135 results about "Deformation modulus" patented technology

The invention discloses a soil and stone mixed filling roadbed compaction degree detecting method, which comprises the steps of: randomly selecting a soil and stone mixed filling roadbed test site, and obtaining the site compaction degree by a single-point douche or a sand cone method; carrying out fast static test in a preset position near the test site and obtaining a curve between the penetration power P and the penetration depth w; calculating the average density Rhom of the soil and stone mixed filling roadbed and calculating the initial void ratio n0 in the preset position; carrying out linear fitting according to the curve between the penetration power P and the penetration depth w and obtaining the value of the initial intermediate quantity a0 and b0; calculating the void-free deformation modulus E0 of stone particles of the soil and stone mixed filling roadbed; and calculating the compaction degree of other positions, i.e. the compaction degree in the ordinary positions. The method can be used for fast, stably and accurately detecting the compaction degree of the soil and stone mixed filling roadbed and is suitable for any compaction process and roadbeds compacted by compaction machinery.

An in-situ rotation contact method for the prospecting of rock and earth engineering features that the continuously applied pressure, rotational torque, water supplying pressure and their variations with the depth change of stratum are used to reflect the engineering properties of said stratum, directly and mechanically layer the stratum, and determine the load-bearing power, deformation modulus and anti-shear strength of foundation. Its dedicated apparatus is composed of a land data reader, and a underground prospecting rod unit consisting of prospecting rod, probe, and data acquisition and memory device.

The invention relates to a soil dynamic characteristic test technique for geotechnical engineering and especially relates to a simple instrument and a method for test of an internal stress of a soil mass under cyclic loading. A large quantity of researches and reports record that the roadbed soil under the cyclic loading is suffered from dynamic stress accumulation, but the academics does not pay attention to the phenomenon. The simple instrument can be mainly used for measuring the response conditions of the internal stress in the soil on factors such as different cyclic loading magnitudes, loading waveforms, loading frequencies and soil compaction rate, and acquiring the parameters, such as settlement curve, dynamic elastic modulus, total deformation modulus, static elastic modulus, of the soil mass under the cyclic loading effect. The method provided by the invention belongs to an innovative technology which is simple in laboratory test and convenient in soil dynamic characteristic acquisition; with the help of a lever pressure meter, the instrument can realize 10-times load output and can save instrument consumable materials and power sources; a computer system can be utilized to realize the automatic control on the instrument control and the data collection.

The invention discloses a geomechanical model simulating material for simulating a rock mass, which is formed by mixing the following components in parts by mass: 100 parts of barite powder, 0.5 to 7 parts of cement, 0.5 to 1.5 parts of water, 2 to 6 parts of semi-refined paraffin wax, and 2 to 6 parts of No.32 hydraulic engine oil; through testing, a test sample with the volume weight of 28KN / m<3> and size of 10cm*10cm*10cm, which is made of the material, has the deformation modulus of between 29.5 and 109.1MPa and the tensile strength of between 0.33 and 1.21MPa; and through a test sample with the volume weight of 24KN / m<3> and size of 10cm*10cm*5cm, which is made of the material, has the deformation modulus of between 26.4 and 94.7MPa and the tensile strength of between 0.30 and 1.02MPa. The invention also discloses a preparation method of the material. The rock mass simulating material provided by the invention contains the cement, the water, the paraffin wax and the hydraulic engine oil, so that the tensile strength and the deformation modulus of the rock mass simulating material can change in a larger range by regulating the respective mixing amount of the cement, the water, the paraffin wax and the hydraulic engine oil, and the requirement for simulating rock masses with different performances can be fulfilled; and the invention has the advantages of simple preparation process, low energy consumption, high efficiency and low cost.

The present invention discloses a deep borehole rock body deformation testing device with hand hydraulic pump connected with a pressure gauge and a high-pressure oil tube; two high-pressure oil tube are respectively a load applying course oil tube and a return journey oil tube, the load applying course oil tube is connected to the course piston interface of the hole drilling rock body deformation tester; and the measuring cable is connected with the hole drilling rock body deformation tester and the digital number reading device. The hole drilling rock body deformation tester is composed of four pistons, three displacement transducers, a displacement transducer amplifier, two force measuring sensors, a force measuring sensor amplifier, a detachable active rigid bearing plate, a detachable passive rigid bearing plate, a protective barrel and a circuit protecting barrel; the device has the advantages of high measuring precision, good coupling capacity to the hole drilling wall, directly measuring the deformation modulus value and elasticity modulus value of the deep rock body, simple structure, easy operation, stable testament and accurate data.

The invention relates to the technical field of bridge engineering, in particular to a concrete creep strain calculation method. The method comprises the following steps that 1, a creep coefficient phi(t, tau0) of concrete from the moment tau 0 loaded to the moment t and an elasticity modulus E(t, tau 0) are calculated; 2, an elasticity modulus E(t, tau 0) of concrete from the moment tau 0 loaded to the moment t is calculated; 3, according to the steps 1 and 2, a concrete creep strain calculation equation is obtained, and the equation is applied for calculating concrete creep strain, the calculation equation is shown in the description, the elasticity modulus E(t, tau 0) is obtained according to an aging coefficient, the elasticity modulus E(t, tau 0) is an effective modulus adjusted according to ages, and the expression is shown in the description. According to the method, the modulus is reduced, deformation modulus caused by concrete creep is achieved, strain changing along with time can be applied to concrete in one step, and therefore the problem that an effective modulus method overstates creep strain caused by stress increment obtained after loading is performed for the first time is solved.

The invention relates to a rapid original position testing method of foundation bearing capacity and deformation modulus, which comprises the following step: a steel ball whose weight is m is lifted to a certain height by a tripod and freely falls, and then the depth delta that the steel ball is compacted to press into the ground is tested. The test is repeated three times or more in a same field, the falling height of each time is different, and the indentation depth values of different depth indentations which are formed when the steel ball falls in each time are correspondingly tested, then the ultimate bearing capacity and the deformation modulus of foundation soil are calculated through the contact mechanical basic theory. The rapid original position testing method is an economical, rapid, convenient and accurate original position testing method, and is capable of rapidly screening the foundation bearing capacity of a large area site.

The invention discloses a method for making a BIPV component by adopting a transparent TPT material, and relates to the technical field of processing of solar cell modules. The component adopts transparent TPT to replace traditional back-panel glass so as to form a laminated structure of glass plus EVA plus cell plus EVA plus TPT; two layers of the EVA is adhered with the TPT, thus increasing thethickness of the EVA, changing the deformation modulus of the EVA during high-temperature cross-linked solidification, leading the EVA to be consistent with the deformation of the transparent TPT, andleading the back-panel TPT of the component not to have bad appearance phenomena such as air bubbles and wrinkles and the like.

The invention discloses a rock uniaxial compression whole-process creep damage model construction method. The method comprises the following steps of: carrying out a uniaxial compression test and a uniaxial compression creep test under the action of different axial stresses on a rock test piece to obtain the average compressive strength and creep curve of the rock, determining rock long-term strength and creep rupture time, determining a function expression of the deformation modulus changing along with time in the rock creep process, representing the elasticity modulus of the damaged rock material by the deformation modulus and determining an expression of a rock creep damage variable, determining a function expression of the creep damage model of the rock in the whole uniaxial compression process, and determining creep model parameters according to a rock uniaxial compression creep test result. The model built by the method can describe three stages of the whole process of instantaneous strain and creep generated in the rock loading process at the same time through a unified function expression, and therefore the defect that the existing model needs to manually divide the total strain generated in the rock creep process into four parts is overcome.

The invention discloses a measuring method capable of simulating lunar soil mechanical properties in low-gravity environment. According to the method, a special low-gravity environment simulation device is used, through an inclined test table, low-gravity environment is simulated in component force directions, and various component forces generated in the inclination process are related to the inclination angle; in the simulation process, the force-bearing condition inside the soil mass is detected through a granular mixture force distribution test, so that the detection is taken as a basic test of the measuring test for simulating the lunar soil mechanical properties; the method is used for evaluating mechanical property parameters of the simulated lunar soil in a 1g of gravity field and a low-gravity field, wherein the parameters include subsidence index n, cohesion deformation modulus KC, friction deformation modulus k phi, internal friction angle phi, cohesion c, and cone index CI value; and the parameters can be obtained through a pressure-bearing characteristic test, a shear characteristic test and a penetration characteristic test for simulating lunar soil. According to the measuring method, the special low-gravity environment simulation device is utilized, and the test of simulating soil mechanical parameters in the 1g of ground gravity environment and the low-gravity environment can be finished simultaneously, so that the differences of the mechanical properties of the lunar soil in different gravity fields can be comparatively analyzed, and the interaction relation of soil machines in deep space gravity environment can be revealed.

The invention discloses a numerically-controlled tension test system for a soil body, wherein a tension loading system is connected with a hydraulic loading digital servo control system and an automatic displacement tension force test and analysis system respectively; and the tension loading system comprises a tension working platform, the tension working platform is provided with two opposite fixed supports, a first alignment force-transferring bearing is arranged on one of the fixed supports at the opposite sides, a horizontally-placed tension jack is arranged on the other fixed support, the outer end part of the push-pull rod of the jack is fixedly connected with a second alignment force-transferring bearing, a dumbbell-shaped half-open steel mould for placing a tension test piece is arranged between the first alignment force-transferring bearing and the second alignment force-transferring bearing, and the both ends of the dumbbell-shaped half-open steel mould are connected with the first alignment force-transferring bearing and the second alignment force-transferring bearing respectively. Via the numerically-controlled tension test system for a soil body disclosed by the invention, the tension deformation modulus and the tensile strength of the soil body can be more accurately tested, the tension deformation characteristics and the strength characteristics of the soil body can be more effectively revealed, and important mechanical test parameters are provided for reasonable design and safety control of earth structures.

The invention relates to the jointed rock deformation modulus testing technology and provides a jointed rock deformation modulus testing method based on building a free interface incident wave separation algorithm in viscoelastic media. The method includes: testing jointed rock deformation modulus; building the reflection coefficient calculation formula of stress waves, in the viscoelastic media, on a free interface; acquiring incident P waves and SV waves according to testing point waveform separation; performing amplitude compensation of spherical dispersing; calculating the elastic modulus and viscose coefficient of a jointed rock; calculating the jointed rock deformation modulus. The method has the advantages that rock deformation modulus under different peak frequency dynamic load effects is obtained through testing; when peak frequency is small, the deformation modulus is static; when peak frequency is large, the deformation modulus is dynamic; corresponding deformation modulus can be selected according to the dynamic load feature borne by a rock project to perform related dynamic analysis, and the method is simple to operate and low in testing cost.

The invention discloses a method for determining nonpenetrating jointed and fractured rock mass deformation parameter, comprising the following steps: 1) data is collected, fractured group analysis is carried out on the fracture of the nonpenetrating jointed and fractured rock mass of a sample rock, a plurality of fractured groups having main influence are collected, and the values of the inclination, the connection ratio, the interval and the thickness ratio of each fracture are obtained by detection; 2) the values of the deformation modulus, the Poisson Ratio of a filler in the nonpenetrating fracture of each fracture collected in step 1, and the deformation modulus of and the Poisson Ratio of the rock are obtained through indoor rock mechanics experiments; 3) the deformation model of a nonpenetrating fractured rock mass is built; 4) the exact values of all parameters obtained in step 1 and step 3 are substituted in a model formula obtained in step 3 so as to obtain a plurality of nonpenetrating fractured rock mass deformation modulus and the Poisson ratio values in the sample rock. The value error is obviously lowered, which can satisfy engineering requirements or design requirements.

The present invention discloses a method for calculating an allowed highest temperature in a circular section lining concrete construction period. A lining structure thickness, a concrete strength grade, a surrounding rock deformation modulus and a construction period in-tunnel air temperature Ta are substituted into a calculation formula so as to calculate the allowed highest temperature in the construction period of circular section lining concrete. According to the method disclosed by the present invention, influence of surrounding rock performance (the deformation modulus), the lining thickness, the lining concrete strength, the in-tunnel air temperature and the like on the allowed highest temperature value can be effectively reflected; the allowed highest temperature of the circular section structural lining concrete construction period is highly accurately and rapidly calculated, so that the method more accords with the practical situation of engineering, is more scientific and reasonable, and completely can be used for actual development of temperature control and crack prevention design of the engineering, and particularly for rapid regulation on a construction period field implementation scheme.

The invention discloses an impact rolling construction method, belonging to the technical field of roadbed reinforcement construction, comprising the steps of leveling the surface of the impact rolling section, detecting the degree of compaction and water content, and when the degree of compaction and the water content of the surface of the impact rolling section are After the water content meets the design requirements, use an impact compactor to impact and roll 3 to 9 times, and at the same time use a bulldozer to level it, remove excess earthwork, arrange the roadbed, and use a vibratory roller or smooth wheel roller to roll 1 to 2 times. The secondary deformation modulus Ev2 value of the foundation soil after impact rolling; the present invention accurately limits which geological conditions are suitable for the impact rolling reinforcement construction method, more fully exerts the effect of impact rolling, and greatly reduces the impact of rolling. The number of times of rolling is generally 3 to 9 times. The detection index after rolling reaches the German high-speed railway foundation standard, which reduces the project cost and speeds up the project progress. The present invention is especially suitable for the foundation reinforcement construction of high-speed railways and highways.

The invention discloses an anchor wire prestress loss and rock-soil body creep coupling based computing method for side slope creep values. The computing method comprises the following steps: selecting the side slope that is comparatively uniform in soil body materials and properties and low in stability; determining the physical and mechanics parameters of the rock-soil body of the side slope; determining the water content W, the volume weight r, the uniaxial compressive strength Rc, the tensile strength Rt, the deformation modulus Eo, the cohesive force C and the internal frictional angle Phi of the rock-soil body; determining the creep curvilinear equation of the rock-soil body; determining the instantaneous elastic modulus Eh, the lagging elastic modulus Ek and the viscosity coefficient Eta<k> of the rock-soil body; bringing all the parameters into the relaxation equation of the coupling effect computation module, and working out the relational expression of the variation of anchor wire stresses and time; computing the anchor wire stress value at each time point according to the relational expression of the variation of anchor wire stresses and time, and figuring out the anchor wire prestress loss according to the anchor wire stress calculated value at each time point. The computing method can correctly reflect the variation situation of the strained condition of the prestressed anchor wire.

The invention relates to the water conservancy project stability evaluation and monitoring early warning fields, in particular to a parameter measuring and early warning method for determining a dangerous dam body safe reservoir water level. The parameter measuring and early warning method for determining the dangerous dam body safe reservoir water level comprises a first step of laying out a dam deformation monitoring network, a displacement monitoring datum point and a working base point; a second step of laying out and installing monitoring equipment; a third step of real-time monitoring the dam reservoir water level and displacement and real-time processing the monitoring data; a fourth step of determining a dam deformation modulus parameter; a fifth step of building function relational expressions; a sixth step of determining a dam water level critical value; a seventh step of determining the dam running safe reservoir water level. By the method, the shortage and limitation of the traditional dam predication evaluation method are overcome to a certain extent; a significant application value in the dam stability evaluation and monitoring early warning fields is available.

The invention relates to a rapid detection method for the highway roadbed compaction quality. The method comprises the following steps that firstly, in construction fields of roadbeds different in soil texture, a to-be-detected roadbed soil area is selected, a test point is selected at random, the dynamic deformation modulus Evd value of the point is tested, and data are recorded; secondly, another test point is selected, the roadbed compaction degree is detected through a sand filling method, and data are recorded; thirdly, the first step and the second step are repeatedly conducted, and therelation of the dynamic deformation modulus Evd value and the roadbed compaction degree K of each soil texture is established; fourthly, field testing is conducted; fifthly, data collection is clickedfrom a data collection software main interface, a testing instrument starts to conduct testing and transmission, and a background part conducts calculation and conversion according to the Evd and K correlation of the soil texture corresponding to the roadbed, and the compaction degree K is obtained; and sixthly, a detection result is uploaded to a roadbed compaction quality background managementsystem through the network, and the data are checked. The rapid detection method is rapid and convenient to conduct, data are accurate and reliable, the rapid detection method is applicable to the construction site, and the quality information can be reflected in real time.

The invention provides a pre-drilling in-situ rock mass combined measurement device and measurement method. The device comprises an auxiliary device, a shearing measurement device, a compression measurement device and an adapter, wherein the auxiliary device is used for providing a power source to the shearing measurement device and the compression measurement device, and processing acquired measurement data; the shearing measurement device is arranged at the lower end of the compression measurement device; and the adapter is arranged at the top end of the shearing measurement device, and is arranged in the compression measurement device. Therefore, the device can be used for measuring the shear strength and deformation modulus of rock mass at the same time, and measuring the tensile strength of the rock mass; sufficient power can be applied to the measurement device by loading a hydraulic cylinder, so that the measurement device is applicable to parameter measurement of soft stratum engineering and hard rock stratum engineering, and therefore, safe and reliable measurement device and measurement method are provided to the field of mine roadway engineering.

A soil compaction device has a vibrated contact element that makes contact with the soil during a contact phase and that is exposed to a contact force exerted by the soil and travels over a contact distance. A dynamic stiffness of the soil is formed from the gradient of the contact force and from the contact distance. Furthermore, a contact surface parameter to take account of the actual contact surface of the contact element with the soil is determined. The dynamic deformation modulus is then the product of the contact surface parameter and the dynamic stiffness. The method allows the determination of the dynamic deformation modulus, and hence of the soil stiffness, during the compaction operation.

The invention relates to the fields of rock soil and water-power engineering, and provides a specific compound alterated rock / zone comprehensive deformation modulus parameter acquisition method to solve the problem of no specific compound alterated rock / zone comprehensive deformation modulus parameter acquisition methods at present. The method concretely comprises the following steps: investigating and testing the macroscopic geological characteristics, the internal alterated rock macroscopic mechanical properties and the petrologic characteristics of an alterated rock / zone, and dividing the concrete alterated rock / zone according to the alteration type; carrying out deformation test on all alterated rocks in all the alteration types of areas to obtain the corresponding deformation modulus of every alteration type rock in every divided area; and calculating according to the corresponding deformation modulus of every alteration type rock in every divided area and the area of every alteration type rock area to obtain a compound alterated rock / zone comprehensive deformation modulus parameter. The method is suitable for acquiring the rock comprehensive deformation modulus parameter.

The invention relates to a safety assessment method for an arch dam structure, belonging to the technical field of arch dam engineering. The safety assessment method comprises the steps: a, along the dam height direction, dividing the arch ring of the arch dam into a plurality of branch arch rings connected in order from bottom to top; b, dividing each branch arch ring into a left part and a right part by taking the center line of the arch dam as a boundary line; c, selecting the arch ring arc length s, the arch abutment thickness T, the foundation deformation modulus R of a dam foundation corresponding to each left branch arch ring and each right branch arch ring and the born water pressure p as analysis parameters; d, combining the four corresponding analysis parameters into a single macro analysis parameter F; e, setting an analysis standard N; f, structural analysis: if the value of the corresponding F of each left branch arch ring or each right branch arch ring is larger than the value of the corresponding N, the structure is not safe; if the value of the corresponding F of each left branch arch ring or each right branch arch ring is less than the value of the corresponding N, the structure is safe. The safety assessment method for the arch dam structure has higher accuracy.

The invention relates to a zoned testing method for surrounding rock damage zones and aims at providing a conveniently-operated, accurate and effective zoned testing method for the surrounding rock damage zones. The surrounding rock damage degree is judged through deformation modulus testing, and a damage zone partitioning limit is established. The technical scheme is that the zoned testing method for the surrounding rock damage zone is characterized in that a testing hole is formed and is perpendicular to an excavated grotto, a rock core is taken out of the testing hole, and the depth of the testing hole corresponding the rock core is recorded; a deformation modulus testing instrument is adopted to test the rock core and summarize deformation modulus testing results and performs tabulation statistics, a transverse shaft represents a distance away from the wall of the grotto, a longitudinal shaft represents deformation modulus, the testing results and original deformation modulus are compared, the testing results lower than the original deformation modulus in a table are damage zones, gentle sections lower than the original deformation modulus are internal damage zones, and rising sections are external damage zones. The zoned testing method for the surrounding rock damage zones is suitable for the field of underground engineering.

The invention discloses an in-situ test system and method of lane filler bearing property. The in-situ test system comprises a loading control system, a pressure support system and a displacement measurement system, wherein the loading control system applies a pressure to the pressure support system; in a pressure-applying process, a vernier caliper of the displacement measurement system records a corresponding pressure value of a pressure meter when moving for a certain distance; stress values and strain values of a filler in different moments in a loading process are converted through the pressure value and the displacement value; and a stress-strain relation curve of the filler in the loading process is made according to the stress values and the strain values so as to determine bearing performance parameters such as compressive strength and deformation modulus of the lane filler. According to the in-situ test system and method, the influences caused by the size effect and a test environment and the like during testing in a laboratory are fundamentally eliminated, and the engineering mechanics properties of the filler can be actually reflected.

The invention discloses a geomechanical model test similar material for simulating a cover layer, which is formed by mixing the following components in parts by mass: 100 parts of barite powder, 4-6 parts of semi-refined paraffin wax, 5-10 parts of 32# hydraulic machine oil, 5-20 parts of bentonite and 8-12 parts of quartz sand. After the material is prepared into a sample of which the volume weight is 16-22 KN / m<3> and the size is 10cm*10cm*10cm, the deformation modulus is 0.11-1.19 MPa, and the compression strength is 1.8-18.4 KPa. The invention also discloses a preparation method of the material. The compression strength and deformation modulus of the cover layer simulating material are lower, and the volume weight, compression strength and deformation modulus of the obtained material can change within a wide range by adjusting the amounts of the substances; and thus, the material can be used as an ideal geomechanical model similar material for simulating a cover layer. The geomechanical model test similar material fills up the blank in the prior art; the raw materials have wide sources and have no toxic or side effect; and the method has the advantages of simple preparation process, low energy consumption, high preparation efficiency and low cost.

The invention discloses a jetting, expansion and extrusion combined pile, a construction method thereof and a spiral jetting, expansion and extrusion drilling rig used in the method. A pile of the combined pile comprises a pile body, at least one expanded body and a pile end, and the at least one double-frustum-shaped expanded body integrally formed with the pile body is arranged on the pile body.Each expanded body is located in a vertical soil layer position, which has higher deformation modulus and shear strength, of the pile body, and at least two wing plates which are uniformly distributed in the circumference direction and basically perpendicular to the axis of the pile are arranged on the pile body. The diameter of the pile above the at least one expanded body is larger than or equal to that of the pile below the at least one expanded body. The drilling rig comprises an upper section and a lower section, the diameter of the upper section is larger than that of the lower section,and the at least one expanded body can be produced in any required position conveniently. When the at least one expanded body is located at the upper part or in the middle of the combined pile, if the diameter of the pile above the at least one expanded body is larger than that of the pile below the at least one expanded body, the consumption of concrete can be greatly reduced.

The invention discloses a method for interpreting the deformation modulus and the brittleness index of rock by using acoustic logging information and relates to oil and gas reservoir logging evaluation. According to the method for interpreting the deformation modulus by using the acoustic logging information, the interpretation model of the deformation modulus is described as Dm = ae<b*f(AC)>, wherein Dm is the deformation modulus, f(AC) = Vp is the acoustic longitudinal wave velocity, and a and b are both constants. The computational formula of the f(AC) is: f(AC) = pAC<q>, wherein p and q are both constants and AC is the logging interval transit time. The method quantitatively interprets the deformation modulus of the rock by establishing a function relation between the logging interval transit time and the deformation modulus, and is more accurate in result. The method for interpreting the brittleness index by using acoustic logging information comprises calculating the brittleness index of the rock by using the static Young modulus of the rock and according to the method for interpreting the deformation modulus of the rock by using the acoustic logging information. The method for interpreting the deformation modulus and the brittleness index of rock by using acoustic logging information can well reflect the change rule of the brittleness characteristics of the reservoir rock in a logging profile, and provides reference data for reservoir rock mechanics evaluation and hydraulic fracturing construction.

The invention relates to a calculation method for effective soil layer deformation moduli of pile ends. The calculation method for the effective soil layer deformation moduli of the pile ends comprises the following steps that (1) a field test is conducted in each pile, so that the corresponding relation (N, S) between single pile loads N and single pile settlement S is obtained; and (2) the effective soil layer deformation moduli (please see the specification for the symbol) of the pile ends are calculated according to the corresponding relation (N, S) between single pile loads N and single pile settlement S. According to the calculation method for the effective soil layer deformation moduli of the pile ends, original soil layer deformation moduli are obtained through inversion according to settlement data of the field single-pile load test, the conditions such as the in-situ original structure of an actual soil layer can be directly reflected, and the defect of large errors of soil layer compression moduli obtained through an indoor geotechnical test in 'technical code for building pile foundation' is overcome.

The invention relates to the parameter acquiring technology of arch dam design and discloses a deformation-equivalence based automatic comprehensive deformation modulus calculating method for arch-dam foundations with an aim to solve problems about high error rate, low efficiency and difficulty in checking due to a manual modeling mode in the traditional technology. The method includes A), determining the scopes of models according to arch abutment positions, performing searching in a mode that deformation tends to be stable and restrain through comparison of different scopes of the models on influence of arch abutment displacement, and determining the comprehensive deformation modulus finite element standardization model; B), based on the comprehensive deformation modulus finite element standardization model, through comparison of different arch abutment section numbers on influence of the arch abutment deformation, and searching in the mode the deformation tends to be stable and restrain, determining the minimum arch abutment section numbers meeting requirements, and performing meshing on model units; C), acquiring unit parameters of composite materials in the models in an area-weighted calculation mode; D), automatically calculating the comprehensive deformation modulus. The method is applied to design of the arch dams.

A soil compaction device has a vibrated contact element that makes contact with the soil during a contact phase and that is exposed to a contact force exerted by the soil and travels over a contact distance. A dynamic stiffness of the soil is formed from the gradient of the contact force and from the contact distance. Furthermore, a contact surface parameter to take account of the actual contact surface of the contact element with the soil is determined. The dynamic deformation modulus is then the product of the contact surface parameter and the dynamic stiffness. The method allows the determination of the dynamic deformation modulus, and hence of the soil stiffness, during the compaction operation.