paschal adaus
TRANSCRIPT
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PROJECT TITLE: DESIGN OF GRAVELROAD AT MBAGALA.
CASE STUDY :SAKUPROJECT TYPE: DESIGN.
STUDENT NAME: ADAUS PASCHAL.
ADMISSION NO: 1001016998
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INTRODUCTION
Saku is located at Mbagala in Temeke municipal where people use as the
habitat. The existing road was the earth road which being used for transportation,
due to increase of people and traffic volume now days the road does not
perform well means of transportation. Gravel road is needed in order to improve
transportation in Saku. The scope of this is 2km.
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PROBLEM STATEMENT
The increase in traffic volume, population and social activities in Saku, the
earth road does not perform well means of transportation. The loose of
confortability of road user, extent damage and loose of sufficient camber on the
road surface.
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OBJECTIVES
GENERAL OBJECTIVEThe main objective of this project is to design the gravel road from Mzambarauni to
saku 2km long.
SPECIFIC OBJECTIVE
Design of gravel thickness layers which can withstand the expected traffic loading
during the road services.
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OUTCOME
The design documents.
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METHODOLOGY.
Literature review
Data collection
Data analysis and design
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LITERATURE REVIEW
The road that will be designed is that which will accommodate the maximum
number of vehicles which are used by the previous road. This due to an
increases in traffic volume, social activities and business activities at Saku now
days the road fail to perform well means of transportation. The road expected
to be designed should have the following characteristics:
i. To offer the complete freedom to the road users.
ii. Easy to short distance travel.
iii. Speed movement that will related to severity to accident.
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DESIGN FACTORS
The design factors to be considered1. Design wheel load
2. Strength of sub grade
3. Climatic condition
4. Pavement component materials
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STRENGTH OF SUB-GRADE
These are the natural soil of the design place. It is very important layer that carry the total
load imposed on the road surface .The strength of the sub-grade should be designed from
the CBR value minimum 15% if found less than 15% soil stabilization should take place .Sub
grade sample are be taken at an interval of 250m from the chainage of 0+00m.
The lower the CBR value the thicker the pavement component
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SUB-BASE /BASE COURSE.
These are the major pavement layer which carry the imposed wheel load and distribute to
the sub grade. This layer should be stronger enough .The materials are place on the prepared
sub grade which may be used as wearing course. Heavy compaction must done to improve
stability. The CBR value factor is considered in provision of thickness of this layer.
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WEARING COURSE
This layer carries the total wheel load and transfer it to the sub base or base course.
Always be smooth and well compacted of the materials which being used in design. This layer
will be provided according to the Laboratory tests results of materials.
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TEST TO BE DONE
The following tests are to be done and used in design of each layer:
Attertberg limit (LL,PL and PI).
Sieve analysis.
Compaction test (MDD and OMC)
CBR test.
CBR value design 90% ile =0.1(n-1)
where, n=is number test.
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DESIGN OF WHEEL LOAD
The weight of vehicle imposed on the pavement layer may affect the performance of
road surface. These vehicles causes damages are known as commercial vehicle which are
measured by Standard Axle load (S.a.L).
One SaL=8160kg or 8.16tone which is measured by Equivalent single Axle (E.S.a).
E.S.a =[load/8160kg]4.55 or [load/8.16tone]4.55
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TRAFFIC COUNTING
These process of counting the total number of vehicles passing through the road is to be
known. These process is done at 12 hours to the commercial vehicle. Throungh traffic
counting process Equivalent Standard axle are obtained. In this case the Average Daily Traffic
(ADT) are included to determine the total number of commercial vehicle passing per week or
per year.
Cumulative Equivalent Standard axle Load also is to known.
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TRAFFIC COUNTING CALCULATION:
E.S.a =(load/8160kg)4.55 or (load/8.16tone)4.55
ADT =Total number of vehicles counted
7days
Standard axles per day (t) =standard axle/day
C.E.S.a.L =365xtx[(1+r) n _ 1]
r
E.S.A.L= 365ADT(1+r) n
r
Where, r=Growth rate of road
n=Design life of a roadADT=Average Daily Traffic.
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DATA COLLECTION
The following data were collected in order to continue with the project:
1. Soil Laboratory test on the following :
Compaction test
Sieve analysis test
Atterberg limit
CBR test2.Traffic counting
3.Assessment on rainfall intensity
4.Surveying data.
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Compaction test
Project: Chainage(km) 00+250 Offset
Client: T/Pit No Date 31/01/2013
Operator Adaus Paschal Sample No. ApprovedTEST METHOD CML TEST 1.9, ref BS 1377:Part4:1990
METHOD TEST No. 1 2 3 4 5 6
WEIGHT OF SAMPLE (g) 4000
WATER ADDED (%) 100 200 300 400 500 600
WEIGHT of MOULD +SAMPLE (g) 5470 5550 5600 5640 5677 5665
WEIGHT OF MOULD (g) 3685 3685 3685 3685 3685 3685
WEIGHT OF SAMPLE (g) 1785 1865 1915 1955 1992 1980
WET DENSITY (kg/m3) 1785 1865 1915 1955 1992 1980FACTOR OF MOULD: 1000
MOISTURE
CONTAINE
R No C8 C14 D57 D24 D68 C23
WEIGHT
OF WETSOIL
+CONTAINER (g) 177.8 204.5 210.6 217.1 242.3 292.5
WEIGHT OF DRY SOIL + CONTINER (g) 176.6 198.6 202.8 206.9 225.8 268.8
WEGHT
OF
CONTAINE
R (g) 86.1 84.9 96.7 94.4 81.6 88
WEIGHT OF WATER (g) 1.2 5.9 7.8 10.2 16.5 23.7
WEIGHT OF DRY SOIL (g) 90.5 113.7 106.1 112.5 144.2 180.8
MOISTURE CONTENT (%) 1.3 5.2 7.4 9.1 11.4 13.1DRY DENSITY (kg/m3) 1762 1773 1784 1792 1787 1751
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MDD (kg/m3) = 1793 OMC (%) = 10.3 NMC (%) = 4.0
1740
1750
1760
1770
1780
1790
1800
1 5 9 13
Drydensity(
kg/m3)
Moisture content (%)
MDD (kg/m3) = 1793 OMC (%) = 10.3 NMC (%) = 4.0
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SILT SAND GRAVEL
0
10
20
30
40
50
60
70
80
90
100
0.01 0.10 1.00 10.00 100.00
Percentag
epassing(%)
Sieve size (mm)
Gradation Curve
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Dar es Salaam Institute of Technology.
Civil & Building Engineering Department.
Materials Testing Laboratory.
TO BS 1881 : Part 116 : 1983 ATTERBERGS' LIMITS TEST
CLIENT : BH No.
LOCATION : SAKU Sample No.
OPERATOR : ADAUS Depth(m):
DATE : 05.01.2013
Test No. 1 2 3 4
TYPE OF TEST LL LL LL LL PL PL
Initial dial gauge reading mm 3.5 2.6 2.4 2.5 2.1 2.2 2.2 2.4
Final gauge reading mm 17.8 17.9 19.7 20.6 21.6 22.8 25.4 26.5
Cone penetration mm 14.8 17.7 20.1 23.7
Container No. 29 43 59 8A
Mass of wet soli + container gm 54.30 64.20 60.60 55.60Mass of dry soil + container gm 53.40 62.50 58.50 53.70
Mass of container gm 29.10 29.70 28.30 31.00
Mass of moisture gm 0.90 1.70 2.10 1.90
Mass of dry soil gm 24.30 32.80 30.20 22.70
Moisture content (w) % 3.70 5.18 6.95 8.37
Cone penetration mm 14.8 17.7 20.1 23.7
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Liquid limit : 17
Plastic limit (PL) 10
Plasticity index (PI) 7
Linear Shrinkage (LS) NP
12131415161718192021222324
2526
2 5 8 11
CONEP
ENETRATION(mm)
MOISTURE CONTENT (%)
CONE PENETRATION (mm) / MOISTURE CONTENT (%)
`
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Motorize traffic Mon Tues
Wed
Thurs Fri
Sat Sun
Total
Cars(saloon&RAV4) 111 92 67 52 98 73 72 565
P/ up&Vans
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SURVEYING DATA.
LOCATION:SAKU ROAD OBSERVER:ADAUS PASCHAL
BS IS FS RISE FALL RL RM
1.56 100.27 TBM
1.43 0.13 100.40 RIGHT
0.59 0.84 101.24 CENTER
1.07 0.48 100.76 LEFT
2.35 0.09 0.02 100.74 RIGHT
2.48 100.61 CENTER
1.98 0.50 101.11 LEFT
0.95 1.76 0.22 101.33 RIGHT
1.50 0.74 0.21 101.54 CENTER
1.35 0.15 101.69 LEFT
1.50 0.15 101.54 RIGHT
1.63 0.13 100.41 CENTER
2.76 0.13 100.28 LEFT
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Dar es Salaam Institute of Technology.
Civil & Building Engineering Department.
Materials Testing Laboratory.
CML Test 1.11( BS 1377:Part 4: 1990 and TMH1 method A8: 1986)
Client: Bearing value at CBR
Project: SAKU ROAD 2.5mm 5mm Values
Chainage: Top (%) 19 20 39
PIT No. Bottom (%) 18 15 33
SAMPLE No.: SUB GRADE Average CBR Value 19.0 18 36
Depth(m):
Date: 12.01.2013 Pr. Constant 0.23 kN/div
Compaction effort4.5kg 5 layers
62 blows62 blows
Before soaking Penetr.of Force on plunger Force on plunger
4.09 plunger Top Bottom Moisture content at compaction
4.15 mm PR(div) kN PR(div) kN Tin No. B8
4.18 0.00 0.0 0.0 0.0 0.0 Tin + wet soil (g) 271.3
4.14 0.25 2.0 0.5 2.0 0.5 Tin + dry soil (g) 261.2
0.50 3.0 0.7 3.0 0.7 Tin alone (g) 93.3
Aftersoaking 0.75 4.5 1.0 4.5 1.0 Moisture content (%) 6.03.95 1.00 5.0 1.2 5.0 1.2
4.08 1.25 6.5 1.5 6.5 1.5 Moisture content at end of CBR.
4.11 1.50 7.5 1.7 7.5 1.7 Position Top Centre Bottom
4.05 1.75 8.0 1.8 8.0 1.8 Tin No. B17
2.00 9.0 2.1 9.0 2.1 Tin + wet soil (g) 336.8
Swell(mm) 2.25 10.0 2.3 10.0 2.3 Tin + dry soil (g) 315.5
-0.009 2.50 11.0 2.5 10.5 2.4 Tin alone (g) 90.7
dh Volume 2.75 11.5 2.6 11.0 2.5 Moisture content (%) 9.5
3.00 11.9 2.7 11.0 2.5 Average mc (%) 4.7
3.25 12.5 2.9 11.5 2.6 Density before soaking
3.50 13.0 3.0 12.0 2.8 ass of mould + soil(g) 11042
3.75 13.9 3.2 12.0 2.8 Mould number Z
4.00 14.5 3.3 12.5 2.9 ass of mould (g) 61254.25 15.0 3.5 12.5 2.9 ass of compacted soil (g) 4917
4.50 16.0 3.7 13.0 3.0 olume of compacted soil (mls) 2130
4.75 16.5 3.8 13.0 3.0 Bulk density (Kg/m3) 2.308
5.00 17.0 3.9 13.0 3.0 Dry density (Kg/m3) 1.792
5.25 17.5 4.0 14.0 3.2 Moisture content (%) 6.0
5.50 17.5 4.0 14.5 3.3 Density after soaking
5.75 18.0 4.1 15.0 3.5 ass of mould + soil(g) 11189
6.00 18.0 4.1 15.0 3.5 Mould number Z
6.25 18.5 4.3 15.5 3.6 ass of mould (g) 6125
6.50 19.0 4.4 16.0 3.7 ass of compacted soil (g) 5064
6.75 19.0 4.4 16.0 3.7 olume of compacted soil 2130mls 2130.0
7.00 19.5 4.5 16.5 3.8 Bulk density (Kg/m3) 2.377
7.25 20.0 4.6 17.0 3.9 Dry density (Kg/m
3
) 2.2707.50 20.0 4.6 17.5 4.0 Moisture content (%) 4.0
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Position Top Bottom
PENETR
ATION
2.5
mm
5.0
mm
2.5
mm
5.0
mm
Maximum Dry
density
(Mg/
m3)1.793
Pr Dial
reading11.0 17.0 10.5 13.0
Optimum moisture
content(%) 10.30
Equivale
nt kN2.5 3.9 2.4 3.0
CBR
(%)19 20 18 15
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MATERIAL LABORATORY TEST
CBR WORKSHEET: CH 0+000
SUBGRADE
MATERIALS Method C B A
6/4/2013 62 heavy blows, 5 layers 30 heavy blows, 5 layers
62 light blows, 3
layers
Compaction Data Bef. Soak After soak Bef. Soak After soak Bef. Soak After soak
Proving Ring Factor
(kN/div) 0.047 Mould No Z Z Y Y A AProving Ring Capacity
(kN) 40 Mass of Mould (g) 6831 6831 6832 6832 6751 6751
Mass of Mould + wet soil
(g) 11586 11596 10744 10788 11086 11092
MDD 2110 Mass of wet soil (g) 4755 4762 3956 3912 4117 4237
OMC(%) 8.5 Volume of Mould (cc) 2125 2125 2125 2125 2125 2125
Wet Density (kg/m3) 2238.000 2241.000 1841.00 1862.00 1937.00 1994.00
Moisture Content 8.5 13.3 8.40 12.30 8.30 13.1
Dry Density (kg/m3) 1.994 2.2 1.84 1.86 1.94 2.0
Compaction (%) 95.0 106.0 87.0 88.0 92.0 94.0
Moisture Content
Determination C B A
Container Number c c1 D A 42
Wt of wet soil + container (g) 289.2 222.4 215.5 296.6 222.6 236.6
Wt of dry soil + container (g) 270.4 200 202.2 281.7 209.5 212.8
Wt of container (g) 51.6 31.8 43.4 44.8 42.6 29
Wt of water (g) 18.8 22.4 13.3 16.9 13.1 24
Wt of dry soil (g) 218.8 168.4 158.8 136.9 156.9 182.8
Moisture content (%) 8.8 13.3 8.4 12.3 8.3 13.1
C B A
Penetration Data 62 blws heavy 5lyers 30 heavy blows, 5 layers 62 light blows, 3 layers
Plunger Penetration Gauge autocalc Gauge autocalc Gauge autocalc
(mm) Reading Load (kN) Reading Load (kN) Reading Load (kN)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.5 3.5 0.7 1.0 0.6 1.0 0.21.0 4.5 1.3 2.0 1.4 2.2 0.4
1.5 5.0 1.7 2.5 1.7 3.0 0.9
2.0 6.0 2.1 4 1.9 4.3 1.5
2.5 6.5 2.5 5 2.2 5.5 2.3
3.0 7.5 2.8 6.5 2.4 6.0 2.4
3.5 8.5 3.1 7.5 2.8 6.5 2.5
4.0 9.0 3.5 8.5 2.2 7.00 2.9
4.5 10.0 3.8 9.0 3.4 8.0 3.3
5.0 11.0 4.0 10.5 4.8 9.0 3.5
5.5 12.0 4.2 11.5 4.9 9.5 3.8
6.0 12.5 43.0 13.0 5.0 10.5 4.2
6.5 14.0 4.6 14 5.2 12.0 4.5
7.0 15.0 4.7 15.4 5.6 14.0 4.77.5 0.9 48.0 16.5 5.0 16.0 4.9
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0 1 2 3 4 5 6 7 8
Load(kN)
Pen (mm)
Load-Penetration Curves
62 blws heavy 5lyers
30 heavy blows, 5 layers
62 light blows, 3 layers
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CBR Calculations autocalc
62 blows 30 blows 62 blows
5 layers 5 layers 3 layers
CBR at 2.5mm pen (%) 19 17 17
CBR at 5.0mm pen (%) 20 24 18
autocalc
CBR (%) 20 21 18
Swell
Initia dial gauge reading 0.00 0.00 0.000
Final dial gauge reading 0.0 0.02 0.01
Difference (swell) 0.02 0.02 0.01Percentage swell 0.015
CBRsoaked - Percent MDD Relationship
CBR (%) Comp. (%)
62 Heavy blows, 5 layers 19 100
30 heavy blows, 5 layers 24 93
62 light blows, 3 layers 17 88
10
100
86 96Maximum Dry density
(%)
C
o
m
p
(%)
MATERIAL LABORATORY TESTS CBR WORKSHEETSUBGRADE
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Sample description: MATERIAL
Sample
Description: CH0+500 Depth
SUBGRADE MATERIALS
62 heavy blows, 5
layers
30 heavy blows, 5
layers
62 light blows,
3 layers
Compaction
Data Bef. Soak
After
soak
Bef.
Soak After soak
Bef.
Soak
After
soak
Proving Ring
Factor (kN/div) 0.047
Mould
No A A Y Y Z Z
Proving Ring
Capacity (kN) 40
Mass of Mould
(g) 7200 7200 7231 7231 7232 7232
Mass of Mould +
wet soil (g) 11675 11678 11842 11876 11640 11660
MDD 2185Mass of wet soil(g) 4475 4498 4611 4645 4406 4426
OMC(%) 7.3
Volume of Mould
(cc) 2130 2130 2130 2130 2130 2130
Wet Density
(kg/m3) 2101.000 2112.000 2165.00 2181.00
2069.0
0
2078.0
0
Moisture Content 7.5 11.1 8.40 13.30 7.10 12.3
Dry Density
(kg/m3) 2100.000 2120.0 2164.00 2178.00
2069.0
0 2075.0
Compaction (%) 96.0 97.0 99.0 100.0 94.0 95.0
Moisture Content
Determination C B A
Container
Number c c1 D A 42
Wt of wet soil +
container (g) 311.4 205.7 267.7 196.34 211.78 209.34Wt of dry soil +
container (g) 293.4 188.2 251.16 178.65 199.7 190.54
Wt of container
(g) 32.6 31.1 32.4 30.5 29.88 40.2
Wt of water (g) 18 17.5 16.6 19.69 12.1 18.8
Wt of dry soil
(g) 240.8 157.1 218.76 148.15 169.9 150.34
Moisture
content (%) 7.5 11.1 7.6 13.3 7.1 12.5
Penetration
Data
62 blws heavy
5lyers
30 heavy blows, 5
layers
62 light blows, 3
layers
Plunger
Penetration Gauge
autocal
c Gauge autocalc Gauge autocalc
(mm)
Readin
g
Load
(kN) Reading
Load
(kN) Reading
Load
(kN)0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.5 3.5 0.7 1.0 1.8 1.0 0.2
1.0 4.5 1.4 2.0 2.1 2.2 0.4
1.5 5.0 1.9 2.5 2.5 3.0 0.9
2.0 6.0 2.8 4 2.7 4.3 1.5
2.5 6.5 3.4 5 3.1 5.5 2.3
3.0 7.5 3.5 6.5 3.4 6.0 2.4
3.5 8.5 3.7 7.5 3.7 6.5 2.5
4.0 9.0 4.6 8.5 3.8 7.00 2.7
4.5 10.0 5.3 9.0 4.1 8.0 2.9
5.0 11.0 5.4 10.5 4.2 9.0 3.0
5.5 12.0 5.6 11.5 4.4 9.5 3.3
6.0 12.5 5.7 13.0 4.5 10.5 3.4
6.5 14.0 5.9 14 4.7 12.0 3.6
7.0 15.0 6.0 15.4 4.8 14.0 3.97.5 0.9 6.0 16.5 4.9 16.0 4.1
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0 1 2 3 4 5 6 7 8
Load(kN)
Pen (mm)
Load-Penetration Curves
62 blws heavy 5lyers
30 heavy blows, 5 layers
62 light blows, 3 layers
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`
CBR Calculations autocalc
62 blows 30 blows 62 blows
5 layers 5 layers 3 layers
CBR at 2.5mm pen (%) 26 23 17
CBR at 5.0mm pen (%) 27 21 15
autocalc
CBR (%) 27 22 16
Swell
Initia dial gauge reading 0.00 0.00 0.000
Final dial gauge reading 0.0 0.02 0.01
Difference (swell) 0.02 0.02 0.01
Percentage swell 0.015
CBRsoaked - Percent MDD Relationship
CBR (%) Comp. (%)
62 Heavy blows, 5 layers 26 98
30 heavy blows, 5 layers 21 99
62 light blows, 3 layers 17 78
10
100
76 86 96Maximum Dry density (%)
C
o
m
p
(%)
MATERIAL LABORATORY TESTS CBR WORKSHEET
SUBGRADE
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Sample description:
SUBGRADE
MATERIAL
Sample
Description: CH 1+000 Depth
SUBGRADE MATERIALS
62 heavy blows, 5
layers
30 heavy blows, 5
layers
62 light blows,
3 layers
Compaction
Data
Bef.
Soak
After
soak
Bef.
Soak After soak
Bef.
Soak
After
soak
Proving Ring
Factor (kN/div) 0.047
Mould
No A A Y Y Z Z
Proving Ring
Capacity (kN) 40
Mass of Mould
(g) 6875 6875 6751 6751 6878 6878
Mass of Mould +
wet soil (g) 11176 11238 11139 11152 11273 11294
MDD 2074
Mass of wet soil
(g) 4301 4363 4388 4401 4395 4416
OMC(%) 8.5
Volume of Mould
(cc) 2125 2125 2125 2125 2125 2125
Wet Density
(kg/m3) 2024 2053. 2065. 2071 2068. 2078.
Moisture Content 8.4 12.1 8.40 10.50 8.30 10.0
Dry Density
(kg/m3) 2024 2051 2065.00 2069 2068. 2075
Compaction (%) 97. 98. 99. 98. 99. 100.
Moisture Content
Determination C B A
Container
Number 42 42 C5 C5 A11 A11
Wt of wet soil +container (g) 258 273 223 236.7 262.2 269.8
Wt of dry soil +
container (g) 242 249 210 216.9 245.9 250
Wt of container
(g) 52 32 52.6 29.8 50.2 52.2
Wt of water (g) 16 24 13.1 19.7 16.3 20
Wt of dry soil
(g) 190 217 156.9 187.1 195.7 197.8
Moisture
content (%) 8.0 12.1 8.4 11.0 8.3 10.0
Penetration
Data
62 blws heavy
5lyers
30 heavy blows, 5
layers
62 light blows, 3
layers
Plunger
Penetration Gauge
autocal
c Gauge autocalc Gauge autocalc
(mm)Readin
gLoad(kN) Reading
Load(kN) Reading
Load(kN)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.5 3.5 0.7 1.0 1.8 1.0 0.5
1.0 4.5 1.3 2.0 2.1 2.2 1.3
1.5 5.0 1.9 2.5 2.5 3.0 1.6
2.0 6.0 2.8 4 2.7 4.3 2.1
2.5 6.5 3.2 5 3.0 5.5 2.3
3.0 7.5 3.4 6.5 3.2 6.0 2.4
3.5 8.5 3.6 7.5 3.4 6.5 2.6
4.0 9.0 4.0 8.5 3.5 7.00 2.7
4.5 10.0 4.2 9.0 3.7 8.0 3.0
5.0 11.0 4.5 10.5 4.0 9.0 3.1
5.5 12.0 4.6 11.5 4.2 9.5 3.3
6.0 12.5 4.8 13.0 4.5 10.5 3.5
6.5 14.0 5.0 14 4.7 12.0 3.67.0 15.0 5.3 15.4 4.8 14.0 3.9
7.5 0.9 6.0 16.5 4.9 16.0 4.1
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0 1 2 3 4 5 6 7 8
Load(kN
)
Pen (mm)
Load-Penetration Curves
62 blws heavy 5lyers
30 heavy blows, 5 layers
62 light blows, 3 layers
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CBR
Calculations
Autocal
c
62
blows 30 blows 62 blows
5 layers 5 layers 3 layers
CBR at 2.5mm
pen (%) 24 22 17
CBR at 5.0mm
pen (%) 22 20 16
Autocalc
CBR (%) 23 21 17
Swell
Initia dial gauge
reading 0.00 0.00 0.000 `
Final dial gauge
reading 0.0 0.00 0.00
Difference (swell) 0.01 0.00 0.00
Percentage swell 0.003
CBRsoaked - Percent MDD
Relationship
CBR(%)
Comp.(%)
62 Heavy blows,
5 layers 24 98
30 heavy blows, 5
layers 20 99
62 light blows, 3
layers 17 100
10
100
88 98Maximum Dry density (%)
C
o
m
p
(%)
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MATERIAL LABORATORY TESTS CBR WORKSHEET
Sample description:
SUB BASE
MATERIALS
Sample Description: CH 0+000 Depth
SUB BASE MATERIALS
62 heavy blows, 5
layers
30 heavy blows, 5
layers
62 light blows, 3
layers
Compaction Data Bef. Soak After soak Bef. Soak After soak
Bef.
Soak
After
soak
Proving Ring
Factor (kN/div) 0.047 Mould No A A Y Y Z Z
Proving Ring
Capacity (kN) 40 Mass of Mould (g) 6874 6874 6302 6302 6751 6751
Mass of Mould + wet
soil (g) 11218 11230 10620 10643 10971 11039
MDD 2058 Mass of wet soil (g) 4344 4356 4318 4341 4221 4288
OMC(%) 9.0 Volume of Mould (cc) 2125 2125 2125 2125 2125 2125
Wet Density (kg/m3) 2044 2050 2032 2043 1986 2018
Moisture Content 8.8 12.4 9.10 13.00 8.70 13.8
Dry Density (kg/m3) 2044.000 2047.0 2031.00 2040.00 1986.00 2015.0
Compaction (%) 99.0 99.0 98.0 99.0 96.0 98.0
Moisture Content
Determination C B A
Container Number C2 C2 C5 C5 A11 A11
Wt of wet soil + container
(g) 307.4 360 244.7 236.7 216.6 205.7
Wt of dry soil + container
(g) 286.7 326 227 216.9 195.2 183.5
Wt of container (g) 51 50.2 45 29.8 32 31.1
Wt of water (g) 20.7 34.2 19 19.7 21.3 21.2
Wt of dry soil (g) 235.6 276 178 187.1 164.1 153.4
Moisture content
(%) 8.8 12.4 8.4 9.1 13.0 13.8
Penetration Data
62 blws heavy
5lyers
30 heavy blows, 5
layers
62 light blows, 3
layers
Plunger
Penetration Gauge autocalc Gauge autocalc Gauge autocalc
(mm) Reading
Load
(kN) Reading Load (kN) Reading Load (kN)
0.0 0.0 0.0 0.0 0.0 0.0 0.00.5 3.5 0.7 1.0 1.8 1.0 0.5
1.0 4.5 1.3 2.0 2.1 2.2 1.3
1.5 5.0 1.9 2.5 2.5 3.0 1.6
2.0 6.0 2.8 4 2.7 4.3 2.1
2.5 6.5 3.3 5 3.2 5.5 2.3
3.0 7.5 3.4 6.5 3.3 6.0 2.4
3.5 8.5 3.6 7.5 3.4 6.5 2.6
4.0 9.0 4.0 8.5 3.5 7.00 2.7
4.5 10.0 4.2 9.0 3.7 8.0 3.0
5.0 11.0 4.3 10.5 4.1 9.0 3.2
5.5 12.0 4.5 11.5 4.2 9.5 3.3
6.0 12.5 4.7 13.0 4.5 10.5 3.5
6.5 14.0 5.0 14 4.7 12.0 3.6
7.0 15.0 5.3 15.4 4.8 14.0 3.9
7.5 0.9 6.0 16.5 4.9 16.0 4.1
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0 1 2 3 4 5 6 7 8
Load(kN)
Pen (mm)
Load-Penetration Curves
62 blws heavy 5lyers
30 heavy blows, 5 layers
62 light blows, 3 layers
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CBR Calculations autocalc
62 blows 30 blows 62 blows
5 layers 5 layers 3 layers
CBR at 2.5mm pen (%) 26 22 18
CBR at 5.0mm pen (%) 22 21 16
autocalc
CBR (%) 24 22 17
Initia dial gauge reading 0.00 0.00 0.000
Final dial gauge reading 0.0 0.00 0.00
Difference (swell) 0.01 0.00 0.00
Percentage swell 0.003
CBRsoaked - Percent MDD Relationship
CBR (%) Comp. (%)
62 Heavy blows, 5 layers 24 99
30 heavy blows, 5 layers 22 98
62 light blows, 3 layers 17 97
10
100
95
C
o
m
p
(%)
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MATERIAL LABORATORY TESTS CBR WORKSHEET
Sample description:
SUB BASE
MATERIALS
Sample
Description: CH 0+000 Depth
SUB BASE MATERIALS
62 heavy blows, 5
layers
30 heavy blows, 5
layers
62 light blows, 3
layers
Compaction Data Bef. Soak After soak Bef. SoakAfter soak
Bef.
Soak
After
soak
Proving Ring
Factor (kN/div) 0.047
Mould
No
Proving Ring
Capacity (kN) 40 Mass of Mould (g) 7234 7234 6736 6736 7100 7100
Mass of Mould +
wet soil (g) 11218 11230 10620 10643 10971 11039
MDD 2124
Mass of wet soil
(g) 4747 4886 4651 4857 4367 4525
OMC(%) 9.8
Volume of Mould
(cc) 2125 2125 2125 2125 2125 2125
Wet Density
(kg/m3) 2233 2235 2188 2266 2136 2140
Moisture Content 8.5 14.1 8.60 14.60 8.50 15.0
Dry Density
(kg/m3) 2230.000 2232.0 2186.00 2262.00 2130.00 2015.0
Compaction (%) 96.0 97.0 98.0 97.0 96.0 88.0Moisture Content
Determination C B A
Container
Number C2 C2 C5 C5 A11 A11
Wt of wet soil +
container (g) 307.4 360 244.7 236.7 216.6 205.7
Wt of dry soil + container
(g) 286.7 326 227 216.9 195.2 183.5
Wt of container
(g) 51 50.2 45 29.8 32 31.1
Wt of water (g) 20.7 34.2 19 19.7 21.3 21.2
Wt of dry soil (g) 235.6 276 178 187.1 164.1 153.4
Moisture content
(%) 8.5 14.1 8.6 15.1 8.5 15.3
Penetration
Data
62 blws heavy
5lyers
30 heavy blows, 5
layers
62 light blows, 3
layers
Plunger
Penetration Gauge autocalc Gauge autocalc Gauge autocalc
(mm)
Readin
g
Load
(kN) Reading Load (kN) Reading
Load
(kN)
0.0 0.0 0.0 0.0 0.0 0.0 0.0
0.5 3.5 0.7 1.0 1.8 1.0 0.5
1.0 4.5 1.3 2.0 2.1 2.2 1.3
1.5 5.0 1.9 2.5 2.5 3.0 1.6
2.0 6.0 2.8 4 2.8 4.3 2.1
2.5 6.5 3.4 5 3.4 5.5 2.4
3.0 7.5 3.6 6.5 3.6 6.0 2.6
3.5 8.5 3.6 7.5 3.8 6.5 2.7
4.0 9.0 4.0 8.5 4.0 7.00 2.9
4.5 10.0 4.2 9.0 4.3 8.0 3.2
5.0 11.0 4.3 10.5 4.5 9.0 3.4
5.5 12.0 4.5 11.5 4.8 9.5 3.6
6.0 12.5 4.7 13.0 4.9 10.5 3.7
6.5 14.0 5.0 14 5.1 12.0 3.9
7.0 15.0 5.3 15.4 5.3 14.0 4.17.5 0.9 6.0 16.5 5.4 16.0 4.5
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
0 1 2 3 4 5 6 7 8
Load(kN)
Pen (mm)
Load-Penetration Curves
62 blws heavy 5lyers
30 heavy blows, 5 layers
62 light blows, 3 layers
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CBR Calculations autocalc
62 blows 30 blows 62 blows
5 layers 5 layers 3 layers
CBR at 2.5mm pen (%) 26 26 18
CBR at 5.0mm pen (%) 22 21 17
autocalc
CBR (%) 24 24 18
Initia dial gauge reading 0.00 0.00 0.000
Final dial gauge reading 0.0 0.00 0.00
Difference (swell) 0.01 0.00 0.00
Percentage swell 0.003
CBRsoaked - Percent MDD Relationship
CBR (%) Comp. (%)
62 Heavy blows, 5
layers 24 96
30 heavy blows, 5
layers 24 97
62 light blows, 3 layers 18 92 10
100
88 98
C
o
m
p
(%)Maximum Dry density (%)
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SUMMARY OF LABORATORY MATERIAL TESTS
TEST CH 0+000 CH 0+250 CH 0+500
CBR TEST
62 blows 5layers 4.5kg 20 21 18
30 blows 5layers 4.5kg 27 22 16
62 blows 5layers 2.5kg 23 21 17
62 blows 5layers 4.5kg 24 24 18
30 blows 5layers 4.5kg 16 20 15
62 blows 5layers 2.5kg 19 18 14
COMPACTION TEST
MDD (Kg/m3) 2110 2185 2074
OMC (%) 8.5 7.3 8.5
SIEVE ANALYSIS TEST
BS Method of soil classification
Fines (%) 23.85 20.3 24.25
Sand (%) 68.1 68.4 68.3
Gravel (%) 0.05 11.3 7.45
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Weight of
axle(tones)
Mid point
(L)
Equivalent factor
(L/8.2)4.55Number of
vehicles (N)
Standard axles
=(EFXN)
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TRAFFIC CALCATION:
Equivalent factor (EF) = (L/8.2)4.55
Standard axle (SA) = Equivalent factor x Standard axle.
Number of standard axle per commercial vehicle
=Total number of standard axle
Total number of comm. vehicle
=481.9788 SA1540/7CV
2.1908SA
CV
Standard axle per day (t) =481.97887days
=68.85SA/day.
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COMULATIVE EQUIVALENT STANDARD AXLE LOAD (C.E.S.A.L)
For the design,
Standard axle per day (t) =68.85SA/day
Design life (n) =3years.
Growth rate (r) =5%.
Then,
C.E.S.A.L=365Xtx[(1+r)n -1]
r =365x68.85x[(1+0.05)3-1 ]
0.05
C.E.S.A.L =79,223.111
Cumulative equivalent standard axle load (c.E.S.A.L.) = 0.792231X106
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REFERENCE
Administration, T. M. (2000). Laboratory TestingManuals. Dar es Salaam: Novum Grafisk AS, Skjetten
Norway.
S.K.Kanna-C.EG.Justo. (1991). Highway Engineering.Roorkee247667, INDIA: NEM CHAND &BROS.ROORKEE(U.P).
Work, T. M. (1999). Pavement and Materials DesignManual. Dar es Salaam: Allkopi AS, Oslo Norway.