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PROJECT: REPORT: EXPERIMENTAL LANDFILL URS-01-GRE-02 JOINVILLE-SC GEOTECHNICAL INVESTIGATION
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Transcript of PROJECT: EXPERIMENTAL LANDFILL JOINVILLE-SC · EXPERIMENTAL LANDFILL JOINVILLE-SC GEOTECHNICAL...
PROJECT:
REPORT:
EXPERIMENTAL LANDFILL
URS-01-GRE-02
JOINVILLE-SC
GEOTECHNICAL INVESTIGATION
PROJECT:
REPORT:
CLIENT:
2 1/23/2015
1 8/18/2014
0 8/11/2014
REV. DATA
UNIVERSIDADE FEDERAL DO RIO GRANDE DO SUL
EXPERIMENTAL LANDFILL
JOINVILLE-SC
GEOTECHNICAL INVESTIGATION
URS-01-GRE-02
FIRST PUBLICATION
DESCRIPTION
ENGLISH VERSION 000591
000591
APROV
000591
800007
BY
GENERAL REVISION 800007 000591
FUGRO IN SITU GEOTECNIA LTDA
RJ:
SP:
Rua Santa Luzia, 651, 32º Andar | Centro | Rio de Janeiro-RJ | CEP 20030-041 | Fone 21 2103 9400
Rua Apucarana, 895 | Emiliano Perneta | Pinhais-PR | CEP 83324-450 | Fone 41 3345 1424 e 41 3033 9350
Av. Comandante Videlmo Munhoz, 303 Anhagabaú | | Jundiaí-SP | CEP 13208-050 | Fone 11 4596 5921
PR:
www.fugroinsitu.com.br
URS-01-GRE-02
TABLE OF CONTENTS
1. INTRODUCTION ..................................................................................................... 3
2. RECEIVED DOCUMENTS ....................................................................................... 4
3. CONE PENETRATION TESTING (CPTU) ............................................................... 5
3.1. Standards .............................................................................................................. 5
3.2. Procedures ............................................................................................................ 5
3.3. Location, Amount and Depth of Tests ................................................................... 6
3.4. Results .................................................................................................................. 7
4. FINAL CONSIDERATIONS ..................................................................................... 8
APPENDIX I – TESTS LOCATION MAP APPENDIX II – PIEZOCONE PENETRATION TESTING – CPTU
URS-01-GRE-02
3
1. INTRODUCTION The present report has the goal to describe the geotechnical investigation campaign performed by
piezocone penetration testing – CPTu, executed for Universidade Federal do Rio Grande do Sul,
at Experimental Landfill, in Joinville/SC.
Field work was performed between 06/24/2014 and 06/27/2014.
The present geotechnical investigation contemplated:
• Seven (07) cone penetration testing – CPTu.
URS-01-GRE-02
4
2. RECEIVED DOCUMENTS
Were provided for the report execution:
• Pile Location Map (Appendix I);
• Tests elevations and coordinates.
URS-01-GRE-02
5
3. CONE PENETRATION TESTING (CPTu) 3.1. Standards
• NBR 12069/91 - Solo - Ensaio de penetração de cone in situ (CPT);
• PROC-INV-04 – Ensaio de penetração de cone com medida de poropressão – CPTu;
• ASTM D-5778-07 - Standard test method for performing electronic friction cone and
piezocone testing of soils.
3.2. Procedures
Cone Penetration Testing CPTu Cone penetration testing with pore pressure measurement are used to stratigraphic determination
of soils profile, determining properties of materials prospected, particularly in deposits of soft clays
and prediction of bearing capacity of foundations. The test provides cone resistance, friction and
pore pressure data.
Test consists in a static spiking of a rod into soil, which at it lower end a conic tip, as showed in
Figure 1, (vertex angle of 60°) and cross section of 10 cm2.
Figure 1 – Cone system.
URS-01-GRE-02
6
Tests were performed by a static penetrometer from Italy (Pagani) with a reaction capacity of 200
kN (20 tf). Hydraulic system of penetrometers is triggered by a diesel engine achieving the reaction
through helical anchors. Tip and electronic devices used are from Fugro Engineers B.V..
Regarding pore pressure measurements, all standards procedures of the maintenance of system
saturation were observed. Regarding all tests, the tip was spiked at a constant speed, about 2
cm/s. Cone used was number 3634.
While rods are spiked into soil data is gathered each 2 cm depth, providing the following
information:
• Cone resistance (qc);
• Friction (fs), measured in a glove with lateral area of 150 cm2;
• Pore pressure, measured using a porous bronze element, locate at cone tip (u2);
• Inclination angle of cone tip regarding vertical.
These magnitudes are measured through precise instrumentation, well calibrated, installed at the
end of calibration set up, data are transmitted to surface by a cable system. Data are gathered,
transferred and stored in a computer. Tests results may be visualized in real time.
Tests involved execution of pre-drill, so the superficial landfill layer and/or resistance layer and
always hit the saturated zone.
Friction reducer was used in order to reduce friction in subsequent rods
3.3. Location, Amount and Depth of Tests Seven (07) cone penetration testing were performed. Maximum depth reached and pre-boring
depth are showed on Table 3.1.
Table 3.1 – Maximum depth of cone penetration testing - CPTu
Drill Pre-boring
(m) Final depth CPTu (m)
Location
North Coordinate
East Coordinate
Elevation (m)
CPTu-F01 2.19 30.02 7068829.27 727030.69 8.67
CPTu-F02 2.19 30.00 7068834.31 727028.67 8.68
CPTu-F03 2.15 30.01 7068832.36 727023.83 8.61
CPTu-F04 2.14 29.76 7068839.28 727026.65 8.69
URS-01-GRE-02
7
Drill Pre-boring
(m) Final depth CPTu (m)
Location
North Coordinate
East Coordinate
Elevation (m)
CPTu-F05 2.04 30.00 7068837.37 727021.84 8.57
CPTu-F06 2.14 29.80 7068842.40 727019.80 8.63
CPTu-F07 2.21 30.00 7068844.33 727024.63 8.74
3.4. Results
Cone Penetration Testing CPTu Tests results are showed on graphics of Appendix II, which indicates variation with depth of:
• Total cone resistance (qt), given by qt = qc + (1 - a) u2, a = 0,75 (calibration value);
• Friction (fs);
• Friction ratio (Rf), given by Rf = fs/qc;
• Pore pressure (u2).
Furthermore, the graphics presents in Appendix II may be used to stratigraphic classification of soil
behavior, based on Robertson et al. (1986) method. Figure 1 represents classification abacus.
Figure 2 – Robertson et al. (1986) classification system.
URS-01-GRE-02
8
4. FINAL CONSIDERATIONS All soundings and tests have the goal to gather punctual geotechnical information.
After the end of the tests, the hole were properly closed using coli (cement with bentonite).
Fugro In Situ Geotecnia Ltda. makes itself available to provide any additional information that may
be necessary.
URS-01-GRE-02
Attachment
APPENDIX I TESTS LOCATION MAP
URS-01-GRE-02
Attachment
APPENDIX II PIEZOCONE PENETRATION TESTING – CPTU
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F01
ARON 06/25/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068829
8.67727031
30.02
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
0 5 10 15 20 25 30 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.19 Preboring (m): 0.00 - 2.19 Preboring (m): 0.00 - 2.19 Preboring (m): 0.00 - 2.19
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F02
ARON 06/25/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068834
8.68727029
30.00
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
0 5 10 15 20 25 30 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.19 Preboring (m): 0.00 - 2.19 Preboring (m): 0.00 - 2.19 Preboring (m): 0.00 - 2.19
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F03
ARON 06/24/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068832
8.61727024
30.01
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
0 5 10 15 20 25 30 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.15 Preboring (m): 0.00 - 2.15 Preboring (m): 0.00 - 2.15 Preboring (m): 0.00 - 2.15
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F04
ARON 06/26/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068839
8.69727027
29.76
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
0 10 20 30 40 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250 300
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.14 Preboring (m): 0.00 - 2.14 Preboring (m): 0.00 - 2.14 Preboring (m): 0.00 - 2.14
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F05
ARON 06/24/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068837
8.57727022
30.00
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
0 5 10 15 20 25 30 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.04 Preboring (m): 0.00 - 2.04 Preboring (m): 0.00 - 2.04 Preboring (m): 0.00 - 2.04
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F06
ARON 06/27/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068842
8.63727020
29.80
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
0 5 10 15 20 25 30 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.21 Preboring (m): 0.00 - 2.21 Preboring (m): 0.00 - 2.21 Preboring (m): 0.00 - 2.21
Legend (Colors in Friction Ratio Profile)
Soil type 11 and 12 are overconsolidated or cemented
De
pth
(m
)
0 1 2 3 4 5 6 7 8 9 10
Friction Ratio (%)
0.1
1.0
10.0
100.0
Cone R
esis
tance (
MP
a)
12
34
5
6
7
8
9
10
1112
CPTu-F07
ARON 06/26/2014
Vertical Scale 1:200
UFRGS
GUILHERME VARELA
7068844
8.74727025
30.00
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
0 5 10 15 20 25 30 0 2 4 6 8 10
Soil classification with CPT data(after Robertson et al., 1986)
0 50 100 150 200 250
EXPERIMENTAL LANDFILL
0 500 1000 1500
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
JOINVILLE/SC
URS-01-GRE-02
1.70
1/1
Total Cone Resistanceqt (MPa)
Sleeve Frictionfs (kPa)
Friction RatioRf (%)
Porewater Pressureu (kPa)
7 Silty sand to sandy silt
8 Sand to silty sand
9 Sand
10 Gravelly sand to sand
11 Very stiff fine grained soil
12 Sand to clayey sand
Project/Local:
Client:
Processed by: Test Date:
Coordinator/ Technical Manager:
FUGRO IN SITU GEOTECNIA
1 Sensitive, fine grained
2 Organic soils, peat
3 Clay
4 Clay to silty clay
5 Clayey silt to silty clay
6 Sandy silty to clayey silt
Coord. N:
Coord. E: Elelvation (m):
Final Depth (m):
Report Number:
Ele
va
tio
n (
m)
Water level (m):
Preboring (m): 0.00 - 2.21 Preboring (m): 0.00 - 2.21 Preboring (m): 0.00 - 2.21 Preboring (m): 0.00 - 2.21
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