.0 m and the bottom at level 0.86 m. temperature field of the superstructure during the warm period.
Figure 5.3. Linearly interpolated temperature field at vertical section based on measured temperatures of superstructure during the period 6.7.06-12.7.06. The upper part contour depicts the edge beam. The super- structure concrete top is at level 0.0 m and the bottom at level 0.86 m. temperature field of the superstructure during the warm period.
Figure 5.4. Ambient air and uniform temperatures of different superstructure parts during the period 30.1.07- 27.2.07.
Figure 5.4. Ambient air and uniform temperatures of different superstructure parts during the period 30.1.07- 27.2.07.
Figure 5.5. Linearly interpolated temperature field at vertical section based on measured temperatures of superstructure during the period 4.2.07-12.2.07. The upper part contour depicts the edge beam. The super- structure concrete top is at level 0.0 m and the bottom at level 0.86 m.
Figure 5.5. Linearly interpolated temperature field at vertical section based on measured temperatures of superstructure during the period 4.2.07-12.2.07. The upper part contour depicts the edge beam. The super- structure concrete top is at level 0.0 m and the bottom at level 0.86 m.
Figure 5.6. Temperature difference between top and bottom levels of the superstructure slab during the moni- toring period 10.10.2003-10.10.2007.
Figure 5.6. Temperature difference between top and bottom levels of the superstructure slab during the moni- toring period 10.10.2003-10.10.2007.
Figure 5.7. Linearly interpolated temperature field of vertical section based on measured temperatures at highest positive and negative temperature differences between measured top and bottom levels of superstruc- ture slab. Positive difference at 18.7.06 and negative at 25.2.07.
Figure 5.7. Linearly interpolated temperature field of vertical section based on measured temperatures at highest positive and negative temperature differences between measured top and bottom levels of superstruc- ture slab. Positive difference at 18.7.06 and negative at 25.2.07.
Figure 5.8. Linearly interpolated embankment temperature field at vertical section based on measured tem- peratures of embankment 2.4 m from end screen during the monitoring period 10.10.2003-10.10.2007. monitoring period is presented in Figure 5.8.
Figure 5.8. Linearly interpolated embankment temperature field at vertical section based on measured tem- peratures of embankment 2.4 m from end screen during the monitoring period 10.10.2003-10.10.2007. monitoring period is presented in Figure 5.8.
Figure 5.9. Linearly interpolated embankment temperature field based on measured temperatures of em- bankment 2.4 m from end screen at 29.3.2006. Frost was at its deepest during the monitoring period. Circles mark EPC locations. Crosses mark temperature gauge locations.
Figure 5.9. Linearly interpolated embankment temperature field based on measured temperatures of em- bankment 2.4 m from end screen at 29.3.2006. Frost was at its deepest during the monitoring period. Circles mark EPC locations. Crosses mark temperature gauge locations.
Figure 5.10. Linearly interpolated embankment temperature field based on measured temperatures of em- bankment 2.4 m from end screen at 2.5.2006. Frost is in melting stage. Circles mark EPC locations. Crosses mark temperature gauge locations.
Figure 5.10. Linearly interpolated embankment temperature field based on measured temperatures of em- bankment 2.4 m from end screen at 2.5.2006. Frost is in melting stage. Circles mark EPC locations. Crosses mark temperature gauge locations.
Figure 5.11. Linearly interpolated embankment temperature field based on measured temperatures of em- bankment 2.4 m from end screen at 28.2.2007. Frost is at a rapid propagation stage. Circles mark EPC loca- tions. Crosses mark temperature gauge locations. temperature decrease in February 2007 is presented in Figure 5.11.
Figure 5.11. Linearly interpolated embankment temperature field based on measured temperatures of em- bankment 2.4 m from end screen at 28.2.2007. Frost is at a rapid propagation stage. Circles mark EPC loca- tions. Crosses mark temperature gauge locations. temperature decrease in February 2007 is presented in Figure 5.11.
Figure 5.12. Displacements of abutments during the monitoring period 10.10.2003-10.10.2007. “Meas T1 change” and “Meas T4 change” were measured with monitoring devices. “Meas bar 3 surveys” and “Meas bar 10 surveys” changes were measured with a sliding gauge during check surveys at the same locations where automatic measurements took place. guarantee the accuracy of the results.
Figure 5.12. Displacements of abutments during the monitoring period 10.10.2003-10.10.2007. “Meas T1 change” and “Meas T4 change” were measured with monitoring devices. “Meas bar 3 surveys” and “Meas bar 10 surveys” changes were measured with a sliding gauge during check surveys at the same locations where automatic measurements took place. guarantee the accuracy of the results.
5.13. Bridge length change compared to abutment T4 displacements during the monitoring period 10.10.2003-10.10.2007. Bridge length refers here to the total thermal expansion length. displacement as function of bridge length change.
5.13. Bridge length change compared to abutment T4 displacements during the monitoring period 10.10.2003-10.10.2007. Bridge length refers here to the total thermal expansion length. displacement as function of bridge length change.
Figure 5.14. Rotation of abutment T4. Values were calculated from sliding gauge measurements during the period 10.10.2003-20.11.2007. Uniform temperature Ty of the bridge at measurement times is also presented in Figure movements of the embankment and compaction of embankment soil. The uniform tem-
Figure 5.14. Rotation of abutment T4. Values were calculated from sliding gauge measurements during the period 10.10.2003-20.11.2007. Uniform temperature Ty of the bridge at measurement times is also presented in Figure movements of the embankment and compaction of embankment soil. The uniform tem-
Figure 5.15. Earth pressures between end screen and embankment during the monitoring period 10.10.2003- 10.10.2007. Locations of EPCs are presented in Figure 4.2.
Figure 5.15. Earth pressures between end screen and embankment during the monitoring period 10.10.2003- 10.10.2007. Locations of EPCs are presented in Figure 4.2.
Figure 5.16. Linearly interpolated earth pressure field at horizontal section z = 1.6 m based on measured earth pressures between end screen and embankment during the period 9.6.2006-5.7.2006.
Figure 5.16. Linearly interpolated earth pressure field at horizontal section z = 1.6 m based on measured earth pressures between end screen and embankment during the period 9.6.2006-5.7.2006.
Figure 5.17. Linearly interpolated earth pressure field at horizontal section z = 1.6 m based on measured earth pressures between end screen and embankment during the period 9.2.2007-23.2.2007.
Figure 5.17. Linearly interpolated earth pressure field at horizontal section z = 1.6 m based on measured earth pressures between end screen and embankment during the period 9.2.2007-23.2.2007.
Figure 5.18. Linearly interpolated earth pressure field at the end screen at the beginning of the monitoring period on 10.10.2003.
Figure 5.18. Linearly interpolated earth pressure field at the end screen at the beginning of the monitoring period on 10.10.2003.
Figure 5.19. Linearly interpolated earth pressure field at the end screen at 6.6.2007 when earth pressures were at their highest during the monitoring period.
Figure 5.19. Linearly interpolated earth pressure field at the end screen at 6.6.2007 when earth pressures were at their highest during the monitoring period.
Figure 5.20. Linearly interpolated earth pressure field at end screen at 3.4.2005 when earth pressures were their highest in the frozen soil stage of the monitoring period.
Figure 5.20. Linearly interpolated earth pressure field at end screen at 3.4.2005 when earth pressures were their highest in the frozen soil stage of the monitoring period.
Figure 5.21. Earth pressure displacement as function of soil temperature at the locations of EPCs K (z = 1.6 m) and L (z = 2.2 m). Displacement refers to displacement of abutment T4.
Figure 5.21. Earth pressure displacement as function of soil temperature at the locations of EPCs K (z = 1.6 m) and L (z = 2.2 m). Displacement refers to displacement of abutment T4.
Figure 5.22. Earth pressure displacement as function of seasons at the locations of EPCs K (z = 1.6 m) and L (z = 2.2 m). Displacement refers to displacement of abutment T4. Brown = Sep-Nov, Blue = Dec-Feb, Green = Mar-May and Orange = Jun-Aug.
Figure 5.22. Earth pressure displacement as function of seasons at the locations of EPCs K (z = 1.6 m) and L (z = 2.2 m). Displacement refers to displacement of abutment T4. Brown = Sep-Nov, Blue = Dec-Feb, Green = Mar-May and Orange = Jun-Aug.
Figure 5.23. Average earth pressures between end screen and embankment during the monitoring period 10.10.2003-10.10.2007 at EPCs J, M, V and W at a depth of z = 1.9 m. locations at a depth of 1.6 m, are presented in Figure 5.23.
Figure 5.23. Average earth pressures between end screen and embankment during the monitoring period 10.10.2003-10.10.2007 at EPCs J, M, V and W at a depth of z = 1.9 m. locations at a depth of 1.6 m, are presented in Figure 5.23.
Table 5.1. Measured gap between embankment and end screen. Locations during check surveys are presented in Figure 4.3. The size of the gap was relatively small compared to the range of bridge abutment dis-
Table 5.1. Measured gap between embankment and end screen. Locations during check surveys are presented in Figure 4.3. The size of the gap was relatively small compared to the range of bridge abutment dis-
Figure 5.24. Earth pressures between end screen and embankment and displacement stage of abutment T4 during the period 30.1.2006-22.2.2007.
Figure 5.24. Earth pressures between end screen and embankment and displacement stage of abutment T4 during the period 30.1.2006-22.2.2007.
Figure 5.25. Displacements between transition slab and end screen and displacement stage of abutment T4 during the period 10.10.2003-10.10.2005.
Figure 5.25. Displacements between transition slab and end screen and displacement stage of abutment T4 during the period 10.10.2003-10.10.2005.
Figure 5.26. Speed of loading vehicle, change of earth pressure between end screen and embankment at EPC K and displacement of superstructure at measurement location 10 of abutment T4 in the braking test. and the 500 KN braking force for this type of bridge was given in the guidelines [42]. The braking force induced a longitudinal displacement in the superstructure against abut- The developed force was rather significant compared to the mass of the loading vehicle,
Figure 5.26. Speed of loading vehicle, change of earth pressure between end screen and embankment at EPC K and displacement of superstructure at measurement location 10 of abutment T4 in the braking test. and the 500 KN braking force for this type of bridge was given in the guidelines [42]. The braking force induced a longitudinal displacement in the superstructure against abut- The developed force was rather significant compared to the mass of the loading vehicle,
Figure 5.27. Changes in earth pressures between end screen and embankment at used braking load. Locations of abutments and intermediate supports in relation to centre of loading vehicle are indicated by the names of the supports.
Figure 5.27. Changes in earth pressures between end screen and embankment at used braking load. Locations of abutments and intermediate supports in relation to centre of loading vehicle are indicated by the names of the supports.
Figure 5.28. Effect of rotations on earth pressure changes between end screen and embankment. of positive and negative rotation is presented schematically in Figure 5.28. locations which were near the level of the rotation centre during the braking test. The effect
Figure 5.28. Effect of rotations on earth pressure changes between end screen and embankment. of positive and negative rotation is presented schematically in Figure 5.28. locations which were near the level of the rotation centre during the braking test. The effect
Figure 5.29. Earth pressure-displacement relation in the overrun test at loading vehicle speed 17 m/s at the locations of EPCs L, O and Q when z = 1.6 m.
Figure 5.29. Earth pressure-displacement relation in the overrun test at loading vehicle speed 17 m/s at the locations of EPCs L, O and Q when z = 1.6 m.
Figure 5.30. Earth pressure changes between end screen and embankment during longitudinal test loading. end screen and embankment reflect the force acting through the end screen. slab, the end screen and the substructures of the bridge. Earth pressure changes between
Figure 5.30. Earth pressure changes between end screen and embankment during longitudinal test loading. end screen and embankment reflect the force acting through the end screen. slab, the end screen and the substructures of the bridge. Earth pressure changes between
Similar regressions for the earth pressure-displacement relationship were also obtained at
Similar regressions for the earth pressure-displacement relationship were also obtained at
Figure 5.32. Change speed of uniform temperature Ty as function of gradient between ambient air T, and uniform temperature. Values presented outside a 90% confidence level of Ty during the four-year monitoring period
Figure 5.32. Change speed of uniform temperature Ty as function of gradient between ambient air T, and uniform temperature. Values presented outside a 90% confidence level of Ty during the four-year monitoring period
Figure 5.33. Hourly calculated constant A values during four-year monitoring period and selected values fot Ty rise and fall stages at distribution peaks.
Figure 5.33. Hourly calculated constant A values during four-year monitoring period and selected values fot Ty rise and fall stages at distribution peaks.
It was necessary to give ATy solar aS function of Tamp instead of as a single value because the
It was necessary to give ATy solar aS function of Tamp instead of as a single value because the
Figure 5.35. Calculated and measured Ty values with different time steps during the fourth monitoring year. values of the fourth monitoring year are presented in Figure 5.35.
Figure 5.35. Calculated and measured Ty values with different time steps during the fourth monitoring year. values of the fourth monitoring year are presented in Figure 5.35.
Figure 5.37. Calculated and measured Ty with time step d12h and different constant A,, values during warm and cold period.
Figure 5.37. Calculated and measured Ty with time step d12h and different constant A,, values during warm and cold period.
Figure 5.38. Calculated and measured Ty with time step d12h, different constant A, values and offset value during the fourth monitoring year.
Figure 5.38. Calculated and measured Ty with time step d12h, different constant A, values and offset value during the fourth monitoring year.
Table 5.2. Calculated and measured extreme Ty values during the four-year monitoring period [°C]. Monitor- ing year changes on 10" of October. *) Compared at time when monitoring devices were measuring properly and Ty was not at its lowest.
Table 5.2. Calculated and measured extreme Ty values during the four-year monitoring period [°C]. Monitor- ing year changes on 10" of October. *) Compared at time when monitoring devices were measuring properly and Ty was not at its lowest.
Figure 5.39. Calculated annual extreme values of Ty from 1959 to 2007. Ty values with low A,, values are plotted.
Figure 5.39. Calculated annual extreme values of Ty from 1959 to 2007. Ty values with low A,, values are plotted.
Figure 5.40. Calculated dimensioning values T. min aNd Tomax With 0.02 and 0.98 fractiles.
Figure 5.40. Calculated dimensioning values T. min aNd Tomax With 0.02 and 0.98 fractiles.
Figure 5.41. Calculated annual extreme values of Ty from 1959 to 2007 as function of annual extreme values of ambient air temperature and Ty values according to Eurocode [102].
Figure 5.41. Calculated annual extreme values of Ty from 1959 to 2007 as function of annual extreme values of ambient air temperature and Ty values according to Eurocode [102].
Figure 5.42. Schematic behaviour model of Haavistonjoki Bridge high earth pressure mean and boundary values distribution between end screen and embankment at abutment (top view) based on measurements. oint 0.5 m from the bottom of the end screen "Top" refers to a point 0.5 m below the transition slab bottom and "bottom" refers to a
Figure 5.42. Schematic behaviour model of Haavistonjoki Bridge high earth pressure mean and boundary values distribution between end screen and embankment at abutment (top view) based on measurements. oint 0.5 m from the bottom of the end screen "Top" refers to a point 0.5 m below the transition slab bottom and "bottom" refers to a
Figure 5.43. Earth pressure-displacement relation between end screen and embankment as measured and presented in Finnish guidelines [46].
Figure 5.43. Earth pressure-displacement relation between end screen and embankment as measured and presented in Finnish guidelines [46].
stiffness of the bridge superstructure is made. An estimate for the centre of thermal movements may be calculated according to Figure
stiffness of the bridge superstructure is made. An estimate for the centre of thermal movements may be calculated according to Figure
nite. A behaviour model is presented in Figure 6.2. lowing simplified analysis, where the axial stiffness of the bridge superstructure is not infi- -xpansion is free. The displacement of end screen A; represents a case with embankment The amount of contraction of the bridge superstructure from soil-structure interaction forces, i.e., how large displacements are compared to free thermal expansion, is approxi- mated in Paragraph 6.2.2.
nite. A behaviour model is presented in Figure 6.2. lowing simplified analysis, where the axial stiffness of the bridge superstructure is not infi- -xpansion is free. The displacement of end screen A; represents a case with embankment The amount of contraction of the bridge superstructure from soil-structure interaction forces, i.e., how large displacements are compared to free thermal expansion, is approxi- mated in Paragraph 6.2.2.
Figure 6.4. Strain stages for capacity calculations of composite pile cross section. Strain unit is [%o]. Tension is positive. -2 %o and -3.5 %o at the edge of the cross section with normal strength (fex.cube < 60 MN/m‘’)
Figure 6.4. Strain stages for capacity calculations of composite pile cross section. Strain unit is [%o]. Tension is positive. -2 %o and -3.5 %o at the edge of the cross section with normal strength (fex.cube < 60 MN/m‘’)
in Figure 6.5 presents the effect of different values of E,A, if EyAy is ignored. iour is similar to what has been described previously. The following schematic behaviour the structural steel and the reinforcement in the cross section 6.1 = 6,/(1+0.5o). The behav-
in Figure 6.5 presents the effect of different values of E,A, if EyAy is ignored. iour is similar to what has been described previously. The following schematic behaviour the structural steel and the reinforcement in the cross section 6.1 = 6,/(1+0.5o). The behav-
Table 6.1. Ao, at stage Dj,
Table 6.1. Ao, at stage Dj,
Figure 6.6. Interaction curves for composite column cross section D*t = 1200*16 M-N *) Cross section dimensions in Finnish manufacturing are D*t = 1219*16
Figure 6.6. Interaction curves for composite column cross section D*t = 1200*16 M-N *) Cross section dimensions in Finnish manufacturing are D*t = 1219*16
Figure 6.7. Interaction curves for composite column cross section D*t = 914*16 M-N.
Figure 6.7. Interaction curves for composite column cross section D*t = 914*16 M-N.
Figure 6.8. Interaction curves for composite column cross section D*t = 610*16 M-N.
Figure 6.8. Interaction curves for composite column cross section D*t = 610*16 M-N.
Figure 6.9. Interaction curves for composite column cross section D*t = 273*12.5 M-N
Figure 6.9. Interaction curves for composite column cross section D*t = 273*12.5 M-N
Figure 6.10. Interaction curve for concrete column cross section D = 1200 M-N and interac- tion curves in ultimate limit state for composite column D*t = 1200*16.
Figure 6.10. Interaction curve for concrete column cross section D = 1200 M-N and interac- tion curves in ultimate limit state for composite column D*t = 1200*16.
*) Cross section dimensions in Finnish manufacturing are D*t = 1219*16 Table 6.2. Composite cross section capacity with component N [kN] and M [kNm] No,opt2 18 calculated with the simplified formula:
*) Cross section dimensions in Finnish manufacturing are D*t = 1219*16 Table 6.2. Composite cross section capacity with component N [kN] and M [kNm] No,opt2 18 calculated with the simplified formula:
Figure 6.11. Moment-curvature relation for composite cross section D*t=1200*16 at stage Do. No opt = 7220 KN. The cross section has a high curvature capacity with normal force No op . The curvature C
Figure 6.11. Moment-curvature relation for composite cross section D*t=1200*16 at stage Do. No opt = 7220 KN. The cross section has a high curvature capacity with normal force No op . The curvature C
Table 6.3. Composite cross section properties in bending
Table 6.3. Composite cross section properties in bending
tion properties. The moment-curvature relation in Figure 6.12 was obtained for D = 120
tion properties. The moment-curvature relation in Figure 6.12 was obtained for D = 120
Paragraph 2.2.4. The initial modulus of lateral subgrade reaction k; is calculated based o In this study, soil pressure development against pile is assumed hyperbolic, as described in
Paragraph 2.2.4. The initial modulus of lateral subgrade reaction k; is calculated based o In this study, soil pressure development against pile is assumed hyperbolic, as described in
Figure 6.14. Cyclic lateral soil behaviour of q-y loops at &59 = 1/2 and Ry = 2/3. In the first loading of Figure 6.14, the q-y relationship is shown by the red curve according to Formula 2.26. In the first fully reversed loading, q-y is shown by the blue curve accord-
Figure 6.14. Cyclic lateral soil behaviour of q-y loops at &59 = 1/2 and Ry = 2/3. In the first loading of Figure 6.14, the q-y relationship is shown by the red curve according to Formula 2.26. In the first fully reversed loading, q-y is shown by the blue curve accord-
Figure 6.15. Cyclic lateral soil behaviour of q-y loops where y; is exceeded at €59 = 1/2 and Ry = 2/3.
Figure 6.15. Cyclic lateral soil behaviour of q-y loops where y; is exceeded at €59 = 1/2 and Ry = 2/3.
Figure 6.16. The influence of different k; and q,, on hyperbolic soil behaviour at 59 = 1/2 and Ry = 2/3. kj and qui on the hyperbolic curve is presented in Figure 6.16.
Figure 6.16. The influence of different k; and q,, on hyperbolic soil behaviour at 59 = 1/2 and Ry = 2/3. kj and qui on the hyperbolic curve is presented in Figure 6.16.
Table 6.4. Soil and lateral soil reaction properties in the case of piles behaviour in the studied dimensions, as noted in Paragraphs 2.2.4 and 6.3.8.
Table 6.4. Soil and lateral soil reaction properties in the case of piles behaviour in the studied dimensions, as noted in Paragraphs 2.2.4 and 6.3.8.
Figure 6.17. General behaviour of lateral subgrade reaction for pile diameters D and 2D.
Figure 6.17. General behaviour of lateral subgrade reaction for pile diameters D and 2D.
behaviour. Four different types of distribution are presented in Figure 6.18. Figure 6.18 a)-d) Linear, constant, parabolically distributed modulus of lateral subgrade reaction according to Finnish guidelines [43]. In the Figure the pile is rotationally supported from the top of pile. The distribution of modulus of lateral subgrade reaction affects the laterally loaded pile
behaviour. Four different types of distribution are presented in Figure 6.18. Figure 6.18 a)-d) Linear, constant, parabolically distributed modulus of lateral subgrade reaction according to Finnish guidelines [43]. In the Figure the pile is rotationally supported from the top of pile. The distribution of modulus of lateral subgrade reaction affects the laterally loaded pile
Figure 6.19. Piles at a fully integral bridge end. The distribution of modulus of lateral subgrade reaction against pile depends on pile displacement direction. The upper one are type T2 and the lower one are T1, see Section 6.4. The ones on the left are larger piles than the ones on the right. Names of section marks refer to Figure 6.39. or modelled as if it extended beyond the soil distance s, see Figure 6.18 and 6.19
Figure 6.19. Piles at a fully integral bridge end. The distribution of modulus of lateral subgrade reaction against pile depends on pile displacement direction. The upper one are type T2 and the lower one are T1, see Section 6.4. The ones on the left are larger piles than the ones on the right. Names of section marks refer to Figure 6.39. or modelled as if it extended beyond the soil distance s, see Figure 6.18 and 6.19
Table 6.5. Distances s [m], according to Figures 6.18 and 6.19 moment develops at the top of pile:
Table 6.5. Distances s [m], according to Figures 6.18 and 6.19 moment develops at the top of pile:
values of Zrep may be obtained from Figures 6.20. The analysis is based on the differentic
values of Zrep may be obtained from Figures 6.20. The analysis is based on the differentic
small value of s decreases the moment value at forced displacement Yjop at pile top. The decrease in moments due to the value of s is largest with models T2_SHR.
small value of s decreases the moment value at forced displacement Yjop at pile top. The decrease in moments due to the value of s is largest with models T2_SHR.
Figure 6.22. T1_D610_R_WS_SHR_cor with 4 mm corrosion FE model in LUSAS at increment where pile top displacement is 50 mm. Main moment M, in black (beam local z-co-ord.) and support reaction FX in green (Global X-co-ord.) at pile ends are visible.
Figure 6.22. T1_D610_R_WS_SHR_cor with 4 mm corrosion FE model in LUSAS at increment where pile top displacement is 50 mm. Main moment M, in black (beam local z-co-ord.) and support reaction FX in green (Global X-co-ord.) at pile ends are visible.
Figure 6.23 q-y loops at different depths Z. Left, T1_D914_R_NS_EXP model where s = 0.014. Right, T1_D914_R_WS_SHR -model where s = 1.58.
Figure 6.23 q-y loops at different depths Z. Left, T1_D914_R_NS_EXP model where s = 0.014. Right, T1_D914_R_WS_SHR -model where s = 1.58.
Figure 6.24. Miop as function of y;op in different soil types in T1_D914_R _EXP models.
Figure 6.24. Miop as function of y;op in different soil types in T1_D914_R _EXP models.
Figure 6.25. M,., as function of yo) in different soil types in T1_D914_R _SHR models. SHR model are presented in Figure 6.25.
Figure 6.25. M,., as function of yo) in different soil types in T1_D914_R _SHR models. SHR model are presented in Figure 6.25.
Figure 6.26. F,., as function of yj, in different soil types in T1_D914_R_EXP models.
Figure 6.26. F,., as function of yj, in different soil types in T1_D914_R_EXP models.
Figure 6.27. F,., as function of Yio, in different soil types in T1_D914_R_SHR models.
Figure 6.27. F,., as function of Yio, in different soil types in T1_D914_R_SHR models.
Figure 6.28. Miop as function of yjop in different soil types in T2_D914_R _EXP models, s = 2.25 m.
Figure 6.28. Miop as function of yjop in different soil types in T2_D914_R _EXP models, s = 2.25 m.
Figure 6.29. Mio, as function of y,., in different soil types in T2_D914_R_EXP models, s = 4.17 m.
Figure 6.29. Mio, as function of y,., in different soil types in T2_D914_R_EXP models, s = 4.17 m.
Figure 6.30. Mmmax/min a8 function of Yop in different soil types in T1_D914_F_EXP models, s = 2.25. m sented in Figures 6.30 and 6.31.
Figure 6.30. Mmmax/min a8 function of Yop in different soil types in T1_D914_F_EXP models, s = 2.25. m sented in Figures 6.30 and 6.31.
Figure 6.31. Minaxmin 8 function of y,o, in different soil types in T1_D914_F_SHR models, s = 4.17 m. tion is linear or constant along depth.
Figure 6.31. Minaxmin 8 function of y,o, in different soil types in T1_D914_F_SHR models, s = 4.17 m. tion is linear or constant along depth.
Figure 6.32. Coy*D as function of yj) in T1_R_NS_EXP models.
Figure 6.32. Coy*D as function of yj) in T1_R_NS_EXP models.
Figure 6.33. Co,*D as function of y;o) in T1_R_WS_SHR models. Smaller diameter piles are slender but their damping of lateral displacement along pile length is greater as the second derivate on displacement along depth is also relatively large compared to the bending stiffness of the pile cross section in smaller diameter piles. Value: of Coy*D as function of yiop in T2_R models are presented in Figures 6.34 and 6.35.
Figure 6.33. Co,*D as function of y;o) in T1_R_WS_SHR models. Smaller diameter piles are slender but their damping of lateral displacement along pile length is greater as the second derivate on displacement along depth is also relatively large compared to the bending stiffness of the pile cross section in smaller diameter piles. Value: of Coy*D as function of yiop in T2_R models are presented in Figures 6.34 and 6.35.
Table 6.6. Displacement capacities [m] of yjop at Do with Nop: in T1_R- and T2_Rmodels
Table 6.6. Displacement capacities [m] of yjop at Do with Nop: in T1_R- and T2_Rmodels
Figure 6.34. Co,*D as function of y;o) in T2_R_NS_EXP models.
Figure 6.34. Co,*D as function of y;o) in T2_R_NS_EXP models.
Figure 6.35. Cy,*D as function of y;o, in T2_R_WS_SHR models.
Figure 6.35. Cy,*D as function of y;o, in T2_R_WS_SHR models.
are presented in Figure 6.36. composite cross section), Table 6.5 (values of s) and Table 6.6 (displacement capacity of length in the EXP models are higher than in the SHR models and in the T2 than in the T]
are presented in Figure 6.36. composite cross section), Table 6.5 (values of s) and Table 6.6 (displacement capacity of length in the EXP models are higher than in the SHR models and in the T2 than in the T]
Table 6.7. Equivalent modified constant of lateral subgrade reaction m,-, when modulus of subgrade reactior is linearly distributed along pile length [MN/m°] Values Of Mheq are almost independent of pile diameter in terms of bending moments partly
Table 6.7. Equivalent modified constant of lateral subgrade reaction m,-, when modulus of subgrade reactior is linearly distributed along pile length [MN/m°] Values Of Mheq are almost independent of pile diameter in terms of bending moments partly
Figure 6.37. Elevations of bridge types in global FE analyses. ‘om the support line to the outer surface of the end screen was 2.5 m in all models. The
Figure 6.37. Elevations of bridge types in global FE analyses. ‘om the support line to the outer surface of the end screen was 2.5 m in all models. The
Table 6.8. The selection of structural heights ha was based on existing bridges and reference [37]. Th
Table 6.8. The selection of structural heights ha was based on existing bridges and reference [37]. Th
Figure 6.39. Superstructure cross-sections. Names of section marks refer to Figure 6.37. Figure 6.39.
Figure 6.39. Superstructure cross-sections. Names of section marks refer to Figure 6.37. Figure 6.39.
Table 6.9. Selecting the number of piles at bridge ends The analysed pile number and the bridge options are in boldface. In addition, bridge types
Table 6.9. Selecting the number of piles at bridge ends The analysed pile number and the bridge options are in boldface. In addition, bridge types
Figure 6.40. Composite piles at fully integral bridge ends. Names of section marks refer to Figure 6.37.
Figure 6.40. Composite piles at fully integral bridge ends. Names of section marks refer to Figure 6.37.
Figure 6.41. Balancing of uniform load, in the figure: Fy, = Fy, [90, 91]. slightly upwards. This kind of load-balancing method is presented in [90, 91]. of spans from combined displacement from permanent load and post-tensioning force was
Figure 6.41. Balancing of uniform load, in the figure: Fy, = Fy, [90, 91]. slightly upwards. This kind of load-balancing method is presented in [90, 91]. of spans from combined displacement from permanent load and post-tensioning force was
Table 6.10. Soil and lateral soil reaction properties at end screen (BF; and BF>) and piles (HS)
Table 6.10. Soil and lateral soil reaction properties at end screen (BF; and BF>) and piles (HS)
Table 6.11. Multipliers m,, for qr and Ks
Table 6.11. Multipliers m,, for qr and Ks
bution along bridge width was assumed in Figure 6.42. Figure 6.42. Distribution of modulus of subgrade reaction along bridge width when cc/D = 3.0 with piles D*t = 273*12.5.
bution along bridge width was assumed in Figure 6.42. Figure 6.42. Distribution of modulus of subgrade reaction along bridge width when cc/D = 3.0 with piles D*t = 273*12.5.
A similar multiplier was assigned to all depths z and displacement stages. the bridge, see Figure 6.44 and 6.45. The parabolic formula for multiplier mg is:
A similar multiplier was assigned to all depths z and displacement stages. the bridge, see Figure 6.44 and 6.45. The parabolic formula for multiplier mg is:
presented in Paragraph 6.3.5 and the effect of creep of concrete. Formula 6.54 in Paragraph at curing time of concrete, shrinkage and creep in post-tensioned structures, due to reason:
presented in Paragraph 6.3.5 and the effect of creep of concrete. Formula 6.54 in Paragraph at curing time of concrete, shrinkage and creep in post-tensioned structures, due to reason:
Table 6.12. Strains and equivalent temperature drops The shrinkage strain €¢ snr of concrete is set to -0.00025 [-] [35, 45]. Then the equivalen perature drop values and corresponding strains are presented in Table 6.12. drop ATmoa, which is the equivalent temperature drop AT.g multiplied with mg. The tem- has been applied. The discussed loads were assigned to the FE model with temperatur
Table 6.12. Strains and equivalent temperature drops The shrinkage strain €¢ snr of concrete is set to -0.00025 [-] [35, 45]. Then the equivalen perature drop values and corresponding strains are presented in Table 6.12. drop ATmoa, which is the equivalent temperature drop AT.g multiplied with mg. The tem- has been applied. The discussed loads were assigned to the FE model with temperatur
in Figure 6.43. Hooke’s Law and the co-ordinates of Figure 6.43 yield for bridge end | the following: pankment Ao, at only one end of the bridge, with elastic material behaviour, is presented
in Figure 6.43. Hooke’s Law and the co-ordinates of Figure 6.43 yield for bridge end | the following: pankment Ao, at only one end of the bridge, with elastic material behaviour, is presented
Table 6.13. Material properties of concrete in bridge models of the concrete in the bridge models are presented in Table 6.13.
Table 6.13. Material properties of concrete in bridge models of the concrete in the bridge models are presented in Table 6.13.
Figure 6.44. Bridge model B1_L3_S1_T1_d610_SHR at loading time t = 575 s, deformation exaggeration 100. Main moments of piles and columns M, are also shown. Loading time is explained in Paragraph 6.4.9. B2 with a deformed shape at loading time t = 575 s are presented in Figures 6.44 and 6.4
Figure 6.44. Bridge model B1_L3_S1_T1_d610_SHR at loading time t = 575 s, deformation exaggeration 100. Main moments of piles and columns M, are also shown. Loading time is explained in Paragraph 6.4.9. B2 with a deformed shape at loading time t = 575 s are presented in Figures 6.44 and 6.4
Figure 6.45. Bridge model B2_L3_S1_T1_d610_SHR at loading time t = 575 s, deformation exaggeration 100. Main moments of piles and columns M, are also shown. The middle spans are of equal length as defined in Table 6.8. The supports, which are
Figure 6.45. Bridge model B2_L3_S1_T1_d610_SHR at loading time t = 575 s, deformation exaggeration 100. Main moments of piles and columns M, are also shown. The middle spans are of equal length as defined in Table 6.8. The supports, which are
Figure 6.46. Cross-section of superstructure in model B1_L3_S1_T1_d610_SHR. sented in Figure 6.46 and the cross section of bridge type B3_L1 in Figure 6.47.
Figure 6.46. Cross-section of superstructure in model B1_L3_S1_T1_d610_SHR. sented in Figure 6.46 and the cross section of bridge type B3_L1 in Figure 6.47.
Figure 6.47. Cross-section of superstructure in model B3_L1_S1_T1_d610_SHR.
Figure 6.47. Cross-section of superstructure in model B3_L1_S1_T1_d610_SHR.
Figure 6.48. Abutment pile and structure orientation in model B1_L3_S1_T1_d610. between the end screen QTS4 elements and piles BTS3 elements would be stiff enough.
Figure 6.48. Abutment pile and structure orientation in model B1_L3_S1_T1_d610. between the end screen QTS4 elements and piles BTS3 elements would be stiff enough.
Figure 6.49. Abutment structure orientation and supporting levels of wing walls and end screen in model B1_L3_S1_T1_d610_SHR. see Figure 6.49.
Figure 6.49. Abutment structure orientation and supporting levels of wing walls and end screen in model B1_L3_S1_T1_d610_SHR. see Figure 6.49.
Figure 6.50. Mesh of wing wall, supporting level of wing wall joints and end screen in model B1_L3_S1_T1_d610_SHR. parts was modelled without joints, see Figures 6.49 and 6.50.
Figure 6.50. Mesh of wing wall, supporting level of wing wall joints and end screen in model B1_L3_S1_T1_d610_SHR. parts was modelled without joints, see Figures 6.49 and 6.50.
Figure 6.51. Meshes of piles and structures at first intermediate support in model B1_L3_S1_T1_d610_SHR. termediate supports is seen in Figure 6.51.
Figure 6.51. Meshes of piles and structures at first intermediate support in model B1_L3_S1_T1_d610_SHR. termediate supports is seen in Figure 6.51.
Figure 6.52. Longitudinal stresses at top of superstructure in model B2_L3_S1_T2_d914 SHR at loading time t = 200 s. Contour range is from —2.5 to 2.5 MN/m’. the superstructure in model B2_L3_S1_T2_d914_SHR are presented in Figure 6.52.
Figure 6.52. Longitudinal stresses at top of superstructure in model B2_L3_S1_T2_d914 SHR at loading time t = 200 s. Contour range is from —2.5 to 2.5 MN/m’. the superstructure in model B2_L3_S1_T2_d914_SHR are presented in Figure 6.52.
Figure 6.53. Longitudinal stresses at top of superstructure in model B1_L3_S1_T1_d610_SHR at loading time t = 200 s. Contour range is from 0 to 6.0 MN/m’. superstructure and Figure 6.53 shows a post-tensioned one.
Figure 6.53. Longitudinal stresses at top of superstructure in model B1_L3_S1_T1_d610_SHR at loading time t = 200 s. Contour range is from 0 to 6.0 MN/m’. superstructure and Figure 6.53 shows a post-tensioned one.
Table 6.14. Load positions of loading pattern Lk1 at one loading lane by 16) and lengths of loading lines Liine are presented in Table 6.14.
Table 6.14. Load positions of loading pattern Lk1 at one loading lane by 16) and lengths of loading lines Liine are presented in Table 6.14.
Figure 6.54. Bridge model B1_L3_S1_T2_d914_EXP with Lk1 loading pattern at first span, deformation exaggeration 300. Main moments of piles and columns M, are also shown.
Figure 6.54. Bridge model B1_L3_S1_T2_d914_EXP with Lk1 loading pattern at first span, deformation exaggeration 300. Main moments of piles and columns M, are also shown.
Figure 6.55. Load curves of non-linear models. In the figure EP = rest earth pressure, TLEP = traffic load earth pressure and calc = output times of results. Figure 6.55.
Figure 6.55. Load curves of non-linear models. In the figure EP = rest earth pressure, TLEP = traffic load earth pressure and calc = output times of results. Figure 6.55.
Figure 6.56. Temperature change in reinforced (RC) and post-tensioned (PT) bridges.
Figure 6.56. Temperature change in reinforced (RC) and post-tensioned (PT) bridges.
Figure 6.57. Flowchart combining non-linear and linear bridge model results. lysed for all nodes under consideration. of bridge models were combined into the flowchart in Figure 6.57. The results were ana-
Figure 6.57. Flowchart combining non-linear and linear bridge model results. lysed for all nodes under consideration. of bridge models were combined into the flowchart in Figure 6.57. The results were ana-
is described in the flowchart of Figure 6.58
is described in the flowchart of Figure 6.58
moments of superstructure My, are defined in Figure 6.59. The present direction was se- lected for easier interpretation of the results. The time unit of the results is seconds. f M,, as in Figure 6.54. The sign of the main moment of piles M, and the main moment of
moments of superstructure My, are defined in Figure 6.59. The present direction was se- lected for easier interpretation of the results. The time unit of the results is seconds. f M,, as in Figure 6.54. The sign of the main moment of piles M, and the main moment of
Figure 6.60. Pile bending moments Mp at top of pile in bridge models B1_L1_S1_T1_d914_SHR and _EXP. Result level 0 (RLO). Vertical lines represents starting points of loads. Names are abbreviated. Main affecting load are named in here, compare to Figure 6.55.
Figure 6.60. Pile bending moments Mp at top of pile in bridge models B1_L1_S1_T1_d914_SHR and _EXP. Result level 0 (RLO). Vertical lines represents starting points of loads. Names are abbreviated. Main affecting load are named in here, compare to Figure 6.55.
Figure 6.61. Pile bending moments Mk at top of pile in bridge models B1_L1_S1_T2_d914_SHR and _EXP. RLO.
Figure 6.61. Pile bending moments Mk at top of pile in bridge models B1_L1_S1_T2_d914_SHR and _EXP. RLO.
Figure 6.62. Superstructure bending moments M, in bridge models B1_L1_S1_T1_d914_SHR and EXP. RLO. models B1_L1_S1_T1_d914_SHR, EXP and B1_L1_S1_T2_d914_SHR, EXP.
Figure 6.62. Superstructure bending moments M, in bridge models B1_L1_S1_T1_d914_SHR and EXP. RLO. models B1_L1_S1_T1_d914_SHR, EXP and B1_L1_S1_T2_d914_SHR, EXP.
Figure 6.63. Superstructure bending moments M, in bridge models B1_L1_S1_T2_d914_SHR and EXP. RLO.
Figure 6.63. Superstructure bending moments M, in bridge models B1_L1_S1_T2_d914_SHR and EXP. RLO.
Figure 6.65. Mr-Dx from B1_L1_S1_T2_d914, RLO. Figure 6.64. Mr-Dx from B1_L1_S1_T1_d914, RLO. Figu
Figure 6.65. Mr-Dx from B1_L1_S1_T2_d914, RLO. Figure 6.64. Mr-Dx from B1_L1_S1_T1_d914, RLO. Figu
Figure 6.66. Mr-Dx from B2_L1_S1_T1_d914, RLO. Figure 6.67. Mp-Dx from B2_L1_S1_T2_d914, RLO. 0. Figure 6.67. Mp-Dx from B2_L1_S1_T2_d914, RLO. Figure 6.66. Mr-Dx from B2_L1_S1_T1_d914, RLO. Figure 6.67. \
Figure 6.66. Mr-Dx from B2_L1_S1_T1_d914, RLO. Figure 6.67. Mp-Dx from B2_L1_S1_T2_d914, RLO. 0. Figure 6.67. Mp-Dx from B2_L1_S1_T2_d914, RLO. Figure 6.66. Mr-Dx from B2_L1_S1_T1_d914, RLO. Figure 6.67. \
Figure 6.68. Mp-Dy from B3_L1_S1_T1_d914, RLO. Figure 6.69. Mp-Dy from B3_L1_S1_T2_d914, RLO.
Figure 6.68. Mp-Dy from B3_L1_S1_T1_d914, RLO. Figure 6.69. Mp-Dy from B3_L1_S1_T2_d914, RLO.
Figure 6.70. Ep-Dy from B2_L1_S1_T1_d914_SHR, z; = 2.6 mz, = 1.6 m, RLO. 6.4.10.4 Earth pressure behind end screen as function of bridge end displacements
Figure 6.70. Ep-Dy from B2_L1_S1_T1_d914_SHR, z; = 2.6 mz, = 1.6 m, RLO. 6.4.10.4 Earth pressure behind end screen as function of bridge end displacements
Figure 6.71. Ep-Dy from B2_L1-, B2_L2- and B2_L3_S1_T1_d914_SHR, z, = 2.6, RLO
Figure 6.71. Ep-Dy from B2_L1-, B2_L2- and B2_L3_S1_T1_d914_SHR, z, = 2.6, RLO
Figure 6.74. Mr-Z from B1_S1_T1_d914, RLI1.
Figure 6.74. Mr-Z from B1_S1_T1_d914, RLI1.
Figure 6.77 Mr-Z from B1_S1_T2_d1200, RL1. Figure 6.76. Mr-Z from B1_S1_T1_d1200, RL1.
Figure 6.77 Mr-Z from B1_S1_T2_d1200, RL1. Figure 6.76. Mr-Z from B1_S1_T1_d1200, RL1.
Figure 6.72. Mr-Z from B1_S1_T1_d610, RL1.
Figure 6.72. Mr-Z from B1_S1_T1_d610, RL1.
Figure 6.82. Mp-Fy from B1_S1_T1_d1200, RL2. Figure 6.80. Mp-Fx from B1_S1_T1_d914, RL2.
Figure 6.82. Mp-Fy from B1_S1_T1_d1200, RL2. Figure 6.80. Mp-Fx from B1_S1_T1_d914, RL2.
Figure 6.78. Mr-Fx from B1_S1_T1_d610, RL2.
Figure 6.78. Mr-Fx from B1_S1_T1_d610, RL2.
Figure 6.81. Mr-Fx from B1_S1_T2_d914, RL2. Figure 6.79. Mr-Fx from B1_S1_T2_d610, RL2.
Figure 6.81. Mr-Fx from B1_S1_T2_d914, RL2. Figure 6.79. Mr-Fx from B1_S1_T2_d610, RL2.
Figure 6.83. Mp-Fx from B1_S1_T2_d1200, RL2.
Figure 6.83. Mp-Fx from B1_S1_T2_d1200, RL2.
Figure 6.85. Dx engi-Dx eng? B1_S1_T2_d610_SHR, RLO. Figure 6.84. Dx enai-Dx.end2 B1_S1_T1_d610_SHR, RLO
Figure 6.85. Dx engi-Dx eng? B1_S1_T2_d610_SHR, RLO. Figure 6.84. Dx enai-Dx.end2 B1_S1_T1_d610_SHR, RLO
Figure 6.86. Dx enai-Dx end? B1_S1_T1_d914_SHR, RLO. Figure 6.87. Dx enai-Dxena2 B1_S1_T2_d914_SHR, RLO.
Figure 6.86. Dx enai-Dx end? B1_S1_T1_d914_SHR, RLO. Figure 6.87. Dx enai-Dxena2 B1_S1_T2_d914_SHR, RLO.
Figure 6.89. Dx engi-Dx.end2 B1_S1_T2_d1200_SHR, RLO. Figure 6.88. Dx enai-Dx.ena2 B1_S1_T1_d1200_SHR, RLO
Figure 6.89. Dx engi-Dx.end2 B1_S1_T2_d1200_SHR, RLO. Figure 6.88. Dx enai-Dx.ena2 B1_S1_T1_d1200_SHR, RLO
Figure 6.90. Changes in bridge lengths A; in bridge models B1_S1_T1_d914_SHR. B1_S1_T1_d914_SHR are presented in Figure 6.90.
Figure 6.90. Changes in bridge lengths A; in bridge models B1_S1_T1_d914_SHR. B1_S1_T1_d914_SHR are presented in Figure 6.90.
Figure 6.92. Utilisation rates of pile cross-sections in bridge models B1_T1, RL3. the highest utilisation rate for all nodes in piles in each bridge model.
Figure 6.92. Utilisation rates of pile cross-sections in bridge models B1_T1, RL3. the highest utilisation rate for all nodes in piles in each bridge model.
Figure 6.93. Utilisation rates of pile cross-sections in bridge models B1_T2, RL3.
Figure 6.93. Utilisation rates of pile cross-sections in bridge models B1_T2, RL3.
Figure 6.94. Utilisation rates of pile cross-sections in bridge models B2_T1, RL3.
Figure 6.94. Utilisation rates of pile cross-sections in bridge models B2_T1, RL3.
values are for the tops of piles and red values for the lower parts of piles. The cross sectior D*t = 273*12.5 is not possible with the analysed bridge lengths in bridge type B2_T1 but is possible with bridge types B2_T2. Changes in the positive and negative utilisation rates levelop more linearly with increasing bridge length in bridge types B2 than bridge types
values are for the tops of piles and red values for the lower parts of piles. The cross sectior D*t = 273*12.5 is not possible with the analysed bridge lengths in bridge type B2_T1 but is possible with bridge types B2_T2. Changes in the positive and negative utilisation rates levelop more linearly with increasing bridge length in bridge types B2 than bridge types
Figure 6.96. Utilisation rates of pile cross-sections in bridge models L1_T1, RL3.
Figure 6.96. Utilisation rates of pile cross-sections in bridge models L1_T1, RL3.
Figure 6.97. Utilisation rates of pile cross-sections in bridge models L1_T2, RL3.
Figure 6.97. Utilisation rates of pile cross-sections in bridge models L1_T2, RL3.
Figure 6.98. Effective bending stiffness of bridge type B2_T1 as percent of modelled bending stiffness. linear analyses.
Figure 6.98. Effective bending stiffness of bridge type B2_T1 as percent of modelled bending stiffness. linear analyses.
Figure 7.1. The eccentric displacement of the bridge ends around the centre resulting from different soil properties at different ends of the bridge. ment-force relationship. mbankment behind the end screens Fy due to the yield of soils in a hyperbolic displace-
Figure 7.1. The eccentric displacement of the bridge ends around the centre resulting from different soil properties at different ends of the bridge. ment-force relationship. mbankment behind the end screens Fy due to the yield of soils in a hyperbolic displace-
Figure 7.2. Maximum and allowable total thermal expansion length of an integral bridge. this study is also roughly estimated in Figure 7.2. each integral bridge is shown and the amount of knowledge on different limits produced by
Figure 7.2. Maximum and allowable total thermal expansion length of an integral bridge. this study is also roughly estimated in Figure 7.2. each integral bridge is shown and the amount of knowledge on different limits produced by
presented for each bridge end. In the upper structure the initial stiffness of soil is assumed
presented for each bridge end. In the upper structure the initial stiffness of soil is assumed
Figure 8.3. Loading device called the “Integral bridge simulator”. wider group of integral bridges. A photograph of the testing device is shown in Figure 8.3. with different soils, since the results of the two monitored bridges can be generalised to a
Figure 8.3. Loading device called the “Integral bridge simulator”. wider group of integral bridges. A photograph of the testing device is shown in Figure 8.3. with different soils, since the results of the two monitored bridges can be generalised to a
Figure 8.4. Ideas for transition slab connection details. Some possible ideas for the details of the transition slab are presented in Figure 8.4.
Figure 8.4. Ideas for transition slab connection details. Some possible ideas for the details of the transition slab are presented in Figure 8.4.
‘able 6.1: Recommended values of linear temperature difference componen for different types of bridge decks for road, foot and railway bridges
‘able 6.1: Recommended values of linear temperature difference componen for different types of bridge decks for road, foot and railway bridges
Figure 6.2c: Temperature differences for bridge decks — Type 3 : Concrete Decks *Note: The temperature difference AT incorporates Al, and Al, (see 4.3) together with a small part of component Al, ; this latter part has been included in the uniform bridge temperature component (see 6.1.3).
Figure 6.2c: Temperature differences for bridge decks — Type 3 : Concrete Decks *Note: The temperature difference AT incorporates Al, and Al, (see 4.3) together with a small part of component Al, ; this latter part has been included in the uniform bridge temperature component (see 6.1.3).
') These values represent upper bound values for dark colour
') These values represent upper bound values for dark colour
Figure 4 Transition slab connection to bridge superstructure
Figure 4 Transition slab connection to bridge superstructure
Figure 5 Embankment temperature gauge locations at embankment T3
Figure 5 Embankment temperature gauge locations at embankment T3
Figure 8 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.03- 10.10.04
Figure 8 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.03- 10.10.04
Figure 9 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.04- 10.10.05
Figure 9 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.04- 10.10.05
Figure 10 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.05- 10.10.06
Figure 10 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.05- 10.10.06
Figure 11 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.06: 10.10.07
Figure 11 Ambient air and uniform temperatures of different superstructure parts during the period 10.10.06: 10.10.07
Figure 12 Linearly interpolated embankment temperature field at a vertical section based on measured tem- peratures of embankment T1 at a distance of 2.4 m from the end screen during the monitoring period 10.10.2003-10.10.2007
Figure 12 Linearly interpolated embankment temperature field at a vertical section based on measured tem- peratures of embankment T1 at a distance of 2.4 m from the end screen during the monitoring period 10.10.2003-10.10.2007
Figure 13 Displacement of abutment T4 and uniform temperature of superstructure during the monitoring period 10.10.2003-10.10.2007
Figure 13 Displacement of abutment T4 and uniform temperature of superstructure during the monitoring period 10.10.2003-10.10.2007
Figure 14 Average earth pressures from EPC H, I, K, L, M, N, O, P and Q between end screen and embank- ment during the monitoring period 10.10.2003-10.10.2007
Figure 14 Average earth pressures from EPC H, I, K, L, M, N, O, P and Q between end screen and embank- ment during the monitoring period 10.10.2003-10.10.2007
Figure 15 Earth pressures between end screen and embankment during the monitoring period 10.10.2003- 10.10.2004
Figure 15 Earth pressures between end screen and embankment during the monitoring period 10.10.2003- 10.10.2004
Figure 16 Earth pressures between end screen and embankment during the monitoring period 10.10.2004- 10.10.2005
Figure 16 Earth pressures between end screen and embankment during the monitoring period 10.10.2004- 10.10.2005
Figure 17 Earth pressures between end screen and embankment during the monitoring period 10.10.2005 ae 2 pF
Figure 17 Earth pressures between end screen and embankment during the monitoring period 10.10.2005 ae 2 pF
Figure 18 Earth pressures between end screen and embankment during the monitoring period 10.10.2006- 10.10.2007
Figure 18 Earth pressures between end screen and embankment during the monitoring period 10.10.2006- 10.10.2007
Figure 19 Linearly interpolated earth pressure field at a vertical section based on measured earth pressures between end screen and embankment during the period 9.6.2006-5.7.2006
Figure 19 Linearly interpolated earth pressure field at a vertical section based on measured earth pressures between end screen and embankment during the period 9.6.2006-5.7.2006
Figure 20 Linearly interpolated earth pressure field at a vertical section based on measured earth pressures between end screen and embankment during the period 9.2.2007-23.2.2007
Figure 20 Linearly interpolated earth pressure field at a vertical section based on measured earth pressures between end screen and embankment during the period 9.2.2007-23.2.2007
Figure 21 Linearly interpolated earth pressure field at the end screen at 10.10.2003
Figure 21 Linearly interpolated earth pressure field at the end screen at 10.10.2003
Figure 23 Linearly interpolated earth pressure field at the end screen at 5.2.2004 Figure 24 Linearly interpolated earth pressure field at the end screen at 17.2.2004
Figure 23 Linearly interpolated earth pressure field at the end screen at 5.2.2004 Figure 24 Linearly interpolated earth pressure field at the end screen at 17.2.2004
Figure 25 Linearly interpolated earth pressure field at the end screen at 9.5.2004
Figure 25 Linearly interpolated earth pressure field at the end screen at 9.5.2004
Figure 26 Linearly interpolated earth pressure field at the end screen at 2.8.2004
Figure 26 Linearly interpolated earth pressure field at the end screen at 2.8.2004
Figure 30 Linearly interpolated earth pressure field at the end screen at 12.10.2004
Figure 30 Linearly interpolated earth pressure field at the end screen at 12.10.2004
Figure 27 Linearly interpolated earth pressure field at the end screen at 7.8.2004
Figure 27 Linearly interpolated earth pressure field at the end screen at 7.8.2004
Figure 28 Linearly interpolated earth pressure field at the end screen at 8.8.2004
Figure 28 Linearly interpolated earth pressure field at the end screen at 8.8.2004
Figure 29 Linearly interpolated earth pressure field at the end screen at 8.10.2004
Figure 29 Linearly interpolated earth pressure field at the end screen at 8.10.2004
Figure 33 Linearly interpolated earth pressure field at the end screen at 8.3.2005
Figure 33 Linearly interpolated earth pressure field at the end screen at 8.3.2005
Figure 31 Linearly interpolated earth pressure field at the end screen at 15.11.2004
Figure 31 Linearly interpolated earth pressure field at the end screen at 15.11.2004
Figure 35 Linearly interpolated earth pressure field at the end screen at 24.3.2005
Figure 35 Linearly interpolated earth pressure field at the end screen at 24.3.2005
Figure 32 Linearly interpolated earth pressure field at the end screen at 21.11.2004
Figure 32 Linearly interpolated earth pressure field at the end screen at 21.11.2004
Figure 34 Linearly interpolated earth pressure field at the end screen at 18.3.2005
Figure 34 Linearly interpolated earth pressure field at the end screen at 18.3.2005
Figure 36 Linearly interpolated earth pressure field at the end screen at 13.7.2005
Figure 36 Linearly interpolated earth pressure field at the end screen at 13.7.2005
Figure 40 Linearly interpolated earth pressure field at the end screen at 10.6.2006
Figure 40 Linearly interpolated earth pressure field at the end screen at 10.6.2006
Figure 37 Linearly interpolated earth pressure field at the end screen at 6.10.2005
Figure 37 Linearly interpolated earth pressure field at the end screen at 6.10.2005
Figure 38 Linearly interpolated earth pressure field at the end screen at 27.3.2006
Figure 38 Linearly interpolated earth pressure field at the end screen at 27.3.2006
Figure 39 Linearly interpolated earth pressure field at the end screen at 31.3.2006
Figure 39 Linearly interpolated earth pressure field at the end screen at 31.3.2006
Figure 41 Linearly interpolated earth pressure field at the end screen at 12.6.2006
Figure 41 Linearly interpolated earth pressure field at the end screen at 12.6.2006
Figure 45 Linearly interpolated earth pressure field at the end screen at 26.2.2007
Figure 45 Linearly interpolated earth pressure field at the end screen at 26.2.2007
Figure 42 Linearly interpolated earth pressure field at the end screen at 20.6.2006
Figure 42 Linearly interpolated earth pressure field at the end screen at 20.6.2006
Figure 43 Linearly interpolated earth pressure field at the end screen at 3.2.2007
Figure 43 Linearly interpolated earth pressure field at the end screen at 3.2.2007
Figure 44 Linearly interpolated earth pressure field at the end screen at 18.2.2007
Figure 44 Linearly interpolated earth pressure field at the end screen at 18.2.2007
Figure 46 Linearly interpolated earth pressure field at the end screen at 3.3.2007
Figure 46 Linearly interpolated earth pressure field at the end screen at 3.3.2007
Figure 47 Linearly interpolated earth pressure field at the end screen at 8.6.2007
Figure 47 Linearly interpolated earth pressure field at the end screen at 8.6.2007
Figure 48 Linearly interpolated earth pressure field at the end screen at 5.8.2007
Figure 48 Linearly interpolated earth pressure field at the end screen at 5.8.2007
Figure 49 Linearly interpolated earth pressure field at the end screen at 7.8.2007
Figure 49 Linearly interpolated earth pressure field at the end screen at 7.8.2007
Figures 50 Earth pressure-displacement relation and soil temperature at the locations of EPCs N (z = 1.6 m) and O (z = 2.2 m). Displacement is the displacement of abutment T4.
Figures 50 Earth pressure-displacement relation and soil temperature at the locations of EPCs N (z = 1.6 m) and O (z = 2.2 m). Displacement is the displacement of abutment T4.
Figures 51 Earth pressure-displacement relation and monitoring years at the locations of EPCs L (z = 1.6 m) and L (z = 2.2 m). Displacement is the displacement of abutment T4.
Figures 51 Earth pressure-displacement relation and monitoring years at the locations of EPCs L (z = 1.6 m) and L (z = 2.2 m). Displacement is the displacement of abutment T4.
Figures 52 Earth pressure-displacement relation and monitoring years at the locations of EPCs N (z = 1.6 m) and O (z = 2.2 m). Displacement is the displacement of abutment T4.
Figures 52 Earth pressure-displacement relation and monitoring years at the locations of EPCs N (z = 1.6 m) and O (z = 2.2 m). Displacement is the displacement of abutment T4.
Figure 53 Earth pressures between end screen and embankment and displacement stage of abutment T4 dur- ing the period 30.1.2004-10.3.2004
Figure 53 Earth pressures between end screen and embankment and displacement stage of abutment T4 dur- ing the period 30.1.2004-10.3.2004
Figure 54 Earth pressures between end screen and embankment and displacement stage of abutment T4 dur- ing the period 30.1.2005-10.3.2005
Figure 54 Earth pressures between end screen and embankment and displacement stage of abutment T4 dur- ing the period 30.1.2005-10.3.2005
Figure 55 Earth pressures between end screen and embankment and displacement stage of abutment T4 dur- ing the period 7.3.2006-14.3.2006
Figure 55 Earth pressures between end screen and embankment and displacement stage of abutment T4 dur- ing the period 7.3.2006-14.3.2006
Figure 56 Earth pressure-displacement relation in the overrun test with loading vehicle speed 17 m/s at th locations of EPCs K (z =1.6 m), M (z= 1.9 m), N (z= 1.6 m) and J (z=1.9 m).
Figure 56 Earth pressure-displacement relation in the overrun test with loading vehicle speed 17 m/s at th locations of EPCs K (z =1.6 m), M (z= 1.9 m), N (z= 1.6 m) and J (z=1.9 m).
Figure 57 Earth pressure-displacement relation in the overrun test with loading vehicle speed 17 m/s at the locations of EPCs J (z =1.9 m), K (z =1.6 m), L, M (z= 1.9 m), N (z= 1.6 m), O (z = 2.2 m) and Q (z= 2.2 m).
Figure 57 Earth pressure-displacement relation in the overrun test with loading vehicle speed 17 m/s at the locations of EPCs J (z =1.9 m), K (z =1.6 m), L, M (z= 1.9 m), N (z= 1.6 m), O (z = 2.2 m) and Q (z= 2.2 m).
Figure 58 Calculated and measured Ty with time step d12h, different constant A,, values and offset value in calculation during first monitoring year
Figure 58 Calculated and measured Ty with time step d12h, different constant A,, values and offset value in calculation during first monitoring year
Figure 59 Calculated and measured Ty with time step d12h, different constant A,, values and offset value in calculation during second monitoring year
Figure 59 Calculated and measured Ty with time step d12h, different constant A,, values and offset value in calculation during second monitoring year
Figure 60 Calculated and measured Ty with time step d12h, different constant A,, values and offset value in calculation during third monitoring year
Figure 60 Calculated and measured Ty with time step d12h, different constant A,, values and offset value in calculation during third monitoring year
Figure 61 Calculated Ty values from 1959 to 1969
Figure 61 Calculated Ty values from 1959 to 1969
Figure 62 Calculated Ty values from 1969 to 1979
Figure 62 Calculated Ty values from 1969 to 1979
Figure 63 Calculated Ty values from 1979 to 1989
Figure 63 Calculated Ty values from 1979 to 1989
Figure 64 Calculated Ty values from 1989 to 1999
Figure 64 Calculated Ty values from 1989 to 1999
Figure 65 Calculated Ty values from 1999 to 2007
Figure 65 Calculated Ty values from 1999 to 2007
Figure 66 Moment-curvature relation for composite cross section D*t=1200*16 at stage Do. Noopt = 7220 kN
Figure 66 Moment-curvature relation for composite cross section D*t=1200*16 at stage Do. Noopt = 7220 kN
Figure 67 Moment-curvature relation for composite cross section D*t=914*16 at stage Do. Noop: = 4060 KN
Figure 67 Moment-curvature relation for composite cross section D*t=914*16 at stage Do. Noop: = 4060 KN
Figure 68 Moment-curvature relation for composite cross section D*t=610*16 at stage Do. No opt = 1890 k1
Figure 68 Moment-curvature relation for composite cross section D*t=610*16 at stage Do. No opt = 1890 k1
Figure 69 Moment-curvature relation for composite cross section D*t=273*12.5 at stage Do. No,opt = 290 KN
Figure 69 Moment-curvature relation for composite cross section D*t=273*12.5 at stage Do. No,opt = 290 KN
Figure 70 Moment-curvature relation for concrete cross section D=1200
Figure 70 Moment-curvature relation for concrete cross section D=1200
Figures 71 q-y loops at different depths Z. Left: T1_D1200_R_NS_EXP model where s = 0.30. Right: T1_D1200_R_WS_SHR model where s = 2.36.
Figures 71 q-y loops at different depths Z. Left: T1_D1200_R_NS_EXP model where s = 0.30. Right: T1_D1200_R_WS_SHR model where s = 2.36.
Figure 72 M,o, as function of yj, in different soil types in T1_1200_R _EXP models
Figure 72 M,o, as function of yj, in different soil types in T1_1200_R _EXP models
Figure 73 Mio, as function of y;op in different soil types in T1_1200_R _SHR models
Figure 73 Mio, as function of y;op in different soil types in T1_1200_R _SHR models
Figures 74 q-y loops at different depths Z. Left: T2_D1200_R_NS_EXP model where s = 2.25. Right T2_D1200_R_WS_SHR model where s = 4.66.
Figures 74 q-y loops at different depths Z. Left: T2_D1200_R_NS_EXP model where s = 2.25. Right T2_D1200_R_WS_SHR model where s = 4.66.
Figure 75 M,,, as function of yo, in different soil types in T2_1200_R _EXP models
Figure 75 M,,, as function of yo, in different soil types in T2_1200_R _EXP models
Figure 76 M,,, as function of ytop in different soil types in T2_1200_R _SHR models
Figure 76 M,,, as function of ytop in different soil types in T2_1200_R _SHR models
Figures 77 q-y loops at different depths Z. Left: T1_D914_R_NS_EXP model where s = 0.014. Right: T1_D914_R_WS_SHR model where s = 1.58.
Figures 77 q-y loops at different depths Z. Left: T1_D914_R_NS_EXP model where s = 0.014. Right: T1_D914_R_WS_SHR model where s = 1.58.
Figure 78 M,,, as function of yop in different soil types in T1_914_R EXP models
Figure 78 M,,, as function of yop in different soil types in T1_914_R EXP models
Figure 79 M,., as function of ytop in different soil types in T1_914_R SHR models
Figure 79 M,., as function of ytop in different soil types in T1_914_R SHR models
Figure 80 q-y loops at different depths Z. Left: T2_D914_R_NS_EXP model where s = 2.25. Right: T2_D914_R_WS_SHR model where s = 4.17.
Figure 80 q-y loops at different depths Z. Left: T2_D914_R_NS_EXP model where s = 2.25. Right: T2_D914_R_WS_SHR model where s = 4.17.
Figure 81 Myo, as function of ytop in different soil types in T2_914_R_EXP models
Figure 81 Myo, as function of ytop in different soil types in T2_914_R_EXP models
Figure 82 Myo, as function of ytop in different soil types in T2_914_R SHR models
Figure 82 Myo, as function of ytop in different soil types in T2_914_R SHR models
Figure 83 q-y loops at different depths Z. Left: T1_D610_R_NS_EXP model where s = -0.29. Right: T1_D610_R_WS_SHR model where s = 0.76.
Figure 83 q-y loops at different depths Z. Left: T1_D610_R_NS_EXP model where s = -0.29. Right: T1_D610_R_WS_SHR model where s = 0.76.
Figure 84 M,,, as function of ytop in different soil types in T1_610_R _EXP models
Figure 84 M,,, as function of ytop in different soil types in T1_610_R _EXP models
Figure 85 M,,, as function of ytop in different soil types in T1_610_R _SHR models
Figure 85 M,,, as function of ytop in different soil types in T1_610_R _SHR models
Figure 86 q-y loops at different depths Z. Left: T2_D610_R_NS_EXP model where s = 2.25. Right: T2_D610_R_WS_SHR model where s = 3.65.
Figure 86 q-y loops at different depths Z. Left: T2_D610_R_NS_EXP model where s = 2.25. Right: T2_D610_R_WS_SHR model where s = 3.65.
Figure 87 M,,, as function of ytop in different soil types in T2_610_R _EXP models
Figure 87 M,,, as function of ytop in different soil types in T2_610_R _EXP models
Figure 88 M,,, as function of ytop in different soil types in T2_610_R _SHR models
Figure 88 M,,, as function of ytop in different soil types in T2_610_R _SHR models
Figure 89 q-y loops at different depths Z. Left: T1_D273_R_NS_EXP model where s = -0.63. Right: T1_D273_R_WS_SHR model where s = -0.16.
Figure 89 q-y loops at different depths Z. Left: T1_D273_R_NS_EXP model where s = -0.63. Right: T1_D273_R_WS_SHR model where s = -0.16.
Figure 90 M,., as function of ytop in different soil types in T1_273_R _EXP models
Figure 90 M,., as function of ytop in different soil types in T1_273_R _EXP models
Figure 91 M,,, as function of ytop in different soil types in T1_273_R _SHR models
Figure 91 M,,, as function of ytop in different soil types in T1_273_R _SHR models
Figure 92 q-y loops at different depths Z. Left: T2_D273_R_NS_EXP model where s = 2.25. Right: T2_D273_R_WS_SHR model where s = 3.08.
Figure 92 q-y loops at different depths Z. Left: T2_D273_R_NS_EXP model where s = 2.25. Right: T2_D273_R_WS_SHR model where s = 3.08.
Figure 93 M,,, as function of ytop in different soil types in T2_273_R _EXP models
Figure 93 M,,, as function of ytop in different soil types in T2_273_R _EXP models
Figure 94 M,,, as function of ytop in different soil types in T2_273_R _SHR models
Figure 94 M,,, as function of ytop in different soil types in T2_273_R _SHR models
ast span (L,), values with second case in Figure 95
ast span (L,), values with second case in Figure 95
Figure 96 Pile bending moments Mk at top of pile in bridge models B2_L1_S$1_T1_d914_SHR and -_EXP. Result level 0 (RLO).
Figure 96 Pile bending moments Mk at top of pile in bridge models B2_L1_S$1_T1_d914_SHR and -_EXP. Result level 0 (RLO).
Figure 97 Pile bending moments Mp at top of pile in bridge models B2_L1_S1_T2_d914_SHR and -_EXP. Result level 0 (RLO).
Figure 97 Pile bending moments Mp at top of pile in bridge models B2_L1_S1_T2_d914_SHR and -_EXP. Result level 0 (RLO).
Figure 98 Pile bending moments Mr at top of pile in bridge models B3_L1_S1_T1_d914_SHR and -_EXP. Result level 0 (RLO).
Figure 98 Pile bending moments Mr at top of pile in bridge models B3_L1_S1_T1_d914_SHR and -_EXP. Result level 0 (RLO).
Figure 99 Pile bending moments Mr at top of pile in bridge models B3_L1_S1_T2_d914_SHR and -_EXP. Result level 0 (RLO)
Figure 99 Pile bending moments Mr at top of pile in bridge models B3_L1_S1_T2_d914_SHR and -_EXP. Result level 0 (RLO)
Figure 100 Superstructure bending moments M, in bridge models B2_L1_S1_T1_d914_SHR and -_EXP. RLO.
Figure 100 Superstructure bending moments M, in bridge models B2_L1_S1_T1_d914_SHR and -_EXP. RLO.
Figure 101 Superstructure bending moments M, in bridge models B2_L1_S1_T2_d914_SHR and -_EXP RLO.
Figure 101 Superstructure bending moments M, in bridge models B2_L1_S1_T2_d914_SHR and -_EXP RLO.
Figure 102 Superstructure bending moments M, in bridge models B3_L1_S1_T1_d914_SHR and -_EXP. RLO.
Figure 102 Superstructure bending moments M, in bridge models B3_L1_S1_T1_d914_SHR and -_EXP. RLO.
Figure 103 Superstructure bending moments M, in bridge models B3_L1_S1_T2_d914_SHR and -_EXP. RLO.
Figure 103 Superstructure bending moments M, in bridge models B3_L1_S1_T2_d914_SHR and -_EXP. RLO.
Figures 105 Mr-Z diagrams of bridge models, left B1_T1_S1_d914, right B1_T1_S2_d914, RL Figures 104 Mp-Z diagrams of bridge models, left B1_T1_S1_d610, right B1_T1_S2_d610, RL!
Figures 105 Mr-Z diagrams of bridge models, left B1_T1_S1_d914, right B1_T1_S2_d914, RL Figures 104 Mp-Z diagrams of bridge models, left B1_T1_S1_d610, right B1_T1_S2_d610, RL!
Figures 106 Mr-Z diagrams of bridge models, left B1_T1_S1_d1200, right B1_T1_S2_d1200, RLI
Figures 106 Mr-Z diagrams of bridge models, left B1_T1_S1_d1200, right B1_T1_S2_d1200, RLI
Figures 107 Mp-Z diagrams of bridge models, left B1_T2_S1_d610, right B1_T2_S2_d610, RL:
Figures 107 Mp-Z diagrams of bridge models, left B1_T2_S1_d610, right B1_T2_S2_d610, RL:
Figures 108 Mr-Z diagrams of bridge models, left B1_T2_S1_d914, right B1_T2_S2_d914, RL
Figures 108 Mr-Z diagrams of bridge models, left B1_T2_S1_d914, right B1_T2_S2_d914, RL
Figures 109 Mp-Z diagrams of bridge models, left B1_T2_S1_d1200, right B1_T2_S2_d1200, RLI
Figures 109 Mp-Z diagrams of bridge models, left B1_T2_S1_d1200, right B1_T2_S2_d1200, RLI
Figures 110 Mp-Fx diagrams of bridge models, left B1_T1_S1_d610, right B1_T1_S2_d610, RL2
Figures 110 Mp-Fx diagrams of bridge models, left B1_T1_S1_d610, right B1_T1_S2_d610, RL2
Figures 111 Mr-Fx diagrams of bridge models, left B1_T1_S1_d914, night B1_T1_S2_d914, RL2
Figures 111 Mr-Fx diagrams of bridge models, left B1_T1_S1_d914, night B1_T1_S2_d914, RL2
Figures 112 Mr-Fx diagrams of bridge models, left B1_T1_S1_d1200, right B1_T1_S2_d1200, RL2
Figures 112 Mr-Fx diagrams of bridge models, left B1_T1_S1_d1200, right B1_T1_S2_d1200, RL2
Figures 113 Mp-Fx diagrams of bridge models, left B1_T2_S1_d610, right B1_T2_S2_d610, RL2
Figures 113 Mp-Fx diagrams of bridge models, left B1_T2_S1_d610, right B1_T2_S2_d610, RL2
Figures 114 Mr-Fx diagrams of bridge models, left B1_T2_S1_d914, right B1_T2_S2_d914, RL2
Figures 114 Mr-Fx diagrams of bridge models, left B1_T2_S1_d914, right B1_T2_S2_d914, RL2
Figures 115 Mr-Fx diagrams of bridge models, left B1_T2_S1_d1200, right B1_T2_S2_d1200, RL2
Figures 115 Mr-Fx diagrams of bridge models, left B1_T2_S1_d1200, right B1_T2_S2_d1200, RL2
Figures 116 Dy enai-Dx ena2 diagrams of bridge models, left B1_T1_S1_d610_SHR, right B1!_T2_S1_d610_SHR, RLO
Figures 116 Dy enai-Dx ena2 diagrams of bridge models, left B1_T1_S1_d610_SHR, right B1!_T2_S1_d610_SHR, RLO
Figures 117 Dx enai-Dxena2 diagrams of bridge models, left B1_T1_S1_d914_SHR, right B!_T2_S1_d914_SHR, RLO
Figures 117 Dx enai-Dxena2 diagrams of bridge models, left B1_T1_S1_d914_SHR, right B!_T2_S1_d914_SHR, RLO
Figures 118 Dxenai-Dxena2 diagrams of bridge models, left B1_T1_S1_d1200_SHR, right B1_T2_S1_d1200_SHR, RLO
Figures 118 Dxenai-Dxena2 diagrams of bridge models, left B1_T1_S1_d1200_SHR, right B1_T2_S1_d1200_SHR, RLO
Figures 119 Mp-Z diagrams of bridge models, left B2_T1_S1_d273, right B2_T1_S2_d273, RL
Figures 119 Mp-Z diagrams of bridge models, left B2_T1_S1_d273, right B2_T1_S2_d273, RL
Figures 120 Mr-Z diagrams of bridge models, left B2_T1_S1_d610, right B2_T1_S2_d610, RL!
Figures 120 Mr-Z diagrams of bridge models, left B2_T1_S1_d610, right B2_T1_S2_d610, RL!
Figures 121 Mp-Z diagrams of bridge models, left B2_T1_S1_d914, right B2_T1_S2_d914, RLI
Figures 121 Mp-Z diagrams of bridge models, left B2_T1_S1_d914, right B2_T1_S2_d914, RLI
Figures 122 Mp-Z diagrams of bridge models, left B2_T2_S1_d273, right B2_T2_S2_d273, RL
Figures 122 Mp-Z diagrams of bridge models, left B2_T2_S1_d273, right B2_T2_S2_d273, RL
Figures 123 Mr-Z diagrams of bridge models, left B2_T2_S1_d610, right B2_T2_S2_d610, RL
Figures 123 Mr-Z diagrams of bridge models, left B2_T2_S1_d610, right B2_T2_S2_d610, RL
Figures 124 Mp-Z diagrams of bridge models, left B2_T2_S1_d914, right B2_T2_S2_d914, RLI
Figures 124 Mp-Z diagrams of bridge models, left B2_T2_S1_d914, right B2_T2_S2_d914, RLI
Figures 125 Mp-Fx diagrams of bridge models, left B2_T1_S1_d273, right B2_T1_S2_d273, RL2
Figures 125 Mp-Fx diagrams of bridge models, left B2_T1_S1_d273, right B2_T1_S2_d273, RL2
Figures 126 Mr-Fx diagrams of bridge models, left B2_T1_S1_d610, right B2_T1_S2_d610, RL2
Figures 126 Mr-Fx diagrams of bridge models, left B2_T1_S1_d610, right B2_T1_S2_d610, RL2
Figures 127 Mr-Fx diagrams of bridge models, left B2_T1_S1_d914, right B2_T1_S2_d914, RL2
Figures 127 Mr-Fx diagrams of bridge models, left B2_T1_S1_d914, right B2_T1_S2_d914, RL2
Figures 128 Mp-Fx diagrams of bridge models, left B2_T2_S1_d273, right B2_T2_S2_d273, RL2
Figures 128 Mp-Fx diagrams of bridge models, left B2_T2_S1_d273, right B2_T2_S2_d273, RL2
Figures 129 Mr-Fx diagrams of bridge models, left B2_T2_S1_d610, right B2_T2_S2_d610, RL2
Figures 129 Mr-Fx diagrams of bridge models, left B2_T2_S1_d610, right B2_T2_S2_d610, RL2
Figures 130 Mr-Fx diagrams of bridge models, left B2_T2_S1_d914, right B2_T2_S2_d914, RL2
Figures 130 Mr-Fx diagrams of bridge models, left B2_T2_S1_d914, right B2_T2_S2_d914, RL2
Figures 131 Dx enai-Dx.ena2 diagrams of bridge models, left B2_T1_S1_d273_SHR, right B2_T2_S1_d273_SHR, RLO
Figures 131 Dx enai-Dx.ena2 diagrams of bridge models, left B2_T1_S1_d273_SHR, right B2_T2_S1_d273_SHR, RLO
Figures 132 Dx enai-Dx.ena2 diagrams of bridge models, left B2_T1_S1_d610_SHR, right B2_T2_S1_d610_SHR, RLO
Figures 132 Dx enai-Dx.ena2 diagrams of bridge models, left B2_T1_S1_d610_SHR, right B2_T2_S1_d610_SHR, RLO
Figures 133 Dx enai-Dx,ena2 diagrams of bridge models, left B2_T1_S1_d914_SHR, right B2_T2_S1_d914_SHR, RLO
Figures 133 Dx enai-Dx,ena2 diagrams of bridge models, left B2_T1_S1_d914_SHR, right B2_T2_S1_d914_SHR, RLO
Figures 134 Mp-Z diagrams of bridge models, left B3_T1_S1_d273, right B3_T1_S2_d273, RL
Figures 134 Mp-Z diagrams of bridge models, left B3_T1_S1_d273, right B3_T1_S2_d273, RL
Figures 135 Mr-Z diagrams of bridge models, left B3_T1_S1_d610, right B3_T1_S2_d610, RL
Figures 135 Mr-Z diagrams of bridge models, left B3_T1_S1_d610, right B3_T1_S2_d610, RL
Figures 136 Mp-Z diagrams of bridge models, left B3_T1_S1_d914, right B3_T1_S2_d914, RL1
Figures 136 Mp-Z diagrams of bridge models, left B3_T1_S1_d914, right B3_T1_S2_d914, RL1
Figures 137 Mp-Z diagrams of bridge models, left B3_T2_S1_d273, right B3_T2_S2_d273, RL1
Figures 137 Mp-Z diagrams of bridge models, left B3_T2_S1_d273, right B3_T2_S2_d273, RL1
Figures 138 Mr-Z diagrams of bridge models, left B3_T2_S1_d610, right B3_T2_S2_d610, RL
Figures 138 Mr-Z diagrams of bridge models, left B3_T2_S1_d610, right B3_T2_S2_d610, RL
Figures 139 Mp-Z diagrams of bridge models, left B3_T2_S1_d914, right B3_T2_S2_d914, RLI
Figures 139 Mp-Z diagrams of bridge models, left B3_T2_S1_d914, right B3_T2_S2_d914, RLI
Figures 140 Mp-Fx diagrams of bridge models, left B3_T1_S1_d273, right B3_T1_S2_d273, RL2
Figures 140 Mp-Fx diagrams of bridge models, left B3_T1_S1_d273, right B3_T1_S2_d273, RL2
Figure 141 Mp-Fx diagrams of bridge models, left B3_T1_S1_d610, right B3_T1_S2_d610, RL2
Figure 141 Mp-Fx diagrams of bridge models, left B3_T1_S1_d610, right B3_T1_S2_d610, RL2
Figure 142 Mp-Fx diagrams of bridge models, left B3_T1_S1_d914, right B3_T1_S2_d914, RL2
Figure 142 Mp-Fx diagrams of bridge models, left B3_T1_S1_d914, right B3_T1_S2_d914, RL2
Figure 143 Mp-Fx diagrams of bridge models, left B3_T2_S1_d273, right B3_T2_S2_d273, RL2
Figure 143 Mp-Fx diagrams of bridge models, left B3_T2_S1_d273, right B3_T2_S2_d273, RL2
Figure 144 Mp-Fx diagrams of bridge models, left B3_T2_S1_d610, right B3_T2_S2_d610, RL2
Figure 144 Mp-Fx diagrams of bridge models, left B3_T2_S1_d610, right B3_T2_S2_d610, RL2
Figure 145 Mp-Fx diagrams of bridge models, left B3_T2_S1_d914, right B3_T2_S2_d914, RL2
Figure 145 Mp-Fx diagrams of bridge models, left B3_T2_S1_d914, right B3_T2_S2_d914, RL2
Figure 146 Dy enai-Dx.ena2 diagrams of bridge models, left B3_T1_S1_d273_SHR, right B3_T2_S1_d273_SHR, RLO
Figure 146 Dy enai-Dx.ena2 diagrams of bridge models, left B3_T1_S1_d273_SHR, right B3_T2_S1_d273_SHR, RLO
Figure 147 Dx enai-Dx,ena2 -diagrams of bridge models, left B3_T1_S1_d610_SHR, right B3_T2_S1_d610_SHR, RLO
Figure 147 Dx enai-Dx,ena2 -diagrams of bridge models, left B3_T1_S1_d610_SHR, right B3_T2_S1_d610_SHR, RLO
Figure 148 Dy engi-Dx ena2 diagrams of bridge models, left B3_T1_S1_d914_SHR, right B3_T2_S1_d914_SHR, RLO
Figure 148 Dy engi-Dx ena2 diagrams of bridge models, left B3_T1_S1_d914_SHR, right B3_T2_S1_d914_SHR, RLO
The terms are also presented in the following figure: occurs before the concrete reaches ultimate strain. The ultimate strain of concrete &,, is 3.5 %o if fekcube < 60 MN/m‘°. The relation between x and d is: The following terms are used in this preliminary analysis:
The terms are also presented in the following figure: occurs before the concrete reaches ultimate strain. The ultimate strain of concrete &,, is 3.5 %o if fekcube < 60 MN/m‘°. The relation between x and d is: The following terms are used in this preliminary analysis:
Table 4 Estimates for real bending stiffnesses of bridge superstructure cross section in bridge model B2_T1
Table 4 Estimates for real bending stiffnesses of bridge superstructure cross section in bridge model B2_T1

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    Knowledge Gained From Instrumentation of the Kishwaukee River Bridge
    K. Nam Shiu
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    Behavior of Integral Abutment Bridge with and without Soil Interaction
    Vinod Hosur

    International Journal of Scientific and Engineering Research

    Integral Abutment bridges (IAB&#39;s) can be defined as bridges without joints. The main purpose of constructing IAB&#39;s is to pre-vent the corrosion of the structure due to water seepage through joints. The biggest uncertainty in the design of these bridges is the re-action of the soil behind the abutments and next to the foundation piles, especially during thermal expansion. This lateral soil reaction is nonlinear and is a function of the magnitude and nature of the wall displacement.To gain a better understanding of the mechanism of load transfer due to thermal expansion, which is also dependent on the type of the soil adjacent to the abutment walls and piles, a 3D fi-nite element analysis is carried out on representative IAB. In this paper two models are compared one with considering soil interaction and other without soil interaction and live load is applied using STAAD-Beava. The main objective is to study the trends in bending mo-ment, shear force and deflection in central ...

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    Effects of temperature changes on voided slab integral abutment bridge
    Eltayeb Onsa

    2021

    Integral Abutment Bridges (IABs) are joint-less bridges whereby the deck is monolithic with the abutment walls. IABs are outperforming their non-integral counterparts in economy and safety. Thermal effects introduce significantly complex and nonlinear soil-structure interaction into the response of abutment walls and piles of the IB. This paper carried out comprehensive study on voided slab system with five spans bridge each span is 17m long. The bridge has been modelled using SAP software. The abutments and pile foundations are modeled taking into consideration the soil-structure interaction. The study covered a design uniform temperature change of (10, 20, 30, 40 and 50) °C. To gain a better understanding of the mechanism of load transfer due to thermal actions, a 3D frame analysis is carried out on the above mentioned IABs. The results showed wide range of different linear and lightly non-linear relationships between temperature range, deformations and moments. The paper highligh...

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    Effect of Bridge-Soil Interaction on Behavior of Integral Bridge
    Mohammed Awad

    Applied Mechanics and Materials, 2011

    In this paper analytical evaluation of influence of bridge-soil interaction on the structural behavior of integral bridge with adjacent concrete box beams deck subjected to temperature rise was performed. Three different soil conditions loose, medium, and dense sand for the uppermost layer soil adjacent to abutment and abutment column were studied. Long-term, field monitoring was performed on FuYu bridge located in Heilongjiang province, China. The recorded data was used to validate the accuracy of a finite element model of this bridge which explicitly incorporates the nonlinear soil spring response. The finite element analysis indicated that soil condition adjacent to the abutment and abutment column is important factor affecting the response of the integral abutment bridge to thermal loads in terms of soil pressure behind the abutment, and axial forces and moments in the composite deck. As the soil varied from loose to dense condition the soil pressure behind the abutment increase...

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    Analysis of Soil-Structure Interaction Mechanisms on Integral Abutment Bridge
    Umesh Pendharkar

    2001

    Bridges constructed with joints are identified as conventional bridges. These joints are usually found in the abutment and piers, providing spaces between the abutments or piers, and the longitudinal beams or slabs. Bridges constructed without joints are known as integral bridges. The present research work includes the analysis of 3D numerical model with 5 m-high abutments, 40 m span length and 15 m length pile foundation with 0.85 m diameter in the integral bridge using the finite element analysis software MIDAS CIVIL (2011) that simulate the behaviors of integral abutment bridges to assess the soil-structure interaction between the pile and soil. In addition, this work evaluates and validates the suitability of integral abutment bridges for different types of foundation soil by a parametric study under the static loading conditions. In order to be a balanced research in terms of a multidisciplinary study, this research analyzed key facts and issues related to soil-structure intera...

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    Study and Compare Effect of Active (Ka), Passive (Kp) and Design (K * ) Earth Pressure On Integral Abutment Bridges By Soil-Structure Interaction
    IRJET Journal

    Integral abutment bridges (IABs) are increasingly being used to eliminate undesirable effects of bridge joints on the long-term performance of bridges. Soil-structure interactions at the abutments occurring during loading of a bridge are complex in skewed and long span IABs. The goal of this study was to better understand the complex soil-structure interactions that occur in IABs and to develop design guidelines. Horizontal movements of the superstructure cause deformations in the infrastructure, resulting in a complex interaction with the soil. Geotechnical concerns may occur as a result of this interaction, compromising the bridge's and approach embankments' serviceability. The occurrence of bump at the end of the bridge (a difference in settlement between the abutment and the earth) is increased in IABs by reaching the active stress condition during deck contraction. The lateral earth pressure, on the other hand, increases as the deck expands. Ratcheting occurs behind the abutment as a result of the cyclic stress of the earth.

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    Field Monitoring of Integral Abutment Bridge in Massachusetts
    Sergio Brena

    Transportation Research Record: Journal of the Transportation Research Board, 2004

    Integral abutment bridges are increasingly being used to eliminate undesirable bridge joint effects on the long-term performance of bridges. Although many states use this type of construction, common design guidelines are lacking, and nonuniform limitations on integral abutment design are imposed by different agencies. Data from the field monitoring of an existing three-span integral abutment bridge in central Massachusetts are presented. Resulting data are valuable in evaluating existing design provisions and understanding structural behavior. The results presented for a 16-month period of monitoring include recorded ambient temperature from -4°F to 99°F (-20°C to 37°C). Longitudinal movements induced by thermal expansion and contraction of the bridge are consistent with temperature changes. However, earth pressure cell data indicate that the maximum pressures generated behind the abutment walls occur in early spring. Lower pressures measured in the summer indicate some dissipation...

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