Laboratory California Bearing Ratio Research Articles

Stabilisasi Tanah Gambut Dengan Menggunakan Campuran Kapur Studi Kasus : Ruas Jalan Rengat - Bukit Meranti Kecamatan Rengat Kabupaten Indragiri Hulu

Riau is one of three provinces with dominant peatlands. Indragiri Hulu Regency is the sixth largest district with the largest area of ​​peatland with a value of 222 thousand hectares. Particularly in Sekip Hilir Village, Rengat District, Indragiri Hulu Regency, there is quite extensive peatland and in this location there is infrastructure in the form of Jalan Rengat – Bukit Meranti. The construction of road infrastructure on peatlands has experienced many problems. This is because peat soil has a very low carrying capacity so that the settlement that occurs is large and unable to support the work load. Stabilization efforts are needed to improve the carrying capacity of peat soils. Stabilization on peat soil will be carried out chemically using lime as a stabilizing mixture with variations of 5%, 10% and 15%. From the results of the tests carried out, namely the addition of lime variations to the peat soil stabilization mixture is proven to increase the CBR (California Bearing Ratio) value. The CBR value of peat soil mixture with the addition of 5% lime was obtained at 17.28%. At the addition of 10% lime the CBR value increased to 21.81% and at the addition of 15% lime it increased to 30.04%. From the CBR value of peat soil with variations in lime mixture obtained, the authors prove that an addition of ≥ 5% has been able to achieve a laboratory CBR standard value of 17.28% and has met the Bina Marga specifications for road pavement subgrade, namely ≥ 6%. .
 

Pemanfaatan Bioplastik dari Limbah Tandan Kosong Kelapa Sawit untuk Peningkatan Nilai CBR (California Bearing Ratio) Tanah Lempung

The massive increase in palm oil production in Indonesia has created problems in the large volume of palm oil processing waste that must be managed. One of the efforts made to reduce this impact is by reusing the empty fruit bunches waste of palm oil as a material for making bioplastics. This bioplastic is then used to improve soil bearing capacity by increasing the CBR (California Bearing Ratio) value in expansive clay soils. The effectiveness of the use of bioplastics was measured by comparing the test results of laboratory CBR values of soil samples mixed with bioplastics with varying levels of 0%, 4%, 10%, and 15%, respectively. The test results showed that samples that had been treated with bioplastics had a greater soaked CBR value than sample without bioplastics. The highest soaked CBR value obtained was 21.14%, namely in sample with 10% bioplastic content. Bioplastic from empty fruit bunches of palm oil has the potential to be developed as a material to improve soil bearing capacity.

PERBANDINGAN ABU VULKANIK DAN KAPUR SEBAGAI MATERIAL STABILISASI TANAH LEMPUNG

Clay soil as a subgrade is problematic if it has a low California Bearing Ratio (CBR) value. There are many choices of stabilizing materials that can improve the CBR value, but it is necessary to consider the availability of materials around the project. This study examines partial soil improvement in CBR specimens by differentiating thickness and soil stabilizing materials. The clay stabilization materials used were volcanic ash and lime as much as 6% and 12% of the dry weight of the soil. Laboratory CBR tests were carried out on original soil specimens, 1/3 and 2/3 parts of stabilized soil, and entirely of stabilized soil. The results showed that the CBR value of the stabilized soil with lime was higher than the volcanic ash. The thickness of the stabilized soil has an effect on the CBR value, the overall CBR value is obtained stable in the stabilized soil 2/3 part of the thickness of the soil and the rest is the original compacted soil.

Perbandingan Tebal Perkerasan Menggunakan Nilai CBR Laboratorium dan CBR Lapangan (DCP) (JLS Jarit-Puger)

CBR (California Bearing Ratio) data is used to find out the level of subgrade density, so that a safe pavement thickness can be planned. The calculation of the CBR (California Bearing Ratio) can be done by testing CBR laboratory and DCP. CBR results have a high effect on the surface layer, so that the layer becomes thinner. This condition, if converted to the working price, will be more affordable and efficient. Therefore, this study aims to compare the results of laboratory CBR and Field Cbr (Dcp) to the thickness of flexible pavements in the Development of Trans South-South Java Road Project (TRSS) Lot 8 Jarit - Puger. The method used is Bina Marga Pd T-01-2002-B. Secondary data obtained by weigh bridges and service providers, namely PT. Brantas Abipraya (Persero). Field CBR value using DCP tool is 25.19% while Laboratory CBR value is 21.616%. The results of pavement thickness using Field CBR values ​​for UR 10 years are D1 7.5 cm, D2 10cm, for UR 20 years D1 10 cm, D2 11 cm, for UR 30 years D1 11 cm, D2 12 cm, and for UR 40 years obtained D1 13 cm, D2 14 cm. The greater the CBR value, the thinner the pavement thickness.

Prediction of CBR using dynamic cone penetrometer index

Nowadays, construction of new roads and upgradation of existing roads are booming as a part of infrastructural development in India. Subgrade strength plays an important role in the design and construction of pavement. California bearing ratio (CBR) test is used to measure the strength of subgrade and most of the highway agencies design the pavement section using CBR value of the subgrade. The conduction of CBR test consumes more effort and time as it involves soil sampling, preparation of soil specimens, soaking for 96 h and testing. Also, the laboratory assessment of CBR does not simulate the in-situ soil properties (mainly moisture and density) and the laboratory CBR sometimes may be higher than the CBR of the soil under in-situ condition as compaction is carried out in a confined rigid mould. In this study, dynamic cone penetrometer (DCP) index is used to predict the subgrade CBR values. A total of eight soil samples were collected from two different sites and the various engineering properties are determined. To know the effect of density, moisture content, fines content and CBR on the dynamic cone penetration index (DCPI), a series of laboratory compaction tests, CBR tests and DCP tests are conducted. The available correlations are verified for their predictability of CBR values and the correlations suitable for the local soils are recommended.

Experimental Study of Silty Soil Using Gypsum and Cement on California Bearing Ratio (CBR)

Merauke Regency is a lowland area, with soft soil conditions that dominate and urgently need to be stabilized. The purpose of this study was to determine the use of a mixture of cement and gypsum as a stabilizing agent. This research uses laboratory experimental methods. The tests carried out are physical and mechanical properties testing. Laboratory CBR is used to determine the value of the increase in CBR on the original soil and soil that has been mixed with cement and gypsum variations. Based on the results of testing the physical properties of the grain fraction for silt of 85.88%, in the calcification using the AASHTO method this soil is included in group A-5 with a description of silt soil with high plasticity. From the results of the tests carried out the CBR value on silt soil is 2.62% while the CBR value of stabilized soil with a percentage of 100% silt + 2% cement + 4% gypsum is 23.54%; 100% silt + 2% cement + 8% gypsum that is 24.41%; 100% silt + 2% cement + 12% gypsum ie 27.02%; 100% silt + 2% cement + 16% gypsum ie 30.51%; and 100% silt + 2% cement + 20% gypsum that is 31.38%. From the CBR value, it can be concluded that the variation increased with each addition of cement and the percentage of gypsum.

Pemanfaatan Limbah Penambangan Bukit Kapur Untuk Stabilisasi Tanah Lempung ( Clay )

Soil stabilization by adding new materials is one of the alternatives to soil repair that can improve the properties of the soil, namely by mixing new materials and soil that is then compacted. Waste left over limestone hill mining,among others in the form of materials with various sizes of granules. This study aims to review the effect of the addition of limestone hill mining waste material on the density and value of the California Bearing Ratio (CBR) of clay soil. Tests conducted only on a laboratory scale with variations in the increase in limestone hill mining waste levels are 0%, 5%, 10%, and 15% to the total weight of the mixture. Laboratory CBR testing is performed under optimum water content conditions. The results showed that the stabilization of soft soils using limestone hill mining waste, can increase the density and value of soil CBR. The most optimal level of use of limestone hill mining waste and which provides the highest CBR value is for the addition of 5%of limestone hill mining waste with a CBR value of 26.5%.

Study Of The Effectiveness Of The Use Of Gypsum And Volcanic Ash On Stability Of The Clay Soil Based On The CBR Value And The Unconfined Compression Test

Stabilization is one of the efforts to improve the condition of the soil which has a poor index of properties. One of the soil stabilization that is usually done is by adding chemicals to the soil. Chemicals commonly used in the form of cement, lime, bitumen. In this study, the stabilization of clay was carried out by adding gypsum and volcanic ash. The purpose of this study was to determine the value of the index properties due to the addition of 2% gypsum and volcanic ash on the clay soil, then to determine the maximum compressive strength value due to the addition of variations in stabilizing materials by testing the Unconfined Compression Test (UCT) and testing the California Bearing Ratio (CBR). ) laboratory. From the research, it was found that the original soil sample had a moisture content of 12.42%; specific weight 2.65; liquid limit 46.82% and plasticity index 29.40%. The original soil classification according to USCS is classified as Clay – Low Plasticity (CL) and according to AASHTO it is classified as A-7-6 (10). Unconfined Compression Test (UCT) values ​​for native soil and native soil plus 2% gypsum were 1.40 kg/cm2 and 1.66 kg/cm2. The laboratory CBR values ​​for soaked and unsoaked for the original soil were 4.44% and 6.28%, respectively. While the laboratory CBR values ​​soaked and unsoaked for the original soil plus 2% gypsum were 6.74% and 8.02%, respectively.The most effective results were obtained from a mixture of 2% gypsum and 10% volcanic ash with a UCT value of 2.79 kg/cm2 (an increase of 99.28%). For laboratory CBR testing, the most effective mixture was on a mixed variation of 2% gypsum and 9% volcanic ash with laboratory CBR values ​​soaked and unsoaked of 9.07% (an increase of 104.27% from the original soil) and 10 ,29% (an increase of 63.85% from the original land). The soil that has been mixed with the most effective stabilizer material, namely 2% gypsum and 9% volcanic ash is classified as Clay - Low Plasticity (CL) based on the USCS classification and is classified as A-6 (4) based on the AASHTO classification.

Pemanfaatan Limbah Tutup Botol Air Mineral Sebagai Filler Pada Lapis Perkerasan Base a

One of the most common plastic wastes found around us is the cap of mineral water bottles. The waste of mineral water bottle caps as a filler on the basis is expected to reduce the impact of plastic waste it self and reduce rock waste in the quarry. Tests carried out by adding fillers of mineral water bottle cap waste as much as 0%, 10%, 20%, and 30%. The ability of mineral water bottle cap waste as a filler can be tested by looking at the value of the California Bearing Ratio (CBR) generated after addition. CBR testing is carried out by the laboratory CBR test method using a CBR penetration tool. From the examiners, the results show that; base A aggregate without the addition of mineral water bottle cap waste with a CBR value of 93.38%; the addition of 10% of mineral water bottle cap waste resulted in a CBR value of 98.73%. The addition of 20% obtained a CBR value of 96.55%; and an addition of 30% resulted in a CBR value of 87.65%. The addition of 10% and 20% of mineral water bottle cap waste filler can increase the CBR base A value, because it produces a larger CBR value without addition. Meanwhile, an increase of 30% will actually reduce the strength of the base itself because the resulting CBR value is smaller. The addition of filler of mineral water bottle cap waste can increase the CBR value of base A with the right composition. Utilization of mineral water bottle cap waste at base A will reduce the amount of plastic waste and reduce environmental pollution, as well as reduce the overexploitation of rocks for base A raw material.

Effect of coir fibres on strength, thickness and cost of PMGSY roads

The present study discusses about the effect of adding coir fibres in poor soil in various percentages (i.e. 0.15%, 0.30%, 0.60%, 0.90%, 1.20% and 1.5%) on the strength, thickness and cost of low volume rural roads under PMGSY. Soil sample comes under clay of high compressibility (CH) category and contains substantial amount of finer particles. Laboratory California Bearing Ratio (CBR) and compaction tests are performed for various reinforcement conditions. Upto 0.90% fibre reinforcement, improvement in CBR and dry density is reported and beyond that it decreases. The thickness of pavement is determined as per design catalogues provided in IRC:SP:72-2015. Maximum cost reduction of 21% and 19% in pavement construction corresponding to traffic category T-6 and T-9, respectively, is reported when reinforced with 0.90% coir fibres.

Pavement Design of Coal Mine Hauling Road in Indonesia using California Bearing Ratio (CBR) data

Mine activities in the open-pit method are usually dominated by digging-loading-hauling. This hauling road is the infrastructures that is highly essential in mine area and serve as main linkage some locations. Design of the road requires careful attend in avoidance of failure in construction and disruption in production activities. Field investigations such as insitu CBR testing and laboratory testing (Proctor Modified and CBR laboratory) were chosen to determine the geotechnical parameters of soils that needed in the design of hauling road. The average value of the laboratory CBR testing at 0.1 inch penetration was 16%. The modified type of proctor test comprise some parameters such as the average value of the maximum dry density was 1.64 gr/cm3; the maximum wet density was 1.97 gr/cm3; the average value of dry unit weight was 16.07 kN/m3; saturated unit weight was 19.30 kN/m3; optimum moisture content was 20.2%. The average value of insitu CBR testing at 0.1 inch penetration was 19%. The average load of tire pressures on the front and rear wheels is 7000 lbs. The ability of road to carry the load should have the bearing capacity > 20800 psf = 144.44 psi = 20.95 kPa. The thickness of each pavement layer is as follows: 17 inches of sub grade layer; 2 inches of sub-base course layer; 15 inches of base course layer; 5 inches of surface course layer.

Predicting soaked CBR of SC subgrade from dry density for light and heavy compaction

Laboratory California Bearing Ratio (CBR) test is an arduous and lengthy process to determine the CBR strength of the soil. CBR value of subgrade soil plays an important role in the design of flexible pavement. CBR strength of soil can be determined in dry/unsoaked condition and in soaked condition. Soaked CBR value of the subgrade is usually preferred for designing flexible pavements as it gives the CBR strength of subgrade soil under worst case scenario of a pavement being submerged under water for a minimum period of 4 days during floods. Generally, in the lab soaking of the prepared specimen is done for a period of 96 h or 4 days in case of soaked CBR test. While constructing a pavement lot of CBR tests have to be carried out on the subgrade soil at different locations along the length of the pavement. As conducting soaked CBR test requires minimum of 4 days, this will result in lot of delay in the execution of project and ultimately will result in increase in cost of construction. Thus the objective of the present experimental work is to correlate by means of Simple Linear Regression Analysis (SLRA), the soaked CBR value of SC (Clayey Sand) soil with the dry density (DD) of SC soil attained using light and heavy compaction. So that based on the empirical correlations, soaked CBR strength of the subgrade soil consisting of SC soil can be easily predicted from the DD of the subgrade soil without actually conducting the CBR test in the laboratory. Also in this study, an effort has been made to investigate the effect of varying compaction energies on the soaked CBR strength of the SC soil.

The stabilization of soft soil using admixture of palm oil boiler ash and MATOS

Banjarmasin has an alluvial area with soft soil thickness of 28-42.4m. Therefore, the land is not structurally feasible for construction due to the low California Bearing Ratio (CBR). One of the solutions used to overcome this problem is soil stabilization. This study aims to examine the effect of adding palm oil boiler ash and MATOS in accordance with CBR value to stabilize soil conditions. The laboratory CBR method was used to determine the original and stabilized conditions of the soil. The initial and stabilized soils used an admixture of 2% MATOS as an additive and palm oil boiler ash with percentage variations of 6%, 9%, and 12% of the dry weight soil. This was further kept for 7 days curing before being tested. The result showed that the highest CBR value is obtained at the variation of 6% palm oil boiler ash + 2% MATOS with an increase in CBR value of 7.542% from the original soil condition.

Fuzzy-Based Model for Predicting Strength of Geogrid-Reinforced Subgrade Soil with Optimal Depth of Geogrid Reinforcement

A fuzzy logic (FL)–based modeling approach is employed for geogrid-reinforced subgrade soil of unpaved roads. A review of the literature reveals that fuzzy logic has not been used for predicting the behavior of geogrid-reinforced subgrade. This paper presents FL-based two models with fuzzy Triangular and Gaussian membership functions for input and output variables. It consists of eight input parameters/factors, namely, reinforced/unreinforced section, depth of reinforcement, liquid limit, plastic limit, plasticity index, optimum moisture content, maximum dry unit weight, and soaked/unsoaked condition, and California bearing ratio (CBR) as an output parameter. The fuzzy rules are deduced from the experimental data. The laboratory CBR tests were performed on the subgrade soil reinforced with geogrid. The precision of models was examined by comparing the predicted CBR values with the experimental CBR values for Triangular and Gaussian membership functions. The sensitivity analysis reflects a set of dominant parameters. The results indicated a significant improvement in the CBR value of geogrid-reinforced subgrade soil due to the inclusion of geogrid. The range for optimal depth of geogrid reinforcement is found to be 36 to 60% of the thickness of the soil layer. The potentialities of FL were found to be satisfactory.

Perancangan Lapis Pondasi Agregat Tanpa Penutup Aspal Pada Gradasi Batas Tengah Dengan Menggunakan Clay Stone

“Lapis Pondasi Agregat tanpa penutup aspal” is a strong layer structure because it receives a direct load of vehicles above the surface. In general, the making of access roads for mining sites does not use pavement with asphalt. One of the materials for mining pavement generally uses the mine's surface excavation using a clay stone as an addition to a mixture or filler for the aggregate layer structure. Clay stone is a sedimentary rock that is strong if it is in the soil and will become soft when submerged in water. “Lapis Pondasi Agregat tanpa penutup aspal” is dominated by fine particles which is a maximum diameter of 19 mm making it difficult to adjust the gradation composition. So to get the ideal gradation of “Lapis Pondasi Agregat tanpa penutup aspal” composition, it is necessary to do Research on “Lapis Pondasi Agregat tanpa penutup aspal” on Middle Border Gradations Using Clay Stone". The purpose of this study was to determine the value of the mixture composition between clay stone and broken stone, the value of PI content (plastic index) and CBR value
 “Lapis Pondasi Agregat tanpa penutup aspal” must meet the requirements of material properties in accordance with the General Revised 3rd Edition of Bina Marga specifications, the gradation consists of material passed the filter ¾, maximum liquid limit value of 35%, minimum plasticity index value of 4% and maximum 15 %, clumps of clay and fragile granules of at least 0% and a maximum of 5%, coarse aggregate abrasion is a maximum of 40% and has a minimum CBR (California Bearing Ratio) value of 60%.
 From the results of this study, it can be seen the mixture composition between clay stone and stone, PI value (plastic index) and CBR value from the gradation of the middle boundary of the “Lapis Pondasi Agregat tanpa penutup aspal”. The composition of the mixture of clay stone and aggregate rock broke on the middle boundary gradation, ie 1-2% broken stone by 20%, 1-1 broken stone by 33%, stone ash by 35%, and clay stone by 12%. Based on the results of the examination of the liquid limit and plastic limit, the Plastic Index (PI) value of the clay stone was 35.696% and for the combination of the mixture of broken stone with an additional 12% clay stone was 13.941%. Based on the results of laboratory density and CBR examinations, it was found that the design CBR value of broken stone aggregate was 73%, the clay stone was 1,150% and for the combination of clay stone and aggregate rock was broken by 64%.

EVALUATION OF SUBGRADE CAPACITY OF JIMMA SOILS USING DCP TEST: A CORRELATION OF CBR AND DCPI

Subgrade strength of soils is usually evaluated using California Bearing Ratio (CBR) values. As the cost and time required to conduct CBR test are high, dynamic cone penetrometer (DCP) would be recommended and CBR value can be estimated later from DCP result using a correlation formula. In this paper, laboratory CBR of Jimma fine-grained soils has been correlated with field DCP values referring to the physical properties such as natural moisture content and field density; as these factors significantly influence the behaviour of subgrade soils. Different techniques were used to demonstrate relations that best suit to find values of CBR from DCP test. Equations were developed between CBR and dynamic cone penetrometer index (DCPI) for the total of 36 sample points and adjusted coefficient of determination becomes 0.84. A validation was also done to test the applicability of the developed correlation formula for the local soils with the given physical conditions. The correlation gave a promising relationship between CBR and DCP and can be applicable for preliminary design purpose with the due consideration of the locality circumstances.

Prediction of CBR value of fine grained soils at any rational compactive effort

At present, no empirical correlation exists for prediction of the California Bearing Ratio (CBR) value of fine-grained soils at any compaction energy other than that corresponding to a standard Proctor test. This paper presents the salient features of an experimental investigation and the subsequent analysis for development of a correlation for the CBR value of fine-grained soils at any rational compactive effort. By defining a fine-grained soil type by its toughness limit, the interrelationship between compaction energy and CBR value is brought within a definite framework. The proposed model is also presented in the form of predictive curves for reduced Proctor, standard Proctor and modified Proctor compaction energies. These curves are very useful in geotechnical engineering for a quick estimation of CBR value without performing either a laboratory compaction test or CBR test. The validity of the reported methods for prediction of the CBR value corresponding to standard Proctor energy are also critically re-examined.

Bearing Capacity of Flexible Pavement System Reinforced with Fiberglass Geogrid

Fiberglass geogrids are often used to minimize thermal and stress related reflective cracking and to increases the fatigue life of pavements with weak foundations. The objective of this paper is to evaluate the bearing capacity of flexible pavement system on weak subgrade reinforced with fiberglass geogrids by laboratory California Bearing Ratio (CBR) test. The pavement system consists of a cold mix asphalt layer, a gravel base layer, and a soft clay subgrade. Two fiberglass geogrids were used as reinforcement material and were placed at two different locations. The bearing capacity of unreinforced and reinforced pavement systems were measured and compared. Results of these tests show that the bearing capacity of the pavement system can be increased by up to 166% for the system reinforced with fiberglass geogrid placed at the middle of the asphalt layer.

Laboratory Investigations on Reclaimed Asphalt Pavement (RAP) for using it as Base Course of Flexible Pavement

During Capacity augmentation of existing National Highway (NH) Projects, grade separated structures in terms of Flyovers, Vehicular underpass (VUP), Pedestrian underpass (PUP), Cattle underpasses (CUP) are proposed at regular intervals. Accordingly, existing road levels at approaches of these structures are required to be raised making the existing pavement materials redundant. Existing pavement materials are also obtained due to milling of existing pavement surface before laying overlay for strengthening. The present study is to assess the suitability of using these redundant pavement materials also called Reclaimed Asphalt Pavement (RAP) as potential subbase / base course materials for flexible pavement. It was observed from literature survey of various past studies that California bearing ratio (CBR) of 100% RAP is not suitable for its use as base of flexible pavement as per Indian Standards (IRC). Accordingly, attempts were made to improve strength of RAP in terms of CBR by mixing it with crushed stone aggregates, stabilizing it with cement and combination of both. In the present study, laboratory CBR tests have been conducted on RAP, mixture of RAP and crushed stone aggregates and also on mixture of RAP and crushed stone aggregates stabilized with various percentages of cement. It was observed that though un soaked CBR values of RAP were not influenced much due to its mixing with crushed stone aggregates and/or stabilization with cement, soaked CBR values increased substantially due to both mixing with crushed stone aggregates and stabilizing with cement. The soaked CBR value of RAP increases from 20% to in excess of 100% when it is mixed with crushed stone aggregates in various proportions and stabilized with small percentages of cement and thereby making it suitable for using it as subbase/base of flexible pavement. Modified proctor compaction tests were conducted on both RAP and mixture of RAP and crushed stone aggregates to established optimum moisture content for the preparation of CBR moulds for testings.

Laboratory testing and numerical modelling on bearing capacity of geotextile-reinforced granular soils

This paper summarises the details of an experimental work and numerical simulation on the bearing capacity of geotextile-reinforced granular soils with different fine grain contents (10 and 15%) which are mostly used in pavement design. The effects of position and number of geotextile layer(s) on the bearing capacity of reinforced specimens were investigated. The standard laboratory California Bearing Ratio (CBR) test was conducted to investigate the load-penetration behaviour of the unreinforced granular soils as well as reinforced ones with nonwoven geotextile layer(s). The reinforcements have been placed in samples in seven different scenarios (one, two and/or three layers of reinforcement in the bottom, middle and/or top compacted soil layers). The results indicated an increase in bearing capacity for most of the scenarios due to placing the geotextile layer(s); however, it was seen that increasing the number of reinforcement layers will not necessarily increase the reinforced soil mass bearing capacity. Also it was found that the efficiency of placing the reinforcement layers in order to increase the bearing capacity is higher for the soil mass with higher fine content in compare to the soil mass with lower fine content; even in some scenarios for the soil with lower fine content, the geotextile would decrease the bearing in compare to the unreinforced sample. Besides this laboratory testing, Finite Element (FE) software was used to simulate the CBR tests. The FE analysis results showed that the ratio of predicted to measured CBR value is varied between the range of 1.06–1.20 for the soil with lower fine content and 0.86–1.086 for the soil with higher fine content. After the FE model was validated, it was tried by changing the properties of the nonwoven geotextile with a woven one in software to make a comparison between two reinforcement types.