Minnesota Department of Transportation · PDF file · 2015-06-24n s p o r t a t i o n 2:1 ... b or c c provide weep ... 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 9, 2007To: Nicole Rosen

Metro Design, Waters Edge

From G.J. Person, Foundations EngineerFoundations Unit

Subject: SP 2750-57 Wall FLYRW2USTH169 TriangleFoundation Investigation and Recommendations

Wall Loading: Wall Type:

Foundation RecommendationsProposed Subcut

Subcut Backfill Material

Backfill Spec. No.

Estimated Settlement

N/A - -one to two

inches

Attachments:Soundings: T40 (Unique #67257), c073, c074 (Unique #68238, 68239), T46 (Unique #67843)Diagram F1, Boring Index, Boring Plan, Boring Profile

cc: G. Engstrom, D. Van Deusen, File, R. Lamb

4. The wall should be supported with a spread footing foundation placed on the in-place granular soils and granular backfill where subcuts were required.

1. Topsoil and other organic material should be removed from areas where fill is to be placed.

3. Footings should be buried a minimum of 4.5 ft. below the final ground line for frost protection.2. The walls should be backfilled according to the attached Diagram F-1

Additional Recommendations:

Subsurface Investigation Information

Spread Footing

Subcut Elevation

-

Wall Station Foundation Type

The foundation soils for the wall consist of mostly granular soils. Water was encountered at an approximate depth of 25 feet below the existing ground line. An additional 10 to 15 feet of fill will be placed on in-situ soils. Please refer to the attached boring logs for a more complete description of the foundation soils.

Foundation Analysis

The wall is assumed to vary in height from 5-12 ft. Bearing capacities were computed for the foundation soils and compared with the required base pressures listed in the Bridge Design Manual. Based on our analysis, the foundation soils have adequate bearing capacities to support the retaining wall on the in-place granular soils, including the 10 to 15 feet of fill.

Estimated SettlementWall settlements were calculated based on the bearing pressures listed in the Bridge Standard Plans Manual using the retaining wall/noise wall heights. In addition, our analysis was based on a triangular strip loading stress distribution with the load varying from the maximum at the toe, to zero, at the heel. Based on our analysis, we estimate that the wall will settle one to two inches with a maximum differential settlement of less than two inches between wall panels. This settlement should occur during construction and backfilling operations.

FLYRW2 20+00 to 21+86.29

Std. Concrete Cantilever2 ft. Live Load Surcharge

fdn rec CIP TemplateFLYRW2.xls Page 1 of 1

STRUCTURAL BACKFILL, FOOTING SUBCUT & DRAINAGE SYSTEM TREATMENT

�PU�PU

DIAGRAM NO.

MINNESOTA

DE

PA

RT

ME

NT OF TRANS

PO

RT

ATIO

N

2:1

All slope dimensions shown as V:H

F-1

2:1

November 2005

2:1

FINAL GRADE

2:1

2:1

EXISTING GROUND

4.5’

STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION

PREPARED BY THE FOUNDATIONS UNIT

GEOTECHNICAL ENGINEERING SECTION - OFFICE OF MATERIALS

(STANDARD CANTILEVER RETAINING WALL DESIGN)

NOT TO SCALE

A

B

EXCAVATION AND BACKFILL NOTES: DRAINAGE SYSTEM NOTES:

PROVIDE WALL DRAINAGE SYSTEM A, B OR C

C PROVIDE WEEP HOLES AS SPECFIED IN THE BRIDGE

STANDARD PLANS MANUAL, STANDARD SHEET 5-297.621

TO 5-297.623.

C

2 GRANULAR BORROW

1

EXISTING GROUND

1.5’ 1.5’

2005

ANY SUITABLE

BACKFILL MATERIAL

MINIMUM LIMITS OF

WEDGE OF SPECIFIED

BACKFILL MATERIAL

SELECT GRANULAR

BORROW, MODIFIED

TO < 10% PASSING

NO. 200 SIEVE

VARIABLE BACKSLOPE

ANY SUITABLE

BACKFILL MATERIAL

2 IF SUBCUT IS REQUIRED, BACKFILL WITH GRANLAR

BORROW, Mn/DOT SPEC. 3149.2B1. COMPACT BACKFILL

TO 100% OF STANDARD PROCTOR (T-99). REFER TO

FOUNDATION RECOMMENDATION LETTER FOR SUBCUT

DEPTHS.

SUBCUT DEPTH (D) DETERMINED FROM

FOUNDATION RECOMMENDATION REPORT

D

THE RECOMMENDATIONS MAY BE MODIFIED AS

PER THE ATTACHED FOUNDATIONS INVESTIGATION

AND RECOMMENDATION REPORT

PAY LIMITS FOR STRUCTURAL

EXCAVATION WHEN A SUBCUT

IS REQUIRED. ACTUAL EXCAVATION

SLOPE IS DETERMINED BY OSHA

REGULATIONS AND IN-SITU SOILS.

1 Mn/DOT SPEC. 3149.2B2 MODIFIED TO 10% PASSING

THE NO. 200 SIEVE COMPACT BACKFILL TO SPECIFIED

DENSITY METHOD Mn/DOT SPEC. 2105.3F1A B PLACE A 6 IN. I.D. NON-STEEL PERFORATED

PIPE(Mn/DOT SPEC. 3245) WRAPPED WITH A TYPE I

GEOTEXTILE FABRIC (Mn/DOT SPEC. 3733) RUNNING

THE ENTIRE LENGTH OF THE WALL AND LAID A

MINIMUM OF 2 IN. ABOVE THE TOP OF FOOTING

(OPTION A) OR BOTTOM ELEVATION OF THE

FOOTING (OPTION B). STRUCTURAL BACKFILL

MATERIALS SHALL COMPLETELY SURROUND THE

PIPE. AT ALL TIMES, THE SLOPE OF THE PIPE SHALL

BE CHECKED TO ENSURE POSITIVE DRAINAGE.

FREQUENT TIES (SPACED APPROXIMATELY 200 FT.

APART) SHALL BE MADE FROM THE PIPE TO THE

INPLACE OR PROPOSED DRAINAGE SYSTEM.

55

{ F

LY

OV

ER

{ F

LY

RW

1

{ F

LY

RW

2

{ I

SB

81

20

T40

T46

c073

c074

c075

c076

20 21

F2-1

F2-2

F2-3

F2-4

F2-5

F2-6

F2-7

F2

-8

F2

-9

F2

-1

0

F2-11

F2

-1

2

INPLACE GROUNDLINE

TOP OF FOOTING HEEL

BOTTOM OF FOOTING

FINISHED GROUNDLINE

(EAST SIDE OF WALL)

TOP OF RETAINING WALL

TOP OF RAILFINISHED GROUNDLINE

(WEST SIDE OF WALL)

4" TP PERFORATED PIPE 3

4

4

Tip Stress (psi)

5 10

FR (%)

50

100

3000

6000

PWP (psi)

c073 - # - 884.2

Tip Stress (psi)

5 10

FR (%)

50

100

3000

6000

PWP (psi)

c074 - # - 883.7

Coh SPT

slorg LS w/ a little G, dk

brn & moist

FS w/ layer horg pl L w/

roots & straw @ 6.5’, lt

brn & lt gray-brn, damp

S, brn & sat

S w/ a little G, layer FG

@ 34.5’; brn to

gray-brn; sat

LS w/ a little G, layer S

& G; dk brn & sat

LS w/ some G, layer

CrG; dk brn & sat

S, brn & sat

FS w/ seam G, lt

gray-brn & sat

Bottom of Hole - 70.4’

Water measured at

25.3’ while sampling

and/or drilling with

augers

7

6

13

16

14

9

9

10

39

14

20

56

39

46

57

81

90

8 50/.5

36 50/.4

T40 - #67257 TH 169 NB, 884+30.19, 646.1’Lt - 884.5

Coh SPT

slorg slpl SL w/ a few

pebbles, dk brn & moist

LS w/ a little G, pocket

pl SL; brn w/ dk brn;

moist

FS, lt brn to lt gray-brn,

damp

S w/ a little G, lt brn &

damp

FS, lt gray-brn & damp

mixed S & LS, brns &

moist

S w/ a little G, brn to

gray-brn, sat

Bottom of Hole - 30.5’

Water level assumed to

be at saturated granular

layer

6

4

8

12

15

18

17

24

65

T46 - #67843 TH 169 NB, 882+24.42, 533.5’Lt - 882.3

FLYRW2

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

9

16

16

slorg LS w/ a little G, dk brn & moist

3

3

9

Location

7

Drilling

7

7

39

10

9

9

Ground Elevation

3

6/16/05

27R22

Hammer

Drill Machine

Latitude (North)=45°06'27.61"(ft.) Completed

13

Mobile Auto CalibratedLongitude (West)=93°23'40.66"

93165 GEFCO F6 6x6Hennepin Co. Coordinate: X=497084 Y=215423

SHEET 1 of 3

14

S, brn & sat

FS w/ layer horg pl L w/ roots & straw @ 6.5', lt brn & ltgray-brn, damp

6

7

857.527.0

23.5861.0

5.0879.5

TH 169 NB, 884+30.19, 646.1'Lt

UNIQUE NUMBER 67257

Classification

MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTIONLABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION

SPT(%)MC

DE

PTH

Roc

k

G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ

Breaks

(Continued Next Page)

DepthCOH Other Tests

Soil Class:DSB Rock Class: Edit: DMS Date: 12/11/06

(psf) Or Remarks

Elev.

2

or Member

State Project

U.S. Customary Units

(%)

884.5

(%)

Bridge No. or Job Desc.

5

10

15

20

25

2750-57Boring No.Trunk Highway/Location

US Highway 169 (from Plan)T40

REC

Index Sheet Code 3.0

CoreRQD

Lith

olog

y

Dril

ling

Ope

ratio

n Soi

l

ACL

(pcf)

Formation

60N

(ft)

Boring No.

20

8

9

10

12

27R22Ground Elevation

(from Plan)US Highway 169

8/.550/.5

39

2750-57State Project Bridge No. or Job Desc.

T40 884.5

Mn/DOT GEOTECHNICAL SECTION - LOG & TEST RESULTS SHEET 2 of 3

(%)


30

35

40

45

50

S w/ a little G, layer FG @ 34.5'; brn to gray-brn; sat

LS w/ a little G, layer S & G; dk brn & sat

LS w/ some G, layer CrG; dk brn & sat

16

46

37.5847.0

50.0834.5

14

20

56

Trunk Highway/Location

(%)

Other Tests



or MemberClassification

SPT

Elev.

UNIQUE NUMBER 67257

Or Remarks

(Continued Next Page)

Breaks

DepthCOH

ACL(ft)

(pcf)N60

FormationREC

Soi

l

(%)MC

(psf)

DE

PTH

Roc

k

Dril

ling

Ope

ratio

n


CoreRQD

Lith

olog

y

small boulders 35.0'-36.0'

2750-57

13

12

13

18

27R22Ground Elevation

(from Plan)US Highway 169Boring No.

57

36/.550/.4

State Project

T40 884.5


(%)


55

60

65

70


LS w/ some G, layer CrG; dk brn & sat (continued)

S, brn & sat

FS w/ seam G, lt gray-brn & sat

Bottom of Hole - 70.4'Water measured at 25.3' while sampling and/or drilling withaugers

90

8160.5824.0

68.0816.5

70.4814.1


Other TestsCOH


(%)Classification

SPT

or MemberElev.

Or Remarks

Breaks


UNIQUE NUMBER 67257

Depth

(ft)

(pcf)N60

FormationACL

(%) Soi

lMC(psf)

DE

PTH

Roc

kREC

Dril

ling

Ope

ratio

n


CoreRQD

Lith

olog

y

18

slorg slpl SL w/ a few pebbles, dk brn & moist

4

5

12

6

10

17

(ft.)

15

12

8

4

6

860.322.0

9

Mobile Auto CalibratedHammer

Drill Machine

Latitude (North)=45°06'25.66"Completed

14

13.5868.8

Longitude (West)=93°23'40.33"

92730 Failing 1500 4x4Hennepin Co. Coordinate: X=497107 Y=215225

SHEET 1 of 2Drilling

Location

12/6/05

18.5863.8

mixed S & LS, brns & moist

FS, lt gray-brn & damp

S w/ a little G, lt brn & damp

FS, lt brn to lt gray-brn, damp

LS w/ a little G, pocket pl SL; brn w/ dk brn; moist

TH 169 NB, 882+24.42, 533.5'Lt

6.0876.3

4.0878.3

16.0866.3


Or Remarks

Elev.

MCSPT(psf)

DE

PTH

Breaks

G:\GINT\PROJECTS-ACTIVE\2750-57.GPJ(Continued Next Page)

or Member

UNIQUE NUMBER 67843

(%)

Ret Wall

DepthOther Tests

Classification

COH


4

5

10

15

20

(%)


Ground Elevation

Roc

k

T46 882.3State Project

2750-57 (Survey)

Boring No.Trunk Highway/Location

US Highway 169Bridge No. or Job Desc.

CoreRQD

Lith

olog

y

Dril

ling

Ope

ratio

n Soi

l

ACL


REC Formation

60N (pcf)

(ft)(%)

25

30

Boring No.

2750-57State Project Bridge No. or Job Desc.

T46 882.3



(%)

(pcf)60

Formation(%)

30.5851.8

S w/ a little G, brn to gray-brn, sat

Bottom of Hole - 30.5'Water level assumed to be at saturated granular layer


24

65

5

16

Ret WallGround Elevation

(Survey)US Highway 169

N


(ft)

UNIQUE NUMBER 67843

COH

or MemberBreaks

Or Remarks

Elev.

SPT


Depth

Lith

olog

y

RQD Core

Soi

l

ACL

Dril

ling

Ope

ratio

n

REC


Roc

k

DE

PTH

(psf)MC(%)

Classification

Other Tests

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 24.41424

End of Data

Tip Resistance(psi)


1200 2400 3600 4800 60000

5

10

15

20

UNIQUE NUMBER 68238

884.2

879.2

874.2

869.2

864.2


CONE PENETRATION TEST RESULTS

undesignated

Hennepin Co. Coordinate: X=497088 Y=215367 (ft.)

SHEET 1 of 1

Latitude (North)=45°06'27.06"

A17Y0602C.DAT

0 2 4 6 8 10 1200 2400 3600 4800 6000 0 2 4 6 8 10


0 20 40 60 80

Location

Soil Class: Rock Class: Edit: Date: 12/7/06

MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION

20 16 12 8 4 0

Sounding No.

884.2

Sleeve Friction(psi)

Interpreted SoilBehavior Type Friction Ratio

(%)


c073Ground Elevation

Elevation

99649 CPT Track

2750-57

Depth Pore Pressure(psi)UBC 1990 FR


Date CompletedHole Type

CPT Operator, , ft. LT

State Project

lueck

Ret Wall

5/17/06Longitude (West)=93°23'40.60"

US Highway 169 (from Plan)

CPT Machine

End of Data

Bottom of Hole 24.49069

0

5

10

15

20

UNIQUE NUMBER 68239CONE PENETRATION TEST RESULTS


undesignated

Hennepin Co. Coordinate: X=497099 Y=215282 (ft.)

SHEET 1 of 1

Latitude (North)=45°06'26.22"

99649 CPT TrackCPT MachineLocation

Index Sheet Code 3.0 Soil Class: Rock Class: Edit: Date: 12/7/06A17Y0604C.DAT

0 2 4 6 8 10 1200 2400 3600 4800 6000 0 2 4 6 8 1020 16 12 8 4 0

Hole Type

MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION


883.7

878.7

873.7

868.7

863.7

0 20 40 60 80

c074Ground Elevation

Elevation

Sounding No.

2750-57

Pore Pressure(psi)

Friction Ratio(%)UBC 1990 FR

Tip Resistance(psi)


Depth

CPT Operator, , ft. LT

lueck


5/17/06Longitude (West)=93°23'40.44"

US Highway 169 (from Plan)Ret WallState Project

883.7

Sleeve Friction(psi)

Interpreted SoilBehavior Type

Date Completed

1200 2400 3600 4800 6000

Documents

Minnesota Department of Transportation · PDF file · 2015-06-24n s p o r t a t i o n 2:1 ... b or c c provide weep ... minnesota department of transportation