СПОСОБ ВЫДЕЛЕНИЯ УЧАСТКОВ НА КРУТЫХ СКЛОНАХ ПОД СТРОИТЕЛЬСТВО ЗДАНИЙ И СООРУЖЕНИЙ

Изобретение относится к области акустических исследований массива и может быть использовано для выделения участков, пригодных для строительства зданий и сооружений. Сущность: проводят акустическую съемку крутого склона в инфразвуковом диапазоне частот от 1 до 500 Гц по равномерной сети точек с частотой регистрации 1000 Гц в течение 1 минуты. В каждой точке строят до 5 спектров акустической эмиссии на различных интервалах времени регистрации. Вычисляют средний и/или преобладающий спектр, по которому выделяют собственные частоты верхнего слоя в каждой точке крутого склона и ее дисперсию. Сравнивают собственные колебания верхнего слоя с собственными колебаниями зданий и сооружений, оцененными по теоретическим формулам и/или экспериментально. При равенстве собственных частот проектируемых объектов собственным частотам верхнего слоя строительство объектов запрещают, а при различии - разрешают. Кроме того, оконтуривают разрешенные точки и получают границы пригодных для строительства участков.

Прибор для измерения несущей способности строительного материала

FIELD: measuring equipment. SUBSTANCE: invention relates to the field of railway transport, namely, to apparatuses for metering the density of a crushed stone base to estimate the uniformity of sealing of a railway track, and can be used during repair and restoration work of a railway track, during expert examination of the quality of conducted work in the course of surveys of the track. The apparatus comprises a stamp with a measuring unit, installed whereon are an elastic element and a hollow metal guiding rack, a striker installed thereon and configured to fall on the elastic element and be lifted, a mechanism for securing and dropping the striker, and an electronic unit for recording and processing the test results coupled with the measuring unit. The measuring unit is secured in the base of the stamp and is equipped with a triaxial accelerometer. The drummer is configured to rotate. The mechanism for securing and dropping the striker is made in the form of a bracket secured hingedly on the guiding rack, covering the striker and coupled therewith by means of a roller mechanism. The roller mechanism is configured for the motion conversion mechanism to be connected thereto through a coupling to rotate the striker, and the electronic unit is equipped with a gyroscope for tracking the verticality of the apparatus. EFFECT: increase in the accuracy of measurement of ballast density and stability of the results. 2 cl, 1 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 766 826 C1 (51) МПК E02D 1/02 (2006.01) G01N 3/30 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2021.08); G01N 3/30 (2021.08) (21)(22) Заявка: 2021103699, 12.02.2021 (24) Дата начала отсчета срока действия патента: Дата регистрации: 16.03.2022 (45) Опубликовано: 16.03.2022 Бюл. № 8 2 7 6 6 8 2 6 R U (56) Список документов, цитированных в отчете о поиске: RU 93824 U1, 10.05.2010. SU 898287 A1, 15.01.1982. RU 2510440 C2, 27.03.2014. DE ...

УСТАНОВКА ДЛЯ СТАТИЧЕСКОГО ЗОНДИРОВАНИЯ ГРУНТОВ. УСТРОЙСТВО СТАТИЧЕСКОГО ЗОНДИРОВАНИЯ ДЛЯ НЕЕ

FIELD: mining. SUBSTANCE: group of inventions relates to installation and device for testing soils by the static probing method. Device for soils static probing, located inside the box body, configured to be heat insulated and installed on the self-propelled vehicle chassis platform, equipped with hydraulic supports, includes the static probing device, control panel connected with the static probing device, set of working strings, hydraulic system. Static probing device is made with mechanical grip, it is mounted on the support base, fixed on the platform and arranged according to the centre of gravity of the self-propelled vehicle chassis. At the front board on the box body platform there is a hatch, wherein a hydraulic pump is placed with a possibility of interaction with the static probing device and actuating elements of hydraulic supports, connected with a hydraulic tank, located on the right from the hydraulic pump, made in the housing with a cover furnished with the magnetic disc from the inner side, and equipped with a filling filter and a filter of low pressure. Hydraulic pump and hydraulic tank are connected with hydraulic system, a control panel with a row of operator seat is installed on the left from the hydraulic pump. By the rear board to the left on the box body platform there is a rack to accommodate detachable frames for strings, and by the rear board to the right on the box body platform there is a work bench. EFFECT: technical result consists in improvement of soils probing performance conditions, improvement of operational quality and performances of the device, provision of safety and reliability of soils probing performance. 11 cl, 13 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (51) МПК E02D 1/02 (13) 2 601 638 C1 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ (21)(22) Заявка: ИЗОБРЕТЕНИЯ К ПАТЕНТУ 2015147643/03, 05.11.2015 (24) Дата начала отсчета срока действия патента: 05.11.2015 (45) Опубликовано: 10.11.2016 Бюл. № ...

ШТАМП ДЛЯ ОПРЕДЕЛЕНИЯ ДЕФОРМАЦИОННЫХ СВОЙСТВ ГРУНТОВ

FIELD: construction industry.SUBSTANCE: invention relates to construction and, in particular, to devices for determining the deformation properties of soils. The stamp for determining the deformation properties of soils includes a flat disk with stiffeners, a table for installing a jack. Additionally, it contains a solid disk in contact with the ground, made up of a circle and at least two rings inserted into each other, and a sensitive element made of an elastic compressible material located between the disks, made up of a circle and at least two rings inserted into each other, with gaps between them and the circle. The solid disks and the sensing element are coaxially oriented relative to each other by cylindrical guides equipped with pre-compression adjusting nuts of the sensing element. The upper disk and the sensing element are equipped with coaxially oriented cylindrical holes, and the lower disk is equipped with centering holes for coupling with the tips of the displacement sensors mounted on the upper disk.EFFECT: expanding the technical capabilities of the stamp and increasing the accuracy and reliability of determining the deformation characteristics of the soil.1 cl, 6 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 751 302 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2021.02) (21)(22) Заявка: 2020139582, 01.12.2020 (24) Дата начала отсчета срока действия патента: (73) Патентообладатель(и): Кятов Нурби Хусинович (RU) Дата регистрации: 13.07.2021 (45) Опубликовано: 13.07.2021 Бюл. № 20 2 7 5 1 3 0 2 R U (54) ШТАМП ДЛЯ ОПРЕДЕЛЕНИЯ ДЕФОРМАЦИОННЫХ СВОЙСТВ ГРУНТОВ (57) Реферат: Изобретение относится к строительству и, в относительно друг друга цилиндрическими частности, к устройствам для определения направляющими, оснащенными регулировочными деформационных свойств грунтов. Штамп для гайками предварительного сжатия определения деформационных свойств грунтов ...

УСТРОЙСТВО ДЛЯ ИЗМЕРЕНИЯ ДЕФОРМАЦИЙ ГРУНТОВ

Изобретение относится к устройству диагностики и прогноза состояния грунтовых технических систем на слабых грунтах и оползневых склонах. Техническим результатом изобретения является повышение чувствительности устройства при однократном воздействии вибродинамической нагрузки с сохранением высокой точности измерения. Устройство для измерения деформаций грунтов содержит полую стойку, чувствительный элемент, предназначенный для восприятия сдвигающих усилий при смещении грунта, и регистрирующее устройство, включающее измерительную часть, предназначенную для измерения изменения положения чувствительного элемента под действием сдвигающих усилий при смещении грунта, и соединенную с ней регистрирующую аппаратуру, предназначенную для преобразования изменения положения чувствительного элемента под действием сдвигающих усилий в величину смещения грунтов. При этом чувствительный элемент выполнен в виде стержня с коническим наконечником и установлен в полой стойке, и снабжен фиксатором, предназначенным ...

СПОСОБ РЕГУЛИРОВАНИЯ ХАРАКТЕРИСТИК ФИЗИЧЕСКИХ И МЕХАНИЧЕСКИХ СВОЙСТВ ДИСПЕРСНОГО НЕСВЯЗНОГО ГРУНТА МЕТОДОМ ГРАНУЛОМЕТРИЧЕСКОГО СИНТЕЗА

FIELD: construction. SUBSTANCE: invention relates to construction and can be used for construction of bases of buildings and structures from disperse non-cohesive soil with required characteristics of physical or mechanical properties. Method of controlling characteristics of physical and mechanical properties of dispersed unbonded soil by granulometric synthesis involves collecting a sample of dispersed loose earth and initially in laboratory conditions is divided into fractions using sieves, preparing additional soil samples, in which the weight fractions of the recovered fractions are equal to each other. Determining characteristics of each prepared sample and calculating regression coefficients b u and b 123...k by given relationships. Ratio of weight fractions of separate fractions in the synthesized soil is selected so that to obtain soil with a given characteristic value, then the available soil is divided into fractions and then, by mixing the selected weight fractions of the separate fractions, the soil is synthesized with a new granulometric composition. EFFECT: technical result consists in providing control of characteristics of physical and mechanical properties of dispersed loose earth by granulometric synthesis, taking into account the combined effect of characteristics of individual soil fractions on the characteristics of synthesized soil with a new granulometric composition. 1 cl, 3 tbl, 1 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 707 112 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2019.08) (21)(22) Заявка: 2019107907, 20.03.2019 (24) Дата начала отсчета срока действия патента: (73) Патентообладатель(и): Федеральное государственное бюджетное образовательное учреждение высшего образования "Омский государственный технический университет" (ОмГТУ) (RU) Дата регистрации: 22.11.2019 (45) Опубликовано: 22.11.2019 Бюл. № 33 2 7 0 7 1 1 2 R U (54) СПОСОБ ...

УСТРОЙСТВО ДЛЯ ИЗМЕРЕНИЯ ДЕФОРМАЦИИ ГРУНТА

... 1. Устройство для измерения деформации грунта, содержащее полый цилиндр, анкер, выполненный в форме диска, и измерительное устройство, отличающееся тем, что полый цилиндр снабжен жестким стержнем с закрепленным на его конце анкером, при этом жесткий стержень расположен внутри полого цилиндра с возможностью свободного перемещения вдоль его оси.2. Устройство по п. 1, отличающееся тем, что измерительное устройство выполнено в виде миллиметровой шкалы, закрепленной на цилиндре, и шкалы Нониуса, закрепленной на противоположном анкеру конце жесткого стержня.

СПОСОБ ОЦЕНКИ СОСТОЯНИЯ СВЯЗНЫХ ГРУНТОВ ОСНОВАНИЯИ ТЕЛА СООРУЖЕНИЯ

Изобретение относится к области строительства, в частности к выбору методов улучшения естественного слабого основания из связных грунтов или для принятия решения об их замене более прочным материалом, а также при оценке состояния эксплуатируемых грунтовых сооружений. Техническим результатом является повышение точности определения равновесной плотности и влажности с учетом действующих нагрузок от собственного веса слоев грунта. Для этого способ включает отбор образца грунта, определение плотности и влажности в естественном состоянии, плотности частиц грунта, плотности и влажности на границе текучести, плотности и влажности при различных нагрузках по математическим формулам. При этом дополнительно по глубине делят основание и тело сооружения на слои с однородными характеристиками, вычисляют давление от собственного веса грунта каждого выделенного слоя, проводят компрессионное сжатие образца грунта при влажности, близкой к границе текучести, по полученным результатам устанавливают зависимость ...

СПОСОБ ПОСТРОЕНИЯ КРИВОЙ ДЕФОРМИРОВАНИЯ ГРУНТА

FIELD: construction.SUBSTANCE: invention relates to construction and is intended for real-time construction of assumed soil deformation curve and evaluation of physical and mechanical characteristics of base soils, which provide methods of calculating bases, foundations and underground structures with initial information. Method of plotting the soil deformation curve includes soil tests, which are used to graphically plot the assumed soil deformation curve. Field tests of soil samples are carried out by the method of multichannel analysis of surface waves, according to the analysis results the profile of distribution of speeds of surface waves is built, according to the profile of distribution of speeds of surface waves the specific weight of soil layers is estimated γ, initial shear modulus Gat small deformations, correlation coefficient k between initial shear modulus and deformation module, deformation module E for die with area of 5000 cm, further define the ratio r of modulus E deformation stamp area of 5000 cmto elastic deformation modulus E, corresponding to the maximum tangent modulus of deformation for a stamp in range 0.59–0.86 area of 5000 cmand calculating elastic modulus of deformation Ealong primary branch of loading according to reduced relationship. Longitudinal wave velocity Vis determined during field tests or according to the given relationship. Further, specific adhesion c and internal friction angle are evaluated ϕ soil by reduced relationship. Based on the results of tests by the method of multichannel analysis of surface waves, the domestic pressure σat the required depth according to the given relationship. Further, shape of assumed deformation curve is selected: hyperbolic or exponential, maximum deviator voltage is calculated σby the given relationship. Graphical construction of assumed deformation curve is performed by one of formulas – for hyperbolic or exponential curve of deformation.EFFECT: technical result consists in provision of ...

УСТРОЙСТВО ДЛЯ ИЗМЕРЕНИЯ ПАРАМЕТРОВ БУРЕНИЯ И ЗОНДИРОВАНИЯ

Изобретение относится к области строительства и предназначено для использования при проведении инженерно-геологических изысканий с целью определения механических свойств грунтов в полевых условиях. Техническим результатом является расширение функциональных возможностей устройства и повышение точности измерений. Устройство для измерения параметров бурения и зондирования включает транспортное средство, на платформе которого размещены мачта с вращателем, гидравлическая система, обеспечивающая работу бурильно-кранового оборудования, полую шнековую колонну, долото, устройство для измерения параметров бурения, содержащее датчик момента, датчик силы, датчик скорости вращения, и устройство статического зондирования, содержащее датчик лобового сопротивления, датчик сил трения, датчик порового давления, датчик температуры, датчик вибрации. Устройство для измерения параметров бурения и зондирования выполнено в виде стального цилиндра с ребордами, один конец которого соединен с полой шнековой колонной ...

Способ определения качества земляного полотна транспортных сооружений, защитных слоев земляного полотна транспортных сооружений, несвязанных слоев дорожных одежд и система для проведения статических штамповых испытаний для его осуществления

СПОСОБ ОПРЕДЕЛЕНИЯ ГРАВИТАЦИОННОГО ДАВЛЕНИЯ МАТЕРИАЛЬНОЙ СРЕДЫ В МАССИВЕ И ЕЁ ПРИРОДНОЙ ПЛОТНОСТИ

Способ определения гравитационного давления материальной среды в массиве и ее природной плотности, заключающийся в том, что на заданной глубине h (см) массива материальной среды полевыми методами инженерных изысканий определяют угол φвнутреннего трения и удельное сцепление cсреды ненарушенной структуры в условиях гравитационного (бытового) давления p, отличающийся тем, что величину гравитационного давления в массиве упругосвязнопластичной грунтовой среды определяют по зависимости, а плотность грунтовой среды рассчитывают какпри удельном весе, где g - ускорение свободного падения тела в условиях гравитации (см/с), а величину гравитационного давления в массиве упругоэластичной анизотропной торфяной среды определяют по зависимости, а плотность торфяной среды рассчитывают какпри удельном весе.

СПОСОБ ОПРЕДЕЛЕНИЯ ТЕХНОЛОГИЧЕСКИХ ХАРАКТЕРИСТИК СВЯЗНЫХ ГРУНТОВ ПРИ УПЛОТНЕНИИ МЕХАНИЗМАМИ

... 1. Способ определения технологических характеристик связных грунтов при уплотнении механизмами, включающий определение влажности на границе текучести и оптимальной влажности грунта, отличающийся тем, что дополнительно определяют гранулометрический состав грунта, содержание и плотность частиц мелкой (размером менее 2 мм) фракции, плотность образца при влажности на границе текучести, величину удельной уплотняющей нагрузки под рабочим органом механизма и минимальный размер его следа в плане, а технологические характеристики грунта определяют по формулам: максимальную плотность мелкой фракции оптимальную влажность Wopt= Sr эффективную толщину уплотняемого слоя hэф= 0,84•Вmin, (3) необходимое количество проходов (ударов) уплотняющего механизма по одному следу n, принимаемое равным для трамбующих плит, катков с гладкими вальцами и виброкатков, двухосных пневмокатков с шахматным расположением колес n= 4-6; для прицепных и полуприцепных одноосных пневмокатков, имеющих зазор между колесами, n= 8 ...

Устройство для испытания грунта

Изобретение относится к строительству , в частности к устройствам для лабораторных исследований механических свойств грунтов. Цель изобретения - расширение функциональных возможностей за счет испытаний при неоднородном напряженно-деформированном состоянии. Устройство содержит цилиндрический корпус 1 с оболочкой 2 для образца грунта 3, нижний 4 и верхний 5 штампы с пористыми фильтрами и дренажным коллектором 6, приспособления 7 и 8 для создания радиальной и осевой деформации , регулятор температуры 9 и датчики температуры 10 и 11. Нижний штамп 4 выполнен сменным с фильтром заданной формы кривизны 12 или наклона поверхности, а дренажный коллектор 6 разделен на полости , снабженные автономными системами 15 и 16 измерения и регулирования пасчо- да, давления и температуры поровой жидкости Изменяя конфигурацию кривизны 12, создают различные условия неоднородности напряжен но-деформированного состояния грунта с разными градиентами напора, изучая при этом своеобразие фильтра ионных и механических ...

Устройство для определения плотности грунтов

Использование- определение плотности грунтов Сущность устройство содержит излучатель 1 и приемник 2 упругих колебаний, усилители 3, 4, формирователи 5, б 9 тактовый генератор 10, делители 11 и 19 частоты дополнительные генераторы 18 и 21, сумматор 12, частотомер 13, триггеры 7, 1 б, ключи 8,17, счетчик 20, блок 15 сброса и индикатор 14 9 ил ...

Устройство для определения прочностных характеристик грунта

Устройство для определения липкости грунтов подводного залегания

Устройство для создания бокового давления при испытании на трехосное сжатие крупнообломочного грунта

... 1. УСТРОЙСТВО ДЛЯ СОЗДАНИЯ БОКОВОГО ДАВЛЕНИЯ ПРИ ИСПЫТАНИИ НА . ТРЕХОСНОЕ СЖАТИЕ КРУПНООБЛОМОЧНОГО ГРУНТА по авт. св. 966148, .от личаюрееся тем, что, с целью расширения функциональных возможностей и повышения производительности работ, оно дополнительно снабжено упругой мембраной, прикрепленной к цилиндрической грузовой камере , расположенной соосно с рабочей камерой со стороны ее свободного торца и жестко связанной с цилиндрическими лепестками, стаканом , связанным с грузовым штампом, плоским штампом, смонтированным на упругой мембране, сильфоном и вибровозбудителем , жестко связанным с плоским штампом, при зтом стакан и сильфон расположены внутри грузовой камеры, сильфон связан своими торцами с грузовой камерой и грузовым штампом, полость грузовой камеры снабжена гидравлическим входом, а связи грузовой камеры с цилиндрическими лепестками и стакана с грузовым штампом выполнены на разъемных соединениях. i 2.Устройство по п. 1, о т л уН чающееся тем, что, с целью (Л повьш1ения надежности ...

Прессиометр

ПРЕССИОМЕТР по авт. св. № 844680, отличающийся тем, что, с целью расширения функциональных возможностей, прессиометр снабжен инерционным вибровозбудителем и датчиками измерения статических перемещений и виброскорости продольных колебаний, при этом инерционный вибровозбудитель жестко установлен на сердечнике, а датчики - на штампах. @ ю со ...

Устройство для испытания грунта на сдвиг

Баллонный плотномер для грунтов

Использование: область дорожного строительства, оценка степени уплотнения насыпей земляного полотна. Сущность изобретения: баллонный плотномер для грунтов, содержащий цилиндрический корпус и размещенный в нем сосуд, пр игруз и поршень со штоком. Сосуд выполнен с цилиндрическим полым стаканом внутри. Полый стакан снабжен пробкой с отверстием и трубкой . Нижний конец трубки закреплен в отверстии пробки. Верхний конец трубки установлен на уровне начала делений на горловине сосуда. Ыток поршня выполнен разъемным. 1 ил. S ...

Защитная оболочка устройства для испытания образцов грунта

Устройство для определения скоростей фильтрации образцов горных пород

Устройство для испытания грунтов в естественном залегании методом вращательного среза

Устройство для определения деформативных свойств грунта в скважине

Устройство для определения коэффициента упругости грунта

УСТРОЙСТВО ДЛЯ ОПРЕДЕЛЕНИЯ КОЭФФИЦИЕНТА УПРУГОСТИ ГРУНТА, включающее модель фундамента с вертикальной нишей и выемками по боковой поверхности для размещения датчиков направленного действия, вибраторы, установленные в нище модели, грузовую балку, соединенную с моделью фундамента посредством виброизоляторов, и защитный кожух, изолирующий основание модели от соприкосновения с грунтом, отличающееся тем, что, с целью определения коэффициентов упругого неравномерного сдвига грунта боковой засыпки, оно снабжено дополнительными виброизоляторами, соединяющими модель фундамента с основанием, причем вертикальная нища выполнена на всю высоту модели и размещена между соосно расположенными виброизоляторами одинаковой жесткости, а вибраторы установлены в горизонтальной плоскости, проходящей через центр тяжести модели на равных расстояниях от ее вертикальной оси, и закреп (Л лены на противоположных стенках верти-i кальной нищи.

Способ статического зондирования грунтов

Подводная установка статического зондирования

Приспособление для соединения штанги бура с грунтоносом

Грунтонос

Устройство для определения сопротивляемости грунта размыву фильтрующейся по трещинам воды

Устройство для контроля плотности грунта

Прессиометр

Изобретение относится к строительству , в частности к устройствам для определения в скважинах характеристик сжимаемости. Целью изобретения является упрощение конструкции. Прессиометр содержит корпус, жесткие штампы с внутренними клиновыми поверхностями , шток с поршнями и гидроцилиндрами , жестко закрепленный в торцах корпуса, толкатели, размещенные на гидроцилиндрах и взаимодействующие с внутренними клиновыми поверхностями жестких штампов. 2 ил.

Устройство для определения сдвиговых характеристик грунта

DEVICE FOR DETERMINING SHEARING STRENGTH OF SOIL

Устройство для исследования грунта методом вращательного среза

Способ определения динамических характеристик почв и пневмоколес

Изобретение относится к измерению механических свойств почв и пневмоколес и может быть использовано при проектировании транспортных средств. С целью повышения точности и сокращения трудозатрат , одновременно определяют собственную частоту и коэффициент затухания системы пневмоколесо-почва и коэффициент затухания почвы. 1 ил. to 00 ел ...

Способ определения водопроницаемости грунта

Установка для статического зондирования грунтов морского дна

УСТАНОВКА ДЛЯ СТАТИЧЕСКОГО ЗОНДИРОВАНИЯ ГРУНТОВ МОРСКОГО ДНА, включающая копонну обсадных труб с фрезерным башмаком, размещенный внутри нее гидроципиндр с поршнем и зондом, приспособление для подвода рабочей жидкости к гидроги пиндру и измерительные приспособления, отличающаяся тем что, с целью повышения надежности работы, колонна обсадных труб в верхней части снабжена герметизирующей крьшгкойчс вентилем и манометром, ft в нижней - уплотнякяф1М поясом, гфис пособление для подвода рабочей жидкости к гидроципиндру выполнено в виде полой штанги с балластом и Двух противоположных камер, соединенных между собой втулкой с проходящим через нее штоком с поршнями и вьполненнсА с верхними и нижним каналами, 9 соединенными соответственно с трубопроводами камер для подачи воды и масла.

Устройство для создания бокового давления при испытании на трехосное сжатие крупнообломочного грунта

УСТРОЙСТВО ДЛЯ СОЗДАНИЯ БОКОВОГО ДАВЛЕНИЯ ПРИ ИСПЫТАНИИ НА ТРЕХОСНОЕ СЖАТИЕ КРУПНООБЛОМОЧНОГО ГРУНТА, включающее О5 СП Ю СО жесткие лепестки, связанные друг с другом и охваченные каждый с внутренней стороны уп ругими пластинами, прикрепленными к ним по обоим-торцам с помощью обойм, одна из которых снабжена ножом, отличающееся тем что, с целью повыщения надежности, точности измерений и расщирения функциональных возможностей, оно снабжено защитными лепестками , датчиками перемещений, разделительными планками и гидравлическими дросселями , при этом защитные лепестки располо жены в виде смещенных друг относительно друга ярусов и гибко связаны с упругими пластинами, датчики перемещений установле ны на жестких лепестках в нескольких уровнях и связаны с внутренними поверхностями упругих пластин, а разделительные планки с закрепленными на них гидравлическими дросселями размещены между жесткими лепестками.

Способ определения коэффициента оттаивания мерзлых грунтов и устройство для его осуществления

Устройство для исследования разупрочнения пластичных грунтов при вибрации

Использование: исследование механических свойств материалов, определение пластической прочности грунтов в условиях вибрации, прогнозирование поведения пластичных грунтов в сейсмоактивных областях при возможных землетрясениях, в основаниях машин и механизмов, передающих на них динамические нагрузки: АЭС, насосы, турбины, пневмомолоты, поезда. Сущность изобретения: устройство выполнено в виде стоек, жестко связанных с вибростолом, и поперечной балки Устройство содержит кольцо для образца. Нагрузочное приспособление выполнено в виде пружины и упорного болта. Пружина размещена на направляющем штоке между индентором и упорным болтом. 1 ил (Л ...

Устройство для моделирования деформаций горных пород и изучения горного давления

Устройство для испытания грунта наРАСТяжЕНиЕ

Устройство для определения сопротивления грунта вдавливанию и вращательному срезу

Способ отбора образцов материала дорожного покрытия и устройство для его осуществления

Изобретение относится к строительству автомобильных дорог, в частности к отбору проб материала дорожного покрытия. Цель изобретения - сокращение времени отбора образцов материала дорожного покрытия цилиндрической формы, соответствующих требованиям ГОСТа, на лабораторные испытания. В свежеуложенное неуплотненное покрытие на всю его глубину закладывают металлическую винтовую спираль в виде полосы 1, в которой каждый предыдущий и последующий витки и соединены гибкими связями 2, а извлекают ее из покрытия после его уплотнения и стабилизации выпрессовыванием поочередно каждого витка спирали от верху до низу за петли 3. 2 с.п. ф-лы, 2 ил.

Способ компрессионного испытания грунтов и устройство для его осуществления

Изобретение относится к области строительства, в частности к устройствам для определения физико-механических свойств грунтов. Цель изобретения - ускорение компрессионных испытаний. Существо способа заключается в том, что для испытаний вырезают образцы различного диаметра с площадью поперечного сечения, кратной ступеням нагрузок при испытаниях. Образцы размещают по общей для них вертикальной оси в порядке убывания площадей поперечного сечения снизу вверх. Прикладывают вертикальную нагрузку, которая, распределяясь по разным площадям сечения образцов, создает различные напряжения. Измеряют деформации. Испытания заканчивают по достижении условной стабилизации деформации всех образцов. Устройство включает корпус 2, составные штампы 3 с различной площадью в верхней и нижней частях, деформирующиеся кольца 4, приспособления для измерения деформации и создания нагрузок. После размещения образцов в кольцах между штампами и создания осевой нагрузки происходят осадки образцов, которые измеряют мессурами ...

Устройство для определения физико-механических свойств грунта

Прессиометр

Способ определения зоны возможной просадки грунта

Способ измерения льдистости мерзлых грунтов

Устройство для определения механических свойств грунтов

Зажимной патрон двухстороннего действия к устройству для статического зондирования грунтов

Изобретение относится к инженерно- геологическим исследованиям, а именно к устройствам для захвата штанг. Цель изобретения - повышение надежности захвата и исключение деформации зажимаемой штанги. Устройство содержит корпус, в котором на осях закреплены подпружиненные зажимные ролики, взаимодействуюш,ие между собой посредством зубчатых шестерен . Одна из осей снабжена рукояткой для управления зажимными роликами. Рабочие поверхности зажимных роликов выполнены в виде кольцевой расточки, имеюш.ей в сечении форму полуокружности с равномерно изменяющимся радиусом от меньшего к большему за полоборота ролика вокруг оси и от большего к меньшему - за другую половину оборота. S Ю СО Oi О5 00 со ...

УСТРОЙСТВО ДЛЯ ОПРЕДЕЛЕНИЯ ВИДА ГРУНТА

Устройство для определения плотности грунтов

Устройство для исследования механических свойств грунтов

УСТРОЙСТВО ДЛЯ ИССЛЕДОВАНИЯ МЕХАНИЧЕСКИХ СВОЙСТВ ГРУНТОВ, включающее корпус с гидравлической и рабочей камерами, образованными эластичной оболочкой и верхним и нижним пористыми дисками, поршень, верхнюю и нижнюю водосборные камеры, нагрузочные и измерительные приспособления, отличающееся тем, что, с целью повышения информативности и точности исследования, оно снабжено крыльчаткой, содержащей сдвиговую головку, .соединенную посредством штока с лопастями, а поршень - трехходовым краном, шток крыльчатки снабжен перфорированными трубками и выполнен с боковым и осевым каналами, сообщающимися между собой и с перфорированными трубками, поршень выполнен с гидравлической камерой, соединенной посредством канала с верхней водосборной камерой, трехходовой кран установлен с возможностью последовательного соединения между собой верхней водосборной камеры и гидравлической камеры поршйя, измерительного приспособления и атмосферы.

Складной наконечник для динамического зондирования грунтов

СКЛАДНОЙ НАКОНЕЧНИК ДЛЯ ДИНАМИЧЕСКОГО ЗОНДИРОВАНИЯ ГРУНТОВ, включающий корпус с цилиндрическими выточками и сегментами, взаимодействующий со щтангой, отличающийся тем, что, с целью повышения производительности динамического зондирования, корпус снабжен хвостовиком, а конец щтанги выполнен с цилиндрической выточкой, при этом цилиндрические выточки корпуса выполнены на разных уровнях, а сегменты выполнены составными и закреплены щарнирно на корпусе и щтанге с возможностью их размещения в цилиндрических выточках корпуса. S W О5 СП сл со сл ...

Способ определения сопротивления сдвигу грунта

Способ определения послойных деформаций грунта

Устройство для определения деформации оползневых слоев массива грунта

Устройство для статического зондирования грунта

Установка для испытания грунтов статической нагрузкой в скважине

Ground compactor for compacting foundations and building materials, has acceleration sensor on baseplate, and indicator for showing degree of compaction

The compactor includes a device (40) for determining the degree of compaction while the ground is being compacted. A sensor (42) attached to a baseplate of the compactor detects the acceleration of the baseplate. Circuitry processes the sensor output, and displays it on an indicator comprising at least three light-emitting elements.

IN-SITU-VERFAHREN ZUR BESTIMMUNG DER ERDVERFLÜSSIGUNGSTENDENZ UND IHRER VERHINDERUNG DURCH ELEKTROOSMOSE

VORRICHTUNG FUER EIN PENETROMETER

Pfahl sowie Verfahren und Vorrichtung zum Einbringen eines Pfahls

Um ein Einbringen eines Pfahls zu erleichtern, ohne dessen Tragfähigkeit zu reduzieren, wird eine Vorrichtung zum Einbringen eines Pfahls in einen Grund (5) vorgeschlagen, die einen in den Grund einbringbaren Kopf (1) aufweist, wobei der Kopf (1) zumindest in Einbringrichtung eine Öffnung (3) umfaßt. Entsprechend wird ein Verfahren zum Einbringen eines Pfahls vorgeschlagen, bei welchem Grund (5) durch diese Öffnung (3) in den Kopf (1) gelangt. Des weiteren kann hierzu der Pfahl einen Bereich (61) auf Höhe des Pfahlfußes aufweisen, in welchem den Pfahl umgebender Grund (5) von einem Bindemittel des Pfahls durchsetzt ist.

Fanggriff für ein Leichtes Fallgewichtsgerät

Fanggriff (1) für ein Leichtes Fallgewichtsgerät (2), aufweisend zumindest die folgenden Komponenten: eine Führungsbuchsenaufnahme (3) zum Führen des Fanggriffs (1) entlang einer Fallstange (4); eine Fallmassenaufnahme (5) für eine Fallmasse (40), bevorzugt von mehr als 5 Kilogramm; zumindest einen Eingriff (6, 7) für eine menschliche Hand, dadurch gekennzeichnet, dass der Fanggriff (1) eine Außenkontur (8) mit einer Gesamtbreite (9) aufweist, wobei die Außenkontur (8) umlaufend aus vier langen flachen Liegeabschnitten (10) abwechselnd mit vier Eckenabschnitten (11) gebildet ist, wobei die Liegeabschnitte (10) jeweils eine Kantenlänge (12) von zumindest 50% der Gesamtbreite (9) aufweisen, wobei ein jeder Übergang (13) von einem Liegeabschnitt (10) zu einem benachbarten Eckenabschnitt (11) oder von einem Eckenabschnitt (11) zu einem benachbarten Liegeabschnitt (10) der Außenkontur (8) einen Übergangswinkel (14), der zwischen einer Tangente des jeweiligen Liegeabschnitts und einer Tangente ...

Soil probing apparatus

APPARATUS FOR INVESTIGATING SOIL PROPERTIES

... 1310403 Probe testing soils SHELL INTERNATIONALE RESEARCH MAATSCHAPPIJ N V 26 June 1970 31102/70 Heading G1S A base or anchor box 1, Fig.1, provided with a suction line 5 and a pressure line 24 may be clamped to the soil surface e.g. sea bed by applying vacuum to line 5, a sieve plate 3 preventing soil from entering the line. Pressure is then applied to line 20 to exert pressure on a piston 11 to extend a probe 10 and force it into the soil. When the piston 11 reaches abutment 13 the probe is arrested from relative movement with respect to its cylinder 8, see Fig. 2. Further pressurization. now causes cylinder 8 to extend relative to cylinder 7 until the piston 9 reaches the abutment 14, see, Fig.3. The desired soil properties are measured by a sounding pin 12. The pin and probe may be retracted by applying pressure through conduit 24. Annular jets 25, 26 provided to clean the probe and so on are fed via opening 19, space 18, space 17 and conduit 15. In Fig. 4, (not shown) a multiplicity ...

OBTAINING PEAK VALUE OF SIGNAL

PROCESS AND APPARATUS FOR DETERMINING THE ERODABILITY OF SOIL,IN PARTICULAR SOIL BELONGING TO THE UNDERWATER FLOOR

To determine the erodability of soil, in particular soil belonging to the underwater floor, a vertically displaceable spray nozzle is installed above the floor to produce a water flow onto or over the floor soil. The water flow forms a pit in the soil by erosion. The spray nozzle is systematically lowered by means of displacement means in a manner such that the nozzle follows the descending pit floor. The speed at which the spray nozzle follows the pit floor is determined and the erodability is derived at various depths from the relationship between this speed and the flow rate of the water flow. To obtain an accurate and reproduceable determination of the erodability a quantity, which is a function of the distance between the bottom end of the spray nozzle and the floor of the pit, is measured with a sensor fitted to the spray nozzle. This quantity is used to regulate a servo system which controls the displacement means of the spray nozzle in a manner such that the distance between the ...

An improved device for use in estimating the power required in cutting and moving material such as soil

... 187,159. Hingston, W. H. Nov. 29, 1921. Levels. - In order, before ploughing, to estimate the inclination of the ground, a sighting-level 20 is fitted with a pin 21 for insertion into the handle of an earth-cutting tool. The level proper is carried on a bar 23 pivoted at one end, adjustable by a screw 24 at the other end, and provided with a sight 25 at each end.

VANE TEST PROBE PRIMARILY FOR UNDERWATER USE

... 1492325 Measuring shear strength of soils SOIL INSTRUMENTS Ltd and GOLDER HOEK & ASSOCIATES Ltd 9 July 1976 [14 July 1975] 29467/75 Heading G1S A probe for measuring the shear strength of soils, particularly that of underwater sediments, comprises a casing 1 with one end defining a cylinder 3 having an open end and housing a piston 4, a coupling 9 for connection to a test vane 30, Fig.2, a drive housed in the casing for applying a torque through the coupling to the vane and means to move the piston 4 away from the open end of the casing whereby the vane and case are drawn into the soil by the suction created. Piston 4 is connected to piston 5 within a cylinder 8, the cylinder 8 being connected to hydraulic lines 6, 7 connected to supply lines A, B. A non-return valve 20 is included in line 7, and a bleed valve 21 is connected to the lower part of cylinder 8. The drive comprises a piston 15 slidable but non rotatable in cylinder 16, hydraulic lines 17, 18 coupling the cylinder 16 to lines ...

Process and measuring device of the moisture of the grounds.

“Pyrotechnical dynamic Penetrometer”.

Device of recognition of the basement

VORRICHTUNG ZUM EINBRINGEN EINER ROHRFOERMIGEN ANORDNUNG IN DEN BODEN

PROCEDURE AND DEVICE FOR THE DETERMINATION OF THE LOAD-CARRYING CAPACITY OF A BUILDING GROUND

DEVICE FOR SOIL EXAMINATION.

DRILLING POINT AND BASIC DRILLING FIXTURE.

EQUIPMENT FOR MEASURING THE MECHANICAL CHARACTERISTICS OF A BODY, PARTICULARLY A GROUND.

PROCEDURE AND DEVICE FOR THE MEASUREMENT OF THE LOAD-CARRYING CAPACITY OF AN UNDERBODY

PROCEDURE AND MECHANISM FOR THE PRODUCTION OF DRILLING STAKES IN THE HARD UNDERGROUND

Vehicle control based on soil compaction

... 1 VEHICLE CONTROL BASED ON SOIL COMPACTION 4 Mobile machine characteristics and position are sensed to obtain an indication of the 5 compactive effect of a mobile machine on a worksite. A soil compaction stress map is generated 6 and control signals are generated, for controlling controlled systems, based upon the soil 7 compaction stress map.

A SLOP RISK COMPREHENSIVE ASSESSMENT METHOD BASED ON SLOPE FAILURES FORMS

Abstract The invention relates to the field of slope stability and risk assessment, specifically relating to a slop risk comprehensive assessment method based on slope failures forms comprising, in accordance with statistical characteristics of cohesion c and internal friction angles 9 , generating n groups of combined values randomly conforming to statistical characteristics denoted as{ci, cpit)" ;getting minimum safety coefficient Fsg of the slope for the combined values in group i ; analysing the sliding distance dRi and influential distance di of the slope under combined values of group i by smooth particle hydrodynamics method; letting i = i+1 and repeating previous two steps to obtain the minimum safety coefficient, the sliding distance and influential distance under all combined values; averaging above indexes to obtain average safety coefficient, average sliding distance and average influential distance respectively; calculating normalized sliding distance and influential distance ...

SOIL SAMPLING OR TESTING PROBE DRIVE

Soil or snow probe

GEOTECHNICAL ENGINEERING SAFETY MONITORING AND WARNING SYSTEM

The present disclosure provides a geotechnical engineering safety monitoring and warning system and belongs to the technical field of geotechnical engineering safety monitoring. The system includes a smart belt, and a collection module electrically connected to the smart belt and configured to collect a resistance value from each signal monitoring point on the smart belt, where the collection module is electrically connected to a main control module configured to analyze and process data transmitted by the collection module, the main control module is wirelessly connected to a cloud server, and the cloud server is wirelessly connected to a user terminal. The collection module automatically collects the resistance value from each signal monitoring point on the smart belt, and sends the data to the main control module; the main control module compares the data with a basic resistance value of each signal monitoring point on the smart belt, determines whether an alarm threshold is reached, ...

METHOD FOR TESTING SOFT ROCK GROUND STRESS IN EXPLORATION ENGINEERING

The invention discloses a method for testing soft rock ground stress in exploration engineering, which is characterized in, it comprises the following steps: (1) drill holes in the surrounding rock mass of the soft rock roadway; (2) according to the number of measuring points; (3) put a stress sensor into the drill hole; (4) insert grouting pipe to grouting between the stress sensor and the drill hole wall; (5) repeat steps (3)~(4); (6) calculate the angle and position of each sensor; (7) calculate the internal stress component of each sensor; (8) obtain the secondary stress of the drill hole in an iterative convergence method; (9) retrieve the original rock stress field before the excavated roadway. Compared with the prior art, the invention has the advantages of collecting various force data in the rock and soil by means of multi-point and multi-position measurement, summing up the data, and obtaining the stress distribution inside the rock and soil through calculation and deduction, ...

DROP MASS COMPACTION OF SOIL

In one aspect, the invention concerns a method of compacting soil which involves the steps of repeatedly raising a mass (28) above the soil surface and then dropping it to apply impacts to the soil surface. Indications of one or more instantaneous properties of the soil are periodically derived from the impacts on the soil surface. In accordance with these indications, the number of subsequent impacts and/or the energy imparted to the soil at each impact and/or the frequency of the impacts is or are controlled automatically by a controller typically in the form of a PLC in order to achieve in the soil one or more predetermined properties. In another aspect the invention concerns a soil compaction apparatus (10) that includes a drop mass soil compactor having a mass (28) and means (30) for repeatedly linearly raising the mass above the soil surface and then dropping it to apply impacts to the soil surface. The apparatus also has a monitoring means (42) arranged to provide periodic indications ...

LINEAR FEED CONTROL FOR A ROTARY TOOL

TESTING DEVICES AND METHODS FOR STUDYING DEFORMATION CHARACTERISTICS OF MICROPILE BOREHOLES IN SOIL AND ROCK MIXTURES

The present disclosure relates to testing devices for studying deformation characteristics of micropile boreholes in soil and rock mixtures. The testing device may include a model framework, a water level control mechanism and a drilling platform. The model framework may include a front side plate, a back-side plate and a baseplate of the model framework. The water level control mechanism may include a first box and a second box. The first box may include a right-side plate of the first box. The second box may include a left side plate of the second box. The front side plate, the back-side plate and the baseplate of the model framework, the right-side plate of the first box and the left side plate of the second box may form a rectangular semi-closed cavity.

A METHOD, A SYSTEM, AND A COMPUTER PROGRAM PRODUCT FOR DETERMINING SOIL PROPERTIES

A method, system and computer program product for determining soil properties comprising a probe including at least a liquid injection port and a pressure transducer. The probe is pushed into a soil and one or more pumping tests are carried out, wherein during a pumping test infiltration liquid is pumped through the liquid injection port of the probe. By means of the pressure transducer a pressure response in the soil resulting from the injection of liquid through the liquid injection port is measured for each of the one or more pumping tests.

METHODS AND APPARATUS FOR DISPLAYING AND PROCESSING FACILITIES MAP INFORMATION AND/OR OTHER IMAGE INFORMATION ON A MARKING DEVICE

A marking device for a marking operation to mark a presence or an absence of one or more underground facilities is configured to access and display facilities map information, and/or other image information, as a visual aid to facilitate the marking operation. In various aspects, methods and apparatus relate to: selection of an appropriate "base" facilities map, or information from a database of facilities map data, relating to a given work site/dig area; selection of an appropriate pan and/or zoom (resolution) for displaying facilities map information; appropriately updating displayed facilities map information while a marking device is used during a marking operation (e.g. changing pan, zoom and/or orientation); overlaying on the displayed facilities map information marking information and/or landmark information relating to the marking operation; and storing locally on the marking device, and/or transmitting from the marking device, facilities map information and/or overlaid marking/ ...

DEVICE FOR DRIVING RODS USED PRIMARILY FOR SOIL MECHANICS TESTS INTO THE GROUND

... 1. A device for driving rods used primarily for soil mechanics tests into the ground, of the type comprising a traction and compression resistant tubular one-piece rod (42) made of a material and capable of being curved by reversible elastic derformation, a drum (44) for winding said rod (42) and a device (46) for driving and extracting said rod.

METHOD AND DEVICE FOR IN-SITU DETERMINATION OF RHEOLOGICAL PROPERTIES OF EARTH MATERIALS

A method and device for determining in-situ rheological properties of earth materials are disclosed. A low-angle cone penetrometer is pushed into a predrilled cylindrical pilot hole of smaller diameter, to cause enlargement of the pilot hole. In one embodiment, the load applied to the cone is held constant and the relationship between the cone penetration and the time is recorded. In another embodiment, either the load on the cone or the rate of penetration into the pilot hole is held constant and the relationship between the penetration or the penetration rate and the resistance of the material against the enlargement of the pilot hole is recorded. The rheological properties of the material, such as the creep and time or rate-dependent deformation and strength properties, are then deduced from the recorded data.

Einrichtung zum Prüfen von Untergrundschichten.

Verfahren zur Bestimmung des Rammwiderstandes in nicht felsigen Gründen.

Erdbohrvorrichtung.

Vorrichtung zur Durchführung von Bodenuntersuchungen.

An Impact Compactor, Compaction System and a Method of Obtaining Soil Strength

The invention relates to an impact compactor () and to a method and system of obtaining an indication of the soil strength of soil () by using an impact compactor (). The impact compactor () includes a chassis structure (), at least one wheel () supportively mounted on the chassis structure (), and at least one impact drum () which is displaceable relative to the chassis structure (). The method includes travelling with the impact compactor () over a soil surface () while the drum () is in a raised position in which it is spaced from the soil surface () and measuring, by using a measuring arrangement () which is connected to or forms part of the impact compactor (), a rut depth () of a rut in the soil surface () which is formed by the wheel () as the impact compactor () travels over the soil surface (). 145-. (canceled)46. A method of obtaining an indication of the soil strength of soil by using an impact compactor , wherein the impact compactor includes a chassis structure , at least one wheel supportively mounted on the chassis structure , and at least one impact drum which is displaceable relative to the chassis structure , the method including:travelling with the impact compactor over a soil surface while the drum is in a raised position in which it is spaced from the soil surface; andmeasuring, by using a measuring arrangement which is connected to or forms part of the impact compactor, a rut depth of a rut in the soil surface which is formed by the wheel as the impact compactor travels over the soil surface.47. The method of claim 46 , which includes measuring the rut depth by determining the distance between a specific position on the impact compactor and a target point on the soil surface claim 46 , by using the measuring arrangement.48. The method of claim 47 , wherein the specific position is on the chassis structure.49. The method of claim 47 , wherein the specific position is on a structure which is fixed/secured to the chassis structure.50. The method ...

Device and method for simulating injections of cement/chemical mixtures into soils

A device for simulating injections of liquid chemical/cementitious substances into soils, comprising a first observation chamber which delimits an injectable space adapted to accommodate a soil sample, a second observation chamber which delimits a perforation space adapted to accommodate at least one stretch of an injection device, with longitudinal extension along a longitudinal axis of the second observation chamber, wherein the first observation chamber and the second observation chamber are directly bordering to each other in an interface area, a retaining partition wall which can be inserted in the interface area so as to separate the injectable space from the perforation space and extracted so as to put the perforation space into communication with the injectable space, as well as first transparent portions formed in a first containment wall of the first observation chamber for viewing in real time a propagation of the chemical substance injected into the soil sample by means of the injection device. A method comprising a step of simulating by the device.

DOWNHOLE STINGER GEOTECHNICAL SAMPLING AND IN SITU TESTING TOOL

Offshore system for delivering geotechnical tools to seafloor is described. The system includes a carrier tube that includes an upper end and a lower end, wherein the carrier tube is characterized by an outer diameter and an inner diameter and wherein the inner diameter of the carrier tube defines a hydraulic cylinder; a landing sub shaped or installed at or near the upper end of the carrier tube, wherein inner diameter of the landing sub is smaller than the inner diameter of the carrier tube; a drill bit shaped or installed at or near the lower end of the carrier tube; an extension tube extending upward from the upper end of the carrier tube; an upward seal that seals top portion of the extension tubes; a compression system for introducing compressed fluid under the upward seal; a fixed rod that runs through the hydraulic cylinder; a hydraulic piston disposed in the hydraulic cylinder, wherein the hydraulic piston is moveable along the fixed rod; one or more shear pins configured to restrict displacement of the hydraulic piston until a sufficient fluid pressure is built up; and an inner tube disposed between the carrier tube and the hydraulic piston, wherein lower portion of the inner tube includes a cone penetrometer that is ballistically inserted into the soil during downward displacement of the hydraulic piston. 1. An offshore system for in situ testing of soil comprising:a) a carrier tube comprising an upper end and a lower end, wherein the carrier tube is characterized by an outer diameter and an inner diameter and wherein the inner diameter of the carrier tube defines a hydraulic cylinder;b) a landing sub shaped or installed at or near the upper end of the carrier tube, wherein inner diameter of the landing sub is smaller than the inner diameter of the carrier tube;c) a drill bit shaped or installed at or near the lower end of the carrier tube;d) a series of extension tubes extending upward from the upper end of the carrier tube;e) an upward seal that seals ...

Piling Construction Management Method

In a piling construction management method a support strength of a hole bottom is measured with a penetration testing device before erecting a piling in a piling hole. The piling is erected in the piling hole when the measurement is at least a prescribed value. The penetration testing device has a knocking block with an integrated penetration shaft and the block is struck by a drive hammer in free-fall. The penetration testing device determines the support strength from the number of impacts required for the penetration shaft to penetrate to a prescribed depth from the hole bottom. 1. A piling construction management method , comprising:providing a penetration testing device including a knocking block integrated with a penetration shaft projecting downward, a drive hammer that strikes the knocking block in free-fall, and a lifting mechanism that lifts the drive hammer after falling and releases the same at a prescribed height,after forming a piling hole with a set depth in the ground, and before erecting a piling in the piling hole, the penetration shaft of the penetration testing device being disposed inside the piling hole is made to reach a hole bottom, and from the number of impacts by the drive hammer required for the penetration shaft to penetrate to a prescribed depth from the hole bottom, a support strength of the hole bottom is determined, and when the support strength is equal to or more than a prescribed value, a piling is erected in the piling hole, andon the other hand, when the support strength is less than the prescribed value, the piling hole is dug again to be deeper, a support strength of a hole bottom after being dug again is determined in the same manner with the penetration testing device, and when the support strength reaches the prescribed value or more, a piling with a length corresponding to a depth of a piling hole after being dug again is erected in the piling hole.2. The piling construction management method according to claim 1 , wherein ...

A SOIL COMPACTION SYSTEM AND METHOD

The invention relates to a method of, and system () for, obtaining an indication of the soil strength of soil () over which a compactor roller () travels. The method includes determining the depth to which a drum () of the compactor roller () penetrates into and depresses the soil () when the compactor roller () travels over a soil surface. The system () includes a compactor roller (), a measuring arrangement () and a processor () which is operatively connected to the measuring arrangement () and which is configured to process data received from the measuring arrangement (). The measuring arrangement () includes an inertia! measurement unit () which is operatively connected to the compactor roller (), wherein the arrangement () is configured to obtain an indication of the soil strength of soil () over which the compactor roller () travels during operation, by determining the depth to which the drum () penetrates into and depresses the soil () over which it travels. 1. A method of obtaining an indication of the soil strength of soil over which an impact compactor travels , the method including:determining, by using a processor and measuring arrangement, the depth to which an impact drum of the impact compactor penetrates into and depresses the soil when the impact compactor travels over a soil surface.2. (canceled)3. The method of claim 1 , wherein the step of determining the depth to which the impact drum penetrates into and depresses the soil includes measuring claim 1 , by using a measuring arrangement claim 1 , the amount of relative displacement between:an impact drum of the impact compactor, or a mounting arrangement of the impact compactor which displaceably mounts the impact drum to a chassis structure of the impact compactor, anda reference/datum point.4. The method of claim 3 , wherein the reference/datum point is the chassis structure or part of the impact compactor which is unaffected by the displacement of the impact drum relative to the chassis ...

PAVING-RELATED MEASURING DEVICE INCORPORATING A COMPUTER DEVICE AND COMMUNICATION ELEMENT THEREBETWEEN AND ASSOCIATED METHOD

A system configured to determine a property of a paving-related material is provided. The system includes a measuring device configured for measuring a property of a paving-related material and a cellular computer device configured for being in communication with and receiving data from the measuring device. 1. A measuring system comprising:a nuclear density gauge configured for being placed into contact with a paving-related material in order to take a measurement thereof, wherein the nuclear density gauge includes an interface for receiving operator input;a locating device operably engaged with the nuclear density gauge and configured to determine the location of the nuclear density gauge; and the nuclear density gauge to take a measurement of the paving-related material; and', 'the locating device to determine the location of the nuclear density gauge., 'a control system in communication with the locating device and the nuclear density gauge and configured to allow2. The system according to claim 1 , wherein the nuclear density gauge includes a display for displaying instructions for being selected by a user.3. The system according to claim 1 , wherein directing the locating device to determine the location of the nuclear density gauge comprises determining the location of the nuclear density gauge during the process when the nuclear density gauge is taking a measurement of the paving-related material.4. The system according to claim 3 , wherein the location of the nuclear density gauge and measurement of the paving-related material are displayed on a display.5. The system according to claim 4 , wherein determining the location of the nuclear density gauge and taking a measurement of the paving-related material are performed in real time.6. The system according to claim 6 , wherein the paving-related material is a soil claim 6 , asphalt claim 6 , concrete or pavement surface. This application is a continuation of U.S. patent application Ser. No. 15/603,387 filed ...

SUPERGRAVITY SIMULATION SYSTEM FOR IN-SITU STRESS FIELD AND SEEPAGE FIELD OF DEEP EARTH ENGINEERING

The present disclosure provides a supergravity simulation system for in-situ stress field and seepage field for deep earth engineering, comprising: a triaxial pressure chamber for placing a model and providing in-situ axial pressure, confining pressure and seepage field of deep earth structure; a simulation control device for providing pressure liquid and pore water to the triaxial pressure chamber to generate the aforementioned axial pressure, confining pressure and seepage field, and controlling the values of the axial pressure, confining pressure and seepage field; a signal acquisition device for monitoring the deformation and seepage process of the model during the test. The invention improves the similarity, reliability, and accuracy of the simulation test, and it can output pressure with an accuracy of 1% or constitute the pore water pressure difference with an accuracy of 1% to the triaxial pressure chamber through the command of the control unit. 1. A supergravity simulation system for in-situ stress field and seepage field of deep earth engineering , comprising:a triaxial pressure chamber, configured to place a model and provide an in-situ axial pressure and a confining pressure of a deep earth structure and the seepage field in which the deep earth structure is located;a simulation control device, configured for providing a pressure liquid and a pore water to the triaxial pressure chamber to generate the axial pressure, confining pressure and seepage field, and controlling values of the axial pressure, confining pressure and seepage field;a signal acquisition device, configured to monitor a deformation and a seepage process of the model during simulation test;during the simulation test, the triaxial pressure chamber is placed on a supergravity centrifuge, and a centrifugal acceleration generated by the supergravity centrifuge is n times of gravity acceleration g (n is an integer greater than 1) to make the model in a supergravity state for generating a ...

METHOD AND SYSTEM FOR DETERMINING A SOIL CLASS AND USE DURING DETERMINATION OF A SOIL CLASS

The invention relates to methods for determining a soil class, in which an earth borehole is introduced into the ground by means of a ground drilling device with a drill head, wherein a parameter of the ground drilling device and/or an operational parameter of the ground drilling device is assessed during the determination of which soil class is involved. 2. The method according to claim 1 , wherein the parameter of the ground drilling device is chosen to be the type of the drilling head and/or the power of the ground drilling device.3. The method according to claim 1 , wherein the operating parameter of the ground drilling device is chosen to be one of the torque claim 1 , the tensile/compressive force claim 1 , the speed of advancement claim 1 , the mud-flush rate and the rotational speed.4. The method according to claim 1 , wherein a signal of a sensor on the drilling head is also used in the determination of the soil class.5. The method according to claim 1 , wherein the location of the drilling head is determined and a correlation between the soil class determined and the location is produced.6. The method according to claim 1 , wherein a database is created to provide a correlation between location and soil class.7. A system for determining a soil class claim 1 , comprising a ground drilling device having a drilling head claim 1 , wherein the system uses at least one parameter and/or at least one operating parameter of the ground drilling device to determine the soil class.8. The system according to claim 7 , wherein a sensor is arranged on the drilling head and the signal of the sensor is used to determine the soil class.9. The system according to claim 7 , further comprising a locating unit with which the location of the drilling head is determinable claim 7 , wherein the locating unit links up a data point correlated with the location of the drilling head to the soil class determined.10. (canceled) The invention relates to a method and a system for ...

SOIL PROBING DEVICE HAVING BUILT-IN GENERATORS AND DETECTORS FOR COMPRESSIONAL WAVES AND SHEAR WAVES

A soil probing device includes comprises a probing rod with a measuring probe, a driving means for penetrating the probing rod into the ground, generators for generating acoustic compression and shear waves into the ground, detectors for detecting the said generated acoustic compression and shear waves. The detectors are built into the measuring probe. Also the generators are built into the measuring probe at positions that are interspaced at fixed distances in a z-direction from the detectors in the measuring probe. A processing unit CPU is provided for calculating velocities of the generated acoustic compression and shear waves that get to travel from the generators towards the detectors through local ground layers that lie adjacent the measuring probe in between the generators and detectors. 119.-. (canceled)20. A soil probing device , comprising:a probing rod with a measuring probe at its lower end having a central axis extending in a z-direction;driving means for penetrating the probing rod in the z-direction into the ground;one or more generators for generating acoustic compression waves (P-waves) with a vibration direction in said z-direction into the ground and for generating acoustic shear waves (S-waves) with a vibration direction in an x-y direction perpendicular to said z-direction into the ground;one or more detectors for detecting said generated acoustic compression waves (P-waves) and for detecting said generated acoustic shear waves (S-waves); anda processing unit for determining properties of soil during penetration of the probing rod into the ground,wherein the detectors are built into the measuring probe,wherein the generators are built into the measuring probe at positions that are interspaced at fixed distances in said z-direction from the detectors in the measuring probe,wherein the processing unit is designed for calculating velocities of said generated acoustic compression waves (P-waves) respectively acoustic shear waves (S-waves) that get ...

System and Method for Validating Compaction of a Work Site

A system for validating compaction of work material at a work site is provided including a compaction machine. A sensor and a location sensor are associated with the compaction machine. A controller is configured to receive compaction data from the sensor and position data from the location sensor and to determine a structural parameter of the work material based on the compaction data and physical properties of the compaction machine. The controller associates the structural parameter of the work material with the position data. The controller saves structural parameters and associated position data for different locations in the work site and for different layers of work material in the work site and compares the saved structural parameters and associated position data with predetermined structural design criteria for corresponding locations and layers in the work site. 1. A method for validating compaction of a plurality of layers of work material at a work site , the method comprising:(a) passing a compaction machine over a first layer of work material at the work site;(b) receiving compaction data from at least one sensor indicative of a state of compaction of the work material as the compaction machine passes over the work material;(c) receiving position data from at least one location sensor indicative of a position of the compaction machine in the work site;(d) determining a structural parameter of the work material based on the compaction data and the physical properties of the compaction machine as the machine passes through the work site;(e) associating the structural parameter with the position data for the position of the compaction machine in the work site where the compaction data was received;(f) collecting structural parameters and associated position data across the work site;(g) saving the structural parameters with the associated position data; and(h) repeating steps (a)-(g) for a second layer of work material at the work site.2. The method of ...

PORTABLE MINI DYNAMIC PENETRATION AND TORQUE (MDPT) DEVICE

Portable mini dynamic penetration test (MDPT) device includes a probe for penetrating into soil, the probe defining a cylinder with a cone head at a distal end of the probe and a rod attached at a proximal end of the probe, and a drive-weight assembly for driving the probe into soil, the drive-weight assembly including an approximately 17.5 lb hammer. In operation, the MDPT device is configured for use by an operator, wherein the operator can carry the MDPT device to a soil test site, set up the MDPT device at the soil test site, and test soil condition at the test site with the MDPT device. 1. A system for in-situ soil testing , the system comprising:a portable mini dynamic penetration test (MDPT) device including a probe for penetrating into soil, the probe defining a cylinder with a cone head at a distal end and a rod attached at a proximal end, and a drive-weight assembly for driving the probe into soil, the drive-weight assembly including an approximately 17.5 lb hammer,whereby, in operation, the MDPT device is configured for use by an operator, wherein the operator can carry the MDPT device to a soil test site, set up the MDPT device at the soil test site, and test soil condition at the test site with the MDPT device.2. The system of claim 1 , wherein the drive-weight assembly comprises a hammer configured to provide an approximately 24-inch drop in height for driving the probe into the soil.3. The system of claim 1 , wherein the drive-weight assembly is configured for application of approximately 35 ft-lb energy to drive the probe into soil.4. The system of claim 1 , further comprising:an extension rod with a coupler for coupling to the rod; anda torque wrench configured to rotate the probe.5. The system of claim 1 , wherein the cone head makes a 60-degree apex angle.6. The system of claim 1 , wherein the probe is configured to be driven to a depth of at least 45 feet below a ground surface.7. The system of claim 1 , wherein the system is configured for one ...

METHOD OF CONSTRUCTING A GEOLOGICAL MODEL

Method of constructing a geological model of a subterranean formation formed of at least two sedimentary beds. 1. Method of constructing a geological model of a subterranean formation formed of at least two sedimentary beds , on the basis of N′measurements of the geometry of the boundaries of said beds , said N′measurements of a said boundary being carried out in a number N′of mesh cells of a two-dimensional grid G , said grid Gconsisting of Nmesh cells , characterized in that:{'sub': '0', 'claim-text': [{'sub': k', '0', 'k', 'k−1, 'a) nk grids Gare constructed on the basis of said grid G, each of the grids G, with k varying from 1 to nk, having a lower number of mesh cells than that of a grid G;'}, {'sub': k', '0', 'k, 'b) each of the grids G, such that k lies between 1 and nk, is assigned by interpolation of said N′measurements of said geometry on corresponding mesh cells of said grid G;'}, {'sub': 0', 'k', 'nk', '0', 'k', 'k+1, 'c) said geometry of said boundary of beds in each mesh cell of said grid Gis determined by determining said geometry of said boundary of beds in each mesh cell of each of the nk grids G, with k varying from 1 to nk, by applying successively, from the grid Gto said grid G, an iterative procedure to minimize an objective function dependent on a property relating to said geometry of said boundary of beds, and by initializing each of the grids G, with k varying from 0 to nk-1, with said geometry of said boundary of beds determined on the grid G; and'}], 'for each boundary of said beds, said geometry of said boundary of beds in each mesh cell of said grid Gis determined according to at least the following steps{'sub': '0', 'on the basis of said geometry of each of said boundaries of beds determined in each mesh cell of said grid G, said geological model is constructed.'}2. Method according to the preceding claim , in which said nk grids G , with k varying from 1 to nk , are constructed by applying a scale factor f successively nk times to the ...

METHOD FOR GROUND PROBING

A method for ground probing includes providing a vibrator arrangement held on a carrier device, designed to penetrate the ground, and comprising a vibrator motor; inserting the vibrator arrangement into the ground, to a pre-determined depth; and determining a ground profile of the ground as the vibrator arrangement is inserted. The determination of the ground profile comprises the measurement of at least one operating parameter of the vibrator arrangement during the insertion into the ground, and the ground profile comprises a respective ground parameter for at least two different ground depths. 1. A method , comprising:providing a vibrator arrangement which is held on a carrying device which is designed to penetrate ground and which has a vibrator motor;inserting the vibrator arrangement into the ground to a predetermined depth; anddetermining a ground profile of the ground when the vibrator arrangement is inserted, wherein the determination of the ground profile comprises measuring at least one operating parameter of the vibrator arrangement when the vibrator arrangement is inserted into the ground, and wherein the ground profile in each case comprises a ground parameter for at least two different ground depths.2. The method as claimed in claim 1 , further comprising:producing a material column in the ground depending on the ground profile, using the vibrator arrangement.3. The method as claimed in claim 1 , further comprising:inserting the vibrator arrangement, driven by the carrying device at at least an approximately constant speed, into the ground; andmeasuring a power consumption of the vibrator motor as an operating parameter when the vibrator arrangement is inserted into the ground.4. The method as claimed in claim 1 , further comprising:exerting an at least approximately constant force on the vibrator arrangement by the carrying device when the vibrator arrangement is introduced into the ground; andmeasuring a speed at which the vibrator arrangement is ...

Portable Device for Direct Shear Express Field Test

A soil shear testing device having a frame with a first plate and a second plate spaced apart from the first plate and fixed with respect to the first plate for defining a gap therebetween, the first plate having a first plate aperture formed therein and the second plate having a second plate aperture formed therein and being coaxial with the first plate aperture. A movable plate being insertable into the gap, having a movable plate aperture formed therein, the moveable plate being insertable into the gap into a receiving position where the moveable plate aperture is coaxial with the first and second plate apertures for allowing the device to accept a soil sample column, the gap having a depth for permitting the movable plate to be displaced past the receiving position for shearing the soil sample column at two separate shearing planes defined by opposite sides of the moveable plate. 1. A soil shear testing device comprising:a frame having a first plate and a second plate spaced apart from said first plate and fixed with respect to said first plate for defining a gap therebetween, said first plate having a first plate aperture formed therein and said second plate having a second plate aperture formed therein and being coaxial with said first plate aperture;a movable plate being insertable into said gap, said moveable plate having a movable plate aperture formed therein, said moveable plate being insertable into said gap into a receiving position where said moveable plate aperture is coaxial with said first and second plate apertures for allowing the device to accept a soil sample column, said gap having a depth for permitting said movable plate to be displaced past said receiving position for shearing the soil sample column at two separate shearing planes defined by opposite sides of said moveable plate.2. The soil shear testing device according to claim 1 , wherein said moveable plate has a sliding fit in said gap with respect to a thickness of said moveable plate. ...

METHOD OF DETERMINING THE COMPACTION OF A TERRAIN OF A WORKSITE

A work machine is moved along a route over worksite terrain. Route data indicative of the route is recorded and an operating parameter data indicative of at least one operating parameter of the work machine is determined as the machine moves along the route. The operating parameter data is used to generate rolling resistance data indicative of the resistance of the terrain to the movement of the work machine as it moves along the route. Then the rolling resistance data is processed to generate compaction data indicative of the compaction of the terrain along the route. 1. A method for determining the compaction of a terrain of a worksite , the method comprising:operating at least one work machine to move along a route along the terrain;generating route data indicative of the route;generating operating parameter data indicative of at least one operating parameter of the at least one work machine moving along the route;processing the operating parameter data to generate rolling resistance data indicative of the resistance by the terrain to the movement of the at least one work machine along the route; andprocessing the rolling resistance data to generate compaction data indicative of the compaction of the terrain along the route.2. A method as claimed in claim 1 , wherein the at least one work machine comprises a hauling machine or a material handling machine.3. A method as claimed in claim 1 , further comprising operating at least one work machine based upon the compaction data.4. A method as claimed in claim 3 , further comprising:processing the rolling resistance and/or compaction data to identify at least one compaction event, the at least one compaction event being identified where the compaction of the terrain meets a compaction threshold and/or falls within a compaction range;operating at least one work machine based upon the identification of at least one compaction event.5. A method as claimed in claim 3 , further comprising operating at least one work ...

SYSTEMS, APPARATUSES AND METHODS FOR ASSESSING SOIL HEAVE

A method of assessing soil heave includes providing a plurality of determined values of a shear modulus of soil, the determined values being values of the shear modulus of the soil at different times; and determining a change over time in the shear modulus of the soil, based on the plurality of determined values of the shear modulus of the soil. The soil may have been treated by adding a stabilizer to the soil. The soil may be hydrated. A system for assessing soil heave includes a bender element disposed in soil, for determining a change over time of a shear modulus of the soil, and a time domain reflectometer probe disposed in the soil, for determining a change over time of moisture content of the soil. The determined change over time of the shear modulus and the determined change over time of the moisture content are used to assess heaving of the soil. 1. A method comprising:providing a plurality of determined values of a shear modulus of soil, the determined values being values of the shear modulus of the soil at different times; anddetermining a change over time in the shear modulus of the soil, based on the plurality of determined values of the shear modulus of the soil.2. The method of claim 1 ,wherein the soil has been treated by adding a stabilizer to the soil, andwherein the soil is hydrated.3. The method of claim 1 , wherein the providing a plurality of determined values of a shear modulus of soil claim 1 , the determined values being values of the shear modulus of the soil at different times claim 1 , comprises determining respective values of the shear modulus of the soil at successive times using a bender element disposed in the soil.4. The method of claim 3 , wherein the bender element is located at approximately mid-height of a sample of the soil under test claim 3 , wherein the bender element is oriented horizontally in the soil claim 3 , and wherein the bender element is disposed surrounding the sample of the soil under test.5. The method of claim 2 ...

EFFECTIVE STRESS CELL FOR DIRECT MEASUREMENT OF EFFECTIVE STRESS IN SATURATED SOIL

The present disclosure provides an effective stress cell for direct measurement of effective stress in saturated soil. The effective stress cell comprises a sensing diaphragm, a porous diaphragm, a connector and a strain sensor. The porous diaphragm allows pore-water to enter the interior space between the sensing diaphragm and the porous diaphragm to provide complete balance of pore-water pressures in the front and back of the sensing diaphragm. Thus, the effective stress cell can directly and accurately measure the effective stress in saturated soil using only one diaphragm at one location without measuring pore-water pressure. 1. An effective stress cell for measuring effective stress in saturated soil comprising:a sensing diaphragm comprising an outer surface and an inner surface, the outer surface for being subjected to total stress from soil particles and pore-water above the sensing diaphragm, the inner surface being opposite to the outer surface;a porous diaphragm preventing soil particles below the porous diaphragm from passing through the porous diaphragm and comprising a plurality of pores for allowing pore-water below the porous diaphragm to pass through the porous diaphragm;a connector connecting the sensing diaphragm and the porous diaphragm in a way that an interior space surrounded by the inner surface of the sensing diaphragm, the porous diaphragm and the connector is formed; anda strain sensor attached to the inner surface for measuring strain change on the sensing diaphragm under deflection of the sensing diaphragm;wherein the plurality of pores allows the pore-water below the porous diaphragm to enter the interior space for filling the interior space with the pore-water to balance pore-water pressures on the outer surface and the inner surface such that the deflection of the sensing diaphragm is only caused by the effective stress such that the effective stress is directly determined by the measured strain change without measuring pore-water ...

Two-tier wireless soil measurement apparatus

A two-tier wireless soil measurement apparatus is disclosed, including a top head and a plurality of sensors, wherein top head being placed above soil surface and the plurality of sensors being scattered under soil; each sensor including a sensor housing, first communication module, sensor unit and power module; the sensor unit sensing a soil condition and generating soil data representing the soil condition, the first communication module transmitting the soil data wirelessly to top head, and the power module providing power for sensor unit and first communication module; the top head including a first communication module, controller, second communication module and power module; the first communication module receiving soil data from first communication modules of sensors, the controller processing soil data, the second communication module transmitting the soil data wirelessly to a data station, and power module providing power to first communication module, controller and second communication module.

MEASURING DEVICE AND SYSTEM FOR THE GEOMECHANICAL CHARACTERIZATION OF A SOIL, AND CORRESPONDING MEASURING METHOD

This measuring device (), which is practical and efficient, comprises a housing (), to be attached to a dynamic penetrometer (), a power supply battery (), accommodated in the casing, and an electronic system () which is accommodated in the casing and connected to the battery. The electronic system comprises an accelerometer, as well as a distance sensor, which, in use, is oriented towards a soil and which is adapted to determine the distance between the measuring device and the soil surface by measuring the time required for a wave to travel back and forth between the distance sensor and the soil surface. The electronic system also comprises a processing unit which, when the battery powers the entire electronic system, is adapted to apply processing to measuring signals coming from the accelerometer and the distance sensor. 1. A measuring device for the geomechanical characterization of a soil , comprising:a housing which is adapted to be secured to a dynamic penetrometer,a power supply battery, which is accommodated in the casing, and an accelerometer adapted to measure an acceleration of the measuring device,', 'a distance sensor, which is oriented towards a soil when the housing is secured to the dynamic penetrometer and which is adapted to determine a distance between the measuring device and a surface of the soil by measuring the time required for a wave emitted by the distance sensor to travel back and forth between the distance sensor and the surface of the soil, and', 'a processing unit, which is connected to the accelerometer and the distance sensor and which, when the electronic system is in an operating state in which the power supply battery powers entirely the electronic system, is adapted to apply a first processing to measuring signals coming from the accelerometer and the distance sensor., 'an electronic system, which is accommodated in the casing, which is connected to the power supply battery, and which comprises2. The measuring device according ...

GRAVITY TYPE PORE PRESSURE DYNAMIC PENETRATION DEVICE FOR SHALLOW LAYER SEABED SOIL

A gravity-type pore pressure dynamic penetration device for exploration of shallow-layer seabed soil includes a third drop hammer, a second drop hammer, a first drop hammer, a stable empennage, and a probe rod which are sequentially arranged from top to bottom. A sidewall friction sleeve is arranged outside a probe rod lower cylinder. A friction sleeve sensor is provided on an inner sidewall of the sidewall friction sleeve. A fast pore water pressure sensor, a conical tip pressure sensor, a temperature compensation sensor, and an inclinometer sensor are provided in the middle of the probe rod lower cylinder. A second pore water pressure sensor and an acceleration sensor are provided in the middle of a probe rod upper cylinder. The tail portion of the probe rod, that is, the upper portion of the probe rod upper cylinder is connected to the stable empennage. 1. A gravity-type pore pressure dynamic penetration device for shallow-layer seabed soil , comprising:a first drop hammer;a second drop hammer;a third drop hammer;a stable empennage; anda probe rod;wherein the first drop hammer, the second drop hammer, the third drop hammer, the stable empennage, and the probe rod are sequentially arranged from top to bottom;whereinthe probe rod comprises a probe rod upper cylinder, a central reamer, and a probe rod lower cylinder which are sequentially arranged from top to bottom;a conical tip is provided on a bottom end of the probe rod;a first pore pressure filter ring is provided between the conical tip and the probe rod lower cylinder;a second pore pressure filter ring is provided between the probe rod upper cylinder and the central reamer;a sidewall friction sleeve is arranged outside the probe rod lower cylinder;a first seal ring and a second seal ring are provided on an upper end and a lower end of the sidewall friction sleeve respectively;a friction sleeve sensor is provided on an inner sidewall of the sidewall friction sleeve;a first pore water pressure sensor, a conical ...

A METHOD, A SYSTEM, AND A COMPUTER PROGRAM PRODUCT FOR DETERMINING SOIL PROPERTIES

A method, system and computer program product for determining soil properties comprising a probe including at least a liquid injection port and a pressure transducer. The probe is pushed into a soil and one or more pumping tests are carried out, wherein during a pumping test infiltration liquid is pumped through the liquid injection port of the probe. By means of the pressure transducer a pressure response in the soil resulting from the injection of liquid through the liquid injection port is measured for each of the one or more pumping tests. 1. A method for determining soil properties , comprising:pushing a probe system into a soil, the probe system including at least a liquid injection port and at least one pressure transducer;carrying out one or more pumping tests, wherein during a pumping test infiltration liquid is pumped through the liquid injection port into the soil; andmeasuring, at of the at least one pressure transducer, for each of the one or more pumping tests, a pressure response in the soil resulting from the injection of liquid through the liquid injection port.2. The method according to claim 1 , wherein the one or more pumping tests are carried out at a substantially fixed depth of soil penetration of the probe system.3. The method according to claim 1 , wherein the one or more pumping tests are carried out at a substantially constant liquid injection flow rate Q.4. The method according to claim 1 , wherein the one or more pumping tests comprises a plurality of successive pumping tests carried out at a different liquid injection flow rate Q.5. The method according to claim 1 , wherein the carrying out one or more pumping tests start from a substantially hydrostatic pressure state.6. The method according to claim 1 , further comprising carrying out at least one dissipation test claim 1 , wherein pumping of infiltration liquid through the liquid injection port is stopped in order to obtain a substantially hydrostatic pressure state.7. The method ...

AN APPARATUS AND A METHOD FOR PERFORMING A STANDARD PENETRATION TEST

A system for performing a standard penetration test, including a hammer assembly with a hammer and a hammer lifting device, an elevator assembly for raising and lowering the hammer assembly, a hammer sensor for sensing a position of the hammer within the hammer assembly, and an elevator sensor for sensing a position of the hammer assembly relative to the elevator assembly. A method for performing a standard penetration test, including positioning a hammer assembly at a hammer assembly ready position, sensing with an elevator sensor a reference position of a hammer assembly relative to the elevator assembly, sensing with a hammer sensor a zero position of a hammer, lifting the hammer with a hammer lifting device from the zero position to a drop position of the hammer, sensing with the hammer sensor the drop position, and dropping the hammer onto an anvil. 1. A system for performing a standard penetration test comprising:(a) a hammer assembly comprising a hammer and a hammer lifting device for lifting the hammer;(b) an elevator assembly for raising and lowering the hammer assembly;(c) a hammer sensor for sensing a position of the hammer within the hammer assembly; and(d) an elevator sensor for sensing a position of the hammer assembly relative to the elevator assembly.2. The system as claimed in wherein the elevator assembly comprises a mount for connecting the elevator assembly with the hammer assembly claim 1 , wherein the mount is reciprocable vertically along the elevator assembly claim 1 , and wherein the mount is connected with the hammer assembly.3. The system as claimed in wherein the elevator assembly comprises an elevator drive for reciprocating the mount vertically along the elevator assembly.4. The system as claimed in wherein the elevator drive comprises an elevator cylinder and an elevator piston reciprocably contained within the elevator cylinder.5. The system as claimed in wherein the elevator sensor is associated with the elevator cylinder and the ...

Second-generation in-situ test device for strength of shallow water sediment

The present invention discloses a second-generation in-situ test device for strength of a shallow water sediment, including a workboat and a static cone penetration test unit carried by the workboat, where the static cone penetration unit includes a mounting frame, a penetration unit, a control cabin and a hydraulic unit; the penetration unit and the hydraulic unit are both electrically connected to the control cabin. In this solution, the workboat is used to carry the test equipment, and the static cone penetration test unit is carried on the workboat with a special structure. Based on a double-cable lifting frame, the equipment is launched and recovered through a moon pool in the center of a hull. This significantly improves the efficiency and safety of the sediment strength test operation in a shallow water environment.

SOIL CONDITION ESTIMATION APPARATUS, SOIL CONDITION ESTIMATION METHOD, AND COMPUTER-READABLE RECORDING MEDIUM

A soil condition estimation apparatus includes a selection unit that, by using a propagation time that vibrations take to propagate through a soil, selects vibrations measured from the soil, according the depth of the soil; an extraction unit that extracts a feature of the selected vibrations; and an estimation unit that estimates conditions of the soil by referencing soil estimation information in which the feature and conditions of the soil are associated with each other, using the feature.

Intelligent pad foot soil compaction devices and methods of using same

Proper soil compaction is critical to providing structural support in any geo-construction project, particularly road construction. Described herein are devices, methods, and systems for intelligent soil compaction. In some embodiments, these disclosed systems, methods, and devices can provide up to 100% coverage with mechanistic measurements through machine integrated devices. These novel in-situ material characterization devices and methodologies enable continuous, mechanistic monitoring of soil compaction for use with a variety of geo-construction devices, including static pad foot soil compactors. In one embodiment, a strain gage instrumented pad is integrated into a pad foot soil compactor, and contact force is measured instrumented pad that is sensitive to soil compaction. In other embodiments, the disclosed device may allow for mechanistic measurements that may use a simplified geometry, and numerical and analytical modeling. In some embodiments, an inverse model, based on finite element modeling, may be used to extract constitutive parameters from plate strains.

DEVICE AND METHOD FOR GATHERING DATA TO MODEL THE LATERAL LOAD RESPONSE CHARACTERIZATION OF A PILE

Embodiments relate to an apparatus and method for performing a split-lateral load test. Embodiments use a double hydraulic jack to apply two lateral loads, having equal magnitudes and opposite directions, to the soil layer of an excavation for a deep foundation element. Data such as the magnitude of the lateral load and magnitude of the displacement of the loading mechanism upon application of the lateral load can be measured and/or recorded. Embodiments can yield soil modulus (E) information in a form analogous to a p-y curve, which can be used to design a pile structure and pile placement, and model a pile response to lateral loading using computer software. Embodiments do not require the casting of concrete, and allow the split lateral loading mechanism to be sequentially positioned, and apply lateral loads, at multiple depths in an excavation. Embodiments simultaneously apply bi-directional lateral loads at multiple depths in an excavation. 2. The apparatus according to claim 1 ,wherein the first bearing plate has a first contact surface, wherein when the first bearing plate applies the first lateral load to the first section of the side of the excavation, the first contact surface contacts a corresponding first section of a surface of the side of the excavation and the first contact surface pushes the first section of the surface of the side of the excavation, wherein the first contact surface has a first contact surface shape that corresponds to a first section shape of the first section of the side of the excavation,wherein the second bearing plate has a second contact surface, wherein when the second bearing plate applies the second lateral load to the second section of the side of the excavation, the second contact surface contacts a corresponding second section of the surface of the side of the excavation and the second contact surface pushes the second section of the surface of the side of the excavation, wherein the second contact surface has a second ...

SOIL COMPACTION METHOD USING A LASER SCANNER

The disclosure relates to a method for compacting a soil, wherein: 120-. (canceled)21. A method for compacting a soil , wherein: a mass is dropped on the impact area from a predetermined height; and', 'after the impact of the mass on the impact area, a point cloud is acquired using a laser scanner in order to obtain a radar image of at least a footprint of the mass in the soil;, 'a) a ramming cycle is carried out several times on an impact area of the soil during whichb) at least one characteristic data of the soil compaction is determined from at least one of the radar images obtained at the end of the ramming cycles.22. The method according to claim 21 , wherein said at least one characteristic data of the soil compaction is determined at the end of each ramming cycle.23. The method according to claim 22 , wherein the evolution of said at least one characteristic data of the soil compaction is determined during the ramming cycles.24. The method according to claim 21 , wherein said at least one characteristic data of the soil compaction is a depth of the footprint.25. The method according to claim 21 , wherein said at least one characteristic data of the soil compaction is the volume of lifting of the soil around the footprint.26. The method according to claim 21 , wherein said at least one characteristic data of the soil compaction is the volume of the footprint.27. The method according to claim 21 , wherein the repetition of the ramming cycles is stopped when said at least one characteristic data of the soil compaction has reached a predetermined threshold.28. The method according to claim 21 , wherein a first characteristic data of the soil compaction and a second characteristic data of the soil compaction are determined at the end of each ramming cycle.29. The method according to claim 28 , wherein a characteristic value of the soil compaction is determined from the first and second characteristic data of the soil compaction.30. The method according to claim 29 ...

DYNAMIC AUTONOMOUS SOIL MOISTURE CONTROL

Embodiments describe a method for moisturizing soil at an open construction site. The method includes determining a target soil moisture level for the soil at the open construction site; measuring a current soil moisture level of a location within the open construction site with a moisture sensor while the moisture control system is moving along a predetermined path across the site; storing the current soil moisture level of the location in memory; determining a target volume of water for achieving the target soil moisture level at the location based on the current soil moisture level at the location; calculating a target application rate to achieve the target soil moisture level at the location based on the target volume of water; and applying the target volume of water at the target application rate to the location when the system is positioned to dispense water at the location of the site. 1. A method for moisturizing soil at an open construction site , comprising:determining, by a soil moisture control system, a target soil moisture level for the soil at the open construction site;measuring, by the soil moisture control system, a current soil moisture level of a location within the open construction site with a moisture sensor while the moisture control system is moving along a predetermined path across the open construction site;storing, by the moisture control system, the current soil moisture level of the location in memory;determining, by the soil moisture control system, a target volume of water for achieving the target soil moisture level at the location based on the current soil moisture level at the location;calculating, by the soil moisture control system, a target application rate to achieve the target soil moisture level at the location based on the target volume of water; andapplying, by the soil moisture control system, the target volume of water at the target application rate to the location when the system is positioned to dispense water at the ...

System and Method for Determining a Modulus of Resilience

The disclosure relates to a system and method for determining a modulus of resilience of a work material during a compaction operation. The system includes a processor configured to determine a work material stiffness based on a force applied to the work material and a displacement of the work material. The processor is further configured to determine the modulus of resilience of the work material based on a relationship between the work material stiffness and the modulus of resilience of the work material.

FREE FALL BALL PENETROMETER WITH A BOOSTER

This invention belongs to the field of ocean engineering technology. The present invention relates to a free fall ball penetrometer with a booster, which is a kind of free-fall penetrometer. The free fall penetrometer with a booster is dynamically penetrated into the seabed through its kinetic and potential energies without any loading devices, hence the operation process is simple. The main measuring instrument is the ball penetrometer at the tip of the free fall ball penetrometer with a booster. The ball penetrometer is subject to end bearing resistance, drag force, and buoyancy of the soil during the dynamic penetration process within the soil. Based on the measured data from the accelerometer and load cell, the soil strength parameters including the soil undrained shear strength and strain-rate parameter can be back-analyzed. The added booster can effectively increase the penetration depth of the ball penetrometer and hence enlarge the range of measured penetration depths. Moreover, the booster can improve the directional stability of the penetrometer during the falling process, avoiding the ball from rotating. A load cell is added in the present penetrometer. The force data measured from the load cell, together with the acceleration data from the accelerometer, can further improve the measured accuracy. 1. A free fall ball penetrometer with a booster , wherein the said free fall ball penetrometer with a booster comprises two parts:the first part comprises a ball penetrometer and a connecting rod using to connect said ball penetrometer and booster; the said ball penetrometer is equipped with a pore water pressure transducer sealed to equator of ball penetrometer to measure the dissipation of the pore water pressure after the dynamic penetration of the ball penetrometer; the ball penetrometer and one side of the connecting rod are connected using a loading load cell, and the load cell is used to measure the resistance of ball penetrometer during the dynamic ...

METHOD FOR CONTROLLING A VIBRATING PILE DRIVER

The present invention relates to a method for controlling a vibrating pile driver when driving a pile element () into a ground (), wherein the vibrating pile driver includes a vibration unit () connected with the same and is attached to a carrier machine (), the method comprising the following steps: detecting at least one first status parameter of the carrier machine () and detecting at least one second status parameter of the vibration unit (). The method is characterized in that with reference to the at least one first status parameter and the at least one second status parameter a statistical ground model is generated, and individual operating parameters of the carrier machine () and the vibration unit () are adapted to the statistical ground model, in order to optimize the energy consumption and/or an advance rate when driving in the pile element (). 146251. A method for controlling a vibrating pile driver when driving a pile element () into a ground () , wherein the vibrating pile driver includes a vibration unit () connected with the same and is attached to a machine ( , ) , the method comprising the following steps:{'b': 5', '1, 'detecting at least one first status parameter of the carrier machine (, ), and'}{'b': '2', 'detecting at east one second status parameter of the vibration unit ), wherein'}with reference to the at least one first status parameter and the at least one second status parameter, a statistical ground model is generated, and{'b': 5', '1', '2', '4, 'individual operating parameters of the carrier machine (, ) and of the vibration unit () are adapted to the statistical ground model, to optimize the energy consumption and/or an advance rate when driving in the, pile element ().'}2514445151. The method according to claim 1 , wherein the at least one first status parameter of the carrier machine ( claim 1 , ) is an advance force of the pile element () claim 1 , an advance rate of the pile element () claim 1 , a penetration depth of the pile ...

METHOD AND CONTROL UNIT FOR GROUND BEARING CAPACITY ANALYSIS

A method () and a control unit () for ground bearing capacity analysis. The method () steps include determining () a shape of the terrain segment () ahead of a vehicle (), based on sensor measurements; predicting () a distance between a sensor () of the vehicle () and the ground () at the terrain segment (), before the vehicle () moves into the terrain segment (); measuring () the distance between the sensor () of the vehicle () and the ground () when the vehicle () has moved into the terrain segment (); and determining () that the terrain segment () is to be avoided due to insufficient bearing capacity when the predicted () distance between the sensor () and the ground () exceeds the measured () distance between the sensor () and the ground (). Also, a method () and control unit () for route planning of the vehicle () are described. 1. A control unit for ground bearing capacity analysis for a vehicle; wherein the control unit is configured to:determine a shape of a terrain segment ahead of a vehicle that is to be moved onto ground at the terrain segment, the determination to be based on sensor measurements;predict a predicted distance between a sensor of the vehicle and the ground at the terrain segment, before the vehicle moves onto the terrain segment;measure a measured distance between the sensor of the vehicle and the ground at the terrain segment when the vehicle has moved onto the terrain segment; anddetermine that the terrain segment is to be avoided by the vehicle due to insufficient bearing capacity of the ground at the terrain segment when the predicted distance between the sensor and the ground exceeds the measured distance between the sensor and the ground.2. The control unit according to claim 1 , further configured to:establish a geographical position of the terrain segment that has been determined to be avoided; andstore coordinates of the established geographical position in a database, and the stored coordinates are associated with information ...

PENETRATION TESTING APPARATUS

A penetration testing apparatus for testing the bearing strength of ground, soil layers, base-courses, subbases and subgrades without the need for much manual operation, includes the following components operatively connected together, comprising a frame support () which supports an actuating apparatus (), power supply apparatus (), movable carriage assembly (), ground penetrating member (), carriage drive mechanism 17 and ground stabilizing means (), operatively connected together to carry out a ground test. The movable carriage assembly () movably supports one ground penetrating member (). The movable carriage assembly () is movably supported by the frame support () such that power from the actuating apparatus () slidably and mechanically moves the carriage assembly () up and down with the ground penetrating member (), on a portion of the frame support (), to cause the ground penetrating member () to contact or penetrate the ground when the carriage assembly () moves down and be slidably moved back up the portion of the frame support () to repeat the sliding down movement again. 1. A penetration testing apparatus for testing a bearing strength of at least one of ground , soil layers , base-courses , subbases or subgrades , comprising:a frame support which supports an actuating apparatus, power supply apparatus, movable carriage assembly, ground penetrating member, carriage drive mechanism and ground stabilizer that are, operatively connected together to carry out a ground test;the movable carriage assembly movably supports the ground penetrating member; andthe movable carriage assembly is movably supported by the frame support such that power from the actuating apparatus slidably and mechanically moves the carriage assembly up and down with the ground penetrating member, on a portion of the frame support, to cause the ground penetrating member to contact or penetrate the ground when the carriage assembly moves down and to be slidably moved back up the portion of ...

SEABED GEOTECHNICAL IN-SITU MULTI-PARAMETER DETECTION SYSTEM AND METHOD

The disclosure relates to the field of ocean engineering technical equipment, and specifically relates to a seabed geotechnical in-situ multi-parameter detection system and method. The system comprises two friction wheels symmetrically arranged in an integral frame, and collimating mechanisms are arranged above and below the butt joint position of the two friction wheels; a winch is fixedly arranged on the bottom surface of the integral frame on the rear side of the friction wheels, and a winch rotating wheel is connected with a servo motor; a flexible probe rod comprises multiple sections of rigid rod pieces connected through armored cables, a static sounding probe is connected with one end of the flexible probe rod, the flexible probe rod is wound on the winch, the end with the static sounding probe sequentially penetrates through a butt joint device and the collimating mechanism and then enters the space between the two friction wheels, and finally the static sounding probe penetrates into a soil body downwards. The system is high in stability. 1. A seabed geotechnical in-situ multi-parameter detection system , comprising an integral frame , a constant-speed penetration system , a butt joint assembly system , a flexible probe rod and a static sounding probe , whereinthe constant-speed penetration system comprises two friction wheels symmetrically arranged in the same vertical plane, and the collimating mechanisms are arranged above and below the butt joint position of the two friction wheels; a support is arranged on the friction wheel, the support is internally provided with a hydraulic motor, and the hydraulic motors are used for driving the friction wheels to rotate; the two supports are connected through a hydraulic locking oil cylinder and used for providing opposite extrusion friction force between the two friction wheels, the two supports are fixedly arranged on the bottom surface in the integral frame through a same base, and an energy accumulator is ...

Method for determining ground strength parameters by rotary survey method and device for its implementation

FIELD: construction. SUBSTANCE: invention relates to field of construction, namely to methods for performing geomechanical investigations to determine mechanical properties of soils. Method for determining strength parameters of soil by rotational cut method involves crushing blade impeller into well bottom, impression of increasing torque to it, fixation of maximum torque leading to rotation of impeller by cutting ground along resulting cylindrical surface, and determination of strength parameter of strength of ground. Impeller immersed in ground has curvilinear cross-section blades, curved in one direction of torsion. Torque is first applied in one direction (clockwise), after which impeller is immersed a second time to a great depth or to an adjacent well located in the plan and apply torque in the other direction (counterclockwise). Determine the maximum torque for torsion in different directions, and the angle of internal friction and specific cohesion of the ground is judged by the magnitude of the maximum torque obtained in torsion in different directions. EFFECT: technical result consists in increasing the range of measured parameters, increasing manufacturability, decreasing the material consumption and measuring time, and increasing the accuracy of the measurement. 6 cl, 8 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 646 263 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2006.01) (21)(22) Заявка: 2016151814, 28.12.2016 (24) Дата начала отсчета срока действия патента: Дата регистрации: 02.03.2018 (45) Опубликовано: 02.03.2018 Бюл. № 7 Адрес для переписки: 125040, Москва, Ленинградский просп., 7, стр. 1, ИПРИМ РАН грунтов, Москва, Высшая школа, 1979, с. 4160. RU 2562710 C1, 10.09.2015. SU 1008353 A1, 30.03.1983. SU 691520 A1, 15.10.1979. SU 1726643 A1, 15.04.1992. SU 873018 A1, 15.10.1981. C 1 2 6 4 6 2 6 3 (56) Список документов, цитированных в отчете о поиске: ...

Method and device for determining friction forces and soil shear modulus in field conditions

FIELD: measurement technology. SUBSTANCE: invention relates to engineering and geological survey facilities and is intended for evaluation of soil properties by rotary cut in zones of proposed construction. Method for determining resistance of soil to rotary cut consists in immersion by swirling rock-breaking leading impeller, located on screw column, by means of power mechanism into soil to preset depth with further axial crushing and rotation according to a given program by a given angle with measurement of torque, axial force, rotation angle and vertical movement. Force factors are measured by sensors arranged on a single power base in a lower hollow link of a screw column carrying an impeller. Signal transmission to control computer via wireless communication is performed continuously during testing, as well as data transfer along vertical movement and turning angle of impeller and processed in real time using programs based on known solutions of soil mechanics and theory of elasticity. EFFECT: high accuracy of measurements of power parameters, reduction thereof in a single control center and calculation of characteristics of soils in real time mode, high mechanical capabilities and volume of measured parameters taken during one drilling. 6 cl, 1 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 705 851 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2019.08) (21)(22) Заявка: 2018140869, 20.11.2018 (24) Дата начала отсчета срока действия патента: Дата регистрации: 12.11.2019 (45) Опубликовано: 12.11.2019 Бюл. № 32 2 7 0 5 8 5 1 R U (56) Список документов, цитированных в отчете о поиске: RU 2295606 C1, 20.03.2007. RU 2585317 C2, 27.05.2016. SU 127059 A1, 10.10.1960. RU 2562710 C1, 10.09.2015. RU 2258113 C1, 10.08.2005. SU 1609857 A1, 30.11.1990. WO 1992001839 A1, 06.02.1992. (54) СПОСОБ И УСТРОЙСТВО ДЛЯ ОПРЕДЕЛЕНИЯ СИЛ ТРЕНИЯ И МОДУЛЯ СДВИГА ГРУНТОВ В ПОЛЕВЫХ УСЛОВИЯХ (57) ...

一种基于海洋观测探杆的海底静力贯入装置及贯入方法

本发明涉及海洋工程地质、海底原位长期观测技术领域，特别公开了一种基于海洋观测探杆的海底静力贯入装置及贯入方法。该基于海洋观测探杆的海底静力贯入装置，包括探杆立架、外卡环以及底座，其特征在于：所述外卡环上安装有探杆定位装置和压帽式结构，底座包括上底板、下底板以及位于两者之间的分离板，上底板上安装有相互连接的电池仓、驱动器仓和电机，电机通过驱动绳连接压帽式结构，外卡环和底座之间对应夹紧固定有探杆。本发明结构设计合理，性能稳定，工作效率高，设备体积小，不仅实现了海底观测探杆的稳定、垂直、匀速贯入，而且贯入效率高，贯入深度大，保证了海底观测参数的质量。

Stability measuring device

Изобретение относитс  к строительству и может быть использовано при исследовани х механических свойств грунтов оснований . Целью изобретени   вл етс  снижение трудоемкости исследований путем автоматической компенсации погрешностей от температурной и объемной сжимаемости. Стабилометр содержит гидравлическую рабочую камеру дл  образца грунта, приспособление дл  создани  вертикальной нагрузки на образец, волюмометр, соединенный с дополнительным резервуаром, выполненным ступенчатым и содержащий ступенчатый поршень, образующий верхнюю , среднюю, нижнюю полости. При этом площадь верхней ступени поршн  равна двум площад м нижней ступени поршн , верхн   полость трубопроводом соединена с источником давлени , а средн   - с гидравлической рабочей камерой. 1 ил. The invention relates to the construction and can be used in studies of the mechanical properties of base soils. The aim of the invention is to reduce the complexity of research by automatically compensating for errors of temperature and bulk compressibility. The stabilometer contains a hydraulic working chamber for the soil sample, a device for creating a vertical load on the sample, a volumeter connected to an additional reservoir, which is stepped and contains a stepped piston forming the upper, middle, lower cavities. In this case, the area of the upper piston stage is equal to two areas of the lower piston stage, the upper cavity is connected to the pressure source by a pipeline, and the middle cavity to the hydraulic working chamber. 1 il.

一种海底沉积物原位测试装置

本发明公开了一种海底沉积物原位测试装置，其属于海洋岩土勘察设备领域，包括自下至上依次设置的探头、探杆、配重件和耐压舱，所述配重件的下部的平均密度大于所述配重件的上部的平均密度，以使得所述海底沉积物原位测试装置的浮心位于重心的正上方。整个装置的重力主要来源于配重件，配重件的下部的平均密度大，再加上探杆的重力，使得重心位于配重件的下部；耐压舱的排水体积大，使得浮心位于耐压舱处；浮心与重心之间具有一定的间距，使得在水中下降的过程中，当发生倾斜时，能够产生较大的恢复力矩，自动保持平衡，使得探头能够竖直贯入到沉积物中，从而提高测量结果的准确性。

비탈면용 콘 관입시험기 및 이를 이용한 지반정보 측정방법

본 발명의 비탈면용 콘 관입시험기는 하단이 원뿔 형상의 콘으로 형성되어 지반의 내부로 관입되도록 일정 길이를 갖도록 형성된 관입부와; 상기 지반으로 관입시에 상기 콘에 작용하는 콘저항력과, 상기 지반과 측면 사이의 주면마찰력을 측정하도록 상기 관입부와 동일한 직경을 갖도록 형성되어 상기 관입부의 상단에 구비되는 제1측정부와; 상기 지반의 토양 수분 함량을 체적비로 측정할 수 있도록 상기 관입부와 동일한 직경을 갖도록 형성되어 상기 제1측정부의 상단에 구비되는 제2측정부를; 포함하여 구성됨으로써, 지반에 관입하여 토질정보를 수집할 수 있도록 하는 콘관입시험 장비를 소형화하여 관입시험을 실시할 때 필요한 가력 장비의 필요 성능을 줄임으로써 전체 장비의 소형화를 완성할 수 있도록 함과 동시에 비탈면 점검자가 콘관입시험 장비를 휴대 및 운반이 용이하도록 하여 작업성을 향상시킬 수 있는 효과가 있다.

Dynamic cone penetrometer with uniform section

본 발명은 균일 단면 동적 콘 관입 시험기에 관한 것으로, 본 발명에 따른 균일 단면 콘 관입 시험기는 원뿔형상으로 형성된 콘(111) 및 콘(111)의 바닥면으로부터 돌출되도록 형성된 제1 결합부(113)를 포함하는 관입선단(110), 및 횡단면이 일정한 관형으로 형성된 본체(121) 및 본체(121)의 일단으로부터 돌출되도록 형성되어 제1 결합부(113)에 결합되는 제2 결합부(123)를 포함하는 로드(120)를 포함한다. A uniform cross-sectional cone penetration tester according to the present invention includes a cone (111) formed in a conical shape and a first coupling portion (113) formed to protrude from a bottom surface of the cone (111) And a second engaging part 123 formed to protrude from one end of the main body 121 and coupled to the first engaging part 113. The main engaging part 123 includes a main body 121 formed in a tubular shape having a constant cross- (Not shown).

Measuring system using Dynamic Cone Penetrometer and method for calibrating Transfer Energy thereof

본 발명에 따른 동적 콘관입기를 이용한 계측 시스템에서 전달 에너지 보정 방법은 (A) 동적 콘 관입기를 계측하고자 하는 지반에 동적 관입함에 따라, 상기 동적 콘 관입기에 연결된 제어부가 스트레인 및 가속도를 동기화하여 검출하는 단계, (B) 상기 제어부가 상기 동기화된 스트레인 및 가속도를 하중(Fs) 및 입자속도(Va)로 환산하는 단계 및 (C) 상기 제어부가 상기 하중(Fs) 및 입자속도(Va)를 이용하여 상기 동적 콘 관입기의 두부 및 선단부에 전달된 에너지를 산정하고 보정하는 단계를 포함한다. (A) a dynamic cone penetrator is dynamically intruded into a ground to be measured, and a controller connected to the dynamic cone penetrator synchronously detects strain and acceleration, Wherein the control unit converts the synchronized strain and acceleration into a load Fs and a particle velocity Va and (C) the control unit calculates the load Fs and the particle velocity Va using the load Fs and the particle velocity Va, And calculating and correcting the energy transferred to the head and the tip of the dynamic cone pipe.

Method for testing the ground base with a bored hanging pile

FIELD: construction industry. SUBSTANCE: invention relates to construction, namely to methods for testing piles with static load. The method for testing the soil foundation with a bored hanging pile includes the application of a pressing force on a model pile, continuously increasing at a constant speed, determined depending on the diameter of the pile and the physical properties of the soil, synchronous registration of the pressing force with an error of 100-200 N and the pile precipitation with a step of 0.005 mm of the pile precipitation, splitting the graph of the dependence of the sedimentation rate of the model pile on the pressing force into three sections according to the average speed of the pile sedimentation in each of them and calculating the bearing capacity of the working pile by the value of the pressing force at the end of the 2 nd section of the graph and by the similarity coefficients of the model pile. Previously, prior to the application of the pressing force, a transverse dynamic pulse of 22-25 Ns is applied to the lateral surface of the model pile perpendicular to its longitudinal axis at a level of 15-20 cm from the end of the pile head, sequentially at three equidistant points, and the maximum amplitude of the free transverse oscillation of the pile head in the ground along the axes of application of the dynamic pulse is recorded. Then the same transverse dynamic pulse is applied to the working pile and the maximum amplitude of the free transverse vibration of the pile head in the ground is recorded at the same level and in the same directions as for the model pile. The ratio of the maximum amplitudes of the free transverse oscillation of the head of the model pile to the values of the maximum amplitudes of the free transverse oscillation of the head of the working pile is used to adjust the values of the elastic resistance of the soil on the side surface of the working pile calculated by similarity conditions. EFFECT: increasing the ...

一种止水帷幕作用下止水帷幕两侧水位差的确定方法

本发明提供了一种止水帷幕作用下止水帷幕两侧水位差的确定方法，所述方法是在获取承压含水层土层信息及坑内抽水信息的基础上，依次确定止水帷幕两侧天然水位差、地下水通过止水帷幕下方产生的水头差以及止水帷幕与边界产生的水头差，由这三个部分的总和即可确定基坑内抽水时止水帷幕两侧承压含水层的水头差。本发明在坑内地下水位已知的情况下，可根据止水帷幕两侧水位差确定坑外地下水水位，为基坑降水对周围环境影响的评估提供了依据。本发明方法简单、实用，便于推广，具有很大的应用价值。

Device for study and determination of characteristics of solid

FIELD: study and determination of soil characteristics. SUBSTANCE: test-point 1 of device is forced into soil under test by pressure created by pyrotechnic gas generator 5. Test-point 1 is arranged in tube 7 made from nonmagnetic material and provided with solenoids 6. Test-point 1 is secured to piston 2 carrying permanent magnet 3; at other end of tube 7, roll-out mass 4 is located for balancing the moment of test-point 1 reacted by pyrotechnic gas generator 5 located on mass 4. Computer 9 is used for calculating the resistance of soil to forcing the test-point into soil. EFFECT: enhanced efficiency. 11 dwg , 4 dwg ЭтТУЕгОТсС ПЧ Го РОССИЙСКОЕ АГЕНТСТВО ПО ПАТЕНТАМ И ТОВАРНЫМ ЗНАКАМ (19) ВИ” 2101 416. 13) СЛ ОМК Е 020 1/00, С 01 М 3/48 12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ РОССИЙСКОЙ ФЕДЕРАЦИИ (21), (22) Заявка: 93047198/03, 12.12.1990 (30) Приоритет: 12.12.1990 ЕК 9015512 (46) Дата публикации: 10.01.1998 (56) Ссылки: 1. ЗЧ, авторское свидетельство, 1283286, кл. Е 02 О 1/00, 1987. 2. $4, авторское свидетельство, 12292Ъ55, кл. Е 020 1/00, 1986. 3. $4, авторское свидетельство, 1562156, кл. С 01 М 3/48, 1990. (86) Заявка РСТ: ЕК 91100997 (10.12.91) (71) Заявитель: Бернар Кастанье[ЕК] (72) Изобретатель: Бернар Кастанье[ЕК] (73) Патентообладатель: Бернар Кастанье[ЕК] С1 (54) УСТРОЙСТВО ДЛЯ ИССЛЕДОВАНИЯ И ОПРЕДЕЛЕНИЯ ХАРАКТЕРИСТИК ГРУНТА (57) Реферат: Изобретение относится к устройствам для исследования и определения характеристик грунта, ПОЗВОЛЯЮЩИМ определить характеристики грунтов посредством непрерывно контролируемого и измеряемого вдавливания зондирующего стержня 1 в исследуемый грунт с помощью давления, создаваемого пиротехническим генератором газов 5. В трубке Г, изготовленной из немагнитного материала и оснащенной соленоидами 6, размещается, с одной стороны, зондирующий стержень 1, прикрепленный к поршню 2, на котором установлен постоянный магнит 3, и с другой стороны, откатная масса 4, которая уравновешивает количество движения зондирующего стержня 1, создаваемое ...

Bearing Plate for Plate Bearing Test and Tester having Such Bearing Plate

본 발명은 지반의 다짐품질 시험 등을 위한 평판재하시험을 수행함에 있어서, 지반에 하중을 가하게 되는 하중재하위치와 변위측정위치가 일치되도록 하는 구조를 가지고 있어, 하중재하시험에서 측정되는 지반의 변위 측정결과의 신뢰성을 더욱 향상시킬 수 있는 평판재하시험용 하중 재하판 및 이를 구비한 평판재하시험기에 관한 것이다. 본 발명에서는 평판재하시험에서 지면 위에 놓여 상부로부터 가해지는 하중을 직접 지반에 가하게 되는 평판재하시험용 재하판(10)으로서, 지면에 접촉하도록 배치되어 상재하중은 지반에 직접적으로 가하는 지압판(11)과; 상기 지압판(11)의 중심에 위치하며 상부에 놓이게 될 잭장치(20)에 의하여 가해지는 가압력을 상기 지압판(11)에 전달하고, 변위계(30)가 외부를 통하여 진입하여 지압판(11)의 중심점에 수직한 위치에 배치될 수 있는 내부공간(120)이 형성되어 있는 하중전달부재(12)를 포함하여 구성되는 것을 특징으로 하는 평판재하시험용 재하판이 제공되며, 추가적으로 이러한 재하판을 구비한 평판재하시험기가 제공된다. The present invention has a structure in which the load loading position to apply the load to the ground and the displacement measurement position in the plate loading test for the compaction quality test, etc. of the ground, so that the displacement of the ground measured in the load loading test The present invention relates to a plate loading test plate and a plate loading tester having the same, which can further improve the reliability of the measurement results. In the present invention, a plate loading test plate 10 for placing a load on the ground directly on the ground in the plate loading test to directly apply to the ground, the pressure plate 11 is placed in contact with the ground and the load directly applied to the ground and ; The pressing force applied by the jack device 20 to be placed at the center of the pressure plate 11 is applied to the pressure plate 11, the displacement meter 30 enters through the outside to the center point of the pressure plate 11. There is provided a loading plate for a flat load test, characterized in that it comprises a load transfer member 12 is formed an internal space 120 that can be disposed at a position perpendicular to the plate loading, and additionally provided with such a loading plate A tester is provided.

Hybrid cone penetrometer for evaluation of railway substructure and method for evaluating railway substructure using the same

본 발명의 실시예에 따른 철도지반 평가 방법은 (A) 철도 지반에 설치된 가이드 플레이트(guide plate)에 하이브리드 콘 관입기를 장착하여 동적 관입을 수행하는 단계; 및 (B) 상기 하이브리드 콘 관입기를 이용하여 정적 관입을 수행하는 단계;를 포함하고, 상기 하이브리드 콘 관입기는 소형콘, 상기 소형콘에 연결된 적어도 하나의 내부 로드, 및 상기 소형콘에 맞물리고 상기 내부 로드를 감싸는 적어도 하나의 외부 로드를 포함한다. 본 발명의 실시예에 따른 철도지반 평가용 하이브리드 콘 관입기를 이용한 철도지반 평가 방법은 외부 로드를 이용한 동적관입 및 내부 로드를 이용한 정적관입을 연속으로 수행하여, 철도지반의 물성 상태를 연속적으로 검출 평가할 수 있는 효과가 있다. A method of evaluating a railroad ground according to an embodiment of the present invention includes the steps of: (A) performing dynamic penetration by mounting a hybrid cone penetrator on a guide plate installed on a railroad ground; And (B) performing a static penetration using the hybrid cone penetrator, wherein the hybrid cone penetrator comprises a miniature cone, at least one internal rod connected to the miniature cone, And at least one external load surrounding the load. The method of evaluating a railroad ground using a hybrid cone penetrometer for railroad ground evaluation according to an embodiment of the present invention continuously detects and evaluates physical properties of a railroad ground by continuously performing dynamic penetration using an external rod and static penetration using an internal rod There is an effect that can be.

auto measurement equipment of standard penetration test

본 발명은 타격에 따른 로드의 관입 깊이를 자동으로 측정하고, 이를 기준 관입깊이까지의 관입량 및 타격수를 자동으로 측정하고 장비를 통제하여 얻어진 현장 데이터를 사무실의 전산장비에 전송할 수 있게 하여 지반공학적 특성을 분석하는데 필요한 자료를 보다 신속하게 처리 할 수 있게 하고 산출된 값을 일괄하여 확인할 수 있는 프로그램을 구비한 표준관입시험 자동 측정 장치에 관한 것이다. The present invention automatically measures penetration depth of a rod due to impact, automatically measures the penetration amount to the reference penetration depth and the number of impacts, and transmits the field data obtained by controlling the equipment to the computer equipment of the office, And more particularly, to a standard intrusion test automatic measurement device having a program capable of processing data necessary for analyzing engineering characteristics more quickly and verifying the calculated values at a time.

Method for determining deformability of foundation

FIELD: construction. SUBSTANCE: deformability of the base of reinforced weak soil is determined. Method includes compression by a stamp of a soil sample with reinforcing element and measurement of soil parameters, by which the deformation of base is estimated. Compression of the sample is carried out after immersion in the soil of the basement array co-axially with reinforcing crushed stone element of metal pipe, length equal to the length of reinforcing element, diameter equal to their step in soil base array, forming a sample of reinforcing crushed element surrounded by a layer of compacted soil and a layer of natural soil, bounded by the wall of pipe, and compression is performed by applying a stamp to the sample while simultaneously measuring the soil parameters of the sample, and determining module of soil deformation, along which the compressibility of the entire base array is judged. EFFECT: reliable and accurate determination of the compressibility of a reinforced array for the foundation of buildings and structures by calculation. 3 dwg, 1 tbl РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 631 617 C1 (51) МПК G01N 33/24 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (21)(22) Заявка: 2016140383, 13.10.2016 (24) Дата начала отсчета срока действия патента: 13.10.2016 25.09.2017 Приоритет(ы): (22) Дата подачи заявки: 13.10.2016 2 6 3 1 6 1 7 12248-2010 Грунты. Методы лабораторного определения характеристик прочности и деформируемости, 2012, найдено 10.07.2017 в Интернете [on-line] на сайте http://docs.cntd.ru/document/1200084869. ГОСТ 20276-2012, ГРУНТЫ, Методы полевого определения характеристик прочности и деформируемости, 2013, найдено 10.07.2017 в (см. прод.) (54) СПОСОБ ОПРЕДЕЛЕНИЯ ДЕФОРМИРУЕМОСТИ ОСНОВАНИЯ (57) Реферат: Изобретение относится к строительству и диаметром, равным их шагу в массиве грунта может быть использовано для испытания массива основания, с образованием образца из армированного щебеночными ...

The soft foundation surface processing method of construction for which bamboo net was used

본 발명은 대나무망을 이용한 표층처리공법에 있어서, 현장에서 대형 평판재하시험을 통한 복토 두께별 지지력을 평가함으로써, 시공장비별, 보강재별, 복토두께별, 허용지지력의 상호관계를 도출하고, 기존에 제시된 이론식을 이용한 허용지지력 분석을 통하여 현 이론식의 적용성과 대나무망 공법의 효율성 분석 및 경제적이고 안정적인 표층처리 설계 및 설치의 기초자료로 활용하고자 한 대나무망을 이용한 연약지반 표층처리공법을 제공하는데 그 목적이 있다. The present invention in the surface treatment method using a bamboo net, by evaluating the bearing capacity by cover thickness through large plate loading test in the field, to derive the interrelationship between construction equipment, reinforcement, cover thickness, allowable bearing capacity, and It provides soft ground surface treatment method using bamboo network which is intended to be used as basic data for application of current theory, efficiency analysis of bamboo network method and economical and stable surface treatment design and installation through analysis of allowable bearing capacity using There is a purpose. 상기한 목적을 달성하기 위한 본 발명에 따른 대나무망을 이용한 연약지반 표층처리공법은 본 발명에서 제안하는 설계방안을 바탕으로 하여 대나무망을 설계하는 단계; 상기 설계방안으로 설계된 적정한 간격의 대나무망과 복토두께를 감안하여 대상 연약지반에 대나무망을 설치하는 단계; 상기 대나무망의 적어도 어느 한 모서리에 섶말뚝을 관입하는 단계; 상기 대나무망 상에 분리용 토목섬유를 포설하는 단계; 상기 분리용 토목섬유 상에 토사를 포설하여 복토층을 조성하는 단계; 상기 복토층 상에 모래를 포설하여 사질토층을 조성하는 단계; 상기 대나무망이 포설된 연약지반을 평판 재하시험하여 연약지반의 지지력을 확인하는 단계로 이루어짐을 특징으로 한다. Soft ground surface treatment method using a bamboo net according to the present invention for achieving the above object comprises the steps of designing a bamboo net based on the design scheme proposed in the present invention; Installing a bamboo net in the target soft ground in consideration of the thickness of the bamboo net and the cover soil at an appropriate interval designed as the design method; Injecting the pile into at least one corner of the bamboo net; Laying geotextiles for separation on the bamboo network; Laying soil on the separation geotextile to form a cover layer; Laying sand on the cover layer to form a sandy soil layer; It characterized in that it consists of a step of confirming the bearing capacity of the soft ground by ...

Soft foundation replacement construction method

本发明提出了一种软弱地基换填施工方法，其中分层回填根据地基标高确定填充物以及层数和各层厚度，其中上下两层接缝错开距离为0.5‑1.Om；接缝错开距离从下到上依次递减，各层接缝中点从上到下依次连接为折线形，从而防止因填充变形而导致表面开裂可进一步提高结构强度；且接缝错开距离从下到上依次递减，有利于应力分散，增加填充强度。

Apparatus for Automatic Measuring of Standard Penetration Test and Driving Method Thereof

The present invention relates to a standard penetration test automatic measurement device and a driving method of the device. The standard penetration test automatic measurement device according to an embodiment of the present invention comprises: a communication interface unit for receiving the measurement result data of the number of hits and the penetration amount of the rod measured through the standard penetration test through wireless communication from a data recording device; and a control unit for calculating the final result of the standard penetration test based on the received measurement result data and an additional factor including at least a depth related to the hitting height of a drive hammer hitting the rod. An embodiment of the present invention is to provide the standard penetration test automatic measurement device and the driving method of the device, which can accurately calculate the N value by reflecting additional factors such as the hole diameter, sampler type, rod length, and the like on the calculation program for processing the measurement data of the number of hits and penetration amount of the rod measured through the standard penetration test.

Method and arrangement for measuring the mechanical properties of rock and minerals "in situ" for determining the rock-burst tendency of the deposit and the country rock

To determine the rock-burst tendency of deposits, in particular coal seams, the mechanical properties of the minerals as well as of the country rock are determined. To this end, bores are made in the mineral, and deposited there is a measuring probe which has pressure plates which can be moved against the borehole wall. These pressure plates are acted upon by an increasing hydraulic pressure, or by a decreasing hydraulic pressure after a maximum value is reached, the pressure changes being continuously determined, compared and analysed. To this end, an inductive displacement-measuring device or a wire-strain-gauge pressure sensor is allocated to the probe or the hydraulic line. These devices are in turn connected to a computer via amplifiers and further processing units. In this way, the natural tendency of the seam to result in rock burst in the rock mass can be determined in good time and thus the particular state can be checked and if need be rendered safe or worked by suitable means. <IMAGE>

Method for determining characteristics of soil swelling

FIELD: construction. SUBSTANCE: invention relates to construction soil science and is used in engineering-geological surveys for construction on swelling soils, in particular for determining swelling pressure and soil swelling at different pressure values. Method for determining characteristics of swelling of soil involves loading a given soil sample pressure with known values of plasticity, natural moisture, moisture content at the yield point and porosity coefficient, soaking with curing until stabilization of sample deformation and unloading to zero pressure with registration of soil sample deformation values and acting pressure at all loading, soaking and unloading stages and determination of soil swelling pressure as per plot of soil swelling deformation dependence on pressure, wherein testing is carried out on one soil sample, and loading of soil sample to a given pressure and unloading to zero pressure is carried out with a constant rate of change of pressure simulating the loading rate of foundation base, but not higher than the limiting rate providing completion of consolidation with a given tolerance and determined depending on physical properties of soil, wherein the values of the soil sample and the actual pressure deformation are recorded through each 0.005 mm of the soil sample deformation, and the soil sample swelling deformation values are determined as the difference in the swelling deformation readings and the soil sample deposition at the same pressure value. EFFECT: high reliability and accuracy of determining soil swelling characteristics, shorter test time and labor costs. 1 cl, 3 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 707 624 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2019.08) (21)(22) Заявка: 2019103311, 06.02.2019 (24) Дата начала отсчета срока действия патента: Дата регистрации: Адрес для переписки: 350044, г. Краснодар, ул. Калинина, 13, ...

On-site calibration method of in-situ test equipment

本发明提供了一种原位测试试验设备的现场标定方法，包括1.原位测试试验设备的室内标定与修正，符合室内标定要求的原位测试试验设备为待检测设备；2.待检测设备的现场标定与修正：寻找适合现场标定的标准试验场、在标准试验场内对待检测设备进行现场标定、判断待检测设备是否符合现场应用要求、判断不符合现场应用要求的待检测设备是否符合现场标定要求和设备的精度检测。本发明提供的标定方法可以减少了受力方式与实际作业过程中在土体中的受力方式的差距，从而提升了原位测试试验设备标定的测试精度，避免了后续工程的设计施工困难，工程造价增大，工程建设的安全性减少等问题；具备相应的标定设备，并提供标准的试验场地进行设备实际应用的试验研究，这为新原位测试技术与试验设备的研究研发带来了便利，同时节省了原位测试技术与试验设备的研发成本，加快了研发速度。

The automatic measuring instrument and measuring method using image for penetration test

PURPOSE: A device and a method for automatically measuring a penetration test using an image are provided to improve the accuracy of a test by enabling a user to confirm whole processes of the test. CONSTITUTION: A device for automatically measuring a penetration test using an image comprises a standard plate(600), a camera(700), a control device(800), and a printing device(900). The standard plate is installed in the ground where is contiguous to a measurement rod(200). Scales(610) are vertically displayed on the standard plate. The camera is separated from the measurement rod and the standard plate to photograph the standard plate and a datum point(500). The control device is composed of a data storage unit, an operation unit, and a central control unit. The printing device is electrically connected to the control device and prints the penetration amount.

The pile foundation construction method that can build bulb of various type

(A) measuring a position at which a pile foundation is to be installed; (b) measuring the position at which the pile foundation is to be installed, And a rotation drive device for rotating the excavation pile coupled to the guide rail by moving along the guide rails, the pile being capable of excavating the ground, (C) after the excavation equipment is moved to a surveying point, the drilling member is moved to the inside of the pile portion, The grouting solution is discharged through the hollow of the end of the excavation pile, (D) after the excavation pile reaches the supporting layer, the excavating member is excavated while forming a hole larger than the diameter of the hole drilled by the pile portion, (E) after the step (d), the excavating member is moved so as to be located inside the pile portion, and then the grouting solution is mixed with the soil generated during excavation to make the inside of the hole into a gel state; (F) curing after the step (e), wherein the grouting solution is discharged through the hollow of the end of the excavation pile and mixed with the gravel generated during the excavation to raise the interior of the hole to a gel state, . According to another aspect of the present invention, there is provided a pile foundation construction method capable of forming various shapes of bulbs, including: (a) measuring a position at which a pile foundation is to be installed; (b) And a rotary drive device for rotating the excavation file coupled to the guide rail by moving along the guide rail, the guide rail extending along the height direction of the drive body and having a predetermined height, And a drilling member coupled to the drilling member, the drilling member being capable of expanding the diameter of the drilled hole and the drilled hole; (c) after the drilling device is moved to the surveying point, A method of driving a drive device, comprising the steps of rotating a pile of excavation piles to excite the pile to reach the ...

Ground stress and microseismic integrated monitoring device and system

本发明提供了一种地应力和微震一体化监测装置及系统，其中，该装置包括：管体，管体内形成有注浆通道；应力监测组件，套设于管体，应力监测组件与管体之间形成有空腔；微震监测组件，套设于管体；线缆连接组件，套设于管体，应力监测组件与微震监测组件均连接于线缆连接组件；其中，应力监测组件位于微震监测组件与线缆连接组件之间。该装置能够在实际使用中，基于同一钻孔进行岩体的应力监测和微震监测，减少监测时的开孔数量，降低监测成本，并提高应力监测组件和微震监测组件的监测位置一致性，提升应力信息与微震信息之间的耦合性，削弱微震监测组件与应力监测组件之间的监测位置差异对分析准确性的影响，增强工程现场的监测预警能力。

Method for determining the strength of soil freezing

FIELD: construction. SUBSTANCE: invention relates to construction, namely to the study of the strength characteristics of frozen soil, it can be used in engineering geology in the study of soil properties before construction, as well as in the reconstruction of buildings and structures. The method for determining the freezing strength of the soil includes placing the test soil in the mold, its freezing, applying a pushing force and fixing the shear force of the soil sample according to the sample of the foundation material. The shear force is fixed in the process of pushing the test soil through the shape in the form of a ring made of the test foundation material. EFFECT: technical result is an increase in the efficiency of the process of determining the freezing strength by reducing the time of testing and its labor intensity due to the possibility of freezing the required number of forms with soil in parallel, as well as in reducing the material consumption. 1 cl, 2 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 749 226 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2021.02) (21)(22) Заявка: 2020136455, 03.11.2020 (24) Дата начала отсчета срока действия патента: Дата регистрации: 07.06.2021 Приоритет(ы): (22) Дата подачи заявки: 03.11.2020 (45) Опубликовано: 07.06.2021 Бюл. № 16 (54) СПОСОБ ОПРЕДЕЛЕНИЯ ПРОЧНОСТИ СМЕРЗАНИЯ ГРУНТА (57) Реферат: Изобретение относится к строительству, а фундамента. Срезное усилие фиксируют в именно к исследованию прочностной процессе продавливания исследуемого грунта характеристики мерзлого грунта, и может быть сквозь форму в виде кольца, выполненного из использовано в инженерной геологии при исследуемого материала фундамента. исследовании свойств грунтов до начала Технический результат состоит в повышении строительства, а также при реконструкции зданий эффективности процесса определения прочности и сооружений. Способ определения прочности ...

Bearing power test system of foundation pile

[목적] [purpose] 각종 건축구조물의 건설현장에 있어서 기초를 다지기 위해 천공갱에 삽입한 말뚝의 타입상태를 지상에서 어느 때라도 항상 정확하고 정밀도 높게 파악할 수 있는 기초공사의 말뚝용 계측시스템을 제공하기 위한 것이다. It is to provide a measurement system for piles of foundation works that can always accurately and accurately grasp the type of the pile inserted into the drill pit at any time on the ground to lay the foundation in the construction site of various building structures. [구성] [Configuration] 말뚝(2)의 선단에는 선단 하중계(4a)를 그리고 후단에는 침하계(5)가 매달린 상재하중용 후단 하중계(4b)를 각각 장착하여 고정하는 한편 지상의 침하계 보조장치(6)와 침하계(5)는 튜브(12)로 접속하여 유동액공급이 가능하게 하며, 각 하중계(4a,b)와 침하계(5)에서 도출된 케이블(9a,b,c)를 건물밖으로 인출하고 터미널화하여 측정장치(7)에 접속하여 말뚝의 선단 지지력과 주면 마찰력 및 침하량을 측할 수 있게 구성한 것이다. At the tip of the pile 2, the end load meter 4a and the rear end load gauge 4b for the phase loading, in which the sediment system 5 is suspended, are respectively fixed and fixed. (5) is connected to the tube (12) to enable the supply of fluid, withdraw the cable (9a, b, c) derived from each load gauge (4a, b) and settlement system (5) out of the building and terminalized It is configured to be connected to the measuring device (7) to measure the tip support force and the main surface friction force and settlement of the pile.

Device for static soil sounding

Method for screw probing of soil in array of during screw drilling and device therefor

FIELD: construction. SUBSTANCE: invention relates to industrial and civil construction and can be used in engineering and technology of study of physical and mechanical properties of soils under natural conditions. Disclosed is a method for testing soils in an array, which involves determining shear resistance due to continuous movement of spiral probe, speed of which is limited to value of pitch of spiral leader per one revolution of screw column. Shear resistance value is determined by value of axial force generated by first intermediate section with blade pitch greater than pitch of leader blade. Furthermore, method may include a step, where friction cut soil on soil is measured during movement of soil cut in initial position of second intermediate section with a pitch of blades, equal to pitch of leader blade. Also disclosed is a device for testing soils in massif, including a spiral probe rigidly connected with screw column. Spiral probe is made along length consisting of two parts and is equipped with two additional intermediate sections mounted on hollow sleeve with possibility of relative axial displacement and rigidly connected with force transducers. Signals from said sensors are supplied via load-carrying cable to data collection unit. Helical blade of first intermediate section is made with inclination angle exceeding angle of inclination of helical blade leader and helical blade of second intermediate section is made with inclination angle equal to angle of inclination of helical blade leader. EFFECT: simplified process of tests and providing continuous production of information on whole depth of analysed soils. 4 cl, 3 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 585 317 C2 (51) МПК E02D 1/02 (2006.01) G01N 33/24 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ (21)(22) Заявка: ИЗОБРЕТЕНИЯ К ПАТЕНТУ 2013108432/03, 27.02.2013 (24) Дата начала отсчета срока действия патента: 27.02.2013 (43) Дата публикации заявки: 10.09.2014 ...

Device for determining thawing coefficient of permafrost soil

FIELD: construction industry. SUBSTANCE: invention relates to construction and can be used to determine the subsidence of permafrost soils during their thawing. A device for determining the thawing coefficient of permafrost soils, including a pit with an area of A, m 2 , assigned depending on the depth h 2 , m, determining the thawing coefficient, the coefficient of lateral pressure of thawed soil ξ, the angle of internal friction ϕ, deg., of thawed soil according to the above formula, with a completely isolated soil column with an area of A, m 2 , separated from the surrounding soil by drilled and closely placed wells. Along the perimeter of the pit, to the depth of the lower boundary of the subsidence soil, slots are made in the form of cracks by drilling boreholes, and anti-filtration and anti-friction curtains are built into the slots by filling the cracks with a waterproofing anti-friction material that excludes soaking of the surrounding soils. Deep and surface marks are installed inside the pit to determine the subsidence of thawed soil in depth and on the surface, in addition, heating and thermometric wells are made in the middle part of the bottom of the reduced pit, and at least one thermometric well is made outside the pit. EFFECT: ensuring a reduction in the duration and cost of determining the thawing coefficient, increasing the accuracy of determining the thawing coefficient of frozen soil, from the influence of its own weight. 6 cl, 3 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 754 094 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2021.05) (21)(22) Заявка: 2020143700, 29.12.2020 (24) Дата начала отсчета срока действия патента: 26.08.2021 Приоритет(ы): (22) Дата подачи заявки: 29.12.2020 (45) Опубликовано: 26.08.2021 Бюл. № 24 2 7 5 4 0 9 4 R U (54) УСТРОЙСТВО ДЛЯ ОПРЕДЕЛЕНИЯ КОЭФФИЦИЕНТА ОТТАИВАНИЯ МНОГОЛЕТНЕМЁРЗЛОГО ГРУНТА (57) Реферат: Изобретение ...

A kind of deformation of deep excavation distributed monitoring system based on OFDR technologies

本发明公开了一种基于OFDR技术的深基坑变形分布式监测系统，包括分布式光纤测斜管、分布式光纤轴力计、分布式光纤水位计三个光纤装置，以及光纤数据采集与传输系统、光纤数据处理与分析系统、监测结果显示系统三个子系统。在各部分光纤布置完成后，将邻近光纤依次连接，形成“深基坑变形分布式监测网络”，数据采集时只需将光纤终端接入OBR数据采集仪，一次采集便可获得所有监测目标的应变和温度变化数据，再通过OBR数据处理系统进行数据的自动化处理，获得相应目标的变形、轴力和位置信息，并以图表等直观形式在显示系统中显示。该方法具有精度好、效率高、范围广、操作简单等优点。

Apparatus for measuring ground intensity using ground excavation apparatus

본 고안은 건축공사의 시공시에 지반을 굴착하여 지지파일을 시공하는 천공말뚝공법에서 지반굴착장비로 파일지지층까지 굴착시공시에 지반강도를 동시에 측정할 수 있는 지반 굴착장비를 이용한 지반강도 측정방법 및 그 장치를 얻기 위한 것인 바,  The present invention is a method of measuring the ground strength using the ground excavation equipment that can measure the ground strength at the time of excavation to the pile support layer with the ground excavation equipment in the drilling pile method for excavating the ground during the construction work And to obtain the device, 오거에 의한 지반 굴착과정에서 구동모터부의 출력과 오거의 선단부에 장착된 비트가 지반굴착과 굴착지반의 저항모멘트로 지반강도를 측정함으로서, In the ground excavation process by auger, the output of the driving motor part and the bit mounted on the tip of the auger measure the ground strength by the resistance moment of the ground excavation and excavation ground, 지반등에 의해 굴착시에 지반을 별도로 천공하여 지반강도를 측정하는 공정을 줄임으로 공사비용 및 공사기간을 단축할 수 있는 뛰어난 효과가 있다. By drilling the ground separately when excavating by the ground, etc., the process of measuring the ground strength can be reduced, thereby reducing the construction cost and construction period.

Method for determining number of workings while conducting engineering and geological surveys

FIELD: construction. SUBSTANCE: method for determining the number of workings while conducting engineering and geological surveys includes driving the workings within the spot of a building or a structure to be projected, determining the soil deformation modulus, finding the settlement of the building or the structure at each working and the settlement unevenness between the workings, finding the base stiffness coefficient at each working at the predetermined sizes in the plan of the building or the structure and the load on the base, using at that Shephard's function for the base hardness coefficient in the form of a reduced dependence. EFFECT: improving the accuracy of engineering and geological surveys, reducing the labour intensity and expanding the scope of application. 3 cl, 1 tbl, 6 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 631 445 C2 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (21)(22) Заявка: 2016106683, 25.02.2016 (24) Дата начала отсчета срока действия патента: 25.02.2016 Дата регистрации: Приоритет(ы): (22) Дата подачи заявки: 25.02.2016 (43) Дата публикации заявки: 30.08.2017 Бюл. № 25 R U Стр.: 1 C 2 (54) СПОСОБ ОПРЕДЕЛЕНИЯ КОЛИЧЕСТВА ВЫРАБОТОК ПРИ ПРОВЕДЕНИИ ИНЖЕНЕРНОГЕОЛОГИЧЕСКИХ ИЗЫСКАНИЙ (57) Реферат: Изобретение относится к области выработке и неравномерность осадки между строительства и предназначено для определения выработками, нахождение коэффициента количества выработок, осадок и кренов зданий жесткости основания на каждой выработке при при проведении инженерно-геологических заданных размерах в плане здания или изысканий. Способ определения количества сооружения и нагрузки на основание, используя выработок при проведении инженернопри этом функцию Шепарда для коэффициента геологических изысканий включает проходку жесткости основания в виде приведенной выработок в пределах пятна проектируемого зависимости. Технический результат состоит в здания или сооружения, ...

the solf ground barrel sampler for standard penetration test

본 발명은 연약지반 전용 스플릿배럴 샘플러를 이용한 표준관입시험 및 시료채취 방법을 적용함에 있어 형상이 변경된 표준관입시험용 샘플러인 스플릿배럴 샘플러를 표준관입시험 실시하기 전에 시추시 교란이 발생한 지반에 먼저 회전 관입시킨 후, 교란이 발생하지 않은 원지반에서 표준관입시험을 실시하는 것에 관한 것으로, 상세하게는 기존에 표준형으로 사용되고 있는 길이 81cm용 스플릿배럴 샘플러를 131cm로 50cm 연장하였으며, 이 스플릿배럴 샘플러의 선단슈의 외경을 스플릿배럴의 외경보다 약간 크게 제작하거나 또는 선단슈의 외측면 4방향에 날개를 부착하여 원지반에서 표준관입시험을 실시할 때에 교란된 지반의 마찰력이 원지반까지 미리 회전 관입되어 있는 스플릿배럴 샘플러에 미치는 영향을 제거함으로서 표준관입시험의 정밀도를 크게 향상시킬 수 있는 것을 특징으로 한다. In the present invention, in applying the standard penetration test and the sampling method using the split barrel sampler for soft ground only, rotational penetration into the ground where disturbance occurs during drilling before the split barrel sampler, which is a shape change standard penetration tester, is performed. After the test, the standard penetration test was performed on the original surface where no disturbance occurred. Specifically, the 81cm length barrel barrel sampler, which is used as a standard type, was extended by 50cm to 131cm, and the tip shoe of the split barrel sampler was When the outside diameter is made slightly larger than the outside diameter of the split barrel, or when the standard penetration test is carried out on the base by attaching the wings to the four sides of the outer side of the tip shoe, the friction force of the disturbed ground is pre-rotated into the base plate. Precision of standard penetration test by eliminating influence It characterized in that largely be improved. 이에 따라 시추시 약 50cm 정도의 교란이 발생하는 교란영역을 관통하여 교란의 영향이 미치지 않는 원지반에서 표준관입시험을 실시함으로서 양질의 시험결과 및 원지반 상태의 시료를 채취할 수 있으며, 또한 시추를 통한 지질조사가 용이한 이점이 있다. Accordingly, by conducting standard penetration test in the ground where the disturbance does not affect through the disturbance area where about 50cm of disturbance occurs during drilling, it is possible to collect high quality test results and samples of the ground state. There is an advantage of easy geological survey. 스플릿배럴 샘플러, 표준관입시험, 선단슈, 시추, 지질조사 Split Barrel Sampler, Standard Penetration ...

Submarine sediment in-situ testing device

本发明公开了一种海底沉积物原位测试装置，其属于海洋岩土勘察设备领域，包括自下至上依次设置的探头、探杆、配重件和耐压舱，所述配重件的下部的平均密度大于所述配重件的上部的平均密度，以使得所述海底沉积物原位测试装置的浮心位于重心的正上方。整个装置的重力主要来源于配重件，配重件的下部的平均密度大，再加上探杆的重力，使得重心位于配重件的下部；耐压舱的排水体积大，使得浮心位于耐压舱处；浮心与重心之间具有一定的间距，使得在水中下降的过程中，当发生倾斜时，能够产生较大的恢复力矩，自动保持平衡，使得探头能够竖直贯入到沉积物中，从而提高测量结果的准确性。

In-situ scanning device

本发明公开了一种原位扫描装置。该原位扫描装置包括扫描装置主体和连接杆，其中，扫描装置主体包括导向部、扫描部。原位扫描装置还包括设置在原位扫描装置主体中的控制系统，该控制系统包括：中央处理器，用于控制系统中的数据处理及各部件的控制；电机驱动模块，该电机驱动模块以与所需要的分辨率相对应的转速驱动电机。通过本发明的原位扫描装置，可以持续获取各种需要测量对象的圆筒形内壁的图案数据，初步处理、存储并与其他终端交换数据，从而实现田间野外环境下在土壤中原位对植物根系进行扫描测量，也可以用于泥沼、岩土、土壤、地质等研究。

A kind of Pile Foundations Design and construction method of karst area

本发明提供了一种岩溶发育地区的桩基设计与施工方法，包括如下步骤，在待搭建框架柱对应的位置进行一次超前钻形成第一钻孔；对第一钻孔的地质进行勘测，绘制第一钻孔处的地质柱状图，确定第一钻孔的稳定岩石面的深度，计算第一理论桩长，当理论桩长大于预设值，在第一钻孔的两侧各钻一个第二钻孔；对第二钻孔的地质进行勘测，绘制每个第二钻孔处的地质柱状图，确定第二钻孔的稳定岩石面的深度，计算第二理论桩长，对理论桩长的数据进行比较，并选择理论桩长最短的钻孔作为打桩的位置，打桩，在桩上布置承台、转换梁以及联系梁以形成桩基。采用本发明技术方案的岩溶发育地区的桩基设计与施工方法，能最大限度的缩短桩长，降低工程造价，缩短工期。

A kind of optimum design method of slope earth-retaining wall osculum

本发明适用于滑坡排水工程防治领域，具体涉及一种边坡挡土墙排水孔的优化设计方法。其包括如下步骤：(1)坡体垂直埋深H、长度L、宽度W的确定；(2)边坡土体水位值的监测及水力梯度i的确定：利用高密度电阻率法确定地下水位；(3)边坡坡体饱和渗透系数k的确定；(4)单位时间降雨平均入渗量 的确定；(5)边坡挡墙竖向截面水流速度v 2 及流量Q的确定：分别根据恒定总流连续性方程和达西定律求得；(6)边坡挡墙布置排水孔面积S 0 的确定；(7)挡墙排水孔数量N与排水孔直径d的确定。本发明能达到减轻挡土墙后水压力，确保边坡与挡土墙稳定性的目的。

Dynamic cone penetration tester and the test method

The present invention relates to a dynamic cone penetration tester for measuring rigidity of the ground and, more specifically, relates to a dynamic cone penetration tester which comprises: a vertical degree maintaining unit (100) including a horizontal plate (110) having a through hole (111) formed in the center thereof and a vertical support (120) coupled to the horizontal plate (110) in a vertical direction; a penetration rod (300) hit by a hammer (200) that falls freely at a predetermined height to be penetrated into the ground; an anvil (400) coupled to an upper end of the penetration rod (300) and hit by the hammer (200); a hammer guide rod (500) of which a lower end is coupled to the anvil (400) and guiding behavior of the hammer (200); and a sensor module (10).

METHOD OF SCREW SOUND PROBING IN ARRAY IN THE PROCESS OF AUGER DRILLING AND DEVICE FOR ITS IMPLEMENTATION

1. Способ испытания грунтов в массиве, включающий определение сопротивления срезу по значению момента вращения внедренного в грунт спирального зонда без его осевого перемещения, отличающийсятем, что с целью повышения точности исследований, упрощения технологического процесса испытания и обеспечения непрерывности получаемой информации в пределах всего исследуемого интервала, определение сопротивления срезу осуществляют за счет непрерывного перемещения спирального зонда, со скоростью, ограниченной до величины шага спирали лидера за один оборот шнековой колонны, при этом значение сопротивления срезу определяют по величине осевого усилия, создаваемого первой промежуточной секцией с шагом лопасти больше шага лидерной лопасти.2. Способ испытания в массиве по п.1, отличающийсятем, что усилие трения срезанного грунта о грунт измеряется при перемещении срезанного грунта в прежнее положение второй промежуточной секцией с шагом лопасти, равным шагу лидерной лопасти.3. Устройство для испытания грунтов в массиве, включающее спиральный зонд, жестко соединенный со шнековой колонной, отличающийся тем, что спиральный зонд выполнен по длине составным из двух частей, лидерной лопасти и транспортирующей шнековой колонны, а так же снабжен двумя дополнительными промежуточными секциями, смонтированными на полой втулке с возможностью относительного осевого перемещения и жестко связанные с датчиками силы, сигналы от которых поступают по кабелю к блоку сбора информации, при этом спиральная лопасть первой промежуточной секции выполнена с углом наклона превышающий угол наклона спиральной лопасти лидера, а спиральная ло РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (51) МПК E02D 1/00 (13) 2013 108 432 A (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ЗАЯВКА НА ИЗОБРЕТЕНИЕ (21)(22) Заявка: 2013108432/03, 27.02.2013 Приоритет(ы): (22) Дата подачи заявки: 27.02.2013 (43) Дата публикации заявки: 10.09.2014 Бюл. № 25 (72) Автор(ы): Болдырев Геннадий Григорьевич (RU), Кушнир Леонид ...

Устройство для статического зондирования грунта

Изобретение относится к строительству, а именно к устройствам для исследования деформационных и реологических характеристик грунтов зондированием пластинчатым зондом при инженерно-геологических изысканиях и может быть применено при определении качества грунтовых оснований зданий и различных земляных сооружений. Устройство для статического зондирования грунта содержит пластинчатый клиновидный наконечник, на одной из сторон которого смонтирован датчик давления, тросовый дальномер, электронно-преобразующий блок, компьютер и полая штанга. Поперечное сечение пластинчатого клиновидного наконечника выполнено овальным, в виде сплюснутого эллипса, при этом верхнее ребро клиновидной нижней части пластины выполнено концентрично датчику давления. Технический результат состоит в повышении точности и достоверности определения деформационных и реологических характеристик грунта. 3 ил. РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 726 092 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2020.02) (21)(22) Заявка: 2020106564, 11.02.2020 (24) Дата начала отсчета срока действия патента: (73) Патентообладатель(и): Кятов Нурби Хусинович (RU) Дата регистрации: 09.07.2020 (45) Опубликовано: 09.07.2020 Бюл. № 19 2 7 2 6 0 9 2 R U (54) УСТРОЙСТВО ДЛЯ СТАТИЧЕСКОГО ЗОНДИРОВАНИЯ ГРУНТА (57) Реферат: Изобретение относится к строительству, а давления, тросовый дальномер, электронноименно к устройствам для исследования преобразующий блок, компьютер и полая штанга. деформационных и реологических характеристик Поперечное сечение пластинчатого клиновидного грунтов зондированием пластинчатым зондом наконечника выполнено овальным, в виде при инженерно-геологических изысканиях и сплюснутого эллипса, при этом верхнее ребро может быть применено при определении качества клиновидной нижней части пластины выполнено грунтовых оснований зданий и различных концентрично датчику давления. Технический земляных сооружений. ...

Unified device for measuring mechanical characteristics of soft ground considering settling self-consolidation and pre-consolidation stress

PURPOSE: A unified device for measuring mechanical performance evaluation of considering the depositing property and loading history of the ground is provided to select improving method and range after examining a mechanical property by indoor testing under the most similar field condition. CONSTITUTION: A unified device for measuring mechanical performance evaluation comprises: a column test body(100) wherein a clay particle maintains flocculated state and which processes sedimentation and self-weight consolidation for natural stratum; an interstitial water collector wall(200) which collects interstitial water from the column test body; a data locker(400) collects data from the column test body and preloading device; and a computer(500).

Standard penetration test device

本申请涉及岩土工程勘察领域，特别涉及一种标准贯入试验装置。本标准贯入试验装置包括密封套筒，所述密封套筒底部为倒圆锥结构；标贯头，所述标贯头连接在密封套筒外部的底端；标贯机构，所述标贯机构位于密封套筒内部，所述标贯机构包括穿心锤，连接有传感器的锤垫和导向杆，所述锤垫安装在密封套筒的底端，所述导向杆位于密封套筒的轴线上，且底部与锤垫相连，所述穿心锤穿设在导向杆上；传送机构，所述传送机构位于密封套筒内部，并用于驱使所述穿心锤沿导向杆向上运动一定距离后松开所述穿心锤。本申请实施例通过提供一种标准贯入试验装置，以解决相关技术中冲击锤的能量大多损耗在钻杆上，导致试验结果不准确的问题。

Observation of groundwater levels is bored into well

本发明涉及地下水位观测的技术领域，公开了地下水位观测成井钻，包括下部设有空心段的探杆，空心段的侧壁形成有多个供外部水渗入所述空心段内渗水孔，探杆的下端部连接有实心状的灌入头，探杆上设置有用于自上而下锤击探杆以使探杆钻入预计深度的通心锤；当探杆通过通心锤的锤击，深入到地下预计深度后，地下水可以通过渗水孔渗入到探杆的空心段，待地下水位稳定，即可进行地下水位观测，以及采取地下水样，这样，测得的数据较为准确而方便，且上述成井钻可以重复使用，节省成本又环保。

The ground state determination system for reference point using gps

PURPOSE: A ground state confirmation system for a reference point using a GPS is provided to rapidly measure the slope change of a reference point and to immediately and wirelessly transmit the measured slope change of the reference point. CONSTITUTION: A ground state confirmation system for a reference point using a GPS comprises an artificial satellite, a GPS reference network, a measuring device(100), and a monitoring server. The GPS reference network measures a precise position on the ground by communicating with the artificial satellite. The measuring device comprises a case(102), a cover(101), an antenna(103), a cable(104), a rope, a magnet plumb, a magnetic sensor array, and a control unit. The cover is coupled to the top of the case. The antenna is installed on the case and transmits electromagnetic waves. The cable is installed under the antenna and the case. The rope is hung on the bottom center of the cover. The magnetic plumb generates magnetic force. The magnetic sensor array senses magnetic force. The monitoring server comprises a simulation module and a database.

Fork blade type Field Elastic wave Velocity and Resistivity Hybrid Probe

본 발명은 신호발생기(22), 오실로스코프(33), 필터 및 증폭기(44)를 포함하는 지상제어장치와 연결되어 함께 사용되는 프로브에 관한 것으로서, 보다 상세히는 축방향으로 중공(110) 형성된 관입봉(100); 상기 관입봉(100)의 하단부에 고정되며, 주걱 형태의 하단부에 쐐기형 단면의 관입날(210)이 구비되는 블레이드몸체(200); 상기 블레이드몸체(200)의 양측 단부에 길이 방향으로 서로 평행하게 부착되는 한 쌍의 관입프레임(300); 상기 관입프레임(300)을 관통하여 서로 대향하도록 설치되어 입력파를 지반으로 전파시키고, 지반을 통과한 탄성파를 수신하는 다수 개의 트랜스듀서(400); 및, 상기 관입날(210) 상부의 상기 블레이드몸체(200) 일측 표면에 설치되어 지반의 비저항을 측정하는 다수 개의 비저항측정프로브(500);를 포함하여 구성되는 것을 특징으로 하는 포크 블레이드 타입 현장 전단파 및 비저항 측정 하이브리드 프로브에 관한 것이다. The present invention relates to a probe used in conjunction with a ground control device including a signal generator (22), an oscilloscope (33), a filter, and an amplifier (44). 100; A blade body 200 fixed to the lower end of the penetration bar 100 and having an insertion blade 210 having a wedge-shaped cross section at a lower end of the spatula; A pair of penetration frames 300 attached to both ends of the blade body 200 in parallel to each other in the longitudinal direction; A plurality of transducers 400 installed to face each other through the penetration frame 300 to propagate the input wave to the ground, and receive the elastic waves passing through the ground; And a plurality of resistivity measurement probes 500 installed on one surface of the blade body 200 on the penetration blade 210 to measure resistivity of the ground. Fork blade type field shear wave, characterized in that it comprises a And a resistivity measurement hybrid probe. 관입봉, 블레이드몸체, 관입날, 관입프레임, 웨브, 플랜지, 트랜스듀서, 비저항측정프로브 Penetration Bar, Blade Body, Penetration Blade, Penetration Frame, Web, Flange, Transducer, Resistivity Measurement Probe

Method for determining characteristics of soil swelling

FIELD: soil science; measurement technology. SUBSTANCE: invention relates to construction soil science and is used in engineering-geological surveys for construction on swelling soils, in particular, for determining free swelling and swelling pressure of soils. Method for determining characteristics of soil swelling includes soaking and holding till stabilization of soil sample deformation with known values of plasticity number, natural moisture content, humidity at yield point and porosity coefficient, loading soil sample with pressure and recording values of soil sample deformation and acting pressure at all stages of soaking and loading, wherein tests are carried out on one soil sample, loading of which is performed with constant rate of change of pressure, providing completion of consolidation with specified tolerance, note here that soil sample and active pressure deformation values are recorded after every 0.005 mm of soil sample deformation, and soil sample is loaded to pressure at which value of sample deformation becomes zero. EFFECT: high accuracy and reliability of determining soil swelling characteristics, shorter test time and labor input. 1 cl, 2 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 708 768 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2019.08) (21)(22) Заявка: 2019109590, 01.04.2019 (24) Дата начала отсчета срока действия патента: 11.12.2019 Приоритет(ы): (22) Дата подачи заявки: 01.04.2019 (45) Опубликовано: 11.12.2019 Бюл. № 35 2 7 0 8 7 6 8 R U (56) Список документов, цитированных в отчете о поиске: RU 2186174 C2, 27.07.2002. RU 2337343 C1, 27.10.2008. SU 739178 A1, 05.06.1980. CN 102561295 A, 11.07.2012. (54) СПОСОБ ОПРЕДЕЛЕНИЯ ХАРАКТЕРИСТИК НАБУХАНИЯ ГРУНТА (57) Реферат: Изобретение относится к строительному коэффициента пористости, нагружение образца грунтоведению и применяется при инженерногрунта давлением и регистрацию значений геологических ...

Laboratory flume for examining the mobility of submarine landslides due to earthquakes and gas hydrate dissociation

A laboratory flume for examining the mobility of submarine landslide caused by earthquakes and a gas hydrate dissociation, according to the present invention, includes: an inclined flume; a plurality of deposition layers which are accumulated and tamped on the flume; water which is filled upon the deposition layers and which forms a simulated water level inside the flume; and a plurality of injectors which vertically penetrates the flume base, to be installed on the flume, with the ability to move up and down, and which injects gas or water into the deposition layers. The deposition layers are artificially controlled of pressures and temperatures by the circulations or injections of water or gas, and are capable of causing slope collapses and water surface waves.

Methode and system for measuring layer settlement of soft ground

PURPOSE: A method and a system for automatically measuring layer settlement of soft ground are provided to automatically and precisely measure layer settlement of embankment sections through a wireless local communication module. CONSTITUTION: A method for automatically measuring layer settlement of soft ground is as follows. A layer settlement displacement meter is coupled to a steel pipe for support(S110). One or more index settlement plates are installed according to embankment section of improved soft ground(S120). A default location value between the index settlement plates is set(S130). A layer settlement displacement measurement time interval for the index settlement plate is set(S140). Layer settlement displacement is detected every measurement time interval by the layer settlement displacement meter based on the default location value(S160). Data is analyzed and stored(S180).

Exploration pressure injection instrument and application thereof

本发明公开了一种勘探压注仪。它包括受力设备和动力设备，所述受力设备包括衔接系统和压提系统，所述衔接系统包括压力传感器和卡盘，所述压力传感器固定于所述卡盘上、且置于所述卡盘和所述动力设备之间；所述压提系统包括探杆，探杆接头，和锥头或螺旋钻头；所述卡盘卡于所述探杆或探杆接头上，所述探杆一端向上伸出所述动力设备、另一端与通过内柱与所述锥头插拔连接；所述探杆为中空结构。本发明压力传感器置于卡盘和动力设备之间，探杆中空结构无电缆，锥头可脱离探杆等特征，压力传感器不易受潮损坏、可扩展试验范围和灌浆封孔，操作简便快捷。本发明还公开了勘探压注仪的应用。

Apparatus for the soil survey of a site of the seabed having structure to prevent damage of Rod moving parts

Disclosed is an ocean floor survey apparatus provided with a rod transport unit damage prevention structure that is provided with a rod transport structure which is capable of performing subsea operations such as ground boring, standard penetration test (SPT), pressuremeter test (PMT), cone penetration test (CPT), field vane test (FVT), sampling, and coring. The ocean floor survey apparatus provided with a rod transport unit damage prevention structure according to the present invention includes a rod insertion unit that inserts rods below an ocean floor; a rod fixing pack where the rods are coupled; and a rod transport unit that transports the rods to the rod insertion unit. The rod transport unit includes a rotating actuator, and includes a cylindrical first power transmission member that is coupled with a rotating shaft of the rotating actuator; a protection ring that is coupled with an outer circumferential surface of the first power transmission member; a second power transmission member that is fixed in close contact with the protection ring and is arranged at an outer circumference of the first power transmission member; a rotating member that is coupled with an upper surface of the second power transmission member; a second guide rail that is arranged in the rotating member; a second moving member that moves along the second guide rail; an actuator that is disposed in the rotating member and moves the second moving member in a linear direction; and a rod transport chuck that is hinge-coupled with the second moving member and holds the rod.

DEVICE AND METHOD FOR CHECKING THE DESIGN PARAMETER

1. Устройство для измерения параметра колонны из заполнителя, образованной при трамбовании слоев заполнителя в процессе возведения колонны, содержащее:a) головку трамбователя, выполненную с возможностью вертикально направленного трамбования слоев заполнителя, вводимых в полость для возведения указанной колонны,b) систему датчиков для регистрации в режиме реального времени любого отклонения слоя заполнителя, расположенного в верхней части колонны, возводимой в процессе трамбования, на основании отклонений головки трамбователя в процессе трамбования иc) систему обработки данных, предназначенную для проведения вычислений на основании зарегистрированных отклонений с обеспечением получения графических выходных данных, представленных в виде кривой, и выполненную с возможностью отображения в графических данных момента достижения заданного параметра колонны, при этом трамбование может быть остановлено, и для продолжения возведения колонны может быть добавлен новый слой заполнителя, и так повторяется до тех пор, пока не завершится возведение колонны.2. Устройство по п.1, в котором головка трамбователя соединена с молотом трамбователя, который соединен с мачтой стрелы, а система датчиков выполнена с возможностью регистрации относительных углов в соединениях между головкой трамбователя и мачтой стрелы.3. Устройство по п.2, в которой указанная мачта стрелы соединена с рукоятью, которая соединена с молотом трамбователя, при этом мачта стрелы и рукоять управляются экскаваторным трамбующим устройством.4. Устройство по п.1, в котором система обработки данных выполнена с возможностью фильтрации колебаний зарегис� РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (51) МПК E02D 7/18 (13) 2011 132 467 A (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ЗАЯВКА НА ИЗОБРЕТЕНИЕ (21)(22) Заявка: 2011132467/03, 08.01.2010 (71) Заявитель(и): Геопиэр Фаундейшн Компани, Инк. (US), Юниверсити оф Норт Каролина эт Шарлот (US) Приоритет(ы): (30) Конвенционный приоритет: 09.01.2009 US 61/143,576 ( ...

The automatic measuring instrument for Standard Penetration Test

본 발명은 표준 관입 시험용 자동 측정장치에 관한 것으로, 더욱 상세하게는 지반의 연경도와 강도와 상대밀도 및 내부마찰각 등의 지반정수를 측정하여 지반을 분류하고 분석하는 표준 관입 시험을 보다 정확하고 효과적으로 행할 수 있도록 함으로써, 지반분석에 대한 데이터의 신뢰도를 향상시켜 지반에 따른 적합한 시공을 유도하여 더욱 견실한 시공물을 시공할 수 있도록 한 표준 관입 시험용 자동 측정장치에 관한 것이다. The present invention relates to an automatic measuring device for standard penetration testing, and more particularly, to more accurately and effectively perform a standard penetration test for classifying and analyzing soil by measuring soil constants such as hardness and strength, relative density, and internal friction angle. The present invention relates to an automatic measuring device for standard penetration test, which improves the reliability of data for ground analysis, induces proper construction according to the ground, and enables construction of more robust construction materials. 본 발명에 따르면, 지반에 매설된 보광관의 중앙 내부에서 시추공으로 관입되는 측정로드와; 상기 측정로드의 상단에 일체로 설치되고, 타격횟수를 측정하는 타격횟수측정수단이 일체로 설치된 노킹헤드와; 상기 노킹헤드를 타격하는 타격헤머와; 상기 측정로드에 설치되어 측정로드의 관입량을 측정하는 관입량측정수단과; 상기 타격횟수측정수단의 측정값과 측정로드의 관입량을 기록하여 출력하는 자동기록유닛으로 구성된 것에 있어서, 상기 타격횟수측정수단은 노킹헤드의 일측에 고정된 설치브레킷에 설치되어 타격헤머의 위치변화를 통해 카운터신호를 송출하는 근접센서로 구성되고, 상기 관입량측정수단은 설치브레킷에 권취력을 발휘하도록 감긴 로프의 일단이 고정되고 본체는 보광관에 고정되어 로프의 감긴 길이를 통해 측정로드의 관입량을 측정하여 송출하는 로프길이측정센서로 구성되며, 상기 측정로드는 타격헤머로의 타격시 회동되지 않도록 다각기둥형상으로 형성됨을 특징으로 한 표준 관입표준 관입 시험용 자동 측정장치가 제공된다. According to the present invention, the measuring rod is introduced into the borehole in the center of the light pipe embedded in the ground; A knocking head integrally installed at an upper end of the measurement rod and integrally provided with a blow count measuring means for measuring the blow count; A blow hammer hitting the knocking head; A penetration amount measuring means installed on the measurement rod to measure a penetration amount of the measurement rod; In the configuration of the automatic recording unit for recording and outputting the measured value of the hit number measuring means and the penetration amount of the measuring rod, the hit ...

In-hole seismic method for measuring dynamic stiffness of subsurface materials

An in-hole seismic wave test method for measuring the stiffness of the ground is provided to let a filed technician make an in-hole seismic wave test easily by installing an oscillator and a sensor in one borehole. The in-hole seismic wave test method for measuring the stiffness of the ground comprises the steps of: forming one borehole(60) on the ground; connecting an oscillator(10) and a sensor(20) connected with a controller(50) and a dynamic signal analyzer(52) electrically using a connection member(40) and inserting to a measurement spot of the borehole in order; adhering the oscillator and the sensor inserted to the measurement spot of the borehole to a cavity wall of the borehole using an adhesion member(30) operated by the controller; operating a working member and a trigger arm(14) installed to the inside of the oscillator using electric signals of the controller, hitting the cavity wall of the borehole using an impact pestle(16) operated by the trigger arm and setting up a vibration; sensing a generation spot of the vibration using a sensor installed to the oscillator and sensing a destination spot of the vibration spread vertically along a stratum using the sensor; and storing the vibration signals sensed from the oscillator and the sensor in the dynamic signal analyzer and measuring.

Dynamic sounding device for underground pipeline detection

本实用新型公开了一种用于地下管线探测的动力触探装置，涉及动力触探装置技术领域，为解决现有动力触探装置需要人工记录击锤的下落次数，若次数超过百次容易记录错误，且装置在锤击过程中，需要多人手扶，才能保证探头垂直打入土中的问题。所述手柄挡扣的下方安装有击锤杆，所述击锤杆的外壁上安装有击锤，所述击锤的两侧均安装有手柄，所述手柄的外壁上设置有防滑套，所述击锤杆的一端安装有落锤挡扣，所述落锤挡扣的下方安装有探杆，所述探杆上设置有刻度线，所述探杆的一端安装有探头，所述探杆的外壁上安装有支架座，所述支架座的外壁上安装有伸缩支架，且伸缩支架设置有三个，所述伸缩支架通过转轴与支架座转动连接。

Apparatus and Method for expansion rate of ground

Field of the Invention [0002] The present invention relates to an apparatus and a method for directly measuring in-situ displacement, i.e., expansion rate, of a ground as it is supplied with water. The apparatus for measuring a geotechnical expansion rate according to the present invention includes a sensor for measuring a displacement of a ground excavation surface disposed in a excavation space portion formed by excavating a ground below a boundary line of a ground to be measured, A sprinkling unit for sprinkling water on the ground to be measured, and a controller electrically connected to the sensor for controlling the sensor and storing the measurement value obtained from the sensor, wherein the displacement sensor changes the position of the conductor as the ground expands It is characterized by measuring.

Automated measuring equipment of soil depth and strength in mountainous area

본 발명은 산지 내 풍화토 혹은 붕적토의 토층심도와 강도를 현장에서 편리하게 측정하기 위한 장치에 관한 것으로, 소정의 높이에서 자유낙하 되는 하기 금속해머에 의해 연속 타격 되어 지반 내부로 관입되는 관입로드와, 상기 관입로드의 하단에 구비되어 지반에 관입이 용이하도록 원뿔 형상을 갖는 관입콘과, 상기 관입로드의 상단에 연장 구비되어 금속해머가 수직으로 왕복할 수 있도록 하는 가이드로드와, 상기 가이드로드에 관통 구비되어 수직으로 왕복하는 금속해머와, 상기 관입로드와 가이드로드 사이에 구비되어 상기 금속해머가 연속 타격 되는 노킹헤드로 이루어진 측정수단과; 상기 측정수단의 상단에 구비되고, 상기 금속해머를 승하강시키는 인양부와, 상기 금속해머의 연속 타격 횟수 및 자유낙하 높이 및 상기 관입로드의 관입 깊이 및 상기 측정수단과 지면의 수직도를 측정하는 측정부와, 상기 측정부의 일면에 구비되어 상기 측정부에서 측정된 정보들을 표기하는 디스플레이부와, 상기 측정부에서 측정된 정보를 제어부 및 컴퓨터로 전송하는 통신부와, 상기 통신부에서 수신받은 정보를 바탕으로 정확한 측정이 될 수 있도록 높이 및 횟수를 제어하고 오류발생 또는 재측정 필요 시 상기 측정된 정보들을 초기화시키는 제어부로 이루어진 승강수단을 포함하여, 금속해머의 자유낙하에 의한 타격 시 일정한 낙하고를 유지하면서 타격 횟수와 높이, 관입 깊이를 자동으로 측정하여 작업 효율을 향상시키고 정확한 측정이 가능하게 하며, 유지·보수 비용을 절감할 수 있는 자동 토층심도 및 강도 측정장치에 관한 것이다.

Prediction apparatus and method for n value using artificial intelligence and data augmentation

본 발명에 따른 N치 예측 장치는, 시추 조사에 따른 표준관입시험에 의해, 실측 위치에서 측정된 실측 N치를 기초로, 상기 실측 위치를 기준으로 미리 설정된 가상 포인트에 대응하는 적어도 하나 이상의 가상 N치를 생성하는 가상 학습 데이터 증강부, 상기 실측 N치 및 상기 가상 N치를 포함하고, 각각의 상기 실측 위치 및 상기 가상 포인트에 대응하는 지반 특성 데이터를 인공지능으로 학습시키는 N치 예측 모델 학습부, 및 상기 N치 예측 모델 학습부에서 수행되는 인공지능 학습에 의해 생성되는 N치 예측 모델을 이용하여 임의의 예측 대상 지점에서의 N치를 예측하는 N치 예측 결과 산출부를 포함한다.

Device for measuring stresses in the ground

FIELD: measuring equipment.SUBSTANCE: invention relates to measuring equipment and is intended for measuring stresses in soils and can be used in construction, experimental research. The expected result is achieved by the fact that the device for measuring stresses in the ground contains a housing, a receiving piston, a measuring membrane, a hydraulic converter, a cable, a strain gauge located on the measuring membrane, and the receiving piston is made with an annular recess made on the outer surface of the piston and filled with elastic material, while the body is oval in the form of a flattened ellipsoid.EFFECT: increased accuracy and reliability of determining stresses in the ground.1 cl, 2 dwg РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 756 503 C1 (51) МПК E02D 1/02 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (52) СПК E02D 1/02 (2021.08) (21)(22) Заявка: 2021106022, 09.03.2021 (24) Дата начала отсчета срока действия патента: (73) Патентообладатель(и): Кятов Нурби Хусинович (RU) Дата регистрации: 01.10.2021 (45) Опубликовано: 01.10.2021 Бюл. № 28 2 7 5 6 5 0 3 R U (54) УСТРОЙСТВО ДЛЯ ИЗМЕРЕНИЯ НАПРЯЖЕНИЙ В ГРУНТЕ (57) Реферат: Изобретение относится к измерительной содержит корпус, приемный поршень, технике, предназначено для измерения измерительную мембрану, гидравлический напряжений в грунтах и может быть преобразователь, кабель, тензорезистор, использовано в строительстве, расположенный на измерительной мембране, экспериментальных исследованиях. Технический причем приемный поршень выполнен с кольцевой результат состоит в повышении точности и выточкой, выполненной на наружной достоверности определения напряжений в грунте. поверхности поршня и заполненной эластичным Технический результат достигается тем, что материалом, при этом корпус выполнен устройство для измерения напряжений в грунте овальным в виде сплюснутого эллипсоида. 2 ил. Стр.: 1 C 1 C 1 Адрес для переписки: 369012, КЧР, г. Черкесск, ул. Полевая, 28А ...

Method of basic chernozem tillage

FIELD: agriculture. SUBSTANCE: to assess the degradation degree of chernozem soil and to choose the optimal method for its basic tillage, the agrophysical soil indices are measured, and the soil exhaustion degree is determined by the density, hardness and structure values. Sampling the soil samples is carried out 10-15 days before the harvesting of agricultural crops on rectangular elementary sites at the ratio of sides 1:2 and the area of 2-10 hectares with a pitch of 50-100 m along the middle line of the site along its long side. The exhaustion degree S is determined from the dependence: Љ=(a 1 xd+a 2 xT+a 3 xC)x10 -2 , where a 1 , a 2 , a 3 are the empirical coefficients: a 1 =(0.83 for tilled crops, 0.97 for cereals and legumes, 1.16 for perennial grasses), cm 3 /g, a 2 =(0.75 for tilled crops, 0.93 for cereals and legumes, 1.22 for perennial grasses), cm 2 /g, a 3 =(0.8 for tilled crops, 1.0 for cereals and legumes, 1.2 for perennial grasses), 1/%, d is the soil density, g/cm 3 ; T - the soil hardness, g/cm 2 ; C - the soil structure, the aggregate content >10 mm, %. The chernozem tillage is carried out taking into account the obtained indices, namely: at the values of Š=0.64-0.79, small mulch pre-sowing minimum cultivation combined with seeding, or zero cultivation is performed; at Š=0.80-0.97, subsoil tillage and/or combined soil cultivation at different depths, at Š=0.98-1.5, soil tillage is carried out. EFFECT: increasing the economic efficiency of basic tillage and reducing the consumption of fuels and lubricants while cultivating agricultural crops on chernozem soils. 1 dwg, 3 tbl РОССИЙСКАЯ ФЕДЕРАЦИЯ (19) RU (11) (13) 2 632 714 C1 (51) МПК G01N 33/24 (2006.01) ФЕДЕРАЛЬНАЯ СЛУЖБА ПО ИНТЕЛЛЕКТУАЛЬНОЙ СОБСТВЕННОСТИ (12) ОПИСАНИЕ ИЗОБРЕТЕНИЯ К ПАТЕНТУ (21)(22) Заявка: 2016124071, 16.06.2016 (24) Дата начала отсчета срока действия патента: 16.06.2016 Дата регистрации: Приоритет(ы): (22) Дата подачи заявки: 16.06.2016 (45) Опубликовано: 09.10.2017 Бюл. № 28 ...

Sinking pannel structure for prevention of declination

A structure of a sinking panel for preventing declination is provided to transport and install the sinking panel easily by fixing a lower part of a subsidence rod protection pipe to an upper part of the sinking panel with welding, and to measure settlement accurately by minimizing the gradient and lateral displacement of the sinking panel. A sinking panel structure includes a subsidence rod protection pipe(15) surrounding a subsidence rod(13), the subsidence rod sinking by a sinking panel(10), and the sinking panel subsiding according to the settlement of the ground. A reinforcing member(16) is formed in a lower outer periphery of the subsidence rod protection pipe, and the subsidence rod protection pipe is welded into an upper part of the sinking panel. A deformation restricting anchor(14) is fitted to a fixing hole at a corner of the sinking panel, and a fixing bar is combined with the lower part of the subsidence rod. The length of the subsidence rod or the subsidence rod protection pipe protruded on the surface is measured by inserting the deformation restricting anchor to the fixing hole of the sinking panel.

Automatic dynamic cone penetration measurement system

자동 동적 콘 관입 시험장치가 개시된다. 자동 동적 콘 관입 시험장치는, 하부 일측에 형성된 공기압주입구; 및 상단으로부터 미리 설정된 위치에 이격되어 방사상으로 형성된 감압밴트;를 포함하며 중공 실린더형으로 형성된 실린더부; 실린더부 내부에서 공기압의 작용에 의해 승강 가능하도록 구비된 승강타격부; 실린더부의 하단을 커버하며, 상기 승강타격부의 하강 동작에 의해 타격되는 피타격부를 포함하는 하부캡부; 및 실린더부의 하부에서 승강타격부가 낙하하도록 공기압을 제어하는 배기부;를 포함하며, 실린더부의 상단은 상부캡부에 의해 커버되며, 하부캡부는 조인트부에 의해 선단에 콘을 갖는 로드부에 연결된다. An automatic dynamic cone penetration test apparatus is disclosed. The automatic dynamic cone penetration testing apparatus comprises: an air pressure inlet formed at a lower side; And a decompression vane formed radially spaced apart from the upper end by a predetermined position, the cylinder portion being formed in a hollow cylinder shape; A lifting / striking portion provided in the cylinder portion so as to be able to move up and down by action of air pressure; A lower cap portion covering the lower end of the cylinder portion and including a striking portion struck by the lowering operation of the striking striking portion; And an exhaust part for controlling the air pressure so that the lifting striking part falls from the lower part of the cylinder part. The upper end of the cylinder part is covered by the upper cap part, and the lower cap part is connected to the rod part having the cone at the tip thereof by the joint part.