Madhya Pradesh

The eastern U.S. Appalachian region supports the world’s most extensive temperate forests, but surface mining for coal has caused forest loss. New reclamation methods are being employed with the intent of restoring native forest on Appalachian mined lands. Mine soil construction is essential to the reforestation process. Here, we review scientific literature concerning selection of mining materials for mine soil construction where forest ecosystem restoration is the reclamation goal. Successful establishment and productive growth of native Appalachian trees has been documented on mine soils with coarse fragment contents as great as 60% but with low soluble salt levels and slightly to moderately acidic pHs, properties characteristic of the region’s native soils. Native tree productivity on some Appalachian mined lands where weathered rock spoils were used to reconstruct soils was found comparable to productivity on native forest sites. Weathered rock spoils, however, are lower in bioavailable N and P than native Appalachian soils and they lack live seed banks which native soils contain. The body of scientific research suggests use of salvaged native soils for mine soil construction when forest ecosystem restoration is the reclamation goal, and that weathered rock spoils are generally superior to unweathered rock spoils when constructing mine soils for this purpose.

Various types of rocks found in Goa include the lateritic rock, basalts and gneiss. But the major portion of Goa is covered by lateritic soils and lateritic rocks, which are of rusty-red coloration due to high content of iron oxide. In the Southern and Eastern part of Goa, lateritic highlands are observed; lateritic lowlands and plateaus are observed in the Western and Southern parts of Goa. The laterite rock found at several sites is porous and concretionary in structure and is treated as a soft rock. In the present study, few lateritic rock sites in Goa are selected and their profiles and geotechnical properties are presented. The rock profiles indicate change in the colour, the mineral content, strength properties, water absorption and the safe bearing capacity along the depth and at various locations. The lateritic soil sites are mapped, and their change in the profile, mineral content, safe bearing capacity, unconfined compressive strength (UCS) and other geotechnical properties is observed at different site locations is presented. Also, the core recovery and rock quality designation (RQD) values are presented for classification of rock. This information on variation of various geotechnical properties with depth and at various locations in Goa provides the useful inputs for the engineers for designing various types of foundations resting on the rocks.KeywordsLateritic RockRQDCore recoveryUnconfined compressive strength

Essential oils, widely used in society, emit numerous volatile organic compounds (VOCs). Some of these VOCs are considered as potentially hazardous under federal regulations. However, essential oils are exempt from disclosure of their ingredients on their label. Thus, the public may lack information on emissions and potential hazards from essential oils. This study examined VOCs emitted from a range of commercial essential oils, including tea tree oils, lavender oils, eucalyptus oils, and other individual oils and mixtures of oils. Using headspace gas chromatography/mass spectrometry (GC/MS), the study analyzed 24 commercial essential oils, including 12 with claims of being “natural” or related terms, such as organic, 100% pure, or plant-based. Results identified 595 VOCs emitted from the 24 essential oils, representing 188 different VOCs. The most common VOCs emitted were alpha-pinene, limonene, acetone, linalool, alpha-phellandrene, beta-myrcene, and camphene. Among the 589 VOCs identified, 124 VOCs, representing 33 different VOCs, are classified as potentially hazardous. All natural and regular essential oils emitted one or more potentially hazardous VOCs, such as acetaldehyde, acetone, and ethanol. Toluene was also found in 50% of essential oils. Moreover, for the prevalent VOCs classified as potentially hazardous, no significant difference was found between regular and natural essential oils. This study provides insights and information about emissions of commercial essential oils that can be useful for public awareness and risk reduction.

This paper describes the Index and compression properties of Rio de Janeiro sedimentary clays properties and behaviour of ten deposits of soft to medium clays, situated in industrialized and residential areas of Rio de Janeiro City and Rio de Janeiro State. The data reported in this paper is a summary of the geotechnical properties obtained from laboratory and in situ tests carried out under well-defined contour and drainage conditions. The deposits are described in terms of its index properties, stress history, compressibility, consolidation and strength properties.

The main objective of the present study is to measure the soil properties of the study area, Sulaimani City (35° 33′ 26″ N 45° 26′ 08″ E) and their spatial variability. A combination of conventional analytical methods and geostatistical methods were used to analyze the data for spatial variability. This study was focused on the correlations between the physical and mechanical properties and geostatistical analysis of the Sulaimani City soils based on the experimental data and the data collected from various research studies. The study was also focused on presenting the Atterberg limits, and the mechanical properties such as undrained shear strength of extruded soils using ArcGIS mapping. A total of 85 boreholes with depth up to 6 m underground were drilled and the physical and mechanical properties of the soils were tested. The index properties, compressibility properties, free swelling, and compressive strength of the soils were investigated and quantified with over 1000 data records collected from the literature. The field-tested data were compared with the data from literature and qualified using Vipulanandan correlation model. Using the mean, standard deviation, and coefficient of variation, the parameters of soils properties such as density (γ), index properties, swelling index, initial void ratio, compression index (Cc) and undrained shear strength (Su) properties were also studied. Undrained shear strength (Su) of Sulaimani City soils varied from 10 to 119 kPa and quantified very well as a function of liquid limit, plasticity index, moisture content and dry density using the experimental data and data collected from the literature. Statistical analyses and ArcGIS zonation maps based on soil type are presented. Thus, these data are speedily available and can be valuable and provide suggestions for engineers and planners.

The 22 February 2011, Mw6.2-6.3 Christchurch earthquake is the most costly earthquake to affect New Zealand, causing 181 fatalities and severely damaging thousands of residential and commercial buildings, and most of the city lifelines and infrastructure. This manuscript presents an overview of observed geotechnical aspects of this earthquake as well as some of the completed and on-going research investigations. A unique aspect, which is particularly emphasized, is the severity and spatial extent of liquefaction occurring in native soils. Overall, both the spatial extent and severity of liquefaction in the city was greater than in the preceding 4th September 2010 Darfield earthquake, including numerous areas that liquefied in both events. Liquefaction and lateral spreading, variable over both large and short spatial scales, affected commercial structures in the Central Business District (CBD) in a variety of ways including: total and differential settlements and tilting; punching settlements of structures with shallow foundations; differential movements of components of complex structures; and interaction of adjacent structures via common foundation soils. Liquefaction was most severe in residential areas located to the east of the CBD as a result of stronger ground shaking due to the proximity to the causative fault, a high water table approximately 1m from the surface, and soils with composition and states of high susceptibility and potential for liquefaction. Total and differential settlements, and lateral movements, due to liquefaction and lateral spreading is estimated to have severely compromised 15,000 residential structures, the majority of which otherwise sustained only minor to moderate damage directly due to inertial loading from ground shaking. Liquefaction also had a profound effect on lifelines and other infrastructure, particularly bridge structures, and underground services. Minor damage was also observed at flood stop banks to the north of the city, which were more severely impacted in the 4th September 2010 Darfield earthquake. Due to the large high-frequency ground motion in the Port hills numerous rock falls and landslides also occurred, resulting in several fatalities and rendering some residential areas uninhabitable.

This paper describes the acquisition, processing, and application of deepwater subbottom profiler data acquired using an AUV survey vehicle and processed as a micro 3-D seismic data volume (AUV3Dm data). AUV3Dm data precisely defines foundation-zone conditions in 3-D space without gaps. The AUV3Dm methodology consists of doing a very detailed 3-D seismic survey (4-m line spacing) over a very small area (for example, 390 × 500 meters) using a high-frequency seismic (sub-bottom profiler, SBP) source (typ. 2 kHz to 12 kHz). The resulting 3-D data volume has a bin spacing of 4 × 0.5 meter, provides near-core-scale vertical resolution to a maximum of 75 to 100 m or so below seafloor, and allows the robust data-analysis functionality inherent in 3-D seismic volumes (arbitrary lines, attribute extractions, time and horizon slices, horizon flattening, etc.). This methodology is being used where a very detailed 3-dimensional characterization of shallow soil strata and geologic features (such as thin, discontinuous sandy zones; fault planes; fluid vents; gassy zones, etc.) is required to help optimize deepwater production structure siting and foundation design. One specific application is providing detailed characterization of proposed anchor-pile sites so that faults and other potential hazards can be avoided when installing the anchors. Further, the ~20-cm vertical resolution of the SBP data facilitates detailed correlation with sediment cores and cone-penetrometer data, thus allowing " calibration?? of the micro 3-D volume with geotechnical properties, and enhancing its use as a tool to predict soil conditions away from geotechnical stations. Use of the AUV3Dm methodology should be considered whenever shallow foundations are required in areas of complex stratigraphy or local geologic hazards. Introduction This paper describes the acquisition, processing, and application of deepwater subbottom profiler data acquired using an AUV survey vehicle and processed as a 3-D seismic data volume (AUV3Dm data). The AUV3Dm acronym is derived from: " Autonomous Underwater Vehicle (sub-bottom profiler) 3-D micro?? methodology/survey/data. The AUV3Dm methodology was first reported on for deepwater oil industry applications in 2005 (Campbell and others, 2005). This paper is an update to the original 2005 paper and reports significant improvements in this still-evolving methodology. We also include a number of data examples and images extracted from a recently acquired AUV3Dm volume to help illustrate the major improvements that have been achieved in data quality, and the resulting benefits provided by AUV3Dm data. An AUV3Dm survey consists of doing a very detailed 3-D seismic survey over a very small area using a high-frequency seismic (sub-bottom profiler, SBP) source operated from an AUV survey platform. For the AUV3Dm example survey described here, the 3-D survey area was about 390 × 500 meters, line spacing was 4 meters, and a 2 to 12 kHz Chirp SBP was the source. The resulting 3-D seismic volume has a bin spacing of 4 × 0.5 meters. Effective penetration below the seafloor was about 40 meters in this case, but penetration of as much as 75 to 100 meters is possible in areas of favorable geology. AUV3Dm data precisely defines foundation-zone conditions in 3-D space without gaps, provides near-outcrop-scale information as a 3-D seismic volume, and gives virtually the same benefits and robust data-analysis functionality inherent in 3-D seismic volumes. Thus, AUV3Dm data provides a much more reliable solution than does the 2-D data acquired during a conventional deepwater site survey that typically results in data gaps of 100 to several hundred meters between survey lines.

Iron sulfides such as pyrite, marcasite, and, most notably as of late, pyrrhotite are known to cause concrete failure. These iron sulfide minerals cause damage either by incorporation into concrete mixes, or by merely being present in the surrounding native soils or fill in which the structural foundation is built. Both processes are highly dependent on oxygen, iron sulfide, and carbonate availability, however the oxidation reaction of iron sulfide minerals is cyclic and will continue once oxygen has been introduced to the system. Countries such as Canada, Japan, Namibia, and Ireland struggled with structural failures due to iron sulfide in the past. Regulations as to the amount of acceptable iron sulfides vary by country and there is no universal standard. For example, Ireland has a maximum allowable sulfate of 0.2% in an acid soluble test, but this test does not measure the amount of pyrite, only the soluble sulfate, which is a byproduct of pyrite oxidation. The European standard EN 12620 requires total sulfur content to be less than 0.1% if pyrrhotite is detected, or 1% if only other iron sulfides are present. Canada and Japan have also determined acceptable amounts of sulfate or total sulfur allowed in concrete. While the US uses the International Building Code thresholds for all soluble sulfates in contact with concrete, a national standard for pyrite or related iron sulfide minerals in building materials, fill, or the native soils has not been created for the United States. Increasingly, iron sulfide minerals have been identified as the causes of concrete degradation in homes and other structures in the northeast US, leading to interest in hazard detection and mitigation. Identification of iron sulfide risk through a combination of visual, geochemical, and geophysical methods is most effective in preempting iron sulfide-based damage, and communication of the potential hazards to the public can lead to more informed decisions regarding construction materials and locations.

Lateritic soil serves as a fundamental material in road construction; however, its engineering properties can be significantly improved through the use of additives. In Nigeria, the abundant generation of agricultural by-products—such as palm kernel shells, eggshells, and wood residues—presents challenges related to waste disposal and management. These materials can contribute to environmental degradation, including air and water pollution, and adversely affect local ecosystems. This study explores the effects of Palm Kernel Shell Ash (PKSA) and Egg Shell Ash (ESA) on the stabilization of lateritic soil for use in road pavement applications. Comprehensive geotechnical testing was conducted on natural lateritic soil to assess various parameters: Specific Gravity (SG), percentage passing sieve No. 200 (F-200), Liquid Limit (LL), Plastic Limit (PL), Plasticity Index (PI), Maximum Dry Density (MDD), Optimum Moisture Content (OMC), and both unsoaked and soaked California Bearing Ratio (CBR). These parameters were also measured for stabilized soil samples incorporating 4% PKSA and varying percentages of ESA (0%, 2%, 4%, 6%, 8%, and 10%) by dry weight of the lateritic soil, in accordance with West African Standards (WAS). The analysis revealed that the natural lateritic soil exhibited an SG of 2.53, F-200 of 27.00%, LL of 29.00%, PL of 17.20%, PI of 11.8%, MDD of 1820 kg/m³, OMC of 11.5%, and CBR of 22%. Conversely, the stabilized samples demonstrated SG values ranging from 2.3 to 2.5, F-200 between 27% and 28%, LL from 27.0% to 30.0%, PL between 10.0% and 17.2%, PI ranging from 10.3% to 11.8%, MDD between 1860 and 2000 kg/m³, OMC values between 8% and 11%, and CBR results from 25% to 80%. Notably, the combination of 4% PKSA and 8% ESA resulted in significant improvements in the engineering properties of the soil, rendering it suitable for use as sub-base material in road construction. Therefore, this blend is recommended for effectively stabilizing lateritic soil for road infrastructure projects.

The current socioeconomic demand requires adequate engineering performance and environmentally friendly materials from the perspective of sustainable development. The scarcity of conventional natural resources and the severe environmental consequences of extraction have prompted research into alternative materials and resources for use in the road industry. Based on the findings of the existing studies, this research aims to explore the suitability of alternative materials for road construction projects towards sustainability in Sri Lanka. A quantitative research strategy was employed in the current study, and the questionnaire was distributed among 44 professionals involved in different types of road projects. The collected data were analysed by using Relative Important Index (RII). 84% of respondents considered alternative sustainable construction materials are highly suitable for the construction of road elements. Bituminous materials, natural soil, crushed rock and cement concrete are mostly commonly traditional materials. Construction and demolition waste (C&D), fly ash, plastic waste, and waste rubber tires were selected as the best materials for base construction, cement kiln dust waste, fly ash, glass waste, and waste rubber for sub-base and C&D waste and glass waste for sub-grade construction. Alternative sustainable materials can solve the waste disposal issue, scarcity of natural materials, and cost savings. Thus, this study presents a collective listing of the most viable alternative materials already in use by the global industry, with the goal of establishing a noble notion for better incorporation of alternative sustainable materials into road construction in Sri Lanka.

The experimental study of geopolymeric stabilized samples based on ceramic waste powder (CWP) and sodium hydroxide solution acting as an alkali activator was investigated in the present research to evaluate the possibility of geopolymeric stabilization of silty sand soil as a sustainable method for improving the mechanical properties of inshore sand soils. X-ray fluorescence spectroscopy (XRF) was employed to analyze and determine the chemical components of the CWP and natural soil. The effect of four factors on the unconfined compression strength (UCS) and failure strain (Ɛf) of silty sand soil, including CWP content (0–24%), NaOH solution concentration (0–15 M), the curing time (7, 28, and 91 days), and the initial curing temperature (25°C and 70°C), were investigated. The results demonstrated a substantial increase in both UCS and Ɛf for geopolymeric stabilized samples in comparison to natural soil and the soil that was stabilized with 5% ordinary Portland cement (OPC). The UCS and Ɛf values of the 28-day-cured optimal sample (CWP = 15% and NaOH solution concentration = 6 M) in comparison with natural soil increased from 0.080 to 2.22 MPa and from 2.31% to 5.45%, respectively. Moreover, the UCS value in this sample was 1.75, 1.81, and 1.29 times higher than the stabilized soil with 5% OPC for each curing time. Without an alkali activator, CWP addition to the soil had no effect on UCS at all curing times. However, when a 2 M NaOH solution was added to the soil without CWP, the UCS of this sample rose to 0.36 MPa after 7 days of curing. The UCS of geopolymeric stabilized samples experienced growth from 1.27 to 2.04 times by shifting the initial curing temperature from 25°C to 70°C. Through the use of energy-dispersive X-ray (EDX) spectra and scanning electron microscope (SEM) photomicrograph, the microstructure of stabilized samples was inspected. SEM photomicrographs corroborated the UCS test findings, and EDX analysis confirmed the high quality of the aluminosilicate gels' growth and production. To sum up, soil stabilization using CWP geopolymer is a cost-effective, environmentally friendly method that reduces the consumption of natural resources and energy.

For more than 50 years, engineers have recognized that seismically- induced soil liquefaction can cause significant damage to structural foundations, particularly shallow foundations. As a result, many modern building codes such as the International Building Code require geotechnical engineers to analyze and address liquefaction and its potential effects when designing new structures in seismic-prone areas. However, potential liquefaction hazard is often ignored for new residential structures in many parts of the United States, which are often designed in accordance with the International Residential Code. This article presents some of the inconsistencies and dangers associated with neglecting liquefaction hazard mitigation for residential structures. Lessons learned from past liquefaction case histories involving residential structures are reviewed. Commonly observed reasons that engineers and building inspectors often give for neglecting liquefaction mitigation for residential structures are discussed, with concerns over cost identified as the most common reason for this neglect. A comparative study is presented in which two forms of liquefaction mitigation are considered for a hypothetical new residential development. The results of the study show that the cost to structurally strengthen the foundation of each house was only 21% of the cost to improve the soil for each house through the installation of stone columns.

The 222Rn concentration level has been surveyed inside dwellings in the seven more important and populated cities of Mexico, and the results are presented in this work. The measurements were made for six months, covering winter and spring, the coolest seasons of the year in Mexico. More than a hundred dwellings in each town were chosen, selecting three groups of basic architectonic styles. Different factors affecting the potential 222Rn concentration were considered in the study: construction materials, age of the dwellings, wall coverings, location of sites, and meteorological parameters such as indoor-outdoor temperature and relative environmental humidity. The passive integration of radon measurement method based on nuclear tracks was used. The closed end cup device, developed at the Institute of Physics of the University of Mexico, with CR-39 polycarbonate as material detector was chosen. The measurement methodology consists of the one step chemical etching process to develop the nuclear tracks and automatic track reading by a digital image analyser.

Heat Exchanger Network Design Considering Inherent Safety

The natural radioactivity and potential radiological hazards of commonly used construction materials in Anhui, China were studied. The activity concentrations of 226Ra, 232Th and 40K were determined by high-purity germanium gamma ray spectrometer. The activity concentrations of 226Ra, 232Th and 40K in the construction materials range from 12.4 to 66.4, 19.3 to 87.7 and 185 to 921 Bq kg−1, respectively. The study on distribution characteristics of radionuclides showed a significant variation of activity among different materials. The radium equivalent activity, external hazard index and annual effective dose were calculated to evaluate the potential radiological hazards.