Pakistan Journal of Geology

akistan Journal of Geology (PJG) 2(2) (2018)

P 01-10 Pakistan urnal of (

DOI : http://doi.org/10.26480/pjg.02.Jo Geology2018.01.PJG)10

Print ISSN : 2521-2915 Online ISSN : 2521-2923

CODEN: PJGABN ENGINEERING GEOLOGICAL MAPPING ON SLOPE DESIGN IN THE MOUNTAINOUS AREA OF SABAH WESTERN, MALAYSIA

Rodeano Roslee1,2*, Felix Tongkul 1,2

1 Natural Disaster Research Centre (NDRC), Universiti Malaysia Sabah. 2Faculty of Science and Natural Resources (FSSA), Universiti Malaysia Sabah. *Corresponding Author Email: [email protected]

This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

ARTICLE DETAILS ABSTRACT

Article History: The y in e rea of tern a rable for eering y. e ea is n y the i n ne ene ), the er (Lategeolog th arlymountainous a) Sabah wes providesy favouial setting ich engine geologicalsited. d 2 Theinstabilit Th ars underlai and b se Trusmad Formatio red by(Palaeoce e to iEoc ageon and Crocke Formationy Receivedable 26 June 201 8 st Eocene to E Miocene s age ande vary recent Quaternarr alluvn materialss wh y ar still being depo ng Accepte July 2018 and i argillaceou T naturee redinten ma deformation are unstablesuffe and may e th Trusmadence s Formati du to by th pore highl pr jointed a Avail online 1 Augu 2018 sandstone and mudstone bed alof th esses.arenaceous Crocke Formatio make themd highl susceptible sto weatherie and nstability.ed ho weathe in terialss; k slope and soil slopexperi n). illiding slope e res high ally essurelved largend volumesintensively of failedof geomorphologic as procared muchIn thisk study,es, a totalere ofe 20 selecteres are criticalstly slopell failure wer studied kclassifi slope int estwo ma sgroup eroc (ten)tial r,(te So failu nd norm invos des well s e materialnation compre an rocde ofslop whentionedth failu mok smal to medium. Kinematicsy ysis roc tes analys e indicater thatty th evariable poten 6 of circula planar, wedges,al a topplingad failured themo as in a th combi ofs mo th be one mo eaforem failure. Rocslide and soi slopes stabilit) anal indica etersthat th efacto of safe valurrenceas unsafe in the (0.5dyto 0.95). wereThe geologicttributed;influence alh andtransforme al slopesy, the Sabahl mountainou area to highly unstabl and susceptiblero to land, occurrences.al Sixties(6 related main param to th landslide occu es stu ,area a 1)alloc region geologn 2) hydrologicang and ide geohydrological, 3) mineralogical ntmic structuresng as 4) loc discontinui the structu andres, 5) physical andent. engineerings properting ofalsoil ppingand rock y playand a6) vitalgeomorphologic in er processesk whichn ca helpe in evaluati to landslre e p problems. s Therefore,and to be e developme with plannit en h to consider. slope hazard risk managem Thi engineeri geologic ma ma role disast ris reductio programm in SabahKEYWORDSensu th ublic afety xtend differen vironment

ngineering y, Area, e De n Sabah West

1. INTRODUCTION E Geolog Mountainous Slop . sig and ern.

The nt nce 0’s) a ll ver [2,13] ing l ted t of stern ere was ared rapid developme si the early nineties (9 had spi o al slopes th the ims of s the l and for the on of , ourism agric ral This ertiespaper ofdeals soilwith and thek,engineer e thegeologica r of mappingety foron slopes20 selec andeffec in theal mountainousr area Sabah we sewh landss ad, cle es critic wi a analysi physica mechanical constructi highways t activities, ultu activities the rs ng slope dy area ng o sed ide ard nd propntrally n e roc calculatast of factoss safgh er andangeto sever othee heavy infrastructures.nces The activitie ct h besid evaluate main facto contributi to failures. The stu lies spurri economic growth, als cau landsl haz a risk t ’ e and s ing e ce o th western co Sabaho pa throuo the Crock R problems. Slop failureoccurre have presently impa the community ’ re . part the area vernment in e ned s of repair nd nce ally roughlyo abou longitudeo line E 116 00’ to E 116 45 and latitude lin N it socio-economic development, in addition to add a strain to th st . d led ng d 05 st15 of totheN 05 50 villages’ (Figu 1) ndThe mainland art of the dsof s study d is theoss go andth heighteanis costngau . a maintenae failure is aespeci m of mo accessible Goo networks o f sealed and unsea roads connecting alo the roa connecting from Ranau to Tambunan, Penampang to the ky lems l gy re rate and were mod stabilityprime ially aroung it. P ds of roa sei constructell. acr Tambunaned by hum Kiman being to activitie Keni areas Slop for steep, hummoc and rugged slopes, creating prob of slope and passive geologica processes and meteorolo whe size ped, t e pr lem of slope st y has adver ely af the se of theroa espec duri perio inten rainfa Since it’s upgrad s. d ed n ted develo h ob abilit s fected u ng or se road. Theredy areawas some as research l conducte and publish ient documen researchM) and reports, international with their proceedited manuscript rt clo tsto avethe stupped suche entialMinera tiveand Geosciencesndslide reasDepartm n e of Malaysian (MGD n ofothers al documen research repo. Thereprojec h ma ngsom of potsical or ac la n a iri th consideratio and evaluatio y geologicalysis ndcontributions or repairingfactors [1-12] are , more. discussiile resphy characterizatio co dwith detailthe s engineering on eig t (8)materials, s slope stabilit an a x design s therea,slopes [1,3,4 6 -8] Wh some earchers have nducte tudy h ystems landslide hazardCite The comple Article: in Kundasang' town a (2018). Ranau, Malaysia . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10. Pakistan Journal of Geology (PJG) 2(2) (2018)

01-10 of ng n Philippinee Sea Plate. s propertiesal the slidi materials, entialand an interpretatiode k slopeof the factors causings theasfailur been were recordeded by Ro Determinationk III ofmdiscontinuitie . sets, critic discontinuities plane pot mo and roc stability 3.analysiLOCALh GEOLOGYperform ANDckPac ENGINEERINGprogra [21 ] GEOLOGY CHARACTERISTICS

The of e de k the i n o ene geology th rstudy areanis (Latema up of sedimentary roc of argillaceousm Trusmads Formatio 1 & F (Palaeocene. tdi Eoc nage), the arenstlyaceous Crocke grey Formatio Eocene age) and Quaternaryl of Alluviu Deposit (Tab le n igure 2)sThe itTrusma enFormatio jectedconsists mo orphism, of dark shale with thin beddeds andsandstones, typicas a turbidite deposit. In certai nareas, thi un has be or sub to eds.low metam nd eproducing s slates,ite phyllite nmeta e -sediment andd onintense tectonic ds.deformatio e producing k greydisrupted n brecciated s bight greyQuartz to abrownishcalcit vein weatare qu widespread withi th crack deforme sandstone be Th shale is dar whe fresh but change l The i when n hered. ally s jor ral NW and NE . layered of s one Figure 1: n of t e y are and Trusmadle of e formatior gener are showly two tedma structu 5E orientations -SE -SW [10] The nature the andst 2. METHODOLOGY Locatio h stud a and steep s rees) ward. scale sha0 terth Crocke Formation, (severalgeneral oriens between and reN32 Several ions can be sed o e slope . or s to N010E (4) set show ntationdip are(50 co-85 degon in easte y area.Large folds in types f d rding (> 10 me wavelength) faults meter wide) mo than osalsclassificat a u . Int describ dy, nlyfailures F thi study Thefour jointsaleorie ntact s ymm th bystud ater ch t the topics,ing the were o slope failures, since were sclassifie acco ler to the e y n face nd des nd s in prop of researcher [14] this stu o failures with volume did 3 , the sandstone-. sh co edi easilstoneaccessible and w andy alsosu contac exceedd 10 m e considered: 0 failure involvingm 0smal 0 volume seepaglemsma of weake entthe shale surnd. a e cause slie, a r,fall with not generally affect the road users. On the basis the slope failure was 0 ). or slope res 3 were ),3 on formatione Interbeddand sand aring shale. ma present divide into thre groups small (1 – 50 m ), Mediu (5 – 50 m ) and of , 3 try , al sandstoneprob willsettlem so andndrebou on e Thountmagnitud nd pehoweve of dependstrix Large (> 50 m, F eachng failu that studiednd (Fig ure 2 type thterialcha racterng extent of shee in thes areshale The strengthd and nof the failuresty the geometeristics, ofysical the andslope geologicanical of backgrounde al depe th am a ty cement -ma) or characteristics and an weatherii charactn t eeristics, rs groung th water f condition, based on ma occupyi arethe ledvoids. Th sandstone compacte ed i grain or fielddiscontinui characs were ph il and mechk s fromth esliding tudy to grained contact with each other.e Insteadence of chemical cement (vein the areamaterials co ednterpretatio during f ofmappingh facto for detailedcausi laboe ailurery a ysis. matrix, the of poresthe ndstonefil by finer-ygrained itsands s to siltered-siz or materials observation recorded. So roc sample th s squeez rock fragments. Th abs of chemical cement reduces The were llect rks ield s rainrato , nal strength sa especiall when i weath structurally , , vity and water ontent), Thedisturbed. nits ave nder ry lose test, laboratory wod such aallyclassification ned testsU)(g sizek atterberg en wet . g the y e le limit shrinkagessive limitngth andspecific ntgra ad test were c ed out npermeability nce shale u h an adequateater strengthch u d conditions but consolidate isotropic undrai (CI test, roc uniaxial and o d de of BS 1981 (Site reducesthis strength wh es sliding[6] Durin nd alling rain season,ly th thesha becomes compre stre poi lo carri i complia Investigation), ndard de of BS 1990 (Method of highly saturated swith w nwhi increasesn the water pressure and accordance t British Standar Co Practice 5930- Test for Soils for Civil Engineering Purposes) nd M . and resistanc to a f especial withine sandstones for- British Sta Co Practice 1377- shaled contact. Thin condition,. s i additioble tore varyingn e amounts of bybitumen er a ISR [15-19] or the soil s stability sing e “SLOPE/W” software levelsentof degradation, of andmakes shaleng of unpredictablwater from theand unsuitablek or ng ne rmine ility e es roa constructiole c sites It unsta natu ca b remedied prop F slope ed analysis, u th wasich managem soaking draini roc alo the aredo successfullyon in eto detedy susceptib. The of th ofslop e to shallows isnon at- Thesandstone -sha ontact.inly l on incircular slides basbriumon the determination of andfactor of safetynts values, wh river d duct sed ed comm . th stu area [20] advantage thes method th alluvium, is ma represent f rying unconsolidated alluvia sedimentere ed its limit equili calculations, forces mome on each slice is from terracese anks.weathered curpro materials compo ying ofn unsort form to consideredity ntation s een ed m ten d of well-sorted. sand,e silt andm clay o va proportions of very which w of deriv k e . s tterth ndbed roc Theyedoc in irregular lenses varnd i the eand wereDiscontinu orie e data ha be collect, p fro on (10) selecte thickness Th alluviu may also consist thin layer organic roc slope failur by random methodss, For each rocklingslope failure thatter ma a characteriz as soft, compressible a may be pron to studied, th geometry ofalth sloperounddi directi and dip value,ing settlement. persistence, roughness, unevenne aperture, infil material, wa condition, weathering, geologic backg characteristics, engineer

Cite The Article: (2018). . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10. Pakistan Journal of Geology (PJG) 2(2) (2018)

01-10 Table 1 ic c

: Litholog haracteristicsP e t Average r Rock Depositional Depositional Litholigic Units Thickness Sedimentary Structures o Fossil Formation Mechanism Environment (cm) l o g y lar b m nded ial ial es and Angu neto su Alluviu and d plai rou d p Alluv terraces in Alluv terrac and - sandsto - - floo ns ilty ma floo lains - Colluvium blocks a e s trix e and n 100 in flo de ies B) Quarzarenit e Middle Massiv Sandstone nic S Upper fa to – 1,000 Gra w posits (Fac Sublitharenit Pre – depositional n s fan 1. Bathysip (Immature) Inorga tructures Rip ho pp , alized 10 50 e sp Outer fan 2. Glomosp and 1. Climbingl Mar ple High density high loc in Thick bedded – ell e 1 (S 2. Rippl Marks minaira Moderately r velocityximal t turbidity channels nal in Sandstone (Sandstone) 3. Too ks 3. Cyclam w sorted to Syn – depositional currents th prograding (Facies C) – 15 hale) moderately 4. Scou Marks a (Pro urbidites) depositio and cancellat r Middle 3 5 lobes. sorted n and (Mature 1. Beddingd be Waning o low to outer Crocker Thin bedded – (Brady) ies D 5 (S Immature) 2. Lamination be velocity turbidity fa Formation Sandstone (Sandstone) 4. Haploph al t p 3. Grade e dding currents particularly (Fac /E) – 10 hale) 4. Cross dding ragmoid elf Post – depositional i (Dist urbidites) basin lain eswalter pe and ly 5. Convolutlump lamination e and inSh e to lower sediment slo part ies F) 1. S structures (Grzybo sedime f Slumped e Turbidit debris th channels - - 2. Soft fault wski) middle n and (Fac str flow ntation o inner fan, 3. Lutit clasts 5. Trocha p Ball and sp. fa 1 2 4. Load uctures mminoi lain Red / G S basin lain 10 50 5. pillow des f middle n and ies G) – (Siltstone) es P basin, rey hale structures pe – - Debris low fa (Fac e 6. Water escap n (Mudstone)100 Organic Structures in flo de slo region structures Middle Massiv Sandstone Quarzarenite lant n s Upper fa to – 1,000 Gra w posits (Facies B) (Immature) 1. Bathysip fan Moderately ho p. , alized 10 50 TraceP remains fossil mina Outer fan well sorted 2. Cyclam and Pre – depositional High density high loc in Thick bedded – to e ies C) 1 (S traces velocity turbidity channels in Sandstone (Sandstone) moderately spp. ximal t nal 1. Paleodictyon na sp. currents th prograding (Fac – 15 hale) sorted 3. Gaudryi minimum (Pro urbidites) depositio r in and Cosmorhaphe sinuosa ina sp. lobes. 3 5 4. Globiger Middle nal t Waning o low Th bedded di ies D – (Mature al velocity turbidity to outer Sandstone 5 (S Post – depositio races 5. Haploph al t (Sandstone) Immature) t pe es s currents fan Trusma (Fac /E) 1. Post – deposition ragmold elf – 10 hale) al alia (Dist urbidites) Formation burrow y 1 p. e and pe and ly t pe Sh to lower ies F) 2. Post – deposition 6. Rot sedime in e Chaotic al Turbidit debris slo part - - burrow y 2 sp. f f (Fac t pe mmina flow ntation th channels 1 2 3. Post – deposition 7. Trocha lain Red / G S al i o inner an 10 50 burrow y 3 f middle n and ies G) – (Siltstone) t pe P basin, rey hale 4. Post – deposition renz pe – - al Debris low fa (Fac burrow y 4 nom.nov pe (Mudstone) t pe slo region Mu 5. Post – deposition . e f Slo region ies H) burrow y 5 8. Trocha annel Pebbly dstone - especially in th - mmina Debris low (Fac feeder ch zone

Figure 2: l map wit t r s re loc

Cite The Article: (2018).Geologica h hei lope failu ations . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10. akistan Journal of Geology (PJG) 2(2) (2018)

4. SLOPE STABILITY ANALYSIS P that e r 01-10 e fe ). The e of nd e al of ver, k f In a al of al es thgefacto of safety artificialvalu as unsang, (0.68 to 0.9l 5 presenc, l ied nto o in ps: slope and soil slope. s soil grou water, slop angle, remov vegetation co lac o proper this study, tot 20 selected critic slope failur were studied and teristics nd terial teristics nal ors slopes ding nts) e %) eas of all es draina system, to t e f changi climatologica setting geologica classif %) of i ktw mae grou rock s of a Failureysis ofin soil charac a ma charac are additio fact slope (inclu eembankme arable10 ( 50 wherng 10 ,failur contributing h ailures. (50 roc slop (Figures 3 to 5). Result detailed anal le 3 e of a iled slope The jor ies are lved wing that pe of re is ostly in r ibuting k e s was the n nd ntrolled stability by ar presentedgy. The in T volume2. Consideri cut slopes all thell Tab shows th results deta analysis of rock failures. ma litholog invo sho this ty failu m y ity s & at y k e large n e ossibly ng d ing ma es facto cur co ntrst to lyroc slopg thefailure ay orientatio t a co es, litholoals failure t scale involved e generally from smaade intensit of discontinu planes (Figure 10 11). Th is wh roc slop to i siz p endangeri roa users. In term of weather ks, ly d red. I s ater f ted r e thefailur oc mol frequent alon highwly on meta-sedimen and isgrad the materir that underwenre thfailure e were in th ranges gr ng sedimentary roc which were high brecciated an fractu Generally IV to V (Figure 6 to 9). Intense w runof and emit wate seepag rade I e k s k the terial at It ars at e e failedted materiat ntunderwent d only ndexmoderate nges fromto completely MPa weathering MPa theterialsmain facto ycausing ailed failu thewi rlyingth depth ofeweathering terialinfluenci g or (g II to V). Th roc propertie characterization for 10 roc samples volume of ma th fails. appe th grad IV to grad V erately . pe ates at ng dow t ether t terial d ring indicatential oftha poiar, loa strengthar, is andra ng 0.30res desto 0.s48 ll ma actuall f with ove grad VI ma slidin (mod week) Kinematics slo analyses indic th the variable slumpi n og with his ma u failure. the ination of re de of entioned . k ysical nd chanical s of soil es ted at slopespo circuly plans wedges at topplie failuof afetymo asa we afeas e s inly st of orly ed well ed comb mo than one mo aforem k slope failure Roc ofPh a me nd propertiey 80 sampl indica by th low the stabilit analysi indicate th th factor s value uns failur material ma consi po grad to grad materials presence of ndwater, l setting, joints ling ity nt of (0.igh68 to 0.9 2of). Other factorsng contributing to roc p of failure are, the sandyal yclay a claye silty soils, which characterized ree to grou climatologica fil material, intermediate plastic conte (1 2 % to 2 1 %), containing inactive to ve of ng and folding tivities nd ng at e nes ), low igh r ntent % h degree rock fracturi due to shearing, stee slope angle high rangesnorm fromcla (0. 34 to 1.47),, ver low high to mediumy deg of swelling X( 6.10 intensi faulti ac a locati th fault zo to 10.54 variable to h wate co (5 to 35 %),specific gravity ngle  ˚ ˚ and-3 -3 area. 2.51 to 2.77 permeabilit (9.15 X 10 to 3.28 10 ranges from a il ty s cm/s), friction a ( ) ranges from 7.72 to 28.90 cohesion (C) 5.11 KP to 24.44 KPa. So slopes stabili analysi indicates Table 2: res lts f s pe f

Analysis u o soil lo ailures Complex failure Complex failure Type of Shallow slide Deep slide (T1 – Multiple Slump (Slide Flow) (T5 – (Slump flow) (T5 failure (T1 –a) b) (T2-b) a) – b) Slope No. G SS2 SS5 SS1 SS7 SS3 SS8 SS4 SS10 SS9 SS6 e o l o g i c a er er er er er adi r r r r Trusm Crocke l Crocke Crocke Crocke Crock Crock Crock Crock Crock F Formati Formatio Formati Formatio Formati Format Format o Format Format Format on n on n on ion ion r ion ion ion m a t i o n

Interbe Interbe Interb Interbe ded ded Interbed ded ded Lithology d- d- ded ed- d- Sub- - Sedime Sedime Sub- Sedime Phyllit ne ne one ne nt Sandsto nt Phyllite Sandsto e & Sandst Sandsto nt e Sandston & & & & Weathering Shale to V Shale to to to Shale to to Shale V Shale to to grade IV VI IV to I IV VI IV VI IV VI IV VI IV VI IV to I IV VI IV VI Volume (1)

Mediu Mediu Sand (%) 22 65 Large59 Large68 Small36 Small51 54 Medium40 Small46 49 Medium5 59 Large48 m m Silt (%) 54 8 8 16 23 21 24 18 23 25 16 19 7 – 25 – 68 – 63 – 70 – 40 – – 42 – 5 – – 51 Clay (%) 22 22 30 15 38 37 39 38 25 29 28 32 38 – 57 – 12 – 10 – 18 – 26 – – 25 – – – 11 Liquid limit 25 – 24 27 – 24 25 – 3532 28 – 16 43 – 45 29 – 32 41 – 43 33 – 37 335– 40 29 – 42 (%) Plastic limit – 29 – 30 – – 32 – 44 – – 45 – – – 32 12 12 11 17 18 16 20 23 23 27 17 22 13 (%) Plasticity – 14 – 14 – 14 – 18 – 24 – – 27 – – – 17 14 13 12 15 18 18 21 18 14 17 15 18 18 index (%) – 18 – 16 – 19 – 17 – 19 – – 23 – – – 21 Cite The Article: (2018). . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10. Pakistan Journal of Geology (PJG) 2(2) (2018)

01-10

Liquidity index

(%) - 0.36 - 1.56 0.02 to - 0.03 to - 0.86 to - - 0.67 to - 0.81 to - 0.02 to 0.42 to 0.18 to to - to - 0.04 - 0.03 0.80 0.18 0.79 0.50 0.76 0.20 Clay activity 0.31 1.53

0.99 – 0.34 – 0.88 – 0.66 – 1.45 – 0.89 – 0.43 – 0.97 – 0.59 – 0.38 – Shrinkage 1.00 0.40 0.94 0.75 1.47 0.97 0.50 1.10 0.68 0.47 limit (%) 8.67 – 6.10 – 8.55 – 7.04 – 8.45 – 9.56 – 7.98 – 9.65 – 8.43 – 8.22 – Moisture 8.885 6.3510 9.1215 7.657 9.288 9.8931 8.689 9.8719 23 8.7030 32 10.5414 content (%) Specific – 12 – 12 – 18 – 10 – 11 2.9 – 35 – 13 – – – 17 gravity 2.61– 2.76 – 2.63 – 2.73 – 2.61 – – 2.63 – 2.51 – 2.68 – 2.65 – Permeability 2.64 2.78 2.64 2.77 2.69 2.68 2.68 2.58 2.73 2.68 (cm/s) (X 10-3) 3.28 9.15 5.55 8.28 5.56 9.07 4.35 5.19 6.64 8.47 Cohesion, C

(kN/m2) Friction angle 5.11 6.78 11.67 6.27 15.34 17.77 12.45 19.62 24.44 8.53

(o) Factor of 7.72 28.90 11.90 22.90 22.36 19.43 21.55 19.40 11.70 20.45

Safety Main factors 0.68 0.95 0.88 0.76 0.65 0.89 0.56 0.94 0.90 0.92 causing SA, , G , M, C, OB DS, EC and AC failures W V, WL G, V, Note: ) : l ), 0 ) nd ) and gle n 3 el 3 al 3 , l ng , l (1teristicsVolume ),smal Over (10 –n50 m Mediumn (50 Drainage– 50 m astemLarge (DS),(> 500 m nt (2) Discontinuityon C) and(D), Slope an (SA),ng Weathering (W), Vegetatio (V), Groundwater lev (GWL), Materi characteristics (M) Climatologica setti (C) Geologica charac (G burde or vibratio (OBV), sy Embankme constructi (E Artificial changi (AC)

Figure 5: of sl e re s ing mo al f h t eir whole re mass e ed scar and t e presenceSketch of an ex ensiveop failu flow howres onthe t e rphologicr side of eatures,e scar Figure 3: of sl e re s ing th f ent are which ave h failu n: is th pear-shap h starting from t e ill side to t e d sides gh e develo nt f t featu h lowe th Sketch op failu how e ailure movem water r f n: ) 5. DISCUSSION (Locatio RS 6) h h h roa throu th pme o unof (Locatio SS 4 [22]. The ky n n slope lity prone . e r f s n is eep steeped andnhummoc re topography by terraiort indthe studypid flowingarea is naturallyms. Theseinstabi st g diesareas of Intens wateses runofface systemn andi th lingst on therugg terrai a charactersion ised ves she a ra y p soil strea fa n movinver. bo erwater, sescau the sur anderosio ens egul h of the slopes. slope Surface erials. ero e remo slopeth alsonecessar s to real tolemssustain for vegetatio co This furthnts,expo d slope on.weak th strengt of mat ads rossTh steep n nge pose ld probely ve slopeinfrastructural cutting anddevelopme of lllike s pes.roa constructi Due to this reason, construction ro ac the mountai ra wou definit invol The y buildinge fi lo er ons es not slope e of late gy geolog of th nTrusmadi e and Crock Formati do nd benefite stability.y of Th argillaceousr phylliter and ys litholo of the Trusmadi Formatio and th interbeddedgh sandstone -shale a shal unit Figure 4: of sl e re s ing th mo ent pattern s lithologeathering the Crockeges Formation weathe rapidl when and exposed intoto llapse at h ad, f l rapidly wi track f disper ng elements. This is especially throu along many man-made slope cuts. Sketch op failu how e vem i to yey ined ly from y ross th acc tal s sits n: ) W chan the phyllite, slate, sandstone shale fine co the e al thin narrow s, inally si e y d ve n clay. ac e umulation u depo (Locatio SS 9 [23]. cla materials. Determ indirect their cla activity values Cite The Article: (2018). som of these cla minerals are suspecte to be in-acti and ormal . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10.

01-10 These of y g with ater terials y y nd silt wh ed low expand and l ate rock joints d other di ity nt of two types cla minerals when interactin w would ma al ofy sand cla a clayeyy soils, ich characterizree by .10to The y ubricred re ane scontinuities.y tes intermediate , plastic low conte igh (12r% ntentto 21 %), % containing inactive to k es er rangesnorm fromcla (0.34 to 1.47),, lowver high to mediumy .15deg of swelling X(6 highl fractu natu of th litholog also contribu to slope to 10.54) variable to h wate co (5 to 35 %), specific gravity red to the inal fresh rock. Th orientat of e disco ngle  ˚ ˚ and-3 -3 instability. Fractured roc mass have much low shear strength 2.51 to 2.77 permeabilit (9 X 10 to 3.28 10 and o the try and of slope, a ranges from a .44 il ty s compa orig e ion th ntinuities ence e currence of slope e e nce thatcm/s), e friction r ofa safety( ) range ases unsafe from 7.72.68 toto 0 28.90. cohesion (C) the its relationl t nic geomes strikek the the have areadirect are 5.11 KP to 24 KPa. So slopes stabili analysi indicates influ on th oc rock failures. Du to th influe of th facto valu (0 .95) minantly rientated at a east est and st The k ies on k s regiona tecto force the roc joints in study st on. s t at rike anges from .30 predo o North - Southw Northwe – , ward, and th st igher y b. erately roc propert. characterizati pe for 10 rocatessample at indicated Southea directi It ha been determined tha slopes th st . fore a tter of tting the slopes at ese thattential point of load ar,strength ar,index rs and ng0 MPares todes0. 48s MPall northward west Sou – Southea show a h probabilit to , f ible sh ld be av . the(mod week) of moreKinematics than oneslo deanalyses of aforementionedindic th f the variable fails There as ma precaution, cu th strike po circul plan wedge toppli failu mo a we as directions i poss ou oided [24] combination mo ailure. The ate of e dy area s ry much e as the r s and es is s e r . The a st l ate as unsafe 0.9 clim th stu i ve gyth same othe part of c. Rock soilslop stability analys indicate that th facto of safety profiles.Sabah, Malaysia al conditionl is ofmulated warm andring moi dstropica of fallclim value (0.56 to 5). Six ain r ters e de drizzlinginduces rapidich weatheringr daily nof thes ighlitholo formings thick weathering. High annu rainfal accu du perio rain and the y rea were onal igh nt of ainfall s n the ist and wet re f d. (6) related m facto parame to th landsli occurrence in wh occu i thi h mountainou region [25-27] The l nd l, al and ro slope t st of the . ring e d of stud a attributed; 1) local and regi geology, 2) h amou r help to sustai mo natu o the al l nd rties n be ent, hydrologica a geohydrologica 3) mineralogic mic structures, throughou mo day Du th storm’s perio high rainfall of soil and k, and al esses n the ld e rface . 4) loc discontinuities structures, 5) physica a engineering prope intensity, the rate of water infiltratio to the soil would not suffici ng la de prob e nt of n f tly s e roc 6) geomorphologic proc which ca help in excess water wou accumulat to form su run off During intense on. ve e ses rapid REFERENCESevaluati ndsli lems. storms, th amou ru of and deepn percolation grea. exceed tth evapotranspiratied and insufficientExcessi nagesurfac the run offscau water surfaces eerosion, [1] , .Z. . andwhich blocks e the dlimited existing mass made drainage also As the resulte on of al ed o ic of a Faisal, M.M., Tahir S.H., Edward Voo, L 1998 Evaluation of blockrtain parts the road anddrai f s pe. exces overflow th drains nan ian and gy on to th roa surface. The exce water would accumula environment hazardsdiversity relat t the geolog setting ta the Kot ce of ill lo Kinabalu M-Tambu Road. Malays Science Technolo Congress. At ere e e e pes re buried Symposium D: Bio & Environmental Sciences, Ko Kinabalu, the nce is een r. ere e et of e nage pipe [2]Sabah, moo,alaysia. . ing s several locations wh th hug drainag pi a underneath d the and lide. n , o, , nd road, subside s to occu Wh th outl th drai e n . a enceKo of I., Salleh, LH., 2003 ULiv Pwith Danger:, ngi,Kundasang' Active in(just the below nageroa level) directse nage water pipes downd beslope, extendederosion the Lands I Salleh H., Othman, M., Komo I., & Aziz S., (Eds). Culture a nearestundercutting ralof thrainage.fill slope notheris see to occurrtant [28] This showsn slopeweakness [3]Sci Mountains., ir, ESTARI,. . KM,pe ublicationre Basments213 -223.ng is e drai design.al Th drain s shoul le to n ang , . . of GSM Roslee R., Tah S 2004 Slo Failu Asses alo Bundu and natu d of A le impoe In contributioe dy areato n’sfailure orum 20 . versiti ya, ala L r, ysia. th anthropologic factor. Ma i solely responsib in the faulty design Tuha to Kundas Area Sabah, Malaysia Proc the IEM and e f re f fill th [4]F 04, Uni ahir, Mala . Ku binedumpu Mala y 15p. edconstruction nd unstaby slopy cuts. th stu d were ma roadross construction is responsible for much of th ailu o slopes. Due to e , . e al nage . t r , e fill pe s Rosleeerence R.,n T ring,S. 2005 Comn Hydrologon of– Slope Stabilityted rugg a hummock topograph sections of the roa built ac path of ater . The tention of ater t e slopes, Assessmens t in Kundasang . Area Sabah, Malaysia.6. Proc of thwerInternational natur drai valleys Withou prope drainage th slo block the nce and ension ks appear on the ad rface . f left Hall,Conf K Uo Monito K Predictio, , and Mitigati Water-Rela w flow [29-e3 0] ld re r t w a onsthes causedk of Disaster (MPMD 2005) ISBN4-902712-01- Clock To Centennial subside nce t r cracl to m, ich ro resu [22] I er [5] yoto , niversity, , yoto. Japan. 519dy of-525. s ent ng unchecked,re total desfailur ave wou occud. a erthese sectiting of road. Lac l n ang Laming A., Roslee R 2005 Stu Mas Movem alo Bundu maintenar desis anothee rea probleic low,wh slopesl a leftnwithout of prop nd Scheme ( MS : Tuha to Kundas Highway, Sabah, Malaysia. Fundamental Research ca until landslie slope landh develo occurre Oth contribu anthropologica facto inclu th heavy traff f illega deforestatio slopes a [6]Grant oslee, U , Coded B -0201 -01ng,-ER/U0038). . y of the n e G l ety irresponsibl pment. r of fety OS) s way for n eering t of MR R.,, Tahir, S., Kadir, S.A., Oma S 2006. Engineering Geolog slope for Kota Kinabalu Area, Sabah, Malaysia. Bulleti of th eologica Soci Facto sa ch (Fs the providence a tensiona engin nd assessmen of earof [7] alaysiaoslee, 52 17-25., , , ng, . . gineering Geolo stability. Slopeers in stabilityer analysesdy e were conductedt rs singvarious n e ty in wn , R R., Tahir S. Kadir S.A., Oma S 2007 En gical slopeconditions su. ak and existe of stability crackssis a variationtes at esh m and Investigatio on Slop Stabili the Sandakan To Area Sabah, strength as paramet ord ).to stue th ndominan factoles alsocau wellthe l ng. y w l, , , Malaysia. Proc. of the 2nd Malaysia – Japan Symposiu onGeohazards with failuree Roc ressoil as slopes d in analy . indicais irmsth that FOS Geoenvironmenta Engineeri Cit Bayvie Hote Langkawi Malaysia valuebilisedunsafe (0.5 6ringto 0.9 5e Th locatiore s of slipy circse e tally th slope failu observe the field Th conf th the [8]17- 27.oslee, awawi, , , ng, S. 8. er ted m the ry ngineering l nt of e re n e mo strength du th slope failu i ver clo toth subsoil peak Any rise n r ld nly er the S. R n R., ,Z N.S.A., .Tahir . ofS., theKadir S.A., nalOma 200e on strength paramet interpre fro laborato strength test results. k e, E nical Geologica ghway Assessmeng: Slop FailuIKA i . ISBNth Ranau to i groundwate profile wou certai furth reduce FO In be sed en ous nge Tambuna4. AreaSeri PacificSabah, HMalaysia KuaProc Lumpur, Internatio, Conferenc dealingially with on ris y sof slope failur level of awareness and mitigation Geotech & Hi Engineeri GEOTROP 2008 978-983- measures must increa wh there is obvi climatic cha [9]42623 Tating,-4- .F. . otel, alla s Malaysiating77 -84. e 6.especCONCLUSIONSrain eason. rd at e li c. of F 2006 mGeologic n factor contribus: to th landsliden In t of le e y andhaza area th Tamparu , – Ranauo, Highway,, Sabah, Malaysia.no, Pro from the present International & ItoSymposiu ds), I o Geotechnical979 Hazard Prevention,arta, I Mitigatio. ligh availab information, th following conclusions ma be drawn Engineering Response Utom Tohari Murdohardo Sadisun, study: ysical and s of soil es [10]Sudarsono ngkul, . (E 7. SBN: al -8636ts- 13n -9. dYogyak n and ndonesia 10p.n in s as of , . . of the the re rials nly sist orly a. Ph mechanical propertie 80 sampl indicated that To F 200 Geologic inpu i roa desig constructiond mountainou are West Sabah Malaysia Proc 2 Malaysia- failu mate mai con of po graded to well graded Cite The Article: (2018). . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10. Pakistan Journal of Geology (PJG) 2(2) (2018)

01-10 n on ards d tal ity and r , area, . ains H , , 3 129 Japa Symposium Geohaz an Geoenvironmen Engineering. C Trusmadi Crocke sediments Ranau - Tenompok Sabah S [11]Bayview oslee,otel Langkawi, , 39- 43. . al [30]Malaysiana (2) , – 166.. tary nd cture f GA) on ng e pang n d, n n e ta ea, , t Rsia. R. Tongkulan Journal, F. 2018 G Engineering, 2 Geologic Assessment Tongkul,ity F.n 1987 Sedimen a stru o the Crocker (E Slopes Alo th Penam to Tambuna Roa Sabah, Formatio i th Ko Kinabalu ar Sabah Eas Malaysia. Ph. D. Thesis, [12]Malay eralMalaysi and ncesof eosciencesnt of (1), 06-a14. er Univers Londo (Unpublished). vey nt of . . , k and Min Geosg cie Departme Malaysi. (form dit.Geological ian Sur Departmeatan gi. Malaysia)rt 1994 Landslide Roc falls Road Subsidence’s alon the Tamparuli – Ranau Highway Sec. E Bahag Perkhidm o, Geolo Repo SB/EG/94/1 , . , Sian, , Said, . . ide nt and [13]ntrol:Komo I., Salleh, dH. , Djin, T.H., Aziz, S. tedTongkul, F. Jamaluddin, T.A., L.C.x: Mohd M.Y.,nt Man,nd Z 2004l Landsl th Assessme , Co An Integrate Approach. Presen at Kundasang Landslides [14]Comple Hazard, . Assessme. a n ControalanSeminar, n 25 May2004 Sab ah. , Komoo K 1985 Pengelasa Kegag Ceru di Malaysia. Jurnal Ilmu [15]Alam 14-15. S . Standard British Standard B 5930. 1981 Site Investigation. London: British [16] Institution. . . of est vil ngineering P oses. n: In British Standard BS 1377 1990 Methods T for Soils for Ci [17]E ISRM. urpa. Londoested British sStandard for stitution.g ter rosity, n and and ng Figure 6: slide (T1 at S 1 s e re mo t are rability 1979 ndexSugg ies.method M determininission on wa content,n starting move into several discrete blo s the nt of po density, ield absorptio relatednal properties,l k swelli and Shallow – a) Sse crackshow th failu vemen slakeng-du Scienc ,i , propert ISR Comm Standardizatio of to ck through developme Laboratory and F Tests. Internatio Journa of Roc Mechanics and transver s Mini ISRM. es 16b. 141-156. thods for mining e ssive ength nd ility of terials. [18] n 1979 Suggested men detery th uniaxial compre nal str nal of a k deformabnics and rockg nces,ma , ISRM Commissio on Standardizatio of Laborator and Field Tests. Internatio Jour. Roc Mechads Minin Scieg 16 135-140. ISRM n on n of ory and ld [19] ISRM. 1985 rnalSuggested f kmetho for determinin g point load strength. , . [24] Commissio , Standardizatio. . . e Laboratlity s Fie ng Tests. Internationalalu Jou no Rocd, Mechanics and. Minin , Sciences,sity22 (2) ysia51- 60 ( Edward Voo L Z 1999 Slop Stabi Analysi alo Kota Kinab – Tambuna Roa Sabah. M. Phil Thesis Univer Mala [20]Sabah Unpublished).e . . for e stability sis. 5., Ca y, , Geoslop International Ltd 2002 Slope/W User’s guide slop [21] atts,analy C. . Version. ACKlgar IIIAlta for Canada. . e s e. s l. ed W F 2003 ROCKP Windows ROCK Slop Stability Analysi Packag User’ Manua Radford Computeriz University, [22]Radford, ngkul,Virginia , , , . . gy of d site ng n d M .5 KM .5), . Figure 7: ent f in e f of a deep e (T1 at S 6 To Report.F. Benedickient: H., Khiong MenaraC.F HAC2006 SdnGeolo selecte alo Ranau to Tambuna roa (K 13 – 23 Sabah Consultancy Embankm ailure th orm slid – b) S Project ngkul, Cl Perundingk, H., g, . . Bhd.gy of d es ng ncy Client:[23] To PC Ko F., Benedicant JV U Khion Ju teraC.F Pe2004 Geolo selecte slop alo Keningau to Kimanis road, Sabah. Consulta Project Report. [24] ngkul,nsult 9. tama onesru in the runding.ta alu , , sia. S , olume IX, o. 1, To F. 198 Weak z Ko Kinab area Sabah East [25]Malay Sabahson. ociety. Journal V N , 11. al Su M ysia Repo 8. Jacob G. 1970 Gunong Kinabalu area Sabah, Malaysia. Sabah: [26]Geologic rvey ala rt , . . al nt of e area ng ira : A isk Sánchez, Index M.A., SafetyFoyo, A., Tomillor for C., Iriarte,nE 2007f Geologic riskves. assessmengineering th , surroundi Altam Cave proposed Natural R and Facto protectio o prehistoric ca [27]E , Geology .94 Study, 180 –200. ss nt ng way, , ed. Rosleesia SabaR. 2004 of Ma Moveme along Bundu Tuhan to Kundasa High Sabah Malaysia.MSc Thesis. Unpublish Universiti [28]Malay h., . gy Figure 8: Multiple slump (T2-b) showing the settling slope material l s of e ew ealand. ary suffers from fracturing, stumping or flowing considerable lateral Edbrooke S.W., Mazengarb, C., Stephenson, W. 2003 Geolo and movement along the slip plane of the down slope (Location: SS 8) geologica hazard th Auckland urban area, N Z Quatern [29]International Tjia, H.D., 103 , 3–. 21. Sense sely d

1974 of tectonic transport in inten deforme Cite The Article: (2018). . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10.

01-10

Figure 9: x (sl mp ) (T5 at 10) the s rp a ve the d s ing t e ver al Figure 10: ar f d) (B1 b) S th s e Comple failure u flow – b) SS shows (revealing) wit in the , co sed of coherent landslide ca bo roa how h tic displacement Circul rocksailure on(crushe the tly – at discoR 10 shows e urfac weakness h structure which mpo crushed gen sloping ntinuities

Figure 11: e failure ks nd 3 a) at S 3 tes the form des ield stepped s Wedgfaces or bo (bloc vertia lfragments) j s (B – R indica of discontinuities provi intersecting sheets to form y ur undary ca oint

Table 3: res lts f k sl e f

Analysis u o roc op ailures Point Main Slope load Geological Weathe Major Intersect Factor factors face Volume Critical Potential Possible strength Slope Lithology ring Discontin Release of causing formations orientati (1) involved index, grade ui-ties (o) Safety failures on (o) IS (50) (2) (MPa) J1, J5

9, J1=016/2 J2, & Circula J6 J6 Plane 9, J7 r J2=071/3 7, J3=301/6

1 Trusmadi III t V 7, , , and J4=168/6 Phyllite L, MC, RS o 110/74 Large 0.35 0.89 D SA, W Formation Slate 0, R, CR, J5=240/7 J4 J4 - Toppling - BF,GW , GC &W A &J6=138/7 D 5 C

J7=115/3 J2 X J6 7 J3 & J5 4, 2 III t IV m J1=049/4 Trusmadi J2 J4 J6 J2 & J6 Circula RS Phyllite o 050/65 Mediu 2, Wedge 0.42 0.92 J2=164/4 X X r Formation J4 J7

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4, J3=250/3 7, J4=305/2 J1, J3, J4, ng 1, J5=343/5 J6 & J7 Toppli J5 J5 - &J6=111/3 0

J7=210/3 J3 X J7 J4 & J5 6 5, J1 X J3 J1, J3 & J5

J1=171/4 J1 X J2 J3 J1, J4 & J7 J1 Circular 8, J2 X J3 J1, J3 & J7 Wedge J2=066/6 J2 6, J2 J3=301/6

3 Interbedd III t V 6, Crocker J4=018/7 ed RS Formation e & S o 125/78 Medium J1, J2, J3 ng 0.48 0.89 Sandston 5, J5=241/7 hale & Toppli J6 J6 - J7 &J6=339/7 5

J7=307/3 J2 X J3 J2 & J6 0 3, J2 X J6 J4 & J6 J1=063/5 J3 Wedge Circular 6, J2 J2=174/4 4, J3=041/7

4 Interbedd III t V 1, Crocker J4=214/6 J1, J2 & J5 ed RS Formation e & S o 025/78 Large J3, J4 & J6 0.47 0.68 Sandston 9, J5=306/2 J4 J4 Plane - hale

&J6=266/5 4

J7=163/6 8 J5 x J1, J2 & 2 J1=024/3 J3 J5 J5 Wedge Circular 8

J2=083/2 5 Interbedd III t V m Crocker 6 ed J3=282/5 RS Formation e & S o 122/68 Mediu 0.30 0.91 Sandston 7 J4 J4 - Toppling - hale J4=154/5

J5=232/6 J2 X J5 J1, J2, J4 6 9 J1 X J4 J1=046/4 & J2 Circular Circular 0.45 0.79 3 J5 J2=168/4

4 6 Interbedd III t V m J3=082/5 Crocker ed J2 X J4 J3 & J4 RS Formation e & S o 216/72 Mediu 9 Sandston J4=198/5 J2 Wedge - hale J6=J5=320/2 3 J2 J3 132/70 J3 & J5 1 J1=038/3 X X J2 J4 J2 J5 J2 & J5 7 Circular Wedge 0.38 0.79 J2=157/4 X X J4 7 Interbedd III t IV J7 Crocker 2 eed & S J3=248/3 J1, J3, J4, RS Formation o 034/58 Small Sandston 5 J6 & J7 hale J4=296/2 Toppling J5 J5 -

J5=104/2 J2 X J6 7 J3 & J5 9, 8 III t IV m J1=016/2 Crocker J2 J4 J6 J2 & J6 Circular RS Formation Sediment o 050/65 Mediu 9, Wedge 0.42 0.92 J2=071/3 X X J4 J7

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7, J3=301/6 7, J4=168/6 J1, J3, J4, 0, J5=240/7 J6 & J7 Toppling J5 J5 - &J6=138/7 5

J7=115/3 7 5, J1=154/4 9 III t IV J1 & J2 Crocker &J2=062/4 RS Formation Sediment o 308/75 Medium 7 J3 J3 Plane - 0.41 0.65

J3=303/3 5 7, J1=096/1 1 III t IV J1 & J2 Crocker &J2=161/1 RS 0 Formation Sediment o 275/70 Large 7 J3 J3 Plane - 0.47 0.77

J3=270/6 3 • Note ) Volu s (10 m , dium (50 0 m ) and (> 500 m ) (D), 3ngle SA), 3 ), r 3 l aterial stics k ), ed k (1 ks andme: f mallents – 50 Debris) Me (D), G – 50l c Larges GC) and artificial) ch (AC) (2) RoDiscontinuity bolt (RB), Slopek dowela (R (), Sh Weathering (S) (W k Groundwatehoriz drainageleve (GWL), (R M characteri (MC), Weak roc (WR Crush roc (CR), Bloc ragm (BF), eologica haracteristic ( anging (3 ck Roc D otcrete & Roc ontal HD)

Cite The Article: (2018). . Pakistan Journal of Geology, ) : Rodeano Roslee, Felix Tongkul Engineering Geological Mapping On Slope Design In The Mountainous Area Of Sabah Western, Malaysia 2(2 01-10.