minnesota department of transportation · pdf file · 2015-06-24diagram msew-1,...
TRANSCRIPT
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Minnesota Department of TransportationMemoGeotechnical Engineering SectionOffice of Materials (MS 645) Office Tel: (651) 366-55981400 Gervais Avenue, Maplewood, MN 55109 Office Fax: (651) 366-5616
Date: January 26, 2007
To: N. Rosen, Final Design Project ManagerMetro Design, Waters Edge
From: R. Lamb, Foundations Project EngineerFoundations Unit
Concur: G. Person, Foudations EngineerFoundations Unit
Subject: SP 2750-57 TH 169 MSE Wall N169RW2Located at the NE quadrant of proposed TH 169 and CSAH 81Foundation Investigation and Recommendations
Wall Loading: Wall Type:
Foundation Recommendations *Subcut depth measure from top of leveling pad*Proposed Subcut Depth
Subcut Elevation
Allowable Soil Bearing Capacity
Estimated Settlement
n/a n/a 4-12 ksf 2-5 in.
Attachments:Diagram MSEW-1, Boring Index, Cpt Index, Boring Plan, Boring Profile
cc: G. Engstrom, D. Van Deusen, File R.Lamb
The mechanically stabilized earth wall (MSE wall) is assumed to vary in height from 5-34 ft. Allowable Bearing capacities for the foundation soils were calculated assuming a footing width equal to 0.7H (wall height), a unit weight of fill of 125 pcf and a safety factor of 2.5. Based on our analysis, the foundation soils (compacted granular fill) have adequate bearing capacities to support this MSE wall. No subcut is necessary.
Estimated SettlementWall settlements were estimated based on the overall embankment construction settlements assuming fill heights of 20-34 ft. Our analysis was based on a Boussinesq stress distribution. This settlement analysis considered both lateral settlement and transverse settlement. Based on our analysis, we estimate that the wall will settle 2-5 in. with a maximum differential settlement of less than 1 in. per 10 ft, as specified by code. The majority of this settlement should occur during construction and backfilling operations, however, up to 1 in. of settlement within the clayey sand layers is anticipated to take up to one month to dissipate.
Backfill Material
1. Topsoil and other organic material should be removed from areas where fill is to be placed.2. The walls should be backfilled according to the attached Diagram MSEW-13. The leveling pad should be buried a minimum of 2.0 ft. below the final ground line.
Additional Recommendations:
Borings: T10, T26 CPT Soundings: C119, C121, C020, C021, C025, C038, C039
Subsurface Investigation Information
Spread Footing
Wall Station Foundation Type
The foundation soils for the wall consist of an upper 30-50 ft. layer of medium dense to dense sands with some gravel followed by stiff semi-cohesive soils (Sandy Loam). These soils are underlain by more medium dense to very dense sands. Water was encountered approximately 25 ft. below the existing ground surface. Please refer to the attached boring logs for a more complete description of the foundation soils.
Foundation Analysis
Entire Wall
4. The MSE wall should be supported with a spread footing foundation placed on compacted granular embankment fill.
MSE Wall2 ft. Live Load Surcharge
SP 2750-57 N169RW2.xls Page 1 of 1
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5’-0"
INL
ET
2’-
0"
INSITU SOILS
INSITU SOILS
MOMENT SLAB, TRAFFIC
AND SOUND BARRIER
ANY SUITABLE
BACKFILL MATERIAL
MIN
.
EM
BE
D.
DRAINAGE SYSTEM NOTES:
1
1
1
MINIMUM LIMITS OF WEDGE
OF SPECIFIED BACKFILL MATERIAL.
ACTUAL EXCAVATION LIMITS
BASED UPON OSHA REQUIREMENTS
AND INSITU SOILS.
STORM SEWER
4" NON-PERF. PIPE
2
ALL PIPE SHALL BE AS PER MnDOT SPEC. 3245.
2
4" PERF. PIPE.
BACK DRAINTILE
2
3
3
4" THERMOPLASTIC PERFORATED PIPE, SPEC. 3245,
WRAP WITH TYPE I GEOTEXTILE. ATTACH TO PIPE
AS PER MNDOT SPEC. 2502.
NON-PERFORATED PIPE TO CONNECT TO INPLACE OR
PROPOSED DRAINAGE SYSTEM AT 400’ MAX. SPACING
ALONG LENGTH OF DRAINTILE.
CONNECT TO INPLACE OR PROPOSED PAVEMENT EDGE
DRAIN AT ENDS OF MSE WALL.
4" PERF. PIPE.
COMBINED
GEOMEMBRANE
AND PAVEMENT
EDGE DRAIN
MSEW-1
Diagram No.
NOT TO SCALE
M
INNESOTA
DE
PA
RT
ME
NT OF TRANS
PO
RT
ATIO
N
Structural Backfill, Leveling Pad Details and Drainage System Treatment
State of Minnesota - Department of Transportation
Office of Materials
NOT TO SCALE
NOT TO SCALE
CONCRETE PAD WITHOUT DRAIN
(MIN
.)
TOP OF CONCRETE (MIX. NO. 1A43)
ELEVATION TO MATCH OTHER
TYPE(S) OF LEVELING PAD
Revised September 2005
DETAIL A
DETAIL B
H
2:1
(V
:H)
2:1
(V
:H)2
:1 (V
:H)
14" THERMOPLASTIC PERFORATED PIPE
SELECT GRANULAR FILL
MNDOT SPEC. 3149.2B2 MODIFIED TO
10% PASSING THE NO. 200 SIEVE
COMPACTION EQUAL TO 2105.3F1
TYPE i GEOTEXTILE FABRIC (OVERLAP ENDS
OF FABRIC BENEATH LEAN MIX BACKFILL
COARSE FILTER AGGREGATE
SPEC. 3149.H
(MIN. WIDTH OF 18")
CENTER PANELS ON PAD
MSE RETAINING WALL with a Segmental Precast Concrete Panel Facing
SEE MN/DOT TECH. MEMO NO. 03-16-MRR-06 FOR DESIGN DETAILS
(MSE Walls with Precast Concrete Facia - Level Backfill)
L 0.7H (8 FT. MIN.)
Facing Panel
CONCRETE PAD
(MIN. WIDTH OF 18")
CENTER PANELS ON PAD
IMPERVIOUS LAYER
(GEOMEMBRANE)
RETAINED BACKFILL PER
ROADWAY TYPICAL
SOIL
REINFORCEMENT
(TYP.)
EXCAVATION LIMITS
2’-
0"
4’-
0"
1’-
6"
4’-
0"
(MIN
.)
(MIN
.)
CONCRETE LEVELING PAD
6" LEAN MIX
BACKFILL, SPEC. 2520
LEVELING PAD
CONTRACTOR’S OPTION
TO USE DETAIL A OR B
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B C
UR
B
B C
UR
B
B C
UR
B
B C
UR
B
45.0
’
BIT.
33.6’
PAR
KIN
G L
OT
35.6
’
CO
NC
.
CO
NC
.
CONC.
CONC.
BIT.
BIT
.
BIT
.
BIT
.
BIT
.
FLEET FA
RM
P
P
P
P
P
65
70
75
65
70
75
15
20
19 25
881 885
890
45
50
45
50
50
60
20
410
415
55
60
{ BRAID{ N
B81
{ SWRAMP
{ SERAMP
{ BRAID
{ NB169{ SB169
{ N
B81
{ EB109
{ SERRW2
{ SERRW1
{ S169RW2
{ BRAIDRW
{ N169RW2
410
415
410
415
{ INB169
{ ISB169
{ INB81
{ IN
B81
{ IWB109
{ IEB109
24
52
412
45
50
45
50
85
880
885
890
50
55
20
25
70
75
35
70
9091
{ SWRRW1
85th Ave
T26
C038
T18
C034
C118
T05
T10
C014
C119
C020
C021
C027 C
028
C029
C030
C031
C032
C033C
034
C035
C036
C109
C112
C113
C114
C117
C118
C119
C121
C123
C124
C125
C142
T12
T16
T24
T25
T09
T13
T17
T26
T43
T33
T41
T42
T18
T10
T5
c014
c025
c037
c038
c039
c210
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21 22 23 24
INPLACE GROUNDLINE
STA. 21+50.00
EL. 921.15
STA. 20+00.00
EL. 921.47
20
STA. 20+70.00
EL. 921.07
880
890
900
910
920
870
860
850
840
880
890
900
910
920
870
860
850
840
Coh SPT
slorg slpl SL w/ a few
seams S, dk brn w/ brn,
moist
S to FS, brn, damp to
moist
S w/ a few thin seams
slpl SL, gray-brns &
moist
S, gray-brn & sat
S & G, brn & sat
slpl SL w/ a few
pebbles, brn & Vmoist
mixed S & CrS, brn &
sat
FS, brn & sat
S w/ a few seams CrS,
brn & sat
Bottom of Hole - 79.0’
Water measured at
27.2’ while sampling
and/or drilling
30
8
10
15
12
11
42
24
38
47
45
69
47
41
56
37
T10 - #67844 TH 169 NB, 881+51.77, 25.7’Rt - 886.8
Tip Stress (psi)
5 10
FR (%)50
10
0
3000
6000
PWP (psi)
C119 - #66535 TH 169 NB, 882+36.19, 76.4’Rt - 885.8
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
C020 - #66480 TH 169 NB, 883+04.76, 39.6’Rt - 883.7
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
C021 - #66481 TH 169 NB, 884+00.97, 38.8’Rt - 881.2
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
C121 - #66536 TH 169 NB, 884+80.35, 0.9’Lt - 884.7
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24 25 26 27
INPLACE GROUNDLINE
FINISHED GROUNDLINE
(EAST SIDE OF WALL)
TOP OF RAIL
RETAINING WALL N169RW2 PROFILE
TOP OF BARRIER SLABSTA. 26+00.00
EL. 917.21 STA. 27+00.00
EL. 916.19
880
890
900
910
920
870
860
850
840
880
890
900
910
920
870
860
850
840
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
C121 - #66536 TH 169 NB, 884+80.35, 0.9’Lt - 884.7
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
c038 - # - 879.5
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27 28 29
2RETAINING WALL N169RW2 PROFILE
STA. 27+00.00
EL. 916.19 STA. 28+00.00
EL. 914.96
STA. 29+00.00
EL. 913.53 STA. 29+99.15
EL. 911.91
2’ BELOW FINISHED GROUNDLINE
(FOR ESTIMATED WALL AREA)
880
890
900
910
920
870
860
850
840
880
890
900
910
920
870
860
850
840
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
c038 - # - 879.5
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
c025 - # - 879.2
Tip Stress (psi)
5 10
FR (%)
50
10
0
3000
6000
PWP (psi)
c039 - # - 876
Coh SPT
S, loamy on top; brn &
damp
CrS, brn & wet
S w/ G, gray-brn to brn,
wet to sat
S, brn & sat
CrS & FG, brn & sat
mixed pl SL & SCL w/
pebbles, gray & Vmoist
S w/ some G, gray-brn
& sat
LS w/ a little G, brn &
wet
Bottom of Hole - 63.3’
Water measured at
15.0’ while sampling
and/or drilling
11
7
6
12
10
12
14
58
34
19
15
30
99
78
84
50/.5
40 50/.3
T26 - #67262 TH 169 NB, 891+19.49, 63.6’Rt - 874.4
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Vane Shear Test Washed Sample (Collected during plug drilling)
Minnesota Department of Transportation Geotechnical Section
Boring Log Descriptive Terminology (English Units)
USER NOTES, ABBREVIATIONS AND DEFINITIONS - Additional information available in Geotechnical Manual. This boring was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this boring was not taken to gather information relating to the construction of the project, the data noted in the field and recorded may not necessarily be the same as that which a contractor would desire. While the Department believes that the information as to the conditions and materials reported is accurate, it does not warrant that the information is necessarily complete. This information has been edited or abridged and may not reveal all the information which might be useful or of interest to the contractor. Consequently, the Department will make available at its offices, the field logs relating to this boring. Since subsurface conditions outside each borehole are unknown, and soil, rock and water conditions cannot be relied upon to be consistent or uniform, no warrant is made that conditions adjacent to this boring will necessarily be the same as or similar to those shown on this log. Furthermore, the Department will not be responsible for any interpretations, assumptions, projections or interpolations made by contractors, or other users of this log. Water levels recorded on this log should be used with discretion since the use of drilling fluids in borings may seriously distort the true field conditions. Also, water levels in cohesive soils often take extended periods of time to reach equilibrium and thus reflect their true field level. Water levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that this boring was dry or that the contractor will not encounter subsurface water during the course of construction. WATER MEASUREMENT
Augered Plug Drilled Split Tube Sample (SPT N60 2 in. spilt tube with liners) Thin Wall Sample (3 in. Shelby Tube) Core Drilled (NV Core Barrel unless otherwise noted) Continuous Soil Sample Augered & Jetted Jetted Augered & Plug Drilled
WS
PD
CS
A/J Jet A/P
AB ........................ After Bailing AC ........................ After Completion AF......................... After Flushing w/C ....................... with Casing
Index Sheet No. 3.0 March 2003 G:\geotech\Public\Forms\INDEX30.doc
w/M ...................... with Mud WSD ..................... While Sampling/Drilling w/AUG.................. with Hollow Stem Auger MISCELLANEOUS NA ........................ Not Applicable w/ ......................... with w/o ....................... with out sat ........................ saturated DRILLING OPERATIONS AUG ................. Augered CD .................... Core Drilled DBD.................. Disturbed by Drilling DBJ .................. Disturbed by Jetting PD .................... Plug Drilled ST..................... Split Tube (SPT test) TW.................... Thinwall (Shelby Tube) WS.................... Wash Sample NSR.................. No Sample Retrieved
WH ................... Weight of Hammer WR ................... Weight of Rod Mud.................. Drilling Fluids in Sample CS .................... Continuous Sample SOIL/CORE TESTS SPT N60 ............ ASTM D1586 Modified Blows per foot with 140 lb. hammer and a standard energy of 210 ft-lbs. This energy represents 60% of the potential energy of the system and is the average energy provided by a Rope & Cathead system. MC.................... Moisture Content COH ................. Cohesion γ ....................... Sample Density LL..................... Liquid Limit PI...................... Plasticity Index Φ ...................... Phi Angle REC.................. Percent Core Recovered RQD ................. Rock Quality Description (Percent of total core interval consisting of unbroken pieces 4 inches or longer) ACL .................. Average Core Length (Average length of core that is greater than 4 inches long) Core Breaks .... Number of natural core breaks per 2-foot interval. DISCONTINUITY SPACING Fractures Distance Bedding Very Close........ <2 inches ............Very Thin Close ................ 2-12 inches .........Thin Mod. Close ....... 12-36 inches .......Medium Wide................. >36 inches ..........Thick DRILLING SYMBOLS
RELATIVE DENSITY Compactness - Granular Soils BPF
very loose....................................0-4 loose ...........................................5-10 medium dense ............................11-24 dense ..........................................25-50 very dense...................................>50
Consistency - Cohesive Soils BPF
very soft.......................................0-1 soft ..............................................2-4 firm ..............................................5-8 stiff ..............................................9-15 very stiff.......................................16-30 hard.............................................31-60 very hard .....................................> 60
COLOR blk .................. Black wht ...........White grn ................. Green brn............Brown orng ............... Orange yel.............Yellow dk ................... Dark lt ...............Light IOS ................. Iron Oxide Stained GRAIN SIZE /PLASTICITY VF............. Very Fine pl ............Plastic F ............... Fine slpl .........Slightly Cr ............. Coarse Plastic SOIL/ROCK TERMS C............... Clay Lmst .......Limestone L ............... Loam Sst ..........Sandstone S............... Sand Dolo........Dolostone Si.............. Silt wx...........weathered G .............. Gravel (No. 10 Sieve to 3 inches) Bldr .......... Boulder (over 3 inches) T ............... till (unsorted, nonstratified glacial deposits) Mn/DOT Triangular Textural Soil Classification System
100%
100%
C
90807060 50 40 302010
90
80
70
60
50
40
30
20
10
(plastic)
(slightly plastic)
SC
SCL CL
L SL SiL
Si
SiCL
LSS Si
90
80
70
60
50
40
30
20
10
100 %
% Sand % Clay
% Silt
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SHEET 1 of 3
Completed 3/27/06Mobile Auto CalibratedLongitude (West)=93°23'34.07"
Hennepin Co. Coordinate: X=497556 Y=214885 DrillingLocation
(ft.)
TH 169 NB, 881+51.77, 25.7'Rt
11
92730 Failing 1500 4x4
Ground Elevation
2750-57Boring No.Trunk Highway/Location
US Highway 169
Latitude (North)=45°06'22.30"
28R19
Hammer
slorg slpl SL w/ a few seams S, dk brn w/ brn, moist
6
(Survey)
8
S w/ a few thin seams slpl SL, gray-brns & moist
S to FS, brn, damp to moist
28.0
13
14
12
15
10
30
5
22.0864.8
9.5877.3 8
Drill Machine
State Project
DE
PTH
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION
Other Tests
Classification
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
(%)
or Member
(psf)COH
Breaks
Or RemarksDepth
(Continued Next Page)
Elev.
SPT MC
UNIQUE NUMBER 67844
Formation
60
Roc
k
(pcf)N
5
10
15
20
25
U.S. Customary Units
(%)
886.8T10Bridge No. or Job Desc.
(%)Lith
olog
y
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJIndex Sheet Code 3.0
(ft)RQD Core
Dril
ling
Ope
ratio
n Soi
l
ACLREC
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(Survey)
(%)
42
24
38
47
45
21
10
16
12
11
S, gray-brn & sat
56.0
43.0843.8
US Highway 169Trunk Highway/Location Boring No.
2750-57State Project Bridge No. or Job Desc.
T10 886.8
Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 2 of 3
Ground Elevation
S & G, brn & sat
slpl SL w/ a few pebbles, brn & Vmoist
mixed S & CrS, brn & sat
11
N/A
858.8
32.0854.8
36.5850.3
U.S. Customary Units
Classification
Depth
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION
(%)SPT Other Tests
Elev.
28R19
or Member
Or Remarks
Breaks
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
UNIQUE NUMBER 67844
COH
(Continued Next Page)
REC(%) (ft)
(pcf)N
30
35
40
45
50
55
60
Formation
MC
Core
(psf)
DE
PTH
Roc
k
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
ACLRQD
Lith
olog
y
Dril
ling
Ope
ratio
n Soi
l
heave to 33.0'
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16
19
19
12
28R19Ground Elevation
(Survey)US Highway 169
37
Trunk Highway/Location
56
2750-57State Project Bridge No. or Job Desc.
T10 886.8
Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 3 of 3
(%)
U.S. Customary Units
60
65
70
75
FS, brn & sat
S w/ a few seams CrS, brn & sat
Bottom of Hole - 79.0'Water measured at 27.2' while sampling and/or drilling
18
830.8
61.0825.8
79.0807.8
69
47
41
Classification or Member
COH
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION
(%)
Boring No.
Other TestsSPT
Elev.
Or Remarks
UNIQUE NUMBER 67844
Breaks
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
DepthACL
(ft)
(pcf)N60
FormationREC
(%) Soi
l
DE
PTH
Roc
k
MC(psf)
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
CoreRQD
Lith
olog
y
Dril
ling
Ope
ratio
n
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58 11
17
S, loamy on top; brn & damp
5
5
8
20.5853.9
34
(ft.)
14
12
10
12
6
7
7
Mobile Auto CalibratedHammer
Drill Machine
Latitude (North)=45°06'31.14"Completed
11
TH 169 NB, 891+19.49, 63.6'Rt
Longitude (West)=93°23'28.55"
92730 Failing 1500 4x4Hennepin Co. Coordinate: X=497952 Y=215780
SHEET 1 of 3Drilling
Location
18.0856.4
4/13/05
11
CrS & FG, brn & sat
S, brn & sat
S w/ G, gray-brn to brn, wet to sat
CrS, brn & wet14.0860.4
13.0861.4
N/A
13
DE
PTH
(%) Or Remarks
Elev.
MCSPT(psf)
BreaksClassification
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
Depth
or Member
UNIQUE NUMBER 67262
27R21
COH
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
Other Tests
4
Roc
k
(Continued Next Page)
US Highway 169
5
10
15
20
25Index Sheet Code 3.0
(from Plan)
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION
U.S. Customary Units
874.4
(%)
T26Bridge No. or Job Desc.State Project
2750-57Boring No.Trunk Highway/Location
(%)CoreRQD
Lith
olog
y
Dril
ling
Ope
ratio
n Soi
l
ACLREC Formation
60N (pcf)
(ft)
Ground Elevation
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15
17
15
27R21Ground Elevation
(from Plan)US Highway 169Trunk Highway/Location
(%)
2750-57
30
State Project Bridge No. or Job Desc.
T26 874.4
Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 2 of 3
(%)
U.S. Customary Units
30
35
40
45
50
CrS & FG, brn & sat (continued)
mixed pl SL & SCL w/ pebbles, gray & Vmoist
S w/ some G, gray-brn & sat
LS w/ a little G, brn & wet
17
99
29.0845.4
43.0831.4
49.0825.4
19
15
Boring No.
Other Tests
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
or Member
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION
Classification
SPT
Elev.
UNIQUE NUMBER 67262
Or Remarks
(Continued Next Page)
Depth
Breaks
COH
(ft)
(pcf)N60
FormationACL
Soi
l
Dril
ling
Ope
ratio
n
RQD Core
(%)
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
Lith
olog
y
MC
REC
Roc
k
DE
PTH
(psf)
hard drilling @ 49.0' - boulder
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Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS
(from Plan)US Highway 169Trunk Highway/Location Boring No.
2750-57State Project Bridge No. or Job Desc.
N
874.427R21
SHEET 3 of 3
50/.5
U.S. Customary Units
(%) (ft)
(pcf)
T26
40/.550/.3
LS w/ a little G, brn & wet (continued)
Bottom of Hole - 63.3'Water measured at 15.0' while sampling and/or drilling
Ground Elevation
63.3811.1
78
84
10
9
14
9
55
60
COH
or Member
60
(%)
Depth
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
Breaks
Or Remarks
Elev.
SPT
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION
UNIQUE NUMBER 67262
RQD
Dril
ling
Ope
ratio
n Soi
l
Core
Other Tests
ACLREC
Lith
olog
y
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
Formation
Roc
k
DE
PTH
(psf)MC(%)
Classification
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Minnesota Department of Transportation Geotechnical Section
Cone Penetration Test Index Sheet 1.0 (CPT 1.0)
USER NOTES, ABBREVIATIONS AND DEFINITIONS This Index sheet accompanies Cone Penetration Test Data. Please refer to the Boring Log Descriptive Terminology Sheet for information relevant to conventional boring logs. This Cone Penetration Test (CPT) Sounding follows ASTM D 5778 and was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this sounding was not taken to gather information relating to the construction of the project, the data noted in the field and recorded may not necessarily be the same as that which a contractor would desire. While the Department believes that the information as to the conditions and materials reported is accurate, it does not warrant that the information is necessarily complete. This information has been edited or abridged and may not reveal all the information which might be useful or of interest to the contractor. Consequently, the Department will make available at its offices, the field logs relating to this sounding. Since subsurface conditions outside each CPT Sounding are unknown, and soil, rock and water conditions cannot be relied upon to be consistent or uniform, no warrant is made that conditions adjacent to this sounding will necessarily be the same as or similar to those shown on this log. Furthermore, the Department will not be responsible for any interpretations, assumptions, projections or interpolations made by contractors, or other users of this log. Water pressure measurements and subsequent interpreted water levels shown on this log should be used with discretion since they represent dynamic conditions. Dynamic Pore water pressure measurements may deviate substantially from hydrostatic conditions, especially in cohesive soils. In cohesive soils, water pressures often take extended periods of time to reach equilibrium and thus reflect their true field level. Water levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that this boring was dry or that the contractor will not encounter subsurface water during the course of construction. CPT Terminology CPT .............Cone Penetration Test CPTU...........Cone Penetration Test with Pore Pressure measurements SCPTU.........Cone Penetration Test with Pore Pressure and Seismic measurements Piezocone...Common name for CPTU test (Note: This test is not related to the Dynamic Cone Penetrometer DCP) qT TIP RESISTANCE The resistance at the cone corrected for water pressure. Data is from cone with 60 degree apex angle and a 10 cm2 end area. fs SLEEVE FRICTION RESISTANCE The resistance along the sleeve of the penetrometer. FR Friction Ratio
Ratio of sleeve friction over corrected tip resistance. FR = fs/qt Vs Shear Wave Velocity A measure of the speed at which a siesmic wave travels through soil/rock. PORE WATER MEASUREMENTS Pore water measurements reported on CPT Log are representative of water pressures measured at the U2 location, just behind the cone tip, prior to the sleeve, as shown in the figure below. These measurements are considered to be dynamic water pressures due to the local disturbance caused by the cone tip. Dynamic water pressure decay and Static water pressure measurements are reported on a Pore Water Pressure Dissipation Graph.
SBT SOIL BEHAVIOR TYPE Soil Classification methods for the Cone Penetration Test are based on correlation charts developed from observations of CPT data and conventional borings. Please note that these classification charts are meant to provide a guide to Soil Behavior Type and should not be used to infer a soil classification based on grain size distribution. The numbers corresponding to different regions on the charts represent the following soil behavior types: 1. Sensitive, Fine Grained 2. Organic Soils - Peats 3. Clays - Clay to Silty Clay 4. Silt Mixtures - Clayey Silt to Silty Clay 5. Sand Mixtures - Silty Sand to Sandy Silt 6. Sands - Clean Sand to Silty Sand 7. Gravelly Sand to Sand 8. Very Stiff Sand to Clayey Sand 9. Very Stiff, Fine Grained Note that engineering judgment, and comparison with conventional borings is especially important in the proper interpretation of CPT data in certain geo-materials. The following charts are used to provide a Soil Behavior Type for the CPT Data. Robertson CPT 1990 Soil Behavior type based on friction ratio
Robertson CPTU 1990 Soil Behavior type based on pore pressure
U2
where ... .......................... normalized cone resistance QT
.......................... pore pressure ratio BBq
........................... Normalized friction ratio Fr
........................ overburden pressure σvo
σ’vo ....................... effective over burden pressure u .......................... measured pore pressure 2
.......................... equilibrium pore pressure u0 G:\GEOTECH\PUBLIC\FORMS\CPTINDEX.DOC January 30, 2002
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Bottom of Hole 42.375
End of Data
Location TH 169 NB, 883+04.76, 39.6'RtCPT Operator
Hole TypeDate Completed
undesignated
Index Sheet Code 3.0
CPT Machine 203094 CPT Truck
Latitude (North)=45°06'23.56"
SHEET 1 of 1(ft.)
(from Plan)
Friction Ratio(%)
Interpreted SoilBehavior Type Sleeve Friction
(psi)
883.7State Project
Ret Wall
D Brady
1692750-57
Longitude (West)=93°23'32.84" 11/30/04
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
Soil Class: Rock Class: Edit: DMS Date: 1/23/07
UNIQUE NUMBER 66480
0 20 40 60 80
Hennepin Co. Coordinate: X=497645 Y=215013
0 2 4 6 8 101200 2400 3600 4800 6000
B30N0404C
1200 2400 3600 4800 600020 16 12 8 4 0
CONE PENETRATION TEST RESULTS
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
883.7
878.7
873.7
868.7
863.7
858.7
853.7
848.7
843.7
U.S. Customary UnitsGround Elevation
0
5
10
15
20
25
30
35
40
Trunk Highway/Location
Depth Tip Resistance(psi)UBC 1990 FR
Pore Pressure(psi)
Sounding No.
Elevation
C020Bridge No. or Job Desc.
0 2 4 6 8 10
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Bottom of Hole 25.774
End of Data
0
5
10
15
20
25
881.2
876.2
871.2
866.2
861.2
856.2
CONE PENETRATION TEST RESULTS
U.S. Customary Units
undesignated
Hennepin Co. Coordinate: X=497688 Y=215100 (ft.)
SHEET 1 of 1
Latitude (North)=45°06'24.42"
203094 CPT TruckCPT MachineLocation
Index Sheet Code 3.0
UNIQUE NUMBER 66481
1200 2400 3600 4800 6000
B30N0403C
1200 2400 3600 4800 6000 0 2 4 6 8 1020 16 12 8 4 0
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
Hole Type
Soil Class: Rock Class: Edit: DMS Date: 1/23/07
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
0 20 40 60 80
Trunk Highway/Location
C021Ground Elevation
Elevation
Sounding No.
Pore Pressure(psi)
Interpreted SoilBehavior Type
UBC 1990 FR
Tip Resistance(psi)
Bridge No. or Job Desc.
Depth
CPT OperatorTH 169 NB, 884+00.97, 38.8'Rt
D Brady
11/30/04
Friction Ratio(%)
Longitude (West)=93°23'32.23"
2750-57 169 (from Plan)Ret WallState Project
881.2
Sleeve Friction(psi)
Date Completed
0 2 4 6 8 10
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Hennepin Co. Coordinate: X=497899 Y=215659
(Continued Next Page)
0
5
10
15
20
25
30
CONE PENETRATION TEST RESULTS
undesignated
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
(ft.)
SHEET 1 of 2
Latitude (North)=45°06'29.94"
99649 CPT TrackCPT MachineLocation
Index Sheet Code 3.0
Date CompletedHole Type
1200 2400 3600 4800 6000
A18Y0605C.DAT
1200 2400 3600 4800 6000 0 2 4 6 8 1020 16 12 8 4 0 0 20 40 60 80
UNIQUE NUMBER 68234
CPT Operator
Soil Class: Rock Class: Edit: Date: 1/23/07
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
U.S. Customary Units
879.2
874.2
869.2
864.2
859.2
854.2
849.2
Tip Resistance(psi)
Sounding No.
Depth Pore Pressure(psi)UBC 1990 FR
Ground ElevationBridge No. or Job Desc.
(from Plan)
, , ft. LTlueck
5/18/06Longitude (West)=93°23'29.29"
169
Elevation
Ret WallState Project
879.2
Sleeve Friction(psi)
Interpreted SoilBehavior Type Friction Ratio
(%)
Trunk Highway/Location
c0252750-57
0 2 4 6 8 10
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Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of 2
Bridge No. or Job Desc.
Tip Resistance(psi)UBC 1990 FR
Pore Pressure(psi)
Bottom of Hole 30.85955
0 2 4 6 8 10
End of Data
UNIQUE NUMBER 68234
Sounding No.
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
Depth
U.S. Customary Units
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
0 20 40 60 8020 16 12 8 4 0 0 2 4 6 8 101200 2400 3600 4800 6000
A18Y0605C.DAT
1200 2400 3600 4800 6000
Soil Class: Rock Class: Edit: Date: 1/23/07
Ret WallState Project
879.2
Sleeve Friction(psi)
849.2
Friction Ratio(%)
169Trunk Highway/Location
c025Ground Elevation
Elevation
Interpreted SoilBehavior Type
2750-57
CONE PENETRATION TEST RESULTS
(from Plan)
30
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End of Data
Bottom of Hole 33.26692
Latitude (North)=45°06'28.37"
CONE PENETRATION TEST RESULTS
undesignated
Hennepin Co. Coordinate: X=497894 Y=215500 (ft.)
SHEET 1 of 199649 CPT TrackCPT MachineLocation
Index Sheet Code 3.0
Date CompletedHole Type
CPT Operator, , ft. LT
Soil Class: Rock Class: Edit: Date: 1/23/07
1200 2400 3600 4800 6000
A18Y0603C.DAT
1200 2400 3600 4800 6000 0 2 4 6 8 1020 16 12 8 4 0 0 20 40 60 800
5
10
15
20
25
30
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
U.S. Customary Units
879.6
874.6
869.6
864.6
859.6
854.6
849.6
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
UNIQUE NUMBER 68236
UBC 1990 FR
Tip Resistance(psi)
Bridge No. or Job Desc.
lueck
Sleeve Friction(psi)
5/18/06Longitude (West)=93°23'29.36"
2750-57 169 (from Plan)Ret Wall
Pore Pressure(psi)
879.6
DepthInterpreted SoilBehavior Type Friction Ratio
(%)
Trunk Highway/Location
c038Ground Elevation
Elevation
Sounding No.State Project
0 2 4 6 8 10
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Bottom of Hole 41.32259
End of Data
Hennepin Co. Coordinate: X=497915 Y=215596
Location CPT Machine 99649 CPT Track
Latitude (North)=45°06'29.32"
SHEET 1 of 1(ft.) Date Completed
undesignated
CONE PENETRATION TEST RESULTS
2750-57
5/18/06
Index Sheet Code 3.0
lueck, , ft. LT
CPT Operator
Hole Type
UNIQUE NUMBER 68237
0 20 40 60 8020 16 12 8 4 0 1200 2400 3600 4800 6000
A18Y0604C.DAT
1200 2400 3600 4800 6000 0 2 4 6 8 100
5
10
15
20
25
30
35
40
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJSoil Class: Rock Class: Edit: Date: 1/23/07
U.S. Customary Units
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
169
876.0
871.0
866.0
861.0
856.0
851.0
846.0
841.0
836.0
Longitude (West)=93°23'29.07"
Sleeve Friction(psi)
Elevation
Ground Elevation
c039Trunk Highway/Location
Interpreted SoilBehavior Type
Sounding No.
876.0State Project
Ret Wall (from Plan)
Friction Ratio(%)
Bridge No. or Job Desc.
Tip Resistance(psi)UBC 1990 FR
Pore Pressure(psi)
Depth
0 2 4 6 8 10
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Bottom of Hole 41.136
End of Data
Date CompletedD BradyTH 169 NB, 882+36.19, 76.4'Rt
CPT Operator(ft.)
Hole Type 11/30/04
Index Sheet Code 3.0
Location CPT Machine 203094 CPT Truck
Latitude (North)=45°06'22.78"
SHEET 1 of 1Ret Wall
Ground Elevation
C119Trunk Highway/Location
Friction Ratio(%)
Interpreted SoilBehavior Type Sleeve Friction
(psi)
State Project
(from Plan)1692750-57
Longitude (West)=93°23'32.86"Hennepin Co. Coordinate: X=497643 Y=214934
885.8
0 2 4 6 8 10
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
Soil Class: Rock Class: Edit: DMS Date: 1/23/07
UNIQUE NUMBER 66535
20 16 12 8 4 0 1200 2400 3600 4800 6000
B30N0405C
1200 2400 3600 4800 6000 0 20 40 60 80
undesignated
CONE PENETRATION TEST RESULTS
0
5
10
15
20
25
30
35
40
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
885.8
880.8
875.8
870.8
865.8
860.8
855.8
850.8
845.8
U.S. Customary Units
Elevation
Bridge No. or Job Desc.
Tip Resistance(psi)UBC 1990 FR
Pore Pressure(psi)
Depth
Sounding No.
0 2 4 6 8 10
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Bottom of Hole 33.415
End of Data
0 2 4 6 8 10
undesignated
203094 CPT Truck
Latitude (North)=45°06'25.30"
SHEET 1 of 1Location
Hennepin Co. Coordinate: X=497687 Y=215189
Index Sheet Code 3.0
CONE PENETRATION TEST RESULTS
(ft.)
TH 169 NB, 884+80.35, 0.9'Lt CPT Machine
CPT Operator
Hole TypeDate CompletedD Brady
UNIQUE NUMBER 66536
0 20 40 60 8020 16 12 8 4 0
Soil Class: Rock Class: Edit: DMS Date: 1/23/07
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
1200 2400 3600 4800 6000
B30N0402C
1200 2400 3600 4800 6000 0 2 4 6 8 100
5
10
15
20
25
30
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
U.S. Customary Units
Longitude (West)=93°23'32.25"
884.7
879.7
874.7
869.7
864.7
859.7
854.7
Bridge No. or Job Desc.
11/30/04
Tip Resistance(psi)
State Project Trunk Highway/Location
Friction Ratio(%)
Interpreted SoilBehavior Type
Ground Elevation
884.7
Elevation
Ret Wall (from Plan)1692750-57
Sleeve Friction(psi)
DepthUBC 1990 FR
C121
Pore Pressure(psi)
Sounding No.
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Index Sheet Code 3.0
Location CPT Machine 92730 Failing 1500 4x4
Latitude (North)=45°06'22.30"
SHEET 1 of 3
Bridge No. or Job Desc.
Hole Type
UBC 1983 FR
Pore Pressure(psi)
Depth Friction Ratio(%)
Tip Resistance(psi)
Interpreted SoilBehavior Type Sleeve Friction
(psi)
886.8State Project
28R19 (Survey)169
Date CompletedLongitude (West)=93°23'34.07" 3/27/06
J. HasselquistTH 169 NB, 881+51.77, 25.7'Rt
CPT Operator
2750-57
UNIQUE NUMBER 67844
Sounding No.
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
886.8
881.8
876.8
871.8
866.8
861.8
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
20 16 12 8 4 0 0 2 4 6 8 10
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
Elevation
Ground Elevation
T10Trunk Highway/Location
(ft.)Hennepin Co. Coordinate: X=497556 Y=214885
BORING
U.S. Customary Units
CONE PENETRATION TEST RESULTS
0 2 4 6 8 100
5
10
15
20
25
(Continued Next Page)
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Interpreted SoilBehavior Type
SHEET 2 of 3
Elevation
Ground Elevation
T10Trunk Highway/Location
Friction Ratio(%)
Sleeve Friction(psi)
886.8State Project
28R19 (Survey)
Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS
Bridge No. or Job Desc. Sounding No.
UBC 1983 FR
Pore Pressure(psi)
Depth Tip Resistance(psi)
0 2 4 6 8 10
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
UNIQUE NUMBER 67844
169
20 16 12 8 4 0
(Continued Next Page)
0 2 4 6 8 10
CONE PENETRATION TEST RESULTS
30
35
40
45
50
55
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
856.8
851.8
846.8
841.8
836.8
831.8
U.S. Customary Units
2750-57
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Sounding No.
UBC 1983 FR
Pore Pressure(psi)
Depth Tip Resistance(psi)
Elevation
Ground Elevation
T10Trunk Highway/Location
Friction Ratio(%)
Interpreted SoilBehavior Type
State Project
SHEET 3 of 3Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS
Bridge No. or Job Desc.
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
Sleeve Friction(psi)
UNIQUE NUMBER 67844
826.8
821.8
816.8
811.8
20 16 12 8 4 0 0 2 4 6 8 100 2 4 6 8 10
28R19 (Survey)1692750-57
CONE PENETRATION TEST RESULTS
U.S. Customary Units
60
65
70
75
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
886.8
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27R21 (from Plan)1692750-57
Longitude (West)=93°23'28.55"
874.4
Sleeve Friction(psi)
J. HasselquistTH 169 NB, 891+19.49, 63.6'Rt
CPT Operator
Hole Type
Bridge No. or Job Desc.
4/13/05
Tip Resistance(psi)UBC 1983 FR
Pore Pressure(psi)
Depth
State Project
Index Sheet Code 3.0
Sounding No.
Elevation
Ground Elevation
T26Trunk Highway/Location
Friction Ratio(%)
Interpreted SoilBehavior Type
UNIQUE NUMBER 67262
Date Completed
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
874.4
869.4
864.4
859.4
854.4
849.4G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
20 16 12 8 4 0 0 2 4 6 8 10
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
Location CPT Machine 92730 Failing 1500 4x4
Latitude (North)=45°06'31.14"
SHEET 1 of 3(ft.)Hennepin Co. Coordinate: X=497952 Y=215780
BORING
U.S. Customary Units
CONE PENETRATION TEST RESULTS
0 2 4 6 8 100
5
10
15
20
25(Continued Next Page)
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Interpreted SoilBehavior Type
SHEET 2 of 3
Elevation
Ground Elevation
T26Trunk Highway/Location
Friction Ratio(%)
Sleeve Friction(psi)
874.4State Project
27R21 (from Plan)
Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS
Bridge No. or Job Desc. Sounding No.
UBC 1983 FR
Pore Pressure(psi)
Depth Tip Resistance(psi)
0 2 4 6 8 10
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
UNIQUE NUMBER 67262
169
20 16 12 8 4 0
(Continued Next Page)
0 2 4 6 8 10
CONE PENETRATION TEST RESULTS
25
30
35
40
45
50
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
849.4
844.4
839.4
834.4
829.4
824.4
U.S. Customary Units
2750-57
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Sounding No.
UBC 1983 FR
Pore Pressure(psi)
Depth Tip Resistance(psi)
Elevation
Ground Elevation
T26Trunk Highway/Location
Friction Ratio(%)
Interpreted SoilBehavior Type
State Project
SHEET 3 of 3Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS
Bridge No. or Job Desc.
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION
Soil Class:DSB Rock Class: Edit: DMS Date: 1/23/07
Sleeve Friction(psi)
UNIQUE NUMBER 67262
824.4
819.4
814.4
20 16 12 8 4 0 0 2 4 6 8 100 2 4 6 8 10
27R21 (from Plan)1692750-57
CONE PENETRATION TEST RESULTS
U.S. Customary Units
50
55
60
G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ
874.4