20120578 Ver 1_Application_20120611

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The following is an abbreviated application form for those applying for a 401 Water
Quality Certification to impact FERC (Federal Energy Regulatory Commission)
regulated lake shore or bottom under the U S Army Corps of Engineers Permit
GP30 This Application cannot be used for wetland or stream Impacts Please
provide seven (7) copies of this application and supporting information as well as a
non - refundable application fee to the Division of Water Quality of $340 00 for
impacts of to lake bottom of less than 1 acre and $475 00 for impacts to lake bottom
of greater or equal to 1 acre
Applications should be sent to
M&_F�
Division of Water Quality Wetlands Unit 11P
1650 Mail Service Center
Raleigh, NC 27699 -1650
Applicant Information
1 Owner/
Telephone Nun
E mail Address
Number
2 Agent Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner /applicant )
Name a / A
Company Affiliation
Mailing Address _ 11 /
Telephone Number Fax Number
E mail Address
11 Project Information
Attach a vicinity map clearly showing the location of the property with respect to
local landmarks such as towns rivers and roads Also provide a detailed site
plan showing property boundaries and development plans in relation to
surrounding properties You may use the diagram below to make a hand sketch of

your project Also see the example below for guidance Both the vicinity map and
site plan must include a scale and north arrow The footprints of all buildings,
impervious surfaces, or other facilities must be included
Location
County __UAYI &SOn Nearest Town
Subdivision name or site address (include phase/lot number)
Directions to site please include road numbers, landmarks, etc (This is not
necessary if an adequate vicinity map is included)
�,
2 Describe the existing land use or condition of the site at the time of this
application s 1.0 ;V o P. t P. Su varovAr..
3 Property size (acres)
4 Nearest body of water (stream/nver /sound/ocean/lake)
0
L 'ist the type of equipment to be used to construct the project ��( M4rr . 9mrl�; no
7 Amount of impact (including all excavation, backfill rip rap retaining wa �s,
etc ) below the normal pool lake level in square feet or acres 5,12
a Amount of impact (including all clearing back fill excavation rip rap
retaining walls, etc) above the normal pool lake level and 50 feet land ward in
square feet or acres O ���� _�_J
b Please describe vegetation above the normal pool lakfe level and 50 feet land
ward to be impacted (number of trees for instance) N
Applicant/Agent s Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided )

HIGH HI ROCK
FOR ABUTMENTS
YADKIN DEVELOPMENT
HIGH ROCK DAM
FERC PROJECT No 2197
Prepared for
Alcoa Power Generating Inc — Yadkin Division
Badin, North Carolina
October 2010
Prepared by
PB POWER
Boston, Massachusetts

TABLE OF CONTENT'S
10
Executive Summary
20
Purpose
30
Observations
3 1
Left Abutment
32
Right Abutment
40
Evaluations and Conclusions
41
Left Abutment
42
Right Abutment
50
Recommendations
5 1
Left Abutment
52
Right Abutment
5 3
Finalize Repair Design
Appendix A Figures
Appendix B Photos
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10 EXECUTIVE SUMMARY
This report provides an evaluation of the erosion at the left and right abutments of High
Rock Dam and recommended repair options The erosion at the left abutment appears to
be caused by wave action eroding the soil where the soil slope abutment meets the
concrete non overflow section of the dam and at a small area about 75 feet upstream of
the dam Erosion at the right abutment appears to be caused by rainfall runoff from the
hillside and roadway above the abutment
The repair recommendation for the left abutment at the concrete non overflow section
and at the erosion area about 75 feet upstream of the dam includes placing armor stone
protection on the erosion scarps to resist the wave erosion from the reservoir Preparation
of the base below the armor stone requires removing all debris and vegetation from the
area to be filled and filling irregular low areas with crushed stone to make a smooth
surface on which to place the filter fabric Compacted sand should be used to fill the
undermined portion of the erosion area 75 feet upstream of the dam Filter fabric and a
bedding layer of crushed stone are needed beneath the armor stone to provide a filter
between the existing abutment soil and the armor stones to prevent the soil from washing
out between the armor stones
The stone sizes for the armor stone and bedding and general cross sections of the
proposed repairs are shown in Figures 6 and 8 The total estimated volume of crushed
stone bedding material is about 25 cubic yards (cy) for sand is about 5 cy and for armor
stone is about 55 cy
Until the left abutment repairs are completed the two erosion areas should be visually
monitored monthly and after large wind storm events to evaluate their condition
At the right abutment no repair is needed at this time for the erosion next to the upstream
face of the concrete non overflow section However this area should be visually
monitored annually for signs of erosion Drainage improvements should be made to the
unpaved crest access road consisting of filling in the erosion gullies in the road re
grading the road to pitch toward the west drainage ditch and improving the flow in the
west drainage ditch
20 PURPOSE
Soil erosion has occurred at the left and right abutment slopes next to the concrete non
overflow sections of the dam and at the left shoreline about 75 feet upstream of the dam
as shown in Figure 1 This report presents evaluations of the cause of the erosion and
repair recommendations for these three areas
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30 OBSERVATIONS
31 Left Abutment
The erosion scarp at the left abutment is at the Intersection with the concrete non
overflow section as shown in Figures 3 to 5 and Photos 1 to 5 in Appendix B A berm
separates the reservoir from the railroad tracks along the left abutment and is
perpendicular to the dam axis extending upstream and downstream from the end of the
concrete non overflow section as shown in Photo 8 The drainage ditch along the
railroad tracks is about 5 feet below the normal maximum reservoir level (El 655 feet
Yadkin Datum) and seepage has been observed in it coming through a fracture in the
bedrock slope next to the drainage ditch when the reservoir is at approximately El 650
feet or higher The seepage source is from the reservoir based on dye testing performed
in 2007
Soil is exposed along the reservoir side of the berm dust upstream of the dam abutment
and bedrock is exposed in several places on the reservoir side of the berm dust upstream
of the soil next to the dam abutment Bedrock is also exposed near the dam abutment
along the railroad side of the berm and extends higher than the reservoir level upstream
and downstream of the abutment Top of bedrock at the abutment cannot be determined
with certainty whether it is above or below reservoir level because it is buried under a
soil covered path that leads from the dam abutment to the railroad tracks
The material in the erosion scarp next to the dam appears to be soil fill with cobbles and
boulders and appears to have been placed after the concrete dam was constructed based
on observing the horizontal concrete form lines continuing into the soil The concrete to
bedrock contact was not exposed along the erosion scarp
The erosion scarp starts at the concrete dam face and extends about 35 feet upstream of
the dam and is the full height of the berm at the concrete face about 10 feet above
normal pool The scarp had an average slope of about 1H 1V but in places was near
vertical PB measured the scarp profile at the concrete dam as shown in Figure 4 A
bench was found based on measurements taken by Yadkin in the reservoir at the base of
the scarp It was a few feet underwater within 15 feet of the concrete dam face and
extends about 10 feet out from the shoreline, as shown in Figure 4
Another soil erosion scarp was observed at the water level about 75 feet upstream of the
dam extending about 15 feet long and 8 feet high ,lust upstream of a large bedrock
outcrop along the shoreline (see Figures 3 and 7 and Photos 1 and 6) The back slope of
the soil scarp was near vertical Erosion extended about 10 feet beyond the downstream
face of the scarp forming an undermined void that extended southeast at about a 25
degree angle from the shoreline The undermined void was about 5 feet wide and high at
the entrance and tapered to about 2 feet wide and high at the back see Photo 7 Bedrock
lined the sides soil formed the roof and water covered the bottom of the undermined
void It appeared that the undermined void followed a soil filled vertical point in the
2
i \26006 APGI YADKINWIGHROMAbutment Erosion\Report\HR Erosion Repair Sept docx

bedrock A bedrock cut observed along the railroad tracks extended well above the
reservoir level between the tracks and this erosion scarp
32 Right Abutment
Soil erosion along the right abutment has formed a gully along the upstream face of the
concrete non overflow section and exposed the bedrock contact of the concrete non
overflow section as shown in Figure 2 and Photos 9 to 12 The soil erosion gully is
about 10 feet wide and extends from the reservoir level to the top of the concrete non
overflow section (crest) about 15 feet high The depth of erosion is generally less than 5
feet The exposed bedrock surface next to the dam stair steps down from the crest to the
reservoir at an average slope of about 1 H IV following the exposed blocky bedrock
points
The concrete to bedrock contact was observed at many locations along the erosion gully
There was no undermining of the concrete observed and the bedrock appeared stable
sound and in good condition
The abutment was observed during a heavy rain in August 2010 Rainfall runoff flowed
down the unpaved crest access road in a drainage ditch on the west side of the road and in
gullies down the middle and east side of the road A Jersey barrier was positioned on the
east side of the road Only a small percent of the runoff from the road reached the
erosion gully along the upstream face of the concrete non overflow section as shown in
Photo 13 Most of the runoff flowed in an erosion gully on the east side of the road and
exited the road about 50 feet upstream of the dam where it flowed into the woods along
the reservoir rim as shown in Photo 14 Some runoff flowed in the drainage ditch on the
west side of the road and discharged downstream of the dam
4 0 EVALUATIONS AND CONCLUSIONS
41 Left Abutment
An erosion scarp in the berm between the reservoir and the railroad tracks at the left
abutment has been progressing over recent years into the berm next to the concrete non
overflow section If erosion were to continue the berm width would be reduced and
there is concern that the berm could breach allowing reservoir water to flow uncontrolled
into the railroad track ditch which is about 5 feet below the maximum normal reservoir
level It could not be determined if top of bedrock in the berm is above or below the
reservoir level immediately behind the erosion scarp because the ground is covered with
soil However bedrock is exposed above reservoir level on the railroad side of the berm
both upstream and downstream of the erosion scarp
Existing soil along the reservoir rim at the abutment appears to be fill material susceptible
to wave erosion Reservoir water waves produced by northerly winds can build up across
a long reservoir fetch and strike the left abutment Existing boulders in the soil fill
appear to provide some wave erosion protection but it does not appear to be enough to
prevent the soil from eroding around the boulders
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Wave erosion protection along the shoreline is needed at the abutment scarp to prevent
continued soil erosion The erosion scarp is too steep for Yadkin staff to safely access
the reservoir from the left abutment
The erosion scarp about 75 feet upstream of the dam should be repaired because of the
significant depth of soil undermining and size of the void
42 Right Abutment
The soil erosion appears to be caused by rainfall runoff from the crest access road and
hillside upslope of the right abutment Some of the runoff appears to have been
channeled to the upstream face of the concrete non overflow section where it has eroded
soil next to the concrete and exposed the concrete to bedrock foundation contact Soil
erosion may progress up the abutment along the unpaved crest access road at the west
end of the concrete non overflow section If this erosion were to become significant a
gully could form preventing safe vehicular access to the dam crest
The soil that eroded from the upstream dam face was likely backfill material placed after
the concrete dam was constructed and does not affect dam stability or dam safety It
does not need to be replaced
Reservoir access from the upstream dam abutment along the stair stepped bedrock slope
is likely to be better than if a slope stabilizing material such as armor stone is added
Also in the past Yadkin has expressed interest in adding a boat dock at this location with
a ramp from the reservoir to the dam crest Construction would be easier with the
bedrock exposed to allow footings to be founded directly on the bedrock
Water erosion from rainfall runoff has formed gullies in the unpaved crest access road
The erosion gullies are largest in the steep section of the road more than 100 feet
northwest of the dam Erosion gullies are likely to continue to form and become larger
unless the drainage along the unpaved access road is changed
5 0 RECOMMENDATI ®NS
51 Left Abutment
General
The erosion scarp next to the left concrete non overflow section of the dam as shown in
Figures 3 to 6 and the erosion scarp with undermined area 75 feet upstream of the dam
as shown in Figures 3 7 and 8 and as described below should be repaired with armor
stone to provide protection from ongoing wave erosion and protection against loss of
berm width The repairs are generally intended to replace material that has been eroded
from the abutment restore the abutment to its original slope and improve the wave
erosion resistance of the abutment We expect that the repairs will be made by Yadkin
with support from the Engineer in order to address actual field conditions as the work
4
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proceeds The repairs are similar for each repair area therefore they are discussed
together as follows
Base Preparation
Remove all vegetation organics trash logs and loose soil from the area that will be
covered with armor stone This includes removal of organic soils that may be present
under the reservoir water level After removal of this material the geometry of the repair
shown in Figures 5 to 8 may change and require field modifications of the repair
geometry by Yadkin in conjunction with the Engineer
If surface irregularities exist after base preparation fill the irregularities with bedding
layer material to form a suitable surface for the filter fabric For estimating purposes
assume 5 cubic yards (cy) of bedding layer material is needed
For the erosion scarp with undermined area 75 feet upstream of the dam fill the entire
undermined area with concrete sand that has properties and gradation given in ASTM C
33 For estimating purposes assume 5 cy of concrete sand is needed Thoroughly
compact the sand into the back of the undermined area and completely fill the undermine
void Compaction should be achieved by hand tamping using a long ram after each foot
wide layer of sand is placed The sand should be wet but not runny during compaction
Filter Fabric
Place a filter fabric on all surfaces that will be filled with crushed stone bedding or armor
stone as shown in Figures 6 and 8 It is intended to prevent the existing soil from
washing out from behind the armor stone due to wave action Use a heavy weight non
woven filter fabric such as having a weight of at least 12 oz/yd2 a grab tensile strength
of at least 300 Ibs and a CBR puncture strength of at least 800 lbs Mirafi 1120N will
meet these requirements www mirafi com Overlap adjacent fabric sections by at least 1
foot Filter fabric is not needed inside the undermined void 75 feet upstream of the dam
because sand acting as a filter will be placed against the soil An estimated 1 100 square
feet of filter fabric is anticipated for both repairs
Bedding Lay
Place a bedding layer of crushed stone in all areas where armor stone is to be placed as
shown in Figures 6 and 8 It is intended to fill in the low spots provide a planer surface
on which to place the armor stone layer and protect the filter fabric from puncture by the
armor stone The stone size is given in Figures 6 and 8 The estimated volume of
bedding layer material needed for both repairs is 20 cy
Armor Stone Lamer
Armor stone should be used to cover the bedding layer to at least the limits shown in
Figures 6 and 8 The armor stone size is intended to resist erosion from the expected
reservoir waves caused by a 70 mph wind as recommended in the US Soil Conservation
Service Engineering Guidelines The stone size is given in Figures 6 and 8 The
estimated volume of armor stone layer material needed for both repairs is 55 cy
5
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Construction Considerations
Construction access for repair materials is likely from a barge in the reservoir A
backhoe or crane should be used to make the required base preparations and to place the
new stone materials in the repair area A likely location for this equipment is on the
barge Land or dam crest access has limited space and it would be difficult to reach the
entire repair area The existing crane on the dam crest cannot reach the abutment
The reservoir should be lowered to approximately elevation 648 R which is below the
level of all repairs to allow all repairs to be made above water level This will allow
better visual control of the work and prevent placing new material in the water
Material volumes estimated above do not include contingencies such as extra volume to
replace material removed during construction for base preparation Stone used for the
repair must be angular hard durable and resistant to breakdown when subject to wetting
and drying cycles Proof of these qualities should be provided by the quarry or supplier
of the stone
Monitorins
Until the repairs are made the two soil scarp areas should be visually monitored monthly
and after large wind storm events (winds >50 mph) This inspection can be made at the
same time as the monthly inspection of the switchyard seepage After the repairs are
completed the area should be visually monitored annually
52 Right Abutment
No repairs are recommended at this time to improve dam safety However to improve
vehicular access to the right abutment the erosion gullies in the access road should be
filled in with the same crushed stone material used for road resurfacing and the drainage
ditch on the west side of the road should be improved to prevent water from spilling over
and forming gullies in the road Improvements should consist of deepening and widening
the west drainage ditch and making the bottom a smooth pitch Re grading the road
surface to pitch toward the west drainage ditch can also reduce the risk of erosion gullies
forming in the road including from rainfall landing directly on the road
Visual monitoring should be conducted annually to evaluate the condition and identify
any signs of deterioration of (1) the abutment (2) the concrete to bedrock foundation
contact on the upstream face of the concrete non overflow section (3) the crest access
road next to the concrete non overflow section, and (4) trees potentially undermined
upstream of the erosion gully next to the upstream face of the dam
53 Finalize Repair Design
The following steps are recommended to finalize the abutment repair design
1 Discuss the repairs presented in this report with Yadkin and incorporate any
comments
2 Submit the final report to the FERC for review and approval
6
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3 Yadkin to determine if any permits are needed to make the repairs and if so obtain
the permits
4 After receiving approval from the FERC and receiving applicable permits begin
construction of the repair with the Engineer on site as required
7
J \26006 APGI YADKINUi1GHROMAbutment Erosion\Report\HR Erosion Repair Sept doex

Appendix A Figures

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