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Transcript of Flip Nepal Final Report
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
I
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Table of Contents 1. GEOLOGICAL INVESTIGATION ....................................................................................................................... 1
1.1. Introduction ................................................................................................................................................................................ 1
1.2. Location and Description of Area ................................................................................................................................... 1
1.3. Objectives .................................................................................................................................................................................... 1
1.4. Regional Geology of the Project Area .......................................................................................................................... 2
1.5. Surface Geology ....................................................................................................................................................................... 4
1.6. Slope Stability ............................................................................................................................................................................ 4
1.7. Recommended Drilling ......................................................................................................................................................... 6
1.8. Recommendation ..................................................................................................................................................................... 6
2. GEO-TECHNICAL INVESTIGATION................................................................................................................. 9
2.1 Soil Investigation of the Proposed Area ...................................................................................................................... 9
2.2 Planning of works .................................................................................................................................................................... 9
2.3 Geo-technical Exploration ................................................................................................................................................... 9
2.3.1 Boring............................................................................................................................................................................. 10
2.3.2 Sampling ....................................................................................................................................................................... 11
2.3.3 Field Test ....................................................................................................................................................................... 11
2.4 Generalize Borehole-Log (Subsurface) findings ..................................................................................................... 15
2.5 Analysis of Allowable Bearing Pressure ...................................................................................................................... 16
2.5.1 Correlation between SPT and DCPT ............................................................................................................... 16
2.5.2 SPT correction ............................................................................................................................................................ 16
2.5.3 Allowable Bearing Pressure based on Ultimate Bearing Capacity................................................... 18
2.5.4 Allowable Bearing Pressure based on Tolerable Settlement .............................................................. 19
2.5.5 Pile Foundation ......................................................................................................................................................... 20
2.5.6 Estimation of Bearing Capacity (Rock/Boulder) ........................................................................................ 21
2.5.7 Analysis of Foundations ........................................................................................................................................ 24
2.6 Conclusion and Recommendation ................................................................................................................................ 34
2.7 References and Standards ................................................................................................................................................. 37
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 1
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
1. GEOLOGICAL INVESTIGATION
1.1. Introduction
M/S FLIP NEPAL RESORTS PTE LTD is proposed to construct the Hotel Building in between
Naudanda and Sarankot of Kaski District, Nepal. Material Test (P) Ltd. was entrusted to carry out
the Detail Geo-Technical Investigation of proposed building site at under contract made by FLIP
NEPAL.
A team headed by Senior Geologist (Dr. P. D. Ullak), including Senior Engineer (Madhukar
Karki), Geo-technical Engineer (Kishor Paudel) and contractors representative Er. Raj Thapa
visited site on July 26, of 2014.
The report is about visual observation and general geological condition of the sites, detail drilling
and laboratory tests.
1.2. Location and Description of Area
The proposed project site is located in north-west of Pokhara, Kaski District, Gandaki Zone. The
area can be accessed by black topped road about 20 km north from Pokhara along Pokhara-
Baglung Road. The proposed area is about 3 km away from Naudanda village along Sarangkot
road.
1.3. Objectives
The following scopes of works were covered under this study:
Preliminary observation of soil condition
Slope stability analysis of the proposed construction area
Exploration of the sub-surface conditions at various locations of proposed foundation sites
and conduct requisite in-situ tests.
Limited laboratory testing of representative samples obtained during the field investigation
to evaluate relevant engineering parameters of the subsurface soils.
Engineering analyses.
The scope of this investigation report includes:
Geological Assessment
Drill logs
Assessment of bearing capacity
Recommendations of foundation type and depth
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
1.4. Regional Geology of the Project Area
The project area lies in the Lesser Himalayan rocks; structurally this zone is located in 20 km south
of the Main Central Thrust (MCT) zone. The lithostratigraphy of the Lesser Himalaya is presented
in Figure 1 and Table 1. Geologically, the proposed construction area (Sarangkot) is covered with
phyllite and quartzite. The effect of the MCT is considered as minimum, although the area has
active MCT zone. The active MCT zone passes through Taprang village along the Madi River.
Table 1: Lithostratigraphy of Western Nepal Himalaya (DMG, 1987)
Group Formation Lithology Age
SIWALIKS
MAIN BOUNDARY THRUST (MBT)
Midland
Lakharpata Limestone, limestone, shale
Upper Pre-
Cambrian -Late Paleozoic
Syangja Quartzite, limestone, shale
Sangram Shale, limestone and quartzite
Galyang Slate, limestone
Ghanpokhara Slate, limestone, quartzite
Seti* Gritty phyllite, phyllite, quartzite
Ulleri Augen gneiss
MAIN CENTRAL THRUST (MCT)
HIGHER HIMALAYA
Table 2: Lithostratigraphy of Central-Eastern Nepal Himalaya (DMG, 1987)
Lithological
Units
Thickness (m) Lithological characters Age
Siwalik Group 6,000 Mudstone, sandstone and
conglomerate
Neogene
--------------------Main Boundary Thrust (MBT)--------------------
Suri Dobhan Augen gneiss*
>200 Augen gneisses, schist and quartzite
Pre-
Cambrian-
Lower Paleozoic
Laduk Phyllite* 1,000-2,000 Phyllite, chlorite-schist and
sandy-phyllite
Chagu-Chilangka
Gneiss
400-700 Tourmaline bearing augen
gneiss
Khare Phyllite 2,500 Schist, quartzite, slates and
limestone
--------------------Main Central Thrust (MCT)-----------------
Lesser Himalaya
The Lesser Himalaya consists of low-grade metamorphic rocks like quartzite, slate and phyllite.
Based on the lithological characters the rocks of the Lesser Himalaya is subdivided into the
Lakharpata, Syangja, Sangram, Galyang, Ghanpokhara, Seti, Ulleri formations in ascending order.
Lakharpata Formation
The Lakharpata Formation is composed of thick bedded, fine-grained, grey to bluish grey dolomite
and limestone. Estimated thickness of this bed is around 3000m.
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Syangja Formation
This lithounit often begins with a coarse quartzite bed several tens of meters thick. It is mainly
composed of quartzite, slate. The total thickness is 1,000 m.
Sangram Formation
The unit is represented by thick bedded limestone and quartzite. Thickness of the unit is more than
1,000 m.
Figure 1: Regional Geological Map
Galyang Formation
This lithounit characterized by presence of calcareous slate and limestone as well as slate, slate.
The total thickness is 1,000 m.
Ghanpokhara Formation
This lithounit characterized by presence of slate and limestone as well as quartzite. The total
thickness is 800 m.
Seti Formation
The Seti Formation is represented by presence of grey to milky white quartzite intercalated with
phyllite and schist. The total thickness is 3,000 m.
Project Area
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Ulleri Formation
This lithounit characterized by presence of augen gneiss and schist only and attain thickness about
800 m.
The existing geology of proposed hotel building area belongs to the rocks of the Seti formation,
Lesser Himalaya. The area is covered by phyllite, slate and quartzite (Seti formation). However,
underneath part of the rock is topped by residual soil with alluvial and colluvial deposits.
1.5. Surface Geology
The existing site area is mostly covered by residual soil and colluvial deposits. Thickness of
residual soil ranges from 1 m to 3 m, whereas colluvial deposits ranges from 1 m to 4 m depths.
Bedrocks are observed along newly constructed road alignment nearby proposed hotel entrance.
Rocks are visible at around 10% surface of proposed hotel areas. Exposed rocks are of fresh to
slightly weathered, phyllite and quartzite.
Along the road section from Naudanda to Sarangkot, bedrocks of phyllite and quartzite are exposed
on the hill slope. Proportion of the phyllite is greater than quartzite. On the surface, the rocks are
slightly weathered. Thickness of the phyllite is around 10 cm to 15 cm.
1.6. Slope Stability
The slope stability condition is fair to good (Table 2 and Figure 2). Generally the natural hill slope
is oriented southwest direction with low angle dipping (10-20). The foliation plane is oriented
northeast. So, the stability condition is good due to opposite slope of the hill slope and foliation
plane. The dip of the hill slope is very low (10-20), low height cut slope, covered by forest, with
stepping topography on hill slope. The joints also oriented in opposite to the hill slope and long
spacing can be seen in the exposed rocks.
Slope nearby Entrance Area
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Slope nearby Hotel Block B
Slope nearby Sherpa Block
Slope nearby Naudanda-Sarangkot road
The slope of the hill on the back side (North-east) of the project area has steep in nature, the
dipping of the hill slope and foliation plane is nearly oriented at same direction, so there is little
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
possibility of the plane failure, whereas sufficient setback (more than 10 m) from north end
prevents proposed area from probable damage by slope failure.
The staff dormitory area is geologically safe as slope is gentle and required cutting height is not
much.
Table 2: Slope stability condition
Location HS/F F/J1 F/J2 F/J3 J1/J2 J2/J3 J3/J1
Starting point of entrance Stable Stable Unstable Stable Stable Stable Stable
Just below the Hotel Block B Stable Stable Stable Stable
Just below the Sherpa Block Stable Stable Unstable Stable Stable Stable Stable
Along the road section
Naudanda and Sarangkot
Stable Stable Stable Stable Stable Stable Stable
1.7. Recommended Drilling
Altogether 9 nos. of borehole are plausible for the drilling to identify the subsurface condition of
the area. (Refer Table 3). One borehole location, D1 is shifted by 4 m west from the previously
proposed location of Block B, as rock bed is undulating and exposure has been noticed about 50 m
west only.
D2 is newly proposed, whereas D5 and D6, at Sherpa Block is recommended as rock exposure is
rear nearby this block and topographically it is slightly elevated. Other drilling points are same as
proposed by the client.
Table 3: Depth of proposed drilling holes
Drill hole Location Proposed Depth
D1 Hotel Block B (Shift 4 m to west) 10 ~ 15 m
D2 Hotel Block B (Add new hole) 10 ~ 15 m
D3 Hotel Block A 10 ~ 15 m
D4 Hotel Block A 10 ~ 15 m
D5 Sherpa Block (add new hole) 8 ~ 10 m
D6 Sherpa Block (add new hole) 8 ~ 10 m
D7 Just below the Hotel Block B 8 ~ 10 m
D8 Staff Dormitory 10 ~ 15 m
D9 Staff Dormitory 10 ~ 15 m
Total 84 ~ 120 m
Drilling should stop, either after drilling up to a proposed depth or 5 ~6 m after encounter of
rock deposit
1.8. Recommendation
The project area is located in rocks of Seti formation, Lesser Himalaya. The Seti
Formation is composed of thick bedded phyllite and quartzite.
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
8~9 holes are sufficient to verify the stability and to asses the bearing capacity of soil
strata.
The slope stability condition is good on hill slope so there is no possibility to occur the
slide and any other major/minor failures. However, it is recommended to construct the
wall on the hill slope along the cutting slope of road and building with sufficient weep
holes with well managed drains.
On the basis of site geology, existing topography, folliation planes, bedding of rocks,
slope os hills, the proposed building (Hotel) construction area is observed as stable and
sound.
It is highly recommended to design building foundation, so that base of footing can rest of
bed rocks.
Figure 2: Proposed Location of Drill hole
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PHOTOGRAPHS OF SOIL/ROCK EXPOSURE
Plate 1: Bedrock Phyllite
exposed at entrance area
Plate 2: Drilling location at
Dormitory area, gentle hill
slope
Plate 3: Way to Hotel area
Plate 4: Gentle slope with
residual soil
Plate 5: Bedrocks just below
the Hotel Block B
Plate 6: Gentle slope area
Plate 7: Hotel Block B and A
area on ridge area
Plate 8: Hotel Block A area
on ridge area
Plate 9: Just below the
Sherpa block area requires
the wall
Plate 10: Back side of the
area
Plate 11: Sherpa Block area
elevated area
Plate 12: Top area of the
proposed hotel area
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
2. GEO-TECHNICAL INVESTIGATION
2.1 Soil Investigation of the Proposed Area
This section presents the result of soil investigation for the design of a Foundation of FLIP NEPAL
RESORT building at Sarankot, Kaski, Nepal. The investigation characterizes the subsurface
conditions and develops the necessary requirement for the proposed safe bearing capacity of the
foundation.
The soil investigation work was carried out on August-September of 2014. The total quantity of
soil investigation included eight boreholes, each of ranging from 10 m 15 m depth as per
understanding and requirement. Standard Penetration Tests (SPT) and Dynamic Cone Penetration
Tests (DCPT) were conducted at 1.0 to 1.5m depth intervals or as per convenience to furnish the
compactness of the soil strata at field.
2.2 Planning of works
Work schedule, location of these boreholes and other project specific issues were identified on
mutual understanding between drilling consultant and client engineer during a desk study, which
was carried out immediately after finalization of agreement in-between. Immediately after initial
site visit by experts, drilling team had revised methodology depending upon the changes on
environment, geological and local conditions.
Table 4 Proposed Laboratory investigation of Soil
SPT samples
(as per change in strata)
U/D samples
(at least 1 in each hole if
cohesive strata)
Rock / Boulder
(at least 1 in each hole)
Natural Moisture test Specific Gravity test
Liquid limit / Plastic Limit test
Grain Size Distribution test Unit weight
Direct shear test
Natural Moisture test Specific Gravity test
Liquid limit / Plastic Limit test
Grain Size Distribution test Unit weight/ Bulk density
Uni-confined compression test
Consolidation test
Unit weight Point load Test
Uni-axial Compression Test
2.3 Geo-technical Exploration
Geological condition/stratum at the test site is important aspect to determine the depth, size and
types of foundation. Drilling can define the characteristic and strength of soil and rock in both
unstable and stable zones. Dynamic Cone Penetration Tests were carried out in different depths can
give appropriateness of the densification of the soil strata. Ground water table, cavities and changes
in strata are major aspect of drilling.
As drilling location lies on alluvial deposit followed by rocky strata within proposed drilling depth,
drilling team have been mobilized with rotary drilling rig. Safety mechanisms were developed for
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
technical team and workers.
2.3.1 Boring
Boring works were carried out using Rotary Drilling Rig. Whole investigation works were
conducted as per IS 1892: 1979 Code of practice for subsurface investigations for foundations
(First revision) 1979 Soil and foundation engineering
Figure 3: SPT test @ proposed hole D9
Figure 4: Soil Sample abstracted on Split Spooner at hole D9
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Groundwater was monitored on drilled holes 24 hours after completion of drilling works.
2.3.2 Sampling
The samples were obtained as per IS 8763: 1978 Guide for undisturbed sampling of sands and
sandy soils 1978 Soil and foundation engineering
Figure 5: Preparation for Sounding Test (SPT) at borehole D8
2.3.3 Field Test
Figure 6: Highly weathered phyllitic rock sample on split spooner after SPT test
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
SPT Test/DCPT
The number of blows required to drive the split-spoon/cone was recorded at every 150 mm of
penetration till the total penetration was 450 mm. The number of blows recorded for the last two
successive 150 mm penetration are added and expressed as SPT/DCPT N-value.
Figure 7: Preparation for SPT test on D7
Figure 8: Drilling in progress with SPT arrangement at D1
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Figure 9: Drilling in progress with SPT arrangement at D2
DCPT
In-situ penetration tests have been widely used in geotechnical and foundation engineering for site
investigation in support of analysis and design. The dynamic cone penetration test (DCPT) is
typical in-situ penetration tests. The dynamic cone penetration test shows features of both the CPT
and the SPT. The Dynamic Cone Penetration (DCPT) is similar to the SPT in test.
Figure 10: Drilling in progress with SPT arrangement at D3
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Figure 11: Drilling in progress with SPT arrangement at D4
It is performed by dropping a hammer from a certain fall height and measuring a penetration depth
per blow for each tested depth. Therefore, it is quite similar to the procedure of obtaining the blow
count N using the soil sampler in the SPT. In the DCPT, however, a cone is used to obtain the
penetration depth instead of using the split spoon soil sampler. In this respect, there is some
resemblance with the DCPT in the fact that both tests create a cavity during penetration and
generate a cavity expansion resistance.
The shape of the dynamic cone is similar to that of the penetrometer used in the CPT. Cone having
standard apex angle of 60 at its lower end was driven into the ground at the base of the borehole
by means of a 63.5 kg hammer falling from a height of 760 mm. (DCPT) were carried out in the
borehole at 1.5m depth intervals.
DCPT tests were conducted on hard strata and sometime soft strata containing gravelly to boulder
mix soil at similar interval like SPT. Only disturbed samples were abstracted from strata where
DCPT conducted.
There has not been direct correlation between DCPT and shear strength. The correlation
between SPT and DCPT is yet to be proven. DCPT values start increasing and deviating from
the SPT values (due to skin friction). It is difficult to figure out what are the condition that
the DCPT and SPT are comparable and when are not. However, until we have SPT values of
adjacent layer, DCPT blow count were used as a qualitative tool, not quantitative.
The nature of the subsoil was investigated from the debris collected at different depths to identify
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
the stratification and type of soil at initial stage. Disturbed soil samples were retrieved from boring
tools at depth intervals of 1.5m. The samples were wrapped in plastic bags and labeled.
The recorded DCPT values are without any correction of overburden pressure and water table. The
test was conducted without using liner. The maximum rod length used was 15 m.
2.4 Generalize Borehole-Log (Subsurface) findings
Project
Name
Borehole
Identity
Generalize
depth, m
Generalize soil Characteristic
FLIP
NEPAL
RESORT
BUILDING
D - 1
0.0 2.20 Brownish grey dense sandy silt with small gravel of weathered
phyllite
2.20 15.00 Radish brown to yellowish white highly weathered phyllitic
rock (WEAK BED ROCK)
D - 2
0.0 3.65 Light grey to brownish medium dense to dense sandy gravel
with fresh to weathered fragments of phyllite with quartzite
3.65 15.00 Brownish fresh to slightly weathered phyllitic rock with
quartzite (WEAK BED ROCK)
D - 3
0.0 1.65 Light grey to brownish medium dense sandy silt with small
gravel and clayey traces
1.65 4.20 Radish brown medium dense to dense sandy soil with gravel
and fragments of weathered phyllite
4.20 -15.00 Light grey to brownish slightly weathered and highly fractured
fine grained quartzite with phyllite (WEAK BED ROCK)
D - 4
0.0 1.15 Dark grey to reddish soft sandy soil with clayey traces
1.15 -5.10 Radish brown medium dense to dense highly fractured
fragments of phyllite and quartzite with sandy soil
5.10 15.0 Light purple to reddish, highly fractured and slightly weathered
rock of phyllite with quartzite (WEAK BED ROCK)
D 5
0.0 1.00 Light grey medium dense gravel mix sandy soil
1.00 2.00 Radish brown dense sandy soil with fragments of phyllite
2.00 3.00 Light grey dense sand mix gravel of weathered phyllite and
quartzite
3.00 5.00 Radish brown to pale yellow very dense sandy soil with
fragments of phyllite
5.00 10.00 Brownish grey to pale yellow highly weathered phyllitic rock
(WEAK ROCK BED)
D - 7
0.0 1.95 Brownish grey to radish loose to medium dense silty sand with
clay and small fragments of phyllite
1.95 3.00 Light Brown medium dense to very dense sandy silt with
gravel of fine grained quartzite and phyllite
3.00 10.00 Brownish grey to reddish slightly weathered and fractured rock
of phyllite with fine grained quartzite (WEAK BED ROCK)
D - 8
0.0 4.00 Light brownish grey loose to medium dense silty sand with
fragments of phyllite (size of pebble, cobble and boulder) with
clayey traces
4.00 10.00 Light grey slightly weathered and fractured phyllitic rock
(WEAK BED ROCK)
D - 9
0.00 2.00 Light raddhish to grey medium dense silty clay sand with
weathered phyllite with quartzite (pebble to cobble)
2.00 10.00 Light grey fresh to highly weathered fractured phyllitic rock
bed (WEAK BED ROCK)
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Figure 12: Drilling in progress with SPT arrangement at D5
2.5 Analysis of Allowable Bearing Pressure
The allowable bearing pressure (qa) is the maximum pressure that can be imposed on the
foundation soil taking into consideration the ultimate bearing capacity of the soil and the tolerable
settlement of the structure. Analysis to determine the ultimate bearing capacity and the pressure
corresponding to a specified maximum settlement were performed and the minimum pressure
obtained from the two analyses were adopted as the allowable bearing pressure.
2.5.1 Correlation between SPT and DCPT
Nc values of different bore holes are presented in the corresponding borelogs.
The dynamic cone resistance is correlated with the SPT N number as given below:
Nc = 1.50 N for depths up to 3 m
Nc= 1.75 N for depths 3 to 6 m
Nc= 2.00 N for depths greater than 6 m
2.5.2 SPT correction
The SPT values have been corrected in accordance with the proposal of Skempton, (1986) and Liao
and Whitman (1987) as outlined below with consideration of field procedure, hammer efficiency,
borehole diameter, sample and rod length.
Correction of SPT N-value using the relation after Skempton, 1986
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
N60 = Em CB CS CR N/0.60
Where: N60 = SPT N value corrected for field procedure
Em = Hammer Efficiency
CB = borehole diameter correction
CS = Sample Correction
CR = rod length correction
N = SPT N value recorded in the field
The correction factors taken are :
Em =0.55 for hand drop hammer, due to lack of true verticalness and proper speed of SPT blow
CB = 1.0 for 65 mm to 115 mm dia. Borehole,
Cs =1.0 for standard sampler,
CR =0.7 for rod length 0.00 - 2.99,
=0.75 for rod length 3.00 - 3.99 m,
=0.85 for rod length 4.00 - 5.99 m,
=0.95 for rod length 6.00 - 9.99 m,
=1 for rod length beyond 10.00 m,
Correction for overburden
Correction of corrected N60 field value for overburden pressure using the relation after Liao and
Whitman, 1987
(N1)60 = N60 (100kPa/'z)
Where: N60 = SPT N value corrected for field procedure
(N1)60 = SPT N-value corrected for field procedures and overburden stress
Similarly,
The correction for values of N should be made for the field SPT values for depths. Modified
correction in 1974, peck, Hanson and Thornburn with suggested standard pressure of 100 kN/m2
corresponding to a depth of 5 m of soil with bulk density 20kN/m2 can be represented by the
following equation:
(N1)60 = N60 Cn
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Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Cn=0.77 log (2000/p0)
Where, p0 is effective overburden pressure in kN/m2.
2.5.3 Allowable Bearing Pressure based on Ultimate Bearing Capacity
Since the soil in the vicinity of the foundation level has been found to be granular or non-plastic,
cohesion less sandy gravel with pebble and cobble, the allowable bearing capacity has been
analyzed using the angle of friction and cohesion values from direct shear test results. Empirical
formula of Indian Standard IS 6403:1981 is applicable for this type of soils has been used to obtain
the allowable bearing pressure with safety factor equal to 3.
qa = c Nc sc dc ic+q (Nq-1) sq dq iq+1/2*B N s d i W (2.1)
Where: qa = net allowable bearing pressure, t/m2
C = cohesion in t/m2
Nc, Nq, N = Bearing capacity factors
sc, sq, s = Shape factors,
dc, dq, d = Depths factors
ic, iq, i = Inclination factors
q = Effective surcharge at the base level of foundation in t/m2
B = Width of footing in m,
= Bulk unit weight of soil sample in t/m3
W = Correction factor for location of water table
The values of Nc, Nq, and N may be obtained from Table 2.
Table 2, Bearing Capacity Factor
Angle of friction (degree) Nc Nq N
0 5.14 1 0
5 6.49 1.57 0.45
10 8.35 2.47 1.22
15 10.98 3.94 2.65
20 14.83 6.4 5.39
25 20.72 10.66 10.88
30 30.14 18.4 22.4
35 46.12 33.3 48.03
40 75.31 64.2 109.41
45 138.88 134.88 271.76
50 266.89 319.07 762.89
The values of sc, sq, and s may be obtained from Table 3.
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Table 3, Shape Factors
Shape of Footing Sc Sq S
Square 1.3 1.3 1.3
The depth factors shall be as
dc,= 1+0.2 Df/BN
dq,= d = 1 for 10
The inclination factor shall be as under
ic = iq = (1-/90)2 and i = (1-/)
2
W (effect of water table)
If water table is likely to permanently remains at or below a depth of (Df+B) beneath the ground
level surrounding the footing then W = 1.
If the water table is located at depth Df or likely to rise to the base of the footing or above then the
value of W shall be taken as 0.5.
If the water table is likely to permanently got located at depth Df
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 20
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Es = Modulus of elasticity of sand
Iz = Strain influence at depth z
Approximate relationship between Cone penetration resistance (qc) and SPT value (N1)60 with
Stress- Strain Modulus Es (Bowles, 1982) are given below:
qc/N Es (kN/m2) Soil type
300-800 2.5 qc Coarse sand with small gravel
2.5.5 Pile Foundation
Qu1 = siDi
n
li
qDrrp AKPNPNDA .tan2
1
Qu2 = sip AcCNcA .
Qu = Qu1 + Qu2
Where,
Ap = Cross sectional area of pile toe
D = Pile Stem diameter
= effective unit weight of soil at pile toe
PD = effective over burden pressure at pile toe
N & Nq = bearing capacity factor depending upon the angle of internal friction at toe.
n
li = summation of n layers in which pile is installed.
= angle of internal friction
K = coefficient of earth pressure
sin1
sin1
Pdi = effective over burden pressure for the i th layer where i varies from 1 to n.
= angle of wall friction between the pile
Asi = surface area of pile stem in the i th layer
c = Cohesion of Soil
Nc = Skemption factor and = Adhesion Factor
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 21
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
For working out a safe load carrying capacity of the pile, a factor of safety of 2.5 is adopted.
BASED ON MEYERHOFS
Qutip =120 N Ab, KN and Qushaft=Naverage Asi, KN
For working out a safe load carrying capacity of the pile, a factor of safety of 2.5 and 4 is adopted.
BASED ON DECOURT, 1995
Qutip=Kb Naveragebase Ab, KN and Qushaft= (2.8 N60 + 10) Asi, KN
Where, = 0.5 to 0.6 for sandy and 1 for clayey
Kb
Soil Type Kb
Sand 165
Sandy Silt 120
Clayey Silt 100
Clay 80
The bearing capacity of a single pile is to be determined from loading or failure test of a pile during
construction works. The purpose of the test is one or more of the following:
to establish criteria for installation of working piles
to establish settlement of working load
to get an idea of the suitability of the pile for a particular purpose
to determine the safe load capacity
2.5.6 Estimation of Bearing Capacity (Rock/Boulder)
Foundation on Intact Rock
When the loaded area is same or slightly less than the spacing of open vertical joints, for a footing
resting at the surface or near the surface or a pile, the ultimate bearing capacity, qult is,
qult=c
If the loaded area is much smaller, i.e. less than 1/5th of the spacing of open vertical joints as may
be in the case of pile, the ultimate bearing capacity will be greater than ci and is obtained by
considering one of the theories adopted for soils, i.e Terzaghis,
qult = 1.2 c Nc + 0.5 BNr
Where,
c=cohesion intercept of intact rock
B=width or diameter of the loaded area and =density of rock
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 22
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Nc and Nr = bearing capacity factors, depend on the friction angle of intact rock
The rupture surface may develop on one side, due to defects in the rock. Therefore qult may be
taken as 50% of the value given by above equation. Studies of model footings on rock-like material
have shown (Ramamurthy 1995), that qult may be taken as 1.4 ci.
If the vertical joints are tight, even in this case qult will be greater than ci; the qult may be obtained
by enhancing ci by considering the influence of confinement, if the joint sets dip on either side, the
qult will be greater than cj, compressive strength and shear stresses developed on the different
combination of joint planes with one of the joint planes dipping under the loaded area from its one
of the edges.
Alternatively, the qult may be estimated by enhancing the compressive strength of the rock mass, cj
(Ramamurthy 1995) using joint factor, jf. it has been concluded from model studies that qult of rock
mass for surface footing could be taken as 1.7cj; cj is estimated from joint factor, this may take
care of rotation of some of the blocks.
Heavily Fractured Rock
When the rock mass is heavily fractured (i.e. c = 0) and the strip foundation is to be located at
some depth Df, the ultimate bearing capacity have been calculated by considering rupture planes
under the footing and the surrounding mass (Pauker 1889),
qult= Df tan4
Where
Df = depth of foundation, = density of rock mass and = friction angle, degrees.
For surface footings, above equation gives qult = 0 as in the case of gravelly soil.
By considering crushing of rock under the footing and with the confining pressure from the sides
acting equal to ci, Goodman (1989) suggested
qult=ci or ci (N+1)
Where, is the friction angle of the intact rock and N = tan2 , ignoring its cohesion
component. For a value of = 30, above equation will give qult four times the unconfined
compressive strength for crushing of rock under a symmetrical condition of side confinement.
The influence of size of footing with respect to the spacing of joints (horizontal and vertical),
Bishnoi (1968) showed for open vertical joints that
qult = ci
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 23
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Where, s = spacing of joints and B = width of footing.
When s = B, qult = ci and when the spacing between the open vertical joints increases to five times
the width, the qult will increase to 3.9 ci for = 30. The value will increase the qult above
equation is applicable when >0. With the tilting failure of footing, qult will be 1.95ci.
As per above equations the qult will generally be high for rock mass. The actual values will be
lower mainly due to the rotation and sliding of some blocks within the zone of influence. with the
uncertainty involved in the estimation of and ci, it is always desirable to adopt larger factor of
safety or conservative values of ci and .
Bearing Capacity with Shape Factors
For estimating the ultimate bearing capacity of a strip footing resting on rock surface, Coates
(1970) suggested a simplified expression in the following form by considering failure along two
planes,
qult=c Nc + q Nq + 0.5 B N
Where,
c = cohesion of rock and q = surcharge loading around the footing
B = width of footing and = density of rock
Nc = , Nq = tan6 and Nr = Nq + 1
= friction angle of rock.
This equation gives good results for varying from 0 to 45 and the results are comparable with
Terzaghis equation for the bearing capacity of strip footing. For square and circular footings on
rocks, the term Nc will be taken as,
Nc=7 tan4
If the rupture surface is not likely to develop on either side of the footing due to site conditions or
loading and the failure is likely to occur on one side, only 50% of qult will have to be taken into
consideration.
The shear strength parameters, c and for rock could be evaluated by conducting two plate -
bearing tests at the surface of the rock. The size of the plate should match with the joint system,
usually less than 1 * 1 m2 sizes. The results obtained could be applied to a larger loaded area.
A more rigorous expression by Terzaghi (1943) may be adopted for strip loading
qult = c Nc sc + Df Nq + 0.5 B N sq
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 24
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
The values of Nc, Nq and Nr as per Terzaghi are given in Table 4, for various values of
considering general shear failure. The values of sc for circular and square footings are 1.2 and sq
for square footing = 0.8 and for circular footing = 0.6.
When no test data of c and is available, RQD from bore log may be adopted with caution to
estimate the ultimate bearing capacity from
qult = ci(RQD/100)2
Where, ci = compressive strength of intact specimen.
In most cases, (RQD/100)2 may very between 1/3 and 1/10; for lower values of RQD (
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 25
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Project : Soil Investigation of Proposed Building Foundation Hole No.: D1 ~ D9
Client : FLIK NEPAL RESORT PET LTD Station (Km+m)
Location : SARANKOT, Kaski, Nepal Ground Water GL, m :
Identification = Modeled Strata Depth of exploration, m:
Clayey layer exist ; fro m 0.0 m to 0.0 m 0.0 m to 0.0 m 0.0 m to 0.0 m 0.0 m to 0.0 m 0.0 m to 0.0 m Designed Ground Water GL, m :
Hammer energy Correction, Er: 60 % Scour Depth, m: 1.50
Drilling Method : ROTARY r Soil Condition : = Drain Void Ratio (e) = 0.730324 Depth of Pile Top from NGL, m =
Depth,
m
Is
there
Silt
or
not*
Part of
soil,
Sandy or
Clayey
Design
(Equivalent)
SPT N-
Value
Bulk
Density,
t/m3
D50
from
Seive
analysis
Liquid
Limit,
LL (%)
N value
after
Dilatancy
Correction Ncoorected
Field
Based
,
Field
Based C,
t/m2
Lab
Based
,
Lab
Based c,
t/m2
PHI
,
Design
,
Cohesion,
T/m2
Design c,
KN/m2
Design
Cc,
KN/m3
Dra
inag
e C
onditio
n
**
0 n Sand 5 1.75 0.5 0 5 6 23 - 30 (1) 27 27 - 1.0 - D E
1.5 n Sand 6 1.85 0.50 - 6 7 24 4.4 31 - 27 > 30 4.4 - - D E
3 n Sand 17 1.85 0.50 - 17 18 29 11.3 32 - 30 > 31 11.3 - - D E
4.5 n Sand 18 1.85 0.50 - 18 20 30 12.5 32 - 31 > 31 12.5 - - D E
6 n Sand 23 1.85 0.50 - 23 26 32 16.3 33 - 32 > 32 16.3 - - D E
7.5 n Sand 33 1.85 1.00 - 33 35 35 21.9 34 - 34 > 34 21.9 - - D E
9 n Sand 41 1.85 1.00 - 41 42 37 26.3 35 - 36 > 36 26.3 - - D E
10.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D E
12 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D E
13.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D E
15 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D E
16.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
18 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
19.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
21 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
22.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
24 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
25.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
27 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
28.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
30 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
31.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
33 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
34.5 n Sand > 50 > 2.00 > 1 - 50 50 39 31.3 > 37 - 38 > 38 31.3 - - D A
* n = NO * y = YES ** E = Estimated ** A = Assumed D Drain U Undrain
15.0
0.00
1.5
1.5
DESIGN INPUT DATA
NO
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 26
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
BEARING CAPACITY OF SHALLOW (OPEN) FOUNDATION
Project : Soil Investigation of Proposed Building Foundation Hole No.: D1 ~ D9
Client : FLIK NEPAL RESORT PET LTD Station (Km+m) 0
Location : SARANKOT, Kaski, Nepal Ground Water GL, m : NO
Identification = Modeled Strata Designed Ground Water GL, m : 0
Width
of
footing
(B), m
Length
of
footing
(L), m
Area of
footing
(A), m2
Depth
of
water
table
(Dw),
m
Depth
of
Footing
(Df), m
Angle
of
friction
(),
Cohesion
of soil
,
kg/cm2
unit
weight
of soil
(),
kg/m3 N"
Effective
Surcharge
at base of
footing (q),
kg/cm2
Nq Ny
1.0 29 0.00 0.002 37.9 0.08 16.45 12.85
1.5 30 0.00 0.002 29.7 0.13 18.40 15.07
2.0 30 0.00 0.002 29.7 0.17 18.40 15.07
2.5 31 0.00 0.002 22.7 0.22 21.00 18.03
3.0 31 0.00 0.002 22.7 0.26 21.00 18.03
4.0 31 0.00 0.002 22.7 0.35 21.00 18.03
5.0 31 0.00 0.002 22.7 0.44 21.00 18.03
6.0 32 0.00 0.002 16.8 0.61 23.50 21.09
7.0 33 0.00 0.002 11.9 0.71 26.50 24.84
8.0 35 0.00 0.002 4.7 0.82 33.30 33.93
9.0 36 0.00 0.002 2.3 0.92 37.20 39.45
Sq Sc S dq dc d iq ic
1.48 1.59 0.60 1.15 1.20 1.00 1.00 1.00 0.5 26.49 3.0 1.0 8.25 10.00
1.50 1.61 0.60 1.22 1.30 1.00 1.00 1.00 0.5 48.00 3.0 1.5 15.07 17.85
1.50 1.61 0.60 1.29 1.40 1.00 1.00 1.00 0.5 66.07 3.0 2.0 20.79 24.49
1.52 1.65 0.60 1.25 1.36 1.00 1.00 1.00 0.5 91.73 3.0 2.5 29.03 33.66
1.52 1.65 0.60 1.28 1.39 1.00 1.00 1.00 0.5 111.11 3.0 3.0 35.19 40.74
1.52 1.65 0.60 1.31 1.44 1.00 1.00 1.00 0.5 150.37 3.0 4.0 47.66 55.06
1.52 1.65 0.60 1.34 1.48 1.00 1.00 1.00 0.5 189.96 3.0 5.0 60.24 69.49
1.53 1.65 0.60 1.34 1.50 1.00 1.00 1.00 0.5 302.26 3.0 6.0 96.75 108.75
1.54 1.69 0.60 1.35 1.52 1.00 1.00 1.00 0.5 401.45 3.0 7.0 129.15 143.15
1.57 1.72 0.60 1.34 1.53 1.00 1.00 1.00 0.5 582.12 3.0 8.0 188.71 204.71
1.59 1.73 0.60 1.33 1.54 1.00 1.00 1.00 0.5 735.08 3.0 9.0 239.03 257.03
Depth
of
Footing
(Df), m
Net
Allowable
Bearing
Capacity of
Soil (qna),
t/m2
Gross
Allowable
Bearing
Capacity
of Soil
(qga), t/m2
36.05
38.50
46.12
51.15
Factor
of
Safety
Shape Factor Depth factor Inclination factor
Water
table
correction
w'
Ultimate
Bearing
Capacity
of Soil
(qc), t/m2
Nc
2.0 2.0 4 0.0
28.04
32.50
30.14
30.14
32.50
32.50
32.50
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 27
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Project : Soil Investigation of Proposed Building Foundation Hole No.: D1 ~ D9
Client : FLIK NEPAL RESORT PET LTD Station (Km+m) 0
Location : SARANKOT, Kaski, Nepal Ground Water GL, m : NO
Identification = Modeled Strata Depth of exploration, m: 15
Depth of Foundation D = 1.50 m Designed Ground Water GL, m :0
Width of Foundation B = 2.00 m Scour Depth, m: 1.5
Length of Foundation L = 2.00 m Depth of Pile Top from NGL, m =1.5
Allowable Bearing Capacity (Shear) of soil for designated foundation; 15.1 t/m2
2
Assumed Safe Bearing Capacity of foundation (Shear or Settlement), 15.1 t/m2
In case of 2 m wide, Shallow Fondation resting on 1.5 m below the NGL effective depth =5.5 m
Depth,
m
Bulk
Density
(gamma)
t/m3
Ratio
of qc/N
qc,
KN/m2
Es,
KN/m2
Z to
the
center
of
layer, m
Iz at center
of layer Iz/Es * Z
Settlement,
Ss
1.5 1.5 to 3.0 1.85 7 6.3 4410 11025 0.75 0.400 0.000054 9.5014
3 3.0 to 3.0 1.85 18 6.3 11340 28350 1.50 0.417 0.000000 0.0000
4.5 3.0 to 4.5 1.85 20 6.3 12600 31500 2.25 0.292 0.000014 2.4248
6 4.5 to 6.0 1.85 26 6.3 16380 40950 3.75 0.042 0.000002 0.2665
7.5 6.0 to 7.5 1.85 35 8 28000 70000 5.25 -0.208 0.000000 0.0000
9 7.5 to 9.0 1.85 42 8 33600 84000 6.75 -0.458 0.000000 0.0000
10.5 9.0 to 10.5 2.00 50 8 40000 100000 8.25 -0.708 0.000000 0.0000
12 10.5 to 12.0 2.00 50 8 40000 100000 9.75 -0.958 0.000000 0.0000
13.5 12.0 to 13.5 2.00 50 8 40000 100000 11.25 -1.208 0.000000 0.0000
15 13.5 to 15.0 2.00 50 8 40000 100000 12.75 -1.458 0.000000 0.0000
16.5 15.0 to 16.5 2.00 50 8 40000 100000 14.25 -1.708 0.000000 0.0000
18 16.5 to 18.0 2.00 50 8 40000 100000 15.75 -1.958 0.000000 0.0000
19.5 18.0 to 19.5 2.00 50 8 40000 100000 17.25 -2.208 0.000000 0.0000
21 19.5 to 21.0 2.00 50 8 40000 100000 18.75 -2.458 0.000000 0.0000
22.5 21.0 to 22.5 2.00 50 8 40000 100000 20.25 -2.708 0.000000 0.0000
24 22.5 to 24.0 2.00 50 8 40000 100000 21.75 -2.958 0.000000 0.0000
25.5 24.0 to 25.5 2.00 50 8 40000 100000 23.25 -3.208 0.000000 0.0000
Effective Bulk Density = 1.85 Settlement in Sandy layer = 12.2 mm
Depth correction factor C1= 0.89 0.89 Creep Factor C2= 1.6 Assuming 100 yrs for settlement
Now Settlement prediction on cohesionless soil with designed load; 12.2 mm
In case of 2 m wide, Shallow Fondation resting on 1.5 m below the NGL effective depth for clayey soil =5.5 m
Depth,
m
Compression
Index, cc
Design
Compression
Index, cc
Void
Ratio,
e0 sigma/z P P0 H
Settlement,
Sc
1.5 1.5 to 3.0 0.00 0.00 0.73 0.999 15.1 2.8 1.50 0.000000
3 3.0 to 3.0 0.00 0.00 0.73 0.508 7.7 5.6 1.50 0.000000
4.5 3.0 to 4.5 0.00 0.00 0.73 0.194 2.9 8.3 1.50 0.000000
6 4.5 to 6.0 0.00 0.00 0.73 0.096 1.4 11.1 1.50 0.000000
7.5 6.0 to 7.5 0.00 0.00 0.73 0.065 1.0 13.9 1.50 0.000000
9 7.5 to 9.0 0.00 0.00 0.73 0.000 0.0 16.7 1.50 0.000000
10.5 9.0 to 10.5 0.00 0.00 0.73 0.000 0.0 19.7 1.50 0.000000
12 10.5 to 12.0 0.00 0.00 0.73 0.000 0.0 22.7 1.50 0.000000
13.5 12.0 to 13.5 0.00 0.00 0.73 0.000 0.0 25.7 1.50 0.000000
15 13.5 to 15.0 0.00 0.00 0.73 0.000 0.0 28.7 1.50 0.000000
16.5 15.0 to 16.5 0.00 0.00 0.73 0.000 0.0 31.7 1.50 0.000000
Settlement in clayey layer=
Limiting Settlement as per Code; 40.00 mm 0
Predicted Total Settlement with designated load; 12.2 mm
0.0 mm
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
Semi Empirical Method by Schmertmann and Hartmann
Soil Layer, m N- Corrected
Settlement Analysis of Open (SHALLOW) Foundation
0.0000000
Soil Layer, m Predicted Settlement, Sc
0.0000000
0.0000000
Semi Empirical Method Based on Clayey layer
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 28
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
BEARING CAPACITY OF SHALLOW (OPEN) FOUNDATION
Project : Soil Investigation of Proposed Building Foundation Hole No.: D1 ~ D9
Client : FLIK NEPAL RESORT PET LTD Station (Km+m) 0
Location : SARANKOT, Kaski, Nepal Ground Water GL, m : NO
Identification = Modeled Strata Designed Ground Water GL, m : 0
Width
of
footing
(B), m
Length
of
footing
(L), m
Area of
footing
(A), m2
Depth
of
water
table
(Dw),
m
Depth
of
Footing
(Df), m
Angle
of
friction
(),
Cohesion
of soil
,
kg/cm2
unit
weight
of soil
(),
kg/m3 N"
Effective
Surcharge
at base of
footing (q),
kg/cm2
Nq Ny
1.0 34 0.00 0.002 7.9 0.08 29.70 29.04
1.5 35 0.00 0.002 4.7 0.13 33.30 33.93
2.0 35 0.00 0.002 4.7 0.17 33.30 33.93
2.5 35 0.00 0.002 4.7 0.22 33.30 33.93
3.0 35 0.00 0.002 4.7 0.26 33.30 33.93
4.0 36 0.00 0.002 2.3 0.35 37.20 39.45
5.0 36 0.00 0.002 2.3 0.44 37.20 39.45
6.0 37 0.00 0.002 0.7 0.61 42.60 47.02
7.0 37 0.00 0.002 0.7 0.71 42.60 47.02
8.0 38 0.00 0.002 0.0 0.82 48.90 56.14
9.0 38 0.00 0.002 0.0 0.92 48.90 56.14
Sq Sc S dq dc d iq ic
1.56 1.71 0.60 1.02 1.03 1.00 1.00 1.00 0.5 81.42 3.0 1.0 26.56 28.31
1.57 1.72 0.60 1.03 1.04 1.00 1.00 1.00 0.5 125.55 3.0 1.5 40.92 43.70
1.57 1.72 0.60 1.03 1.05 1.00 1.00 1.00 0.5 149.70 3.0 2.0 48.67 52.37
1.57 1.72 0.60 1.04 1.07 1.00 1.00 1.00 0.5 174.23 3.0 2.5 56.54 61.16
1.57 1.72 0.60 1.05 1.08 1.00 1.00 1.00 0.5 199.16 3.0 3.0 64.54 70.09
1.59 1.73 0.60 1.07 1.11 1.00 1.00 1.00 0.5 283.54 3.0 4.0 92.05 99.45
1.59 1.73 0.60 1.08 1.13 1.00 1.00 1.00 0.5 342.54 3.0 5.0 111.10 120.35
1.60 1.76 0.60 1.10 1.16 1.00 1.00 1.00 0.5 540.58 3.0 6.0 176.19 188.19
1.60 1.76 0.60 1.11 1.19 1.00 1.00 1.00 0.5 624.60 3.0 7.0 203.53 217.53
1.62 1.79 0.60 1.12 1.21 1.00 1.00 1.00 0.5 823.20 3.0 8.0 269.07 285.07
1.62 1.79 0.60 1.14 1.24 1.00 1.00 1.00 0.5 924.87 3.0 9.0 302.29 320.29
Depth
of
Footing
(Df), m
Net
Allowable
Bearing
Capacity of
Soil (qna),
t/m2
Gross
Allowable
Bearing
Capacity
of Soil
(qga), t/m2
56.30
56.30
62.00
62.00
Factor
of
Safety
Shape Factor Depth factor Inclination factor
Water
table
correction
w'
Ultimate
Bearing
Capacity
of Soil
(qc), t/m2
Nc
15.0 15.0 225 0.0
42.08
51.15
46.12
46.12
46.12
46.12
51.15
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 29
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Project : Soil Investigation of Proposed Building Foundation Hole No.: D1 ~ D9
Client : FLIK NEPAL RESORT PET LTD Station (Km+m) 0
Location : SARANKOT, Kaski, Nepal Ground Water GL, m : NO
Identification = Modeled Strata Depth of exploration, m: 15
Depth of Foundation D = 2.00 m Designed Ground Water GL, m :0
Width of Foundation B = 15.00 m Scour Depth, m: 1.5
Length of Foundation L = 15.00 m Depth of Pile Top from NGL, m =1.5
Allowable Bearing Capacity (Shear) of soil for designated foundation; 48.7 t/m2
2
Assumed Safe Bearing Capacity of foundation (Shear or Settlement), 46.9 t/m2
In case of 15 m wide, Shallow Fondation resting on 2 m below the NGL effective depth =32 m
Depth,
m
Bulk
Density
(gamma)
t/m3
Ratio
of qc/N
qc,
KN/m2
Es,
KN/m2
Z to
the
center
of
layer, m
Iz at center
of layer Iz/Es * Z
Settlement,
Ss
2 2.0 to 3.5 1.85 7 6.3 4410 11025 0.75 0.140 0.000019 12.6240
3.5 3.5 to 3.5 1.85 18 6.3 11340 28350 1.50 0.180 0.000000 0.0000
5 3.5 to 5.0 1.85 20 6.3 12600 31500 2.25 0.220 0.000010 6.9432
6.5 5.0 to 6.5 1.85 26 6.3 16380 40950 3.75 0.300 0.000011 7.2831
8 6.5 to 8.0 1.85 35 8 28000 70000 5.25 0.380 0.000008 5.3968
9.5 8.0 to 9.5 1.85 42 8 33600 84000 6.75 0.460 0.000008 5.4441
11 9.5 to 11.0 2.00 50 8 40000 100000 8.25 0.483 0.000007 4.8050
12.5 11.0 to 12.5 2.00 50 8 40000 100000 9.75 0.450 0.000007 4.4736
14 12.5 to 14.0 2.00 50 8 40000 100000 11.25 0.417 0.000006 4.1423
15.5 14.0 to 15.5 2.00 50 8 40000 100000 12.75 0.383 0.000006 3.8109
17 15.5 to 17.0 2.00 50 8 40000 100000 14.25 0.350 0.000005 3.4795
18.5 17.0 to 18.5 2.00 50 8 40000 100000 15.75 0.317 0.000005 3.1481
20 18.5 to 20.0 2.00 50 8 40000 100000 17.25 0.283 0.000004 2.8167
21.5 20.0 to 21.5 2.00 50 8 40000 100000 18.75 0.250 0.000004 2.4854
23 21.5 to 23.0 2.00 50 8 40000 100000 20.25 0.217 0.000003 2.1540
24.5 23.0 to 24.5 2.00 50 8 40000 100000 21.75 0.183 0.000003 1.8226
26 24.5 to 26.0 2.00 50 8 40000 100000 23.25 0.150 0.000002 1.4912
Effective Bulk Density = 1.85 Settlement in Sandy layer = 75.0 mm
Depth correction factor C1= 0.96 0.96 Creep Factor C2= 1.6 Assuming 100 yrs for settlement
Now Settlement prediction on cohesionless soil with designed load; 75.0 mm
In case of 15 m wide, Shallow Fondation resting on 2 m below the NGL effective depth for clayey soil =32 m
Depth,
m
Compression
Index, cc
Design
Compression
Index, cc
Void
Ratio,
e0 sigma/z P P0 H
Settlement,
Sc
2 2.0 to 3.5 0.00 0.00 0.73 0.999 46.9 3.7 1.50 0.000000
3.5 3.5 to 3.5 0.00 0.00 0.73 0.958 44.9 6.5 1.50 0.000000
5 3.5 to 5.0 0.00 0.00 0.73 0.921 43.2 9.3 1.50 0.000000
6.5 5.0 to 6.5 0.00 0.00 0.73 0.855 40.1 12.0 1.50 0.000000
8 6.5 to 8.0 0.00 0.00 0.73 0.773 36.3 14.8 1.50 0.000000
9.5 8.0 to 9.5 0.00 0.00 0.73 0.707 33.1 17.6 1.50 0.000000
11 9.5 to 11.0 0.00 0.00 0.73 0.631 29.6 20.6 1.50 0.000000
12.5 11.0 to 12.5 0.00 0.00 0.73 0.550 25.8 23.6 1.50 0.000000
14 12.5 to 14.0 0.00 0.00 0.73 0.469 22.0 26.6 1.50 0.000000
15.5 14.0 to 15.5 0.00 0.00 0.73 0.395 18.5 29.6 1.50 0.000000
17 15.5 to 17.0 0.00 0.00 0.73 0.350 16.4 32.6 1.50 0.000000
Settlement in clayey layer=
Limiting Settlement as per Code; 75.00 mm 0
Predicted Total Settlement with designated load; 75.0 mm
0.0 mm
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
0.0000000
Semi Empirical Method by Schmertmann and Hartmann
Soil Layer, m N- Corrected
Settlement Analysis of Open (SHALLOW) Foundation
0.0000000
Soil Layer, m Predicted Settlement, Sc
0.0000000
0.0000000
Semi Empirical Method Based on Clayey layer
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 30
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
CAPACITY OF CAST IN-SITU BORED PILE
Project : Soil Investigation of Proposed Building Foundation Hole No. = 0
Client : FLIK NEPAL RESORT PET LTD Excavation Depth, m = 4.0 Station (Km+m) = 0+000
Location : SARANKOT, Kaski, Nepal Depth of Pile Top from NGL, m = 4.0 Ground Water GL, m = NO
Identification = Modeled Strata Drill with Bentonite Slurry 7200 Depth of exploration, m = 15.0
Length of Pile (L), m = 10.0 Base of the pile lies on = 14.0 Designed Ground Water GL, m =0.0
Diameter of Pile (D), mm = 800 Probable Liquefaction depth, m = 1.5 Scour Depth, m = 4.0
Area of Pile X-Section, m2
= 0.503 End Bearing Resistance, qt, Tons = 110.8 Shaft Bearing Resistance, qs, Tons = 19.3
Allowable Load Carrying Capacity of Pile (Q), Tons = 130.2
Load Capacity of Pile @ liquefaction (Qliq), Tons = 216.9
Depth, mEffective
Thickness, m
Design
,
Design c,
KN/m2
Effective
Surcharge
Pressure,
t/m2
Surface
area (Asi),
m2
N-value
End Bearing
Resistance
(Qupc), Tonnes
Skin Bearing
Resistance
(Qusc), Tonnes
End
Bearing
Resistance
Qups, Tonnes
Skin
Bearing
Resistance
(Quss), Tonnes
End
Bearing
Resistance
(Qus), Tonnes
Shaft
Bearing
Resistance
(Qup), Tonnes
End Bearing
Resistance
(Qus), Tonnes
Shaft Bearing
Resistance
(Qus), Tonnes
End Bearing
Resistance qt,
t/m2
Shaft
Bearing
Resistance
qs, t/m2
0 - 27 - 0.000 - 6 - - - - - - - - - -
1.5 - 27 - 0.578 - 7 - - 4.1 - 19.6 - 27.0 - 8.1 -
3 - 31 - 1.395 - 20 - - 11.2 - 31.7 - 43.5 - 22.2 -
4.5 1.5 31 - 2.513 3.8 22 - - 20.0 1.1 37.7 6.6 51.8 4.5 39.9 0.3
6 1.5 33 - 3.649 3.8 29 - - 34.2 1.8 51.3 8.7 70.5 5.9 68.1 0.5
7.5 1.5 35 - 4.793 3.8 39 - - 56.3 2.5 63.3 11.8 87.1 7.2 111.9 0.7
9 1.5 36 - 5.940 3.8 46 - - 81.7 2.7 72.4 13.9 99.5 8.2 162.5 0.7
10.5 1.5 38 - 7.090 3.8 50 - - 110.8 3.5 75.4 15.1 103.7 8.5 220.3 0.9
12 1.5 38 - 8.241 3.8 50 - - 110.8 4.0 75.4 15.1 103.7 8.5 220.4 1.1
13.5 1.5 38 - 8.907 3.8 50 - - 110.8 3.6 75.4 15.1 103.7 8.5 220.5 1.0
15 1.5 38 - 9.000 3.8 50 - - 110.9 3.7 75.4 15.1 103.7 8.5 220.6 1.0
16.5 1.5 38 - 9.076 3.8 50 - - 110.9 3.7 75.4 15.1 103.7 8.5 220.6 1.0
18 1.5 38 - 9.140 3.8 50 - - 110.9 3.7 75.4 15.1 103.7 8.5 220.6 1.0
19.5 1.5 38 - 9.194 3.8 50 - - 110.9 3.8 75.4 15.1 103.7 8.5 220.7 1.0
21 1.5 38 - 9.240 3.8 50 - - 110.9 3.8 75.4 15.1 103.7 8.5 220.7 1.0
22.5 1.5 38 - 9.280 3.8 50 - - 111.0 3.8 75.4 15.1 103.7 8.5 220.7 1.0
24 1.5 38 - 9.315 3.8 50 - - 111.0 3.8 75.4 15.1 103.7 8.5 220.8 1.0
25.5 1.5 38 - 9.346 3.8 50 - - 111.0 3.8 75.4 15.1 103.7 8.5 220.8 1.0
27 1.5 38 - 9.373 3.8 50 - - 111.0 3.8 75.4 15.1 103.7 8.5 220.8 1.0
28.5 1.5 38 - 9.398 3.8 50 - - 111.0 3.8 75.4 15.1 103.7 8.5 220.8 1.0
30 1.5 38 - 9.420 3.8 50 - - 111.0 3.9 75.4 15.1 103.7 8.5 220.8 1.0
31.5 1.5 38 - 9.440 3.8 50 - - 111.0 3.9 75.4 15.1 103.7 8.5 220.8 1.0
33 1.5 38 - 10.089 3.8 50 - - 119.0 4.1 75.4 15.1 103.7 8.5 236.7 1.1
34.5 1.5 38 - 12.416 3.8 50 - - 119.0 5.1 75.4 15.1 103.7 8.5 236.7 1.3
Indian Standard Meyerhof Decourt Method
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 31
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Output
Shallow Foundation
Breaking strength of sample (boulder)
Point Load Index (Mpa) 0.6 to 2.6
Rock/Boulder Type Phyllitic with quartzite
Rock Strength Very weak to weak
Assumed Uniaxial Compressive Strength (Mpa) 15 to 65.0
RQD
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 32
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Width of Square Footing,
m
Width of Square Footing,
m
Width of Square Footing,
m
6.0 7.0 10.0
1 12.2 12.2 14.5 14.5 18.3 15.6
1.5 21.1 15.6 21.5 15.6 26.1 15.6
2 27.1 15.6 27.4 15.6 36.9 15.6
2.5 33.3 15.6 37.5 15.6 44.2 15.6
3 44.4 15.6 44.5 15.6 58.2 15.6
4 59.5 15.6 66.6 15.6 84.8 15.6
5 95.1 15.6 93.9 15.6 100.0 15.6
6 151.1 15.6 140.0 15.6 108.9 15.6
7 158.9 15.6 143.1 15.6 112.3 15.6
8 178.6 15.6 158.2 15.6 121.2 15.6
9 185.1 15.6 163.6 15.6 125.5 15.6
Width of Square Footing,
m Width of Square Footing,
m Width of Square Footing,
m
15.0 20.0 30.0
1 28.3 15.6 35.7 15.6 27.8 15.6
1.5 43.7 15.6 41.1 15.6 31.0 15.6
2 50.6 15.6 43.2 15.6 33.6 15.6
2.5 52.6 15.6 45.1 15.6 35.4 15.6
3 64.7 15.6 52.9 15.6 39.9 15.6
4 68.2 15.6 56.7 15.6 43.7 15.6
5 75.9 15.6 62.3 15.6 48.3 15.6
6 82.0 15.6 67.8 15.6 53.2 15.6
7 85.8 15.6 71.7 15.6 57.0 15.6
8 91.4 15.6 76.4 15.6 61.2 15.6
9 95.6 15.6 80.4 15.6 65.2 15.6
Deep Foundation (Cast In-Situ Bored Concrete Pile)
BEARING CAPACITY OF SINGLE VERTICAL PILE FOUNDATION GENERAL (Static)
Diameter of Pile, mm 800
Length of pile, m 10.0
Bearing Capacity, KN 1302
BEARING CAPACITY OF SINGLE VERTICAL PILE FOUNDATION (DYNAMIC)
Diameter of Pile, mm 800
Length of pile, m 10.0
Bearing Capacity, KN 2170
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 33
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
CAPACITY OF CAST IN-SITU BORED PILE ( for > 710 mm)
Depth, mEffective
Thickness, mDesign ,
Design c,
KN/m2
End Bearing
Resistance qt, t/m2
Shaft Bearing
Resistance qs, t/m2
0 - 27 - - -
1.5 - 27 - 8.1 -
3 - 31 - 22.2 -
4.5 1.5 31 - 39.9 0.3
6 1.5 33 - 68.1 0.5
7.5 1.5 35 - 111.9 0.7
9 1.5 36 - 162.5 0.7
10.5 1.5 38 - 220.3 0.9
12 1.5 38 - 220.4 1.1
13.5 1.5 38 - 220.5 1.0
15 1.5 38 - 220.6 1.0
16.5 1.5 38 - 220.6 1.0
18 1.5 38 - 220.6 1.0
19.5 1.5 38 - 220.7 1.0
21 1.5 38 - 220.7 1.0
22.5 1.5 38 - 220.7 1.0
24 1.5 38 - 220.8 1.0
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 34
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
2.6 Conclusion and Recommendation
o The proposed building site over Sarankot is on top residual soil deposits followed by phyllitic
rock with quartzite, Seti formation of Lesser Himalaya.
o Rock is slightly to highly weathered in nature, fall on weak stage.
Recommendation
o A recommended allowable bearing capacity of 2.0 m wide square, shallow (OPEN) foundation
near or at particular borehole 2.0 m depth is nearly equal to 156 KN/m2. The recommended
ABC is in safer side, which is within a settlement of 40mm. It takes care of differential
settlement as well.
o A recommended allowable bearing capacity of 15.0 m wide square, shallow (OPEN)
foundation near or at or at particular borehole at 2.0 m depth is nearly equal to 156 KN/m2.
The recommended ABC is in safer side, which is within a settlement of 75 mm. It takes care
of differential settlement as well.
o Refer Pages 31, 32 and 33 for more Details (Theoretical and recommended values)
o Considering size of armored and layered soil, compaction level of material and geotechnical
empirical calculation, recommended angle of friction of soil is 34
o For 15 m wide square raft foundation, at 2.0 m below existing ground, Modulus of Sub-grade
reaction is 20,000 KN/m3, which changes significantly with depth and size of raft
foundation, so recommend to use with proper attention and calculation, based on actual size
and shape of footing.
o As described in the heading LIQUEFACTION in this report, sooner or later a very strong
earthquake is expected to occur in Nepal. Therefore the Foundation Engineer must pay due
attention in this regard.
o Because of presence of seepage water and probable rise in water table in summer, side fall
(collapse) is eminent. So, at the time of construction of foundation, it is strongly
recommended to design the appropriate temporary site protection measures based on the soil
properties shown in this report.
o The foundation Design Engineer needs not strictly follow the depth and dimension of
foundation selected in the bearing capacity analysis of this report. Designer is free to select
any other foundation dimension and depth depending upon the load of the structure. Allowable
bearing capacity depends on many variables such as adopted allowable settlement, type of
foundation, size and depth of foundation, importance of structure, cost of the project,
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 35
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
topographical, hydrological characteristics of river etc. Therefore once the size and depth of
the foundation is finalized the calculation may need to be refined during design phase based
on the parameters obtained from this investigation.
Important Notes;
o The recommendations and discussions presented in this report are based on the sub-surface
conditions encountered during the site work at the time of investigation and on the result of
the field and laboratory testing on samples obtained from limited number of boreholes. There
may be, however, conditions pertaining to the site which have not been into account due to the
limited number of boreholes.
o The ground water levels indicated on the logs of borings represents the measured levels at the
time of investigations and immediately 24 hour after completion of drilling works, which may
be permanent water table or seepage water from nearby small pouch of fractured/weathered
strata.
o It should be noted; however, that ground water levels are subject to variation caused by flood
and weather seasonal variations and by changes of local drainage and or pumping conditions,
and may at the times be significantly different to those measured during the investigation.
o PGA value used on this analysis report is based on a map prepared by Department of mines
and Geology, Nepal, which was only preliminary indication, due to lack of sufficient data,
which cannot forestall some diverse situation if large earthquake occur in nearby area.
o Conventional excavation equipment such as excavators, loaders and bulldozers will be
sufficient for most of the excavation work. Every effort should be done to avoid soil
disturbance at foundation level.
o Where space permits, the sides of the excavations shall be battered to a slope of two vertical
and one horizontal (2V: 1H) to avoid collapse. If these recommended side sloped cannot be
achieved for insufficient lateral space or for any other reason, lateral support system (shoring
system) for the sides of the excavation will be required and should be considered to maintain
safe working conditions.
o It is expected that the excavation work for shallow foundation (Raft) and Pile cap will be
below the water table in most of the bridge, so dewatering is required. Experience has shown
that small close-boarded excavation can be conveniently dealt with by conventional sump
pumping techniques. However, if larger excavations are to stand open for considerable period,
the installation of dewatering system may be required.
o Specialist contractors should be consulted in this regard during construction. Care should be
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 36
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
taken during dewatering to ensure that fines are not removed during pumping since this could
result in unpredictable settlements of the surrounding ground and associates structures.
o It is recommended that proper and efficient surface drainage be provided at the location of the
structures both during and after construction. Surface water should be directed away from the
edges of the excavation.
o The SANDY/GRAVELLY materials will probably be satisfactory for backfilling purposes,
whereas, the CLAYEY materials will not be satisfactory for backfilling purposes. However,
the final decision shall be taken during construction after complete excavation.
o The materials to be used for backfilling purposes shall be of selected fill composed of sand
and/or granular mixture free from organic matter or other deleterious substances. The
plasticity index of the backfill material shall not exceed 10 percent. It shall be spread in lifts
not exceeding 25cm in un-compacted thickness, moisture conditioned to its optimum moisture
content, and compacted to a dry density not less than 95% of the maximum dry density as
obtained by modified proctor test (ASTM D-1557).
o With prior approval from project directorate specific geotechnical designs are allowed to
adjust as per actual soil observed during construction works on specific.
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Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 37
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
2.7 References and Standards
1. Seismic Hazard Map of Nepal -2002, Department of Mines and Geology
2. AASTHO LRFD BRIDGE DESIGN SPECIFICATIONs, 4th edition
3. Canadian FOUNDATION ENGINEERING MANNUAL 4th EDITION, Canadian
Geotechnical Society 2006
4. Design Guide AGMU Memo 10.1 - Liquefaction Analysis
5. IS 2131: 1981 Method for standard penetration test for soils (first revision) 1981 Soil and
foundation engineering
6. IS 2720: Part 2: 1973 Methods of test for soils: Part 2 determination of water content (Second
revision) 1973 Soil and foundation engineering
7. IS 2720: Part 4: 1985 Methods of Test for Soils Part I: Grain Size Analysis (Second revision)
1985 Soil and foundation engineering
8. IS 2720: Part 3: Sec 1: 1980 Methods of test for soils: Part 3 Determination of specific gravity
Section fine grained soils (First revision) 1980 Soil and foundation engineering
9. IS 2720: Part 10: 1991 Methods of test for soils: Part 10 Determination of unconfined
compressive strength (Second revision) 1991 Soil and foundation engineering
10. Is 2720: Part 13: 1986 Methods of Test for Soils - Part 13: Direct shear Test (Second revision)
1986 Soil and foundation engineering
11. IS 6403: 1981 Code of practice for determination of bearing capacity of shallow foundations
12. IS 8009: Part 1: 1976 Code of Practice for Calculation of Settlements of Foundations - Part I:
Shallow Foundations Subjected to Symmetrical Static Vertical Loads 1976 Soil and foundation
engineering
13. IS 8009: Part I: 1976 Code of Practice for Calculation of Settlements of Foundations - Part I:
Shallow Foundations Subjected to Symmetrical Static Vertical Loads
14. IS 8009: Part II: 1980 Code of Practice for Calculation of Settlement of Foundations - Part II:
Deep Foundations Subjected to Symmetrical Static Vertical Loading
15. IS 2911: Part 1: Sec 2: 1979 Code of practice for design and construction of pile foundations:
Part 1 Concrete piles, Section 2 Bored cast-in-situ piles
16. IS 2950: Part I: 1981 Code of Practice for Design and Construction of Raft Foundations - Part
I: Design
-
SOIL INVESTIGATION REPORT
OF FLIP NEPAL RESORT PTE LTD
SARANKOT, KASKI, NEPAL
September, 2014
Prepared BY:
MATERIAL TEST (P) LTD Web: material-test.com.org
E-Mail: [email protected] Phone/Fax: 01-4486092
Mid Baneswor, Kathmandu, Nepal
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 39
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Annex Borehole log
Laboratory Test Results
-
Soil Investigation of Proposed BUILDING Foundations At SARANKOT, Kaski, Nepal
FLIP NEPAL/KASKI/ September - 2014 Page 40
Material Test Pvt. Ltd. Mid Baneshwor, Kathmandu
Borehole log and Laboratory Test Data
-
Project : Soil Investigation of Proposed Building Foundation Hole No.: D - 1
Client : FLIK NEPAL RESORT PET LTD Date: 22/08/2014 ~ 25/08/2014
Location : SARANKOT, Kaski, Nepal Ground water table: GL- Not Encountered
Method of Drilling: Rotary Hole Dia.: HX, NX, BX
N-Value SPT
UDS DCPT
- 1 SPT 7 9 11 20
- 2 SPT 12 14 13 27
- 3 SPT 17 19 23 42
- 4 SPT 50/12 > 50
- 5 SPT 50/10 > 50
- 6
- 7
- 8
- 9
- 10
- 11
- 12
- 13
- 14
- 15
End Depth * Completed at 15m
Types of Soil
16 to 32 > 32
Very Soft Soft Med. Soft Stiff Very Stiff Hard
8 to 16Cohesive Soil Consistency
0 to 2 2 to 4 4 to 8
Brownish grey dense sandy silt with
small gravel of weathered phyllite
N Value
Radish brown to yellowish white
highly weathered phyllitic rock
(WEAK BED ROCK)
Granular Soil Compactness0 to 4 4 to 10 10 to 30 > 50
Very Loose Loose Med. Dense Dense Very Dense
30 to 50
Borehole Log
Soil Description
Sy
mb
ol
Dep
th,
m
Sam
ple
No
.
&T
yp
e
No. of blows
N-V
alu
e
15
cm
15
cm
15
cm
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 10 20 30 40 50
-
Project : Soil Investigation of Proposed Building Foundation Hole No.: D - 2
Client : FLIK NEPAL RESORT PET LTD Date: 26/08/2014 ~ 04/09/2014
Location : SARANKOT, Kaski, Nepal Ground water table: GL- Not Encountered
Method of Drilling: Rotary Hole Dia.: HX, NX, BX
N-Value SPT
UDS DCPT
- 1 SPT 15 17 16 33
- 2 SPT 13 14 16 30
- 3 SPT 50/14 > 50
- 4 SPT 50/13 > 50
- 5 SPT 50/11 > 50
- 6 SPT 50/10 > 50
- 7
- 8
- 9
- 10
- 11
- 12
- 13
- 14
- 15
End Depth * Completed at 15m
Types of Soil
16 to 32 > 32
Very Soft Soft Med. Soft Stiff Very Stiff Hard
8 to 16Cohesive Soil Consistency
0 to 2 2 to 4 4 to 8
Light grey to brownish medium
dense to dense sandy gravel with
fresh to weathered fragments of
phyllite with quartzite
N Value
Light grey to brownish fresh to
slightly weathered phyllitic rock
with quartzite (WEAK BED
ROCK)
Granular Soil Compactness0 to 4 4 to 10 10 to 30 > 50
Very Loose Loose Med. Dense Dense Very Dense
30 to 50
Borehole Log
Soil Description
Sy
mb
ol
Dep
th,
m
Sam
ple
No
.
&T
yp
e
No. of blows
N-V
alu
e
15
cm
15
cm
15
cm
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 10 20 30 40 50
-
Project : Soil Investigation of Proposed Building Foundation Hole No.: D - 3
Client : FLIK NEPAL RESORT PET LTD Date: 05/09/2014 ~ 10/09/2014
Location : SARANKOT, Kaski, Nepal Ground water table: GL- Not Encountered
Method of Drilling: Rotary Hole Dia.: HX, NX, BX
N-Value SPT
UDS DCPT
- 1 SPT 12 10 9 19
- 2 SPT 14 16 16 32
- 3 SPT 14 15 16 31
- 4 SPT 17 19 20 39
- 5 SPT 50/13 > 50
- 6
- 7
- 8
- 9
- 10
- 11
- 12
- 13
- 14
- 15
End Depth * Completed at 15m
Types of Soil
8 to 16 16 to 32 > 32
Very Soft Soft Med. Soft Stiff Very Stiff HardCohesive Soil Consistency
0 to 2 2 to 4 4 to 8
N Value
Granular Soil Compactness0 t