bluuebunny/crossref_metadata_2025_split huggingface dataset:
Full-scale static compression pile load test in sand with post installation pre-stressing to engage toe resistance
Authors: Iversen K M , Roesen B S 
Published: April 2021

Abstract
A full-scale static compression pile load test was conducted in connection with construction of a new road bridge in Silkeborg, Denmark. The new road bridge crosses a river between two existing bridges, one for pedestrians and one for an existing rail way. An existing pedestrian bridge was moved five meters to the north to give space for the new road bridge. The western part of the existing bridge was therefore to be founded partly on the existing footing of the pedestrian bridge and partly on a new pile-based footing. Bored cast-in-place piles were chosen to minimize vibrations during construction. The pile load test was necessary to document the bearing capacity of the bored piles because the Danish National Annex to the Eurocode 7, part 1 (2015), Annex L (DS/EN 1997-1 DK:NA) obligates the designer only to regard 30 % of the shaft resistance determined by geostatic calculation for the corresponding driven pile. Furthermore, it is a common design practise to disregard the toe resistance, as mobilization only occurs after deformations larger than normally acceptable for the superstructure. To overcome the latter, the test pile was constructed with a flat-jack device to allow post installation prestressing by grouting underneath the pile toe. Hence, it was possible to include toe resistance with only minimal displacements of the pile toe, as the grouting was conducted successfully, and post installation pre-stressing was obtained. The results of the pile load test show a bearing capacity up to 50% larger than estimated by geostatic calculation, even when including toe resistance and disregarding the 70 % shaft reduction in the geostatic calculation for the corresponding driven pile. An estimate of the displacement of the new pile-based footing was made based on load-displacement curves for the test pile, and the subsequent production piles were installed using the same principles due to the flat-jack device’s effective post installation pre-stressing.
The effect of input ground motion location on design spectrum in a seismic ground response analysis performed for an alluvial site
Authors: Aytekin B , Haşal M E , Özaslan B , İyisan R 
Published: April 2021

AbstractSite response analyses are performed to estimate the change in the characteristics of the input rock motion occurred during the vertical propagation of seismic waves and to obtain the local variation in intensity and spectral characteristics of surface ground motion. The rock outcrop motions which are selected by considering the source mechanism, fault distance and earthquake characteristics that are compatible with the standard design ground motion level. It is generally agreed that time domain simulated or spectral matched ground motions may be applied as input ground motions at seismic bedrock in the dynamic response analysis of soil layers under earthquake excitation and thus shear stresses and deformations, acceleration-time histories and site-specific design spectrum can be obtained for surface layers. In “Turkish Building Earthquake Code (TBEC), 2018” it is being stated that the input ground motion can be exerted at the base of a soil layer lying at a shallower depth in comparison with seismic bedrock depth by using the method of spectral matching the accelerograms to the target spectrum of corresponding soil layer where the input motion is applied. In this study, by evaluating and combining the findings of the geotechnical borings and microtremor array measurements, the shear wave velocity profiles extending to seismic bedrock (VS≥760 m/s) were obtained for the investigation sites. The results of the site response analyses that were conducted by using the two different methods proposed in TBEC (2018) were interpreted. At the first method, in deeper 1D dynamic analyses, the input ground motions were applied at seismic bedrock defined as site class ZB where the shear wave velocity (VS30) is higher than 760 m/s2. Whilst at the second method, the inputs were applied at the base of the shallower 1D soil column having site class either ZC or ZD where VS30is in the range of 360 m/s2< VS30< 760 m/s2and 180 m/s2< VS30< 360 m/s2respectively. As a result, the acceleration spectra obtained on the surface of deep and shallow models were compared for 31 strong ground motion records, selected in accordance with the design spectra corresponding to seismic code depending on the location of the investigation area and local site classes.
Investigations into stabilized structures with the use of waste foundry sand
Authors: Zhang Y , Sappinen T , Vilenius M , Korkiala-Tanttu L 
Published: April 2021

Abstract
In the light of carbon-neutral society and circular economy, attempts were made in this study to utilize the waste foundry sand (WFS) in high volume as a pavement construction material. A series of laboratory tests, including but not limited to particle size distribution, Proctor, pH values, shear box and compressive strength test were performed to investigate the technical soundness of the material. Insufficient strength of the stabilized WFS has promoted the utilization of a mixture containing not only WFS but also quarry fines. The compressive strength test results show high potentials of such stabilized mixtures for pavement constructions. Yet further research is still needed to consider the durability and environmental aspects in the future.
Eurocode 7 – an updated framework to ensure reliable geotechnical solutions
Authors: Franzén G. , Garin H. 
Published: April 2021

Abstract
In a few years’ time, the 2nd generation of Eurocode will be published. The aim of the revision of Eurocode 7 is to meet new demands in geotechnical engineering looking at the coming 20 years, e.g. assessment of ground properties, design in rock, dynamics, numerical methods, probability. Users’ need with the main goals of ease-of-use and harmonisation, is the key-target for the revision. This paper presents the background to the development of the second generation of Eurocode, our common European set of technical rules for structural and geotechnical design. The paper will include an overview of some of the major changes compared to the first generation of Eurocode, that will affect the practising geotechnical engineer. In addition, some more details will be given on management measures for geotechnical reliability, assessment of ground properties and execution.
Frost monitoring of the Finnish road network
Authors: Dettenborn T , Hartikainen A , Koivisto K , Nykänen H , Ylönen S 
Published: April 2021

Abstract
At present, maintenance of road networks is one of the main functions of the Nordic road administrations and also the budget area where the largest expenditures exist. Managing and predicting maintenance needs makes it possible to focus the scarce resources available to where they are most needed. The better and more accurately we can assess road deterioration, the easier it becomes to plan long-term and cost-effective maintenance processes. The risks posed by e.g. climate change require more comprehensive tools with interactive data managing than what is currently available. In the spring, the road structures are most vulnerable when the frost thaws and the water remaining in the structures begins to dissolve. Unabsorbed water decreases road load capacity. Frost data monitoring is important information for predicting the behavior of the road network. It is important to know when the melted water has evaporated and drained off to be sure that it is safe for heavy vehicles to use the road again. The data also helps to work systematically. For example, it can be used to plan schedules for routing fitness measurements and paving and road repairs. The data is also helpful in frost damage surveys. This paper examines the frost penetration based on real-time in-situ monitoring. The study includes the construction of the in-situ monitoring network and calculational analysis of the frost penetration and thaw. The research presents results for frost penetration cycles in different parts of Finland and also presents the change of the cyclic patterns.
Quick-clay landslide mitigation using potassium-chloride wells: Installation procedures and effects
Authors: Helle T E , Kvennås M , Kirkevollen O V , Hamel B , Bache B K F , Strand S A , Svanø G , Gylland A , Haugen E , Wiig T , Horn A 
Published: April 2021

Abstract
Mitigation actions related to quick-clay slopes often induce undesirable changes to the terrain that may have negative impact on developed areas and local biodiversity. Soil improvement may prevent this. Lime-cement piling causes temporarily reduced slope stability and substantial climate-gas emissions. Less climate-gas emissions are associated to the production of potassium chloride (KCl). KCl improves the post-failure properties of quick clay so it renders not quick and may serve as an alternative to current landslide-mitigation. The mechanisms in this chemical process is well documented, but there exist no installation procedures for KCl wells, nor knowledge on cost/benefit or climate-gas emissions. This paper presents two installation procedures of KCl wells, and studies showing that the climate-gas emissions are far less than installing lime-cement piles. Further development of cost-effective installation procedures is needed to justify application of KCl wells in quick-clay areas.
Influence factors for using hydraulic binders for soil stabilisation of fine-grained soils in cold environment
Authors: Rothhämel Mirja , Al-Jabban Wathiq Jasim , Laue Jan 
Published: April 2021

Abstract
The stabilization of soft soils with hydraulic binder is a common technique all over the world. By means of stabilization the engineering properties of fine-grained soils can be improved, where settlements or stability problems have to be handled. Lime and cement are usual binders. The use of industrial by-products as binders has been investigated and some are already established on the market in combination with cement, as e.g. fly ash or slag. Nowadays the reduction of CO2
is in focus, leading to a search for more by-products from the industry that are suitable to use as hydraulic binder. One of these is cement kiln dust (CKD) that is started to be used commercially as a binder in combination with cement.
Fine-grained soils are often frost susceptible i. e. they show frost heave and/or thaw weakening. These typical problems are handled by improvement with hydraulic binder in countries with moderate climate [33]. In countries with cold climate, near surface soil stabilization with hydraulic binder is less used. One reason for this reduced usage are uncertainties about the influence of low temperature on the expected stabilizing effects of the hydraulic binder. Previous research has shown that the strength of the stabilized material is decreased by frost impact, when compared to without frost. New research results have shown a recovering of the strength after a reduction due to frost [1; 2].
In the present contribution, a multiple linear regression analysis is presented for identifying significant influencing factors for soil stabilization of fine-grained subgrade with hydraulic binders in cold environment. The regression analysis is based on the results from three earlier published laboratory studies [3-5], where the unconfined compressive strength (UCS) was used as a measure of strength. The laboratory studies involved different soil types, different binders (mainly by-products), and varying binder contents.
The results from the laboratory studies show that the strength increases during curing in cold environment. After twelve freeze-thaw-cycles the strength is reduced for several samples, compared to without freeze-thaw-cycles, but it is higher than without stabilization. A recovering of strength after a subsequent curing time after the freeze-thaw-cycles is visible in some cases for the stabilized samples. The multiple linear regression analysis presented here shows the influence of the binder content, as well as the freeze-thaw-cycles and the curing time, on the strength.
Experience from short-and long-term performance of deep excavations in soft sensitive clays
Authors: Tornborg Johannes , Karlsson Mats , Kullingsjö Anders , Karstunen Minna 
Published: April 2021

Abstract
Design of excavations and permanent underground structures requires accurate predictions of e.g. deformations and earth pressures for both the short-and long-term. As excavation depths increase and/or the proximity to adjacent infrastructure decreases, there is a need to improve and develop existing design methods and validate numerical models. The first part of this paper revisits the measurement data from a previous excavation, the Göta Tunnel in Gothenburg, Sweden, in order to benchmark a contemporary constitutive soil model, called Creep-SCLAY1S. This study looks into time series including e.g. final dewatering of the excavation, followed by the development of pore water pressures, earth pressures and deformations over time (until 2 years after excavation). The model predictions are in general in good agreement with the measurement data up to final dewatering. However, installation effects due to drilling are believed to have caused continued deformations which are difficult to capture in the numerical model. Part two of the paper presents details of a recently instrumented excavation in soft clay in Central Gothenburg. The measurement data comprises e.g. pore water pressures, deformations as well as vertical and horizontal earth pressures at three locations under the permanent structure. Continued long-term measurements are planned and the existing and future data are believed to provide valuable insights on the development of the stress state and earth pressures under permanent structures in soft clay.
Developments in the field of removable anchors
Authors: Rebhan M. J. , Marte R. , Tschuchnigg F. , Eder A. S. , Fuschelberger H. , Meyerhans B. 
Published: April 2021

Abstract
The design of inner-city building pits is a challenging task in geotechnical engineering. Due to rising property prices and the limited vacant plots in urban areas, the installation of building pit support measures is often constrained. Besides rigid systems, struts or anchors are often used to support such building pits. On the one hand, this support is required to come up with an economical design and on the other hand, it is necessary to keep the deformations of adjacent structures within certain limits. In this paper a new approach for the design and the (de-)installation process of removeable anchors is presented. By using a non-explosive cracking agent, a fully removeable anchor has been developed. Laboratory test results have shown, that by filling a pre-installed injection tube with the non-explosive cracking agent, a partial destruction of the grout body and consequently a reduction of the bond along the cement body and the steel tendon can be achieved. As a result, an extraction of the steel tendon is possible.
Back-calculation of pillar foundation for Skjeggestad Bridge
Authors: Bendzovski R , Hetland R , Chen Y , Giese S , Åkershult A Rosenquist af , Lacasse S , Johansen T , Aabøe R , Degago S A 
Published: April 2021

Abstract
In 2015, a landslide incapacitated the expressway E18 in southern Norway because one of the large foundation pillars of the southern lane of Skjeggestad Bridge near Mofjellbekken failed. This accident immobilised throughway traffic between Oslo and southern Norway for 17 months until the bridge became fully operational again. This paper focuses on the adjacent bridge pillar of the northern lane which experienced substantial displacements during the landslide. The paper presents the back-calculated reserve capacity of the pile foundation immediately after the landslide occurred. This was essential to establish the impact of the slide on the foundation capacity and evaluate the safety of the northern lane for traffic. The paper is a companion of the paper presenting the two-and three-dimensional analyses of the landslide that occurred in Mofjellbekken. The software Trimble NovaPoint Geosuite was used for an integrated design approach examining the soil layering, selecting the soil parameters and doing capacity calculations on the pile foundation (and calculating the stability analyses in the companion paper). The soil parameters were selected based on a statistical analysis of the key parameters and for cases with insufficient information correlations on similar soils are used. Two modelling approached were investigated to simulate the slide impact on the piles. The sensitivity of the lateral performance of the piles to soil stiffness was investigated based on recommendations from different guidelines. The implication of these analyses on pile cross-sectional utilization is discussed.
Recycling of concrete from demolished bridges and other engineered structures
Authors: Dettenborn T , Harju I , Forsman J , Lehtonen K , Ahlqvist E , Kurki T 
Published: April 2021

Abstract
The Environmental Policy (2014) of the Finnish Transport Agency (now the Finnish Transport Infrastructure Agency) identifies reducing the volume of waste and conserving renewable and non-renewable natural resources as one of the Agency’s environmental goals. The Agency has decided to pursue this goal by various means, including promoting the use of recycled materials, revising legislation and permit and notification procedures, and improving its purchasing practices and guidance. At the beginning of 2018, the Finnish Transport Agency was responsible for 15013 road bridges and 2516 railway bridges. Two thirds of the road bridges are made of concrete, and their total area accounts for approximately 80% of the total area of all road bridges in Finland. The Finnish Transport Agency currently has limited official guidance and few other established procedures for sorting and recycling concrete waste generated from the demolition of engineered structures in connection with road and rail projects. According to circular economy principles, demolition waste should be reused in a manner that adds the most value to the project and is utilized as close to its source as possible. Concrete waste from demolitions often ends up in secondary use such as embankment fills or noise barriers, which is not, from the perspective of the environment or the economy, the most optimal way to use the material. Concrete waste crushed down to the correct size, the resulting crushed pieces make a high-quality construction material. High quality crushed concrete can be used in accordance with the registration procedure set out in the Government Decree on the Recovery of Certain Wastes in Earth Construction or, if the project and/or the material do not satisfy the requirements of the Government Decree, in accordance with the environmental permit procedure. Bridge demolition concrete waste should ideally be treated and processed to add as much value to projects as possible. Pulverisation is relatively expensive and the end product has a relatively low value, which is why, in practice, it almost always makes sense to reduce concrete waste down to, for example, a size that satisfies the quality requirements for the sub-base set out in the Government Decree on the Recovery of Certain Wastes in Earth Construction in a crushing plant or using a crusher bucket.
Anchoring of a retaining structure with glass fibre strand anchors
Authors: Iversen K M , Christensen S J , Møller O 
Published: April 2021

Abstract
In Copenhagen, Denmark, a large construction pit has been designed to facilitate the excavation for the basement of a new district in the city called “Postgrunden”. The retaining wall is constructed by sheet piles installed into the Copenhagen Limestone with the use of pre-drilling and with ground anchors in two levels. The construction pit as well as the anchors are temporary, however, both parts are left in the ground after construction of the basement has been concluded. Most of the anchors were constructed as normal steel strand anchors, however, at one location glass fibre anchors were found to be the best solution due to restrictions concerning installation under third party property. Therefore 82 ground anchors with glass fibre strands were installed. These anchors were the first of their type used in production in Denmark. However, in Denmark there is no Eurocode or National Annex on composite materials at the time of the design and therefore the designers had no direct standard to design by. The design of the glass fibre anchors was therefore based on the index of safety method from Eurocode 0 along with a set of fracture tests made in a laboratory. The tests were used for a statistical analysis that along with a required index of safety gave the characteristic ultimate resistance of the strands and the elastic modulus. During installation the contractor had to consider the different material behaviour of the glass fibre strands compared to the traditional steel strands, e.g. the brittle shear tolerance, that dictates the assembly of the glass fibre strands to steel strand couplers to allow for testing and prestressing of the anchors. Further, the glass fibre anchors are not as heavy and stiff as the traditional steel anchors, which added an extra challenge during installation below the ground water table. Anchor testing was performed using traditional anchor testing equipment. The hollow plunger jacks were chosen in respect to the long piston stroke required for the extra elongation of glass fibre strands due to a low modulus of elasticity. All anchors were tested with either suitability or acceptance test to a factor of 1.43 or 1.30 above the design load, respectively.
The needs and availability analysis of irrigation water of Way Wayah Irrigation Area
Authors: Kusumastuti D I , Jokowinarno D , Putri R , Khadijah L 
Published: April 2021

Abstract
Optimization of agricultural land is an effort to mprove and increase land support capacity, in such a way become more productive farmland. The Local Government of Pringsewu Regency planned to develop irrigation network by utilizing Way Wayah river. This study aims to design irrigation area in Way Wayah and to analyse water availability of Way Wayah river and water need of the planned irrigation area. Irrigation network design includes analysis of determining the location of the weir, so that it can be estimated the area of designed paddy field, the catchment area as well as the availability of water resources. Analysis includes spatial analysis using Geographical Information System, hydrologic analysis for water availability and Penman method for irrigation water need. The results show that (1) the planned weir will be located in Giri Tunggal with catchment area of 7,238.9 ha, the area of total paddy rice fields (existing and planned paddy rice fields) is 960.46 ha; (2) The need for water are 6196.88 m3 ha-1 season-1 and 6556.96 m3 ha-1 season-1 for planting seasons 1 and 2 respectively. Water availability is sufficient during preparation and planting periods