W912QR25R0016_CERT_Final_Vol6_ ProjGIR_16of16_I-0000.pdf

Solicitation For Rough River Dam Safety Modification Project Phase II - New Outlet Works and Cutoff Wall, Rough River Reservoir, Falls of Rough, KY

P2: 145870

Design-Bid-Build

Geotechnical Information Report (GIR) Vol. 6 (16 of 16) Appendix I

Certified Final

20 December 2024

W912QR25R0016

ARIMS: 1200

Disposition: Permanent

W912QR25R0016_CERT_Final_Vol6_ ProjGIR_16of16_I-0000

Rough River Dam Geotechnical Data Report for Tunnel Construction

Volume 6: Project GIR

Appendix I - Analysis of Upstream Disposal Area and Archery Berm (16 of 16)

ROUGH RIVER, FALLS OF ROUGH, KY

LOUISVILLE DISTRICT, LRD DIVISION

ROUGH RIVER, FALLS OF ROUGH, KY

LOUISVILLE DISTRICT, LRD DIVISION

Appendix A

SYNOPSIS OF CONSTRUCTION HISTORY AND PERFORMANCE

Appendix B

BORING LOCATION PLANS AND BORING LOGS

Appendix C

SOIL AND ROCK TESTING AND ANALYSES BY INVESTIGATION

Appendix D

INSTRUMENTATION AND MONITORING

Appendix E

ANALYSES OF THE UPSTREAM FILTER AND DEWATERING

Appendix F

ANALYSES OF THE DOWNSTREAM COFFERDAM AND DEWATERING

Appendix G

ANALYSES OF DOWNSTREAM FILTER FOR STILLING BASIN ABANDONMENT

Appendix H

ANALYSES OF CUTOFF WALL WORK PLATFORM

Appendix I

ANALYSES OF UPLAND DISPOSAL AREA AND ARCHERY

BERM

CELRN-EC-CD-S 16 April 2021 Long x7924

MEMORANDUM FOR Steven Shifflett, Rough River Dam Safety Modification Lead Engineer and William Puckett, Rough River Geotechnical Lead

SUBJECT: LRN Analysis of Upland Disposal Area and Archery Berm

1. A site designated as the “Upland Disposal Area” has been reserved for disposal of excavated rock and soil (the soil will be used as a cap over the disposed rock and serve as a future public green space). LRN estimated the gradation of the fill and the global stability of the slopes of the disposal area and below the haul road, both with and without a spillway event. The vegetation and topsoil within this area will be stripped and the rock from other project excavations will be wasted upon the native soils. LRN also analyzed the stability of the Archery Berm that will be constructed near the old Campground area from engineered fill.

2. Visual and laboratory testing information gathered from borings in the area (A-1715 through A1718, DC-29 through DC-32, and ADC-1918) were used to estimate the subgrade stratigraphy and soil parameters. The logs for these borings are provided in the enclosure to this memorandum and in Appendix B of this report. Borings A-1716 thru A-1718 were advanced in the Upland Disposal area, borings DC-29 through DC-32 were drilled at the edge of the spillway, and ADC-1918 was drilled northeast of the upland disposal area. Laboratory testing of recovered samples included: moisture contents, Atterberg Limits, moisture-density relationships (Proctors), sieve analyses, and unconfined compression tests. The unit weights were arrived at by averaging the results of similar soil types.

Cohesion was determined from the unconfined compression test performed in boring ADC-1918. No strength testing was performed on samples collected from borings A-1715 through A-1718, so testing on soil in ADC-1918 similar to the material from the “A” borings was used.

The friction angles for the drained clayey sand and lean clay were selected based on Bowle’s Foundation Analysis and Design, 5th edition, 1996. The unit weight of the excavated rock and undisturbed rock was taken from the 2019 Rock Mechanic Testing Results provided by LRL. Since the undisturbed rock was modeled as high strength, a friction angle was not needed, but the friction angle selected for the excavated rock was based on the industry standard of estimating the friction angle for placed rock slopes. All boring logs mentioned above and tables from the data provided by LRL are enclosed with this memorandum.

Material parameters used for the stability analyses are summarized in Table 1. Both drained and undrained conditions of the native soils were analyzed since the placement of the excavated rock could induce pore pressures and create an undrained condition that would later return to a drained condition.

Table 1: Upland Disposal Area Soil and Rock Parameters

Material Unit Weight (pcf) Drained Undrained Cohesion Phi Cohesion Phi

Large Excavated Rock Placed on Slope 150 --- 45 --- 45

Clayey Sand w/gravel 134 50 23 200 30 Lean Clay w/sand 129 250 19 680 0 Bedrock 150 --- --- --- ---

I-1

3. LRL determined that the most critical cross-section of the Upland Disposal area was at Station 10+00, which was modeled for the analysis using the GeoStudio Slope/W 2019 program. The Spencer method was considered the primary analysis tool, but the Bishop method was also used for comparison.

The global stability analysis was evaluated in two separate computations since Slope/W is only able to analyze one slope at a time, with one analysis only considering the slope of the disposal area (the upper slope), and the other considering everything below the haul road (the lower slope). Although no groundwater was recorded on the boring logs in this area, a water level elevation of 495 (summer pool) was applied to the lower slope analysis for conservatism. For the lower slope analysis, in addition to the spoiled material, a surcharge load of 1,000 psf was placed on the haul road to simulate construction traffic. The spillway event was simulated by inserting a piezometric line at an elevation of 525 feet with no other surcharge loadings applied. This is conservative since spillway events are relatively short lived and full saturation of the slope is unlikely.

The stone size required for the toe and lower perimeter of the upper slope was based on the expected spillway flow velocities during a spillway event, which was estimated to be 5 feet per second. On Plate B-29 in EM-1110-2-1601, the size of stone required for slope stability in a high turbulent event is approximately 9 inches, but LRL has specified a much larger minimum size in this area; therefore, it is expected that the slope will be protected from erosion that may produce a slope failure.

The USACE Engineering Manual, EM-1110-2-1902 “Slope Stability”, states that for end-of-construction (undrained) and long-term (drained) conditions, the required factors of safety (FoS) are 1.3 and 1.5, respectively. Table 2 presents the results of the stability analyses, all of which meet the minimum FoS, and the Slope/W output from each analysis is provided in the enclosure.

Table 2: Upland Disposal Area Slope Stability Results Analysis Calculated FOS

Spencer Method Calculated FOS Bishop Method

Drained (1.5)

Undrained (1.3)

Drained (1.5)

Undrained (1.3)

Upper Slope 2.40 2.02 2.42 2.03 Lower Slope 1.70 1.31 1.66 1.26 Upper Slope w/Spillway Event 2.06 2.05 2.06 2.04

4. An “archery berm” will be constructed downstream of the dam along the top of the left side riverbank near the old campground. The berm will be constructed from an engineered fill consisting of quarry spalls. The archery berm will be underlain by sandy gravel, silty clay, and alluvial silty sand. Table 3 summarizes the soil parameters chosen for the analysis in the GeoStudio Slope/W 2019 program. The parameters shown are also found in Appendix C of the Geotechnical Interpretive Report.

I-2

Table 3: Archery Berm Soil and Rock Parameters

Material Unit Weight (pcf)

Drained Shear Strength Parameters

Undrained Shear Strength Parameters

Cohesion (psf)

Phi (deg)

Cohesion (psf)

Phi (deg)

Archery Berm Spalls

– Type II Material 150 --- 32 --- 32

Sandy Gravel 135 --- 28 --- 28 Silty Clay 125 200 29 1,320 --- Alluvial Silty Sand 125 --- 28 28

A slope stability analysis using the staged undrained strength rapid drawdown method was deemed the worst-case scenario and appropriate given the possibility for frequent high tailwater events; however, the relatively short duration of such a high tailwater event makes saturation of the cohesive soils unlikely and therefore the resulting values conservative. The tailwater elevation was set to 455 feet, which represents the expected water level during a spillway event. The archery berm is relatively small and has no access road on top, so no additional loading was modeled. Table 4 summarizes the results of both the Spencer and Bishop methods.

Table 4: Archery Berm Slope Stability Results Analysis Required FOS Spencer Method

Calculated FOS Bishop Method Calculated FOS

Staged Rapid Drawdown 1.1-1.3 1.26 1.24

According to Table 3-1 in EM-1110-2-1902, the required FoS for rapid drawdown is 1.1 to 1.3; however, these values are related to maximum surcharge and maximum storage pools on dams, respectively. Since this is a berm and not a dam, and the loss of life is not considered a credible consequence, the resulting FoS were considered sufficient.

Karlena Pabian, P.E.

Senior Geotechnical Engineer

Encl: Boring location plans, boring logs, laboratory test data, and SLOPE/W output files

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I-6

BORING NO.A-1715 SHEET 1 OF 1

1. PROJECT 10. DATUM FOR ELEVATION

Rough River Dam

SHOWN ITEM (TBM OR MSL)

2. LOCATION

Grayson/Breckenridge Co., KY

3. DRILLING AGENCY 11. DRILL METHOD

Staniec 4.25" HSA with Auger Plug

4. NAME OF DRILLER 12. ELEVATION TOP OF HOLE

Kent Clements 524.8'

5. DRILL TYPE 13. TOTAL NUMBER CORE BOXES

CME - 850 Track Rig

6. THICKNESS OF OVERBURDEN 14. ELEVATION GROUND WATER

11.9' N/A

7. DEPTH DRILLED INTO ROCK 15. DATE HOLE

0.0'

8. TOTAL DEPTH OF BORING

STARTED COMPLETED

11.9' 9/13/17 9/15/17

9. DIRECTION OF BORING 16. INSPECTOR

VERTICAL C8J INCLINED□ Carrie Hay

I w w w () f- ;;e. <n a. z ;;e. w

� CLASSIFICATION � 'II, � J; w ::. � ELEVATION C w w a: � w REMARKS ::::, OF MATERIALS z ..J ..J f- f- 6 ;;e. I w <n a. a.

<n w- f-

() � � z "- () C a.

Cl 5 w w <n ..J w<n w � ..J ::::, <n <n a, ::. a. I::. a: C

Lean CLAY (CL), brown, moist, some silt few angular gravel

CL

- >-- 1 v

- >--2

- 521.8

CL BULK-1: 1.0'-3.0'

� 3

Lean CLAY (CL), gray, moist, some silt, angular limestone fragments

- f- 4

V -

519.8

SC BULK-2: 3.0'-5.0'

f- 5

Clay SAND with Gravel, Brown, Moist, some silt, Angular Gravel

A-1715: 3.0' - 5.0' -

- A-1717: 1.0' - 4.0'

A-1718:2.0' - 5.0' �s

- LL=44

PL=17

- Max D.D.=111.6 PCF f- 7

Optmc=15.5% f- 8

Bulk -3: 5.0' - 10.0'

A-1715: 5.0' - 10.0' -

- A-1716: 5.0' - 7.0'

A-1717: 10.0' - 14.0' � 9

LL=32

PL=16

- Max D.D.=120.76 PCF >--10

Optmc=11.3%

Drilling ended 9/13/2017at 5:20 AM;

Backfilled on 9/15/2017 at 8:05 AM >-- 11

Bottom of hole. Auger refusal

512.9 Backfilled with auger cuttings

Bottom of hole at 11.9 feet. �12

- End of boring at 512.9 feet.

- >--13

- >--14

- >--15

- >--16

- >--17

- >--18

- >--19

- >--20

LRL FORM 1202 PREVIOUS EDITIONS ARE OBSOLETE. PROJECT: Rough River Dam HOLE NO .

JUNE 2000 SYMBOLS: .!. WATER LEVELS AT COMPLETIOI+ PARTIAL LOSS OF DRILL FLUID A-1715

I-7

BORING NO.A-1716 SHEET 1 OF 1

Rough River Dam

SHOWN ITEM (TBM OR MSL)

2. LOCATION

Grayson/Breckenridge Co., KY

3. DRILLING AGENCY 11. DRILL METHOD

Staniec 4.25" HSA with Auger Plug

4. NAME OF DRILLER 12. ELEVATION TOP OF HOLE

Kent Clements 539.9'

5. DRILL TYPE 13. TOTAL NUMBER CORE BOXES

CME - 850 Track Rig

6. THICKNESS OF OVERBURDEN 14. ELEVATION GROUND WATER

8.6' N/A

7. DEPTH DRILLED INTO ROCK 15. DATE HOLE

0.0'

8. TOTAL DEPTH OF BORING

STARTED COMPLETED

8.6' 9/14/17 9/15/17

9. DIRECTION OF BORING 16. INSPECTOR

VERTICAL C8J INCLINED□ Carrie Hay

I w w w () f- ;;e. <n a. z ;;e. w

� CLASSIFICATION � 'II, � J; w ::. � ELEVATION C w w a: � w REMARKS ::::, OF MATERIALS z ..J ..J f- f- 6 ;;e. I w <n a. a.

<n w- f-

() � � z "- () C a.

Cl 5 w w <n ..J w<n w � ..J ::::, <n <n a, ::. a. I::. a: C

Sandy SILT (ML), brownlll orangish brown, moist, fine grained sand ML BULK-1: 2.0'-5.0'

>-- 1-

>--2 -

�3 -f- 4

534.9

SC BULK-2: 5.0'-7.0'

f- 5

- Clayey SAND with gravel (SC), brown and gray, moist, wine grained sand, angular gravel up Ill 1/4', some silt A-1715: 5.0' - 10.0'

A-1716: 5.0' - 7.0' -

�s -

A-1717: 10.0' - 14.0'

LL=32

PL= 16

Max D.D.=120.7pcf f-7

Optmc=11.3%

Augering slllpped at 8:43 AM on -f- 8 - 9/14/2017; Backfilled on 9/15/2017 at

Bottom of hole/auger refusal 8:45 AM -

531.3 Backfilled with auger cuttings Bottom of hole at 8.6 feet. -

�9 - End of boring at 531.3 feet.

>--10 -

>-- 11 -

�12

>--13 -

>--14 -

>--15 -

>--16 -

>--17 -

>--18 -

>--19 -

>--20 -

LRL FORM 1202 PREVIOUS EDITIONS ARE OBSOLETE. PROJECT: Rough River Dam HOLE NO .

JUNE 2000 SYMBOLS: .!. WATER LEVELS AT COMPLETIOI+ PARTIAL LOSS OF DRILL FLUID A-1716

I-8

BORING NO.A-1717 SHEET 1 OF 1

Rough River Dam

SHOWN ITEM (TBM OR MSL)

2. LOCATION

Grayson/Breckenridge Co., KY

3. DRILLING AGENCY 11. DRILL METHOD

Cascade 4.25" HSA with Auger Plug

4. NAME OF DRILLER 12. ELEVATION TOP OF HOLE

Kent Clements 537.6'

5. DRILL TYPE 13. TOTAL NUMBER CORE BOXES

CME - 850 Track Rig

6. THICKNESS OF OVERBURDEN 14. ELEVATION GROUND WATER

14.3' N/A

7. DEPTH DRILLED INTO ROCK 15. DATE HOLE

0.0'

8. TOTAL DEPTH OF BORING

STARTED COMPLETED

14.3' 9/14/17 9/15/17

9. DIRECTION OF BORING 16. INSPECTOR

VERTICAL C8J INCLINED□ Carrie Hay

I w w w () f- ;;e. <n a. z ;;e. w

� CLASSIFICATION � 'II, � J; w ::. � ELEVATION C w w a: � w REMARKS <n ::::, OF MATERIALS z ..J ..J f- f- 6 ;;e. I w <n a. a.

<n w- f-

() � � z "- () C a.

Cl 5 w w <n ..J w<n w � ..J ::::, <n <n a, ::. a. I::. a: C

Lean CLAY with sand (CL) brown, Slighfly moist to mois� angular

CL

- gravel up to 1/2' thick, some silt

- >-- 1 v

- >--2

- BULK-1: 1.0'- 4.0'

A-1715: 3.0' - 5.0' -

- A-1717: 1.0'- 4.0'

A-1718: 2.0' - 5.0' � 3

- LL=44

PL=17

Max D.D.=111.6pcf f- 4

Optmc=15.5%

532.6 ML BULK-2: 5.0'- 7.0'

f- 5

SILT (ML), brown, slighly moist to moisUrace sand

- �s

- f- 7 f- 8

- � 9

- 528.1 9.5" -10.0': Broken gravel

527.6

SC Bulk-3: 10.0'- 14.0' >--10

Clayey SAND with gravel (SC), brown and gray. moist, fine sand.

A-1715: 5.0' - 10.0' - gravel up to 1/4', some silt

- A-1716: 5.0' - 7.0'

A-1717:10.0' - 14.0' >-- 11

- LL=32

PL=16

Max D.D.=120.7pcf �12

Optmc=11.3%

Auger stopped at 8:07 AM on - >--13

- 9/14/2017; Backfilled on 9/15/201 at

8:25AM -

- Boflom of hole/auger refusal >--14

523.3 Backfilled with auger cuttings Bottom of hole at 14.3 feet. -

- End of boring at 523.3 feet.

- >--15

- >--16

- >--17

- >--18

- >--19

- >--20

LRL FORM 1202 PREVIOUS EDITIONS ARE OBSOLETE. PROJECT: Rough River Dam HOLE NO .

JUNE 2000 SYMBOLS: .!. WATER LEVELS AT COMPLETIOI+ PARTIAL LOSS OF DRILL FLUID A-1717

I-9

BORING NO.A-1718 SHEET 1 OF 1

Rough River Dam

SHOWN ITEM (TBM OR MSL)

2. LOCATION

Grayson/Breckenridge Co., KY

3. DRILLING AGENCY 11. DRILL METHOD

Cascade 4.25" HSA with Auger Plug

4. NAME OF DRILLER 12. ELEVATION TOP OF HOLE

Kent Clements 533.2'

5. DRILL TYPE 13. TOTAL NUMBER CORE BOXES

CME 850 Track

6. THICKNESS OF OVERBURDEN 14. ELEVATION GROUND WATER

8.0' N/A

7. DEPTH DRILLED INTO ROCK 15. DATE HOLE

0.5'

8. TOTAL DEPTH OF BORING

STARTED COMPLETED

8.5' 9/13/17 9/15/17

9. DIRECTION OF BORING 16. INSPECTOR

VERTICAL C8J INCLINED□ Carrie Hay

I w w w () f- ;;e. <n a. z ;;e. w

�CLASSIFICATION � 'II, � J; w ::. �ELEVATION C w w a: � w REMARKS ::::, OF MATERIALS z ..J ..J f- f- 6 ;;e. I w <n a. a.

<n w- f-

() � � z "- () C a.

Cl 5 w w <n ..J w<n w �..J ::::, <n <n a, ::. a. I::. a: C

Lean CLAY with sand (CL), brown, slighUy moist to moist, some silt, CL Bulk-1: 2.0'- 5.0'

A-1715: 3.0' - 5.0' - some angular gravel

A-1717: 1.0' - 4.0'

A-1718: 2.0' - 5.0' >-- 1

- LL=44

v

PL= 17

- MaxD.D.= 111.Spcf >--2

Opt me= 15.5%

- �3 v f- 4 f- 5

- �s v

- f-7

Bulk-2' 8.0'- 8.5'

525.2 LS

8.0' top of rock f- 8

Weathered LIMESTONE 8.5' bottom of hole/Auger refusal

524.7 Backfilled with auger cuttings Bottom of hole at 8.5 feet. -

- End of boring at 524. 7 feet.

Drilling ended at 4:50 PM on 9/13/17;

�9

Bottom of hole/auger refusal Backfilled on 9/15/17 at 7:50 AM

- >--10

- >-- 11

- �12

- >--13

- >--14

- >--15

- >--16

- >--17

- >--18

- >--19

- >--20

LRL FORM 1202 PREVIOUS EDITIONS ARE OBSOLETE. PROJECT: Rough River Dam HOLE NO .

JUNE 2000 SYMBOLS: .!. WATER LEVELS AT COMPLETIOI+ PARTIAL LOSS OF DRILL FLUID A-1718

I-10

DC-29.dgn 10/27/2008 7:57:13 AM

I-11

DC-29.dgn 10/27/2008 7:57:50 AM

I-12

DC-29.dgn 10/27/2008 7:59:39 AM

I-13

DC-29.dgn 10/27/2008 8:00:16 AM

I-14

DC-30.dgn 10/27/2008 8:06:58 AM

I-15

DC-30.dgn 10/27/2008 8:07:21 AM

I-16

DC-30.dgn 10/27/2008 8:08:01 AM

I-17

DC-30.dgn 10/27/2008 8:08:27 AM

I-18

DC-31.dgn 10/27/2008 8:10:27 AM

I-19

DC-31.dgn 10/27/2008 8:10:53 AM

I-20

DC-31.dgn 10/27/2008 8:11:35 AM

I-21

DC-31.dgn 10/27/2008 8:12:22 AM

I-22

DC-32.dgn 10/27/2008 8:14:21 AM

I-23

DC-32.dgn 10/27/2008 8:14:44 AM

I-24

DC-32.dgn 10/27/2008 8:15:16 AM

I-25

DC-32.dgn 10/27/2008 8:15:45 AM

I-26

29.7

28.6

The time interval for each core run is shown in military time (e.g. 1423-1446) in the remarks column.

Water observed at 2.4' on 11/04/19 at

LL = 32, PI = 11

UC = 0.34 tsf

1-D Consolidation test performed from

4.4'-4.7'

BULK 1: 0.0'-12.3'

(2 buckets)

Ended 11/4/19 at 8.0'. Resumed on

11/5/19.

Gravel: 0.0%, Sand: 5.6%, Fines: 94.4%

LL = 29, PI = 9

K = 2.57E-08 cm/s

Water Level (OATV Log) = El. 441.1' on 11/08/19

SPT refusal at 15.3'. Augered an addition 4.7' until auger refusal at 20.0'.

Utilized 4.25" HSA as casing within overburden materials for coring.

Augers set to 20.0'.

TOPSOIL

LEAN CLAY, brown, moist, soft to medium stiff, trace manganese concretions and sand

-moisture, dilatency, and sand content increase below 3.0'

LEAN CLAY, brown with gray mottling, saturated, very soft to medium stiff, trace sand and manganese concretions

SANDSTONE (Big Clifty Sandstone), highly weathered, light brown

-clay partings: 20.5'-20.6', 21.0' 1.5 531.5

450.9

447.6

438.8

431.1

50/4"

ROCK 1

T

CL

CL

WR

1.1

1.1

1.3

0.3

BORING NO.

VERTICAL INCLINED

9. DIRECTION OF BORING

5. DRILL TYPE

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

3. DRILLING AGENCY

4. NAME OF DRILLER

2. LOCATION

1. PROJECT

CME 45T (814)

Kent Clements

12.3'

61.2'

76.5'

SHEET 1 OF 5

10. DATUM FOR ELEVATION

SHOWN ITEM (TBM OR MSL)

11. DRILL METHOD

12. ELEVATION TOP OF HOLE

13. TOTAL NUMBER CORE BOXES

14. ELEVATION GROUND WATER

COMPLETED

12/11/19

STARTED

15. DATE HOLE

16. INSPECTOR

Ethan Sweet

451.1'

11/4/19

Stantec

448.7'

Rough River Dam Outlet Works PH 2

N: 2110405.74 E: 1421874.59

6" SSA/4.25" HSA and NQ3-wire line

MSL

S A

M P

L E T

Y P

E

D E

P T

H S

C A

L E

M O

IS

T U

R E

REMARKS

S A

M P

L E

#CLASSIFICATION

OF MATERIALS

R Q

D

ELEVATION

B L

O W

S -I

N C

H

U S

C S C

L A

S S

L E

G E

N D

R E

C O

V E

R Y

P E

N E

T R

A T

IO

N

ADC-1918

PROJECT: Rough River Dam Outlet Works PH 2LRL FORM 1202

JUNE 2000

PREVIOUS EDITIONS ARE OBSOLETE.

SYMBOLS: WATER LEVELS AT COMPLETION PARTIAL LOSS OF DRILL FLUID

HOLE NO.

(F T

450.0

445.0

440.0

335.0

ADC-1918

I-27

1250-1255

1305-1310

1320-1350

Box #1

20.0'-39.4'

1400-1430

1500-1523

Mechanical issues during Pull 5.

1550-1630

Ended 11/05/19 at 41.5'. Resumed on

11/06/19.

0720-0805

Blocked off at 42.5'. Retrieved sample and continued coring Pull 7.

Box #2

39.4'-56.0'

SANDSTONE (Big Clifty Sandstone), light brown with gray, very fine to fine grained, moderately to highly weathered, weak to moderately strong, moderately hard to hard, shale stringers/partings throughout, trace

(continued)manganese staining/nodules

-water staining: 21.1'-21.3'

-fracture, healed, 30°: 21.1'-21.5'

-clay parting, manganese staining: 21.9'

-water staining: 22.5'-26.5'

-fracture, healed: 25.1'

-clay parting, manganese staining: 27.3'

-clay partings, weathered: 27.5'-27.8', 28.1'

-fracture, weathered, 0°: 28.1'-28.6'

-color change to gray below 28.8'

-clay-like zone: 28.8'-29.1'

-clay partings, weathered: 29.6'-29.9'

SANDSTONE INTERBEDDED WITH SHALE (Big Clifty Sandstone), light to dark gray, very fine to fine grained, irregular bedding with soft sediment deformation, weak to moderately strong, soft to hard, argillaceous

-clay seams: 30.9', 31.2', 31.5'

SHALE (Big Clifty Lower Shale), medium to dark olive gray, very thin bedded, moderately to highly weathered, weak, moderately soft, argillaceous zones

4.8

1.6

1.5

2.1

2.7

2.9

2.1

420.3

410.3

403.6

ROCK

ROCK

ROCK

ROCK

ROCK

ROCK

BORING LOG (cont sheet) Hole No. ADC-1918

5 SHEETS

ELEVATION TOP OF HOLE 451.12

1. PROJECT Rough River Dam Outlet Works PH 2

SHEET

OF

S A

M P

L E T

Y P

E

D E

P T

H S

C A

L E

M O

IS

T U

R E

REMARKS

S A

M P

L E

#CLASSIFICATION

OF MATERIALS

R Q

D

ELEVATION

B L

O W

S -I

N C

H

U S

C S C

L A

S S

L E

G E

N D

R E

C O

V E

R Y

P E

N E

T R

A T

IO

N

ADC-1918

PROJECT: Rough River Dam Outlet Works PH 2LRL FORM 1202

JUNE 2000

PREVIOUS EDITIONS ARE OBSOLETE.

SYMBOLS: WATER LEVELS AT COMPLETION PARTIAL LOSS OF DRILL FLUID

HOLE NO.

(F T

425.0

430.0

415.0

I-28

0810-0840

0845-0915

0920-0950

Box #3

56.0'-71.5'

1000-1035

1045-1120

1130-1200

Box #4

71.5'-76.5'

LIMESTONE (Beech Creek Limestone), light to medium gray, microcrystalline to coarse crystalline grained, slightly to moderately weathered, moderately strong to strong, hard, some soft sediment deformation, fossiliferous, shale partings and clay seams throughout

(continued)

-shale partings: 48.7'-48.9', 49.5'-49.6', 50.2'-50.3', 50.7'-50.8', 51.2'

-grain size decreases below 49.9'

-shale partings: 51.6'-51.7', 53.1'

-fractures/partings along shale seams: 54.8', 55.0', 55.2', 55.4', 55.8'

SHALE (Elwren Shale), medium to dark olive gray with brown, laminated to very thin bedded, moderately to highly weathered, moderately soft to moderately hard, weak to moderately strong, petroleum sheen/odor in parts

-petroleum sheen: 57.7'

-fractures/partings along clay seams: 57.8', 57.9', 58.0', 58.5', 59.0', 59.6', 59.8'

-brown in color, petroleum odor: 60.7'-61.5'

-broken zone, highly weathered: 62.1'-62.5'

-clay seams, yellowish brown: 62.5'-65.5'

-mechanical breaks: 62.8', 63.5', 63.8'

-clay seams, weathered: 64.2'-64.7'

-clay-like, weathered: 66.2'-66.5', 67.6'-68.1'

-limestone seam: 66.5'-67.6'

-partings, clay/shale: 66.6', 67.2', 67.3'

-fractures, healed, 30°: 69.6'-69.8'

-limestone interbeds: 69.8'-70.6'

-clay parting: 70.6'

-petroleum sheen and odor: 71.5'-74.8'

-clay partings: 71.7', 72.1', 72.5', 72.6', 73.2', 73.4'

-clay seams weathered: 73.4'-73.6', 73.8'-74.0'

LIMESTONE (Reelsville Limestone), light gray, microcrystalline to coarse crystalline grained, slightly weathered, strong, hard, fossiliferous, clay and shale partings throughout, few pyrite nodules

-shale partings: 74.1'

-shale partings: 75.2'-75.3', 76.0'-76.2'

5.2

4.6

4.8

4.4

5.1

393.7

377.1

ROCK

ROCK

ROCK

ROCK

ROCK

ROCK

BORING LOG (cont sheet) Hole No. ADC-1918

5 SHEETS

ELEVATION TOP OF HOLE 451.12

1. PROJECT Rough River Dam Outlet Works PH 2

SHEET

OF

S A

M P

L E T

Y P

E

D E

P T

H S

C A

L E

M O

IS

T U

R E

REMARKS

S A

M P

L E

#CLASSIFICATION

OF MATERIALS

R Q

D

ELEVATION

B L

O W

S -I

N C

H

U S

C S C

L A

S S

L E

G E

N D

R E

C O

V E

R Y

P E

N E

T R

A T

IO

N

ADC-1918

PROJECT: Rough River Dam Outlet Works PH 2LRL FORM 1202

JUNE 2000

PREVIOUS EDITIONS ARE OBSOLETE.

SYMBOLS: WATER LEVELS AT COMPLETION PARTIAL LOSS OF DRILL FLUID

HOLE NO.

(F T

400.0

395.0

390.0

385.0

380.0

375.0 I-29

End coring on 11/06/19.

Geophysical survey performed by ARM

Geophysics on 11/08/19.

Boring was tremie filled with approximately 60 gallons of cement-bentonite grout on 12/11/19.

Augers used as casing were removed during grouting.

Test Legend:

LL = Liquid Limit

PI = Plasticity Index

UC = Unconfined Compressive

Strength

K = Hydraulic Conductivity

Bottom of hole at 76.5 feet.

End of boring at elevation 374.62 feet.374.6

BORING LOG (cont sheet) Hole No. ADC-1918

5 SHEETS

ELEVATION TOP OF HOLE 451.12

1. PROJECT Rough River Dam Outlet Works PH 2

SHEET

OF

S A

M P

L E T

Y P

E

D E

P T

H S

C A

L E

M O

IS

T U

R E

REMARKS

S A

M P

L E

#CLASSIFICATION

OF MATERIALS

R Q

D

ELEVATION

B L

O W

S -I

N C

H

U S

C S C

L A

S S

L E

G E

N D

R E

C O

V E

R Y

P E

N E

T R

A T

IO

N

ADC-1918

PROJECT: Rough River Dam Outlet Works PH 2LRL FORM 1202

JUNE 2000

PREVIOUS EDITIONS ARE OBSOLETE.

SYMBOLS: WATER LEVELS AT COMPLETION PARTIAL LOSS OF DRILL FLUID

HOLE NO.

(F T

370.0

365.0

360.0

355.0

350.0

I-30

Project: Date:

Date:

Subject:

Status:

Summary of Laboratory Test Data

Moist Dry (1) (2)

55.0-59.5 SPT 62 29 33

62.5-64.0 SPT

67.0-68.5 SPT

70.0-71.5 SPT

37.0-38.5 SPT

38.5-40.0 SPT 34 18 16

44.5-46.0 SPT

46.0-47.5 SPT 28 17 11

50.0-51.5 SPT 33 14 19

A-1907RA 0.0-7.2 Bulk 59 16 43

1.0-3.0 UD 37 18 19 128.0 105.0 UU

3.0-5.0 UD 51 15 36 123.9 100.7 UU

5.0-5.5 121.2 94.1 5.5-6.0 121.5 93.7 6.1-6.4 97.1 X 4.0-4.5 123.3 98.4 4.5-5.0 122.1 93.7 5.0-5.5 121.1 92.3

0.0-1.5 SPT

1.5-3.0 SPT 65 18 47

7.5-9.0 SPT 132 31 101

0.0-13.8 Bulk 65 16 49 UU/CU

0.0-1.5 SPT 50 22 28

0.0-6.8 Bulk 8.0 7.6

1.5-3.0 SPT 64 22 42

ADC-1910 0.0-1.5 SPT 56 17 39

0.0-10.0 Bulk 34 13 21 UU/CU 0.0-20.0 Bulk UU/CU

ADC-1913 5.0-10.0 Bulk 5.0 4.2

ADC-1914 6.0-8.0 UD 50 19 31

0.0-7.5 Bulk 39 15 24

1.5-3.0 SPT 33 14 19

3.0-4.5 SPT

1.5-3.0 SPT 30 17 13

6.0-7.5 SPT

7.5-9.0 SPT 26 19 7

9.0-10.5 SPT

10.5-12.0 SPT NP NP NP

5.0-12.0 Bulk 13.4 0.4

15.0-16.5 SPT

20.0-21.5 SPT 41 16 25

25.0-26.5 SPT 30 19 11

30.0-31.5 SPT NP NP NP

Rough River Dam Modification Phase 2 Prepared By: E. Carrico 13 Mar 2020

2019 Phase 2 Geotechnical Exploration Checked By: J. Roosa 17 Mar 2020 Summary of Laboratory Test Data

Draft

Test

Loc.

Depth

(feet)

Samp

Type

Natural

Moisture

Content

Atterberg Limit % Finer than No.

200 Sieve

USCS

Classificatio n pH* Resistivit y

(ohmꞏcm)

Sulfate

Conten t

Chlorid e

Content

Triaxi al Test

One

Dimensiona l Consol.

Unconfined

Compressiv e Strength

Specifi c

Gravity

Unit

Weight

Compaction Tests Swell

Percen t

Organi c

Conten

A-1901

96.2 CH

LL PL PI

Max. Dry

Density

Opt.

Moisture

CBR

(0.1

Hydraulic

Conductivi ty

98.2 6.7

19.9 14.1

ADC-1902

63.3

CL

89.7

CL

27.4 77.2 CH 2.61

84.4 CL

CH 2.73

UD 66 20 46 CH

2.73

29.7(UU tri)

UU

2.72

A-1907RC UD 69 21 48

A-1907RB

CL 2.67

26.7(Consol)

CH 2.7130.3(CU tri) CU

ADC-1908

13.0

CH

1.9

43.9 CH

74.4

30.0 70.0 CH 2.83

ADC-1909

22.6 75.8 CH

112.7 16.8 6.2

1,147.54 95.0 13.0

20.9 CH

14.8 CH

ADC-1911

12.7 47.7 SC 2.75

2.75

122.6 11.6

24.8 74.6 CH 0.79

19.2 28,334.21 84.8 12.4

117.7 14.1

65.5

11.9 59.7 CL

ADC-1917

18.7 CL

ADC-1914A

18.8 66.7 CL

21.4 CL-ML

82.6

24.6 42.5 SM

50.4

21.5

CL 10.6125.4

28.1 92.1 CL

91.5 CL

37.7 SM

Version 04152005 Page 1 of 2 2019 Summary of Soil Laboratory Test Data.xlsx: Summary I-31

Project: Date:

Date:

Subject:

Status:

Summary of Laboratory Test Data

Moist Dry (1) (2)

Rough River Dam Modification Phase 2 Prepared By: E. Carrico 13 Mar 2020

2019 Phase 2 Geotechnical Exploration Checked By: J. Roosa 17 Mar 2020 Summary of Laboratory Test Data

Draft

Test

Loc.

Depth

(feet)

Samp

Type

Natural

Moisture

Content

Atterberg Limit % Finer than No.

200 Sieve

USCS

Classificatio n pH* Resistivit y

(ohmꞏcm)

Sulfate

Conten t

Chlorid e

Content

Triaxi al Test

One

Dimensiona l Consol.

Unconfined

Compressiv e Strength

Specifi c

Gravity

Unit

Weight

Compaction Tests Swell

Percen t

Organi c

Conten

LL PL PI

Max. Dry

Density

Opt.

Moisture

CBR

(0.1

Hydraulic

Conductivi ty

3.0-5.0 UD 32 21 11 92.9 X

8.0-10.0 UD 29 20 9 X

0.0-5.0 Bulk 1.4 5.8 0.0-10.0 Bulk 51 17 34 UU/CU

A-1923 0.0-13.0 Bulk 41 19 22 UU/CU Notes:

1. * (1) pH in Water; (2) pH in Calcium Chloride Solution

2. Sample types: SPT = Standard Penetration Test (Split-Spoon Sample); UD = Undisturbed Sample (Shelby Tube); Bulk = Bucket/Bag Sample

3. CU = Consolidation Undrained, UU = Unconsolidated Undrained

4. "X" Indicates test was performed

2.67

16.7 A-1922

CH

28.6(Hyd. Con 94.4 CL

ADC-1918

29.7(Consol) CL 0.34

23.8 95.3 CL 2.65 118.3 13.6

92.3 CH 2.71 118.6 15.3

Version 04152005 Page 2 of 2 2019 Summary of Soil Laboratory Test Data.xlsx: Summary I-32

Summary of Soil Tests

Project Name Rough River Dam Geotech Project Number 175557138 Source A-1715, 3.0'-5.0' & A-1717, 1.0'-4.0' & A-1718, 2.0'-5.0' Lab ID 70

Sample Type BULK Composite Date Received 11-2-17 Date Reported 11-21-17

Test Results

Natural Moisture Content Atterberg Limits Test Not Performed Test Method: ASTM D 4318 Method A

Moisture Content (%): N/A Prepared: Dry Liquid Limit: 44

Plastic Limit: 17 Particle Size Analysis Plasticity Index: 27

Preparation Method: ASTM D 421 Activity Index: 0.8 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422

Moisture-Density Relationship Particle Size % ASTM D 698 - Method B

Sieve Size (mm) Passing Maximum Dry Density (lb/ft3): 111.6

N/A Maximum Dry Density (kg/m3): 1789

N/A Optimum Moisture Content (%): 15.5 N/A Over Size Correction %: 0.0

2" 50 100.0 3/4" 19 99.1 3/8" 9.5 95.9 California Bearing Ratio

No. 4 4.75 92.4 Test Not Performed No. 10 2 87.2 Bearing Ratio (%): N/A

No. 40 0.425 82.3 Compacted Dry Density (lb/ft3): N/A No. 200 0.075 71.9 Compacted Moisture Content (%): N/A

0.02 55.9

0.005 37.9

0.002 32.5 Specific Gravity estimated 0.001 29.9 Estimated

Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20° Celsius: 2.70

ASTM AASHTO

Range (%) (%) Gravel 7.6 12.8 Classification

Coarse Sand 5.2 4.9 Unified Group Symbol: CL Medium Sand 4.9 --- Group Name: Lean clay with sand

Fine Sand 10.4 10.4 Silt 34.0 39.4

Clay 37.9 32.5 AASHTO Classification: A-7-6 ( 18 )

Comments:

Reviewed By

Template: tmp_sum_input.xlsm Version: 20170217 Approved By: RJ

Stantec Consulting Services Inc.

Louisville, Kentucky

Reported By: RHB Report Date: 11/21/2017I-33

Summary of Soil Tests

Project Name Rough River Dam Geotech Project Number 175557138 Source A-1715, 5.0'-10.0' & A-1716, 5.0'-7.0' & A-1717, 10.0'-14.0' Lab ID 72

Sample Type BULK Composite Date Received 11-2-17 Date Reported 11-21-17

Test Results

Natural Moisture Content Atterberg Limits Test Not Performed Test Method: ASTM D 4318 Method A

Moisture Content (%): N/A Prepared: Dry Liquid Limit: 32

Plastic Limit: 16 Particle Size Analysis Plasticity Index: 16

Preparation Method: ASTM D 421 Activity Index: 0.9 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422

Moisture-Density Relationship Particle Size % ASTM D 698 - Method C

Sieve Size (mm) Passing Maximum Dry Density (lb/ft3): 120.7

N/A Maximum Dry Density (kg/m3): 1934

N/A Optimum Moisture Content (%): 11.3 N/A Over Size Correction %: 0.0

2" 50 100.0 3/4" 19 96.8 3/8" 9.5 90.7 California Bearing Ratio

No. 4 4.75 83.2 Test Not Performed No. 10 2 70.4 Bearing Ratio (%): N/A

No. 40 0.425 64.0 Compacted Dry Density (lb/ft3): N/A No. 200 0.075 49.6 Compacted Moisture Content (%): N/A

0.02 32.0

0.005 21.9

0.002 17.9 Specific Gravity estimated 0.001 15.1 Estimated

Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20° Celsius: 2.70

ASTM AASHTO

Range (%) (%) Gravel 16.8 29.6 Classification

Coarse Sand 12.8 6.4 Unified Group Symbol: SC Medium Sand 6.4 --- Group Name: Clayey sand with gravel

Fine Sand 14.4 14.4 Silt 27.7 31.7

Clay 21.9 17.9 AASHTO Classification: A-6 ( 4 )

Comments:

Reviewed By

Template: tmp_sum_input.xlsm Version: 20170217 Approved By: RJ

Stantec Consulting Services Inc.

Louisville, Kentucky

Reported By: RHB Report Date: 11/21/2017I-34

TABLE 2-6

Representative values for angle o_f internal friction ¢, Type of test*

Unconsolidated- Consolidated- Consolidated-undrained, undrained, drained, Soil u cu CD

Gravel Medium size 40-55° 4�55°

Sandy 35-50° 35-50°

Sand Loose dry 28-34°

Loose saturated 28-34°

Dense dry 35-46°

43-50°

Dense saturated 1-2° less than 43-50°

Silt or silty sand dense drY,--

Loose 20-22°

27-30°

Dense 25-30°

3�35°

Clay 0° if saturated 3-20°

2�2°

•see a laboratory manual on soil testing for a complete description of these tests, e.g., Bowles(1992).

Notes:

1. Use larger values as y increases.

2. Use larger values for more angular particles.

3. Use larger values for well-graded sand and gravel mixtures (GW, SW).4. Average values for gravels, 35-38°; sands, 32-34°.

I-35

ACC SS OR

reo ELECTRIC.

J!JJ"1.-�W'.!)}

_/4 I

I

I � �--

I-36

2.401

Distance (ft) -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500

El ev at io n (ft

Color Name Unit Weight (pcf)

Cohesion' (psf)

Phi'

Blasted Sandstone and Shale

150 0 45

Clayey Sand w/gravel 134.3 50 23

Lean Clay w/Sand 129 250 19

Undistrubed Sandstone/Limeston/Shale

09/25/2020

Upland Disposal Area

Disposal Area_Slope Analysis_Global Stability

1:682 I-37

Disposal Area_Slope Analysis_10+00_no flooding Report generated using GeoStudio 2019. Copyright © 1991‐2018 GEOSLOPE International Ltd.

File Information File Version: 10.00 Title: Rough River ‐ Upland Disposal Area Created By: Pabian, Karlena F CIV USARMY CELRN (USA) Last Edited By: Pabian, Karlena F CIV USARMY CELRN (USA) Revision Number: 31 Date: 09/25/2020 Time: 10:46:26 AM Tool Version: 10.0.0.17401 File Name: Disposal Area_Sta 10+00_CLE.gsz Directory: X:\Projects\Rough River\Upland Disposal Area\SlopeW\ Last Solved Date: 09/25/2020 Last Solved Time: 10:46:44 AM

Project Settings Unit System: U.S. Customary Units

Analysis Settings

Disposal Area_Slope Analysis_10+00_no flooding Kind: SLOPE/W Method: Spencer Settings

PWP Conditions from: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No

Unit Weight of Water: 62.430189 pcf Slip Surface

Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none)

Distribution F of S Calculation Option: Constant

I-38

Advanced Geometry Settings

Minimum Slip Surface Depth: 0.1 ft Number of Slices: 30

Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001

Solution Settings Search Method: Root Finder Tolerable difference between starting and converged F of S: 3 Maximum iterations to calculate converged lambda: 20 Max Absolute Lambda: 2

Materials

Lean Clay w/Sand Model: Mohr‐Coulomb Unit Weight: 129 pcf Cohesion': 250 psf Phi': 19 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1

Clayey Sand w/gravel Model: Mohr‐Coulomb Unit Weight: 134.3 pcf Cohesion': 50 psf Phi': 23 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1

Undistrubed Sandstone/Limeston/Shale Model: High Strength Unit Weight: 150 pcf Pore Water Pressure

Piezometric Line: 1

Blasted Sandstone and Shale Model: Mohr‐Coulomb Unit Weight: 150 pcf Cohesion': 0 psf Phi': 45 ° Phi‐B: 0 ° Pore Water Pressure

I-39

Piezometric Line: 1

Slip Surface Entry and Exit Left Type: Range Left‐Zone Left Coordinate: (‐38.13302, 559) ft Left‐Zone Right Coordinate: (15, 555.16477) ft Left‐Zone Increment: 20 Right Type: Range Right‐Zone Left Coordinate: (109.26604, 531.06266) ft Right‐Zone Right Coordinate: (211, 512.33333) ft Right‐Zone Increment: 20 Radius Increments: 20

Slip Surface Limits Left Coordinate: (‐50, 559) ft Right Coordinate: (398, 490) ft

Piezometric Lines

Piezometric Line 1

Coordinates

X Y

Coordinate 1 ‐50 ft 495 ft

Coordinate 2 400 ft 495 ft

Points X Y

Point 1 ‐50 ft 559 ft

Point 2 0 ft 559 ft

Point 3 176 ft 514 ft

Point 4 189 ft 514 ft

Point 5 206 ft 514 ft

Point 6 212 ft 512 ft

Point 7 215 ft 511 ft

Point 8 224 ft 513 ft

Point 9 231 ft 515 ft

I-40

Point 10 239 ft 515 ft

Point 11 249 ft 515 ft

Point 12 259 ft 515 ft

Point 13 267 ft 515 ft

Point 14 285 ft 510 ft

Point 15 358 ft 492 ft

Point 16 363 ft 490 ft

Point 17 366 ft 489.5 ft

Point 18 370 ft 491 ft

Point 19 373 ft 490 ft

Point 20 384 ft 490 ft

Point 21 398 ft 490 ft

Point 22 ‐50 ft 490 ft

Point 23 398 ft 480 ft

Point 24 ‐50 ft 480 ft

Point 25 ‐50 ft 527 ft

Point 26 ‐10 ft 527 ft

Point 27 111 ft 515 ft

Point 28 239 ft 513 ft

Point 29 279 ft 501 ft

Point 30 301 ft 493 ft

Point 31 301 ft 480 ft

Point 32 ‐50 ft 516 ft

Point 33 ‐10 ft 516 ft

Point 34 113 ft 503 ft

Point 35 176 ft 502 ft

Point 36 215 ft 499 ft

Point 37 240 ft 501 ft

Point 38 277 ft 489 ft

Point 39 329 ft 490 ft

Point 40 351 ft 480 ft

Point 41 ‐50 ft 522 ft

Point 42 ‐10 ft 522 ft

Point 43 112 ft 509 ft

Point 44 175 ft 509 ft

Point 45 215 ft 505 ft

I-41

Point 46 239 ft 507 ft

Point 47 301 ft 486 ft

Point 48 328 ft 480 ft

Point 49 ‐50 ft 555 ft

Point 50 15.64444 ft 555 ft

I-42

Regions Material Points Area

Region 1 Lean Clay w/Sand 29,28,8,7,6,5,4,3,27,26,25,41,42,43,44,45,46,47,48,40,39,30 2,419 ft²

Region 2 Blasted Sandstone and Shale 1,49,50,2 231.29 ft²

Region 3 Blasted Sandstone and Shale 23,21,20,19,18,17,16,15,14,13,12,11,10,9,8,28,29,30,39,40 1,641.8 ft²

Region 4 Undistrubed Sandstone/Limeston/Shale 24,31,38,37,36,35,34,33,32 8,448.5 ft²

Region 5 Clayey Sand w/gravel 32,33,34,35,36,37,38,31,48,47,46,45,44,43,42,41 2,197.5 ft²

Region 6 Blasted Sandstone and Shale 25,26,27,3,50,49 4,579.2 ft²

Slip Results Slip Surfaces Analysed: 4309 of 9261 converged

Current Slip Surface Slip Surface: 6,918 Factor of Safety: 2.401 Volume: 3,571.9507 ft³ Weight: 515,317.52 lbf Resisting Moment: 44,401,261 lbf∙ft Activating Moment: 18,488,414 lbf∙ft Resisting Force: 257,782.21 lbf Activating Force: 107,352.59 lbf Slip Rank: 1 of 9,261 slip surfaces Exit: (180.0251, 514) ft Entry: (2.0138643, 558.48509) ft Radius: 157.9669 ft Center: (122.19679, 661.00146) ft

I-43

Slip Slices

X Y PWP

Base Normal

Stress

Frictional

Strength

Cohesive

Strength

Suction

Strength Base Material

Slice

3.5450334 ft 556.74255 ft

‐3,854.5988 psf

125.19507 psf 125.19507 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

7.7182619 ft 552.21958 ft

‐3,572.2293 psf

460.49101 psf 460.49101 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

13.002381 ft 546.9105 ft

‐3,240.7821 psf

872.43055 psf 872.43055 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

18.398157 ft 541.98031 ft

‐2,932.9893 psf

1,270.0452 psf 1,270.0452 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

23.90559 ft 537.38915 ft

‐2,646.3623 psf

1,652.2336 psf 1,652.2336 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

29.413023 ft 533.20031 ft

‐2,384.8524 psf 2,009.621 psf 2,009.621 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

34.920456 ft 529.37522 ft

‐2,146.0515 psf

2,342.0029 psf 2,342.0029 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

40.42789 ft 525.88289 ft

‐1,928.0244 psf

2,649.2504 psf 2,649.2504 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

I-44

Slice

45.935323 ft 522.69802 ft

‐1,729.1925 psf 2,931.253 psf 2,931.253 psf 0 psf 0 psf

Blasted

Sandstone and

Shale

Slice

51.258573 ft 519.88789 ft

‐1,553.7555 psf

3,362.9463 psf 1,157.9553 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

56.39764 ft 517.41864 ft

‐1,399.6002 psf

3,529.6427 psf 1,215.3535 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

61.536706 ft 515.17227 ft

‐1,259.3589 psf 3,672.47 psf 1,264.5328 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

67.0371 ft 513.01103 ft

‐1,124.432 psf

3,795.3543 psf 1,611.0323 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

72.89882 ft 510.95568 ft

‐996.11629 psf

3,909.5484 psf 1,659.5048 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

78.76054 ft 509.15436 ft

‐883.65937 psf 3,993.082 psf 1,694.9628 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

84.62226 ft 507.5981 ft

‐786.50156 psf

4,045.9658 psf 1,717.4106 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

90.48398 ft 506.27949 ft

‐704.18041 psf

4,068.0749 psf 1,726.7953 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

96.3457 ft 505.19248 ft

‐636.31864 psf 4,059.146 psf 1,723.0052 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

102.20742 ft 504.33226 ft

‐582.61481 psf

4,018.7719 psf 1,705.8675 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

108.06914 ft 503.69509 ft

‐542.83633 psf

3,946.3928 psf 1,675.1443 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

111.5 ft 503.39794 ft

‐524.28484 psf

3,891.6327 psf 1,651.9001 psf 50 psf 0 psf

Clayey Sand w/gravel

I-45

114.95544 ft 503.22836 ft

‐513.69778 psf

3,814.0347 psf 1,618.9617 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

120.86632 ft 503.06781 ft

‐503.67499 psf

3,660.5643 psf 1,553.8174 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

126.77721 ft 503.12866 ft

‐507.47385 psf

3,471.3121 psf 1,473.4846 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

132.68809 ft 503.41116 ft

‐525.11041 psf

3,244.8445 psf 1,377.3548 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

138.59897 ft 503.91651 ft

‐556.65941 psf

2,979.4418 psf 1,264.698 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

144.50985 ft 504.64687 ft

‐602.25596 psf 2,673.048 psf 1,134.6415 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

150.42074 ft 505.60542 ft

‐662.09842 psf

2,323.2065 psf

986.14264 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

156.33162 ft 506.79642 ft

‐736.45284 psf

1,926.9758 psf

817.9527 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

162.2425 ft 508.22532 ft

‐825.65917 psf

1,480.8196 psf

628.57063 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

167.89846 ft 509.81634 ft

‐924.9867 psf

1,037.8968 psf

357.37652 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

173.29949 ft 511.55611 ft

‐1,033.6012 psf

555.78137 psf 191.37087 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

178.01255 ft 513.23978 ft

‐1,138.7126 psf

188.11545 psf 64.773345 psf 250 psf 0 psf

Lean Clay w/Sand

I-46

2.422

-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500

El ev at io n (ft

Color Name Unit Weight (pcf)

Cohesion' (psf)

Phi'

Bedrock 150

Clayey Sand w/gravel 134.3 50 23

Excavated Rock 150 0 45

Lean Clay w/Sand 129 250 19

10/14/2020

Upland Disposal Area

Global Slope Analysis_Sta 10+00 Bishop

1:682 I-47 flooding_Bishop Report generated using GeoStudio 2019. Copyright © 1991‐2018 GEOSLOPE International Ltd.

File Information File Version: 10.00 Title: Rough River ‐ Upland Disposal Area Created By: Pabian, Karlena F CIV USARMY CELRN (USA) Last Edited By: Pabian, Karlena F CIV USARMY CELRN (USA) Revision Number: 35 Date: 10/14/2020 Time: 04:14:55 PM Tool Version: 10.0.0.17401 File Name: Disposal Area_Sta 10+00_CLE.gsz Directory: X:\Projects\Rough River\Upland Disposal Area\SlopeW\ Last Solved Date: 10/14/2020 Last Solved Time: 04:15:06 PM

Project Settings Unit System: U.S. Customary Units

Analysis Settings

Disposal Area_Slope Analysis_10+00_no flooding_Bishop Kind: SLOPE/W Method: Bishop Settings

PWP Conditions from: Piezometric Line Apply Phreatic Correction: No Use Staged Rapid Drawdown: No

Unit Weight of Water: 62.430189 pcf Slip Surface

Direction of movement: Left to Right Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Option: (none)

Distribution F of S Calculation Option: Constant

I-48

Minimum Slip Surface Depth: 0.1 ft Number of Slices: 30

Factor of Safety Convergence Settings Maximum Number of Iterations: 100 Tolerable difference in F of S: 0.001

Materials

Lean Clay w/Sand Model: Mohr‐Coulomb Unit Weight: 129 pcf Cohesion': 250 psf Phi': 19 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1

Clayey Sand w/gravel Model: Mohr‐Coulomb Unit Weight: 134.3 pcf Cohesion': 50 psf Phi': 23 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1

Bedrock Model: High Strength Unit Weight: 150 pcf Pore Water Pressure

Piezometric Line: 1

Excavated Rock Model: Mohr‐Coulomb Unit Weight: 150 pcf Cohesion': 0 psf Phi': 45 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1

Slip Surface Entry and Exit Left Type: Range

I-49

Left‐Zone Left Coordinate: (‐38.13302, 559) ft Left‐Zone Right Coordinate: (15, 555.16477) ft Left‐Zone Increment: 20 Right Type: Range Right‐Zone Left Coordinate: (109.26604, 531.06266) ft Right‐Zone Right Coordinate: (211, 512.33333) ft Right‐Zone Increment: 20 Radius Increments: 20

Slip Surface Limits Left Coordinate: (‐50, 559) ft Right Coordinate: (398, 490) ft

Piezometric Lines

Piezometric Line 1

Coordinates

X Y

Coordinate 1 ‐50 ft 495 ft

Coordinate 2 400 ft 495 ft

Points X Y

Point 1 ‐50 ft 559 ft

Point 2 0 ft 559 ft

Point 3 176 ft 514 ft

Point 4 189 ft 514 ft

Point 5 206 ft 514 ft

Point 6 212 ft 512 ft

Point 7 215 ft 511 ft

Point 8 224 ft 513 ft

Point 9 231 ft 515 ft

Point 10 239 ft 515 ft

Point 11 249 ft 515 ft

Point 12 259 ft 515 ft

Point 13 267 ft 515 ft

I-50

Point 14 285 ft 510 ft

Point 15 358 ft 492 ft

Point 16 363 ft 490 ft

Point 17 366 ft 489.5 ft

Point 18 370 ft 491 ft

Point 19 373 ft 490 ft

Point 20 384 ft 490 ft

Point 21 398 ft 490 ft

Point 22 ‐50 ft 490 ft

Point 23 398 ft 480 ft

Point 24 ‐50 ft 480 ft

Point 25 ‐50 ft 527 ft

Point 26 ‐10 ft 527 ft

Point 27 111 ft 515 ft

Point 28 239 ft 513 ft

Point 29 279 ft 501 ft

Point 30 301 ft 493 ft

Point 31 301 ft 480 ft

Point 32 ‐50 ft 516 ft

Point 33 ‐10 ft 516 ft

Point 34 113 ft 503 ft

Point 35 176 ft 502 ft

Point 36 215 ft 499 ft

Point 37 240 ft 501 ft

Point 38 277 ft 489 ft

Point 39 329 ft 490 ft

Point 40 351 ft 480 ft

Point 41 ‐50 ft 522 ft

Point 42 ‐10 ft 522 ft

Point 43 112 ft 509 ft

Point 44 175 ft 509 ft

Point 45 215 ft 505 ft

Point 46 239 ft 507 ft

Point 47 301 ft 486 ft

Point 48 328 ft 480 ft

Point 49 ‐50 ft 555 ft

I-51

Point 50 15.64444 ft 555 ft

Material Points Area

Region

Lean Clay w/Sand 29,28,8,7,6,5,4,3,27,26,25,41,42,43,44,45,46,47,48,40,39,30 2,419 ft²

Region

Excavated

Rock 1,49,50,2

231.29 ft²

Region

Excavated

Rock 23,21,20,19,18,17,16,15,14,13,12,11,10,9,8,28,29,30,39,40

1,641.8 ft²

Region

Bedrock 24,31,38,37,36,35,34,33,32

8,448.5 ft²

Region

Clayey

Sand w/gravel

32,33,34,35,36,37,38,31,48,47,46,45,44,43,42,41 2,197.5 ft²

Region

Excavated

Rock 25,26,27,3,50,49

4,579.2 ft²

Slip Results Slip Surfaces Analysed: 4317 of 9261 converged

Current Slip Surface Slip Surface: 6,918 Factor of Safety: 2.422 Volume: 3,571.9507 ft³ Weight: 515,317.52 lbf Resisting Moment: 44,774,289 lbf∙ft Activating Moment: 18,488,414 lbf∙ft Slip Rank: 1 of 9,261 slip surfaces Exit: (180.0251, 514) ft Entry: (2.0138643, 558.48509) ft Radius: 157.9669 ft Center: (122.19679, 661.00146) ft

I-52

Base Normal

Stress

Frictional

Strength

Cohesive

Strength

Suction

Strength Base Material

Slice

3.5450334 ft 556.74255 ft

‐3,854.5988 psf

137.87131 psf 137.87131 psf 0 psf 0 psf

Excavated

Rock

Slice

7.7182619 ft 552.21958 ft

‐3,572.2293 psf

502.63874 psf 502.63874 psf 0 psf 0 psf

Excavated

Rock

Slice

13.002381 ft 546.9105 ft

‐3,240.7821 psf

942.35157 psf 942.35157 psf 0 psf 0 psf

Excavated

Rock

Slice

18.398157 ft 541.98031 ft

‐2,932.9893 psf 1,358.2443 psf 1,358.2443 psf 0 psf 0 psf

Excavated

Rock

Slice

23.90559 ft 537.38915 ft

‐2,646.3623 psf 1,750.1698 psf 1,750.1698 psf 0 psf 0 psf

Excavated

Rock

Slice

29.413023 ft 533.20031 ft

‐2,384.8524 psf 2,109.5251 psf 2,109.5251 psf 0 psf 0 psf

Excavated

Rock

Slice

34.920456 ft 529.37522 ft

‐2,146.0515 psf 2,437.1812 psf 2,437.1812 psf 0 psf 0 psf

Excavated

Rock

Slice

40.42789 ft 525.88289 ft

‐1,928.0244 psf 2,733.9241 psf 2,733.9241 psf 0 psf 0 psf

Excavated

Rock

Slice

45.935323 ft 522.69802 ft

‐1,729.1925 psf 3,000.4365 psf 3,000.4365 psf 0 psf 0 psf

Excavated

Rock

Slice

51.258573 ft 519.88789 ft

‐1,553.7555 psf 3,571.9722 psf 1,229.9287 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

56.39764 ft 517.41864 ft

‐1,399.6002 psf 3,721.5227 psf 1,281.423 psf 250 psf 0 psf

Lean Clay w/Sand

I-53

61.536706 ft 515.17227 ft

‐1,259.3589 psf 3,844.3933 psf 1,323.7308 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

67.0371 ft 513.01103 ft

‐1,124.432 psf 3,933.4714 psf 1,669.6596 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

72.89882 ft 510.95568 ft

‐996.11629 psf 4,019.9749 psf 1,706.3781 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

78.76054 ft 509.15436 ft

‐883.65937 psf 4,074.0887 psf 1,729.348 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

84.62226 ft 507.5981 ft

‐786.50156 psf 4,096.4289 psf 1,738.8309 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

90.48398 ft 506.27949 ft

‐704.18041 psf 4,087.4528 psf 1,735.0208 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

96.3457 ft 505.19248 ft

‐636.31864 psf 4,047.4696 psf 1,718.0489 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

102.20742 ft 504.33226 ft

‐582.61481 psf 3,976.6475 psf 1,687.9867 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

108.06914 ft 503.69509 ft

‐542.83633 psf 3,875.0178 psf 1,644.8475 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

111.5 ft 503.39794 ft

‐524.28484 psf 3,803.8714 psf 1,614.6476 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

114.95544 ft 503.22836 ft

‐513.69778 psf 3,710.8088 psf 1,575.1449 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

120.86632 ft 503.06781 ft

‐503.67499 psf 3,532.9919 psf 1,499.6661 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

126.77721 ft 503.12866 ft

‐507.47385 psf 3,322.9204 psf 1,410.496 psf 50 psf 0 psf

Clayey Sand w/gravel

I-54

132.68809 ft 503.41116 ft

‐525.11041 psf 3,080.0106 psf 1,307.3869 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

138.59897 ft 503.91651 ft

‐556.65941 psf 2,803.5057 psf 1,190.0176 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

144.50985 ft 504.64687 ft

‐602.25596 psf 2,492.4582 psf 1,057.9857 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

150.42074 ft 505.60542 ft

‐662.09842 psf 2,145.7052 psf 910.79782 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

156.33162 ft 506.79642 ft

‐736.45284 psf 1,761.8379 psf 747.85581 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

162.2425 ft 508.22532 ft

‐825.65917 psf 1,339.1605 psf 568.43992 psf 50 psf 0 psf

Clayey Sand w/gravel

Slice

167.89846 ft 509.81634 ft

‐924.9867 psf

918.46572 psf 316.25311 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

173.29949 ft 511.55611 ft

‐1,033.6012 psf

476.42002 psf 164.04457 psf 250 psf 0 psf

Lean Clay w/Sand

Slice

178.01255 ft 513.23978 ft

‐1,138.7126 psf

144.84068 psf 49.872646 psf 250 psf 0 psf

Lean Clay w/Sand

I-55

1.701

-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500

El ev at io n (ft

1000 psf…