Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. iniZhuang Jianqi groundwater by triggered test slope flume loess a filled using the of process failure The it tisnroeti ny5 Si 97 hne l,20) nsc icmtne h GSHP the circumstance, a such In 2009). al., et east-west Chen the 1987; while width currently, (Shi, east-west km the 17.5 m to that 50 Dynasty Note Tang only center the 1). is the in (Figure narrowest towards km fragmented extend its 32.0 become to from at erosion to decreased tend soil width 2017). highland has They and al., the highland et erosion serious. this causes Qi gully of 2011; increasingly and the al., highland becoming both et the are activities, (Lu of it agricultural tableland Tableland separating and Dongzhiyuan Loess and development the the tableland urban around in loess with gullies become the years, tableland, extreme has of the recent of center development on occurrence In the agricultural frequent projects to the and irrigation eroding With tableland constantly the construction 2005). are and loess urban Cheng, first China, and by northwest ”the Wu in as caused 2000; known climate al., erosion world, et gully the (Derbyshire the of serious The has tableland increasingly Province, loess world.” Derbyshire, Gansu and area 1985; Qingyang, flat the biggest (Liu, in is in the Plateau Chinese) tableland and Loess in geomorphic loess the tableland loess of of in means deposited living terrain (yuan types thickest and Dongzhiyuan The characteristic farming them, for 1985). three Among suitable (Liu, forms resource 2001). dome land and loess valuable areas most and the arid ridge, is loess and tableland, semi-arid loess in structures: distributed mainly is Loess Plateau Introduction Loess GSHP; 1. process; Failure rising; Groundwater slope; Loess-filled failure dynamics. slope filled infiltration third KEYWORDS: The and the body. softening, and slope saturated settlement, the erosion, slope of suffusion of as surface with displacement free process the infiltration vertical slide-flow failure of groundwater is toe direction The to deformation the slope due the in failure. and is displacement stages, deformation, slope horizontal second collapse mainly during and the is deformation, decreased first deformation settlement to the stage sharply stages: response In sliding slope three the pressure failure. the into the near regressive divided pore-water of and especially or be back increased, The project can sharply the slope filled body water, at slope. experimental slope with the pressure the the the infiltrated into pore-water of in uniformly front the infiltration was the appeared while groundwater water in cracks surface, pressure the of and and pore-water First, gully instability process the deformation rising. and slope of the groundwater the infiltration loess groundwater part study to with filled due important to seepage for slope an designed factor preferential loess is was important then filled an which device the and is of test loess, groundwater rising process of remolded A Groundwater failure circulation in the groundwater. landslides. ditches changes in and induce widely fill rise structure been can a to loess have to used original and leading the is water erosion destroys backfill surface gully but Rolling preventing protection, highland in Plateau. and useful stabilization Loess are techniques the (GSHP) in Protection utilized Highland and Stabilization Gully Abstract 2020 15, May 2 1 Peng Jianbing hna University Changan University Chang’an 1 1 IZhu YI , 2 ogZhao Yong , 1 aquLeng Yanqiu , 1 1 igu Zhu Xinghua , 1 elagHuang Weiliang , 1 and , Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. ae rsueices asdb rudae Yne l,21;Jne l,21) h estvt ftefilled the of Some pore- sensitivity as the 2018). 2019), such al., al., engineering, et et filled Jin due Wang by 2016; failure al., caused 2016; and et over rising (Yin., deformation (Yin groundwater bodies groundwater body project by of project filled caused project effects increase the filled filled catastrophic pressure in the in water the role into on rise important infiltration focus likely an using and scholars will have plays projects groundwater will level Groundwater filled rising projects groundwater highly filled to years. in the the infiltrate 50 changes then groundwater that groundwater next and the showed predicted the project, makes (2016) and filled which al. the simulation soil, et in numerical undisturbed groundwater Yin of rising instability. that in infiltration and than resulting the deformation Meanwhile, lower soil, filled is path. the the soil seepage block into groundwater filled will and Filled original which compacted 2017), the 2017). structure, of al., changing al., geological rate thus et et and holes, Zhang in Li topography spring 2014; 2014; change original al., and the Guo, et channels groundwater (Yu changed simulation and (Zhuang Most of projects 2019), has (Langevin filled situations al., construction characteristics 2014). in projects et engineering water path al., the Jin filled reconstruction excess 2010; et in on groundwater al., (Li in the process et studies monitoring areas (Singh reconstruction failure out loess-filled projects groundwater to filled in carry the in prone change of to changes groundwater and groundwater important of reported water characteristics has very to literature the is sensitive especially It areas, is loess that 2017). erosion soil al., by special damaged et 2014). a a projects deal al., Protection published is to et Highland possible has (Li Loess and construction as Nature Stabilization engineering soon Gully major as groundwater. The by projects 2 rising about research Figure brought and relevant Highland problems of and erosion new Stabilization implementation to various Gully the Stabilization the due The for Gully with risks 2019). called the al., and failure in et article face Jin appeared comment 2010; will al., already al., et Town, have project et (Zhang Shichuan rising (Singh event Protection in disaster groundwater project infiltration, chain soil water Protection and landslide-mudflow and Highland remolded phenomenon the rising and the forming groundwater erosion flow the with The debris to filled due to was 2019). changed was 2015 failure County gully in the Dongxiang failure A then the soil and in remolded project 2014). buildings filled the Peng residential the after and and of in shortly Lanzhou, deformation (Zhuang 2011 resulted the in Province which affected occurred channel, Gansu and landslide groundwater lead of square a and the county will then loess filled the it filled loess, buried loess the filled filled, and soften remolded the Once will infiltrating the which area. The and example, loess, tableland rising For 2018). filled the groundwater loess al., the instability. in even remolded on et loess groundwater converging Wang of experiments, groundwater the filled 2003; strength of to of to remolded al., amount the outlet According that large et and discharge a known (Yang loess the to is action. occurs often undisturbed lead It infiltration water is of water head 2018). under that after gully than al., strength collapse existing more et and its Wang is decrease lose 2018; loess which sharply al., and remolded backfill, will et of collapse rolling density Zhao with to leading dry 2016; water, filled likely the al., surface was more et and ditch groundwater (Yin is within loess of groundwater loess damage circulation remodeled in the erosion the rise changes suffered a project, and projects to structure, GSHP all loess the that original In the found destroyed was 2). fragmented it (Figure is investigation, year highland field one the Plateau our where Loess to tableland, the according Dongzhiyuan the However, threatening the of in gullies Reaches erosion erosive Upper Gully for and 1 Middle GSHP Figure the out years. of of carry 20 investment Committee to next an Management the plans with the been over project implemented time, Ministry has protection has same the silt gully the River (Xifeng of the of Yellow At collapsed Commission completed tons already Qingyang Conservancy yuan. was million 2017, River million highland Yellow In 66 152 the of 2005). approximately regions, station Resources, where some Water Observation in area, of conservation and total water year; out the the and each from carried River of Soil tableland data Yellow has Dongzhiyuan 96% the the the and to than in to area, According erosion transported more carried soil tableland tableland. for of has Dongzhiyuan loess area accounted Prov 2 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. iei rudae.Tegonwtrifitae notefildpoetadsfestefildles resulting loess, the filled the of softens outlet and groundwater to project lower the leading filled is water, failure. is the surface into gully gully project and infiltrates Huoxiang the filled groundwater groundwater the of The in of circulation of head groundwater. the in head the changes rise the GSHP and a The surface of landfilling. tableland altitude before m Dongzhiyuan the tableland the 5 investigation, of field with that and (tandem than map width DEM the topographic the gully and the Huoxiang to m From the 80 According project in is GSHP GSHP depth 2017. the The landfill in So, 3 maximum Figure the filled people. project, was 3). increased local filled has (Figure gully the 30 the erosion m to than the of cut 300 threat more of design the is great is the and head a erosion 2004, and the back poses since pre-filled erosion gully and m resolution) back 2 The increasingly out than the head city. become carried continuous more 2018 to have the was of The belongs in gully from erosion Huoxiang m. tableland, drainage finished back the 40 water Dongzhiyuan head and in to annual to the 2017 average erosion due of in an soil years east with GSHP the 15 the m the and past in by erosion the located over gully out gully, serious The carried Huoxiang been basin. 14,035 study. River has case on Malian of which a GSHP work gully, problem as for landfill Huoxiang taken the location head the is common solve ditch paper, most to this out the ”GSHP” is In carried of tableland has Dongzhiyuan research. project and The failure major soil area, tableland. the filled tableland Dongzhiyuan out the loess in carried the gullies km has in 946.25 Province erosion at Gansu km largest retrogressive the in 599.6 with Qingyang than years, more So, 1300 reached last the has in km tableland km pieces 0.39 the 0.46 11 occur at of into collapses, about divided and area of highland, was landslides loss the eroded tableland as annual of the such the average been Geohazards, Dynasty, center in an Tang has 1). the erosion with the (Figure tableland towards soil fragmented Since Dongzhiyuan and extend the be gully the and to frequently. in The highland around serious gully typical the deposited gullies activities. increasingly the causes the human thick, and of becoming which increased to flat erosion are m m and are back belongs tableland 20-40 growth 300 that the Dongzhiyuan tableland population about surface almost 2000, of Dongzhiyuan tableland loess, is Since because the the Gansu intensified Malan tableland of of around. the Dongzhiyuan of characteristics geomorphology crisscross of has the composed is The which part of mainly tableland-gully, eastern loess is plateau (Q3). the The loess layer period in upper Pleistocene plateau’. located The late loess strike ‘biggest north-south depth. groundwater the the in to called with due is tableland project Province loess filled Dongzhiyuan the The of process mode the study failure area to Setting the designed and 2. was projects failure device project and filled test stability filled a the the rising, the to study groundwater into due rising. To the infiltration failure by attention. caused water cause more effectively project given can of can can filled be rising Protection and the should groundwater of Highland instability and the mode and slope discharge Province, erosion, Gansu Stabilization groundwater filled City, soil the Gully Qingyang for and blocking In the factors erosion flow. of important debris gully implementation most and alleviate the landslide, the collapse, although of Zhuang as that 2009; one such note al., geohazards is et of Zhang groundwater series 1995; a Rising Dijkstra, induce 2000; 2017). (Derbyshire, especially sensitivity, 2016). erosion that water al., to al., and landslide prone et texture, et it Guangming loose makes (Yin joints, which groundwater the vertical loess, rising macro-pores, remolded to of to characteristics similar Highland due special and event 2015 the has Stabilization of 20, Loess landslide Gully stability rising Dec. catastrophic as the to on such on a due Plateau, Shenzhen impact generate in Loess deformation important to the an occurred large have in likely and will projects are which 2018), filled 2008), Protection, al., large-scale, al., The et et (Wang (Song project. liquefaction filled body filled vibration a the in and groundwater vibration to body 2 Si 97 hne l,2009). al., et Chen 1987; (Shi, 2 codn oteivsiain,teoiia Dongzhiyuan original the investigations, the to According . 3 2 n h smallest the and 2 , Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. rudae ihu omn rfrnilseae nti rcs,tewtrsfestesi n causes and of soil height the rising softens stages. the initial water with the the consistent in was process, slope this slope the the In of entering seepage. back water the preferential from of forming slope height without the the groundwater of groundwater, surface rising the With towards diffuses groundwater The process infiltration groundwater The at 4.1 spaced setup flume were test columns able uplift was Results the groundwater groundwater 4. whereas the the that mm, of height ensure drawing 20 to constant Schematic at mm a 4 2.0 spaced Figure at was evenly. rows kept holes slope five was drainage the at the in tank into of tank water set infiltrate diameter water temporary to was The the temporary mm. plate 20 in and drainage was of water plate intervals The groundwater The drainage cm. the model. the 40 project, experimental of locating filled the by the of into channel rear infiltration concentrated the and the groundwater through rising recharged the each deformation simulate during slope accurately min describe To 30 quantitatively and every data surface topo- the characteristics. slope high-resolution process failure experimental and to and the precision used scanning were 1-mm software repeatedly with Polyworks by scanner experiment. laser obtained 3D was experiment. a data an each using graphic before with monitored calibrated was each were deformation sensors sensors, Surface The content loggers. water data volumetric Em50 two EC-5 to nine by ± composed is of system accuracy acquisition data The × h eiecnit ftreprs lp ue analoeao,addt custo ytm h slope The system. acquisition data m 2 and a operator, in rainfall constructed slope flume, loess slope experimental three-dimensional parts: a three is flume of consists device The Method 3.2 sample Loess 1). (Table loess project the filled of the apparatus. under parameters to specimen triaxial property similar physical the controlled are basic of test stress-strain The strength the soil 1 The in Table unsaturated soil 12.20%. the an the experiment, about of the by be characters In tested to physical runs. measured was The experimental 40 was of the pressures of soil to (D50) confining gradient the prior different size samples of a content soil particle and with layers the moisture mean constructed in drying initial g/cm a and placed was (1.52 collecting was with slope by slope density gully determined experimental experimental (dry Huoxiang The The density the mm). specified layer. from ([?]0.005 the clay loess 17.3% to was than compacted experiments more containing the mm in 0.57 used soil The Material 3.1 method and Material 3. . m htwr ntle tseicdph stesoewscntutd h esr eeec connected each were sensors The constructed. was slope the as depths specific at installed were that mm, 0.1 egt o ihgassdwlsadamtlfae(iue4). (Figure frame metal a and sidewalls glass with box height) ± % ieMMpr-ae rsuesnosadadslcmn esrwt nacrc of accuracy an with sensor displacement a and sensors pressure pore-water MKM nine 2%, w/(%) content water Natural 22 .01. 051. .87.718.75 72.67 8.58 13.2 30.5 17.3 1.70 12.2% ρ/ density dry Natural (g · cm -3 W ) limit Plastic P ()W /(%) 4 Limit Liquid L 3 ()I /(%) )acrigt tnado mfreach for cm 5 of standard a to according )) ° h nta osuecnetwas content moisture initial The . index Plasticity p × /(%) . m 0.6 × . (length m 1.2 > size(%) Particle .7 m0.005-0.075 mm 0.075 × width mm size(%) Particle < size(%) Particle .0 mm 0.005 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. h rn ftesoebd hrl nrae,epcal h oewtrpesr ertesiigsurface, sliding the near in pressure results pore-water which the slope especially in the pressure increases, of the pore-water sharply toe in The resulting the body process. increases landslide from slope sharply regressive occurs the a pressure slide-flow of as pore-water the instability front The groundwater, overall and saturated. the of of is decreasing, infiltration failure slope continuous soil slope the to the experimental of due of toe toe not stress the slope does effective at experimental soil soil the slope upper the from experimental and the the out of of seeps bottom groundwater pressure the The pore-water this at the in soil of soil the and front of the the infiltration, pressure of into groundwater change. pore-water pressure infiltrates with The the pore-water groundwater mins. increases of The the 190 gradually infiltration. in back about groundwater resulting at after continuous slope slope position with the the (a: rise of to positions front starting different the area at to infiltrates time slope) groundwater vs the The of slope experimental front of The at slope. lag. pressure position the time pore-water b: on a in slope; cracks with in Change gradually results 7 increases infiltration level Figure groundwater groundwater to the due pressure of pore-water deformation responds groundwater height the settlement the slope while the into of slope the infiltrates, above height infiltrating and of the soil rises back not groundwater below the the is the soil at of as water the heights sharply of the different and pressure at immediately because pore-water increases soil fluctuate The level the differently. not of rising pore-water groundwater pressure the does the Meanwhile, pore-water slope to level. The groundwater experimental 7). pressure of (Figure the increase pore-water area of the in this front with resulting sharply the slope increasing experimental at slope the pressure the of of front back the the slope. to at experimental back content, the water the of from into increase infiltrates infiltrates the Groundwater groundwater including when rising groundwater deformation the and to pressure responds pore-water also body slope experimental The changes that pressure show Pore-water failure results 4.2 toe slope. The the slope process landslide. of the infiltration regressive stability and Water upper forming the toe 6 the in on slope Figure makes resulting influence the and failure great from first Heifangtai, have part out at fails blocks upper seepage observed key toe the the concentrated that the until slope makes and with fail failure The then consistent uneven will Heifangtai is failure. and is and at phenomenon to first slope This slope landslide This prone the the 6). the landslide. of being of regressive of (Figure distribution area a area most process groundwater stress this in any the sliding The in resulting in Until retrogressive saturation. fail resulting soil saturated. part slope the toe, saturated is the via slope to slope of fail due the the part fail at to key of spreads not begins the middle then would slope to the and slope due the if surface the even toe, slope that stable the shows slope still of phenomenon the is middle from slope the out slope; the from the seeps out toe, of seeps slope back groundwater at the the position to although (a: positions test, different the slope) at During the time vs. of slope front the that at pressure the of indicates position content hydrostatic to which b: water The responds content, in cm area. water Change surface. 5 20 this increasing sliding Figure at in the near toe in resulting is formed, appears slope failure, surface path contraction the during slip transfer shear near increases water the the content The surface that water slope. sliding shows the The the which of mins. near to quickly, toe 316 continues the increases at groundwater from and the occurred out content failure Then seeps failure water and top. slope upper slope to the the the bottom Meanwhile, and of at from water later. back content increasing the the water increase groundwater from relatively and The quickly. the infiltrate levels, positions. slope to soil groundwater different experimental due increasing at the the slowly with time of increases entering immediately vs front deformation and increases slope the to slope the cracks at due experimental of content the slope content the the water along of in in back seepage appear change the preferential cracks the shows The forming 5 slope. groundwater Figure the the into infiltration in with resulting slope the of deformation 5 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. h ae nlrtdit h os.I scntttdb yidia epg elmd fpeils oallow to plexiglass of made cell seepage cylindrical a by simulate constituted to is used was It permeameter loess. suffusion the a sample, into loess infiltrated (above remolded due water slope. the variations “loose” the soil of hydraulic to tests the and erosion line) of suffusion mechanical state stability perform that To local critical the (Vallejo, noticed Additionally, the influence strength extraction. (2010) (below migration soil grain al. “dense” particle Scholt`es and fine et from fine via matrix 2013). change to line) soil Zhang, to state the and state critical of Chang soil the collapse the 2007; for Reddy, migration trigger potential particle (Ko- may and Furthermore, a phenomenon suffusion Richards 2015b). physical and 2005; the al., volume to Mao, et total according Zhuang 2001; in ” 2006; . reduction Fannin, . layer. and a the “redistribution Moffat yields within the 1992; grains as fine Chapuis, erosion 1985; of Lau, 1981; suffusion and particles vacs, describe Kenney researchers small 1981; of of (Kovacs, Lots erosion transport 2008). surface or al., of et that Bendahmane from different 1992; is Chapuis, of erosion suffusion variety of a process dynamics. The produces infiltration groundwater and and rising slope liquefaction, the erosion filled saturated Suffusion or the erosion, 5.1 reservoir into suffusion the including infiltrates in groundwater slope, back, groundwater the the process, rising from on this the slope effects In filled of irrigation. the the mechanism of enters by the groundwater outlet caused discharge the from the of different usually seepage is is The Protection which outfall. Highland sewage and urban Stabilization and Gully groundwater the by gully land-filled The slope slope the Discussion experimental of 5. the surface of third free process the the Deformation in to 8 and direction settlement, Figure of the slope support with of the displacement displacement losing horizontal vertical 8c). after mainly is (Figure body. failing deformation is landslide Then the slope deformation regressive flowing. stages, the the a and second of stage, is sliding and part failure in first upper slope soil the resulting the the The In decreases in then out. stress and seeps resulting effective and mass, surface the soil toe free and lower slope a saturated, the the forms is to toe slope slope infiltrates slope the the groundwater the in The of failure. formed toe and are slope. the slide-flow the routes at toe of seepage surface slope preferential soil the The 8b). then internal on (3) (Figure and cracks The surfaces gravity. induces other, sliding which to each deform, potential to due to slope become due collapses connect the which cracks layer and of with upper extend surface curtain the cracks the a makes of The form slope soil the and the gradually of expand then cracks collapse to and 8a). settlement continue erosion, (Figure cracks the suffusion groundwater settlement and continuing of The body, infiltration deformation. continuous slope Collapse the due the (2) with induced in were width collap- erosion depths and loess different suffusion length cause loess at in and which cracks decreasing extend settlement erosion Settlement in differential suffusion settlement. resulting the in occurs infiltration, resulting to infiltration rising water decrease water to with volume the due and slope with increases sibility experimental loess soil the the the Meanwhile, into follows: of as strength. infiltrates content stages gradually three water into groundwater The divided groundwater. The be can deformation. slope Settlement experimental the (1) of process deformation decreasing the sharply test, pore- the in During resulting in stress, increase tensional processes sharp of failure a state The a 4.3 in shows resulting which slope difference, the characteristics the a during contraction of shows increases pressure. shear pressure back pore-water slope pore-water the shows the the while toe sharply of but pressure, front slope failure, slope water the slope the the at in of that result pressure back Both pore-water indicates the 7). the at (Figure while pressure process process, failure pore-water failure in the change in the decreases However, increases. substantially which 6 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. egtad5 mdaee a xrce o usqettss h ha tesi endby defined is stress shear The tests. subsequent soil for study extracted to was used diameter approximate an mm procedure with sample, 50 common loess and remolded a study, height this is cm For decrease levels. 30 (ICU) sharply shear of and will test volume stress loess axial triaxial the different 2018). undrained at of al., strength strength et consolidated Peng the isotropically water, 2015a; which al., to The groundwater, sensitive et of (Zhuang highly effects content is long-term water loess the increasing Since especially with a soil. loess, in the of resulting content saturate water will slope the filled increase the will Groundwater of structure the phenomenon. softening change experimental Saturation migration will the 5.2 the to particles and cause similar fine and cm, is slope of 2 days. which filled migration 23 to settlement, the into after collapsed The 16.5%. up infiltrating reached cm was particles. groundwater ratio 3 with settlement fine settlement to occur the of the will the up days, erosion and h, was suffusion 15 cm 58 settlement the 3.3 After After the So, was infiltration. infiltration, cm. sample settlement continued water soil 1 the of with the the to days, h rate with of 30 up 48 increased infiltration After volume was after was changing the column settle settlement a days, to sample the two in appear then soil first resulting to the the the began water, with of increased. In and and the settlement have conductivity. change few, with out hydraulic very not migrate carried is did increasing water can particles column and of the fine particles bottom sample with the the fine soil out from move and the the out significantly, that flow that particles increases to shows fine begins out of and This seepage number sample, water the soil the the h, minutes, of 20 infiltration, 80 bottom In After the sample. direction. to vertical soil Wang, top the the the in and or from settlement (Zhang obvious infiltrates collapse shows water Heifangtai Fan column potential the in 2013; sample the soil Zhang, common the to and very infiltration, Chang lead With is 2011; settlement and 2019). al., infiltration volume al., et of Moffat et soil 1999; Shi phenomenon the Prisco, 2018; This soil reduce di 2017). the and can al., (Crosta of erosion skeleton et density soil internal dry the to of the due settlement column, particles the The sample of of particles. soil Loss rate infiltration. silt the water infiltration and of of and clay days drying porosity g/cm mainly 30 oven the 1.44 were after from increased after suffusion decreased and tested by column skeleton soil out sample soil to migrated the particles According changed fine sample. particles the fine sample 10). that of out (Figure found migration carried for water and be accounts seepage original can content the the by It clay of out The distribution carried g. size the particles Particle and 0.52 fine 10 L was the Figure of 19.369 water mm) was seepage (0.075-2 out the 5.47% seepage by for water out accounts of carried amount particles (d cumulative 19.54% soil the box of process, collection amount infiltration infiltration water total day water and 30 under particle erosion the cell fine internal During the simulate the of to to bottom apparatus sample and Testing sample the 9 with the Figure from slope The between particles layer. placed filled by fine was the layer and and cell cell from holes 9). flow seepage seepage mm) soil (Figure water cylindrical (2 cylindrical loess the the small make The into improve remolded of to evenly. placed number to The used was a loess was seepage. slope has which the was sidewall experimental cap sample, enter cap the without Perspex the of loading to of close character wall The water cell same side sample. the the the the and head-driven) promote to and hydrostatic cap adhesive to sample in waterproof loading ball the transparent (difference the the glass for above with allow mm water placed has can 2 was cell and of a The mm reservoir tank. 140 with a supply of filled retain water height and and and collector, mm permeation fines 70 water tank, of water diameter the inner migration, an particle of observation visual < .0 m,tesl otn consfr7.6 (0.075 74.96% for accounts content silt the mm), 0.005 × 0cm 30 × 0c,wr eree rmafildsoei igag usml f10mm 100 of subsample A Qingyang. in slope filled a from retrieved were cm, 30 3 o132g/cm 1.382 to 7 3 n h odrtoicesdfo .7 o0.954 to 0.875 from increased ratio void the and , > d > .0 m,adtesn content sand the and mm), 0.005 σ ’(the 1’ Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. rmteeprmns h rcse falesfildsoefiuepoestigrdb rudae rising groundwater to by problems. triggered able ecological process be and failure not drawn: disasters slope were would engineering conclusions loess-filled project various following a the to this of and lead of processes studied might implementation were the which it ditch, the experiments, the rather, the Otherwise, upon in erosion; From fill groundwater. based remolded to gully the in loess be macro-pores, the especially remolded increase of should alleviate erosion, used characteristics the to project project special prone Protection to this Highland it has that led and makes of Loess Stabilization which Note gully. sensitivity, Gully implementation water The tableland. the and and loess. of Dongzhiyuan texture, design characteristics alleviate the loose the effectively erosion joints, in could vertical the erosion, erosion Protection of soil Highland gully study and and scientific alleviate which Stabilization erosion Plateau, to Gully gully Loess means the the the of effective in implementation developed an the widely be although was to project Protection proven Highland was and Stabilization Gully The probability failure. the slope Conclusion slope increase the 6. the will of promote gradient gradient variation and pressure pressure pressure water the water slope, Water The a the of 12 slope. is of pressure Figure the There stability water of slope. the water front The the reduce the the slope. of instability, of to along infiltration front the slope area slope pressure the of of the groundwater water variation towards of of edge of decreases The back infiltration front gradually the the place stabilize. the slope from and the to the to direction, of horizontal slope at tends water edge the the mass back and the in of stratification test, soil rises edge obvious the The shows back gradually of way. slope the pressure stage diffusive from early water extends a the the pressure in In and times. develops boundary first, different other slope hours. at changes the seven the distribution and for pressure cm, of flat lasted 50 water pressure a of process the by head simulation shows constant the protected 12 a impermeable and slope Figure with the boundary, as set experimental default set is the the is boundary slope as of left simulation set that the the is zero), of as is boundary same slope lower flow the The (unit the the two-dimensional experiment. of boundary study are a model To front physical slope rising, the the simulation slope. in groundwater slope the to experimental during of the infiltrating slope in parameters groundwater experimental pressure soil of the seepage process in of 40 the resulting pressure with groundwater in seepage in water in rise seepage change the stress) of to Shear level due vs difference path slope stress a Effective is b: There strain; shear sliding vs pressure pressure the Hydrodynamic Pore-water during 5.3 (a: pressure promotes results which pore-water test strength, of ICU loess by 11 in increase observed decreases slope Figure sharp be further the the to can decreases, leads contraction for pressure toe shear reason pore-water failure. slope of in the slope the increase phenomenon also sharp at the The is Meanwhile, loess which slope. of sliding. test, strength toe triaxial the slope the strength while of cohesive shearing. especially sequence that saturation in decreases, indicating of fails loess 11b), presence (Figure of the kPa strength this, in 40 decreased The After liquefaction than stress enabled less effective 15%. This were the reached that points lost. strain indicated final completely axial pore stress the was effective the the and of levels, when strain, path stress stress shear The normal normal with observed. three mm/min. the was all 0.07 resistance to At at state up strain. fixed steady values axial was attained against velocity generated graphed shear pressure pressures the pore-water The and shows kPa, method. 11 300 strain-controlled Figure and the 200, following conditions 100, were undrained under pressures compressed confining then were samples CO The by assisted ( water by distilled defined is stress)- path principal effective maximum ° a salse sn im/ ouebsdo h eut fteeprmn.Tesaeand shape The experiment. the of results the on based module sigma/W a using established was σ 1’+2 × σ ’/.Tesmlsue ntetixa etwr etdt auainwith saturation to wetted were test triaxial the in used samples The 3’)/3. 2 ni oepesr offiin ( coefficient pressure pore a until σ ’(h iiu ffciepicplsrs) n h ffciestress effective the and stress), principal effective minimum (the 3’ 8 BD Ssa 95 f9%wsexceeded. was 95% of 1985) (Sassa, ) Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. oasG 91 epg Hydraulics. Seepage 1981. G. filters. reshaping Kovacs granular Valley of 2019. stability NP. Plateau. Internal Zhang Loess 1985. J, 225. Chinese D. Zhang the Lau GC, on TC, Chu salinization Kenney YP, soil Chen and H, rise Lin table YP, 115-125. water Yu induce YQ, damming Wang and of L, mechanism Guo failure China. Z, the Province, Jin into insight Gansu chemo-mechanical Plateau, A Loess 2017. the DL. Peng :337-345. in S, landslides Li occurred G, Lanzhou, frequently Scaringi loess, Q, of Malan Xu in regions failures XM, Fan edge loess terrace and the slope to Cut 1995. China. reference TWJ. PR Asch particular van CDF, with Rogers TA, terrain, Dijkstra loess China. in North-West of hazards Terrain Geological China. Loess 2001. Thick E. the Derbyshire in Landslides 2000. TA. Dijkstra J XM, Meng E, erosion. seepage Derbyshire measures by control induced its instability and slope On head-cut 1999. of 36(6) C. features Prisco erosion di G, 2009. Crosta HY. plateau. Li loess AC, the Zhao of WL, dongzhiyuan Wang on JM, Xu SY, soils. Chen granular for criteria stability states. internal stress of 29(4) complex Similarity under 1992. RP. erosion Chapuis internal of gradients hydraulic Critical Eng Geoenviron 2013. Geotech LM. erosion. Zhang backward and DS, suffusion Chang of study parametric Eng Experimental Geoenviron 2008. Geotech A. J. Alexis D, Marot F, Bendahmane Fundamental and 41922054 the 300102260405. by 300102260302, 41790444, CHD References supported 41941019, Universities, financially (NSFC): Central was comments the China study review for of This thoughtful Funds Foundation their Research paper. for Science this editors improved Natural and significantly reviewers National have anonymous which the suggestions to grateful and very are authors slope. The loess filled should groundwater the of into outflow infiltrating the Acknowledgements groundwater and saturation groundwater, the of erosion, prevent drained to suffusion well be designed in should be resulting slope loess slope filled loess the The the Therefore, filled of slope. the into pressure. foot fill collapse hydrodynamic infiltrates the deformation, the and and settlement at of softening, rises stages: out failure groundwater three failure. flows The regressive into regressive groundwater 3. divided to and the slide-flow be leading when toe can first, slope saturation slope and occurs experimental reaches deformation, suffusion the phenomenon slope by of flow-slip the accompanied process the of is failure then toe it the and process, cracks. at this slope, and settlement, In soil collapsible seepage. The damage, preferential 2. structural to particles, deformation due fine Then uniformly. slope of slope the migration filled erosion, in the infiltrates appear initially cracks groundwater and the groundwater, rising With 1. h ie osLtd Sons & Wiley ohn 1056–1073. : 711–713. : at c.Rev Sci. Earth nPoednso h IESF ofrne Copenhagen conference, ECSMFE XI the of Proceedings In . 54 London. 139(9) 231–260. : 134(1) 1454–1467. : 57–67. : ultno oladWtrConservation Water and Soil of Bulletin leirSinicPbihn opn Amsterdam Company Publishing Scientific Elsevier 9 aainGoehia Journal Geotechnical Canadian 61-67. aainGoehia Journal Geotechnical Canadian aainGoehia Journal Geotechnical Canadian niern Geology Engineering 29(4) 37-41. : Netherlands. Geoderma 22(2) 228(13) 339 :215– J. : Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. uY hn .20.Mntrn fglyeoino h os lta fciauigagoa positioning global a using china of plateau loess the filling on of erosion modes gully failure airport. of mountain and Monitoring deformation loess a the 2005. system. at on H. study Study Cheng case Y, 2018. mixtures. a Wu KQ. granular Feng engineering: SN, filling binary Qiao loess in M, in strength Yan slope YJ, shear Xu in JD, Wang limits the slope. of embankment Interpretation loess Journal Geotechnical high 2001. of mechanism LE. Vallejo Deformation in agriculture 2008. sustainable J. to Zhang Geology threat Engineering JB, a Peng Agric. table: YX, water India. Song Rising Haryana, of 2010. region W.A. semi-arid Flugel SN, irrigated period. Panda an P, historical Krause in A, Plateau Singh Loess the on gullies observations. of InSAR Geography Evolution C-band Heifangtai 1987. the and YH. of Shi displacements X Surface by 2019. MS. measured Liao HJ, China Jiang :105181. J, Northwest Dong KY, by in Zhao induced L, terrace responses Zhang mechanical Q, Xu describe XG, to Shi approaches materials. Multiscale granular 2010. in L. removal Sibille particle PY, Hicher L, Scholte‘s flows. debris of mechanism The Francisco 1985. K. Sassa dams. earth in phenomena Environment piping the of appraisal and Critical Geology 2007. China. KR. Heifangtai, Reddy in KS, flowslides Richards loess retrogressive of Analysis landslides 2017. FZ. loess 236 Liu of Q, Liquefaction Xu 2018. X, Q. Qi Xu WL, irrigation. Huang of FY, consequence Zhang FC, a Dai as GH, Wang soils. JQ, cohesionless Zhuang in JB, stability Peng internal of study for cohesionless permeameter in large J A erosion Test internal 2006. of RJ. Fannin progression RA, temporal Moffat and Spatial piping. 2011. of SJ. 1 Garner soil. part RJ, Fannin filters: R, and change Quaternary.Moffat piping climatic to on late Study processes the surface 2005. during of CX. China Response Mao North 2011. of X. 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XI Proc., In 10 ae Management Water Beijing. okadSi Mechanics Soil and Rock Nature 338(10) Landslides 97 510(7503) 627–638. : ora fCieeHistorical Chinese of Journal 1443–1451. : niern Geology Engineering at ufc Processes Surface Earth ultno Engineering of Bulletin niern Geology Engineering 15 29-31. : 6(2) 26 51(3) 2423–2435. : 209–215. : ora of Journal 330-337. : Canadian Geotech 259 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. hagJ,Pn B 04 ope lp utn- rlne analidcdleslnsie 17 a landslide: loess rainfall-induced prolonged cutting-a slope spatial coupled landslide of A Identification study. case 2014. province, 2015a. 2011 Shaanxi JB. PH. October region, Peng Ma Xi’an JQ, YZ, the Zhuang flow Li in debris N, topography on to Liu relation effective TM, in it’s Liu China. assessment and J, susceptibility moving Iqbal and size JB, distribution particle Peng rainfall-induced Fine JQ, of (2015b) Zhuang Prediction XQ. Chen 2017. KH, X. Hu Zhu P, initiation. Q, embankment Cui model. Xu fill JQ, TRIGRS W, on the Zhuang Li using studies China, Y, model Yan’an, Wang Physical Plateau, J, Landforms Loess 2018. and Iqbal the B. G, in Lin Wang landslides F, shallow J, Bu Peng T, method J, Li resistivity Zhuang condition. high-density HJ, rainfall of Chai under Application mechanism ML, deformation Xie 2017. slope JL, J. Yu Ren mudflow JJ, L, loess Zhao Liu rapid A KY, Heifangtai. Zhao in 2019. exploration WG. DL, China. groundwater MA Peng Lanzhou, to XH, Q, area, Zhu Xu mountain XS, bulldoze XL, Lin a Zhang C, in failure Kang loess dam HX, check of Lan the behavior XM, by Feng post-failure triggered BB, the China. Yan China. on in FY,, Gansu, densification irrigation Zhang area, by irrigation-induced Heifangtai triggered of the flowslide Effect on loess occurring 2018. to rapid flowslides GH. A Methods Wang 2009. Geophysical FY, Y. Zhang of Zhou Application J, Chen The C, Luo Landslides 2014. G, Wang KH. D, Liu Zhang K, Aarea. Wang Watering Heifangtai DG, Mechanism in Fan 2016. Characteristics Geophysics H, AG. Content Water Li Du out TK, Risks QL, Finding Liu Geotechnical He HQ, Controlling Chen and DF, Landfill N, Yu Shenzhen Zhang the Y, creation at Gao land Landslide Q, after Urbanization[J]. Catastrophic Xu of field LT, 2015 flow December Zhan groundwater WP, plateau. the of Wang of loess Characteristics B, the Li of 2016. creation YP, area W. land Yin gully Zeng after and X, field hilly Feng flow the J, groundwater plateau. in He of engineering loess L, Characteristics the Chen of 2016. X, area W. Yin gully Zeng and X, hilly Feng the J, in He engineering Factors L, Influence Chen and Characteristic X, Intensity Yin about Study The Compre- Its 2003. Loess. and ZC. Remolded Chai Plateau the of ZC, Loess Su of the LQ, Wang on Commission YH,, Loss Yang Conservancy Water and River Soil Yellow on of Research Control. station 2005. hensive Observation Resources. Water conservation of water Ministry and Soil Xifeng rnir fErhScience Earth of Frontiers onanResearch Mountain J 6(1) 11(3) 55–60. : 42(6) elwRvrCnevnyPesZhengzhou Press Conservancy River Yellow 422-425. : Engineering ora fLnhuRiwyUiest NtrlSciences) (Natural University Railway Lanzhou of Journal 915-927. : ultno niern elg n h Environment the and Geology Engineering of Bulletin 33(6) 2(2) 9(3) :230-249. :713-720. :449-462. rgesi epyis(nChinese) (in Geophysics in Progress 11 okadSi Mechanics Soil and Rock niern Geology Engineering rba ora fGeoences of Journal Arabian Geoences of Journal Arabian . hns ora fEngineering of Journal Chinese 22(3) 32(4) 236(11) 39(8) Landslides 73(4) at ufc Processes Surface Earth 38-412. : 1862-1867. : :2933-2940. 997-1011. : 9(14) 9(14) :111-118. 16 1981-1992. : 646. : 646. : Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. 12 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. 13 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. 14 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. 15 Posted on Authorea 15 May 2020 — CC-BY 4.0 — https://doi.org/10.22541/au.158955903.33513389 — This a preprint and has not been peer reviewed. Data may be preliminary. 16