GEO-ENVIRONMENTAL MONITORING AND 3D FINITE ELEMENTS STABILITY ANALYSIS FOR SITE INVESTIGATION OF HOREMHEB TOMB (KV57), LUXOR, EGYPT.

: The Valley of the Kings (KV) is a UNESCO world heritage site with more than thirty opened tombs. Recently, most of these tombs have been damaged and inundated after 1994 flood. The Pharaonic rock-cut tombs at the valley of kings at the west bank of Luxor, were excavated mainly in the lower member I of the Thebes Limestone Formations and Esna shale Formations. These underground structures show serve degrees of damage and disintegration of supporting rock pillars, sidewalls and ceilings. In order to understand the Geo-environmental impact mainly the past flash floods in particularly the 1994 flood due to the intensive rainfall storm on the valley of kings and the long-term rock mass behavior under geostatic stresses in selected Horemheb tomb (KV57) and its impact on past failures and current stability, Remote sensing, GIS, LIDAR, 3D finite element stability analysis and rock mass quality assessments had been carried out using advanced methods and codes. Our analyses show that the KV57 rock- cut tomb at Luxor has been cut into poor to very poor quality marl shale masses. Rock failures of ceilings and pillars were frequently facilitated by local, unfavorably oriented persistent discontinuities, such as tension cracks and faults. Other failures were related to the disintegration of the marl limestone and Esna shale Formations into individual nodules upon weathering. Our data suggest that, in ancient Egypt monumental tomb construction, low-strength rock masses rarely resulted in modifications of the planned tomb design in order to minimise the risk of rock falls and to prevent collapses. The current flood protection measures are not enough. For this two following measures are proposed 1- to rise the current wall by 50cm. 2- to fill the depression by reshaping bathymetry. formation and at the base of the limestone formation in Thebes. The white indicate the grooves of erosion in the lower part of Unit 1 of the formation of Thebes, in the Hanadi member (Isna rock formation) and in the debris covering the Isna composition. that the grooves at the base of the limestone in Thebes and slightly lower are generally cavity, especially at the top and bottom of the protruding base of Unit 1. These are potential signs of sudden flooding. Falling blocks are unstable vertical mass and open vertical fractures; degrees. The dunes resulting from archaeological excavations.

. Piguet et al. 1988, Olivares et al. 2019, Hemeda. 2018 summarize that Egyptian monuments mainly fail due to deterioration or cracking of building materials, weak soft soil (for example, clay), and displacement along natural fractures in hard rocks (for example, limestone, sandstone, strong clay), Or falling rock from steep slopes drifts.
The Valley of the Kings was a burial place for Egypt's pharaohs during the reign of the new king from 1550 to 1070 BC. KV is a small valley cut by heavy rain and eroded during several periods of rivers in the Eocene into a thick layer of limestone located around a sliced layer of marly shale. The valley is located at an altitude of 70 meters above the level of the Nile River (140 meters above average sea level) and the height of the surrounding hills is 80 meters above the valley floor, as shown in Figure 1. During the late eighteenth dynasty and throughout the nineteenth century, royal tombs were usually located below the valley some distance from the rock walls. Builders often take advantage of their ankle 5 slopes, as in the case of the Horemheb KV57 tomb. Indeed, many other royal tombs in the Valley of the Kings exhibited similar decay and disintegration features. Most of the royal tombs in the Valley of the Kings and the Western Valley were excavated in the limestone of the middle and lower part of the first Thebes , member, the lowest unit of the formation of Thebes. However, many tombs penetrate the rock and interlocking rocks found in the formation of Isna Shale. All show a advanced deterioration in the rock structure that is irreversible due to swelling and contraction. The Horemheb tomb KV57 is clearly more susceptible to the additional geostatic loading of overburden or surcharge heavy rock layers, rock bursts, and structural damage to support pillars and sidewalls and the effects of past / recent rapid floods caused by torrential rains in the valley. Since some of these tombs also come into contact with underlying shale layers, which have the potential to swell and shrink in conditions of variable humidity. Extensive damage to these underground structures was widely observed in the Valley of the Kings. This tomb KV57 tends to be the worst tomb preserved in the Valley of the Kings. The marl shale in the valley is particularly weak and unstable. Not only did the old quarry problem come up, but the modern conservators too. When the marl shale comes in contact with moisture, it expands and can literally rip the hillside. Despite being thin, being strong support elements, these shafts will continue to attract significant loads due to redistribution of stress due to drilling. Insufficient column strength can lead to extreme instability and failure of the adjacent rock mass with potential catastrophic consequences for the associated undergrounds.
6 Today, satellite imagery like Guardian 2 is systematically available free of charge for large coverage, and can be used for accurate mapping as well as for documenting and analyzing historical and contemporary human activities around cultural heritage sites.
The paper represents the first comprehensive empirical and numerical studies to analyze the engineering failure and the appropriate design of the permanent mechanical support system for the Tomb of Horemheb (KV57). It is in fact one of the largest rock tombs found in Egypt.
The main characteristics of the geo-environmental and geotechnical analyzes conducted in this study are the investigation of the stable stability, safety margins, and engineering failure of the Tomb of Horemheb (KV57) under their current conditions, against the unfavorable environment (i.e. widespread weathering due to the impact of water and sudden floods in the past and present in particular the 1994 flash flood), Complete lack of protection, geostatic overload of structural rock support columns, and severe geotechnical and seismic conditions. Also to design a suitable geotechnical support system, according to the engineering rock block rating, in particular the RMR rock block rating and the Qsystem index of high-quality rock tunnel.
Engineering analysis was carried out through the following four main steps: 1-Evaluation of surrounding rocks (marl limestone and marl shale) by experimental research and Roclab program to obtain the Hoek Brown and Mohr-Coulomb fit classification criterion and rock mass standards in particular the global strength and deformation coefficient. Also to specify the maincharacteristics of the Esna Shale using different methods such as swelling test, swelling potential, swelling pressure, in addition, discussion of the role of the 7 expansive Esna Shale in the deterioration of archaeological buildings and sites. 2-Quantitative and qualitative estimates of the relevant factors affecting the stability of the tomb, especially overloading, fixed, geographic, and dynamic. 3-Integrated 3D geotechnical modeling of the cemetery environment for stress and displacement analysis and identification of volumetric strains and plastic points using advanced symbols and programs such as PLAXIS 3D. 4-The rapeutic and retrofit policies and techniques and the fixed monitoring and control systems needed to strengthen and stabilize the cemetery, where the rock mass classification refers to the rock mass where KV57 is excavated and it is poor rocks. The mechanical behavior of the rocks is simulated by assuming a foundational model to soften the elastic stress of the flexible plastic that captures fragile failure and the mechanisms of progressive substrate failure. In addition, rock pillar treatments and ground support strategies are discussed.
Based on the theory of stable engineering equilibrium and rock mass classification, support structure techniques are provided and detailed in detail with the KV57 case in this study.

Aspects of the strengthening design of the underground monuments.
Strengthening design of underground monuments the following aspects are to be Geotechnical monitoring includes Typical 3D displacement measurement in the underground excavation and on the surface (if required), extensometers, sliding micrometers, inclinometers, transducers, electrical stain gauge, load cells for rock bolts, pressure cells, and piezometers are used to observe the system behavior. To enable a quick visualization, reliable evaluation and interpretation of monitoring results, special software like PLAXIS 3D is required.
-Selection of Support methods -Integration of operational systems to address the underground excavation safety requirements (ventilation, firefighting).

Historic Context and Architectural design
This is the most innovative realization that Horemheb left in Thebes.The tomb itself is located inside the western branch of the southwest wadi. The opening of the tomb is cut low into the hill and once inside the tomb, the way further inward is by a set of stairs cut out of the rock. His plan is coupled with a change in axis, as at the beginning of the dynasty, with the straight outline of Amarna's tombs. It measures approximately 110 m.
The length of the sarcophagus is about 30 meters. Below is entry. Approaching north from the stairs entering the burial chamber, the only deviation is in the pillar hall just behind the well chamber. Here the stairs leading to the lower levels are compensated to the west (opposite the Western Wall), but progress is almost parallel to the stairs and upper aisles.
The burial chamber consists of two levels, the first, the upper level, which is a hexagonal hall. This leads to the lowest level, which is the actual resting place of the sarcophagus. Of these two sections there are a total of nine appendices, the furthest (most northerly) only partially drilled. The tomb was penetrated in ancient times. Besides digging pits through the upper passages and stairs leading to the well chamber, thieves also penetrated the far wall of this chamber, to reach the bottom of the grave. The thieves clearly do not get fooled by the clogged, deadly back wall. Upon its discovery, by Davis, the tomb was found to still contain many items of interest.
These included a red granite sarcophagus and a calcite chest calcite. There were also many wooden figures of the deities, as well as the king-size wooden statues of the king, reminiscent of those in the tomb of Tutankhamun, but without gilding. The diggers in the room, known as the Osiris Chamber, discovered the bones of two women and in the sarcophagus, the bones of two women and another man. In the coffin remains were found, which Davis was unable to identify, belonging to a man or woman. The mummy of Horemheb has not been found and has not yet been identified.
The decoration inside this tomb was organized as follows: (

State of Preservation
Monuments excavated in weak rock and high overburden exhibits fracturing and large deformations due to high stresses around the opening which exceed the ground strength.
The Geotechnical instability problems and degradation phenomena of rock cut tomb of  Table (1) summarizes the he information about 1994 flood and the inundation situation inside the effected KV tombs.
Short-term effects of rainstorms on Horemheb tomb (57) included damaged wall art due to debris flows and collapsed wall structures due to water saturation. Long term damages, however, are difficult to record, even though, their impact might be more critical. Flooded tombs like KV57 built into the Esna shale Formations, are most susceptible to rockstructure deformations or deterioration due to the physical properties of the Esna shale.
Throughout the Theban Necropolis, deterioration due to swelling is a common phenomenon that can be observed in Horemheb (KV57).
The damage in KV57 due to the geostatic stresses, consists of fallen ceiling slabs, a cutout wall and door decorations, the ceiling is extremely fractured, however, crack monitors show few displacements since 1991. Crack monitors show a few millimeter (0-10mm) horizontal and to a more extent, vertical movements. Some parts of ceiling and walls show heavy deterioration caused by rock instability due to abundant horizontal and vertical cracks.

Materials and Methodology
Remote sensing and GIS 13 Earth Observation System (EOS) platform is an advanced cloud platform has been used for the search, analysis, storing and visualization of geospatial data. This digital online Platform provided efficient tools for searching, processing, and analyzing large amounts of satellite data which have been created. As a result, valuable insights allowed us to quickly respond to changes in our area of interest (KV).

Geotechnical Experimental and Numerical analyses
On other hand, many collected marl limestone and Esna shale samples, where the Horemheb tomb (KV57) is excavated had been investigated by geological and geotechnical investigations, which include XRD, XRF and DTA-TGA analysis and thin section examination under polarized light microscope. A comprehensive program for petro 14 physical and mechanical testing include the uniaxial compression test and ultra-sonic wave velocity through the materials (PUNDT) has been established. The RocLab program has been utilized to calculate the Hoek-Brown Classification and criterion also to calculate the Mohr-Coulomb fits and rock strength parameters in particularly the deformation modulus. Underground structures of KV57 safety analysis is performed using the finite element (FE) method. The research presents a comprehensive study for the rock cut tombs safety analysis. The safety analysis includes not only a failure analysis but the effect of weathering, in particular the materials wear on the differential settlement have been investigated. The commercial FE package PLAXIS 3D is used for conducting stress, as well as settlement analysis. PLAXIS 3D is a finite element program developed for numerical analysis of geotechnical and underground and subterranean structures.
The deformation of this underground structure has been computed as realistically as possible, utilizing an advanced nonlinear elasto-plastic material model needs to be utilized in PLAXIS 3D which is capable of utilizing such advanced material models. 3D Plastic model is used for deformation and consolidation analysis in this research. The consolidation analysis is performed using PLAXIS 3D. Also in this research.
The Rock Mass Classification calculations are utilized for the general assessment of the rock mass where the KV57 is excavated. The results of the rock mas rating (RMR) and Qsystem values were utilized to design an appropriate support system.

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Environmental monitoring and assessment discusses developments and technical data arising from environmental monitoring and assessment, principles in designing monitoring systems, and the use of monitoring data in assessing the consequences of natural resource management and pollution risks.
The recent improvements in Earth observation technologies offer advanced technical features that allow new applications especially for documentation, promotion, risk control and preservation of cultural heritage. In particular, the latest spaceflight such as Sentinel-2, Landsate8 OLI + TIRS, Landsate7 ETM + Landsate 4-5 MSS and other satellites are particularly concerned with risk assessment and management, which is obtained systematically for the entire world.
This study provides the possibility of using these modern technological tools in terms of designing and planning smart and sustainable use of cultural heritage resources. The survey showed that most of the environmental problems around the Valley of the Kings come from previous heavy floods due to rainstorms, a high level of groundwater depth and the main cause is unplanned urban encroachment. The results of our analysis showed that the Valley of the Kings is located in the Western Desert with fewer rains and frequencies in the Nile River basin in Egypt. Previous research indicates that the duration of the storm exceeds one to two hours. Most of the storms are low-intensity rainfall since 1994.
However, severe rainstorms have been observed in recent years due to the impact of climate change. Currently there is a possibility that a severe storm like one or more intense from the year 1994 may come which could lead to catastrophic consequences especially in these tourist areas. Previous research indicates that the intensity of precipitation in a 1994 storm was about 16 mm / hour within two hours.

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The results of our analysis using the data obtained showed the spatial dimension of the changes in urban and agricultural areas, which were clearly shown in the classification images and the extracted indicators. Management and sustainable exploitation as well as conservation and mitigation strategies are mandatory to reduce decay phenomena, threats, and human actions that may accelerate decay dynamics or lead to degradation and / or significant change in rock graves in the KV and its "environment". In this context, remote sensing technologies can provide useful data to update information and documents in a timely manner as well as reliable tools for systematically monitoring cultural property. The tremendous availability of advanced remote sensing data today has opened up unexpected new and future challenges for several years. In particular, for archaeological sites and remote sensing of landscapes, it can provide useful data not only for exploring the surface of the Earth to detect sites and artifacts, but also for management, valuation and conservation, to discover changes as well as to assess degradation and emerging threats. Figure (7) represents an Urban Image. This band combination also provides a "naturallike" rendition while also penetrating atmospheric particles, smoke and haze. Vegetation appears in shades of dark and light green during the growing season, urban features are white, gray, cyan or purple, sands, soils and minerals appear in a variety of colors. The almost complete absorption of Mid-IR bands in water provides well defined and highlighted sources of water within the image; water is black or dark blue. Hot surfaces such as forest fires saturate the Mid-IR bands and appear in shades of red or yellow. One particular application for this combination is monitoring fires. Flooded areas should look very dark blue or black. Figure (8) represents a band combination which is good for picking out land from water. In this false color image, land appears in shades of orange and green, and water appears in shades of blue. Figure (9) represents an Index stack; It becomes readily apparent in this image stack that particular colors can be equated to different landscape features. For example, vegetation displays here as green, water as purple, and soil, rocks, and barren land as blue. Clouds also appear as a mixture of purple and magenta, so in this case these indices alone are not sufficient for differentiating clouds from water. Figure   (10) represents The classification map which includes four different classes for clouds (including cirrus) and six different classifications for shadows, cloud shadows, vegetation, soils/deserts, water and snow provision of associated quality indicators corresponding to a map of cloud probability and a map of snow probability.

The Geology of Gebel El-Gurnah, Luxor
The Thebes Mountains were deposited in a deep, shallow marine environment. The lowest Paleolithic to the early Eocene periods in Western Thebes consist of three configurations: Tarawan, Isna, and Thebes members. The characteristic weathering was used to form a goodness to divide the goodness formation into four units, the first member to the fourth member. The displacement of 30 m of member I associated with the fault of the Valley of the Kings is located on the right side approximately 40 meters from the tomb of Amenemis (KV10), and these formations were deposited in the southern part of Tethys, and the sea connecting the Atlantic and Indian Oceans, which was closed during the continental collision Between the Alps and Africa. Figure 12  Although these five measured errors are not sufficient, it will be an opportunity to be statistically significant. Where fragile rocks lead, high pressure conditions cause the rocks to burst (the sudden release of stored stress energy) manifested by sudden. degrees. The dunes resulting from archaeological excavations.

Mineralogical and Geotechnical properties of intact marl limestone and marly Shale specimens and discontinuities
The tomb was cut into a south-facing flank of the lowermost unit of the Thebes Formation.
The tomb is built into Esna shale Formation, 152.59m asl.
Eight thin sections were examined using a polarized optical microscope to determine the petrographic and geochemical properties of these building materials (Marl limestone and marly Shale). X-ray diffraction sensors (XRD) and X-ray probe (XRF) were performed to determine slats and proportions of the fixing limestone and Shale. In addition to the electron microscopy (SEM) attached to the energy dispersed x-ray (EDX) for microscopy and microscopy. Examples of XRD diffraction are increased for both studied stones and slurry tests by Cu K. radiation. The filtering speed is 2θ = 1 ° / min. With a constant voltage of 40 kV, 30 m and using X-ray diffraction PW 1480. Important components (by weight%) 21 of the studied stone and rock tests were performed using X-ray fluorescence spectroscopy (XRF) along an advanced wavelength -dispersive spectroscopy (Axios, WDspectroscopy) XRF, PANalytical, 2005, Netherlands). Chemical analyzes were performed using the ASTM specification (ASTM C114-00, (ASTM C114-15))), and electron microscopy images (SEM) were performed on a smaller analyzer JXA 840A for electron testing, Japan,   According to the ASTM C568 / C568M-15 the physical characteristics of the marly limestone and marly Shale are low, since the water absorption by weigh/max must be in range of 3% for the low density limestone to 12 % for the high density limestone.
According to the ASTM C 170, C 880, C 99 test methods and ASTM C568 / C568M-15 specifications, the physical and mechanical characteristics of the marly limestone and marly Shale is low, since the standard requirement for the uniaxial compressive strength (σc) of the limestone must be in range of 12 MPa for the low density limestone to 55 MPa for the high density limestone, (Hemeda, 2020).

Results of the 3D Numerical Analysis and Geotechnical Modeling:
In this study, PLAXIS 3D was implemented to determine the behavior of shale formations under heavy geostatic pressures. Plaxis is a commercially available program that uses the The hardening soil Model is an advanced model of soil behavior simulation. For the Mohr-Coulomb model, specific stress states are described by the friction angle phi, the cohesion c and the expansion angle psi. However, soil hardness is described more accurately using three different types of input hardness: E50 three-axis hardness, Eur three-axis dumping hardness and Ooed counter load hardness. Unlike the Mohr-Coulomb model, the hardened soil model also explains the stress dependence of hardness standards. This means that all stiffness increases with pressure. Hence, the hardness of the three inputs relates to the reference pressure, and is usually taken as 100 kPa (1 bar). Besides the above model parameters, primary soil conditions, such as pre-standardization, play a fundamental role in most soil deformation problems. This can be taken into account in generating the initial pressure.
Low-strength shale formations where KV57 is seriously excavated grave safety under static loading and earthquake conditions. PLAXIS 3D was used for three-dimensional numerical analysis of the central main rooms with their structurally supportive rock columns structurally damaged. Vertical cracks due to overload and slope of strength are evident.
The goal of 3D testing is to evaluate the state of pressure in columns taking into account 3D engineering. The issue of 3D effects on a basic design methodology is considered in the following areas. The various reenactments shown are redirected using the PLAXIS 3D symbol (PLAXIS 3D).

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The results of the three-dimensional static analysis represented in Figure. (23) to Figure. (31) Indicate that the rock columns in the main chambers are subject to relatively high pressure pressures. The main effective calculated compression peak pressure for rock columns and supporting side walls is 5.52 x 10 3 kN/m 2 as shown in Figure ( The results showed that the values of stress and displacement distribution on the roofs and structural rock pillars did not increase due to the excavation process extending behind the main hall and this may be due to the lower level of the ceiling for these small burial chambers. Numerical results suggested that failure could be more influenced by the orientation of vertical joint sets rather than bedding planes.
The numerical analysis reveals that the roof of the tomb which has suffered from exfoliation is those in compression. Given that the exfoliation is the result from a combination of the fluctuation of humidity and compressive stresses, the study concludes that the fluctuation of humidity needs to be minimizes by preventing the active circulation of air through the tomb.

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Pillars axial stress versus displacement curves provide insightful information on pillar failure mechanism associated with increasing axial loads. It can be seen that for pillars with W/H = 1/3 ≤ 0.5 the pillars generally exhibit a linear elastic behaviour up to peak strength then a brittle failure followed by an approximate perfectly plastic postpeak behaviour.
The results indicate general agreement with the empirical relationship for pillar width to height ratios. On the other hand, there is a significant reduction in pillar strength for ratios W/H<0.5. In these cases and where the pillar stability is controlled by unfavourable defects.

Evaluate the safety factor and stress state in the structural support pillars
Factor of Safety = FoS = = FoS ˃1 is The design criteria the engineering component/structure must achieve.
The designer defines failure; component/structure doesn't meet performance criteria; e.g. excessive deformation, fracture, etc.
In general, Use higher FoS for brittle materials (to avoid catastrophic failure). Use lower FoS when using materials for which the material properties are very well known. Use higher FoS for uncertain environments/stresses.
Typical Values for the Factor of Safety (FoS) of the buildings is ≥ 2. Bolts ≥8.5.
It is demonstrated that induced stresses of significant magnitude and ambiguous distribution are to be expected in the supporting pillars. Multiple openings and excavations designed on the basis of the average stress in the pillar σvgiven by the tributary area theory, as explained in equation (1).
Where, -A t is the area supported by the pillar -Α p is the area of the pillar σ ν is the vertical stress at the level of the roof of the excavation (catacombs) To evaluate the degree of safety of a pillar, we must be compare the above average pillar stress σ ν with the pillar strength σ p . The latter is not simply the unconfined compressive strength of the material comprising the pillar q u , because shape and size effects introduce significant modifications from the breaking strength of unconfined compressive cylinders.
The strength in compression for rectangular pillars of square cross section can be estimated from the equation number (2).
Where, -σ p is the strength of the pillar, -W and H are the width and height of the pillar respectively, -q u is the UCS strength of the pillar material on cylinders with height (h) equal to twice the diameter and -h crit is the minimum height of the cubical specimen of pillar material such that an increase in the specimen dimension will produce no further reduction in strength.
For the pillars, see figure (24) Hoek and Bray quote Salamon and Munro , s suggestion of acceptable safety factors > 1.6. Such values may be adequate for the excavation stability, , Hemeda, 2018.
Also overstress state = The tributary theory is based on average pillar stresses and derived stress value is generally close to the averages predicted by PLAXIS 3D.On other hand, the overloading of geostatic loading due to the overburden strata on the supporting rock pillars is obvious and it induced critical vertical cracks in these pillars also some sections have an overriding influence on the pillar stability, equation 3, particularly in terms of long-term creep effects and associated strength loss or thinning-out of the effective load bearing pillars and 32 section, (Hemeda, 2008. In the original study of Salamon and Munro this occurred between safety factors of 1.3 to 1.9 with the mean being 1.6. This value was recommended for the design of production pillars in South African bord and pillar workings (Salamon and Munro, 1967).

Design of structural supporting systems:
In order to effectively manage these large deformations, a number of important strengthening design parameters must be established. These include definition of the over-excavation required to provide deformation allowance, as well as determination of support measures. A support system which allows controlled deformations is chosen to limit the required support resistance and to achieve stability.
The Rock Mass Rating classification system relies on a group of six parameters = Intact rock strength, RQD, joint spacing, joint conditions, groundwater and modulus.
The first option is based on the calculation of Bieniawski, s RMR (Bieniawski, 1989) (rock mass classification system), where the strength of sound rock is 8 MPa (at a rate of 1), the RQD is 50 (at a rate of 12), and the joint spacing is less than 60 mm ( 5), the interruption conditions are 1-5 mm separation with continuous joints (at a rate of 10) and the groundwater conditions are completely dry (at a rate of 14), to adjust the direction of the joint is -5 and then RMR from the tomb of the sons of Ramses II (37) which are classified as rocks Poor with high pressure, as shown in Table (10).

Pillar Stitching
Pillar stitching with high strength rock bolts provide a significant increase in pillar strength.
If a weaker rock layer exists in the pillar, the benefits of pillar stitching were mainly observed as a post-peak behaviour resulting in a more controlled failure, particularly for W/H>0.5.
According to the calculated RMR value and the guidelines for drilling and supporting 10meter long rock tunnels according to the RMR system (after Bieiniawski 1989), as summarized in Table ( 11), the complete column support system design KV57 can include systematic rockbolt 4-5 meters long, Spaced between 1 and 1.5 m in the crown and walls with a wiremesh 100-150 mm in the crown and inside 100 mm with light to medium ribs of 1.5 m as needed.

Conclusions:
In conclusion, The rock mass properties and environmental conditions of the area were gathered to conduct a preliminary stability assessment the 18 The Dynasty tomb KV57. A Several instability problems of static and dynamic loading have been recorded and analyzed. As a result, a well-focused enhancement and adjustment program is essential and demand urgently since the KV57 is closed due to the instability and unsafe conditions.       Figure.8.This band combination good for picking out land from water. In this false color

Figures Legend
image, land appears in shades of orange and green, and water appears in shades of blue. Figure.9. Index stack. It becomes readily apparent in this image stack that particular colors can be equated to different landscape features. For example, vegetation displays here as green, water as purple, and soil, rocks, and barren land as blue. Clouds also appear as a mixture of purple and magenta, so in this case these indices alone are not sufficient for differentiating clouds from water.              Not applicable

c. Competing interests;
The author declare that he has no competing interests

d. Funding;
The author confirms that he is not currently in receipt of any research funding relating to the research presented in this manuscript.

e. Authors contributions;
The whole database construction and analysis are presented in the manuscript had been achieved by the author. The author read and approved the submitted manuscript.

g. Availability of Supporting Data;
-Data sharing not applicable to this article as no datasets were generated or analyzed during the current study".

h. Competing Interest;
"Authors have no competing interests to declare"