cópia de dcp+-+cbr+-+qall
TRANSCRIPT
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DYNAMIC CONE PENETROMETER - RESULT SHEET AS128
Client
Project
Location
OperatorDate
Job #
Lab #
Site # Site #
Location Location
Depth Blows / Est Est Depth Blows / Est Est
mm 100 mm CBR q(all) mm 100 mm CBR q(all)
100 4 8 115 100 1 2 40
200 3 6 80 200 8 15 240
300 3 6 80 300 13 25 390
400 3 6 80 400 8 15 240500 3 6 80 500 6 12 180
600 2.5 3.5 70 600 4 8 115
700 3 6 80 700 4 8 115
800 3.5 6 80 800 4 8 115
900 5 10 150 900 5 10 150
1000 8 15 240 1000 10 20 300
1100 6 12 180 1100 #N/A #N/A
1200 8 15 240 1200 #N/A #N/A
1300 9 15 270 1300 #N/A #N/A
1400 14 30 420 1400 #N/A #N/A
1500 16 35 475 1500 #N/A #N/A
1600 #N/A #N/A 1600 #N/A #N/A
1700 #N/A #N/A 1700 #N/A #N/A
1800 #N/A #N/A 1800 #N/A #N/A
1900 #N/A #N/A 1900 #N/A #N/A2000 #N/A #N/A 2000 #N/A #N/A
2100 #N/A #N/A 2100 #N/A #N/A
2200 #N/A #N/A 2200 #N/A #N/A
2300 #N/A #N/A 2300 #N/A #N/A
2400 #N/A #N/A 2400 #N/A #N/A
2500 #N/A #N/A 2500 #N/A #N/A
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Geo-Eng Group 2451-01 Revision 0 10 Sept 01
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DYNAMIC CONE PENETROMETER - RESULT SHEET AS1289.6.
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Date
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Site # 1 Site # 2
Location 0 Location 0
1/0/1900
condition at the time of the test in relation to that expected during service life of the pav
VicRoads Test Method 402.01 - Estimated California Bearing Ratio Using DynamicThis method covers the calculation of the estimated California Bearing Ratio (CBR) of cohesive soil
the dynamic cone penetrometer described in AS 1289.6.3.2
Caution: The CBR data derived using this method should be used with care and due considerati
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Depth(mm)
Est CBR (%)
DCP Est CBR'sVicRoads Method RC 400.01
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Depth
Est CBR (%)
DCP Est CBR'sVicRoads Method RC 400.01
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DYNAMIC CONE PENETROMETER - RESULT SHEET AS1289.6.3.2
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Date
Job #
Site # Site # BH2
Location Location
Note: The Allowable Bearing Capacity data applies to cohesive soils only and is based on bearing capacity factor Nc = 5 an
Approximate Cu = 0.8 x allowable bearing capacity.
Caution: The Allowable Bearing derived using this method should be used with care and consideration should be made of soil
condition at the time of the test in relation to that expected during service life of the foundation.
Using DCP tests for determining soil strength and allowable bearing capacity is generally considered to be of limited a
(Ref Campanella & Robertson, 1983).
1/0/1900
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0 100 200 300 400 500 600
Depth(mm)
Allowable Bearing (kPa)
DCP Est Allowable Bearing
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0 100 200 300 400 500 600
Depth(mm)
Allowable Bearing (kPa)
DCP Est Allowable Bearing
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Blow per
100mm CBR Bearing
1 2 40
2 3.5 70
3 6 80
4 8 115
5 10 150
6 12 180
7 12 220
8 15 240
9 15 270
10 20 300
11 20 330
12 25 360
13 25 390
14 30 42015 30 450
16 35 475
17 35 500
18 40 530
19 40 570
20 50 600
21 50 600
22 50 600
23 50 600
24 50 600
25 50 600
26 50 600
27 50 600
28 50 600
29 50 600
30 50 600