Minnesota Department of Transportation · PDF file · 2015-06-24Diagram MSEW-1, Boring Index, Cpt Index, ... N S P O R T A T I O N ... Minnesota Department of Transportation...

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

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

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

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

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

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

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

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

(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


Classification

Depth


(%)SPT Other Tests

Elev.

28R19

or Member

Or Remarks

Breaks


UNIQUE NUMBER 67844

COH


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'

16

19

19

12

28R19Ground Elevation

(Survey)US Highway 169

37

Trunk Highway/Location

56


T10 886.8


(%)


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


(%)

Boring No.

Other TestsSPT

Elev.

Or Remarks

UNIQUE NUMBER 67844

Breaks


DepthACL

(ft)

(pcf)N60

FormationREC

(%) Soi

l

DE

PTH

Roc

k

MC(psf)


CoreRQD

Lith

olog

y

Dril

ling

Ope

ratio

n

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


Depth

or Member

UNIQUE NUMBER 67262

27R21

COH


Other Tests

4

Roc

k


US Highway 169

5

10

15

20

25Index Sheet Code 3.0

(from Plan)



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

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


(%)


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


or Member


Classification

SPT

Elev.

UNIQUE NUMBER 67262

Or Remarks


Depth

Breaks

COH

(ft)

(pcf)N60

FormationACL

Soi

l

Dril

ling

Ope

ratio

n

RQD Core

(%)


Lith

olog

y

MC

REC

Roc

k

DE

PTH

(psf)

hard drilling @ 49.0' - boulder

Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS

(from Plan)US Highway 169Trunk Highway/Location Boring No.


N

874.427R21

SHEET 3 of 3

50/.5


(%) (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


Breaks

Or Remarks

Elev.

SPT


UNIQUE NUMBER 67262

RQD

Dril

ling

Ope

ratio

n Soi

l

Core

Other Tests

ACLREC

Lith

olog

y


Formation

Roc

k

DE

PTH

(psf)MC(%)

Classification

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

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


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


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


Depth Tip Resistance(psi)UBC 1990 FR

Pore Pressure(psi)

Sounding No.

Elevation

C020Bridge No. or Job Desc.

0 2 4 6 8 10


End of Data

0

5

10

15

20

25

881.2

876.2

871.2

866.2

861.2

856.2



undesignated

Hennepin Co. Coordinate: X=497688 Y=215100 (ft.)

SHEET 1 of 1


203094 CPT TruckCPT MachineLocation


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


Hole Type



0 20 40 60 80


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(%)


2750-57 169 (from Plan)Ret WallState Project

881.2

Sleeve Friction(psi)

Date Completed

0 2 4 6 8 10



0

5

10

15

20

25

30


undesignated


(ft.)

SHEET 1 of 2


99649 CPT TrackCPT MachineLocation


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



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


Interpreted SoilBehavior Type Friction Ratio

(%)


c0252750-57

0 2 4 6 8 10

Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of 2


Tip Resistance(psi)UBC 1990 FR

Pore Pressure(psi)


0 2 4 6 8 10

End of Data

UNIQUE NUMBER 68234

Sounding No.


Depth



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


Ret WallState Project

879.2


849.2

Friction Ratio(%)

169Trunk Highway/Location

c025Ground Elevation

Elevation


2750-57


(from Plan)

30

End of Data




undesignated

Hennepin Co. Coordinate: X=497894 Y=215500 (ft.)

SHEET 1 of 199649 CPT TrackCPT MachineLocation


Date CompletedHole Type

CPT Operator, , ft. LT


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



879.6

874.6

869.6

864.6

859.6

854.6

849.6


UNIQUE NUMBER 68236

UBC 1990 FR

Tip Resistance(psi)


lueck


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

(%)


c038Ground Elevation

Elevation

Sounding No.State Project

0 2 4 6 8 10


End of Data


Location CPT Machine 99649 CPT Track


SHEET 1 of 1(ft.) Date Completed

undesignated


2750-57

5/18/06


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



169

876.0

871.0

866.0

861.0

856.0

851.0

846.0

841.0

836.0



Elevation

Ground Elevation

c039Trunk Highway/Location


Sounding No.

876.0State Project

Ret Wall (from Plan)

Friction Ratio(%)



Pore Pressure(psi)

Depth

0 2 4 6 8 10


End of Data

Date CompletedD BradyTH 169 NB, 882+36.19, 76.4'Rt

CPT Operator(ft.)

Hole Type 11/30/04


Location CPT Machine 203094 CPT Truck


SHEET 1 of 1Ret Wall

Ground Elevation

C119Trunk Highway/Location

Friction Ratio(%)


(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



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


0

5

10

15

20

25

30

35

40


885.8

880.8

875.8

870.8

865.8

860.8

855.8

850.8

845.8


Elevation



Pore Pressure(psi)

Depth

Sounding No.

0 2 4 6 8 10


End of Data

0 2 4 6 8 10

undesignated

203094 CPT Truck


SHEET 1 of 1Location




(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



1200 2400 3600 4800 6000

B30N0402C

1200 2400 3600 4800 6000 0 2 4 6 8 100

5

10

15

20

25

30




884.7

879.7

874.7

869.7

864.7

859.7

854.7


11/30/04

Tip Resistance(psi)

State Project Trunk Highway/Location

Friction Ratio(%)


Ground Elevation

884.7

Elevation

Ret Wall (from Plan)1692750-57


DepthUBC 1990 FR

C121

Pore Pressure(psi)

Sounding No.


Location CPT Machine 92730 Failing 1500 4x4


SHEET 1 of 3


Hole Type

UBC 1983 FR

Pore Pressure(psi)

Depth Friction Ratio(%)

Tip Resistance(psi)


(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.


886.8

881.8

876.8

871.8

866.8

861.8


20 16 12 8 4 0 0 2 4 6 8 10


Elevation

Ground Elevation

T10Trunk Highway/Location

(ft.)Hennepin Co. Coordinate: X=497556 Y=214885

BORING



0 2 4 6 8 100

5

10

15

20

25



SHEET 2 of 3

Elevation

Ground Elevation


Friction Ratio(%)


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



UNIQUE NUMBER 67844

169

20 16 12 8 4 0


0 2 4 6 8 10


30

35

40

45

50

55


856.8

851.8

846.8

841.8

836.8

831.8


2750-57

Sounding No.

UBC 1983 FR

Pore Pressure(psi)


Elevation

Ground Elevation


Friction Ratio(%)


State Project

SHEET 3 of 3Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS





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



60

65

70

75


886.8

27R21 (from Plan)1692750-57


874.4


J. HasselquistTH 169 NB, 891+19.49, 63.6'Rt

CPT Operator

Hole Type


4/13/05


Pore Pressure(psi)

Depth

State Project


Sounding No.

Elevation

Ground Elevation


Friction Ratio(%)


UNIQUE NUMBER 67262

Date Completed


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


Location CPT Machine 92730 Failing 1500 4x4


SHEET 1 of 3(ft.)Hennepin Co. Coordinate: X=497952 Y=215780

BORING



0 2 4 6 8 100

5

10

15

20

25(Continued Next Page)


SHEET 2 of 3

Elevation

Ground Elevation


Friction Ratio(%)


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)


0 2 4 6 8 10



UNIQUE NUMBER 67262

169

20 16 12 8 4 0


0 2 4 6 8 10


25

30

35

40

45

50


849.4

844.4

839.4

834.4

829.4

824.4


2750-57

Sounding No.

UBC 1983 FR

Pore Pressure(psi)


Elevation

Ground Elevation


Friction Ratio(%)


State Project

SHEET 3 of 3Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS





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



50

55

60


874.4

Minnesota Department of Transportation · PDF file · 2015-06-24Diagram MSEW-1, Boring Index, Cpt Index, ... N S P O R T A T I O N ... Minnesota Department of Transportation...

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