geo-institute and the structural engineers- institute · geo-institute and the structural...

Geo-Institute and the Structural Engineers-Institute

of the American Society of Civil Engineers

Presents

Rules for the 7th Annual National GeoPREDICTION at

2016 Geotechnical & Structural Engineering Congress, Phoenix, AZ, USA

Important Dates

GeoPrediction Reports Due .................................................. 6 pm (C.S.T.), November 20, 2015 Invitation to GeoPrediction Finale ..................................................................... January 9, 2016 2016 G&SE Congress ............................................................................... February 14 - 17, 2016 GeoPrediction Presentations ........................................................................... February 15, 2016 Awards ..................................................................................................................................... TBD G&SE Congress Information ........................................................ http://www.geo-structures.org GeoPrediction Info and Data:............................... http://www.mygeoworld.info/groups/profile/61033/geochallenge

http://www.geo-structures.org/

http://www.mygeoworld.info/groups/profile/61033/geochallenge

http://content.geoinstitute.org/

2016- G & S E Congress GeoPrediction Rules

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7th Annual National GeoPrediction Rules – 2016 G&SE Congress 1. Objective: The objective of the GeoPrediction competition is to develop an accurate

prediction of geotechnical behavior given detailed information regarding subsurface, boundary, and initial conditions, as well as the geotechnical/ structural/hydraulic loading. The GeoPrediction competition may involve using available geotechnical software, empirical correlations, or developing a simple but accurate computer code for making this prediction.

For the 2016 G&SE Congress, the competing teams will estimate the lateral

deflection profile of a shored wall with tieback anchors supporting a deep excavation, as measured from inclinometer data.

2. Geotech data: Input data for the problem including problem description, boring logs,

standard penetration test data, laboratory test results, shoring, lagging, and tieback anchor details, and subsurface stratigraphy are provided in the problem statement and associated data sheets.

3. Eligibility: A GeoPrediction team will consist of one or two students (with at least one

undergraduate student). Based on the structural aspects of the competition, it is highly recommended to consult or partner with a student majoring in structural engineering to help with this project. Consulted persons should be listed as a reference in the report. Students must be enrolled during the Spring 2016 Semester or Quarter. Up to two teams per school may compete.

4. Submittal: Each GeoPrediction team will submit a GeoPrediction Report that will, at a

minimum, contain the following information. (Please read this section carefully, as it will change from year to year as the problem for the GeoPrediction changes.)

a. The Report shall be no more than three (3) pages long (not including any

references and title page). One inch margins, single spacing, and 12 point Times New Roman font are required.

b. The Report must specifically include the estimated lateral deflection at 0, 10, 20, 30, 40, 50, 60, 70, and 80 feet below the surface of the excavation at the N24 solder pile.

c. The Report shall contain the methods (assumptions, correlations, analytical procedures, numerical procedures, computer software, etc.) that the team employed to develop their GeoPrediction. Methods must be properly referenced.

d. The cover page must include the name of the institution; names, email addresses, and status (i.e., graduate or undergraduate) of each team member; as well as the name and contact information of any faculty that advised the team in developing their prediction.

e. Complete and submit the reimbursement form (Page 4) with Report.


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f. Submit your report electronically in PDF format to Dr. Eric Steward ([email protected]) by 6pm Central Standard Time on November 20, 2015 with the subject line “2016-G&SE GeoPrediction Submittal – School Name”. Sender will receive confirmation of receipt by email. Late submissions are NOT accepted.

5. Judging: The submitted GeoPrediction reports will be judged and ranked by an

anonymous panel of geotechnical engineers. Initial judging will be based on criteria (a) through (d) below.

a. Format, length, grammar, English usage 10% b. Clarity of technical presentation 10% c. Logical and concise use of appropriate geotechnical methods

and principles in developing GeoPrediction 15% d. Accuracy of the GeoPrediction (Total sum of the difference

from 4b.) 40% e. Process and results presentation at the 2016 G&SE Congress 25%

6. Selection: The winning team will receive the prestigious Mohr’s Circle Award. Up to

fifteen (15) teams may be invited to the GeoPrediction Presentation based on the ranking of their GeoPrediction reports. The selected teams will be notified by January 9, 2016. Each of the top five (5) teams will receive two complimentary student registrations and a $400 travel grant.

7. Presentations: Teams invited to present their GeoPrediction Results will prepare a 10 minute

presentation that describes their methods and GeoPrediction for viewing by judges and the public. The order and location of the presentations will be determined at the conference site. It is expected that a room with a projector and computer will be used for these presentations. Each team will also be provided with space for a summary poster no larger than 3 feet high by 4 feet wide. The layout and design of the poster are up to the individual teams. As noted in Item 5, the Presentation and Poster will constitute the final 25% of each invited team’s final GeoPrediction score.

8. Poster event: The GeoPrediction Presentations will (tentatively) take place on February 15,

2016 in parallel with the other Geo-Institute GeoChallenge competitions. The GeoPrediction awards will be presented at an event during the G&SE Congress to be scheduled at a later time. Remember, scores of potential employers attend the GeoChallenge every year. This provides all GeoPrediction team members with an excellent opportunity to interact with other geoprofessionals.

9. Questions: Questions should be posted via the Geo-Challenge discussion page in the

MyGeoWorld site at: http://www.mygeoworld.info/discussion/owner/61033

http://www.mygeoworld.info/discussion/owner/61033


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Reimbursement Form

This form is to be submitted with your design report.

This year, any monies due to competitors will be paid to a representative of your university. Examples of valid representatives are your faculty advisor or your departmental accounting administrative assistant. Unacceptable representatives include students, parents, friends, etc.

Please provide complete contact information for this representative.

School

Name of Representative

Position at Institution

Complete Mailing address

Phone

Email address


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Project Details and Information

Background Information: A high-rise building (> 240 feet) is to be constructed in the downtown area of a major US city, with 7 stories to be constructed below the street level. The excavation for the construction of the foundation will be up to 90 feet below the street level and will require a solder pile shoring system with tieback anchors to be installed. The city has limitations on subsurface lateral ground movement to reduce the likelihood of damage to surface and underground structures and utilities. As the excavation and shoring system is built, the lateral deflections are being monitored using preinstalled inclinometer casings at various locations. The lateral deflection is being monitored throughout the excavation and shoring system construction.

GeoPrediction Statement: Given the subsurface soil conditions, the surrounding buildings, the depth of

the excavation and the details of the shoring and tieback anchor system, estimate the lateral deflection, in inches, of the inclinometer casing located at the N24 Pile at 0, 10, 20, 30, 40, 50, 60, 70, and 80 feet below street level.

Site Location: The excavation wall is approximately 66 feet from the existing buildings with standard

street loads expected. The existing structure located 66 feet from the excavation is a 4-story concrete building with a shallow foundation estimated to be 2 stories below the street level.

Subsurface Investigation: Boring logs and laboratory testing data from the early 1980’s was obtained.

One investigative boring hole was drilled to verify the historic data. The information from these tests are presented. Perched groundwater was encountered in various areas, however, seepage produced relatively small volumes of water. The soil appeared to be relatively free-draining with no hydrostatic pressures encountered.

Shoring system: The excavation was supported using solder piles with timber lagging anchored with

tiebacks. The shaft diameter of the solder pile is 36 inches in diamater with a W24 x 55 solder pile installed. The details and testing schedule is provided in the subsequent documents.


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Deep excavation, 85 feet below street level at Pile N24, which is the location of the inclinometer casing to be measured.


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Pile Mark N17 - N27Row F (kips) L (ft) A (ft) α (degrees)

A 120 72 30 30B 122 73 31 30C 133 75 34 29D 130 74 33 27E 130 73 33 26F 130 73 33 26G 130 73 33 24H 125 72 32 23I 125 71 31 22J 125 70 32 21K 125 70 32 20L -- -- -- --

F - Tieback anchor forceL - Total tieback lenthA - Tieback anchor bond lengthα - Tieback angle from horizontal

Solder Pile and Tieback Schedule


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Horizontal Wale and Tieback Detail


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Appendix A: Field and Laboratory Soil Data

~ ~ , .'" ~ t

~ '" " -g

~ ~

i Ii U

Key to Exploration Logs

Sample Description Classificalion of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity ~stjmates and should not be construed to imply field nor laboratory testing unless presented herein. Visual-manual classification methods of ASTM D 2488 were used as an identification guide.

Soil descriptions consist of the following: Density/consistency, moisture, color, minor constituents, MAJOR CONSTITUENT, additional remarks.

Density/Consistency Soil density/consistency in borings is related primarily to the Standard Penetration Resistance. Soil density/consistency in test pits is estimated based on visual observation and is presented parenthetically on the test pit logs. SAND or GRAVEL standard SILT or CLAY Density Penetration Consistency

Resistance (N) in Blows/Foot

Very loose 0 - 4 Very soft

l oose 4 - 10 Soft

Medium dense 10 - 30 Medium stiff

Dense 30 - 50 Stiff

Very dense >50 Very stiff

Hard

Moisture

Dry Little perceptible moisture

Damp Some perceptible moisture, probably below optimum

Moist Probably near optimum moisture content

Wet Much perceptible moisture, probably above optimum

Legends

Sampling Test Symbols

Boring Samples Test Pit Samples

!Xl Split Spoon C8J Grab (Jar)

is] Shelby Tube IZl Bag

am Cuttings is] Shelby Tube

IT] Core Run

* No Sample Recovery

p Tube Pushed, Not Driven

Groundwater Observation Wells

Monument

Surface Seal

Riser Pipe

Bentonite

Itf-o-- Groundwater Level on Date or at Time of Drilling (ATD)

p}+ •.•.. --Well Screen

Sand Pack

Native Material

Groundwater Seepage (Test Pits)

Standard Approximate Penetration Shear Strength Resistance(N) inTSF in Blows/Foot

0 2 <0.125

2 - 4 0.125 - 0.25

4 8 0.25 - 0.5

8 15 0.5 1.0

15 - 30 1.0 - 2.0

>30 >2.0

Minor Constituents Estimated Percentage

Not identified in description

Slightly (clayey, silty, etc.)

Clayey, silty, sandy, gravelly

Very (clayey, silty, etc.)

Test Symbols

GS

CN

Grain Size Classification

Consolidation

0-5

5 - 12

12 - 30

30 - 50

UU Unconsolidated Undrained Triaxial

CU Consolidated Undrained Triaxial

CD Consolidated Drained Triaxial

au Unconfined Compression

DS Direct Shear

K Permeability

PP Pocket Penetrometer

TV

CBR

MD

AL

PID CA

DT

Approximate Compressive Strength in TSF Torvane

Approximate Shear Strength in TSF Califor ~i a Bearing Ratio

Moisture Density Relationship

Atterberg Limits I I Water Content in Percent

I L Liquid Limit L-____ Natural

Plastic Limit Photoionizati on Detector Reading Chemical Analysis /n Situ Density Test -.. XL-________________________________________ ~

7731 Figure A·1

5/03

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I Boring Log HC-1

r

S ·ID ·t· ~~ 01 escnp Ions in Feet Approximate Ground Surface Elevation in Feet: 103 (NAVD 88)

(Loose to medium dense), moist, slightly silty I gravelly SAND with concrete debris associated with utility construction (FILL).

o

5

10

Hard, moist, mottled gray, fine sandy SILT interbedded with silty, fine SAND.

15

Very dense, moist, gray, very silty, fine to medium SAND with scattered gravel s.

20

25

I-- Drill action indicates gravels from a depth of 27.5 to 29 feet

30

35 M

" ;Or-- Becomes gravelly.

" a ~

" z 15 '"

, 40

Very dense, wet, gray, very silty SAND. 45

50

1. Refer to Figure A·1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes

may be gradual. 3. Groundwater level, if indicated, is at time of drilling (ATO) crfer date

specified. Level may vary with time.

Sample

5-1

5-2

5-3

5-4

5-5

5-e

&-7

STANDARD PENETRATION RESISTANCE

... B1O'WS per Foot 1 2 5 10 20 50 100

l-

I-

l-

5016"

•

LAB TESTS

G5

• 5016" GS

l- • 5016"

• 5015"

S0/5"

• 50

• 5014"

2 5 10 20 50 100 • Water Content in Percent -..

HlJRTCROWSER 7731 FigureA-2

5/03 1/3

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r

s :;; g

Boring Log HC-1

Soil Descriptions . Depth mFeet Approximate Ground Surface Elevation in Feet: 103 (NAVD 88)

Very dense. moist, gray, slightly silty. very gravelly, fine SAND.

Hard, moist, gray CLAY with slickensides and occasional silt interbeds.

r--. Grades slightly silty.

50

55

60

65

70

- 75

80

85

- 90 ~~--'v~e~~~d",e~n~s~e~,m~~Oi~s't,~9~ffi~y~,~SI~i9~hMtlY~Si"'lty~to~-----" silty, gravelly SAND. ~

~

95

100

1. Refer to Figure A-1 for explanation of descriptions and symbols. 2, Soil descriptions and stratum lines are interpretive and actual changes

may be gradual. 3. Groundwater level , jf Indicated, is at time of drilling (ATO) or for date


Sample

5-9

$-11

$-12

$ ·13

$-14

$-15

$-16

S-17

$-18


LAB TESTS

.6. Blows per Foot 1 2 5 10 20 50 100

• 50/.25"

• 50/6"

•

• 50/6" AL

8 7/11"

• SO/5"

, 14" AL SO

5015"

• 5.5" SOl

• 50/3" f-GS

2 5 10 20 50 100 • Water Conlent in Percent .. ..

H/J.RTCROWSER 7731 FigureA-2

5103 213

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r

f

r

8 ~

" z ~ '"

Boring Log HC-1

Soil Descriptions . Depth .n Feet Approximate Ground Surface Elevation in Feet: 103 (NAVD 88)

Very dense, moist, gray, slightly silty to silty, gravelly SAND,

Bottom of Boring at 127.0 Feet. Completed 05112103.

100

105

110

11 5

120

125

130

135

140

145

150

1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes

may be gradual. 3. Groundwater level, if indicated, is at l ime of drilling (AT O) or for date


Sample

$-1 9

S-2O

$-21

S-22

$ -23


.. Blows per Fool 1 2 5 10 20

c-o

C-

o

C-

o

2 5 10 20 • Water Content in Percent

50 100

5(J1'Z'

50/6"

5015"

5(J14"

5(J14"

-

50 100 .. ..

LAB TESTS

IfIJRTCROWSER 7731 Figure A-2

5/03

313

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f

Boring Log B-4

Sampl.

5

•

10

STANDARD PENETRATION RESISTANCE 1140 ,Oil"" .,i,M , 30 ill,,, ~o.,)

BLOwS PER fOOT •

, • 10 '0

.

~ r--..

f.

, '0 '0 WATER CONTENT P[RCENT •

~

I

l£QUD

~ Z .. O.D. 5plll 5poo" $.m,l. no A. TI"'I 01 0,11111.,

~ 1 W.I., 1..'''' 1" 0 .0. SI'I.lb, 50091,1,

No 50l'llpll 'htourJ Obnr.ollon W,II

100 '"' o

5

10

15

20

25

40

45

100 50

-; f--.. ..

L1 .. ylll LlrI'Il'

Pia otic 1I1ftit

SOIL INTERPRETATION

FILL-loOS E SILT, SAND. WOOD CHIPS, ROTTEN PIPE

SANDS-DENSE TO VERY DENSE, DAMP TO MOIST. DROWN TO GRAY. GRA VELLY. FINE TO COARSE SAND.

-THIN ZONE OF GRAVELLY SILT.

_ GRADING TO CLEAN FINE SAND.

SILTS-VERY HARD. DA~ TO MOIST, GRAY, SLIGHTLY GR,t.VELLY , SLIGHTLY FJt>E SANOY S ILT .

SANDS- VERY DENSE. DAMP, GRAY , SILTY FINE SANO. I

_ BeCOMING SATURATED

_ SATURATED

_ SATURATED

- SATURATED

-.. Pock,. ".,ulrO".II" Ihl, TOIIonl (hI)

JIIOT[' 5011 dlle""lo", "I '"h,p,.I1 ... Ind oetlOol ellon, •• Ift~, b, ,roduol. 7731 FigureA-6

8/03

1/3

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f

I [

~ ;; ~ ~

M

" " ~ ~ w

'"

Boring Log B-4

Sample

20

21

22

23

UG!NO

STANDARD PENETRATION RESISTANCE 1140 , ... ,. •• oi, .. ,. 30 ,ftC" d.opl

BLOWS P(R FOOT "

, • 10 '0

, • 10 2O

WATER CONTENT P(RC[IoH •

'0

.0

DIP'" 100 , .. ,

50

~ ," 55

60

65

~ 5" 70

~ 5"

75

a ." 80

90

~ ." 95

~ ,,, 100

"0

~ 2" 0 .0. SpI" Spoo,. So ... ," ATO At 11 .... of o,UlI"t --i

1 1--

1Sl 3" 0.0. SIIIlb, 50,",1. Wol., l ..... ' ..

No !I'""JIII. Ru,,,,, ObU,,,,II," w.n "

Lil!lIlti ll ... 11

Plo.tlc lI",lt

SOil INTERPRETATION

- BECOMING WET

SILTS-VERY HARD, DAMP, GRAY CLAvEY SILT .

- FRACTURED, SOME SLICKENSIDES

---- ---- ---- ----FINE TO MEDIUM SAND. ---- ---- ---- ---- ----NUMBEROUS HORIZONTAL PARTINGS.

_ FRACTURED

_ ABUNDANT SILT PARTINGS.

TIll-VERY DENSE. MOIST SLIGHTLY GRAVELLY, SLIGHTLY FINE TO COARSE SAND.

-.. Poc'" P, .. ,ftO",,'" It,t J

To,."",.lhH 7731 Figure A-6

8103

213

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r Boring Log B-4

Sample

STANDARD PENETRATION RESISTANCE (,40 1II1111"d •• it"I, 30 jilt" d'OIll)

BLOWS PEA FOOT ..

2

2

WATER CONTENT P(RCtI'llT •

10 20

10 '0

'0

'0

LlGENO

~ ATD .A, Tit ... of DrilUftt

2" 0 .0 . Spill SpOOf! 511'11,1.

1 ISl :,.. 0 .0. 5".'by Wotlr l.,,1

50",,1.

• 1040 'om,I, RHO.'" Ob", 'utloll W,II

100 fUI

50

5"

100

SOIL INTERPRETATION

o ~ - SILT CONTENT INCRHSING .

105 .

BoTTOM il L02 . S' COMPLETED 9 / 3/ 80

''0

--l r

PO

"

llq .. ld Limn

PI.,lIc L'It'I1I

Pock" ',ntlrom,'.,

Tono". (Itt)

(hf) -..

NOT [, Soil 'ncfOpll,", Gr. 111 .. ,,'011 •• ". octll,1 ,1'1."". .,' .. ,rotlll,l . 7731 FigureA-6

8/03

3/3

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! I

f

LIQUID AND PLASTIC LIMITS TEST REPORT 60

Dashed line indicates the approximate / / V

V V upper limit boundary for natural soils / /

o~ 50 -

/ //

O~ /

,

V~ / 40 t- /

/ v / ><

;/ w / 0 ~ /

~ 30 t- / 0

/ V >= / '" :5 / Q.

/ -'- /' 20 -

/ ~ / / ? /

10 t-/ l / V

: : -&/#a~ft~w//Y ML r OL MH jr OH V I 1

10 30 50 70 90 110 LIQUID LIM IT

Location + Description LL PL PI -200 USCS

• Source: HC-! Sample No.: S-ll

Fat CLAY 63 29 34 CH

• Source: HC-! Sample No.: S-1 5

Fat CLAY 51 27 24 CH

Remarks : Project: Washington Mutual Office Building Development - Tasks I & 2

• •

Client: Pine Street Group LLC

Location: Seattle, WA

-lUI 773100 511412003

HlJRTCROWSER Figure No. 8 -2

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r Particle Size Distribution Report

r .E • . 5 • .< ~ • s ;t

0 a 0

~ g

~ ~ " N

'" " 100 : : : ..,.. N\ A : , , :

90

80 1\ : I ~ :

I ~ : :

70 :

a:: 60 :

~ : W

\: z : :

u:: : :

~ I- : Z 50 :

\ : w

<.) : : a:: : : W 40

: : c.. : : : :

: 30 : : : : :

:

20 : : :

: : : : : : : : : : :

10 :

: : : :

: : 0 :

200 100 10 1 0.1 0.01 0,001 GRAIN SIZE - mm

% GRAVEL % SAND % FINES % COBBLES

I CRS. FINE CRS. MEDIUM FINE SILT CLAY

0 0.0 0.0 0.8 0.1 l.l 16,5 81.5

0 0.0 0.0 0.0 0,0 1.6 67.6 30.8

1)< LL P I 085 060 050 030 015 010 Cc Cu 0 0.0875

0 0.292 0,175 0.142

MATERIAL DESCRIPTION USCS NAT. MOIST.

0 Sandy SILT Ml. 20% o Very silty. fine SAND SM 16%

Rem arks : Project : Washington Mutual Office Building Development - Tasks I & 2

0

0 Client: Pine Street Group LLC

0 Source: HC-I S a mple No. : S-I

0 Source: HC-I Sample No.: S-3 .. .. 773100 5/20/2003

HltHrCROWSER Figure No. 8-5

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[

[

I

Particle Size Distribution Report

.s • . & .& S , ,

0 6 8 ~ ~ ., . s ~ ~ : i ~ N " ~ " • " " 100 ~. :

: : : 90

~r--. : :

: ""'-,: : : :I........ :

80 : :

: ~ 70 :

t>. .... 1\ :

ex: : UJ 60

r---.... , Z : :

u:: :

I-: N, :

Z 50

"\ UJ : : () : : : \ : ex: UJ 40 : 0.. : N :

\ : : : : :

30 : : :\ :

20 1\ : N :

: : 10

: : : : 0

200 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm

% GRAVEL % SAND % FINES % COBBLES

I CRS. FINE CRS. MEDIUM FINE SILT CLAY

0 0.0 34.0 3.0 3.8 11.3 38.6 9 .3

0 0 .0 0. 0 12.5 4 .9 15.9 37.4 29.3

X LL PI D85 D60 D50 D30 D15 D10 Cc Cu 0 22.8 2.38 0.47 1 0.240 0.130 0.081 9 0.30 29.04

0 3.25 0.339 0.250 0.0820

MATERIAL DESCRIPTION USCS NAT. MOIST.

0 Slightly silty, very gravelly, medium to fme SAND SP-SM 13% o Gravelly, silty, medium to fine SAND SM 11%

Remarks: Project: Washington Mutual Office Building Development - Tasks I & 2

0 Small sample size

0 Client: Pine Street Group LLC

0 Source: HC-I Sample No.: S-7

0 Source: HC-I Sample No.: S-18

-.. 773 100 5/20/2003

HNrrCRoWSER Figure No. 8 -6

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Sieve Sizt of Optning in lneMI

N - - - -

Analysis I Numb .. of Melh ~, in., US S_d

o - -

Hydrometer Analysis Groin Siz. in mm

8 ... '" NQ fifO 00

....... fit &88 gg IS g

'00

.... ~ , o

00

eo :E co 'ii 70 ~ ,..

eo '"

1"-, "" '" ............ ~ -..... ~~

~ .. c '0 ii:

i 40 0

t Co 30

20 8-3. A-s i

'0 r---- B-4. $-S : ------8-4 $-~L

r 'r.:-/,-; r.-T r.I ,., J. • • , 0" .. . ~ N - ~ N

_ loCI 'C _ • -Grain Sizi in Millimet.",

Coar.1 Fin. COG,. Medil.tm Fin. CO~leS~~~G~,a~.~tl~~-+~~~~S~a=n7d~--~~-1

Sample Deplll-ft Us.c. Classification

B-3 22.0- ML SI.. I CoHn. Y GRA VELI.. Y • Fll'E. VERY $-5 24.S SANDY SILT.

8-4 22.5- ML GRAVELI..Y. VERY SAI\OY SILT. $-5 23.5

8-4 33.0- Ml SILT. $-7 34.0

I ,

\

I

\

, o

2 o

(')

8 • o U; ~

00

, 1- r-~ - 10 o -

Fines

Nat. WC, 0/0

14.0

14.1

25.6

-.. 7731

. ~

Figure 8-8

-

"

Atterberll Umi1S II PI.. PI

8/03

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1: .S!'

'00

• 0

., ,0 ;t

~ .. ~ 50

~ .0

:. 30

20

'0

Sample

8-4 5-22 .

8-4 5-23 & 24

Sieve Analysis Sizo 01 Op.ninq in Inc"'_ I-b., 01 Mesh por In., US Standard

N o - • .. .., N _ _ ... - .- - .. - N .. - N. -1\ ,

t--.

~ t:--..

"" ~ '\ ~\

\

1\

'" 8-4, 5-22 . I f-- - 8-4,5-23 & 24

-'11. 1:- r~.1 l~f'l [~. I ~ N - '" 2 CO .", ~'4t'l.C"! -G.oln Sin in Mllllm.' ....

Fin. COQn, Medium Fin. Sand

Depth-ft U.Sc. Classification

93.0- SM GRAVELL Y, VERY SILTY, MEDIu.! TO 93 . 5 FHE SAND.

99.0- 9\ GRAVELLY, VERY SILTY, MEDlu.! TO 98.3 FHE SAND.

(CCfoIB HEO)

B-s 21.0- ML SILT. 5-5 22.5

Hydrometer Analysis Grain Sizi in n"lm

q

f" \

1\ \ \

\ , -

Fines

Not, WC, 0/0

9.1

12.3

22.4

-.. 7731 Figure 8-9

.. ~ a

, o

20

8 50 i 10 .![

TO ~ .0' ;z -00

• o

100

Atterberg Umils LL PL PI

8/03

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Consolidation Test Results

• STRESS - tons/sq. ft.

0 .1 o .2 •• . 4 0' .1 .7 .1.' 1.0 Z • 4 5 • 7 • 010 • 4 ~ • ., I' 10 o

.05

z Ci a: .10

Ii;

.1.

.20

SAMPLE

6-5 5-12

6-6 5-12

-- ~ --~

I- I" ~-- ..:.:'

-==-. ~- - f:: ~ -- ::..

--t-- --1'--

~- - -1-

B-5, 5-12 -- 6-6, 5-12 '

-~-- - ,-- 6-6, 5-15 '

DEPTH "f. WATER CONTENT ATTERBERG LIMITS fNt Befort After LL PL PI

51.0- 26 26 31 25 6 52.0

56.6- 34 34 57 24 33 56.8

66.0- 31 39 29 10 67.0

~ r--

" I" , "---' --

" --

-----

.......... f'o....

1"\ " \

\ -- -1-

z o ~ o d"i I/) E ~.' u:: :5'0 "",= Z "',.. uu I::: '" 8

CLASSIFICATION WET UNIT ",EIGHT

CLAYEY SILT.

SILTY

SILT.

CLAY.

-..

114 PCF

IINfTCROWSER 7731 8/03 Figure 8-10

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r

r r

Consolidation Test Results

STRESS - tons/sq. ft.

0 .0 o

.os

z ~ II: . 00

In

. IS

.20

SAMPLE

8-5 5-2

B-5 5-7

."

- .

-

DEPTH fHt

12.2-12.5

31.0-32.0

.S ." .5 .•. 7 .'.t 1.0

5-2 : 8-5, , 8-5. 5-7 ' . . J

Of. WATER CONTENT Befor. After

25.3 25.6

23.2 23.1

" S " , • .,., 10

- ... ~

ATTERBERG LIMITS LL PL PI

" 5.r"IO o

-.. "::: ~ ~

-. r'--- .........

1'\

CLASS I FICATION

z o ~ o d7 en e ~ ..... U;:

WET UNIT W~GHT ,

30 21 9 SILTY CLAY. 121.3

26 24 1

.. .. HlJRTCROWSER 7731 8/03 Figure 8-11

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Unconsolidated Undrained Test

. : · , ,. · : · : . :

12,000 ...... .... ..... ........ .. .. + .......................... -: ......................................................... , ............. ......... : .. :.; ............ -.... -... -.. .. . ..: ! .. . '. : :/'-'-'--'-' -i-' .:....:....:---~ •

• . ; . ! : I .. :

•

· : · : · : . : . . . . . . . . .. .

",,00 .. '.:.' ,. "'''',,:.''''. : .. :.' .. ' .. : .• ",." ''';'j'':: .•.• ,,' •.• "":" i " .... ,." '.: ,:. ":" ""'1 .:,,: ..• " .:. ':'"''-:--1''' ".:,: :.''''. · . : :' . : . . : . : . . : l . : . :

• P" ...:.. , .. ' ":"j""':' ...;: ... ... '.'1:" ... :... ...,! ...... ' .. :. "::':1 .:., :.:,.' .. ::. : ~ : ; . : ~ i . :

0,000 ........ , ........ ,-i."" ,~'-.: ............. , .. :. " !. "~ •........... "'.i .................. :.....; .,. ::" .. .

· . :

: ~ . • : '. ~ .1 · . : ..

•• 00 . '..: .,:/.:. •.. ... ji f'"",',:,; ·:···:··:,·· ·:··.1·" .•.. "':":', I .: .. : .............. . : ~ . . : . . . : . ~ · ! ' : ........: . : · .' . . . ': .. . .. . . . ! ' .. ! . . . . :

• ••• • : 0 " ", ", • • • • • • •• • :

2,000 .. : .. : .: .. : .. : .. : .. : .. ~"H":": .. : .. : .. : .. : .. ~. :":''1'' : .. : .. : .. :" :":":" ~"~"f":":':" : .. : .. : .. : .. : .. : .. !.: .. : .. : .. : .. : .. :':":":'-1": .. : .. : .. : .. : .. : .. : .. : .. : ..

o

. . : . i .. : i . :

.. :i . • '. : : 1 . : . :;':' : ~.' • • . : ~ • .' • • E

• · : . . i . : . : · ; . . : . : z 4 6

PERCENT STRAIN 8 10

SAMPLE CLASSIFICATION

TEST NO. BORING NO.

SAMPLE NO. DEPTH. .. HEIGHT, INCHES DIAMETER, INCHES

Z 8-6 5-12

.5/: . 0-57 . C 5.433 2 . 863 -..

IZ

WET WEIGHT 1146.2 WET UNIT WEIGHT, PCF. 85.5 HlJRTCROWSER W.C. %, BEFORE TEST 32.5 7731

Figure 8 · 12 8/03

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