Geotechnical design guide for Malaysian slopes.
Typical design parameters, factor of safety targets, and code-referenced design checks for every slope stabilization system used in Malaysian construction. Soil nailing, MSE wall, Reinforced Earth, rock bolting, ground anchors, tieback walls, gabion, crib wall, rubble pitching, sheet pile, RC cantilever, reinforced soil slope, horizontal drains. Each system covered with design philosophy, key input parameters, design checks, typical parameter ranges, FoS targets, and common pitfalls. Designed to BS 8006, FHWA-NHI-14-007, BS 8081, BS EN 1537, AASHTO LRFD, Eurocode 7, ETAG 027, ACI 506, NCMA, and JKR Slope Engineering Manual specifications. By Infraconcrete - CIDB G7 specialist geotechnical contractor, ISO 9001:2015 certified, 100+ projects delivered.
Jump to a system or topic.
Design philosophy for Malaysian slopes.
Geotechnical design in Malaysia is governed by the JKR Slope Engineering Manual for federal and state-government works, supplemented by British Standards (BS 6031, BS 8002, BS 8004, BS 8006, BS 8081), Eurocode 7 (BS EN 1997), FHWA reference manuals, AASHTO LRFD, and discipline-specific codes (ACI for shotcrete, ETAG for rockfall barriers, NCMA for segmental walls). Local conditions - tropical climate, residual soil profiles, seismic Zone 1 to 2, monsoon rainfall, sensitive ecology - shape every design decision.
Limit State vs Working Load Design
Working Load Design (WLD), a global factor of safety approach, remains the dominant Malaysian practice for slope stability. Single FoS applied to resisting/driving force ratio.
Limit State Design (LSD), partial factors on loads and resistances per Eurocode 7 and AASHTO LRFD. Increasingly required for federal infrastructure.
Modern practice: run both, present the more conservative result. Some authority specifications now mandate LSD checks alongside traditional FoS.
Site Investigation Minimum
- Borehole density: 1 per 25 m of slope length, minimum 3 boreholes
- Borehole depth: at least 1.5 times the slope height below the toe
- SPT, undisturbed sampling, lab testing (UCS, triaxial, direct shear)
- Groundwater monitoring via piezometer for 3-month minimum, ideally through one wet season
- For Class III / IV slopes: instrumented monitoring may be required during and after construction
Factor of Safety targets per JKR / BS / Eurocode 7.
| Loading condition | FoS target (JKR) | BS 6031 / EN 1997 | Notes |
|---|---|---|---|
| Long-term static, permanent slope | 1.4 to 1.5 | 1.4 | 1.5 typical for residential / critical infrastructure |
| Long-term static, temporary cut | 1.2 to 1.3 | 1.2 to 1.3 | Construction stage only |
| Short-term static (during construction) | 1.2 | 1.2 | Undrained analysis where applicable |
| Seismic (rare event in Malaysia, Zone 1-2) | 1.1 to 1.2 | 1.1 | Pseudo-static analysis with horizontal coefficient kh |
| Post-failure (back-analysis) | 1.0 (target) | 1.0 | Confirms failure surface and parameters |
| Class III / IV slope (consequence-driven) | 1.5+ | 1.5+ | JKR hillside categorization, higher consequence-of-failure |
| Ultimate Limit State (Eurocode 7) | N/A (partial factors) | Equivalent FoS 1.4 to 1.5 | Combinations with permanent + variable load factors |
Slope stability analysis methods.
| Method | Slip surface | Equilibrium satisfied | Typical use |
|---|---|---|---|
| Fellenius / Ordinary Method of Slices | Circular | Moment only (vertical slice) | Manual hand calc, conservative, rarely used in practice |
| Bishop's Simplified Method | Circular | Moment + vertical force | Standard Malaysian practice for circular failures. Most software default. |
| Janbu's Simplified Method | Non-circular (any shape) | Force only, no moment | Layered soils, weak interface, planar failures |
| Spencer's Method | Non-circular | Both force and moment | Rigorous; better for complex geometries |
| Morgenstern-Price | Non-circular | Both force and moment, variable inter-slice force function | Most rigorous; required for some federal projects |
| Sarma Method | Non-circular wedges | All equilibrium, with horizontal acceleration | Seismic analysis, rock wedges |
| Finite Element / Finite Difference | Any (continuum) | Strain-based, all equilibrium | Complex geometries, soil-structure interaction, deformation prediction |
Software in common Malaysian use: Slope/W (GeoStudio) for limit equilibrium; RocScience Slide / Slide3 for 2D and 3D limit equilibrium; PLAXIS LE / 2D / 3D for finite element including soil-structure interaction; OASYS Slope for UK-spec workflows; FLAC / FLAC3D for advanced finite difference (rock, mining).
Soil Nailing design.
BS 8006-2FHWA-NHI-14-007Eurocode 7JKR
Design Philosophy
Soil nailing reinforces the existing soil mass. The reinforced block behaves as a coherent gravity wall resisting external instability and as a reinforced soil mass resisting internal failure. Design checks: internal stability (bond, tensile, head bearing), external stability (sliding, overturning, bearing, global), face stability (flexural, punching).
Typical input parameters
- Soil shear strength (c, phi) from triaxial / direct shear / SPT correlations
- Slope geometry: height H, face angle, geometry of cut
- Surcharge loads: traffic, structures, water
- Groundwater: design water table position
- Seismic coefficient kh (Malaysia: 0.05 to 0.10g typical)
Typical Design Parameters (indicative, residual soil)
| Bar diameter | Y20 to Y32 high-yield (Grade 460 / 500) |
| Hole diameter | 100 to 150 mm |
| Nail length L | 0.7H to 1.0H (min 6 m, max 15 m typical) |
| Spacing (H x V) | 1.5 to 2.5 m centres |
| Inclination | 10 to 15 degrees below horizontal |
| Grout strength | Min 30 N/mm2 at 28 days |
| Grout-to-ground bond (residual soil) | 50 to 200 kPa (verified by pull-out test) |
| Facing | Shotcrete 75 to 150 mm + welded mesh, or vegetated mat |
| FoS target (long-term) | 1.4 to 1.5 (JKR) |
Design Verification
Pull-out test on 1 to 2 percent of installed nails, loaded to 1.5x design working load, hold 60 minutes, less than 5 percent creep. Bond results back to consultant for design assumption verification before production nails proceed.
MSE Wall design.
BS 8006AASHTO LRFDFHWA-NHI-10-024JKR
Design Philosophy
MSE walls are gravity structures where engineered fill reinforced with horizontal tendons (geogrid, geostrap, or steel strip) acts as a coherent block. Design checks split into internal stability (tensile rupture of reinforcement, pull-out resistance, connection strength) and external stability (sliding, overturning, bearing, global stability of the soil-structure system).
Reinforcement Length
- Minimum reinforcement length: 0.7H per BS 8006 / FHWA-NHI-10-024
- Minimum absolute length: 2.4 m
- Seismic loading: 0.8H or longer
- Heavy surcharge: extended length per design
Typical Design Parameters
| Wall height H | 3 to 25+ m (most economical above 5 m) |
| Reinforcement length | 0.7H minimum, 0.8H seismic |
| Vertical reinforcement spacing | 0.4 to 0.8 m |
| Backfill compaction | 95 to 98 percent modified Proctor |
| Backfill plasticity index | Less than 6 (BS 8006 cohesive fines limit) |
| Backfill internal angle phi | Min 30 degrees (typical 32 to 36 degrees for engineered granular) |
| FoS sliding | Min 1.5 (BS 8006); 1.0 LSD (Eurocode 7) |
| FoS overturning (eccentricity) | e less than B/6 (typical) or B/4 (strict) |
| FoS bearing | Min 2.0 to 3.0 depending on code |
| FoS global stability | Min 1.4 to 1.5 |
Reinforced Earth (RE) Wall design.
BS 8006AASHTO LRFDFHWA-NHI-10-024ASTM A572 / A123JKR
Design Philosophy
Same external stability checks as MSE wall. Internal stability uses friction-based pull-out for high-adherence (HA) ribbed steel strips. Critical added consideration: steel durability over design life (typically 75 to 120 years). Section loss allowance per FHWA / AASHTO based on backfill aggressiveness.
Backfill Aggressiveness Limits (FHWA)
- Resistivity: greater than 3000 Ohm-cm
- pH: 5 to 10
- Chlorides: less than 100 ppm
- Sulphates: less than 200 ppm
- Organic content: less than 1 percent
Typical Design Parameters
| Strip dimensions | 50 to 60 mm wide x 4 to 6 mm thick HA ribbed |
| Strip vertical spacing | 0.75 m |
| Strip horizontal spacing | 0.75 to 1.5 m |
| Strip length | 0.7H typical (verified by pull-out check) |
| Galvanizing | Hot-dip zinc per ASTM A123, 86 microns minimum |
| Section loss allowance | 15 microns per side per year (residual soil) |
| Panel size | 1.5 x 1.5 m typical, 140 to 180 mm thick, cruciform/hexagonal |
| Concrete strength (panel) | Min 35 N/mm2 at 28 days |
| Lateral wall deformation | Less than 1 percent of height (typical) |
Modular Block (SRW) design.
NCMA SRW ManualBS 8006JKR
Design Philosophy
For gravity walls (less than 3 m), block weight + interlock resists earth pressure. For taller walls, geogrid reinforcement extending into backfill creates a modular MSE variant. Design checks: external stability (sliding, overturning, bearing), internal stability of geogrid layers, and block-to-geogrid connection strength (often the limiting factor at the facing).
Block Selection
- Specify NCMA-compliant blocks for assured performance
- Connection type: pin, lip-and-lock, or friction (gravity walls only)
- Compressive strength: min 28 MPa per ASTM C90
- Freeze-thaw not a concern in Malaysia, but absorption limits apply
Typical Design Parameters
| Wall height (gravity) | 1 to 3 m |
| Wall height (with geogrid) | 5 to 15 m, occasionally 20 m |
| Geogrid spacing | Every 2 to 3 courses (0.4 to 0.6 m vertical) |
| Geogrid length | 0.7H minimum (per BS 8006) |
| Backfill compaction (within 1 m of face) | Light hand-compaction only (avoid block displacement) |
| Backfill compaction (rest) | 95 percent modified Proctor |
| Drainage | Granular drainage layer + chimney drain at back; weep holes at toe |
| FoS (overall) | Min 1.4 to 1.5 per BS 8006 |
Crib Wall design.
BS 8002AS 4678JKR
Design Philosophy
Gravity wall - combined weight of crib structure plus granular fill resists earth pressure. Design checks: external stability (sliding, overturning, bearing, global), member capacity (timber decay or concrete strength over design life), and global stability through the foundation.
Material Considerations
- Timber: hardwood Class 1 or 2 durability per MS 360 / AS 1604; pressure-treated
- Concrete: min 30 N/mm2 strength, reinforced for tensile duty
- Cell fill: free-draining granular (typical D50 = 25 to 75 mm)
- Toe foundation: concrete sill or piled footing depending on bearing
Typical Design Parameters
| Wall height | 2 to 8 m (taller with engineered design) |
| Base width to height ratio | 0.5 to 0.8 |
| Cell fill internal phi | Min 35 degrees (granular) |
| Member spacing (timber) | 0.5 to 1.0 m |
| FoS sliding | Min 1.5 |
| FoS overturning | Min 2.0 |
| FoS bearing | Min 2.5 to 3.0 |
| Design life (timber) | 15 to 30 years (Malaysian climate) |
| Design life (concrete) | 50+ years |
Gabion Wall design.
BS EN 10223-3EAD 200019BS 8002ASTM A975JKR
Design Philosophy
Pure gravity wall to 6 m, stepped or battered for taller walls, with optional reinforced soil backfill (geogrid) for 10 to 20 m heights. Design checks: external stability (sliding, overturning, bearing, global), internal stability of basket lacing under pressure, and scour protection at toe for riverine applications.
Wire Spec by Application
- Galvanized: standard slope retaining, dry conditions
- Galfan (Zn-Al alloy): elevated durability, mildly aggressive
- PVC-coated: riverine, coastal, saline, chemical exposure
Typical Design Parameters
| Wall height (gravity) | 1 to 6 m |
| Wall height (stepped) | up to 8 to 10 m |
| Wall height (with geogrid) | up to 15 to 20 m |
| Base width to height ratio | 0.5 to 0.7 (gravity), reduced with geogrid |
| Stone size (face) | D50 = 100 to 200 mm angular, hand-placed |
| Stone size (interior) | D50 = 100 to 250 mm |
| Stone density | Min 2.5 t/m3 dry |
| Wire mesh aperture | 80 x 100 mm typical (hexagonal woven) |
| Wire diameter | 2.7 to 3.0 mm (galvanized core), plus PVC if coated |
| FoS sliding | Min 1.5 |
| FoS overturning | Min 2.0 |
| Toe scour depth (riverine) | 1.5x to 2x design flood depth |
RC Cantilever Wall design.
BS 8002BS 8004BS EN 1997 (Eurocode 7)BS EN 1992 (Eurocode 2)JKR
Design Philosophy
Rigid wall - external stability (sliding, overturning, bearing, global) plus structural design of concrete stem and footing per Eurocode 2 / BS 8110. Drainage critical: clogged weep holes lead to hydrostatic pressure that can overstress the wall stem. Counterfort or buttressed variants for taller walls.
Loading
- Active or at-rest earth pressure (depends on wall flexibility allowance)
- Surcharge: traffic (typically 10 kPa), structures, embankment loads
- Hydrostatic if drainage fails (assume drainage works under permanent design)
- Seismic: pseudo-static with kh = 0.05 to 0.10g for Malaysia
Typical Design Parameters
| Wall height (cantilever) | 1 to 8 m |
| Wall height (counterfort) | 8 to 15 m |
| Stem thickness (top) | 200 to 300 mm |
| Stem thickness (base) | H/12 to H/10 typical |
| Footing width | 0.5H to 0.7H (verify by sliding/bearing checks) |
| Footing thickness | H/12 to H/10 |
| Concrete grade | 25 to 35 N/mm2 |
| Rebar grade | 460 / 500 high-yield deformed |
| Cover to rebar | 50 mm (against soil), 40 mm (exposed face) |
| FoS sliding | Min 1.5 |
| FoS overturning | Min 2.0 |
| FoS bearing | Min 2.5 to 3.0 |
| Weep hole spacing | 1 to 3 m horizontal, 1 to 2 m vertical |
Sheet Pile Wall design.
BS EN 12063BS EN 10248Eurocode 7JKR
Design Philosophy
Cantilever sheet pile up to 4 to 6 m retained height. Anchored sheet pile or strutted excavation for greater depths. Design checks: bending moment in pile, embedment depth (passive earth pressure resistance), and vibration impact on adjacent structures during driving.
Pile Profile Selection
- Z-profile (e.g. AZ): high section modulus, common for permanent walls
- U-profile: traditional, easier handling, lower section modulus
- Combined wall: tubular piles + sheet pile infill for very deep retention
- Cold-formed (CSP) sheet: lighter sections, lower capacity
Typical Design Parameters
| Cantilever retained height | 3 to 6 m (soil-dependent) |
| With one tieback level | 6 to 12 m |
| With two tieback levels | 12 to 20 m |
| Embedment depth | 0.5H to 1.5H below excavation level |
| Section: AZ 14 to AZ 50 typical (BS EN 10248-1) | Section modulus 1500 to 5000 cm3/m |
| Steel grade | S270GP, S320GP, S355GP, S430GP |
| Vibration limit (BS 7385) | Less than 5 mm/s peak particle velocity at sensitive structures |
| Lateral wall deflection | Less than 0.5 percent retained height (typical for adjacent buildings) |
| FoS overturning (cantilever) | Min 1.5 (gross pressure method) |
Tieback Wall / Ground Anchor design.
BS 8081BS EN 1537FHWA-IF-99-015PTI RecommendationsJKR
Design Philosophy
Wall face structure (sheet pile, soldier pile + lagging, RC, or shotcrete face) combined with ground anchors that transfer load to competent strata behind the wall. Three-zone design: free length (no bond), bond length (grouted into competent ground), and stressing length (between anchor head and bond zone start). Critical: locate bond zone behind any potential failure surface.
Anchor Acceptance Test (BS 8081)
- Load to 1.5 times working load, hold 60 minutes
- Allowable creep: less than 5 percent over 60 minutes
- Lock-off at design working load + losses allowance
- Periodic lift-off testing during defect liability to verify prestress retention
Typical Design Parameters
| Working load | 200 to 1500 kN (multi-strand typical) |
| Strand: 15.7 mm 7-wire prestressing strand | 3 to 8 strands per anchor |
| Strand grade | Y1860 (BS EN 10138-3), 1860 N/mm2 ultimate |
| Inclination | 15 to 30 degrees below horizontal |
| Free length | 5 to 15 m (extends past potential failure surface) |
| Bond length | 5 to 15 m (in competent ground - rock, dense gravel, stiff clay) |
| Bond stress (rock) | 500 to 1500 kPa (UCS dependent) |
| Bond stress (granular soil) | 100 to 300 kPa |
| Bond stress (cohesive soil) | 50 to 200 kPa |
| Hole diameter | 100 to 200 mm |
| Grout strength | Min 30 N/mm2 at 28 days |
| Lateral wall deformation | Less than 0.1 to 0.5 percent of height |
| Acceptance test FoS | 1.5 (BS 8081) |
Reinforced Soil Slope (RSS) design.
BS 8006-1FHWA-NHI-10-024JKR
Design Philosophy
Geogrid-reinforced fill slope at angles steeper than natural angle of repose (typically 45 to 70 degrees). Design checks: internal stability (geogrid tensile capacity at each layer, pull-out resistance), compound stability (failure surface partly through reinforced zone), global stability (failure surface through unreinforced foundation).
Common Geogrid Types
- PET (polyester): high creep performance, moderate UV durability (covered)
- HDPE: long creep performance, good chemical durability
- PP (polypropylene): low cost, moderate creep, biaxial common
Typical Design Parameters
| Slope angle | 45 to 70 degrees |
| Slope height H | 3 to 25 m |
| Geogrid vertical spacing | 0.5 to 1.0 m |
| Geogrid length | 0.7H to 1.0H (slope angle dependent) |
| Geogrid tensile strength | 20 to 200 kN/m (selection per design) |
| Reduction factors | RFcr (creep) 1.4 to 2.5, RFid (installation damage) 1.05 to 1.25, RFd (durability) 1.0 to 1.3 |
| Backfill compaction | 95 percent modified Proctor |
| Face protection | Erosion mat + hydroseeding (vegetated face) |
| FoS internal | Min 1.5 (long-term) |
| FoS global | Min 1.4 to 1.5 |
Rock Bolt design.
BS 8081BS EN 1537AASHTOJKR
Design Philosophy
Active rock-mass reinforcement: tensioned bolts pin loose blocks to competent rock behind them, transferring load via bond zone in fresh rock. Design starts with kinematic analysis (joint orientation vs cut face) to identify wedges, planes, and toppling failure modes, followed by limit equilibrium analysis with bolt force as known restraint.
Failure Mode by Joint Orientation
- Plane: dip direction within +/- 20 deg of cut face
- Wedge: two intersecting joints daylight on cut face
- Toppling: steep joints dipping into the slope
- Circular: highly fractured / weathered rock mass
Typical Design Parameters
| Bolt diameter | 22 to 32 mm (Grade 1080+ steel typical) |
| Bolt length | 3 to 12 m (extends past failure surface + bond zone) |
| Hole diameter | 38 to 76 mm |
| Spacing | 1 to 3 m centres (block pattern) |
| Grout: cement (slow set) or resin (fast set) | Cement min 30 N/mm2, resin per manufacturer |
| Bond stress (fresh rock UCS > 50 MPa) | 1000 to 3000 kPa |
| Bond stress (weathered rock) | 500 to 1500 kPa |
| Pre-tension (for tensioned anchors) | 50 to 80 percent of yield |
| Acceptance test load | 1.25 to 1.5x design working load |
| FoS rock bolt design | 2.0 to 3.0 (BS 8081) |
Rockfall Barrier design.
ETAG 027EAD 340059JKR
Design Philosophy
Energy-rated barrier intercepts falling rock and dissipates kinetic energy via post deformation, ring net stretch, and brake elements. Energy class selected from rockfall analysis (RocFall, CRSP, similar tools) using rock block size, slope geometry, restitution coefficients, and trajectory analysis at design return period.
Energy Classes (ETAG 027)
- Class 0: 100 kJ - minor rockfall risk
- Class 1: 250 kJ
- Class 2: 500 kJ
- Class 3: 1000 kJ
- Class 4: 1500 kJ
- Class 5: 2000 kJ
- Class 6: 3000 kJ
- Class 7: 4500 to 5000 kJ - extreme rockfall
Typical Design Parameters
| Energy capacity | 100 kJ to 5000 kJ (ETAG 027 type tested) |
| Barrier height | 2 to 7 m typical |
| Post spacing | 8 to 12 m |
| Foundation type | Concrete footing or rock anchors (capacity verified) |
| Maximum elongation under impact | 5 to 8 m horizontal (allow space behind barrier) |
| Service energy (residual) | 50 percent of MEL (Maximum Energy Level) |
| Design rockfall block size | Based on joint spacing analysis (typical D90 from rock survey) |
| Design return period | 50 to 100 years |
Horizontal Drain design.
BS 6031JKR
Design Philosophy
Drilled drains penetrate the slope at slight upward angle to lower the groundwater table by gravity. Effect on slope stability is via reduced pore water pressure, increasing effective stress and shear resistance. Often the single most cost-effective measure when groundwater is the failure driver.
Hydrogeology Inputs
- Phreatic surface from piezometer monitoring (3-month minimum)
- Hydraulic conductivity from pumping or slug tests
- Recharge rates (rainfall, surface water sources)
- Seasonal fluctuation amplitude
Typical Design Parameters
| Drain length | 30 to 100 m (max 150 m) |
| Drain diameter | 50 to 100 mm |
| Upward angle | 1 to 5 degrees above horizontal |
| Casing | Slotted PVC or HDPE, geotextile sock for filtration |
| Slot pattern | 2 mm slots on 4 sides, 60 to 80 percent open area |
| Spacing (horizontal) | 3 to 10 m |
| Spacing (vertical, multi-row) | 5 to 15 m |
| Discharge rate (initial) | 5 to 100 L/min per drain typical |
| Long-term retention check | 50 percent of initial discharge after 1 year is acceptable |
Guniting / Shotcrete design.
ACI 506BS EN 14487JKR
Design Philosophy
Structural skin reinforced with welded mesh or steel fibers. Resists flexural failure between soil nail heads (in soil-nailed walls) or rock bolt heads (in rock face protection). Punching capacity at nail/bolt heads governs facing thickness.
Mix Selection
- Wet-mix: better quality control, suited for high-spec / federal works
- Dry-mix: site flexibility, lower equipment requirement, suited for variable conditions
- Accelerator: only where set time critical (overhead, water-bearing, fast layering)
Typical Design Parameters
| Specified strength | 25 to 30 N/mm2 at 28 days (cube) |
| Layer thickness (slope skin) | 75 to 150 mm total (50 to 75 mm per pass) |
| Layer thickness (tunnel primary) | 100 to 250 mm |
| Mesh: BRC A6, A8, or welded fabric | 5 to 8 mm bar diameter |
| Mesh cover | 50 to 75 mm to face |
| Steel fiber dose (alternative to mesh) | 30 to 60 kg/m3 |
| Bond strength to substrate | Min 0.5 MPa (pull-off test, EN 1542) |
| Thickness tolerance | +/- 25 mm of design |
| Curing | Wet curing 7 days minimum, or curing membrane |
Design standards by system.
| System | Primary design codes |
|---|---|
| Soil Nailing | BS 8006-2, FHWA-NHI-14-007, BS EN 1997 (Eurocode 7), JKR Slope Engineering Manual |
| MSE Wall | BS 8006-1, AASHTO LRFD, FHWA-NHI-10-024, BS EN 14475, ASTM D6638, JKR |
| Reinforced Earth (RE) Wall | BS 8006, AASHTO LRFD, FHWA-NHI-10-024, ASTM A572 / A123, JKR |
| Modular Block (SRW) | NCMA SRW Design Manual, ICPI, BS 8006, ASTM C90, JKR |
| Crib Wall | BS 8002, AS 4678, JKR, MS 360 (timber) |
| Gabion Wall | BS EN 10223-3, BS EN 10218-2, BS 8002, EAD 200019-00-0102, ASTM A975, JKR |
| Rubble Pitching | JKR/SPJ Section 6, BS 6031, BS 8002 |
| RC Cantilever Wall | BS 8002, BS 8004, BS EN 1997 (Eurocode 7), BS EN 1992 (Eurocode 2), JKR |
| Sheet Pile Wall | BS EN 12063, BS EN 10248, BS EN 1997, JKR |
| Tieback / Ground Anchor | BS 8081, BS EN 1537, FHWA-IF-99-015, PTI Recommendations, JKR |
| Reinforced Soil Slope (RSS) | BS 8006-1, FHWA-NHI-10-024, JKR |
| Guniting / Shotcrete | ACI 506, BS EN 14487, EN 1542 (bond), JKR |
| Rock Bolt | BS 8081, BS EN 1537, AASHTO, JKR |
| Rockfall Barrier | ETAG 027, EAD 340059, JKR |
| Horizontal Drain | BS 6031, JKR |
| Slope Stability Analysis | BS 6031, BS EN 1997 (Eurocode 7), JKR Slope Engineering Manual |
Design questions engineers commonly ask.
What factor of safety should I design for on a permanent slope in Malaysia? +
What's the typical soil nail length and spacing for a 10 m cut slope? +
What's the typical reinforcement length for an MSE wall? +
What design code do I use for ground anchors in Malaysia? +
Which slope stability analysis method should I use? +
When do I need a tieback wall instead of a cantilever sheet pile? +
What backfill material should I specify for an MSE wall? +
What seismic coefficient should I use for slope design in Malaysia? +
How do I design for groundwater on a slope where I don't have piezometer data? +
How do you check if a slope stabilization system has been designed correctly? +
Need design or design-build support on a slope?
Send the geometry, soil report (or describe the ground), and the constraint - live traffic, tight site, schedule, anything. Same-day response from the engineering team. We design in-house under design-build, or as the specialist contractor under your appointed consulting engineer.