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TECHNICAL REPORT
ON
SUBSURFACE SOIL INVESTIGATIO
AND FOUNDATION RECOMMENDATI
FOR
SYRIAN METALS INDUSTRY
S M I ROLLING MILL
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TABLE OF CONTENTS
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1 - INTRODUCTION :
This report presents the results of the subsurfac
conducted at the proposed site of the Syrian metals industry
The project is a steel Billet manufacturing plant
630.000t/y of billets, the site is situated in Adraa Industrial C
The objectives of the investigation are to determin
conditions at the proposed location of the buildings of th
based on these conditions come out by the investigation
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4 - FIELD INVESTIGATION:
Over the period between 17/6/2010 to 21/6/2010 b
performed on the project area which included 12 boreholes,
Three boreholes (1-5-8) were 20 m of depth below the gro
remaining were 15 m of depth.
4-1 The drilling process : Starting from
excavation, the drilling process was conducted using a heav
drilling machines with AW rods and NX casing which are
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and counting the blows required to a set of three spacings,
blows were imparted by a 140-lb ( 64 kg ) weight falling a
76 cm ) onto the drill rod to which the spoon was attach
blows for the three 15 cm successive increments were record
number , referred to as the penetration resistance N ,the va
the logs of the boreholes.
During drilling operations of the boreholes, we contiued to
all boreholes, we found that it was standing vertically and no
inside these boreholes; this ovbsrvation means that soil is co
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shown on the particle size distribution sheets .
From the previous geotechnical report and due to our
contains sulphate materials , so It is need to use sulphate
protect reinforced concrete , foundations, from the influence
Table No1. summarizes the results of tested samples
the average values for every layer.
6 - SUBSURFACE SOIL CONDITIONS :
The current soil surface is below the natural ground level
and the (x,y,z)for each borehole is attached to the report.
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7 - ENGINEERING DESIGN:
7-1 Determination of foundation soil , its
foundations : Our design will be based on the ana
stratification, samples description , SPT field testing, which
all tests reached the value N= 39 to the second layer, and
N= 50 for the first layer, and laboratory testing.
We interpret the difference between SPT value in the prev
one is :the time which boreholes and SPT were done, in t
was in 12/2008 "winter" and in this report It was in 6/201
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appendant report.
Case No.1: Single foundations:
We will calculate tow models:
Model 1: 4*6 m and Model 2: 2.5*2.5
7-2 Bearing capacity considerations : The bearing capac
for a single foundations is given by the following expression
Qult=(1+0.3B/L)*C*Nc+(1+0.3B/L)**D*Nq+(1-0.3B
Where:
Nc , Nq and N are the bearing capacity factors which dep
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Pall1= 84/(3*10) = 2.8 kg/cm2
Pall2= 87/(3*10) = 2.9 kg/cm2
to decrease the value of expected settlement, we
bearing capacity the values:
Pall1= 2 kg/cm2
Pall2= 2 kg/cm2
A settlement value not exceeding the limit of 8 cm w
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Df = the depth of the foundation from the natural ground
recent ground level.by substituting , we find :
S1 = 2-(2*1.98/10)4001(1-0.350.35)/300
S2 = 2-(2*1.98/10)2500.85(1-0.350.35)/300 =
The actual value of settlement is expected to be lowe
value, and it will occur mainly during the constrution peri
concrete structural system of the building.
So it is assumed that the allowable soil pressures de
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L is the length of the mat foundation of the structure.
This expression shows that the bearing capacity of a son its engineering properties , but also on the shape and size
on its depth of embedment .
For an estimated average field value of internal frictio
for the soil of foundation
= 18
o
, the bearing capacity paraNc= 13.1 Nq= 5.3 N=
By substitution we find the ultimate bearing capacity o
Qult1= (1+0.3*17/27)*4*13.1+(1+0.3*17/27)*1.98
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estimated settlement is expected to be instantaneous and in t
values .To compute settlements of a mat foundation we use a
the theory of elasticity :
S = qBIw(1 -2 )/E
whereS = calculated settlement in cm .
q = intensity of contact pressure .
B = breadth of the mat foundation
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penetration tests :Nearly, all the results of SPT tests reac
the foundation layer, which match the above calculated valuCase No.3: Strip foundations
We will calculate three models:
Strip1: B=1.5m
Strip2: B=2m
Strip3: B=3m
7-2 Bearing capacity considerations : The bearing cap
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Qult3= 4*13.1+1.98*1*5.8+1.98*3*1.4 =71
By considering a factor of safety of 3, we find th
capacity as :
Pall1= 67/(3*10) = 2.2 kg/cm2
Pall2= 68/(3*10) = 2.3 kg/cm2
Pall3= 71/(3*10) = 2.4 kg/cm2
we take as an allowed bearing capacity the value of 2 kg
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Iw= influence factor which equals for the strip foundation a
Df = the depth of the foundation from the natural groundrecent ground level.
by substituting , we find :
S1= (2-2*1.98/10)1502.2(1-0.350.35)/300
S2= (2-2*1.98/10)2002.2(1-0.350.35)/30
S3= (2-2*1.98/10)3002.2(1-0.350.35)/30
All the values are less than 8cm .o
So it is assumed that the allowable soil pressures de
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Settlement at work load = 2.12- cm
Uplift:
Ultimate Total Capacity = 1525.1- kN
Ultimate Skin Resistance = 1333.0- kN
Weight of Pile = 192.1- kN
Allowable Capacity = 858.6- kN
F.S. for skin = 2.0, for Weight = 1.0
Input Data:
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Weight of Pile = 240.2- kN
Allowable Capacity = 1113.5- kNF.S. for skin = 2.0, for Weight = 1.0
Input Data:
Pile Length = 15- m
Pile diameter =90 cm
Vertical load at head: 1400- kN
During drilling operations of the boreholes, we contiued to
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structural level , type and dimensions are different, therefo
cases, mat, strip and Pile and the results are tabulated in the CaseNo.
Type offoundation
ModelNo.
Dimensionsdepth of
foundation
1 Single1 4*6m 1m
2 2.5*2.5m 1m
2 mat1 17*27m 1m
2 12.5*22m 1m
3 strip
1 B=1.5 1m
2 B=2 1m
3 B=3 1m
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our assumptions, we should be notified so that supplement
can be given.Damascus in 11/7/2010
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Result of lab test
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S M I- RM
3 0. 82 87 37 1 9. 56 19 96 2 9. 45 62 84 1 4. 91 80 33 1 9. 88 59 26
DEPTH OF SAMPLE.mM
3-3.5 4.5-5 7.5-8 1-1.5 4-4.5 11-11.5
PROPERTY SYMBOL UNIT
NATURAL WATER CONTENT W % 30.83% 19.56% 29.46% 14.92% 19.89%
NATURAL UNIT WEIGHT b gr/cc 1.80 2.05 1.90 1.95 2.01
DRY UNIT WEIGHT d gr/cc 1.38 1.71 1.47 1.70 1.68
SPECIFIC GRAVITY Gs 2.70 2.66 2.68 2.70 2.66
VOIDS RATIO e 0.96 0.55 0.83 0.59 0.58
POROSITY % 49.04% 35.68% 45.33% 37.09% 36.85%
DEGREE OF SATURATION Sr % 86.49% 93.80% 95.22% 68.33% 90.65%
Natural
submerged17 9
ANGLE OF INTERNAL FRICTION
B2PHYSICAL & MECHANICAL
PROPERTIES OF SOIL BORING B1
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S M I- RM
2 0. 31 53 64 87 1 9. 38 65 83 57 2 5. 08 34 94 46 2 3. 39 31 48 45 2 3. 93 80 42 71 1 9. 14 96 59 86 1 6. 45 33 44 34 2 3. 29 50 92 42
DEPTH OF SAMPLE.mM
1-1.5 7 -7.5 4-5 9.5-10 3.5-4 14-14.5 1-1.5 5-5.5
PROPERTY SYMBOL UNIT
NATURAL WATER CONTENT W % 20.32% 19.39% 25.08% 23.39% 23.94% 19.15% 16.45% 23.30%
NATURAL UNIT WEIGHT b gr/cc 2.13 2.05 1.96 1.95 1.91 1.96 2.04 2.08
DRY UNIT WEIGHT d gr/cc 1.77 1.71 1.57 1.58 1.54 1.64 1.75 1.69
SPECIFIC GRAVITY Gs 2.66 2.66 2.66 2.69 2.66 2.66 2.66 2.66
VOIDS RATIO e 0.50 0.55 0.70 0.71 0.73 0.62 0.52 0.58
POROSITY % 33.48% 35.59% 41.11% 41.37% 42.04% 38.22% 34.25% 36.65%
DEGREE OF SATURATION Sr % 107.39% 93.34% 95.59% 89.17% 87.79% 82.33% 84.03% 107.11%
Natural
submerged 20 16 27 14
B9 B10
ANGLE OF INTERNAL FRICTION
B7 B8PHYSICAL & MECHANICAL
PROPERTIES OF SOIL BORING
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Borehole logs
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Depth
(m) sample
Soil Classification and Descript
0.6 m Top soil
1.50 11 9 12
3.00
Date of test
S.P.T
(N)
Gray damp lime clay (CL)
21/6/2010
Bore Hole log
SMI
Adraa
1
20m
BROJECT
LOCATION
BORE HOLE No.
DEPTH
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL50 (6cm)
S.P.T
(N)
BORE HOLE No. 2
DEPTH 15m
Date of test 21/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL50 (10cm)
S.P.T
(N)
BORE HOLE No. 3
DEPTH 15m
Date of test 21/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL
S.P.T
(N)
BORE HOLE No. 4
DEPTH 15m
Date of test 20/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.5042
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL50(7cm)
S.P.T
(N)
BORE HOLE No. 5
DEPTH 20m
Date of test 23/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL
S.P.T
(N)
BORE HOLE No. 6
DEPTH 15m
Date of test 20/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
Borehole log
BROJECT SMI
Gray cohesive to stiff lime clay (CL
LOCATION Adraa
50 (7cm)
BORE HOLE No. 7
DEPTH 15m
Date of test 19/6/2010
S.P.T
(N)
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Depth
(m) sample
Soil Classification and Descript
1.50
393.00
17 21 27
50 (7cm)
LOCATION Adraa
Gray cohesive to stiff lime clay (CL
S.P.T
(N)
BORE HOLE No. 8
DEPTH 20m
Date of test 20/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL50 (10cm)
S.P.T
(N)
BORE HOLE No. 9
DEPTH 15m
Date of test 23/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL
Yellowish Gray lime clay (CL)
50 (9cm)
S.P.T
(N)
BORE HOLE No. 10
DEPTH 15m
Date of test 19/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.50 35
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL50 (9cm)
S.P.T
(N)
BORE HOLE No. 11
DEPTH 15m
Date of test 19/6/2010
Borehole log
BROJECT SMI
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Depth
(m) sample
Soil Classification and Descript
1.5025 27 47
3.00
LOCATION Adraa
Gray cohesive to stiff lime clay (CL
S.P.T
(N)
BORE HOLE No. 12
DEPTH 15m
Date of test 21/6/2010
Borehole log
BROJECT SMI
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Lab test sheets
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Project: SMI -RM
Boring No. Depth m Can No. Wt of can =Wt of wet soil +
canWt of dr
1 1 3-3.5 12 16.68 86.48 7
2 1 4.5-5 23 20.21 92.82 8
3 1 7.5-8 9 15.56 80.56 6
4 2 1-1.5 8 16.58 93.69 8
5 2 11-11.5 26 17.17 94.94 8
NATURAL WATER CONTENT
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Project: SMI -RM
Boring No. Depth m Can No. Wt of can =Wt of wet soil +
canWt of dr
13 7 1-1.5 3 18.50 84.12 7
14 7 7 -7.5 9 18.71 91.50 7
15 8 4-5 8 16.92 88.08 7
16 8 9.5-10 90 15.57 91.21 7
17 9 3.5-4 43 15.28 68.09 5
NATURAL WATER CONTENT
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Project
Specific Gravity Test
Boring No. 1 1 3 3
Sample No. 1 2 3 4
Depth 3-3.5 7.5-8 1.5-2 7.5-8
Wt.Soil,Ws,In g 50 50 50 50
Wt.Bottle+Water,W2,In g 336.7 640.6 640.6 645
Wt.Bottle+Water+Soil,W1,In g 368.21 672.00 671.54 676.40
Temperature o 20 20 20 20
Specific grav ity of water At T,Gt 0.9982 0.9982 0.9982 0.9982
SMI-RM
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Project :
B-1
DEPTH:3.5-4m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 97%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-1
DEPTH:4.5-5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 98%
No. 10 2 97%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-1
DEPTH:7.5-8m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 98%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-2
DEPTH:4.5-5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-2
DEPTH:11-11.5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 97%
No. 4 4.76 91%
No. 10 2 89%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-3
DEPTH:1.5-2m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 99%
No. 10 2 97%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-3
DEPTH:7.5-8m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 98%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-4
DEPTH:3.5-4m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-5
DEPTH:4.5-5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-5
DEPTH:13.5-14m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 86%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-6
DEPTH:4-4.5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 99%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-6
DEPTH:7.5-8m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-7
DEPTH:1-1.5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 82%
3/4'' 19.1 80%
1/2" 12.7 70%
3/8'' 9.5 65%
No. 4 4.76 60%
No. 10 2 54%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-7
DEPTH:7-7.5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-8
DEPTH:4-5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 99%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-8
DEPTH:9.5-10m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-9
DEPTH:3.5-4m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 96%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-9
DEPTH:14-14.5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-10
DEPTH:5-5.5m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 99%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-11
DEPTH:3.5-4m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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Project :
B-11
DEPTH:9.5-10m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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63/111
Project :
B-12
DEPTH:5.5-6m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
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64/111
Project :
B-12
DEPTH:7.5-8m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 100%
SMI- RM
60%
70%
80%
90%
100%
finer%
7/23/2019 SMI-2 soil inv
65/111
Project :
B-12
DEPTH:14.5-15m
no. Opening Passing
2" 50.8 100%
1 1/2'' 38.1 100%
1'' 25.4 100%
3/4'' 19.1 100%
1/2" 12.7 100%
3/8'' 9.5 100%
No. 4 4.76 100%
No. 10 2 98%
SMI- RM
60%
70%
80%
90%
100%
finer%
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66/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 1
DEPTH 3-3.5m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.30 20.34
11 7
LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 23.24 40.62
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Type Of Test
Container No.
Wt. Of Container + Wet Soil (g) 24.85 39.38
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.57 19.68
5 4
Liq
LOCATION draa
BORE HOLE No. BH 1
DEPTH 7.5-8m
Atterberg LimitsBROJECT SMI-RM
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Type Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.08 34.00
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.50 15.13
6 7
Liq
LOCATION draa
BORE HOLE No. BH 2
DEPTH 1-1.5m
Atterberg LimitsBROJECT SMI-RM
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69/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 2
DEPTH 4-4.5m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.91 19.61
5 4
LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 24.70 41.52
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Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 2
DEPTH 11-11.5m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.55 15.28
4 1
LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.01 34.19
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Type Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.03 35.00
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.93 15.60
4 10
Liq
LOCATION draa
BORE HOLE No. BH 3
DEPTH 1.5-2 m
Atterberg LimitsBROJECT SMI-RM
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Type Of Test
Container No.
Wt. Of Container + Wet Soil (g) 24.13 36.98
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.91 14.47
5 9
Liq
LOCATION draa
BORE HOLE No. BH 3
DEPTH 7.5-8m
Atterberg LimitsBROJECT SMI-RM
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Type Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.09 34.00
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.53 15.13
6 9
Liq
LOCATION draa
BORE HOLE No. BH 4
DEPTH 3.5-4m
Atterberg LimitsBROJECT SMI-RM
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74/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 5
DEPTH 4.5-5 m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.55 17.22
13 3
LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 24.13 34.71
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75/111
Type Of Test
Container No.
Wt. Of Container + Wet Soil (g) 24.08 39.20
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 14.42 16.99
4 5
Liq
LOCATION draa
BORE HOLE No. BH 5
DEPTH 13.5-14m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 27.75 38.39
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.36 14.47
6 9
Liq
LOCATION draa
BORE HOLE No. BH 6
DEPTH 4-4.5m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 25.68 35.79
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.36 19.66
6 4
Liq
LOCATION draa
BORE HOLE No. BH 6
DEPTH 7.5-8m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 26.09 39.12
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 17.24 16.91
3 5
Liq
LOCATION draa
BORE HOLE No. BH 7
DEPTH 1-1.5m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 25.91 40.89
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 17.24 18.50
3 22
Liq
LOCATION draa
BORE HOLE No. BH 7
DEPTH 7-7.5m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 24.49 34.70
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.57 16.72
10 1
Liq
LOCATION draa
BORE HOLE No. BH 8
DEPTH 4-5m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 27.60 41.92
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 20.38 15.28
7 1Liq
LOCATION draa
BORE HOLE No. BH 8
DEPTH 9.5-10m
Atterberg LimitsBROJECT SMI-RM
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 28.73 41.72
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 20.33 18.38
7 22Liq
LOCATION draa
BORE HOLE No. BH 9
DEPTH 3.5-4m
Atterberg LimitsBROJECT SMI-RM
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83/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 9
DEPTH 14-14.5m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.80 15.13
20 32LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.00 34.00
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Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 24.04 36.74
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.91 18.50
5 22Liq
LOCATION draa
BORE HOLE No. BH 10
DEPTH 5-5.5m
Atterberg LimitsBROJECT SMI-RM
7/23/2019 SMI-2 soil inv
85/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 11
DEPTH 3.5-4m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.50 15.14
10 12LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.10 34.10
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86/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 11
DEPTH 9.5-10m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.53 15.13
5 9LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.00 34.00
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87/111
Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 22.91 38.65
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 14.44 17.24
9 3Liq
LOCATION draa
BORE HOLE No. BH 12
DEPTH 5.5-6m
Atterberg LimitsBROJECT SMI-RM
7/23/2019 SMI-2 soil inv
88/111
Atterberg LimitsBROJECT SMI-RM
LOCATION draa
BORE HOLE No. BH 12
DEPTH 7.5-8m
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 15.38 15.17
9 18LiqType Of Test
Container No.
Wt. Of Container + Wet Soil (g) 27.00 34.00
7/23/2019 SMI-2 soil inv
89/111
Type Of TestContainer No.
Wt. Of Container + Wet Soil (g) 22.73 40.66
Date of test 6/2010
Plastic Limit
Wt. Of Container (g) 16.39 18.77
6 8Liq
LOCATION draa
BORE HOLE No. BH 12
DEPTH 15.00 m
Atterberg LimitsBROJECT SMI-RM
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90/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH1
DEPTH
Date of test 6/2010
3-3.5m
LOCATION
BORE HOLE No.
4.5
5
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BORE HOLE No.
Draa
BH2
DEPTH
Date of test 6/2010
4-4.5m
LOCATION
BROJECT SMI-RM
Direct Shear Test
4.5
5
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BROJECT SMI-RM
Direct Shear Test
Draa
BH 3
DEPTH
Date of test 6/2010
1.5-2m
LOCATION
BORE HOLE No.
4.5
5
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93/111
BORE HOLE No.
Draa
BH 4
DEPTH
Date of test 6/2010
3.5-4m
LOCATION
BROJECT SMI-RM
Direct Shear Test
4.5
5
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BORE HOLE No.
Draa
BH 5
DEPTH
Date of test 6/2010
4.5-5m
LOCATION
BROJECT SMI-RM
Direct Shear Test
4.5
5
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95/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH 5
DEPTH
Date of test 6/2010
13.5-14m
LOCATION
BORE HOLE No.
4.5
5
7/23/2019 SMI-2 soil inv
96/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH 6
DEPTH
Date of test 6/2010
7.5-8m
LOCATION
BORE HOLE No.
4.5
5
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97/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH7
DEPTH
Date of test 6/2010
1-1.5m
LOCATION
BORE HOLE No.
4.5
5
7/23/2019 SMI-2 soil inv
98/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH 8
DEPTH
Date of test 6/2010
4-5m
LOCATION
BORE HOLE No.
4.5
5
7/23/2019 SMI-2 soil inv
99/111
BORE HOLE No.
Draa
BH9
DEPTH
Date of test 6/2010
3.5-4m
LOCATION
BROJECT SMI-RM
Direct Shear Test
4.5
5
7/23/2019 SMI-2 soil inv
100/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH10
DEPTH
Date of test 6/2010
5-5.5m
LOCATION
BORE HOLE No.
4.5
5
7/23/2019 SMI-2 soil inv
101/111
BROJECT SMI-RM
Direct Shear Test
Draa
BH12
DEPTH
Date of test 6/2010
15.00 m
LOCATION
BORE HOLE No.
4.5
5
7/23/2019 SMI-2 soil inv
102/111
SMI- RM
BORING No B1 dept
E.Kg/Cm2 273 C
0.900e%
0.500
0.600
0.700
.
7/23/2019 SMI-2 soil inv
103/111
SMI- RM
BORING No Bh2 dept
E.Kg/Cm2 436 C
0.900e%
0.500
0.600
0.700
.
7/23/2019 SMI-2 soil inv
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SMI- RM
BORING No B3 dept
E.Kg/Cm2 354 C
0.900e%
0.500
0.600
0.700
.
7/23/2019 SMI-2 soil inv
105/111
SMI- RM
BORING No B5 deptE.Kg/Cm2 188 C
e%
0.800
1.000
.
S
7/23/2019 SMI-2 soil inv
106/111
SMI- RM
BORING No B6 dept
E.Kg/Cm2 233 C
0.900e%
0.500
0.600
0.700
.
7/23/2019 SMI-2 soil inv
107/111
SMI- RM
BORING No Bh7 depth 1-E.Kg/Cm2 300 Cc 0.
0.600
0.700
0.800
0.900
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Borehole Points
coordinate
(X Y Z f th 12 b h l )
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P o i n t X Y Z
1 -238806.153 -60485.349 608
2 -238722.413 -60492.92 608
3 -238663.528 -60454.31 608
4 -238571.471 -60434.445 608
5 -238770.636 -60527.434 608
6 -238646.634 -60499.111 608
(X,Y,Z for the12 boreholes)
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The site plan
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