ScholarWorks@Hanyang University: Park, Duhee

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Park, Duhee (박두희)

COLLEGE OF ENGINEERING (DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING)

Research Area: 토목공학

Tel 02-2220-0322
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Site response analysis:8||Dynamic analysis:8||Bucket foundation:7||Tunnel:7||Finite element analysis:6||Damage state:6||Numerical analysis:5||수치해석:5||site response analysis:5||Shear wave velocity:5||Seismic slope stability:5||Vertical bearing capacity:4||터널:4||Numerical modeling:4||Seismic analysis:4||Damage index:4||Spudcan:4||Pseudostatic analysis:4||Equivalent linear:3||Bearing capacity:3||증폭계수:3||Bending strain:3||Damage parameter:3||Amplification factor:3||Soilstructure interaction:3||Amplification Factor:3||Cyclic stress ratio:3||Nonstationary:3||발파진동:3||Cutandcover tunnel:3||Accumulated shear stress:3||NATM:3||Site amplification:3||Pore water pressure:3||전단파 속도:3||산사면:3||Finite element:3||Jackup  barge:2||Seismic response:2||site response:2||Seismic stability:2||spatial variability:2||Cyclic loading:2||Cyclic resistance ratio:2||BNWF:2||Line drilling:2||Liquefaction:2||Permeability:2||Shear modulus:2||Attenuation:2||지진:2||Shear strength:2||Liquefaction resistance curve:2||Fourier spectrum:2||감쇠비:2||Fragility curve:2||3D shellspring model:2||Bearing  capacity:2||GIS:2||Site classification:2||Geotechnical  parameters:2||equivalent linear:2||Presplitting:2||Earthquake:2||finite element:2||Blasting vibration:2||Collapse mechanism:2||Slope stability:2||dynamic response:2||매설관:2||Empirical method:2||발파하중:2||배수삼축압축시험:2||Mountain Slope:2||Buried pipeline:2||Axial strain:2||Controlled blast in roof hole:2||Newmark sliding block:2||nonlinear:2||Nonassociated flow rule:2||Nondestructive:2||Correlation:2||Impactecho:2||Impulse function:2||사면안정성:2||Support pattern:2||Rock mass rating:2||Design response spectrum:2||Inelastic frame analysis:2||Inelastic frame model:2||Time domain:2||Input ground motion:2||Timedomain analysis:2||Factor of safety:2||Number of cycles:2||Triaxial  compresstion  test:2||Failure surface:2||Bending stress:2||Seismic design:2||Underground structure:2||shallow bedrock:2||Seismic fragility curve:2||Seismic loading:2||Cutandcover box tunnel:2||Seismic microzonation:2||Ground  heat  pump:1||Ground  reinforcement:1||Ground motion:1||Ground motion characteristics:1||Ground motion intensity measure:1||Ground subsidence:1||Ground waterproof:1||Grouting:1||Hardening soil model:1||Hazard Map:1||Heaving:1||Highstrength steel pipe:1||Impact  echo  method:1||Impact  hammer:1||Impulse 함수:1||Inelastic analysis:1||Installation:1||Intensity measure:1||Interactive crack analysis:1||Internal friction angle:1||Inundation map:1||Inverted Ttype wall:1||Jackup barge:1||Jointed rock model:1||Kinematic interaction:1||Layered  soil:1||Layered soil:1||Limit state:1||Liquefaction potential:1||Longterm behavior:1||Longitudinal displacement profile:1||Longitudinal strain:1||Lugeon시험:1||Lumped  method:1||Machine learning:1||Magnitude adjustment:1||Magnitude scaling factor:1||Maximum shear modulus:1||Method of displacement:1||Method of seismic displacement:1||Minimum depth:1||Model test:1||Moist tamping:1||MononobeOkabe method:1||MononobeOkabe 방법:1||Monotonic loading:1||Moth flame optimization:1||Mountain slope:1||Multiplatform simulation:1||Nearfield:1||Newmark displacement:1||Nonlinear soil model:1||Nondestructive testing:1||Nonlinear:1||Nonlinear analysis:1||Nonlinear response history analysis:1||Nonlinear site response:1||Nonlinear soil model:1||Nonlinear stiffness:1||Normalization:1||Numerical  model:1||Numerical Simulation:1||Numerical models:1||Numerical simulation:1||Offshore wind energy 해상풍력:1||Offshore wind turbine:1||Optimal frequencies:1||Peak displacement:1||Peak ground acceleration:1||Peak particle velocity:1||Pemafrost:1||Penetration  analysis:1||Penetration/extraction test:1||Permanent displacement:1||Piezoelectric  element:1||Pilot hole:1||Pipeline:1||Plane strain condition:1||Plastic hinge:1||Plugging effect:1||Plugging 효과:1||Pohang earthquake:1||Poisson’s ratio:1||Pore pressure model:1||Probabilistic seismic demand model:1||Process management:1||Pseudostatic:1||Pseudostatic method:1||Pullout load:1||Pullout  bearing  capacity:1||RHT model:1||RIM:1||RIM 그라우팅:1||Racking ratio:1||Rackingrocking response:1||Random forest:1||Ratedependent:1||Rayleigh waves:1||Rebar:1||Rectangular tunnel:1||Reinforcement:1||Relative density:1||Relieving slab:1||Resonance  frequency:1||Resonance duration:1||Road facility:1||Rock joint:1||Round robin test:1||Safety evaluation:1||Sand:1||Sand overlying clay:1||Scoria:1||Seasonally frozen layer:1||Secant friction angle:1||Seismic coefficient:1||Seismic damage analysis:1||Seismic fragility:1||Seismic fragility analysis:1||Seismic fragility assessment:1||Seismic margin:1||Seismic performance:1||Seismic performance evaluation:1||Settlement trough:1||Sewage pipeline:1||Sewer:1||Sewer pipe:1||Shaft resistance:1||Shallow deposits:1||Shallowwater equations:1||Shapedepth factor:1||Shear Strength:1||Shear strain:1||Shield tunnel:1||Signal processing:1||Silicate compound:1||Simplified method:1||Simplified procedure:1||Singlehole blasting:1||Sinkhole:1||Site characteristics:1||Site classification system:1||Site response:1||Skeleton void ratio:1||Skin friction:1||Skirted foundation:1||Sliding surface:1||Slope Stability:1||Smoothed Fourier spectra:1||Sodium silicate:1||Soil nailing:1||Soilpile  interaction:1||Soilstructure  interaction:1||Soilsturucture interaction:1||Spatial variation:1||Spudcan geometry:1||Stability  assessment:1||Stability analysis:1||Standard penetration Test:1||Standard penetration test (SPT):1||Standing  column  well:1||Steel  ball:1||Strength:1||Subway structure:1||Suction  pile:1||Suction caisson:1||Suction caisson 석션기초:1||Suction pile:1||Sustained duration:1||TPH (total petroleum hydrocarbons):1||Tall buildingunderground structure interaction:1||Tensile crack propagation:1||Thrust of large steel pipe:1||Timeaveraged shear wave velocity:1||Timehistory analysis:1||Transfer function:1||Transverse direction:1||Triaxial compression drained test:1||Triaxial drained test:1||Twin shield tunnels:1||UTSIM framework:1||Uniaxial  compression  test:1||Urban tunnelling:1||V S:1||VS30:1||Vertical load transfer mechanism:1||Viscous damping:1||Viscous damping formulation:1||WBS:1||Water pressure test:1||Wavelength:1||Web application:1||Yield surface:1||aspect ratio:1||asymmetrical function:1||box tunnel:1||building code of Pakistan:1||coherency model:1||concrete lining:1||convolution site response analysis:1||coupled method:1||crest settlement:1||cutoff frequency:1||damage prediction:1||damping:1||deconvolution site response analysis:1||depth dependency:1||design response spectrum:1||discrete element analysis:1||discrete element method:1||dispersion:1||distribution factor:1||downhole array:1||drillandblast tunnel:1||dynamic analysis:1||earthquake:1||electrical resistance heating:1||empirical function:1||equivalent linear approach:1||equivalent linear method:1||finite element analysis:1||finite element method:1||frequency:1||frequency domain:1||frequencydependent:1||ground motion coherency:1||ground motion parameter:1||group effect parameter:1||hard rock site:1||inelastic frame analysis:1||limestone filler:1||linear:1||longterm deformation:1||lubricantcontaminated soil:1||lugeon test:1||magnesium sulfate:1||microwave:1||moderate to low seismicity:1||multicontaminated silty sand:1||multiscale model:1||nonlinear approach:1||numerical modeling:1||numerical simulation:1||offshore site:1||onedimensional site response analysis:1||pmultiplier:1||pmultipliers:1||py curve:1||peak bearing resistance:1||peak particle velocity:1||pile:1||pile groups:1||planewave coherency:1||porous media:1||predictive equation:1||probabilistic seismic hazard analysis:1||pseudostatic:1||rate dependent:1||rock joint:1||round robin test:1||sandclay profile:1||saturated twophase medium:1||seismic:1||seismic damage:1||seismic response:1||seismic site coefficient:1||shallow depth:1||shear failure:1||shear modulus:1||shear modulus reduction curve:1||shear strain:1||shear wave velocity:1||shifted Gaussian curve:1||site coefficients:1||site period:1||smoothed particle hydrodynamics:1||sodium sulfate:1||spudcan:1||sulfate attack:1||surface settlement trough:1||thaumasite:1||thermal desorption:1||total petroleum hydrocarbon:1||treatment:1||trough width parameter:1||tunnel:1||tunnel blasting:1||tunnel bottom:1||tunnel construction:1||twin shield tunnel:1||upper Mississippi embayment:1||vitrification:1||wave attenuation:1||강성 매트릭스:1||개착식 터널:1||건조낙사법:1||건조퇴적법:1||경험식:1||고강도 강관:1||고속  푸리에  변환:1||고층 구조물지하 구조물 상호작용:1||공간적  변이성:1||공간적 변이성:1||관입깊이 영향:1||그라우팅:1||근접시공:1||기초저면 평균:1||깊이계수:1||내부 마찰각:1||내진설계:1||내진성능평가:1||대구경 강관 추진:1||도로함몰:1||동적해석:1||뒷채움토 경사도:1||등가 탄성계수:1||라인드릴링:1||몬테카를로  시뮬레이션:1||발파:1||발파진동 감쇠특성:1||배면공동:1||버켓기초:1||버킷기초:1||변형:1||보강재:1||복합하중:1||부지 분류:1||부지응답:1||비관련흐름법칙:1||비선형 강성:1||비선형 구성모델:1||비선형 지반구성모델:1||비탄성 해석:1||비탈면 안정해석:1||사면안정:1||산사태:1||상하수도  배면공동:1||석션기초:1||설계 응답스펙트럼:1||소성 힌지:1||손상 상태:1||손상 지수:1||손상도 평가:1||수압시험:1||수직지지력:1||쉴드터널:1||스퍼드캔:1||습윤다짐법:1||시간영역:1||시간이력:1||시험발파:1||싱크홀:1||쏘일네일링:1||씽크홀:1||안전영역:1||안전율:1||암반분류:1||역 T형 옹벽:1||영구변위:1||운동학적 상호작용:1||유한요소:1||유한요소해석:1||응답변위법:1||응력이완슬라브:1||이형철근:1||입력지진파:1||재해도:1||잭업바지:1||전단강도:1||전달함수:1||전주면 선 지보:1||정거장구조물:1||제어발파:1||종단방향 변위 주상도:1||지반구조물 상호작용:1||지반굴착:1||지반응답해석:1||지반차수보강:1||지반특성:1||지보패턴:1||지지력:1||지진 시 안정성:1||지진 정밀구역화:1||지진안전성:1||지진안정성:1||지진여유도:1||지진증폭계수:1||지진취약도 평가:1||지진파:1||진동 감쇠:1||최대지반가속도:1||최소토피고:1||축  변형률:1||축 변형률:1||충격반향법:1||콘크리트 옹벽:1||파일럿 홀:1||파형강판 암거:1||폭굉압:1||표준관입시험:1||프리스플리팅:1||하수관로:1||항복면:1||해상풍력발전:1||확률론적  지반응답해석:1||횡갱:1||2017 Pohang earthquake:1||휨 변형률:1||2D dynamic nonlinear analysis:1||2nd tunneling:1||3D  shellspring  model:1||3차원  쉘스프링  모델:1||3차원 쉘스프링 모델:1||AHP 분석:1||Adjacent excavation:1||Aging:1||Air pluviation:1||Alternating layers:1||Analytic Hierarchy Process:1||Arching:1||Aspect ratio:1||Asymmetric:1||Attenuation curve:1||Attenuation relationship:1||Axial  strain:1||BIM:1||Backfill slope:1||Backfill slope angles:1||Base slab averaging:1||Bearing capacity 지지력:1||Bender Element:1||Biaxial compression tests:1||Blast induced vibration:1||Blast load:1||Blast vibration:1||Blast wave:1||Blastinduced fractures:1||Bucket  foundation:1||Buried  pipeline:1||CBS:1||California bearing ratio:1||Cantilever retaining walls:1||Cavity:1||Cavity detection:1||Centrifuge test:1||Chemical  grouting  method:1||Circular foundation:1||Clayey sand:1||Coefficient of consolidation:1||Combined loading:1||Composite Ground 복합지반:1||Concrete face rockfill dam:1||Concrete retaining wall:1||Cone penetration test (CPT):1||Corrugated steel plate culverts:1||Critical depth:1||Crossconnection tunnel:1||Cyclic simple shear:1||Cyclic simple shear test:1||Cyclic triaxial test:1||Cylindrical foundation:1||Cylindrically presupport:1||Daikai tunnel:1||Damage analysis:1||Damage evolution:1||Damping:1||Deaggregation:1||Deep neural network:1||Deformation:1||Density  variation:1||Depth factor:1||Detonation pressure:1||Discrete element analysis:1||Dispersion:1||Dispersion effects:1||Double box tunnel:1||Dry deposition:1||Dynamic curves:1||Dynamic earth pressure:1||Dynamic linking:1||Dynamic nonlinear analysis:1||Dynamic slope stability:1||ECRD:1||Earned value management:1||Eastern Siberia:1||Effective stress ground response analysis:1||Effective vertical stress:1||Effective vertical stress at failure:1||Effectivestress site response analysis:1||Embedded structure:1||Embedment effect:1||Empirical fracture zone:1||End bearing capacity:1||Environmentally friendly:1||Equivalent damping ratio:1||Equivalent linear analysis:1||Excess pore water pressure:1||Extreme gradient boosting:1||Farfield:1||Field loading test:1||Finite  element  method:1||Finite  volume  method:1||Finite element method 유한요소법:1||Flexibility ratio:1||Flexible sliding block model:1||Floating fabric:1||Foundation  stiffness:1||Fracture zone:1||Frequency dependent equivalent linear method:1||Frequency domain:1||Frequencydependent:1||Geotechnical database:1||

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