W912QR24R0048_FIO_Vol6_ProjGIR_11of16_D-0000.pdf

Solicitation For Rough River Dam Safety Modification Project Phase II - New Outlet Works and Cutoff Wall

P2: 145870

Design-Bid-Build

Geotechnical Information Report (GIR) (11 of 16) Appendix D

For Information Only

23 September 2024

W912QR24R0048

ARIMS: 1200

Disposition: Permanent

W912QR24R0048_FIO_Vol6_ProjGIR_11of16_D-0000

Rough River Dam Geotechnical Data Report for Tunnel Construction

Volume 6: Project GIR

Appendix D - Instrumentation and Monitoring (11 of 16)

ROUGH RIVER, FALLS OF ROUGH, KY

LOUISVILLE DISTRICT, LRD DIVISION

DRAFT

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

Instrumentation and Monitoring

1.0 Instrumentation Background

The project’s instrumentation consists of piezometers, movement monuments and seismic instruments. Piezometers and movement monuments have been installed at numerous locations to indicate conditions that may adversely affect the stability of the dam and its appurtenant structures.

Given the proximity to the New Madrid Fault Zone, strong motion instruments have also been installed on the right abutment, dam crest, and tailwater to monitor and record potentially damaging ground motions resulting from fault movement. An Automated Data Acquisition System (ADAS) was initially installed in 2013 in cooperation with the United States Geologic Survey (USGS) and has evolved since that time to include numerous system modifications and improvements. Movement monuments have been established along the dam crest, downstream slope, parapet wall, upstream slope (new KY79 road) and operating tower service bridge.

Locations of all instrumentation are shown on the attached Figure D-1 (CTW CI100). A geologic profile of the dam and underlying soil and rock units, identified over the course of the various investigations and remedial work, is presented on Figures D-2 to D5 (CTW CG200 through CTW CG203). Select cross sections along the dam axis are depicting select piezometer locations and completion depths are presented on Figures D-6 to D-17 and also show the current understanding of the soil and rock materials underlying the dam footprint. Additional details of the individual instruments are included on Table D-1.

2.0 Piezometers

Piezometers to monitor phreatic levels in the dam embankment, foundation materials (soil) and underlying bedrock have been installed during multiple investigations over the life of the project.

While the dam became fully operational in December 1960. The first piezometers for which records are available were installed in 1974. These initial instruments were installed to primarily monitor phreatic levels in the embankment materials presumably for slope stability reasons although records for the purpose and locations are unavailable.

Piezometers at the site consist of traditional open standpipe type piezometers and fully grouted (multi-level) vibrating wire type instruments. Currently the project instrumentation consists of 74 standpipe piezometers (SPPZ) and 58 fully grouted multi-level vibrating wire piezometers (VWPC) installed in 22 boreholes along the crest of the dam. The SPPZ array also includes 3 temporary instruments installed during the replacement outlet works investigations to monitor groundwater levels in the vicinity of the proposed control tower and stilling basin excavations.

2.1 Automated Data Acquisition System (ADAS) / WINIDP

This instrumentation automation effort has been undertaken in several phases beginning in 2013 in a joint effort with the United States Geological Survey (USGS). The SPPZ transmit data from the individual instruments via a wireless (line of sight) radio system that stream data to three data collection/transmitter platforms (DCPs) (1 upstream and 2 downstream units) that in turn transmit data via the Geostationary Operational Environmental Satellite (GOES) system and received and decoded by the USGS Water Resources Division in Louisville. These three DCPs are also connected via fiber optic cables to a central computer located in the Project Office. This computer stores all data and is connected to an Internet Service Provider (ISP) that allows for real time monitoring of the ADAS and serves as a portal to allow for remote monitoring and software troubleshooting/maintenance. This system is independent of the USACE computer system and

D-1 allows for Contractors to connect directly to the ADAS using a suite of Sutron software applications for their monitoring during the various phases of work.

The 22 fully grouted multi-level VWPZs (58 transducers) are hardwired into four DCPs at the project (2 upstream and 2 downstream) These four DCPs are equipped to transmit data directly to the GOES system and are also connected to the Project Office central computer via fiber optic cables for central data storage and remote monitoring and maintenance. Locations of the seven DCPs as well as hardwire buried cable runs between each unit and the Project Office are also shown on the attached Figure D-1.

Eleven of the SPPZs are measured manually by project staff monthly or for every change of five feet of the pool elevation in accordance with the current Surveillance and Monitoring Plan and entered directly into the USACE WINIDP web portal. The 60 automated SPPZs are currently maintained by the USGS and are calibrated monthly with manual readings in accordance the current Quality Assurance Plan. Once the data has been decoded and processed by the USGS it is uploaded into the USACE WINIDP data management system for evaluation by the LRL Dam Safety staff. The three temporary SPPZs are monitored by the District Dam Safety staff.

2.2 Standpipe Piezometers (SPPZ)

Of the 74 total SPPZ’s, 71 are monitored for routine dam safety operations. This array consists of 60 SPPZ’s that have been equipped with automated transducers that measure and transmit data on 20-minute intervals to the GOES system. The remaining 11 SPPZ’s are measured manually by project staff in accordance with the current Surveillance and Monitoring Plan.

2.3 Vibrating Wire Piezometers (VWPZ)

In preparation with the Exploratory Drilling Grouting Program (Nov 2015 to Apr 2017) it was decided to install a series of fully grouted multi-level vibrating wire transducers located in two rows (~48 feet upstream and ~22 feet downstream of the dam centerline) on approximately 200 foot intervals. A total of 58 fully grouted transducers were installed in 22 boreholes between January and October 2015 to monitor the effect of the grouting program and for longer term monitoring related to the proposed barrier wall installation. Data from these VWPZ’s transmit data on 15-minute intervals to the GOES system.

2.4 Piezometer Sensing Zones

Piezometers at the Rough River Dam were designed and installed at various locations to monitor phreatic levels in the embankment, drainage layers, overburden and bedrock units along the length of the dam. The current Phase II Dam Safety Modification design identifies multiple zones along the length of the dam considered in the barrier wall design (Figures D-2 to D-5). Also shown on these figures are areas where specific bedrock units are in contact (outcrop beneath) embankment and overburden materials along the dam centerline. It is intended that the construction contractor, in cooperation with the USACE Dam Safety staff, will monitor piezometers as the cutoff wall panel installation progresses across the dam. Understanding these areas and the potential impact to the safety and integrity of the dam are critical to the safe and successful completion of the remedial work. Figures D-6 to D-17 present select cross sections along the dam centerline. These cross sections depict the dam stratigraphy as well as instrument locations, completion depths and sensing zone screened intervals.

D-2

The specific zones identified on Figures D-2 through D-5 as well as specific bedrock outcrop zones beneath the dam embankment are detailed in Table 1.

Table 1: Cutoff Wall/Bedrock Outcrop Zones

CTW Station Limits (approx.)

CTW Area Name (as designated)

Bedrock Outcrop (formation name)

Bedrock Outcrop Station Limits

(approx.)

Notes

9+50 Begin CTW Hardinsburg SS 10+48 minus

9+50 to 10+40 Undesignated Hayney LS 10+48 to 12+88

9+90 ~New conduit CL 10+40 to 13+00 Critical Area B1

Big Clifty SS 12+88 to17+29 1300 to 13+50 Undesignated

13+50 to 15+50 Closure Area Big Clifty SH 17+29 to 17+40

15+50 to 17+50 Test Area Beech Creek LS 17+40 to 19+00

Elwren SH 19+00 to 21+88 17+50 to 19+20 Critical Area B2

19+20 to 21+80 Undesignated ~Valley Center Beech Creek LS 21+88 to 22+67

25+55 ~Old conduit CL Big Clifty SH 22+67 to 23+80

21+80 to 22+45.1 Critical Area B3

22+45.1 to 22+65.1 Critical Area A Hayney LS 23+80 to 25+12

22+65.1 to 23+80 Undesignated

23+80 to 25+00 Critical Area B4 Hardinsburg SS 25+12 plus

25+40 End CTW CTW – Cutoff Wall Refer to Figures to Figures C2 to C4 (CTW CG200 thru CTW CG203) for Station limits of CTW zones and bedrock outcrop zones.

SS-Sandstone, LS-Limestone, SH-Shale

2.4.1 Embankment Soil/Drain Piezometers

Currently 16 SPPZs and 8 VWPZs monitor water levels in the embankment clay and drainage blanket (Table 2). Eight of the embankment piezometers (SPPZs) monitor water levels in the horizontal drainage blanket overlying the foundation soil materials. Nine of the embankment (SPPZs) and 8 of the (VWPZs) piezometers are tipped in the compacted clay (CL) embankment material.

D-3

Table 2: Embankment Soil/Drain Piezometer Data

Piezometer Location Statio n Offset

Tip Elevation (feet NGVD)

Sensing Zone

*PZ-87 Left Abutment 13+85 38’ DS 487.72 Horizontal Drain PZ-52 Left Abutment 14+62 45’ DS 476.18 Embankment - CL

*PZ-12 Valley Center 19+00 147’ DS 456.74 Embankment - CL PZ-6 Valley Center 19+04 250’ DS 456.40 Embankment - CL PZ-22 Valley Center 19+05 20’ US 456.20 Embankment - CL PZ-30 Valley Center 19+60 240’ DS 447.10 Horizontal Drain – SW

*PZ-28 Valley Center 20+90 230’ DS 422.70 Horizontal Drain – GM-SM *PZ-32 Valley Center 20+90 245’ DS 420.70 Horizontal Drain – GW-SW PZ-37 Valley Center 21+75 72’ DS 441.12 Horizontal Drain – SW

PZ-51 Valley Center 21+75 70’ US 441.88 US Horizontal Drain –

CL/SW/SP

PZ-23 Valley Center 21+95 20’ US 450.60 Embankment - CL PZ-10 Valley Center 21+96 151’ DS 451.30 Embankment - CL

**PZ73A Valley Center 18+26 48’ US 469.70 Embankment - CL **PZ72A Valley Center 18+28 17’ DS 470.00 Embankment - CL **PZ75A Valley Center 19+34 48’ US 455.00 Embankment - CL **PZ74A Valley Center 19+86 20’ DS 455.0 Embankment - CL **PZ77A Valley Center 20+35 47’ US 455.00 Embankment - CL **PZ76A Valley Center 20+57 18’ DS 454.00 Embankment - CL **PZ79A Valley Center 21+55 50’ US 456.30 Embankment - CL **PZ78A Valley Center 21+55 20’ DS 455.00 Embankment - CL

PZ-27 Valley Center 22+00 240’ DS 445.31 Horizontal Drain – GW-SW

PZ-50 Conduit Area 22+23 70’ US 439.98 US Horizontal Drain – GW-

SW

PZ-57 Conduit Area 22+45 230’ DS 423.40 Embankment - CL

*PZ-59 Right Abutment 23+00 72’ DS 467.5 Embankment - CL

* Manual Piezometers. DS-Downstream. US-Upstream.

** Vibrating Wire Piezometers VWPZ (all others are traditional standpipe instruments SPPZ).

Stations and Offsets from centerline are approximate.

Elevations are NGVD 1929

2.4.2 Foundation Soil/Bedrock Piezometers

Forty-four piezometers currently monitor water levels in the foundation soil materials as well as those completed across the soil/rock interface (Table 3). Of these, 14 instruments monitor the foundation materials across the soil/rock interface. Sixty-two instruments are tipped in the foundation rock (Table 4).

Table 3: Foundation Soil Piezometer Data

Piezometer Location Station Offset Tip Elevation (feet NGVD)

Sensing Zone (USCS soil type)

**PZ66A Left Abutment 13+16 18’ DS 488.00 Foundation - CL **PZ67A Left Abutment 13+25 49’ US 489.70 Foundation - CL

PZ-53 Left Abutment 14+60 130’ DS 485.31 Foundation – CL-ML **PZ68A Left Abutment 15+03 18’ DS 484.00 Foundation - CL **PZ69A Left Abutment 15+07 49’ US 490.60 Foundation - CL

PZ-54 Valley Center 16+71 45’ DS 446.05 Foundation – SC-SH

D-4

**PZ70A Valley Center 17+03 19’ DS 444.00 Foundation - CL **PZ71A Valley Center 17+06 48’ US 458.70 Foundation - CL

PZ-90 Valley Center 18+20 165’ DS 450.19 Foundation Soil/Rock - SS PZ-92 Valley Center 18+20 250’ DS 444.24 Foundation Soil/Rock - SS PZ-4 Valley Center 18+25 315’ DS 432.60 Foundation – CL-SH

**PZ73B Valley Center 18+26 48’ US 439.70 Foundation - Alluvial **PZ72B Valley Center 18+28 17’ DS 434.00 Foundation - Alluvial PZ-13A Valley Center 18+95 20’ US 428.60 Foundation - CL PZ-11 Valley Center 19+00 137’ DS 430.00 Foundation - CL PZ-5 Valley Center 19+05 240’ DS 429.30 Foundation - CL

WP-3A Valley Center 19+05 320’ DS 419.50 Foundation – CL-CH **PZ75B Valley Center 19+34 48’ US 412.00 Foundation - Alluvial

PZ-2 Valley Center 19+80 325’ DS 401.50 Foundation – SC-SH **PZ74B Valley Center 19+86 20’ DS 420.00 Foundation - Alluvial

PZ-21 Valley Center 20+20 330’ DS 427.65 Foundation - CL *PZ-26A Valley Center 20+25 270’ DS 417.09 Foundation – SP-SM

WP-1 Valley Center 20+35 348’ DS 398.80 Foundation – CL/SM/SP **PZ77B Valley Center 20+35 47’ US 420.00 Foundation - Alluvial **PZ76B Valley Center 20+57 18’ DS 420.00 Foundation - Alluvial *PZ-19 Valley Center 21+00 150’ DS 410.00 Foundation – CL-SC-SP PZ-20 Valley Center 21+00 20’ US 409.90 Foundation - CL

**PZ79B Valley Center 21+55 50’ US 431.30 Foundation - Alluvial **PZ78B Valley Center 21+55 20’ DS 425.00 Foundation - Alluvial

PZ-9 Valley Center 21+95 140’ DS 429.14 Foundation - CL OW-14A Valley Center 21+81 350’ DS 405.40 Foundation – CL-SH OW-17 Valley Center 21+25 355’ DS 400.30 Foundation - CL PZ-18B Valley Center 20+95 245’ DS 408.46 Foundation - SC PZ-24 Valley Center 22+00 20’ US 430.60 Foundation – CL-SS

*PZ-25 Valley Center 20+64 189’ DS 415.57 Foundation - SP *PZ-29 Valley Center 20+80 230’ DS 427.25 Foundation - CL *PZ-31 Valley Center 20+80 245’ DS 432.89 Foundation - CL PZ-38 Valley Center 21+50 33’ US 421.24 Foundation - MH PZ-43 Valley Center 21+50 45’ DS 429.33 Foundation - CL PZ-41 Conduit Area 22+30 47’ DS 435.50 Foundation - CL PZ-7A Conduit Area 22+33 245’ DS 426.80 Foundation - CL PZ-80 Conduit Area 22+40 25’ DS 427.32 Foundation Soil/Rock - SH PZ-81 Conduit Area 22+60 25’ DS 432.9 Foundation Soil/Rock - SH PZ-36 Conduit Area 22+29 33’ US 435.24 Foundation - CL

* Manual Piezometers. DS-Downstream. US-Upstream. SS-Sandstone, LS-Limestone, SH-Shale ** Vibrating Wire Piezometers VWPZ (all others are traditional standpipe instruments SPPZ).

Elevations are NGVD 1929

Table 4: Foundation Bedrock Piezometer Data

Piezometer Location Station Offset Tip Elevation (feet NGVD)

Sensing Zone

**PZ63A Left Abutment 9+04 29’ US 484.80 Foundation Rock – LS **PZ62A Left Abutment 9+05 46’ DS 488.82 Foundation Rock – LS

PZ-60 Left Abutment 9+60 55’ DS 404.12 Foundation Rock – LS **PZ64A Left Abutment 11+53 18’ DS 484.00 Foundation Rock – LS **PZ64B Left Abutment 11+53 18’ DS 454.00 Foundation Rock – SS

D-5

**PZ65A Left Abutment 11+56 49’ US 490.70 Foundation Rock – LS **PZ65B Left Abutment 11+56 49’ US 457.70 Foundation Rock – SS

PZ-49 Left Abutment 11+90 50’ DS 440.44 Foundation Rock – SS PZ-48 Left Abutment 11+92 42’ US 465.24 Foundation Rock – LS/SH/SS

**PZ66B Left Abutment 13+16 18’ DS 437.00 Foundation Rock – SS **PZ66C Left Abutment 13+16 18’ DS 407.70 Foundation Rock – LS **PZ67B Left Abutment 13+25 49’ US 446.70 Foundation Rock – SS **PZ67C Left Abutment 13+25 49’US 407.70 Foundation Rock – LS

PZ-88 Left Abutment 14+60 130’ DS 407.32 Foundation Rock – LS PZ-47 Left Abutment 14+60 130’ DS 433.31 Foundation Rock – SS PZ-45 Left Abutment 14+62 48’ DS 392.34 Foundation Rock – SH

**PZ68B Left Abutment 15+03 18’ DS 434.00 Foundation Rock – SS **PZ68C Left Abutment 15+03 18’ DS 411.00 Foundation Rock – LS **PZ69B Left Abutment 15+07 49’ US 437.60 Foundation Rock – SS **PZ69C Left Abutment 15+07 49’ US 412.60 Foundation Rock – LS

PZ-46 Left Abutment 16+70 165’ DS 408.13 Foundation Rock – SH/LS PZ-44 Left Abutment 16+71 49’ DS 400.15 Foundation Rock – LS/SH

**PZ70B Left Abutment 17+03 19’ DS 411.00 Foundation Rock – LS **PZ70C Left Abutment 17+03 19’ DS 370.00 Foundation Rock – LS **PZ71B Left Abutment 17+06 48’ US 413.70 Foundation Rock – LS **PZ71C Left Abutment 17+06 48’ US 378.70 Foundation Rock – LS

PZ-90 Valley Center 18+20 165’ DS 450.19 Foundation Soil/Rock - SS PZ-92 Valley Center 18+20 250’ DS 444.24 Foundation Soil/Rock - SS PZ-89 Valley Center 18+25 165’ DS 408.66 Foundation Rock – LS PZ-91 Valley Center 18+25 250’ DS 406.73 Foundation Rock – LS

**PZ73C Valley Center 18+26 48’ US 417.70 Foundation Rock – LS **PZ73D Valley Center 18+26 48’ US 384.70 Foundation Rock – LS **PZ72C Valley Center 18+28 17’ DS 415.00 Foundation Rock – LS **PZ72D Valley Center 18+28 17’ DS 382.00 Foundation Rock – LS

PZ-55 Valley Center 19+00 145’ DS 396.08 Foundation Rock – LS PZ-56 Valley Center 19+00 240’ DS 395.65 Foundation Rock- SH

**PZ75C Valley Center 19+34 48’ US 380.00 Foundation Rock – LS **PZ74C Valley Center 19+86 20’ DS 379.00 Foundation Rock – LS **PZ77C Valley Center 20+35 47’ DS 380.00 Foundation Rock – LS **PZ76C Valley Center 20+57 18’ DS 380.00 Foundation Rock – LS **PZ79C Valley Center 21+55 50’ US 381.30 Foundation Rock – LS **PZ78C Valley Center 21+55 20’ DS 379.00 Foundation Rock – LS

PZ-80 Conduit Area 22+40 25’ DS 427.32 Foundation Soil/Rock - SH PZ-93 Conduit Area 22+30 145’ DS 411.53 Foundation Rock – LS

PZ-42A Conduit Area 22+30 72’ DS 412.79 Foundation Rock – LS PZ-58 Conduit Area 22+45 240’ DS 405.00 Foundation Rock – LS/SH PZ-81 Conduit Area 22+60 25’ DS 432.9 Foundation Soil/Rock - SH PZ-35 Conduit Area 22+83 33’ US 420.25 Foundation Rock – SS/LS/SH PZ-94 Conduit Area 22+90 150’ DS 412.19 Foundation Rock – LS PZ-95 Conduit Area 22+90 240’ DS 412.15 Foundation Rock – LS PZ-39 Rt Abutment 23+84 72’ DS 423.63 Foundation Rock – SH/LS PZ-40 Rt Abutment 22+90 72’ DS 415.17 Foundation Rock – SH/LS

**PZ82A Rt Abutment 24+15 16’ DS 494.80 Foundation Rock – LS **PZ82B Rt Abutment 24+15 16’ DS 449.80 Foundation Rock – SS **PZ83A Rt Abutment 24+34 31’ US 494.70 Foundation Rock – LS

D-6

**PZ83B Rt Abutment 24+34 31’ US 452.70 Foundation Rock – SS **PZ85A Rt Abutment 25+04 51’ US 502.60 Foundation Rock – LS **PZ85B Rt Abutment 25+04 51’ US 453.60 Foundation Rock – SS **PZ84A Rt Abutment 25+06 20’ DS 497.8/0 Foundation Rock – LS **PZ84B Rt Abutment 25+06 20’ DS 449.80 Foundation Rock – SS

PZ-34 Rt Abutment 25+30 56’ US 428.10 Foundation Rock – SS/SH PZ-61 Rt Abutment 25+30 40’ DS 415.70 Foundation Rock – LS

* Manual Piezometers. DS-Downstream. US-Upstream. SS-Sandstone, LS-Limestone, SH-Shale ** Vibrating Wire Piezometers VWPZ (all others are traditional standpipe instruments SPPZ).

Elevations are NGVD 1929. PZ 34 and 61 Sta and Offset based on original KY79 road centerline alignment and not that of the actual dam centerline.

2.5 Piezometer Response Summary

The following sections briefly describe piezometric responses that have been observed in the various soil and bedrock units at the dam site. The USACE Dam Safety staff prepares Annual Instrumentation Reviews that present a more detailed analysis. Detailed Piezometer data (PZ type, elevations, screened interval, etc.) are included on Table D-1. Dam cross sections depicting stratigraphy, piezometer locations and screened intervals are shown on Figures D-6 to D-17. The current Annual Instrumentation Review (CY 2020) is presented as Attachment D-1.

Sta. 9+50 to 20+90 (Left Abutment to Former River Channel): Piezometers installed in the left abutment have been fairly limited until the installation of the fully grouted vibrating wire units installed in 2015 along the crest of the dam and an additional standpipe piezometer in the vicinity of the left abutment karst solution feature (PZ-86) which was discovered during grouting operations. PZ-86 was installed in 2017 after the completion of grouting work.

Piezometers PZ-62, 63, 64A and 65A are completed near the base of the Haney. PZ-66A, 67A, 68A and 69A are completed near the soil rock interface just below the base of the Haney but appear to be strongly influenced by its hydrogeology. Data collected from these piezometers in the Haney and at the soil rock interface between Stations 13+00 and 15+00 continue to show piezometric levels in excess of the pool elevation indicating possible recharge from upland areas to the south essentially creating a perched groundwater table above potentiometric levels observed in the Big Clifty. The installation of PZ-86 (Station 10+66, 25 feet DS) is the only standpipe piezometer completed in the Haney on the left abutment. Data from this instrument also exhibits this perched condition.

Piezometers PZ-64B, 65B, 48, 49, 66B, 67B, 68B, 69B and 47 monitor the Big Clifty Sandstone which underlies the Haney Limestone and separated by a shale zone several feet thick. While pre-grout program data is limited for these instruments, there appears to be little relative change in the Haney/top of rock piezometric levels since the start of grouting.

Station 19+75 to 22+00 (Downstream Cutoff Wall): The cutoff wall constructed in 2007 (~240 feet downstream of centerline between stations 19+80 and 22+00) has instruments installed upstream, downstream of the wall in the blanket drain (PZ-30, PZ-28, PZ-32 and PZ-27), foundation soils (PZ-19, PZ-18B, PZ-26A, PZ-25 and PZ-5) and embankment soil (PZ-29, PZ-31, PZ-8A and PZ-6).

D-7

Instruments tend to show water levels slightly higher (5 to 7 feet) directly upstream of the wall and lower to the left and right. Water levels just downstream of the wall are generally about 10 to 20 feet lower than upstream of the wall.

Station 20+00 to 22+00 (Valley Center): The vibrating wire sensors at the dam crest (PZ-76A, 77A, 78A and 79A) show gradients in the downstream direction with only PZ-79A showing a response to pool changes between summer and winter. PZ-76A and 77A both show a gradual rise of ~3 feet over their 4-year lifespan. PZ-29 and PZ-31 located just upstream and downstream of the cutoff wall show relatively little change in character over the instruments 13-year lifespan. With the exception of PZ-43, all remaining instruments show reactivity with pool which is reasonable given the alluvial nature of the soils in the middle of the former stream channel. PZ-43 is located relatively close to and just upstream from the base of the inclined drain which may influence its behavior.

Station 22+00 to 25+00 (Conduit/Right Abutment): Note that PZ-8A (manually read), located at the right-hand end of the downstream cutoff wall and PZ-59 have been essentially dry since installation in 2007 and 2011, respectively.

PZ-23, PZ-50, and PZ-51 are located near the conduit upstream of the dam centerline. PZ-23 is mildly responsive to reservoir pool. PZ-50 and PZ-51 are tipped in the upstream horizontal drain between the former river channel and the conduit and are very responsive to fluctuation in reservoir pool elevation.

Historically, PZ-8A and PZ-10 have been dry. However, PZ-10 started fluctuating prior to the record pool and has remained elevated by about 8 feet since the record pool event in May 2011.

PZ-27 and PZ-37 are tipped in the downstream horizontal drain. PZ-27 is responsive to tailwater levels above elevation 450 feet. PZ-37 is mildly responsive to sustained high reservoir pool levels.

PZ-57 and PZ-59 were installed in September 2011. PZ-57 appears to be mildly responsive to tailwater. PZ-59 has been dry since installation.

Station 22+50 to 23+00 (Conduit Area): Instrument readings in this area have been of particular concern since the before the 2008 high pool event and the 2011 record pool event. Karstic solution channels/pathways are known to underly the conduit and were only partially treated during the original construction. Responses observed were a major factor in the decision to initiate a more immediate remedial response action.

Since the conduit and the stilling basin excavations have all encountered karstic features, it is assumed that the network of karstic features could heavily influence the piezometers in the Beech Creek Limestone formation where it is in contact with overlying or adjacent alluvial valley soils not exposed during the original construction.

PZ-42 (Station 22+30, 72 feet DS) was damaged (grout intrusion) on 16 December 2015 and PZ- 35 (22+83, 33 feet US) was damaged (grout intrusion) on 20 Feb 2016. The replacement PZ-42A is was installed in the fall of 2017 and shows a more subdued response to tailwater changes. While nearby and completed at the same depth, the karstic nature of the Beech Creek indicates that the replacement piezometer may not intercept the same network of solution features. A replacement for PZ-35 is not planned at this time due to its location in KY 79. The grout intrusion of PZ-35

D-8 and PZ-42 were detected by significant pressure spikes noted during the routine daily monitoring of the automated data acquisition system during the grouting operations. Grout shows in the stilling basin that also coincided with the loss of PZ-42 during the were also noted indicating the existence of karst solution pathways along and beneath the existing outlet works conduit and right abutment foundation.

3.0 Movement Monuments

Movement monuments were originally installed on the embankment in August 1982 at 175 feet downstream of centerline and 15 feet downstream of centerline along the crest of the dam. Most of the crest monuments were reset after the dam crest work was completed in 2007/2008. Table 5 and Figure D-1 summarize and show the locations of the movement monuments on the dam.

Movement monument time trend plots are presented and summarized in either available Annual Instrumentation Reviews or Periodic Inspection Reports (5-year inspections).

Table 5: Dam Movement Monuments

Monument Station (feet) (approximate)

Offset / Direction (approximate)

CM-2 25+39 15 feet downstream 1A 24+39 15 feet downstream M 1 23+39 15 feet downstream

M 2 Reset 22+39 15 feet downstream M 3 Reset 21+39 15 feet downstream M 4 Reset 20+39 15 feet downstream M 5 Reset 19+39 15 feet downstream M 6 Reset 18+39 15 feet downstream M 7 Reset 17+39 15 feet downstream M 8 Reset 16+39 15 feet downstream M 9 Reset 15+39 15 feet downstream M 10 Reset 14+40 15 feet downstream M 11 Reset 13+40 15 feet downstream M 12 Reset 12+40 15 feet downstream M 13 Reset 11+40 15 feet downstream M 14 Reset 10+40 15 feet downstream

CM-1 9+66 15 feet downstream CM 4 25+56 175 feet downstream M 20 Destroyed Destroyed M 21 22+39 175 feet downstream M 22 21+39 175 feet downstream M 23 20+39 175 feet downstream M 24 19+39 175 feet downstream M 25 18+39 175 feet downstream M 26 17+40 175 feet downstream M 27 16+40 175 feet downstream CM 5 15+86 175 feet downstream

Note: Northings and Eastings shown on Table D-1. Stations and Offsets from dam centerline are approximate.

D-9

The maximum settlement for all monuments since installation is approximately 0.2 feet, located at M-5. That area corresponds to one of the deepest portions of the valley and thickest portions of the placed embankment. It is reasonable to expect the most settlement in the area of the maximum embankment thickness. It is uncertain how much post-construction settlement occurred prior to installation of the monuments in 1982. Since the settlement between 1960 and 1982 is unknown, the cause of the settlement is uncertain. It appears that the post 1982 settlement data shows a steady rate of settlement. The horizontal movement is also recorded for each monument. Recent data indicates the crest monuments have shifted in upstream direction as much as 0.25 feet at M- 10.

For the monument line 175-feet downstream, the most recent movement monument survey indicates approximately 0.16-foot of vertical movement at M-23 between April 2003 and July 2013. This vertical movement does not follow historical trends and is most likely attributed to the downstream rock-toe barrier wall construction project, which required a large excavation at the downstream toe (just downstream of the monument row). This excavation was open for several months during construction. The downstream monuments have the horizontal movement at M- 23, which has shifted approximately 0.10 feet downstream as of April 2013 (also attributed to the downstream rock-toe barrier wall construction project).

Construction activity on the dam in 2007 included raising the embankment by about two feet and the installation of a parapet wall along the upstream edge to provide sufficient freeboard from overtopping based on a revised Probable Maximum Flood (PMF) level based on newer hydrologic data analyses. Carriage bolts were installed on approximately 100-foot centers on the top of the wall in 2008. Initially these points were only surveyed for vertical movement only. With the installation of the upstream embankment bench for the relocation of KY79 during proposed cutoff wall construction, settlement in the wall was noted along the right abutment. In 2018 these points began to be surveyed for both vertical and horizontal movement.

Table 6: Parapet Wall Movement Bolts

Monument Station (feet) Offset / Direction

A 9+85 14 feet upstream B 10+79 14 feet upstream C 11+79 14 feet upstream D 12+79 14 feet upstream E 13+79 14 feet upstream F 14+77 14 feet upstream G 15+79 14 feet upstream H 16+79 14 feet upstream I 17+79 14 feet upstream J 18+79 14 feet upstream K 19+79 14 feet upstream L 20+79 14 feet upstream M 21+81 14 feet upstream N 22+79 14 feet upstream O* 23+79 41 feet upstream

D-10

P* 24+59 119 feet upstream

* Bolts removed during 2014 embankment/road relocation Note: Northings and Eastings shown on Table C-1.

Stations and Offsets from dam centerline are approximate.

Movement points were established on existing vibrating wire transducer manhole rims (upstream row) located along the realigned KY 79 roadway in 2018 based on settlement observed in the Parapet Wall bolts (A through N). Centerpunch points are located on the downstream edge of the manhole rim.

Table 7: Upstream Movement Points (manhole rims)

Monument Station (feet) Offset / Direction

MH65 11+56 49 feet upstream MH67 13+25 49 feet upstream MH69 15+07 49 feet upstream MH71 17+06 48 feet upstream MH73 18+28 48 feet upstream MH75 19+34 48 feet upstream MH77 20+35 47 feet upstream MH79 21+55 50 feet upstream MH81 22+55 51 feet upstream

MH – VWPZ manhole rim point along relocated KY 79 alignment Stations and Offsets from dam centerline are approximate.

Movement monuments (brass plugs) were installed on the service bridge in August 1982. Table 8 summarizes the locations of the movement monuments of the service bridge.

Table 8: Control Tower/Service Bridge Movement Monuments Monument Station (feet) Location

C-3 1+50 Bridge Abutment A-1 1+27 Bridge Deck by Abutment B-3 1+22 Bridge Deck by Abutment B-2 0+62 Bridge Deck B-1 0+02 Bridge Deck by Tower T-1 0+00 Tower

A US 0+11 Bridge Abutment A-1 0+05 Bridge Deck Abutment

A DS 0+00 Bridge Abutment Stations and Offsets relative to Service Bridge.

The service bridge is inspected as part of the Louisville District’s Bridge Safety Program (every 5 years). The maximum settlement of the bridge deck, measured at the bridge abutment in 1999, is approximately 0.11 feet. The bridge abutment is also monitored for movements with a maximum settlement of 0.148 feet, also measured in 1999. No significant settlement of the bridge deck or abutment has occurred since 1999.

D-11

4.0 Strong Motion Instruments

There are currently two operational strong motion instruments operating at Rough River Dam.

One on the dam crest (SEI A) and one in the tailwater area (SEI C). The third instrument was removed from its location on the right abutment due to 2014 construction activities. At this time a suitable replacement location has been identified on the left abutment near the project office and will be reinstalled pending a re-evaluation of alternative spillway modification options.

Instruments are checked monthly by the project staff (status indicator light check) and serviced annually by Personnel of the ERDC Vicksburg, MS, Sensor Integration Branch. The Rough instruments were last serviced in mid-2019. Additional guidance from the Division Dam Safety Program Manager, based on the recently updated ER 1110-2-103, Strong-Motion Instruments for Monitoring and Recording Earthquake Motions, dated 11 June 2020 are under development.

Future operations, maintenance, and reporting responsibilities for all seismic instruments throughout the USACE are in the process of being transferred to the USGS.

5.0 Future Work – Instruments/Relief Wells

As detailed in the Rough River Dam, Dam Safety Modification Phase II construction specifications and Volume 3 drawings STR CI100 through STR CI502, additional instruments including piezometers and slope indicators are planned for installation both during the proposed cutoff wall construction work and at its completion.

Abandonment of a series of piezometers along with the three relief wells along the downstream dam toe, to coincide with the placement of additional fill material generated from the construction of the proposed outlet works re-alignment, are also planned. Affected instruments and relief wells are detailed in the Rough River Dam, Dam Safety Modification Phase II construction specifications and Volume 3 drawings STR CI100 through STR CI502 and OTW CD118.

Details regarding this instrumentation are still proposed and subject to modification.

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BOTTOM ELEV= 360.0

21+40 21+60 21+80 22+20 22 40

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TOP ELEV = 552.0

BOTTOM ELEV= 409.0

24+00 24+20 24"'0 24 60 25+00 25+20

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TOP ELEV= 552.0

BOTTOM ELEV= 484.0

2 25+60 25+80 26-<00

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GENERAL SHEET NOTES

1. SEE SHEETS CTW CG506 - CG508 FOR CRITICAL AREA A

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AREAS B1-B4, A SPECIAL PREPARATORY AND INITIAL

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31 56 10.00 06 CUTOFF WALL CONSTRUCTION.

3. ANTICIPATED TOP OF BEDROCK FOR THE CUTOFF WALL

IS SHOWN ON THE CTW PROFILE. VARIATIONS ARE

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SPECIFICATION 31 56 10.00 06.

4. CUTOFF WALL SHALL BE CONSTRUCTED IN ACCORDANCE

WITH SPECIFICATION 31 56 10.00 06. CUTOFF WALL

CONCRETE SHALL MEET REQUIREMENTS IN SPECIFICATION

03 37 29.

5. THE CUTOFF WALL DEPTH SHOWN REPRESENTS THE

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ALIGNMENT.

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CENTERLINE BY 3 FEET UPSTREAM AND IS SHOWN ON

THE SITE PLANS.

7. THE OVERBURDEN PROFILES BETWEEN STATIONS

17+00 TO 23+00 ARE SHOWN ON SHEETS RF124 AND RF125.

BORING LOGS ARE AVAILABLE IN THE GEOTECHNICAL

INTERPRETIVE REPORT (GIR) AND THE PHASE 1 B

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SPECIFICATIONS).

8. THE GEOLOGIC PROFILE SHOWN ON CTW-CG204/205 IS A

GENERALIZED PROFILE OF THE INTERPOLATED DAM

CENTERLINE. BASED ON THE 1 B DRILLING AND GROUTING.

VARIATIONS IN THE BEDROCK CONTACT ELEVATIONS

SHALL BE ANTICIPATED.

9. THE OUTLET WORKS ALIGNMENT STATION 12+65 CROSSES

THE CUTOFF WALL ALIGNMENT AT STATION 9+85.82

LEGEND

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PROFILE

HORZ. 1"=20' VERT.1"=20"

ST A. 9+00 - 10+40

TOP ELEV= 552.0

BOTTOM ELEV= 475.0

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STA 10+40 - 11+60

TOP ELEV= 552.0

BOTTOM ELEV= 470.0

NOTES:

STA 11+60 - 12+50

TOP ELEV = 552.0

BOTTOM ELEV = 450.0

1. EXPECTED OBSTRUCTIONS FROM THE PHASE 1B DRILL GROUTING ARE IDENTIFIED ON THE DEMOLITION PLANS.

EXPECTED OBSTRUCTIONS FROM THE ORIGINAL DAM OBSTRUCTION ARE SHOWN ON SHEETS CTW REF132 THRU REF139.

2. SPECIAL PANEUSECANT IS REQUIRED TO EXTEND FULLY BEYOND THE CONDUIT AND MUST NOT EXCEED 30 FEET IN WIDTH.

3. *OVERBURDEN PROFILES ARE SHOWN ON SHEETS RF124 THRU RF127

13+60

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CLOSURE AREA

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TOP ELEV = 552.0

BOTTOM ELEV = 430.0

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3 4 5 6 7 8 9 10

TOP OF CUTOFF WALL

i . . . . . . . ......... : ................. : . . . . . . . . . . . . ... :- ................. -- ........... . . EL. 552.3 : .

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20+20

A1

STA 12+50- 15+50

TOP ELEV = 552.0

BOTTOM ELEV = 430.0

PROFILE

HORZ. 1"=20' VERT.1"=20'

STA 15+50 - 17+50

TOP ELEV= 552.0

BOTTOM ELEV = 398.0

NOTES:

STA 17+50 - 22+36.77

TOP ELEV = 552.0

BOTTOM ELEV = 360.0

1. EXPECTED OBSTRUCTIONS FROM THE PHASE 1 B DRILL GROUTING ARE IDENTIFIED ON THE DEMOLITION PLANS.

EXPECTED OBSTRUCTIONS FROM THE ORIGINAL DAM OBSTRUCTION ARE SHOWN ON SHEETS CTW REF132 THRU REF139.

2. SPECIAL PANEL/SECANT IS REQUIRED TO EXTEND FULLY BEYOND THE CONDUIT AND MUST NOT EXCEED 30 FEET IN WIDTH.

3. *OVERBURDEN PROFILES ARE SHOWN ON SHEETS RF124 THRU RF127

STA. 19+50

BEGIN VALLEY

RESTRICTION

HORZ.

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CUTOFF WALL ALIGNMENT

• • - • • • • - • • • • • • - • • ' . - • • • - • • • • - • • • • • • J • • • - •…