Safe Bearing Capacity Research Articles

Study on Characteristics of Soil Profile Stability Indexes in Sakita

This research examines the suitability of soil as infrastructure which can help in the classification and identification of its properties for ideal engineering structures. Sakita, an area in Gesse III as a case study, is a virgin land, allocated for residential buildings. The need to investigate the soil profile in the report area prompted these studies as its physical properties are used for classifying its various engineering applications. These properties indicate qualitative behaviors of soil when subjected to various types of loads. Apart from physical/visual observation made of the soil, trial pits were dug to depths of 0.5m, 1.0m, 1.5m, 2.0m, and 2.5m respectively and disturbed soil samples were taken for tests. The disturbed soil samples obtained were analyzed for grading including mechanical sieve analysis, specific gravity, plastic limit, liquid limit, and bulk density tests. The resistances of the cone against penetration, compaction, consolidation, and permeability properties were also assessed. The detected geotechnical properties varied significantly with depth, except for specific gravity, which did not vary significantly at 0.5 m with depth. Soil samples from all pits consist mainly of poorly sorted gravel and sand with little fineness. They contain a medium- to coarse-grained fraction of sand on average above 85%. The puncture resistance obtained from the cone puncture test ranges from 100 knm2 to 950 knm2. The average safe bearing capacity estimated for the footing using a factor of safety of 3 at a depth of 1 m was not less than 473 km2 anywhere in the study area. The samples from the three locations generally have good compaction parameters, medium to high permeability, and low compressibility. The highest load-bearing capacity is associated with the lateralized basement ceiling. This means that the safety depth for placing infrastructure foundations in the prescribed research area (Sakita) is the depth where it meets the lateralized basement.

The Effect of Oil Pollution on the Engineering Properties of Construction Soils in Some Selected Oil Region of Nigeria: A Case Study of Four Oil Towns in Rivers and Delta States

The nature of subgrade as well as basic information of soils for construction purposes is important for engineers, especially civil engineers and the general public. The primary aim of this research work is therefore to access the effect of oil spillage on the engineering properties of soils around the oil producing states of Nigeria. Four communities in two state of the Niger- Delta region of Nigeria were selected for investigation. These communities include Alesa (as sample A) and Aleto (as sample B) in Rivers state and Elume (as sample C) and Mereje (as sample D) in Delta state of the Niger- Delta region of Nigeria. Soil samples from these communities were collected at the subgrade depth of the oil spilled soils and was later subjected to laboratory examination. Important soil properties that were evaluated through laboratory investigation include soil shear strength test using triaxial test where the shear strength parameters were determined to enable evaluation of soil bearing capacity using Terzaghi’s equations. Others include soil strength (CBR) test, soil permeability test, and soil classification test as well as soil compressibility tests or one dimensional consolidation test. The results show that the oil pollution/ spillage have affected the engineering properties of construction soils in the four towns investigated to some degrees. The California Bearing Ratio (CBR) value of the subgrade, the Coefficient of Volume Compressibility,Mv, the Safe Bearing Capacity and the Coefficient of Permeability, K of the investigated soil , all fall below the accepted standard limit for soils to be used for construction purposes. This result will hopefully add to the existing knowledge as well as equipping the government and other relevant agencies for policy and regulatory development for the oil and gas, and construction industries for the sustenance of economic development in Nigeria. Therefore, before any meaningful civil engineering construction works can be done in these communities, the soils within the area will have to be subjected to series of engineering soil tests so as to equip the government and other interesting stakeholders with the requisite knowledge on how to apply appropriate soil remediation and soil stabilization techniques.

ASSESSMENT OF INFLUENCE OF BEARING CAPACITY OF SOIL BY GROUTING

This project work is on assessment of influence of bearing capacity of soil by grouting. From the early days of simple slurry injection to current sophisticated techniques, grouting has played, and continues to play, an important role in remediation and new construction World Wide. As new grouting technology is developed, and existing technologies are refined, the range of applications increases. Soil improvement is carried out for various objectives to improve bearing capacity and reduce settlement of soft ground, control ground water, stabilize excavation bottom, prevent deformation of surrounding ground, clean up contaminated ground and avoid or minimize earthquake liquefaction – induced soil deformations and associated damage. Grouting is the most common technical method used for soil improvement and strengthening. The grout is based on cement, silicate, or other materials, selected to suit particular ground conditions and improvement objectives. The very low bearing capacity of the foundation bed because shear failure and excessive settlements. Further, the high water table and limited depth of the top sandy layer in these areas restrict the depth of foundation thereby further reducing the safe bearing capacity. This paper discusses grouting as one of the possible solutions to the foundation problems of coastal areas by improving the properties of soil at shallow depths. This project presents an experimental procedure for how to improve the bearing capacity of soil. The bearing capacity of sandy soil samples are improved with respect to w/c ratio 1:3, 1:6 respectively. The sample was collected and are subjected to various test. In relation to the subject matter, view of some scholars& authors were reviewed and data presented and analyzed. Conclusions are made at the end of this project Index Terms –– sieve analysis, specific gravity, proctor compaction test, grouting, direct shear test

Implementation of circular economical strategies for adaptive reuse of Hill-forts in Mawal Taluka- Pune, Maharashtra.

The circular economy is used as a consumption model, for providing rational optimization framework inorder to share, rent or lease, reuse, repair, reconstruct, and recycle existing materials and products to generate an economy. Adaptive use of cultural elements like heritage buildings, forts, art, tradition, and literature will lead to the development of an economy. For all Adaptive Reuse projects, the safe bearing capacity of site along with its total embodied energy, and non-renewable energy of resource materials play crucial roles. However, highlighting the significance of reducing environmental footprint can be achieved by analysing and implementing PESTLE parameters. For any adaptive reuse, a structural audit shall be mandate to verify the conservation plan followed with the managerial plan of circular economy. To encourage tourism in Maharashtra, investment is being made in conservation and repairs of the infrastructure, local heritage and better local facilities to access them. The implementation of the circular economy in encouraging fort development plays an important role in its adaptive reuse. Adaptive reuse of the forts in Maharashtra will allow reduced pollution and waste, and help generate revenue; thus, making it self-sustainable. The application of strategies of circular economy will reduce air, noise, and land pollution and even preserve the historical values of Forts. It is can be used to evaluate the appropriateness of the reuse of re-functioned forts. The model studies and proposes a qualitative approach towards adaptive reuse of forts as per the PESTLE parameters of the related context.

Study The Behaviour of Box Type Bridge with Different Height and Same Width for the IRC Loadings

Abstract: Box type bridge designing process starts with the hydraulic calculation for a particular site of crossing. In this process catchment area along with its critical length of the river and fall in level is marked on the toposheet available in 1:50000 scale for a region. After getting the required data design discharge is calculated by using different methods given in IRC: SP: 13-2004 (Guidelines for the Design of Small Bridges and Culverts) and then finally span arrangement is decided for the required site of crossing. Once the span is decided then design of structure takes place. Box Type Bridge is a monolithic structure generally used when the safe bearing capacity of the soil is ascertained to be very less. Different structural member act as whole to resist the characteristic load for which it is designed.

Prediction of safe bearing capacity for settlement criteria using neuro-fuzzy inference system for Clayey soils

Safe bearing capacity (SBC) may be estimated for cohesive soil using the IS Code it is essential to conduct shear tests in order to identify the angle of internal friction and cohesion, SPT tests in order to determine the N-value of the soil, as well as tests in order to determine the dry density of the soil and the relative density of the soil. The SBC of soil is estimated as per settlement criteria using laboratory evaluations of its essential properties. This study suggests the use of ANFIS to predict the Safe Bearing Capacity of cohesive soil as a function of foundation depth, foundation depth, dry density, liquid limit, plasticity index, percentage fine fraction, width/length ratio (in case of square/rectangular footing), and N-Value. An attempt is in the present work with inputs such as foundation depth, dry density, liquid limit, plasticity index, percentage fine fraction, width/length ratio, and N-Value and output as safe bearing capacity. Each input parameter has a different number of membership functions and gaussbell is used in five ANFIS models. The most accurate model, MODEL-IV, with an RMSE of 9.762 and an R2 of 0.9485. For cohesive soil, the results indicate that ANFIS can be used to predict the SBC.

Evaluation of Bearing Capacity of Shallow Foundation Resting on Cohesionless Soil Using Different Methods: A Case Study of Vizag City

The foundation is the part of a building that rests on the ground. The net safe bearing capacity (qns ) is a significant factor in foundation design. There are several ways published in previous studies to determine the net safe bearing capacity, however choosing the best method governs the stability of the structure when it is loaded beyond its capacity. The emphasis of this concern is investigated and presented in this paper by comparing the net safe bearing capacity of shallow foundations determined by three distinct approaches. Standard Penetration Test (SPT) on cohesion-less soil was carried out in several regions of Vizag to assess penetration resistance of the soil. The findings of this test were subjected to possible corrections, which eliminated the possibility of overestimating the resistance to penetration. Teng’s, Terzaghi’s, and the IS code approach were used to calculate net safe bearing capacity (qns ) using these test parameters. According to the final results of this study, the net safe bearing capacity of Terzaghi’s and IS code methods were 1.2 times and 2 times higher than the Teng’s method. As a result, the IS code method overstated the net safe bearing capacity by two folds, which may potentially cause the structure to fail and increase the structure’s economy. As a result of these findings, Teng’s method was reported to be the best approach for determining the net safe bearing capacity of cohesion-less soils.

A Study on the Inclusion of Geosynthetic to Clayey Soil Improved using Stone Column

Stone column technique is an economical and environmentally friendly method used to improve the load settlement of problematic soils. Geosynthetics used for increasing bearing capacity and permeability of soil, reducing settlement of soil. Stone column with geotextile is placed horizontally and encapsulated in the soil and find the settlement done in by applying the load in the plate load test. The studiesshows that the settlement is lower for horizontally placed geotextile when compared to the settlement for encapsulated geotextile in the stone column. Improvement can be done by increasing the stiffness of the geotextile which increases the load bearing capacity of the soil. In the experimental programmed, we prove that the stone column with horizontally placed geotextile has high safe bearing capacity and low settlement. Geotextiles can be used in both vertical and horizontal applications to help solve drainage problems around the home and along the roads. For protection, geotextiles can be used to absorb stress and thus reduce or prevent damage and erosion in geotechnical structures. Stone column with Geosynthetic which ultimately increases the load bearing capacity of the stone column and prevents bulging.

A Simplified Numerical Approach to Predict Bearing Capacity of Soil for Shallow Foundation

Abstract For the safe and economical design of a foundation under any civil engineering structure, precise estimation of the ultimate bearing capacity (UCB) of soil beneath the foundation is of significant concern. Numerous researchers have contributed to these field and proposed theories and equations to predict the subsoil’s ultimate bearing capacity. But determining the approximate value of bearing capacity depends on soil type and its characteristics, groundwater table, types of loads, loaded area of footing, depth of footing, etc. Moreover, deciding the appropriate depth and size of footing is a crucial task. This paper aims to propose a simplified numerical approach to predict the bearing capacity of soil beneath the foundation (NABBSF) using MATLAB software. Considering shear failure and excessive settlement criteria, this model will predict the ultimate, safe, and allowable soil bearing capacity beneath an isolated footing at different depths. The validity and accuracy of the proposed model is verified by comparing it with real field data.

ANALYSIS AND DESIGN OF MULTI-STOREYED (G+2) RESIDENTIAL BUILDING

Structural design is an investigation method of the rigidity, strength and stability of the building. The essential aim in structural analysis and design is to construct a structure capable of overcoming all applied loads without failure during its intended life. This project attempts to understand the structural behavior of various components in the multi-storied building. planning, analysis, designing of multi-storied building has been taken up for residential building (G+2). Thereby depending on the suitability of plan, layout of beams and positions of columns are fixed. Dead loads are calculated based on material properties and live loads are considered according to the code IS875-part 2, footings are designed based on safe bearing capacity of soil. For the design of columns and beams analysis is done by limit state method to know the moments they are acted upon. Slab designing is done depending upon the type of slab (one way or two way), end conditions and the loading. From the slabs the loads are transferred to the beams, thereafter the loads from the beams are taken up by the columns and then to footing finally the section is checked for the components manually and using STAAD Pro V8i software for the analysis of structure, maximum shear force, maximum bending moment are computed.

Digital Topographical Depiction of SBC and Settlement Prediction of Soil Structures using GIS Software

The Coimbatore region has been shifted to Zone III as per IS 1893-2016(Part 1) due to its Expansive soil conditions, therefore chances for an earthquake are high in these regions. The impact of the earthquake can be reduced and mitigated by designing suitable foundation types. The design and choice of foundations are generally based on settlement and SBC of soils. In this study, soil samples have been collected from 20 different sites in Coimbatore to determine the safe bearing capacity and settlement of the soil samples. The data so obtained were used to create the digital SBC and Settlement prediction maps using the software GIS. These maps are then used to identify the settlement and safe bearing capacity of soils in various places. With the help of the settlement values obtained, a suitable type of footing can be suggested.

Experimental Investigation of piled raft foundation on Cohesionless Soil

The combination of piles and raft foundation is known as piled raft foundation. Piled raft foundations have proven to be more cost-effective and capable of meeting safe bearing capacity and serviceability norms in the case of high-rise buildings on cohesionless soil. The behavior of a stacked raft foundation is influenced by the piles, raft, and soil. The stacked raft system’s bearing capacity is improved and settlement is minimized when the ground beneath the raft foundation bears the burden of supporting the applied loads. The piled raft foundation minimizes total settlement and improves bearing capacity more than the raft foundation. When isolated footings cover more than 70% of the building area under a superstructure, raft foundations are used, and the present study focuses on the vertical load bearing capability of piled raft foundation systems on cohesionless soil for concentric loading. The use of strategically positioned piles increases the load capacity of the raft while reducing differential settlement. The present study sheds some light on the use of piles as raft foundation settlement reducers, as well as the behavior of a piled raft in sand. A series of small-scale model experiments were carried out. The present investigation studies by varying pile length and alignment on the ultimate load of piled raft foundation. The results indicate that for a 10mm raft thickness, installing 4 piles, 6 piles, and 9 piles by varying L/D ratios of 5,10,15,20 carries significant load. In this present work for a 50mm length of pile, and the value of load improvement ratio increases by 36 percent, 60 percent, and 68 percent, respectively, when compared to plain raft.

PENGARUH LEBAR PONDASI TERHADAP KEDALAMAN MUKA AIR TANAH DI BAWAH DASAR PONDASI DALAM MENENTUKAN BESARNYA DAYA DUKUNG ULTIMIT DAN DAYA DUKUNG AMAN PONDASI MENERUS PADA TANAH LUNAK DENGAN METODE TERZAGHI PADA KONDISI KERUNTUHAN GESER LOKAL

The foundation is the lowest part of the building that continues the load force into the soil or rocks in the soil. Longitudinal foundations are foundations that support elongated walls and rows of closely spaced columns so that if you use a footed foundation, the sides coincide. The design of the foundation must meet the requirements of the safety factor with a value of more than equal to three and the settlement of the foundation is within the tolerance limit. Long-term stability of the foundation must pay attention to the location of the base of the foundation in order to reduce the risk of swelling and shrinkage of the soil, erosion of the foundation surface, scouring on the foundation walls and other soil disturbances.
 The method used in this study is the terzaghi method because the soil layer is homogeneous and the internal friction angle is < 29o. The ultimate bearing capacity of Terzaghi is used to calculate the bearing capacity of granular soils and soils that have internal friction angle values (Ø) and cohesion (c).
 The depth of the groundwater table from the base of the foundation greatly affects the ultimate bearing capacity and the safe bearing capacity of the foundation. The further away the groundwater table is from the base of the foundation, the greater the value of the ultimate bearing capacity of the foundation (qu) causing the higher value of the foundation's safe bearing capacity (qs).
 This study analyzes local shear failure with the highest ultimate bearing capacity of 173.36 t/m2 and the largest safe bearing capacity of 59.56 t/m2 occurs when the depth of the groundwater table is greater than the width of the foundation, while the lowest ultimate bearing capacity is 170.72 t/m2. m2 and the lowest safe bearing capacity of 58.68 t/m2 occurs when the water level is at the base of the foundation.

VARIATION IN BEARING CAPACITY OF SOIL DUE TO CHANGES IN WATER TABLE DEPTH IN DHAKA, BANGLADESH

The bearing capacity of the soil is a significant topic in geotechnical engineering, especially in foundation engineering, as the stability of any foundation depends on it. A structure with a very sound design may collapse standing on poor soil with low bearing capacity. As the depth of the water table increases, the ultimate bearing capacity of soil increases. The effect of an increase in depth on safe bearing capacity is predominant due to an increase in surcharge weight. The higher the water table, the lesser is as far as possible and strength of the soil. In this research, soil test reports of different locations of Dhaka city were collected, and the bearing capacity of the soil was calculated by Terzaghi's method based on a fixed foundation depth with a variation of water table depth. Bearing capacity was compared with the depth of the water table in graphical format and it was seen that bearing capacity of soil increases with the increase of water table depth.

Cramming the Specificities in Contemplating Safe Bearing Capacity for the Foundation Assessed from Borehole Samples in a Sandy-Moorum Zone

Borehole samples drilled up to a depth of 10 m provide a clear understanding whether a foundation is safe for any structure. The main objective of the present study reconnoitered the soil bearing capacity and foundation settlement characteristics using the standard penetration test (SPT) data obtained from 3 boreholes at 1 m, 2 m, and 3 m depths to correlate soil properties and deterrents, if any, created by groundwater. The methodology of the research is to collect soil samples, and ensuing subsoil analysis was performed in order to obtain concrete information to optimize the foundation system within the safe bearing capacity of soil and its allowable settlement. The scope of the work encompasses conducting detailed soil investigation from drilling logs, laboratory testing, and conducting and estimating safe bearing capacity. The result of the research aims at providing safety to the foundation from the investigations of conclusive recommendation to be adopted which would be economically feasible and structurally secured.

Comparative Analysis of Cantilever Retaining Wall and Retaining Wall with Relieving Platform

The concept and study of a cantilever retaining wall and a cantilever retaining wall with relieving platform with elevations varying from 5 to 8 meters and having a safe bearing capacity of 160 KN/m2 are presented in this paper. It also depicts relative research such as bending moment, safety against overturning and sliding, expense and economy, between the retaining walls. The cost and optimal cost are calculated as part of the relative analysis. Software and analytical results such as bending moment, deflection, and stresses are also discussed in this paper. Laterally acting total earth pressure is depicted to be reduced due to the provision of relieving platform (RP). The retaining wall with relieving platform (RW with RP) is shown to be cost-effective, more stable, and relieve the BM of the stem and heel portions than cantilever retaining wall (CRW). The findings of this research is drawn based on the results obtained using different models prepared in software, comparison of bending moments, requirement of tension reinforcement and these results are verified by manual analysis. The research shows that the CRW with RP is more economical and is more worthy than CRW.

Selected geotechnical issues related to the foundation of drilling rigs

This article presents selected geotechnical issues occurring at the foundation of drilling rigs for geological works included in the Operation Plan of a company performing geological works, in the aspect of designing and construction of their foundations and a yard. In the construction of drilling equipment, at least two main zones can be distinguished, often requiring separate foundations for individual machines: the zone near the borehole, including crane components, mast and drill pipe drive, and the so-called machine hall zone, including drive units and elements of mud system. The machine foundation is designed to mount a particular type of machine on it in order to transfer to the ground the static and dynamic loads generated during the movement of the machine. In particular, the current legislation, technical literature and standards were reviewed, especially: API recommended practice 51R and 4G, Working platforms for tracked plant, Eurocode 7 PN-EN 1997-2:2009 Standard. The values of safe bearing capacity of some soils and the magnitude of pressures generated by static and dynamic loads of selected drilling equipment were presented, which can be useful for preliminary assessment of the location of drilling equipment in the field and selection of surface and type of foundations. Typical examples of foundation of drilling rigs in various geotechnical conditions on direct foundations with the use of prefabricated elements such as reinforced concrete road slabs, wooden slabs and composite slabs based on HDPE plastic or on indirect ones with the use of micropiles were described. The following essential elements of the process of geotechnical design of the foundation of drilling rigs and their execution were indicated. According to legal regulations, the form of presentation of geotechnical foundation conditions and the scope of necessary tests should depend on assigning the building structure to a proper geotechnical category, which for practical purposes is tabulated in this article. The design and construction of foundations for drilling rigs should ensure, among other things, that their intrinsic vibrations are sufficiently different from those induced by subassemblies of the rig, that the vibration amplitudes are smaller than permissible, and that the foundations of individual machines are adequately separated from each other and from the rest of the facilities (yard). Conclusions on the safe foundation of drilling rigs on the ground, including, among others, the strengthening of the ground, design of independent building structures such as foundations for drilling rigs and their execution and removal were presented.

Footing Dimensions of a Multistoried Building and Safe Bearing Capacity of Soil: A Collaborative Review

Footing Dimensions of a Multistoried Building and Safe Bearing Capacity of Soil: A Collaborative Review

Zemin Araştırmalarında Farklı Yaklaşımlardan Elde Edilen Zemin Yatak Katsayısı Değerlerinin Karşılaştırılması

It is known that the calculation of soil parameters in different ways in geotechnical engineering is important in terms of interpretation and obtaining reliable results. The subgrade reaction coefficient can generally be calculated by field loading tests, laboratory tests and various empirical relations. The subgrade reaction coefficient obtained by using different methods and empirical relations can have very different values. The subgrade reaction coefficient calculations, which are one of the most important parameters used in the interaction of the soil and structure, are mostly not used correctly and the large differences between the results obtained with various approaches affect the determination of the subgrade reaction coefficient in a realistic manner. Subgrade reaction coefficient depends on soil settlement and elastic modulus and therefore on parameters such as Poisson ratio, soil type, unit volume weight values, seismic velocities, safe bearing capacity value. In this study, the previous correlations of various researchers in determining the subgrade reaction coefficient were examined. In the light of these studies, the subgrade reaction coefficient values calculated from the data obtained from three different locations in Batman city were compared and their compatibility was questioned. It was determined that the subgrade reaction coefficient values obtained from the Standard Penetration Test (SPT) impacts provided higher and different results than the others, and the subgrade reaction coefficient values calculated according to the S wave speed obtained from the safe bearing capacity value, geophysical measurements and soil settlement provided closer results. S wave velocity obtained from seismic methods provides information about the resistance, strength and rigidity of the units on the soil. Therefore, the formulas calculated using S wave velocity is important. Standard Penetration Test (SPT) can yield misleading results when standard and qualified equipment is not used and when it is applied by personnel with insufficient experience. The same impact and power may not be applied to the soil every time during the application phase. This results in misleading and unreliable blow counts. Therefore, calculating the subgrade reaction coefficient, especially in structures with a settlement problem, by considering all of these parameters will give more reliable results.

Modelling of Foundation for a 128 metre High Commercial Building in the Vicinity of River Krishna Subjected to Severe Wind

Many superstructures are being constructed around the world which paves the way for growth, development and progress of the megacities for a particular area. It becomes necessary to consider the possibility of these structures being prone to natural disasters like wind, earthquakes and floods. With the availability of various analytical methods and advanced numerical software, it is now possible to study and analyse the effects of natural disasters based on soil conditions and foundation types. Analysis of geotechnical aspects such as safe bearing capacity and settlements of the foundation is based on soil depth. An assumed commercial building of 40 floors resting on cellular raft foundation in layered soils in Amaravati, Andhra Pradesh, India, was used in the present study. Cellular raft foundation is selected to reduce differential settlements to prevent the upheaval effects of soil. Modelling on PLAXIS 2D was done to check the effects of wind force on the building near the River Krishna. Modelling results showed an unacceptable level of structural deformations and tilting effects on the basement walls. To overcome these effects, anchors were provided at a vertical spacing of H/3 and modified H/6 inclined at 30°, 45° and 60°, where H is the basement wall height. The anchor placed at modified H/6 spacing with a 60° inclination to the ground was found to offer adequate resistance to the observed structural deformations and tilting effects. To reduce deformations in the basement and building walls, addition of 1% of lime improves the top layers of the soil.