Inspection Reports.pdf

ATTACHMENT B

INSPECTION REPORTS REVIEWED

Kentucky Division of Water Dam Safety Hazard Mitigation Project Field Reconnaissance Report

1 Retrieved from KDOW Dam Safety Database Page 1 of 2

PENNYRILE LAKE 0173

Site Information

Hazard Class 1 A

Owner

COMMONWEALTH OF

KENTUCKY

County

CHRISTIAN

Owner Address

1 500 MERO ST

Owner City

FRANKFORT

Owner State

KY

ZIP

40601

Phone 502-564-8110

Height of Dam (ft)

Normal Pool Elevation (ft MSL) 457.4

Emerg. Spillway Elevation (ft MSL) 460.5

Latitude (decimal degrees) 37.073188

Longitude (decimal degrees) 87.664983

Field Reconnaissance Date 1/11/2012 Weather Overcast, approx. 50° F Last Date of Operation October 2011 Current Pool Elevation (MSL) 459± Photographs Taken Yes

Persons Present

John Spalding Stantec

Jason Thompson Stantec

Lisa Gorby Kentucky Department of Parks and Recreation

Description of Dam

CONCRETE GRAVITY DAM ABOUT 200 FEET LONG WITH A PARABOLIC

TOP CROSSED BY A CATWALK. SIDE SLOPES ARE 0.6:1 DRY AND

VERTICAL ON THE WET SIDE.

Remarks About

Dam

Embankment of Dam

The dam embankment generally appeared to be in good condition. Popouts were noted in the downstream face and should be repaired. Two seeps were noted near the left abutment. Flow through these seeps at the time of the site visit was estimated to be about 3 to 5 gpm.

Principal Spillway

Description

30" CAST IRON PIPE FOR BLOWOFF. POOL IS MAINTAINED AT THE

CREST OF A 20 FOOT OVERFLOW SECTION AT AN ELEVATION OF

457.4.

Kentucky Division of Water Dam Safety Hazard Mitigation Project Field Reconnaissance Report

1 Retrieved from KDOW Dam Safety Database Page 2 of 2

PENNYRILE LAKE 0173

Principal Spillway

The principal spillway is a rectangular notch in the crest of the dam that acts as a weir. The crest of the weir appears to be parabolic. The principal spillway appeared to be in good condition.

Emergency Spillway

Description

ENTIRE DAM IS AN OVERFLOW SPILLWAY IN PERIODS OF HIGH FLOW.

CREST OF THE DAM IS AT 460.5. LENGTH OF THE DAM IS ABOUT 200

FEET.

Emergency Spillway The crest of the dam appears to be parabolic and functions as the emergency spillway during high-water events. The crest appears to be in good condition.

Location of

Drawdown Valve

UPSTREAM

Description of

Drawdown Valve

30" PIPE.

Drawdown System

The drawdown system consists of a 30-inch diameter cast iron pipe that passes through the dam to the right of the principal spillway and discharges into the stilling basin. The drawdown valve is operated by a handwheel that is located on the upstream face of the dam. The handwheel is accessed from the catwalk that traversed the dam above the crown. The maintenance staff at Pennyrile Forest State Resort Park stated that the drawdown system is operated regularly and was last operated in October 2011.

Observed

Downstream

Structures (within rapid inundation area)

Downstream structures in the approximated inundation zone included two culverts and the clubhouse for the park’s golf course.

General Comments

None

Dam Site #0173: PENNYRILE LAKEList of Field Observations

Observation Type: Concrete Embankment

Obs. Item: Concrete Surfaces

U/S face

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.664948, 37.073132

Location: Upstream Slope

1602.jpg

Obs. Item: Concrete Surfaces

Popouts were noted in several locations on the D/S face.

Observation ID:

repair popouts on surface

Remarks:

Recommendation:

Coordinates: -87.665077, 37.073168

Location: Downstream Slope

1605.jpg 1606.jpg

Page 1 of 6FOR OFFICIAL USE ONLY Team: Date: 1/11/2012

Observation Type: Downstream Structures

Obs. Item: Bridge/Culvert

Macedonia Church road bridge

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.671677, 37.084105

Location: Other

1484.jpg 1485.jpg

Obs. Item: Bridge/Culvert

Golf Course Road bridge

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.666919, 37.074631

Location: Other

1486.jpg 1487.jpg

Obs. Item: Business golf course clubhouse

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.667969, 37.074242

Location: Other

1488.jpg

Page 2 of 6FOR OFFICIAL USE ONLY Team: Date: 1/9/2012

Observation Type: General

Obs. Item: General

An abandoned water line is affixed to the U/S side of the catwalk.

Maintenance staff said the water line is to be removed.

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.664704, 37.073142

Location: Upstream Slope

1595.jpg

Obs. Item: General

The concrete surface of the catwalk is spalling and water was ponding.

Observation ID:

repair spalling and improve drainage to prevent ponding water

Remarks:

Recommendation:

Coordinates: -87.664969, 37.073172

Location: Throughout

1603.jpg 1596.jpg

Obs. Item: General

Park Maintenance indicated that the water line that passes over the dam at the principal spillway is used by the golf course.

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.664941, 37.073174

Location: Throughout

1610.jpg

Page 3 of 6FOR OFFICIAL USE ONLY Team: Date: 1/11/2012

Observation Type: Hydraulic Structures

Obs. Item: Drawdown Valve

The drawdown valve is operated by a handwheel located on the U/S face of the dam. The valve was last operated in October 2011.

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.664888, 37.073159

Location: Throughout

1597.jpg 1608.jpg

Page 4 of 6FOR OFFICIAL USE ONLY Team: Date: 1/11/2012

Observation Type: Principal Spillway Channel

Obs. Item: General

The stilling basin has a concrete apron with mortared stone wingwalls.

Observation ID:

Remarks:

Recommendation:

Coordinates: -87.664959, 37.073292

Location: Downstream Toe

1607.jpg 1598.jpg

Obs. Item: Erosion

Erosion has occurred downstream of the stilling basin.

Observation ID:

repair

Remarks:

Recommendation:

Coordinates: -87.664984, 37.073217

Location: Other

1611.jpg

Page 5 of 6FOR OFFICIAL USE ONLY Team: Date: 1/11/2012

Observation Type: Slope Stability

Obs. Item: Seepage

Two seeps were noted near left abutment. These were flowing at approx. 3-5 gpm at the time of the site visit.

Observation ID:

monitor

Remarks:

Recommendation:

Coordinates: -87.665275, 37.073221

Location: Downstream Slope

1600.jpg 1601.jpg

Page 6 of 6FOR OFFICIAL USE ONLY Team: Date: 1/11/2012

Geographic Information Systems The information on this map has been compiled by Stantec staff from a variety of sources and is subject to change without notice. Stantec makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information.

171417161722

17201721

Clifty Creek

Clifty Creek

GOLF COURSE RD

LODGE RD

COTTAGE RD

GOLF COURSE RD

One Team. Infinite Solutions.

Stantec Consulting 1409 North Forbes Road Lexington, KY 40511 tel 859-422-3000 fax 859-422-3100

Recon_8.5x11_L.mxd BSJ

PENNYRILE LAKE

CHRISTIAN COUNTY

Base Imagery Source:

Kentucky 2010 1- METER NAIP

Legend Observations

Earth Embankment

Rock Embankment

Concrete Embankment

Hydraulic Structures

Auxiliary Spillway

Principal Spillway Channel

Slope Stability

Shoreline

Downstream Structures

General

Existing Industry

Hospitals

Schools

Sewage Treatment Plant

Water Treatment Plant

Interstate

Parkway

US Highway

State Highway

Road

Railroad

River/Stream

Piping Inundation

Overtopping Inundation

DAM ID 0173

PRELIMINARY Inundation Zone developed from SMPDBK tool

(NWS 2011)

0 100 20050 Feet

The numeric labels correspond to the Observation IDs in the attached report.

Actual areas inundated will depend on actual failure or flooding conditions and may differ from areas shown on map.

Geographic Information Systems The information on this map has been compiled by Stantec staff from a variety of sources and is subject to change without notice. Stantec makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information.

Clifty Creek

MACEDONIA CHURCH RD

COTTAGE RD

One Team. Infinite Solutions.

Stantec Consulting 1409 North Forbes Road Lexington, KY 40511 tel 859-422-3000 fax 859-422-3100

DownStruct_8.5x11_L_2.mxd BSJ

PENNYRILE LAKE

CHRISTIAN COUNTY

Base Imagery Source:

Kentucky 2010 1- METER NAIP

Legend Downstream Structure Type

House

Business

Barn

Bridge / Culvert

Other

Existing Industry

Hospitals

Schools

Sewage Treatment Plant

Water Treatment Plant

Dam

Interstate

Parkway

US Highway

State Highway

Road

Railroad

River/Stream

Piping Inundation

Overtopping Inundation

Downstream Structures PRELIMINARY Inundation Zone developed from SMPDBK tool

(NWS 2011)

The numeric labels correspond to the Observation IDs in the attached report.

Actual areas inundated will depend on actual failure or flooding conditions and may differ from areas shown on map.

NOT TO SCALE

February 3, 2017 0117012R01

Attn: Lisa Gorby

Kentucky Department of Parks 500 Metro Street Capital Plaza Tower Frankfort, Kentucky 40601

Re: Pennyrile State Resort Park Valve Inspection

Dawson Springs, Kentucky

Dear Ms. Gorby

Marine Solutions, Inc. (Marine Solutions) performed an above and below water inspection of the drawdown valve assembly located at Pennyrile State Resort Park in Dawson Springs, Kentucky on January 27, 2017. The inspection was performed to determine the condition of the drawdown valve assembly. The following provides a brief description of the inspection procedures, observed conditions, and recommendations. Photographs and drawings detailing the existing conditions observed are provided within the attachments of this letter.

Inspection Procedure For identification of locations, cardinal directions were used in conjunction with the depth below the observed waterline. The valve assembly inspection was conducted utilizing a four-person dive team experienced in underwater and above water structures inspection. Prior to entry into the lake, the downstream side of the dam was observed to ensure there were no active leaks in the immediate area of the valve assembly. The inspections included a visual and tactile examination of above and below water valve components. All areas were specifically observed for signs of distress, cracking, and corrosion.

Observed Conditions Valve Stem and Stem Guides:

1) The steel stem measured 2 in. dia. and typically exhibited light to moderate corrosion over 100 percent of the surface area with light pitting up to 1/16 in. deep.

2) The cast steel upper stem guide, located 4 ft below the observed waterline, typically exhibited moderate corrosion over 100 percent of the surface area with moderate pitting up to 1/8 in. deep. The stem guide was anchored to the face of the dam with two anchor bolts. The anchor and anchor nuts exhibited heavy corrosion with up to 90 percent section loss to the anchor nuts.

3) The cast steel lower stem guide, located 12 ft below the observed waterline, typically exhibited moderate corrosion over 100 percent of the surface area with moderate pitting up to 1/8 in. deep. The stem guide was anchored to the face of the dam with two anchor bolts. The anchor and anchor nuts exhibited heavy corrosion with up to 100 percent section loss to the anchor nuts. Due to the section loss to the anchor nuts, the stem guide was detached from the dam face.

Pennyrile State Resort Park Valve Inspection February 1, 2017

Gate and Gate Frame:

1) The gate frame measured approximately 7 ft high by 31 in. wide inside to inside and was constructed of 3 in. by 3 in. steel angle. The gate frame typically exhibited moderate corrosion over 100 percent of the surface area with moderate pitting up to 1/8 in. deep.

2) The gate measured 22 in. tall by 31 in. wide and typically exhibited moderate corrosion over 100 percent of the surface area with moderate pitting up to 1/8 in. deep. No valve seats were identified during the inspection.

Bulkhead Frame and Guides:

1) The concrete bulkhead frame above the observed waterline typically exhibited light to moderate weathering with light scaling up to 1/16 in. deep. The top of the west bulkhead guide exhibited a 3 sq ft by 1 in. deep spall.

2) The concrete bulkhead frame below the observed waterline typically exhibited light scaling up to 1/16 in. deep.

3) The bulkhead guides were typically 3 in. wide by 3 1/4 in. deep and extended to the concrete base below the gate and frame.

Operator:

1) No attempt was made to manipulate the operator during this inspection. During the initial inspection, an unsuccessful attempt to operate the gate was made by park personnel. It is likely the operator is damaged and/or seized as a result of both the detached stem guide and a lack of operation.

Recommendations The observations provided herein should be utilized to assist in the evaluation, planning, and repair of the Pennyrile Dam drawdown system. Based on the findings, it is recommended that the drawdown valve assembly be replaced on a high priority basis to restore the ability to draw down the pool in the event of an emergency situation to protect the integrity of the structure and ability to release flow in a controlled manner. If the entire assembly is not replaced, it is recommended that the operator pedestal, valve stem and valve stem guides should be replaced and the gate and gate frame assembly be cleaned of corrosion to reduce resistance during operation. After the recommended repairs are performed, it is further recommended the drawdown system be tested. Prior to testing, bulkheads should be installed within the bulkhead guides of the dam or other measures employed to reduce the potential for pool loss in the event that the valve fails during testing. If the attempts to operate the valve are unsuccessful, it is recommended the valve assembly including the gate frame and gate be replaced with new components.

During the initial equipment setup for dive operations on the drawdown valve, a cursory observation of the downstream face of the dam was performed. The purpose of this brief activity was to identify possible sources of differential pressure (active leaks, seepage, etc.) that may impact the safe performance of the planned dive. Six active leaks were identified during this observation with flow rates ranging from approximately 1 gallon per minute to 3 gallons per minute.

Pennyrile State Resort Park Valve Inspection February 1, 2017

The leak locations exhibited areas with active vegetation growth or areas that had suffered from previous freeze thaw damage. If the active leaks continue, it is likely they will increase in flow and result in rapid deterioration from weathering both around and below the origins. The presence of vegetation observed at isolated leaks may result in the weakening of the masonry face or dislodging of the masonry units or grout. It appears these leaks do not pose an immediate threat to the retention of the pool or stability of the dam; however, these conditions do warrant investigation and remediation on a high priority basis to arrest and remediate the deterioration to protect the long-term serviceability of the dam.

Marine Solutions recommends that a complete facility assessment be performed by qualified personnel to document the conditions according to typical dam safety standards for a special inspection. It is recommended that this inspection include a complete inspection of the upstream dam face both above and below water to identify cracks or defects that may allow significant flow as seen in the downstream seepage leaks along the face. Other critical areas such as abutment/embankment interfaces should be investigated for seepage flow. Following the inspection, a licensed Professional Engineer should review the findings and prepare recommendations for the remediation of all findings determined detrimental to the safety and stability of the structure. Marine Solutions is capable of performing this type of inspection and providing assessments and repair plans prepared by an engineer familiar with Dam performance issues.

We appreciate the opportunity to provide the Kentucky Department of Parks with our inspection services and look forward to assisting you on this and future projects. If you have any questions, or need additional information, please contact us at (859) 260-1055.

Sincerely, MARINE SOLUTIONS, INC.

Ross Whiting, E.I.T. Sean C. Anderson, P.E., S.E.

Project Engineer Project Manager

Attachment A

Photographs

Attachment A Photographs

Photo 1. View of the Valve Pedestal corbel, looking northeast.

Photo 2. View of the general condition of the valve stem, looking northeast.

Photo 3. View of the west bulkhead guide, looking south.

Photo 4. View of the east bulkhead guide, looking east.

Photo 5. View of the active leaks on the downstream face of the dam, west of the spillway.

Photo 6.

View of the active leaks on the downstream face of the dam, east of the spillway.

Attachment B

Drawings

3" (T

Y P

4" (TYP.)

4" (T

Y P

12" (TYP.)

2" (TYP.)

48" (TYP.)

CONCRETE

BULKHEAD

GUIDE (TYP.)

2"Ø STEM

GATE

GATE FRAME

FACE OF DAM

31"

TY

P

.) 27

TY

P

.) GATEGATE FRAME

PAGE NO.

FIG. NO.

PROJECT:GRAPHIC SCALE:

SHEET:

PENNYRILE STATE PARK

DRAWDOWN VALVE INSPECTION

KENTUCKY DEPARTMENT OF PARKS

INSPECTION DATE: JANUARY 27, 2017

DRAWN BY: JKB

MSI PROJECT NO.: 01-17-012

FILENAME: MSI01-17-012.DWG

CKD BY:JRW

DAWSON SPRINGS, KY 1

BULKHEAD GUIDE PLAN

SCALE: 3/4" = 1'-0"

DRAWDOWN GATE ELEVATION

SCALE: 3/4" = 1'-0"

SCALE: 3/4"= 1'-0"

0.5' 1' 2'

OPERATOR

PEDESTAL

STEM GUIDE

(TYP.)

2"Ø STEM

DRAWDOWN

GATE

" 12"

SQ.

DRAWDOWN

GATE FRAME

PAGE NO.

FIG. NO.

PROJECT:GRAPHIC SCALE:

SHEET:

PENNYRILE STATE PARK

DRAWDOWN VALVE INSPECTION

KENTUCKY DEPARTMENT OF PARKS

INSPECTION DATE: JANUARY 27, 2017

DRAWN BY: JKB

MSI PROJECT NO.: 01-17-012

FILENAME: MSI01-17-012.DWG

CKD BY:JRW

DAWSON SPRINGS, KY 2

DRAWDOWN ASSEMBLY PROFILE

SCALE: 1/4" = 1'-0"

0 4'

SCALE: 1/4"= 1'-0"

6'2'

Sluice Gate Inspection

Pennyrile Dam Dawson Springs, Kentucky

August 7th, 2017

Prepared for:

American Engineers, Inc.

Prepared by:

SLUICE GATE INSPECTION

PENNYRILE DAM

1 of 4 Prepared by: Mainstream Commercial Divers, Inc., September, 2017

AMERICAN ENGINEERS, INC.

DAWSON SPRINGS, KY

WORK PERFORMED: AUGUST 7TH, 2017

INTRODUCTION

Mainstream Commercial Divers, Inc. (MCDI) was contracted by American Engineers, Inc.

(AEI), to perform a visual and tactile inspection of the sluice gate on the Pennyrile Dam.

This sluice gate seals an approximate 30” I.D. pipe, measured on the downstream side of the dam. The gate was inoperable at the time of the inspection.

The purpose of the inspection was to document the present condition of the gate and associated hardware, and to try to determine the cause of the gate’s inability to operate.

All inspection work was audio and video recorded. The audio/video recordings of the inspections are included as part of this report.

The inspection was conducted on 07 August, 2017. The water elevation at the time of the soundings was 462.83' above mean sea level, according to the AEI surveyor on site.

INSPECTION METHODOLOGY

All dives were completed using surface-supplied air diving equipment. Upon entering the water, the diver performed a visual/tactile inspection, noting the present conditions and any defects encountered. The diver's descriptions and measurements were noted by topside personnel, and are reflected in this report.

Ultrasonic Thickness (UT) readings were taken at various locations on the face of the gate, utilizing a Cygnus Underwater Thickness Gauge.

Underwater video and audio were recorded using an Outland Underwater Video System.

Water depth readings, utilizing the diver’s pneumofathometer (accuracy: ± 6"), were recorded at various locations and are presented in this report.

2 of 4 Prepared by: Mainstream Commercial Divers, Inc., September, 2017

INSPECTION RESULTS

Note: See attached drawings for graphical representation of the gate and associated appurtenances.

Gate

Operator Stand The gate was not in operation at the time of the inspection. The operator stand on top of the dam was manufactured by the R. Hardesty Manufacturing Company, Denver, Colorado, and was embossed with the number 2042 AA.

Stem The stem was approximately 2” in diameter and appeared to be stainless steel. There was approximately 12’ of the stem above the waterline and 19’ below the waterline.

Below the waterline, the stem had 100% coverage in small-diameter rust nodules. Pit-depth below the rust nodules measured from 1/16” to 3/16”.

Coupler The stem had one coupler, located approximately 3’ below the waterline. Four bolts, located 90 degrees from each other, locked the coupler to the stem sections. The stem appeared to be functional, as the diver was able to twist the top stem, causing the bottom stem to rotate. The coupler hardware appeared to be stainless steel, but exhibited approximately 35% section loss.

Stem-Guides The first stem-guide bracket was located approximately 6’ below the waterline. This bracket had dimensions of 13 ¼” L. x 3 ¼” W. x 1 ¼” D. The stem-guide hole was approximately 3” in diameter. The bracket had approximately 90% coverage in 1” diameter rust nodules. Pit-depth below the nodules typically measured 1/16”. The hardware on the north side of the bracket was in good condition, while the south side nut had approximately 90% section loss.

The second stem-guide bracket had the same dimensions as the first stem-guide, and was located approximately 12’ below the waterline. The hardware on the north side was in good condition, but there was a 1” gap between the bracket and the dam face.

The south side hardware had completely failed, allowing the bracket to pull away from the dam face. This allowed the bracket to move, as much as the tolerance for the stem would allow.

3 of 4 Prepared by: Mainstream Commercial Divers, Inc., September, 2017

Gate The stem continued down and was attached to the top of the gate by a thrust nut. This thrust nut appeared in serviceable condition. The gate was cast-iron and generally oval in shape, with squared sides (see attached drawings).

The top of the gate was approximately 19’-11” below the waterline, and the bottom of the gate was 22’ feet below the waterline. The gate height measured 32”, and the width was also 32”.

Each side of the gate had three studs with square nuts, all in good condition. The middle stud on each side had what appeared to be a wedge-block that measured 2” W.

x 1 ½” T. Both wedge-blocks appeared in good condition.

The gate appeared in good condition, with only 20% coverage in approximately ½” diameter rust nodules. Ultrasonic thickness measurements taken on the gate were inconclusive, due to the material being cast-iron. To help verify the readings, UT was performed on known-thickness areas across the ribs. The diver used calipers to determine the rib thickness, which was reported as 1 ¼”.

Note: Accurate ultrasonic thickness readings of cast-iron material are difficult and sometimes impossible. This is due to the crystallization in the material which can reflect the sound produced by the gauge, resulting in false readings.

Using the Cygnus Underwater Thickness Gauge, the diver attempted three different locations of the same thickness as that measured by caliper. This resulted in measurements of 0.055”, 0.060”, and 0.050”. UT readings were also taken on the south face of the gate, with readings of 0.060”, 0.060”, 0.055” & 0.060”. Readings on the north face of the gate resulted in 0.055”, 0.050”, 0.045”, & 0.060”. As stated above, these readings were inconclusive, and the caliper measurement of 1 ¼” should be considered accurate.

Guide The gate guide was constructed out of 3” x 3” x ¼” angle iron. It measured 72” T. x 38” W. The frame was anchor bolted to the dam face, with all hardware present and intact.

The frame had approximately 20% coverage in ½” diameter rust nodules.

4 of 4 Prepared by: Mainstream Commercial Divers, Inc., September, 2017

Concrete Structure Approximately 5’-6” below the waterline, the brick and mortar dam had a 2” wide concrete lip. This concrete extended to the bottom. At the bottom, there was a concrete slab, which was covered with approximately 1 ½” of fine clay material and leaves. The diver reported that the concrete felt in good condition with minor scaling and 100% marine growth.

Vertical concrete walls parallel the gate/stem apparatus. These walls are approximately 12” wide and they project 46” from the face of the dam. They have three rows of slots, apparently for bulkhead placement. The divers measured the walls and slot dimensions, which are shown in the plan view on Sheet 2 of the attached drawing.

Note: If bulkheads are to be fabricated, cleaning of the slots and further measurements would be required. Measurements would need to be taken at various elevations in order to obtain enough data for fabrication.

RECOMMENDATIONS

As the existing stem-guide brackets are in serviceable condition (but the hardware is failing) MCDI recommends that the existing hardware be burned off. The stem-guide brackets should then be moved down the stem (no more than 12”), and reinstalled on the dam face using ½” to 5/8” stainless steel anchor bolts. This would allow the stem to pass through the stem-guide brackets without binding.

End of Document

Sonar Inspection of a Dam at Pennyrile Forest State Resort Park

Prepared for:

Prepared by:

American Engineers Pennyrile Forest State Resort Park

Sluice Way

Stone and Mortar

Construction

Concrete appears to have been formed with wood planks Possible Timber Debris

Debris Buildup

Timber

Siphon Tube

Bottom of Siphon is

Approximately 6’ deep

Approx. 20’ Approx. 19’

Elevation View

American Engineers Pennyrile Forest State Resort Park

Timber Debris

Large Debris

Possible Scour

Acoustic Shadow

Sluice Way

Shore Slope Shore Slope

Plan View