This paper presents an analysis of the possibilities for the application of a two-dimensional model based on a circumferential strip of soil-steel structures that used results of measurements on railway soil-steel bridges. View itemEnvironment December 2017 CO2 emissions and expansion of railway, road, airline and in-land waterway networks over the 1985-2013 period in China: a time series analysis Li, X, Fan, Y, Wu, L With the expectation that transportation will contribute 30-40% of the total CO2 emissions in China in the near future, there is an imminent need to identify how the development of different transportation modes may have different long-term effects on CO2 emissions. Using time series data over the period of 1985-2013, this paper applies the combined autoregressive distributed lag (ARDL) and vector error correction model (VECM) approach to identify short-and long-run causal relationships between CO2 emissions and modespecific transportation development, including railway, road, airline, and inland waterway.

Buried corrugated structures are subjected to highest stresses during two phases: during backfilling and under service loads. Commonly, deformations during backfilling are more unfavorable for the structure than those that occur under service loads. Typically, service loads will generate several times less deflection than do construction loads falling below the limit of deflection ( w) to span ( L) of w/L = 2%. For the sake of modeling the behavior of corrugated steel structures during backfilling, separate components (i.e., corrugated steel, backfill, road structure) of the soil structure are represented by independent parameters such as deformation module, Poisson's coefficient, and soil unit weight. A steel plate is described in geometric terms. Modeling the deformation of buried corrugated structures with finite element modeling is very difficult because of the complex characteristics of the soil medium during construction of the backfill. An analytical algorithm was used to calculate characteristic deformations of a steel structure during backfilling. The algorithm was analyzed with respect to chosen physical and geometric parameters. Deformations during backfilling of a corrugated structure are described, and correlations of specific points of a structure are presented in a mathematical form on the basis of in situ tests in natural scale. The algorithm was prepared assuming the average backfill quality required by good construction and design practices. The results of this research are applicable to structures with closed and open shapes, except for boxes.

Field measurements were carried out on a steel culvert in Poznan in Poland. The steel culvert is a pipe arch with a span of 8.9 m, a height of 7.76 m, and a soil cover of 1.8 m. This road culvert and a parallel pedestrian steel culvert were used to replace a severely corroded concrete railway bridge. The steel culverts were erected and backfilled without closing busy track railway. The steel culverts were instrumented to measure steel stress and deformations during backfilling and load testing. Two locomotives with a total weight of 2360 kN were used for load testing. The measured steel stress and displacements during load testing were recorded with the locomotives placed at various locations (static) and also during braking. The steel stress and deformations from live loading were small compared with the steel stress and deformations during backfilling. The measured steel stress from live loading was less than 7 MPa, and displacements were less than 0.5 mm. The measurements also show that long-span pipe arches perform well without longitudinal thrust beams and circumferential stiffening ribs. Long-term measurements were also taken in the period after the end of construction from March 1998 until December 2000 and indicated very good performance of the structure. The structure received a prize for engineering excellence due to innovative construction and aesthetic appearance.

A multifactor modelling the construction processes is a subject of the paper. Three phases and several steps of the proposed extended procedure are presented. Tools for these phases from chronometric testing to verifying the assumed model are indicated. The following elements of the procedure as multi‐ and partial regression, correlation analysis, sensitivity analysis and proposed model are presented. Besides the classic verification activities the method of artificial neural networks has been applied. The processes of assembly of structural corrugated steel plate structures are a background of the consideration.

Thousands of culverts in the highway and railway system are in various states of deterioration, ranging from minor serviceability problems to serious functional and safety problems. One of the most effective ways to restore an old culvert to a functional condition is slip lining, the process of lining an old culvert with a new prefabricated one. Field measurements carried out on a 100-year-old brick culvert in Poland slip lined with a corrugated steel plate culvert (CSPS) are described. The new steel culvert is a pipe arch with a span of 4.26 m and height of 2.95 m. The steel culvert was assembled inside the old brick culvert without stopping traffic on the road. The space between the old culvert and the new steel culvert was filled with concrete with a compressive strength of 15 MPa. The old brick culvert was instrumented to measure strains under test load. The new steel culvert was instrumented to measure strains during the backfilling and test load. Earth pressure cells were installed in the foundation below the steel culvert to measure the pressure of the CSPS onto the subsoil. A truck with a total weight of 321 kN was used for the test load. The measured strains during test load were recorded when the truck was placed at various locations. Measurements show interaction between the old and new culvert. The redistribution of stresses that can indicate strengthening of the brick culvert was observed. Long-term measurements were taken 1 year (2001) and about 3 years (2003) after the slip lining was installed. The structure was also analyzed with the finite element method (FEM). The stress distribution obtained from the 2003 test is similar to the distribution obtained from the finite element method.