Investigation of expansive soils in Obhor Sabkha,Jeddah-Saudi Arabia

Expansion or swelling of soil is a worldwide geotechnical problem that occurs in arid and semiarid regions where sabkha soils may occur as well. Expansive soil is dominated by the presence of active clay minerals. The expansive and sabkha soils are characterized by a large seasonal variation in soil moisture content leading to a large change in the volume and the consistency of the soil and, thus, causing serious damages to buildings and infrastructure. Although sabkha soil covers large and strategically important areas along the Red Sea and Arabian Gulf coasts in Saudi Arabia, no one paid proper attention to the type of clay minerals in those soils or to their expansion potential, which is a crucial step prior to any construction. The geotechnical properties, active clay mineral types, and the degree expansion potential of soils were investigated in Obhor area at the north of Jeddah City. Twenty disturbed soil samples were collected at depths of 80 and 120 cm. Three different types of soils are identified: clayey soil with high plasticity, clayey soil with low plasticity, and poorly graded silty to clayey sand soil. Furthermore, active clay minerals were identified with a significant proportion of montmorillonite (14.24 %), illite (24.65 %), kaolinite (28.78 %), and chlorite (32.34 %). The results indicated that a considerable part of the study area has high expansion potential, but most parts of Obhor area have low to none potential of soil expansiveness.     

阵列式位移计测试技术在土-结构体系振动台模型试验中的应用

阵列式位移计（SAA）是一种基于微电子机械系统测试原理的测试加速度和位移的传感器,该方法具有精度高、可重复利用、自动实时采集等特点。介绍了SAA测试技术首次在成层土中桩基与复合桩基大型振动台模型试验中的应用,研究了桩基、复合地基及模型地基土体系的地震位移响应。试验结果表明：SAA可全面、直观地测试桩体及土体在地震动荷载下的加速度以及变形反应规律;测试数据发现小震作用下,地基土与桩身位移协调;随地震作用加大,地基土与桩身位移差异增大;地基土中软土夹层的存在对地基土的水平位移影响较大。     

黏性土体干缩变形分布式光纤监测试验研究

土体变形监测是岩土工程监测中的一项重要工作,具有规模大、工程环境差异性大、实时动态监测等特点,因此,常规的一些点式监测手段已不能满足要求。布里渊散射光时域反射测量技术（BOTDR）是一项新型光电传感监测技术,它利用布里渊散射光的光谱和光时域测量技术,可对沿光纤的轴向应变进行分布式监测。应用这一技术对土体干缩变形进行了监测,并对土体干缩变形规律进行了分析,验证了该技术应用于土体变形监测中的可行性。     

A method for assessing and managing landslide residual hazard in urban areas

On February 14, 2010, a large landslide affected the urban centre of San Fratello town (Sicily Island, Southern Italy), causing severe damage to buildings, roadways, and infrastructure, as well as about 2000 evacuees. This large complex landslide, covering more than 1 km² in extension, represents one of the major phenomena that ever occurred in Sicily. In order to manage the landslide risk, the civil protection system was activated as part of the initial response to the emergency (the “emergency phase”). This involved the Civil Protection Departments both at national (DPC) and regional (DRPC) levels, as well as scientific institutions (namely “Competence centres”, CdCs), local administration personnel, and technicians. On March 8, 2010, during the post-event recovery phase, a ground-based synthetic aperture radar (GB-InSAR) system was installed in order to monitor the ground surface deformation, assess the landslide residual risk, and analyse its displacement trend. Accurate field surveys and building inspections were also performed for a validation of the GB-InSAR data, in order to map the ground deformation, plan building evacuation-demolishment, as well as check the efficiency of the landslide mitigation works. This paper describes the outcomes of the 57 month monitoring campaign (March 2010–December 2014), reporting the use of GB-InSAR data for near real-time monitoring, mapping, and post-emergency/recovery management activities. The final aim was to provide the civil protection personnel with a reliable, rapid, and easy communication system of the monitoring results, designed to an enhance understanding of the landslide phenomena, and to support the decision-making process.     

光纤光栅锚杆传感在隧道应变监测中的技术研究

针对隧道施工和运行长期监测的需要和当前的岩土监测所用电磁传感器的不足,基于分析了光纤布拉格光栅(FBG)传感监测原理和实现方法,在直径为22 mm的普通螺纹钢上设计和制作了隧道应力应变监测用的FBG锚杆传感器,并分析FBG探测锚杆轴向应变的原理。通过试验室和公路隧道现场对已制作的FBG锚杆进行动态测试与应用,效果良好,并突出了FBG锚杆传感灵敏度高、稳定性好、测量范围大、结构简单和能在野外岩土结构工程进行长期有效监测等优点。     

Real-time assessment framework of spatial liquefaction hazard in port areas considering site-specific seismic response

This paper proposes a systematic framework for real-time assessment of spatial liquefaction hazard of port areas considering local seismic response characteristics based on a geographic information system (GIS) platform. The framework is integrated and embedded with sequential, interrelated subprocedures and a database for liquefaction-induced damage evaluation that standardizes and both individually and collectively quantifies analytical results. To integrate the current in situ condition of a selected port area, the framework functions as a spatial database system for geotechnical and structural data and as a recipient of automatic transmission of seismic monitoring data. The geotechnical profile correlated with liquefaction potential is compiled into a geotechnical spatial grid built by geostatistical methods. Linked with the geotechnical spatial grid, the processing of site-specific responses is automatically interpreted from previously derived correlations between rock acceleration and maximum acceleration of each soil layer. As a result, the liquefaction severity is determined based on a combined geotechnical spatial grid with seismic load correlation in real-time according to a simplified procedure, allowing calculation of the liquefaction potential index (LPI). To demonstrate practical applications of the framework in estimating the liquefaction hazard in real-time, liquefaction-hazard maps were visualized for two earthquake scenarios, verifying the applicability of the proposed framework.     

基于LoRa WAN的大坝和岩土工程安全监测系统

针对传统的大坝和岩土工程安全监测系统中传感器布置比较分散时电缆需求多和施工成本高、施工期主要采用读数仪人工读数等问题,提出了一种基于LoRaWAN的大坝和岩土工程安全监测的无线通信系统的解决方案,主要包括云终端、网关和云平台.系统已应用于包括国家某大型建设工程在内的10多个工程的安全监测,取得了良好的应用效果.特别是为...     

Laboratory simulation to understand translational soil slides and establish movement criteria using wireless IMU sensors

Landslide monitoring and warning using inertial measurement units (IMUs) has shown the potential for remote and real-time applications. However, the studies conducted using the IMU sensors are limited to rainfall-induced landslide detection using soil moisture sensors and accelerometers for predicting slide and measuring tilt, respectively. The tilting of the slope might not occur during a slow-moving translational slide, and it may not always be possible to accurately record the soil moisture condition. The use of raw acceleration data, which is the combination of linear and gravitational accelerations, for calculating tilt or motion is another drawback of the existing studies. Hence, there is a need for a better approach to monitor slides. This paper presents two methods to define movement thresholds and criteria to identify the translational soil slides based on our understanding of the sensor data recorded during the two laboratory experiments. BNO055 sensor devices (IMU sensors) with 3-axis accelerometers and 3-axis gyroscopes were selected for this study. The linear accelerations, gravitational accelerations, and angular velocities were utilized to understand the translational soil slides by correlating the sensor behavior to that of the slope. The interpretation of the movements during the failure at each sensor location was further verified by referring to the videos recorded by two pi-cameras. The outcomes of this study confirm the applicability of the proposed IMU sensor system and the movement thresholds for effective and reliable monitoring and warning of translational soil slides.     

Erosion Rate Prediction Model for Levee-Floodwall Overtopping Applications in Fine-Grained Soils

Characterizing soil erosion and predicting levee erosion rates for various levee soils and storm conditions during floodwall overtopping events is necessary in designing levee-floodwall systems. In this study, a series of laboratory scaled levee-floodwall erosion tests were conducted to determine erosion characteristics of fine grained soils subject to overtopping from different floodwall heights with variable flow-rates. A decreasing rate of erosion was observed as a pool of water was generated in the created scour hole at the crest of the levee model. The erosion rates were also assessed using jet erosion test (JET) and erosion function apparatus (EFA) tests. The results of levee-floodwall overtopping along with soil geotechnical characteristics such as plasticity index, compaction level, and saturation level of the levee soils as well as hydraulic parameters such as water overtopping velocity were used to develop a levee-floodwall erosion rate prediction model. Then, the results of JET and EFA were integrated to develop another prediction model for levee-floodwall erosion rate estimation. Consequently, the prediction models were evaluated by conducting additional tests and comparing the prediction results with the actual measured erosion rates.     

Field Measurement of P- and S-Wave Velocities for Wyoming Trona Deposit

A detailed field investigation of P- and S-wave velocities was carried out for the Wyoming trona deposit. The velocity measurement was performed at two field sites and included 11 transmission surveys. A total of 97 independent ray paths were generated from these surveys and utilized for the velocity calculation. The test sites consisted of two large pillars. The average travel distance of the signals utilized for the survey was 100 m. A high resolution data acquisition system was used with the sampling rate set at 50 kHz. The sensors were high sensitive accelerometers, with a flat response range of 50–5,000 Hz. These sensors were installed in the boreholes to avoid the attenuation problem caused by the fractured pillar surface. A special sensor installation technique was employed for reliable sensor installation in boreholes which could be oriented in any directions. The signals acquired from the transmission surveys were of very high quality. The frequencies of these signals were very high, ranged from 2,500 to 5,000 Hz, with 5,000 Hz being most typical. The P- and S-waves were well defined and separated. The timing error was estimated within 0.05 ms. The velocities calculated for all 97 survey lines were very consistent. The average P- and S-wave velocities were 5,108 and 2,640 m/s, respectively. The mean standard deviations were small, only 2.4 and 1.9 % for the P- and S-wave velocities. The 95 % two-sided confidence interval for the true P-wave velocity was 5,108 ± 24 m/s and for the S-wave velocity was 2,640 ± 10 m/s. With the consideration of the test conditions associated with this investigation, including multiple test sites, large pillars, excellent signal quality, a very large database, and extremely consistent results, we believe that the P- and S-wave velocities determined from this investigation are accurate, reliable and representative for the Wyoming trona deposit.     

Measurement of advective soil gas flux: results of field and laboratory experiments with CO2

A multi-channel, steady-state flow-through (SSFT), soil-CO₂ flux monitoring system was modified to include a larger-diameter vent tube and an array of inexpensive pyroelectric non-dispersive infrared detectors for full-range (0–100 %) coverage of CO₂ concentrations without dilution. Field testing of this system was then conducted from late July to mid-September 2010 at the Zero Emissions Research and Technology project site located in Bozeman, Montana, USA. Subsequently, laboratory testing was conducted at the Pacific Northwest National Laboratory in Richland, WA, USA using a flux bucket filled with dry sand. In the field, an array of 25 SSFT and 3 non-steady-state (NSS) flux chambers was installed in a 10 × 4 m area, the long boundary of which was directly above a shallow (2-m depth) horizontal injection well located 0.5 m below the water table. Two additional chambers (one SSFT and one NSS) were installed 10 m from the well for background measurements. Volumetric soil moisture sensors were installed at each SSFT chamber to measure mean moisture levels in the top 0.15 m of soil. A total flux of 52 kg CO₂ day^?1 was injected into the well for 27 days and the efflux from the soil was monitored by the chambers before, during, and for 27 days after the injection. Overall, the results were consistent with those from previous years, showing a radial efflux pattern centered on a known “hot spot”, rapid responses to changes in injection rate and wind power, evidence for movement of the CO₂ plume during the injection, and nominal flux levels from the SSFT chambers that were up to sevenfold higher than those measured by adjacent NSS chambers. Soil moisture levels varied during the experiment from moderate to near saturation with the highest levels occurring consistently at the hot spot. The effects of wind on measured flux were complex and decreased as soil moisture content increased. In the laboratory, flux-bucket testing with the SSFT chamber showed large measured-flux enhancement due to the Venturi effect on the chamber vent, but an overall decrease in measured flux when wind also reached the sand surface. Flux-bucket tests at a high flux (comparable to that at the hot spot) also showed that the measured flux levels increase linearly with the chamber-flushing rate until the actual level is reached. At the SSFT chamber-flushing rate used in the field experiment, the measured flux in the laboratory was only about a third of the actual flux. The ratio of measured to actual flux increased logarithmically as flux decreased, and reached parity at low levels typical of diffusive-flux systems. Taken together, the results suggest that values for advective CO₂ flux measured by SSFT and NSS chamber systems are likely to be significantly lower than the actual values due to back pressure developed in the chamber that diverts flux from entering the chamber. Chamber designs that counteract the back pressure and also avoid large Venturi effects associated with vent tubes, such as the SSFT with a narrow vent tube operated at a high chamber-flushing rate, are likely to yield flux measurements closer to the true values.     

Cyclic and seismic response of single piles in improved and unimproved soft clays

Presented in this paper are results of two centrifuge tests on single piles installed in unimproved and improved soft clay (a total of 14 piles), with the relative pile–soil stiffness values varying nearly two orders of magnitude, and subjected to cyclic lateral loading and seismic loading. This research was motivated by the need for better understanding of lateral load behavior of piles in soft clays that are improved using cement deep soil mixing (CDSM). Cyclic test results showed that improving the ground around a pile foundation using CDSM is an effective way to improve the lateral load behavior of that foundation. Depending on the extent of ground improvement, elastic lateral stiffness and ultimate resistance of a pile foundation in improved soil increased by 2–8 times and 4–5 times, respectively, from those of a pile in the unimproved soil. While maximum bending moments and shear forces within piles in unimproved soil occurred at larger depths, those in improved soil occurred at much shallower depths and within the improved zone. The seismic tests revealed that, in general, ground improvement around a pile is an effective method to reduce accelerations and dynamic lateral displacements during earthquakes, provided that the ground is improved at least to a size of 13D × 13D × 9D (length × width × depth), where D is the outside diameter of the pile, for the pile–soil systems tested in this study. The smallest ground improvement used in these tests (9D × 9D × 6D), however, proved ineffective in improving the seismic behavior of the piles. The ground improvement around a pile reduces the fundamental period of the pile–soil system, and therefore, the improved system may produce larger pile top accelerations and/or displacements than the unimproved system depending on the frequency content of the earthquake motion.     

Mitigation of levee failures using deep mixed columns and geosynthetics

Stability of levees is critical to the safety of human and structures, especially at high water levels. Levees may fail due to the existence of soft soil foundations or seepage of water through the levees or rapid drawdown. Deep mixing technology has been considered one of the good alternatives to solve foundation and seepage problems while geosynthetics can be used to stabilize slopes during rapid drawdown. Studies have shown that deep mixed columns and geosynthetics can increase the stability of highway embankments over soft soils. In those studies, however, no ponding water exists on either side of the embankment, which is not the case for levees. Experimental studies have shown that deep mixed columns under a combination of vertical and horizontal force could fail due to shear or tension/bending or rotation. A finite difference method, incorporated in the FLAC (Fast Lagrangian Analysis of Continua) Slope software, and a limit equilibrium method (specifically Bishop's method), incorporated in the ReSSA software, were adopted in this study to investigate the stability of the levee with ponding water or under rapid drawdown. In this study, deep mixed columns were installed in continuous wall patterns, which were modeled as 2D deep mixed walls. Geosynthetic layers were modeled using cable elements with grout properties between geosynthetic and soil in the numerical analysis. Mohr-Coulomb failure criteria were used for the levee, the soft soil, and the deep mixed walls. The stability of a levee at different stages (end of construction, average service condition, high water surge, and rapid drawdown from the service condition and the highest water level condition) was examined. The study clearly demonstrated that the deep mixed walls can enhance the stability of the levee by providing shear/moment resistance and hindering seepage through the levee and geosynthetics can enhance the riverside slope stability of the levee by providing tensile resistance to the soil.     

Performance of fine-grained soil treated with industrial wastewater sludge

This paper is likely one of the very recent researches based on an experimental study, which aims to investigate some geotechnical performances of fine-grained soil treated with industrial wastewater sludge. The experimental program conducts the standard compaction, direct shear, California bearing ratio (CBR), and unconfined compressive strength (UCS) tests. The sludge proportions in samples of the soil + sludge mixtures are 0, 5, 10, 20, 30, 40, 50, 60, 70, and 80 % by dry weight of the mixture. The results indicate that the internal friction angle of untreated soil is significantly enhanced at most of the sludge dosages (p < 0.05). The CBR values offer that the soil quality can be improved to “good” rating quality to use “base” layers in stabilizations up to the 50 % sludge dosage. The contribution is also obtained by the UCS values that increase with the sludge addition. Moreover, the stress–strain responses promise to develop the ductility behavior due to the sludge inclusion. Consequently, the soil mixtures treated with the sludge have exhibited satisfactory geotechnical characteristics. Thus, this study suggests that the industrial wastewater sludge can be potentially employed for improvement of fine-grained soil in the stabilizations. The proposed soil stabilization with locally available industrial wastewater sludge can also provide recycling and sustainability to the environment.     

Hydrogeological framework and its implication on water level rise in Eastern ArRiyadh, Saudi Arabia

Excessive water usage together with limited capacity of local hydrogeological environment to dispose excess water or waste water has emerged as a problem of water level rise in many parts of ArRiyadh, the capital city of Saudi Arabia. In the past, groundwater rise to shallow horizons has caused considerable impact on public health, environment and infrastructure. In order to reduce and maintain groundwater to safe level, ArRiyadh Development Authority has constructed a gravity drainage system in the affected areas. During the initiation of the gravity drain project, water level in eastern ArRiyadh was >15 m; therefore, the area was not included in the project but was subjected to regular groundwater monitoring. During the recent decade, eastern ArRiyadh has witnessed quick water level rise, with an average rate of 0.55 m/year. This water level rising trend seems persistent with time which may impart serious damage to the environment and infrastructure. The study shows that the presence of thick clays within eastern alluvium retards hydrodynamic connectivity and inhibits vertical groundwater movement.     

基于碳纤维加热光缆的砂性土渗流场C-DTS分布式监测试验研究

岩土体中渗流场的监测是岩土工程防灾减灾中一项必不可少的基础工作。在总结已有监测方法优缺点的基础上,提出了渗流场碳纤维加热光缆的分布式温度光纤感测技术（简称C-DTS）;介绍了该方法的监测原理;提出了温度特征值（ ）的概念;设计了砂性土渗流模拟装置,并对砂性土中不同渗流速率下的渗流场进行了室内试验。通过试验确定了 与渗流速率（V）之间存在线性关系;证明了碳纤维加热光缆能够有效地提高DTS监测的敏感性,可实现渗流速率的分布式监测。对该方法应用于工程实践还需要开展的研究工作进行了分析。     

Flood hazard and risk assessment in Russia

The occurrence of rockfall incidents on the transportation network may cause injuries, and even casualties, as well as severe damage to infrastructure such as dwellings, railways, road corridors, etc. Passive protective measures (i.e., rockfall barriers, wire nets, etc.) are mainly deployed by operators of ground transport networks to minimize the impact of detrimental effects on these networks. In conjunction with these passive measures, active rockfall monitoring should ideally include the magnitude of each rockfall, its initial and final position, and the triggering mechanism that might have caused its detachment from the slope. In this work, the operational principle of a low-cost rockfall monitoring and alerting system is being presented. The system integrates measurements from a multi-channel seismograph and commercial cameras as the primary equipment for event detection. A series of algorithms analyze these measurements independently in order to reduce alarms originated by surrounding noise and sources other than rockfall events. The detection methodology employs two different sets of algorithms: Time–frequency analyses of the rockfall event’s seismic signature are performed using moving window pattern recognition algorithms, whereas image processing techniques are utilized to deliver object detection and localization. Training and validation of the proposed approach was performed through field tests that involved manually induced rockfall events and recording of sources (i.e., passing car, walking people) that may cause a false alarm. These validation tests revealed that the seismic monitoring algorithms produce a 4.17 % false alarm rate with an accuracy of 93 %. Finally, the results of a 34-day operational monitoring period are presented and the ability of the imaging system to identify and exclude false alarms is discussed. The entire processing cycle is 10–15 s. Thus, it can be considered as a near real-time system for early warning of rockfall events.     

Importance of Biogeomorphic and Spatial Properties in Assessing a Tidal Salt Marsh Vulnerability to Sea-level Rise

We evaluated the biogeomorphic processes of a large (309 ha) tidal salt marsh and examined factors that influence its ability to keep pace with relative sea-level rise (SLR). Detailed elevation data from 1995 and 2008 were compared with digital elevation models (DEMs) to assess marsh surface elevation change during this time. Overall, 37 % (113 ha) of the marsh increased in elevation at a rate that exceeded SLR, whereas 63 % (196 ha) of the area did not keep pace with SLR. Of the total area, 55 % (169 ha) subsided during the study period, but subsidence varied spatially across the marsh surface. To determine which biogeomorphic and spatial factors contributed to measured elevation change, we collected soil cores and determined percent and origin of organic matter (OM), particle size, bulk density (BD), and distance to nearest bay edge, levee, and channel. We then used Akaike Information Criterion (AICc) model selection to assess those variables most important to determine measured elevation change. Soil stable isotope compositions were evaluated to assess the source of the OM. The samples had limited percent OM by weight (<5.5 %), with mean bulk densities of 0.58 g cm^-3, indicating that the soils had high mineral content with a relatively low proportion of pore space. The most parsimonious model with the highest AICc weight (0.53) included distance from bay's edge (i.e., lower intertidal) and distance from levee (i.e., upper intertidal). Close proximity to sediment source was the greatest factor in determining whether an area increased in elevation, whereas areas near landward levees experienced subsidence. Our study indicated that the ability of a marsh to keep pace with SLR varied across the surface, and assessing changes in elevation over time provides an alternative method to long-term accretion monitoring. SLR models that do not consider spatial variability of biogeomorphic and accretion processes may not correctly forecast marsh drowning rates, which may be especially true in modified and urbanized estuaries. In light of SLR, improving our understanding of elevation change in these dynamic marsh systems will play a crucial role in forecasting potential impacts to their sustainability and the survival of these ecosystems.     

Initiation and Displacement Analysis of Cohesive Soil Slopes by Discrete Element Modelling

Kinematic and static analysis of geotechnical problems using the DEM has been widely accepted in the research arena for many years; however, its routine use in geotechnical practice for slope stability analysis still remains limited. This study focuses on the behavior of cohesive soil slopes undergoing failure initiation and succedent run-out. The numerical simulations of a supposititious slope composed of homogeneous cohesive soil were conducted using the DEM. The cohesive soil was simulated using contact-bonded graded aggregates of diameters ranging from 80 to 160 mm. This study investigated the microcrack-growth, particle displacements, particle movement and porosity changes within the slope fill. The simulation results showed that the failure mechanism is a rotational one at the failure initiation stage and gradually transfer to a slide/flow mode as progressive failure occurs. The porosity of deposit mass increased remarkably as result of dilation and block void. The run-out behavior of failure mass is not very sensitive with the viscous damping constant.