Oktoberforum 2005: Case Histories in Engineering Geology and Geotechnical Engineering,, 4 th Oct. 2005, Petaling Jaya
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1 IEM-GSM Oktoberforum 2005: Case Histories in Engineering Geology and Geotechnical Engineering,, 4 th Oct. 2005, Petaling Jaya DISCONTINUITIES STUDY AND ROCK SLOPES STABILITY ANALYSIS FOR ROCK MASS AT DAMANSARA AREA, P.JAYA Prepared by: Nur Huda & Yew, C.K.
2 Introduction Geology of the site Method of Study Result of Study Potential Hazards & Mitigation Measures Discussion & Conclusion
3 Study area: 5 areas in Damansara area Some of the sites are located at the road side while the others are in housing area Most of the sites were secondary forest previously
4 The site is underlain by KL Granite Weathering profile: Grade II to VI FORMATION:KENNY HILL LITHOLOGY: Quartzite & Phyllite FORMATION: GRANITE LITHOLOGY: Granitic Rock SITE LOCATION Granite rocks are whitish grey and dark grey in colour with iron stained markings Chemical weathering is the main character for the weathering process Exposed rock is generally Grade II and III
5 Systematic data collection and presentation Geological mapping using Line Mapping method Walkover survey along the rock slope before collecting data Photographs for documentation and identify the potential failure mode during analysis and design stage Skylift was used to access to the upper part of some high rock slopes
6 Determination of possibility of slope instability from the orientation of the discontinuities - Kinematic Analysis This determination is accomplished by stereoplots analysis 4 types of typical failure modes, namely circular failure, plane failure, wedge failure and toppling failure
7 Zone A Located at the northeast part of the Damansara Hill Major Discontinuities: J1 (203/73), J2 (090/40), J3 (071/85), J4 (140/80) and J5 (360/88) Potential Wedge Failure: J1 & J2, J2 & J4, J2 & J5 Potential Plane Failure: J2 J3 J2 J1 J5 J4 a) Zone A
8 Zone B This zone has been divided into Zone B1 and B2. Zone B1 was located at the highest part of the Damansara Hill Major joints: J1 (210/70), J2 (110/85), J3 (300/26), J4 (310/85) Potential Wedge Failure: J1 & J2 Potential Toppling Failure: J4 Zone B2 located at the southern part of the study area. Three possible failure identified are circular, plane and wedge failure from the three major discontinuities of J1 (215/77), J2 (136/77, and J3 (305/30) Analysis on the pole plot shows that the discontinuities data scattered randomly - possibility of circular failure Potential Wedge Failure: J1 & J2 Potential Plane Failure: J1
9 J2 J3 J4 J1 b) Zone B1 J3 J2 J1 c) Zone B2
10 Zone C Zone C is located at the Damansara business centre area at the southern part of the Damansara hill. Major discontinuities: J1 (030/80), J2 (310/81), J3 (122/84), J4 (209/88) and J5 (209/78) Potential Wedge Failure: J2 & J4 Potential Toppling Failure: J1 J1 J4 J5 J2 J3 a) Zone C
11 Zone D Zone D is located at the northwest part of the study area Major discontinuities: J1 (310/80), J2 (208/75), Potential Toppling Failure: J1 J1 J2 b) Zone D
12 Zone E Zone E located far to the Northeast part of the Damansara area. Major discontinuities: J1 (325/88), J2 (145/85), J3 (220/80), J4 (054/82) Potential Toppling Failure: J2 J3 J4 J1 J2 c) Zone E
13 Development of hilly terrain involves site clearing and removal of trees Slope erosion and landslide are the primary concerns of the environment impacts Falling of loose boulders or rock fragments, sliding of unstable blocks and rockfalls could also occur at exposed or blasted rock slopes.
14 In addition to kinematic analysis, factor safety analysis were carried out to determine the quantum of the slope stabilisation required to prevent any possible failure Rock slopes were stabilised with: 1. Spot bolting (with tensioned rock bolts and rock dowels) 2. Scaling (removal of debris, rock fragments and small boulders) 3. Shotcrete with wire mesh reinforcement and rock horizontal drain For shotcreting, weephole drain shall be installed properly to prevent build-up of water pressure
15 Zone A Rock Slope BEFORE AFTER
16 Zone C Rock Slope
17 Zone E Rock Slope BEFORE AFTER
18 From the kinematic analysis, possible failure modes consists of circular, plane, wedge and toppling failures for rock slopes under this study Two common trends of discontinuities can be observed at each zone, which are discontinuities plane of 300 o -310 o with dip of 80 o -85 o and 200 o -210 o with dip of 70 o -80 o This suggests presence of relatively homogenous trends of discontinuities of Granite hill at Damansara area More detailed kinematic and safety factor analyses are required to identify localised unstable blocks and suitable slope stabilisation measure
19
20 Area Zone A Zone B1 Zone B2 Zone C Zone D Zone E Slope Face Orientation 110 o / 75 o 130 o / 80 o 150 o / 75 o 230 o / 75 o 125 o / 70 o 340 o / 75 o Major Discontinuities J1 203 o /73 o J2 090 o /40 o J3 071 o /85 o J4 140 o /80 o J5 360 o /88 o J1 210 o /70 o J2 110 o /85 o J3 300 o /26 o J4 310 o /85 o J1 215 o /77 o J2 136 o /77 o J3 305 o /30 o J1 030 o /80 o J2 310 o /81 o J3 122 o /84 o J4 209 o /88 o J5 209 o /78 o J1 310 o /80 o J2 208 o /75 o J1 325 o /88 o J2 145 o /85 o J3 220 o /80 o J4 054 o /82 o Potential Failure Mode Wedge/ Plane Wedge Wedge/ Plane/ Circular Wedge/ Toppling Toppling Toppling Mitigation measure Completed Rock bolt Rock dowel Shotcrete HD Proposing Completed Rock bolt Rock dowel Shotcrete HD Completed Rock bolt Rock dowel Shotcrete HD On-going Rock bolt Rock dowel Shotcrete HD Completed Rock bolt Rock dowel Shotcrete HD Table 1: Summary of rock slope condition * HD- Rock horizontal drain
21 ZONE E ZONE D ZONE A ZONE C ZONE B1 ZONE B2
22 Question and Answer
23 Thank You!
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