Longwall mining is one of the most applicable and effective production methods for underground coalmines. Longwall mining is attractive for producers due to its high production rate (Galvin 2016). Mechanized longwall mining requires heavy machinery and equipment that are shearer for coal cutting, hydraulic shields for roof control, and armored face conveyor (AFC) for the haulage of the coal. The mechanized longwall mining requires flat-lying coal seams, in which the dip of the seam should not be more than 20^°. The amount of coal for the production panel must be high enough to cover the initial investment of the mechanized longwall system. Longwall top coal caving (LTCC) is a part of longwall mining that is applicable for thick coal seams. China is an important country, which has best practices of LTCC in terms of high production rates. The production principle of LTCC is similar to the conventional longwall mining; however, there are two conveyors named as front and rear, which are used to haul the broken coal cut by shearer and the caved coal from the rear of the hydraulic systems, respectively (Alehossein and Poulsen 2010). A schematic view of a typical LTCC practice is presented in Fig. 1. Wang (2014) reviewed the status of fully mechanized mining technology in detail for China especially for thick coal seams. It was outlined that the one of the key issue of the mechanized mining defined as complex geological conditions. Wang and Pang (2017) also presented longwall technology for the interaction between hydraulic supports and surrounding rock mass properties. Face advance rate which is also very critical for mechanized longwall mine stability and scheduling has been also investigated as a part of ground control issues for fully mechanized mining (Aghababaei et al. 2019).

LTCC method (Alehossein and Poulsen 2010)

Fully mechanized LTCC mining method is a good recovery for ultra-thick coal seams especially seams above 7 m. Developing technologies increases the recovery rate for LTCC more than working in slice panels (Wang et al. 2015). Different drawing alternatives effect the recovery rate of the top coal as also outlined by Wang et al. (2015), and it proposed that one cutting and one drawing working methodology leads to increase the top coal recovery. However, the low strength behavior in terms of geotechnical properties of floor and roof strata leads to decrease the top coal recovery due to the limit of the longwall working height. The relation between the productivity of coal seam based on geotechnical properties investigated in the study that is the key factor for the recovery of top coal.

Strata movement in longwall mining is generally well described and classified in a caved zone that is behave as an immediate roof. The height of the caved zone is described by the bulking factor, which is the ratio of broken rocks volume to intact rocks (Peng 2008). Overburden strata was categorized into four zones as (1) caved, (2) fractures, (3) continuous deformation, and (4) soil zone from seam to the surface (Syd 1992). Peng and Chiang (1982) categorized the immediate roof in three classes, which are unstable, medium, and stable. Peng (2019) also described the immediate and main roof heights in detail. Ground control is not only related to the stability of openings, but it is also interested in floor bearing capacity, pillar design, shield design, and subsidence. The overlying strata is left as a block when the immediate roof is caved. Required shield capacity can be determined from the gravity forces applied by the separated block that depends on the immediate roof bulking factor (Barczak and Tadolini 2006). Ofoegbu et al. (2008) summarized the researches related to the bulking factor in coal mines around the world.

Ground control principles have developed mostly in coal mines due to the weak strength behavior of coal and surrounding strata in Turkey. Alpu coal mine deposit is a virgin lignite field having nearly two billion tons of coal. The mine site is divided into the different sectors and pre-feasibility studies have been carried out individually since 2014. There are plenty of scope and feasibility studies have conducted for the site and the geotechnical investigations have shown that the geotechnical features of coal and the surrounding rock mass are the weakest link in the chain. Although the Turkish coal mining industry gets accustomed to working in low and fair strength strata, the initial results of the geotechnical investigations indicate that not only coal itself but also surrounding strata are critical in terms of strength due to its low and very low strength definitions. The study aims to investigate the applicability of LTCC as a mechanized underground production method. Caving behavior was simulated for required shield capacity investigations. In addition, floor bearing capacity was researched for the hydraulic shields and AFC designs. Analytical and numerical methods were also performed in this study for the design of LTCC in thick coal seam that is seam-A. Furthermore, application of conventional mechanized longwall mining was investigated for seam-C as an auxiliary purpose of the study.

Alpu lignite mine is located in the middle of Turkey and it is approximately 14 km east of Eskisehir province, and 3 km northwest of Ankara Eskisehir main road. The license area of Esan Company, nearly having 15% of Alpu lignite resource, is approximately 24 km². The longest distance from north to south is 5 km and from east to west is 6 km.

Turkey coal deposits mostly took shape during the carboniferous and tertiary periods. Alpu lignite mine site is located in Sakarya terrane and Anatolide tauride block, which is separated by the Intra-pontide suture zone passing through the Bozuyuk-Eskisehir line (Toprak et al. 2015).

The basement rocks of the basin are formed by Paleozoic metamorphic rocks and Mesozoic ophiolites. At the north of the basin, the metamorphic rocks, which contain marbles and blue schists, are overlaid by the ophiolites. The ophiolitic mélange is formed by radiolarites, radiolarian limestones, mudstones, serpentines, diabase, limestone, schist blocks, partly serpentinized peridotite, and partly metamorphosed diabase and gabbro. Chalcopyrite, malachite and pyrite mineralization and quartz veins are monitored through the faults and cracks inside the ophiolitic rocks. Neogene deposits inappropriately overlay the basement rocks (Asutay et al. 1989). A geological map and a cross-section are given in Figs. 2 and 3, respectively.

Geological map of the study area (Yazicigil 2016)

Geological cross-section (Senguler 2013)

The quality of lignite was investigated previously by Turkey General Directorate of mineral research and exploration (MTA) and the results show that calorific value varies between 1500 kcal/kg and 3000 kcal/kg with the 2050 kcal/kg average. The average values for moisture content, ash, volatile matter, fixed carbon, and sulphur are 34%, 32%, 21%, 13%, and 1.5%, successively (Senguler 2013).

Alpu lignite field consists of three main seams named as seam-A, seam-B, and seam-C according to the exploration study. The thickness of the seams varies between 10 and 30 m for seam-A, 0.5–1.5 m for seam-B, and 2–4 m for seam-C. Seams are located in 205–450 m depth. It was decided that LTCC is designed as the mechanized longwall mining method for seam-A while conventional mechanized longwall mining method is selected for seam-C.

Geotechnical classification of coal and surrounding rock masses are performed as the first step of geotechnical database construction. Four numbers of geotechnical boreholes were used to proceed with rock mechanics works. First of all, materials were categorized as soil and rock. If the materials’ strength is less than 1 MPa, that is defined as soil and a different procedure applied for sampling during the drilling works. Then, soil samples were taken as undisturbed while rock samples were determined separately. The general layout for geotechnical classification of coal and surrounding strata based on lithology and location of the material according to the coal seams were presented in Table 1. Intact rock and rock mass properties were then quantified from the site and the laboratory studies.

3.1 Intact rock and soil quantification

Mechanical and physical properties of the soil and the rock were determined from a series of laboratory tests. Uniaxial and triaxial compression tests, indirect tensile tests, slake durability tests, and physical properties determination tests were applied to the rock samples. Sieve analyses, unconfined compression and undrained unconsolidated triaxial, and direct shear tests were applied to the soil samples.

Uniaxial compressive strength, modulus of elasticity, Poisson’s ratio, cohesion, internal friction angle, and Brazilian tensile strength were determined as mechanical properties of intact rock. The average values of the test results are presented in Table 2. Physical properties and slake durability index values can be seen in Table 3.

The results are quite interesting due to its very low values. All materials apart from the geotechnical classifications are in very low strength. Materials were dispersed in water during physical tests except for roof claystone of seam-A and lignite of seam-B. Floor claystone for both seam-A and seam-B are very sensitive to water according to the slake durability test results. The strength properties of lignite in each seam are also in very poor qualities according to the mechanical and physical tests of intact rock.

Brief information can be found in Table 4 regarding soil mechanics tests. Soils are mostly found in clay content strata in the roof, intermediate zone, floors of seam-A, and seam-B. Some parts of sandstone also demonstrate soil properties. The results are critical especially for floor clay materials due to their high value of plasticity index that signalized swelling issues.

3.2 Rock mass properties

Rock mass properties are characterized by the rock mass rating system proposed by Bieniawski (1976). Required data determined from geotechnical boreholes are presented in Table 5. The average value of rating and calculated RMR are given for each rock mass in Table 6. Groundwater conditions assume as dripping for all rock masses. The results proved that the quality of rock masses are mostly classified as poor except for floor claystone of seam-A, roof claystone seam-C, seam-B, and sandstone in seam-C roof.

Geotechnical studies of lignite seams and surrounding strata present that the quality of the rock materials, soil materials and rock masses are very poor in strength. These results increase the importance of design studies for mechanized longwall systems. Caving behavior of roof strata, hydraulic shield working resistance, and required floor bearing capacity were investigated for the applicability of LTCC and conventional mechanized longwall mining systems. A LTCC was designed for two different alternatives in seam-A, and a conventional mechanized longwall system was designed for seam-C.

4.1 Caving behavior of roof

Beside the rock mass classification results which Seam-A and Seam-C roof materials are classified as poor and fair rock by RMR system (Table 6), rock quality index (L) and coal mine roof rating (CMRR) were used to understand and characterize the caving behaviour of the roof strata. Rock quality index (L) proposed by Bilinski and Konopko (1973) is used to classify roof caving behavior. L is calculated by Eq. (1). C is the compressive strength of roof rock while K₁ is the in situ strength coefficient, K₂ is the creep coefficient, and K₃ is the in situ water content coefficient. K₁ is taken as 0.33 for sandstone, 0.42 for mudstone, and 0.5 for claystone or siltstone. Similarly, K₂ can be assumed as 0.7 for sandstone and 0.6 for mudstone, claystone, or siltstone. Finally, K₃ is 0.6 for sandstone, 0.4 for claystone and mudstone with 50% relative humidity.

The condition of the longwall roof can be classified according to the value of L (Mangal and Paul 2016). Seam-A’s roof, seam-A, and seam-C’s roof classified and the average results of rock quality index and roof classification presented in Table 7. The results present the problematic behavior of roof strata for all conditions.

Apart from roof classification from the rock quality index, CMRR can also be used for a better understanding of the actual conditions. CMRR, which is used mostly for bedded coal measure rock, is currently applied for different purposes in mine planning such as longwall pillar design, roof support selection, and feasibility studies (Molinda et al. 2001).

Geotechnical borehole logging or underground face mapping can be used to gather required data for CMRR. Rating for the calculation of CMRR is well described by Mark and Molinda (2005) and the roof is classified in three ways that are weak, moderate, and strong. Laboratory test results and RQD values are used to obtain CMRR scores in Alpu lignite field.

Due to the low strength of the rock materials in any location of the lignite field, CMRR rating is taken as 5 for compressive strength. Rating for discontinuity spacing (DSR) is calculated by Eq. (2) from RQD. Finally, the overall rating is deducted due to the moisture sensitivity of the strata. Moisture sensitivity adjustment rating was determined from the slake durability index of the material. Ratings and the results of the CMRR are presented in Table 8. The results are similar to the rock quality index’s results and roof strata is classified as weak in every type of the strata.

4.2 Hydraulic shield support and floor bearing capacity for seam-A

Top coal heights are generally three times higher than mining height. Some mines in China reached a successful geometry to increase mining height for LTCC (Wang et al. 2015). Similarly, the use of LTCC for dip angle’s seams studied and drawing parameters proposed to improve top coal recovery (Wang et al. 2020). The only good side of the very poor surrounding rock strata condition for Alpu lignite field is the high cavability of the roof, which will be helpful for assumed LTCC method. On the other hand, weak materials in base reduce the bearing capacity of the floor, which can act as a limitation in work resistance of the hydraulic shield and mining height.

Wang et al. (2017) proposed three plies in top coal theory and categorized top coal as “granular ply”, “bulk ply” and “cracked beam ply” based on the different fracture and caving features of a lower, middle, and upper ply of top coal in ultra-thick seam. However, in some conditions, there is only one ply or two plies, depending on the factors such as top coal’s thickness, strength, fracture development, and crustal stress. The top coal portion in the study area is assumed as one-ply (granular ply) depending on the low strength of the lignite. The high cavability of the lignite seams reduces top coal thickness in the result of the low floor bearing capacity.

There are different methods that can be used to apply for hydraulic shield design such as detached roof block method, shield leg pressure measurement method, design of powered support selection model, and yielding foundation model. The existing geotechnical data allows applying detached roof block model for the study area, which is outlined in Fig. 4. The parameters used in the method are presented in Table 9, separately. The parameters used in the design studies are summarized in Table 10 that are determined from coal and surrounding strata geotechnical properties. Hydraulic shields’ technical specifications can be seen in Table 11 that are collected from the machine and equipment specifications of hydraulic shields, AFC conveyor, and shearer are determined from the available equipment in mining industry.

Detached block method application parameters and rules (Jangara et al. 2018) a LTCC and sublevel production b LTCC and sublevel production with pillar c conventional longwall and sublevel production

The very poor strength of the roof and floor causes to search for different production alternatives. Three alternatives were performed in seam-A which are named as LTCC and sublevel production, LTCC and sublevel production with pillar, and sublevel conventional mechanized longwall mining. The alternatives are illustrated in Fig. 5.

Production alternatives for seam-A (Jangara 2017)

The calculations performed to understand the availability of mining heights is the sum of cutting (mining) and top coal heights based on the bearing capacity of the floor. Available bearing capacity is taken as the average uniaxial compressive strength of the floor materials. It was taken as 3.4 MPa for coal and 5.5 MPa for seam-A floor claystone. The results were determined from the design studies, which are presented in Table 12.

In the second alternative, the upper part of seam-A that contains a lower calorific value (less than 1000 kcal/kg) according to the exploration study leaves as a pillar. This helps to decrease the amount of weight in the immediate roof that also decreases the load on the hydraulic shield. The thickness of the pillar was assumed as 5 m. The same calculation procedure was also applied for the second alternative and the results are presented in Table 13.

Finally, the third alternative was applied for the design of conventional mechanized longwall mining application in case of the unavailability of the LTCC method. The production will also be applied in sublevels. In other words, slices and the production are only performed in advance instead of the top coal. Different mining heights were studied again and the results are presented in Table 14. According to the bearing capacity of the floor for both coal and claystone, the available height can be changed from 2 to 4 m as per the analyses.

4.3 Hydraulic shield support and floor bearing capacity for seam-C

Seam-C thickness varies between 2.5 m and 4 m roof and floor strata forms by sandstone and claystone. Conventional mechanized longwall mining method, which is also the combined system of hydraulic shields, AFC conveyor, and shearer, designed for seam-C. Roof strata is classified similarly as seam-A and it is classified as high cavability. Floor material that is mostly claystone has different compressive strengths from 0.3 to 34.5 MPa and the average strength is 5.1 MPa. Detached roof method was also applied for the design and the results are presented in Table 15.

4.4 Evaluations and discussions

Different production alternatives were investigated for mechanized longwall design in seam-A and seam-C. The outputs of the design studies were discussed below.

Sublevels, which are also called as slices in a longwall panel, are projected in seam-A. The LTCC method was implemented in different alternatives for the production. The average compressive strength of lignite and floor claystone is 3.4 MPa and 5.5 MPa, respectively. The maximum height of one slice is 6 m where cutting height 2 m, and top coal height is 4 m. The total height of the third slice where the floor is claystone can be 10 m, and the cutting height is 3 m. Hence, the total producible thickness for Seam-A reaches up to 22 m in three slices. The second alternative is to leave the pillar in the upper slice to decrease the weight on the hydraulic shields. The results are similar for the second production alternative in seam-A. The only difference is the cutting height that can be increased to 3 m for the sublevels in lignite where the maximum height of the slice can be 6 m. Similarly, the maximum height is 10 m and the cutting height can be taken up to 3.5 m and the top coal is 6.5 m high for the third slice. This application will decrease the amount of production loss. Finally, the application of conventional mechanized longwall mining results as the third alternative show that the mining height can be taken up to 4 m, and three sublevels can be projected up to 12 m coal thickness.

The same procedure was applied for seam-C. The producible thickness can be design as 4 m by conventional mechanized longwall mining method based on the average floor bearing capacity, which is 5.1 MPa.

Recovery rate of top coal limits the applicability of fully mechanized production in longwall mining in terms of economic aspects. Higher strength of coal and surrounding strata increases the recovery rate however, it is very low in this case, so the recovery rate of top coal will be low. Resource modelling and mine design and planning studies should be considered based on the geotechnical properties and the low rate for recovery especially leaving pillar for strength requirement needs to be taken care of. The very low strength of the strata also limits applicability of different drawing and cutting alternatives in the longwall. It’s clear that one advance and one drawing alternative should be the most suitable one for LTCC production alternative as proposed by Wang et al. (2015).

The ground condition for all seams’ floor in the study area is in very low bearing capacity. The design was performed based on the average value of floor material compressive strength, however, the value was sometimes very low or the material was classified as the soil in some locations. Thus, geotechnical conditions were assumed as the weakest link for the site and once the production panel was projected and a geotechnical study must be conducted to understand the distribution of floor bearing capacity for the applicability of mechanized mining. This application should be applied for the entire production schedule at Alpu lignite field. Therefore, the amount of reserve that is defined as the producible amount of mine resource is totally related to the ground stability of coal seams for the project site. Mine design and planning works should follow the geotechnical researches. Geo-spatial distribution of floor bearing capacity and roof strength for strata surrounding coal seams should be modelled prior to mine planning for the coal mine site similar with Alpu in terms of geotechnical properties. The longwall mine design will be projected based on the output of the research.

Floor bearing capacity and caving behavior of the roof strata are critical due to the very low strength in the study area. Similarly, wall failure and/or face spalling can be the other issues during the working of mechanized longwall machinery. Any failure will cause wasting time, injuries, or machine failures. 2D finite element method was performed as numerical analysis to understand the reliability of cutting heights proposed by analytical solutions. Different cutting heights were applied to understand the wall and face stability.

Mohr–Coulomb failure envelope is defined as failure criteria due to the low strength of lignite and surrounding strata. Vertical stress (σ_v) for in-situ stress conditions is directly estimated from the overburden height that is a function of unit volume weight and depth. Hence, it is calculated as 0.21H in MPa according to Eq. (3). Horizontal stress (σ_h) was assumed as equal with vertical stress due to the low strength material (Brown and Hoek 1978; Wilson 1983).

The complex hydrogeological structure and dewatering solutions have been studied for the mine site. The scope of dewatering studies to lower the underwater level below the mining level. Underground water level would be reduced below the mining level and numerical model was compute in dry condition according to the field and hydrogeological conditions as well as existing studies. Material properties were used in the numerical models are taken from the geotechnical database (Table 2). Goaf material properties were estimated from previous researches due to the unavailability of test material or in-situ testing during pre-feasibility studies. In order to represent field conditions, goaf properties should be simulated based on the vertical stresses on the goaf material to gain the precise results (Banerjee et al. 2015). Elastic properties of the goaf is also a function of time and experimental results can be characterized according to Eq. (4) (Xie et al. 1999).

Yasitli and Unver (2005) used goaf Poisson’s ratio as 0.495 for the Tuncbilek lignite field while Yavuz (2004) defined unit volume weight as 0.017 MN/m³. Singh and Singh (2011) used unit volume weight as 0.018 MN/m³ and friction angle as 25° for goaf. Table 16 was prepared to present the goaf properties used in numerical analyses.

RS2 software was used to simulate the condition of the mechanized longwall for the LTCC method. Stresses, strength factors and yielded elements were taken as output of the analyses. The boundary conditions were fixed at zero. One of the finite element model was presented in Fig. 6. The mesh system was used for finite elements. Automatic mesh around the longwall was generated to model deformations and stresses that were derived from elastoplastic analyses. Numerical analyses were performed under these conditions. Normal (σ₁) and horizontal stresses (σ₃), strength factor (SF), and yielded elements were determined after a series of iterations of modeling studies. SF is the ratio between rock strength to induce stress that presents the adequate support systems. Stresses were investigated the effect of longwall height while SF can be used to understand caving conditions as well as stability conditions around the openings. Yielded elements were used to calculate the yielded distance through the face to understand the unsupported roof availability for the longwall. Four different cutting heights were modeled in the analyses that are 2.0, 2.5, 3.0, and 3.5 m, respectively. Top coal excavation was performed by caving from the rear of the longwall from hydraulic shields. The outputs of the numerical analyses, are presented in Fig. 7 for normal stress distribution, Fig. 8 for horizontal stress distribution, Fig. 9 for strength factor, and Fig. 10 for yielded elements.

Finite elemet model layout and boundary conditions

Normal stress numerical model output for different cutting heights

Horizontal stress numerical model output for different cutting heights

Strength factor numerical model output for different cutting heights

Yielded element numerical model output for different cutting heights

In-situ stress, stress in caving zone at the rear of the shield, and stress in the cutting zone at the front of the shield can be compared from the normal stress numerical models. In-situ stress is quite similar with the virgin in-situ stress calculated by the Eq. (3) and it is around 8 MPa. Stress in at the front reaches 24 MPa while it is around 3 MPa. The increasing cutting height results in the increasing amount of stresses for both normal and horizontal stresses. Increasing horizontal stress will cause working face instability that limits cutting heights. Caving conditions can easily be seen in the strength factor distribution for each cutting heights. The SF values were scattered around 1.0 roof and faced of the longwall for each cutting height. Most critical outputs determined from the analyses that are the yielded elements and the yielded depths, which can be seen in Fig. 10. The depth was increased from 1.4 m to 2.5 m by the increasing value of cutting height. Unsupported span was taken as 0.80 m that is the width of a typical shearer. Once the shearer cut the face, hydraulic shields should be advanced as early as possible to protect the longwall face against roof failure. The increasing value of yielded depth is also critical for face failure. It is recommended to limit deeper spalling in the longwall face related to the daily advance rate. The daily advance rate is taken as 2.0 so the cutting height that can be 3.0 m according to the yielded element results.

The evaluation of analytical and numerical analyses’ results presented in Table 12 recommend that if the cutting height is taken as 3.0 m, the top coal height can be 2.0 m for the first LTCC production alternative due to the bearing capacity. If the second alternative will be chosen for the production that is leaving pillar in the upper part of the seam, the cutting and the top coal heights can be selected as 3.0 m.

The Alpu lignite coal field with its two billion tons of resources was investigated with respect to the design of mechanized longwall mining systems. The mine site consists of three coal seams in various thicknesses called as seam-A, seam-B, and seam-C. Seam-A has thickness from 10 to 30 m. The thickness of seam-B is up to 1.5 m while seam-C thickness reaches to 4 m. According to the feasibility studies, a LTCC mechanized system will be implemented for seam-A, and a conventional mechanized longwall mining system is designed for seam-C. Due to the threshold value of thickness, seam-B is not projected for the production. A comprehensive geotechnical analyses were carried out to understand the strength of coal and surrounding structures. The results increases the importance of geotechnical assessment of mine site for mine planning studies due to the low strength value of roof and floor structures. The following main conclusions were drawn from this study as listed below.

1. (1)

   According to the result of the geotechnical classifications, each lignite seam and surrounding strata were classified as very low classes in terms of strength. Rock mass classification results also revealed the condition. The very low strength of the lignite roof causes an immediate collapse in the rear side that increases the loads on the hydraulic shields. Similarly, very low strength of floor bearing capacity also limits the height of the longwall. The very low strength properties of lignite also create a hazard for roof failure and/or face spalling.

2. (2)

   Three different production alternatives were investigated for seam-A. Longwall production will be applied in slices from nearly 30 m thick lignite in seam-A. The height of each slice, cutting, and top coal heights were designed based on the detached block method for each alternative. Numerical analyses were also performed to understand the face and roof stability during the production in LTCC. If longwall geometries are not implemented based on actual site geotechnical condition and design outputs proposed in this study, the low bearing capacity of floor might result in sinking the machinery and equipment. The low strength of the roof may also cause instability in the roof and face in longwall.

3. (3)

   Only one production alternative that is conventional fully mechanized longwall mining was applied for seam-C. Similarly, minimum bearing capacity of floor designated in this study for seam-C for a conventional mechanized longwall mining. If the strata does not meet the required minimum capacities, mechanized longwall mining cannot be applicable.

4. (4)

   The primary outcomes of the study present that Alpu lignite field will be the first example that will be designed and implemented in the weakest ground conditions among mechanized longwall mining for both LTCC and conventional mechanized longwall mining.

5. (5)

   The bearing capacity of the floor and the strength of the roof can be assumed as the parameter for threshold in reserve estimation. Once the panel location was projected in the mine, geotechnical properties of surrounding strata must be determined from a site and laboratory studies. The mine will be designed for LTCC and mechanized longwall mining in terms of cutting height, daily advance, top coal height, and sublevel heights based on the machinery and equipment specifications. If ground geotechnical features do not meet the minimum required conditions, the resource cannot be accounted for reserve due to the infeasible production. The required bearing capacity for the longwall cutting and top coal heights as well as the daily advance rate can be easily predicted based on the output of the research.