20061674 Ver 1_Complete File_20061013

Re: B-3373 permit conditions (UNCLASSIFIED)
Subject: Re: B-3373 permit conditions (UNCLASSIFIED)
From: Brian Wrenn <[e-mail]>
Date: Fri, 15 Dec 2006 15:04:25 -0500
To: Susan Thebert <[e-mail]>
Susan,
As we discussed earlier today, DWQ agrees with the vegetative monitoring plan as described in your
December 14, 2006 email. I would like to restate that DWQ would like to be involved in finalizing the
hydrologic monitoring gauges. Please keep us posted on the draw-down schedule and field visits to
establish the gauge locations. Thanks.
Brian
Susan Thebert wrote:
Richard:
Sorry it has taken me so long to get back to you. Here is the vegetation
monitoring strategy that we are proposing for B-3373. It was prepared by Matt
Green in the Roadside Environmental unit who will actually be doing the
vegetation monitoring. The on-site monitoring team has also reviewed this
vegetation monitoring plan.
Conduct the vegetation monitoring by utilizing 50' x 50' plots every 100' or so
along a transect. The plot method simply makes it easier from year to year to
see determine what is
occurring with the vegetation at the site. I'd like to propose that we also
set a groundwater monitoring well in association with every plot that is
established along the transect. I've taken a look at the MicroStation files for
the project, and by setting a transect perpendicular to the stream it appears
that the transect will be about 700' +/- across the site. I'd like to propose
that we set 7 plots and 7 monitoring gauges along one transect.
Please let me know what you think.
Thanks,
Susan
"Spencer, Richard K SAW" wrote:
Classification: UNCLASSIFIED
Caveats: NONE
Susan,
I am more concerned with what happens after drawdown and not so much with
mitigation vegetation success criteria. If monitoring is not done along a
transect, I can not tell what is happening along the hydrologic gradient.
How would you be able to tell what type of vegetation change is occurring
along the gradient unless you do the monitoring along a transect? As far as I
am concerned, one transect that runs perpendicular to the stream channel,
from current pond high water to the opposite side, with a sample point every
50 yards would do. I am more concerned with how the vegetation (mostly
herbaceous) changes over time due to possible changes in hydrology. There are
numerous sampling techniques that can be used here, your choice as long as it
will show changes in vegetation over time. Two years of monitoring may not
I of 2 12/18/2006 10:25 AM
Re: B-3373 pernut conditions (UNCLASSIFIED)
be enough but I hope we can at least see some trend if we have two normal
rainfall years.
Richard
-----Original Message-----
From: Susan Thebert [mailto:sthebert^dot.state.nc.us]
Sent: Wednesday, November 29, 2006 10:48 AM
To: Spencer, Richard K SAW; [e-mail]
Cc: Rachelle Beauregard
Subject: B-3373 permit conditions
Richard and Brian:
We have a question over the vegetation monitoring in the B-3373 permit
conditions.
The DWQ Approval of 401 Water Quality Certification, Conditions of
Certification item 1, state that vegetation monitoring is to be done by
survivability based on stem count per acre over a 5 year monitoring period.
The USACE General Permit Verification, General Permit Special Condition # 19,
states that the vegetative monitoring is to be done along the same transects
as the hydrologic monitoring wells for a period of at least 2 years of normal
rainfall.
NCDOT has no problem doing the vegetative monitoring but would prefer to do
the vegetative monitoring using the DWQ's per acre stem count method over
using the USACE recommended transects.
Typically 50 feet x 50 feet plots are randomly placed in a manner that will
provide a representative sample of the community/communities planted. Five
years of vegetative monitoring is typically done.
Richard please review the permit conditions and consider changing the
vegetation monitoring conditions.
Thank you,
Susan
Classification: UNCLASSIFIED
Caveats: NONE
2 of 2 12/18/2006 10:25 AM
Re: B-3373 permit conditions (UNCLASSIFIED)
Subject: Re: B-3373 permit conditions (UNCLASSIFIED)
From: Susan Thebert <[e-mail]>
Date: Thu, 14 Dec 2006 09:17:14 -0500
To: "Spencer, Richard K SAW" <[e-mail]>
CC: [e-mail], Rachelle Beauregard <[e-mail]>
Richard:
Sorry it has taken me so long to get back to you. Here is the vegetation
monitoring strategy that we are proposing for B-3373. It was prepared by Matt
Green in the Roadside Environmental unit who will actually be doing the
vegetation monitoring. The on-site monitoring team has also reviewed this
vegetation monitoring plan.
Conduct the vegetation monitoring by utilizing 50' x 50' plots every 100' or so
along a transect. The plot method simply makes it easier from year to year to
see determine what is
occurring with the vegetation at the site. I'd like to propose that we also
set a groundwater monitoring well in association with every plot that is
established along the transect. I've taken a look at the MicroStation files for
the project, and by setting a transect perpendicular to the stream it appears
that the transect will be about 700' ± across the site. I'd like to propose
that we set 7 plots and 7 monitoring gauges along one transect.
Please let me know what you think.
Thanks,
Susan
"Spencer, Richard K SAW" wrote:
Classification: UNCLASSIFIED
Caveats: NONE
Susan,
I am more concerned with what happens after drawdown and not so much with
mitigation vegetation success criteria. If monitoring is not done along a
transect, I can not tell what is happening along the hydrologic gradient.
How would you be able to tell what type of vegetation change is occurring
along the gradient unless you do the monitoring along a transect? As far as I
am concerned, one transect that runs perpendicular to the stream channel,
from current pond high water to the opposite side, with a sample point every
50 yards would do. I am more concerned with how the vegetation (mostly
herbaceous) changes over time due to possible changes in hydrology. There are
numerous sampling techniques that can be used here, your choice as long as it
will show changes in vegetation over time. Two years of monitoring may not
be enough but I hope we can at least see some trend if we have two normal
rainfall years.
Richard
-----Original Message-----
From: Susan Thebert [mailto:[e-mail]]
Sent: Wednesday, November 29, 2006 10:48 AM
To: Spencer, Richard K SAW; [e-mail]
Cc: Rachelle Beauregard
Subject: B-3373 permit conditions
Richard and Brian:
We have a question over the vegetation monitoring in the B-3373 permit
1 of 2 12/15/2006 3:05 PM
Re: B-3373 permit conditions (UNCLASSIFIED)
conditions.
The DWQ Approval of 401 Water Quality Certification, Conditions of
Certification item 1, state that vegetation monitoring is to be done by
survivability based on stem count per acre over a 5 year monitoring period.
The USACE General Permit Verification, General Permit Special Condition # 19,
states that the vegetative monitoring is to be done along the same transects
as the hydrologic monitoring wells for a period of at least 2 years of normal
rainfall.
NCDOT has no problem doing the vegetative monitoring but would prefer to do
the vegetative monitoring using the DWQ's per acre stem count method over
using the USACE recommended transects.
Typically 50 feet x 50 feet plots are randomly placed in a manner that will
provide a representative sample of the community/communities planted. Five
years of vegetative monitoring is typically done.
Richard please review the permit conditions and consider changing the
vegetation monitoring conditions.
Thank you,
Susan
Classification: UNCLASSIFIED
Caveats: NONE
Susan Thebert <[e-mail]>
PDEA, Natural Environment
2 of 2 12/15/2006 3:05 PM
Re: B-3373 Scotland Co bridge replacement
Subject: Re: B-3373 Scotland Co bridge replacement
From: Susan Thebert <[e-mail]>
Date: Fri, 13 Oct 2006 15:04:38 -0400
To: Brian Wrenn <[e-mail]>
CC: Rachelle Beauregard <[e-mail]>
Brian:
The boat trip went well and we were able to take water depths around the pond and
upstream. The water depths have helped with assessing impacts associated with
pond drainage from the dam breach.
Please let us know your downstream sedimentation concerns as soon as you can. I
would be willing to discuss this with you on Monday or can fax you the breach plan
information. I am planning on submitting the permit application by Oct. 20.
The sheet you showed me on Wed. (at the project site) with the cofferdam
information may be old/outdated. I have not seen the breach plansheets yet, but
have spoken with Mr. Tim Johnson, the Division Engineer, who said that a
cofferdam was not proposed downstream of the breach.
The sediment issued is addressed at the location of the dam breach as follows (from
Mr. Tim Johnson, Division Engineer): Prior to allowing water to overtop the weir
shown on Drawing XW-203, Sheet 4 of 4, the Contractor shall excavate any
sediment located within 20 feet of the centerline of the breach from Station 0+60 to
Station 0+80 (Breach Channel Stations). The sediment should be excavated down to
at least elevation 160.0' and the same shall be removed to the designated Temporary
Stockpile Area.
Please call me with your questions and concerns.
Susan
Brian Wrenn wrote:
Susan,
Based on our visit yesterday, we have some concerns with downstream
sedimentation and turbidity. We may want some sort of a settling basin
downstream to reduce the sedimentation potential. I have a call into John Olinger
1 of 3 10/24/2006 3:34 PM
Re: B-3373 Scotland Co bridge replacement
to discuss the breach plans in more detail. When I get some more info from him,
I will forward you any concerns we have. How did the boat ride go yesterday?
Thanks.
Brian
Susan Thebert wrote:
Polly and Brian:
I am preparing the permit application for B-3373, Scotland Co.
bridge replacement and dam breach on SR 1108, Crossway Road over
Gum Swamp Creek at Lytch's pond. Currently, the road has been
closed to traffic for safety reasons and the dam will be
breached
as soon as possible. The bridge replacement will take place
after the let date. I am planning to send out the permit
application for this project on October 20. I have a few
questions/concerns to ask you about this project.
The permit application process for this project is two-fold. A
permit application for the dam breach along with preliminary
impacts for the bridge replacement will be submitted now. A
permit mod for the bridge replacement will be completed prior to
TIP letting, which currently is 9/16/08. Wetland impacts for
the dam breach will be estimated from available aerial
photography, LIDAR mapping, topography and water level
estimates. Preliminary wetland impacts for the bridge
replacement will be calculated by using the above resources and
on-site ground truthing. These impacts will be calculated after
the dam breach has occurred and included in the permit mod.
Please let me know if you have any questions with this method.
I would like to address your concerns in the October 2006 permit
application. Please send me a bullet list as soon as you can so
that I can incorporate them into the permit application.
Brian recently left me a message saying to send him the permit
application. Brian, will you be available to review the permit
during the week following October 20?
Thank you for your comments.
Susan
Brian L. Wrenn
Environmental Specialist III
2 of 3 10/24/2006 3:34 PM
Re: B-3373 Scotland Co bridge replacement
Transportation Permitting Unit
Division of Water Quality
2321 Crabtree Blvd., Ste 250
Raleigh, NC 27604
919-733-5715 -phone
919-733-5893 - fax
3 of 3 10/24/2006 3:34 PM

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Project: X-way Dam
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Subject: Sediment Survey 7n'3
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?C
Filename: ZA[Sediment Surve y Calculations.xis]1
By: AWG Checked: RTI
Date: 12/21/2005 Date: 12/21/2005
Data Source:
Notes: Datum WGS84
Depth Elevation
top bottom top bottom Sediment
Point lat Ion WS ELEV sediment sediment sediment sediment Thickness
"009" 34.74512 -79.5272 172.5 6.5 7 166 165.5 0.5
"010" 34.745 -79.5272 172.5 6 6.5 166.5 166 0.5
"011" 34.74493 -79.5273 172.5 6 7 166.5 165.5 1
"012" 34.74481 -79.5274 172.5 8 8.5 164.5 164 0.5
"013" 34.74487 -79.5275 172.5 6.5 7 166 165.5 0.5
"014" 34.74469 -79.5275 172.5 8.5 9 164 163.5 0.5
"015" 34.74559 -79.5283 172.5 5.5 6 167 166.5 0.5
"016" 34.74553 -79.5285 172.5 7 11 165.5 161.5 4
"017" 34.74554 -79.5288 172.5 6 6.5 166.5 166 0.5
"018" 34.7454 -79.529 172.5 8 9.5 164.5 163 1.5
"019" 34.74512 -79.5292 172.5 11.5 14.5 .161 158 3
"020" 34.74495 -79.5296 172.5 7.5 9.5 165 163 2
"021" 34.74482 -79.5298 172.5 8 11 164.5 161.5 3
"022" 34.74462 -79.53 172.5 7 10 165.5 162.5 3
"023" 34.74444 -79.5299 172.5 6 8 166.5 164.5 2
"024" 34.74461 -79.5297 172.5 8 10 164.5 162.5 2
"025" 34.74482 -79.5296 172.5 7.5 9 165 163.5 1.5
"026" 34.74495 -79.5293 172.5 7.5 9.5 165 163 2
"027" 34.74502 -79.529 172.5 8 13 164.5 159.5 5
"028" 34.74515 -79.5288 172.5 6.5 9 166 163.5 2.5
"029" 34.74522 -79.5286 172.5 7.5 9 165 163.5 1.5
"030" 34.74533 -79.5284 172.5 7.5 11 165 161.5 3.5
"031 " 34.74541 -79.5282 172.5 7 14 165.5 158.5 7
"032" 34.74532 -79.528 172.5 5.5 7 167 165.5 1.5
"033" 34.74519 -79.5282 172.5 7 8.5 165.5 164 1.5
"034" 34.7451 -79.5285 172.5 7 10.5 165.5 162 3.5
"035" 34.74501 -79.5287 172.5 7 11 165.5 161.5 4
"036" 34.74485 -79.5289 172.5 9 10 163.5 162.5 1
"037" 34.74461 -79.529 172.5 7.5 9 165 163.5 1.5
"038" 34.74461 -79.5292 172.5 8.5 10 164 162.5 1.5
"039" 34.74446 -79.5295 172.5 7.5 9.5 165 163 2
"040" 34.74433 -79.5296 172.5 7.5 9 165 163.5 1.5
"041" 34.74422 -79.5294 172.5 7.5 9.5 165 163 2
"042" 34.74436 -79.5292 172.5 7.5 9 165 163.5 1.5
"043" 34.74448 -79.5291 172.5 7 10.5 165.5 162 3.5
"044" 34.74456 -79.5287 172.5 7.5 9 165 163.5 1.5
"045" 34.74476 -79.5286 172.5 6 11 166.5 161.5 5
"046" 34.74487 -79.5284 172.5 8.5 10 164 162.5 1.5
"047" 34.74506 -79.5282 172.5 7 9.5 165.5 163 2.5
File: Sediment Survey Calculations.xis 1
Print Date: 317/2006
Page 1 of 3
Project: X-way Dam
/
/
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Subject: Sediment Survey 7"cM
NO
-c
Filename: ZA[Sedi ment Survey Calculations.xls]1
By: AWG Checked: RTI
Date: 12/21/2005 Date: 12/21/2005
Data Source:
Notes: Datum WGS84
Depth Elevation
top bottom top bottom Sediment
Point lat Ion WS ELEV sediment sediment sediment sediment Thickness
"048" 34.74514 -79.528 172.5 8 9.5 164.5 163 1.5
"049" 34.74511 -79.5279 172.5 7 11.5 165.5 161 4.5
"050" 34.74497 -79.528 172.5 7.5 9 165 163.5 1.5
"051" 34.74484 -79.5283 172.5 6.5 9.5 166 163 3
"052" 34.7447 -79.5285 172.5 6.5 8 166 164.5 1.5
"053" 34.74461 -79.5286 172.5 7 9 165.5 163.5 2
"054" 34.74431 -79.5288 172.5 6 7 166.5 165.5 1
"055" 34.74416 -79.5291 172.5 8 11 164.5 161.5 3
"056" 34.74402 -79.5292 172.5 6.5 11.5 166 161 5
"057" 34.74397 -79.5294 172.5 7 12.5 165.5 160 5.5
"058" 34.74381 -79.5295 172.5 6.5 10.5 166 162 4
"062" 34.74355 -79.5293 172.5 6.5 7 166 165.5 0.5
"063" 34.74371 -79.5292 172.5 9 9.5 163.5 163 0.5
"064" 34.74387 -79.529 172.5 7.5 11.5 165 161 4
"065" 34.74405 -79.5288 172.5 9 11.5 163.5 161 2.5
"066" 34.74418 -79.5286 172.5 7 9.5 165.5 163 2.5
"067" 34.74436 -79.5284 172.5 8 11 164.5 161.5 3
"068" 34.74451 -79.5284 172.5 7.5 9.5 165 163 2
"069" 34.74469 -79.5283 172.5 11 13 161.5 159.5 2
1@070" 34.74482 -79.5281 172.5 8 9 164.5 163.5 1
"071" 34.74493 -79.528 172.5 8 8.5 164.5 164 0.5
"072" 34.74499 -79.5278 172.5 7.5 10 165 162.5 2.5
"073" 34.745 -79.5276 172.5 4.5 5 168 167.5 0.5
"074" 34.74486 -79.5276 172.5 7.5 8.5 165 164 1
"075" 34.74478 -79.5278 172.5 8.5 12 164 160.5 3.5
"076" 34.74479 -79.5279 172.5 8.5 9.5 164 163 1
"077" 34.74478 -79.5281 172.5 8.5 10.5 164 162 2
"078" 34.7447 -79.5282 172.5 7 10 165.5 162.5 3
"079" 34.7445 -79.5282 172.5 11 13.5 161.5 159 2.5
"080" 34.74465 -79.5281 172.5 8 11 164.5 161.5 3
"081" 34.74454 -79.5281 172.5 6.5 7.5 166 165 1
"082" 34.74437 -79.5283 172.5 7 11 165.5 161.5 4
"083" 34.74422 -79.5284 172.5 7.5 8.5 165 164 1
"084" 34.74411 -79.5286 172.5 7.5 10 165 162.5 2.5
"085" 34.74398 -79.5287 172.5 8 12 164.5 160.5 4
"086" 34.74386 -79.5288 172.5 8 14 164.5 158.5 6
1@087" 34.74377 -79.5289 172.5 8.5 9.5 164 163 1
"088" 34.74367 -79.529 172.5 7 9 165.5 163.5 2
"089" 34.74355 -79.5291 172.5 12 14 160.5 158.5 2
File: Sediment Survey Calculations.xis 1
Print Date: 3/7/2006 Page 2 of 3
r, 4
Project: X-way Dam
Subject: Sediment Survey 9h07abe/
Filename: Z:\[Sediment Survey Calculations.xlsj1
By: AWG Checked: RTI
Date: 12121/2005 Date: 12/21/2005
Data Source:
Notes: Datum WGS84
Depth Elevation
top bottom top bottom Sediment
Point lat Ion WS ELEV sediment sediment sediment sediment Thickness
"090" 34.74348 -79.5293 172.5 5.5 6 167 166.5 0.5
"091 it 34.74383 -79.5292 172.5 7.5 11 165 161.5 3.5
"092" 34.74381 -79.5288 172.5 8 10 164.5 162.5 2
"093" 34.74392 -79.5286 172.5 8.5 10.5 164 162 2
"094" 34.74407 -79.5284 172.5 7.5 10 165 162.5 2.5
"095" 34.74422 -79.5283 172.5 7 9 165.5 163.5 2
"096" 34.74437 -79.5282 172.5 12 13 160.5 159.5 1
"097" 34.74438 -79.5281 172.5 7.5 10 165 162.5 2.5
"098" 34.74449 -79.528 172.5 8 10 164.5 162.5 2
"099" 34.74464 -79.5279 172.5 7.5 10 165 162.5 2.5
"100" 34.74469 -79.5276 172.5 6 9.5 166.5 163 3.5
1110111 34.74455 -79.5278 172.5 6.5 10 166 162.5 3.5
"102" 34.74445 -79.5279 172.5 5 8 167.5 164.5 3
"103" 34.74454 -79.5287 172.5 7.5 11 165 161.5 3.5
Avg Thickness: 2.3
Max Thickness: 7
Min Thickness: 0.5
File: Sediment Survey Calculations.xls 1
Print Date: 3/7/2006
Page 3 of 3

3 a
Schnabel Engineering
11 A Oak Branch Drive
Greensboro, NC 27407
chnabe/
X=Way Pond Spillway Design
Bridge No. 62 over Gum Swamp Creek
on SR-1108
January 3, 2005
State Project 8.2590401 (B-3373)
Schnabel Engineering South
NCDOT
X=Way Pond Spillway Design
Bridge No. 62 over Gum Swamp Creek
on SR-1108
January 3, 2005
State Project 8.2590401(6-3373)
Schnabel Engineering
11 A Oak Branch Drive
Greensboro, NC 27407
chnabe/
Schnabel Engineering South
"chnabel
405-A Parkway Drive
Greensboro, NC 27401
Schnabel Engineering South
January 3, 2005
Max Price
Hydraulics Unit
P.O. Box 25201
Raleigh, NC 27611
SUBJECT: State Project 8.2590401 (B-3373), Scotland County
F.A. Project BRSTP =1108(4)
Bridge No. 62 over Gum Swamp Creek on SR-1108
X-Way Pond Spillway Design
NCDOT Purchase Order Number 6300010516
Investigation Report and Recommendations
Dear Mr. Price:
Phone [phone]
Fax [phone]
www.schnabel-eng.com
We have completed the initial site investigations and the preliminary Hydrologic and Hydraulic
evaluations for the spillway at X-Way Pond Dam. The Engineering Agreement scope of work is
written as if the existing spillway will be repaired; however, it was understood and agreed that the
final decision regarding the feasibility for repairing or replacing the spillway would be delayed until
the initial site investigation and hydrologic and hydraulic evaluations were completed.
The spillway was severely damaged by Hurricane Francis in September 2004, with some of the
downstream slabs being completely displaced and others undermined by erosion of the foundation
sand. The damages were a result of the long-term seepage and development of voids under the
spillway slabs, and allowing major loss of foundation soils during the high flows during the
September hurricane. Repairs made in years past were not successful in filling the voids or stopping
the seepage.
Investigations and Evaluations
The X-way Mill Pond Dam is approximately 9-feet high. The normal pool surface area is
approximately 33 acres. The drainage area is 110 square miles. The site includes one spillway
with the crest elevation at the normal pool elevation. The spillway includes a weir 96-feet wide,
an outlet channel 90-feet wide and about 80-feet long on a slope of about 3 percent. There is no
reservoir drain gate or pipe to facilitate lowering of the reservoir. The scope of work includes the
design and installation of an inlet riser and pipe conduit to facilitate reservoir level water control
"Mee are committed to serving our ctrents by exceeding their expectations."
Geotechnical 9 Construction Monitoring a Dam Engineering 0 Geoscience 9 Environmental
during repairs to the existing spillway or construction of a new spillway and to provide a future
means of lowering the reservoir.
The foundation investigations included: (1) dam embankment soil borings adjacent to the spillway
and at the proposed site for the reservoir drain installation, (2) a ground penetrating radar (GPR)
geophysical survey of the spillway concrete floor slab to identify voids under the spillway slab, and
(3) concrete cores through the spillway slab, including auguring into the foundation to identify the
foundation materials under the spillway slab. Appendix 1 includes a map showing the location of soil
borings, concrete cores, and the results of the GPR survey to locate voids in the foundation of the
spillway. Also included in Appendix 1 are typical GPR records and the logs of soil borings and
concrete coring.
The initial hydrologic and hydraulic evaluations was completed to determine the capacity of the
existing spillway and to indicate the reservoir levels for the required design storm for the X-Way
Pond Spillway that is a High Hazard potential dam. The summary of the H&H evaluations is
included in Appendix 2. It is apparent that the spillway does not have the required capacity to meet
dam safety criteria. However, the high tail water associated with the various storm events can have
an impact on the selected design storm for the dam and spillway and thereby reduce the required
width of spillway and construction costs.
Conclusions
The concrete spillway has a history of seepage and unsuccessful attempts to repair the foundation of
the spillway. Because of the poor foundation conditions, the outlet portion of the concrete spillway
was severely undermined and damaged during Hurricane Francis. The GPR survey conducted in
November 2004 documented that the foundation for the major portion of the spillway concrete floor
slabs contains voids ranging from 8 to 14 inches in depth and that foundation water seepage from the
reservoir is continuous.
The capacity of the concrete spillway is inadequate to meet dam safety requirements. The existing
concrete spillway and foundation is damaged to the extent that it is not feasible to plan to enlarge the
existing spillway to provide the required spillway capacity.
Recommendations
It is recommended that the existing concrete spillway be replaced. It is also recommended that the
evaluations for the required width of spillway include evaluation of tail water effects during the full
range of flood flows for the 100-year, 500-year, 1/4 PMF,1/3 PMF and'/z PMF events. The analysis
will be reviewed with the State Dam Safety Engineer during the preliminary design phase.
2
Actions Needed
If you agree with the recommendations, let us know as soon as possible and we will prepare a
draft of the necessary changes in the engineering services scope of work to prepare the design,
construction drawings, technical specifications, and construction support for the spillway
replacement instead of repair of the existing spillway.
If you need additional information or have any questions, please call.
Donald L. Basinger, P. E.
Project Manager
Db/Rc
Attachments: Appendices 1 and 2
cc: Tillman Marshall
FILE G.IPROJECTS104211039 (NCDOT X-WAY POND)VtEPORTS (INCLANY CONTRACT DOCSrWVESTIGATION REPORT AND RECOMMENDATIONS 011-03-05 PRICE 03 LTR INITIAL INVESTIGATIONS AND
RECOMMENDATIONS.DOC
3

APPENDIX 1

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I,C/14/U4 1V:14 rtLA 1a4V37adJooj .7k.a1l.wnL ill. -31 "AnnlloDunu U. UVG
B 7
TEST Project X-Way Pand Spillway Boring Number.
chr70b&1 BORING Crossway Road Contrac t Number: 04211038
LOG Laurinburg. Virginia Sheet: 1 of 2
Scrlnabel Engln-Tins Ground W ater Obs ervations
BORE & CORE
Boring Contractor:
ORTH CAROLINA Date Time Depth Casio Caved
N
CHARLOTTE,
Boring Foreman: M. Seller S¢%(er^ Encountered 11/16 10:30 13-5' - -
Drilling Method: 21/4 I.D. Hollow Stem Auger
H completion 11/16 11:30 - - -
ammer
Drilling Equipment-. Dietrich X50 Track Mountw/Safety '

Casing Pulled
11/15
11:40
120' -
12 0
resentative: R. Reed
SEA Re
p
Dates Started: 11/16104 Finished: 11/16/04
Location: See Location Plan, Figure AI
Ground surface Elevation:
DEPTH
STRATA DESCRIPTION
CAS ELEV.
(IFT) ?Tu7m T S AMPLING TESTS REMARKS
(? DEP T H DATA
Asphalt FILL Pavement
Al
FILL
2-0
Poorly graded sand FILL, moist -tan
FILL
8
7+10+6
7+s+7
5 8
A2 5+5+a
Recovered 12"
2+1+2
10 8

13.0 Poorly graded sand, cqpl;j? - SP
tsagmerRs?rrd-aveeel; wet gray
/
` 8 WOR+1+2 Alluvial
Recovered 12'
L-- ?
1
-4A
Am
-6 Augers
.
. 15 scraping an
wood 15,541'
w
0-
r
F Recovered 3'

18.5
Poorly graded sand,contains root
SP
B
8
2+4+7
a fragments and wood, wet - gray
= 20
U
W
q?q
q
B

23'5 Poorly graded sand with gravel, wet - 5P-GP 14+20+26
gray and white 8
0 Z.
m canifnved on next page

Comments:
1. BORING SACKFILLED WITH AUGER CUTTINGS AND PATCHED AT SURFACE WITH CONCRETE.
12/14/04 _10:14 FAX [phone] SCHNABEL ENG ? GREENSBORO C?J003
4L
f1
a
Z
t]
U
'a
0
N
9
J
0
Z.
P
m
F-)
rWJ
Comments:
1. BORING BACKFILLED WITH AUGER CUTTINGS AND PATCHED AT SURFACE WITH CONCRETE.

? PEST '
h
b Project: X -Way Pon d Spill way Boris Number. B-1
? na
VI BOFZMG Crossway Road Contr act Number: 0 4211039
3cnn ober Engincering LOG L aurinburg . Virgini a Sheet : 2 of 2

?(FFr)) STRATA DESCRIPTION CLASS. (E _T) TM S AMPLING TESTS REMARKS
DEPT H pATA
28
5
. Poorly graded sand, contains root 5P 3+3+8
fragments. wet- light gray B 8
30
33
5
.
34
0 Poorly graded sand, tram gravel, wet- SP 6+7+12
. li ht ra 5M Residual (from
Rne to medium silty sand, molst- tan 35 sandstone)
and whlte
C
8 4+8+6
40.0 40
S
i
I
I
I BOTTOM OF BORING Cgl 40.0 FT.
if./ 14/ V4 1V :1a rya 104"00J00J .71.t111.WIIL Lilt. -? W'.zz rancnu LEj v u 4
TEST Project: X -Way Pond Spillway Bonn Number. B-2
chnabel BORING Crossway Road Contract Number. 04211039
Sennabcl Enoinocring LOG Laurlnburg, vrginla Sheet: 1 of 1
Boring Contractor. BORE & CORE Ground Water Obs ervations
CHARLOTTE, NORTH CAROLINA Data Tome Depth casing Caved

Boring Foreman: M. Z%4or- LIer Encountered 11/15 2:18 13.5' - -
Drilling Method: Z 1/4 I.D. Hollow Stem Auger
Completion 11/15 2:40 13.5' - -
150 Track Mount w/Safety Hammer
ment: Dietrich
Drillin
ui
E
?
g
p
q
SEA Representative: R. Reed Casing Pulled 11/15 2:47 114 - 11.4'
Dates Started: 11/15104 Finished: 11/15104 2 Hour Reading 11115 4:40 11.8'

Location: See Location Plan, Figure Aj
Ground Surface Elevation:
D? STRATA DESCRIPTION CLA55. SAMPLING TESTS REMARKS
(FT) TUM DEPTH DATA
Poorly graded sand Fill with gravel. dry -
A FILL 2+4+3 FILL
while FILL
Poorly graded sand FILL, trace silt,
2.0 moist- tan and gray
FILL 3+2+3
Poody graded sand FILL, contains
pockets of lean clay, moist - tan and
0 gray Collected Bulk
4. Poorly graded sand Fill., moist - tan FILL 2+1+2 Sample @ t4-T
5 8
A2
8 3+3+5
4+3+2
t0
7+5+5
14.0 Poorly graded gravel, contains wood, GP B Alluvial
wet -white and gray 1 g
8
5
.
1 poorly graded sand, contains pockets of SP 2+3+5
peat wet - light gray and dark gray B 8
ZD
5
23
. Poorly graded sand with gravel, wet - SP
9my
25
0
. BOTTOM OF BORING aQ 25.0 FT. 25
Comments:
1. BlLrl?ai=1?L-1;6L!Jpn?1? nnoi cr?r]y2artc>~ T,*_J&Fti- 7D ?r E?fqZ-) C- IF A`I
14/14/V4 iV=1a 2`9d ioguvo JJo VJ ,71,r11V:iDEL Wt. - -> ??NSLIVJ1?UnU t?VVa
TEST
4 Project: X -Way Pond Spillway Baring Number: B'3
-17nabel BORING Crossway Road orrtrdct Number. 04211038
schnabe[ Envfna=ing LOG Laurinburg, Virginia ee t: 1 of 1
Baring Contractor. BORE & CORE Ground Water Ob servations
CHARLOTTE. NORTH CAROLINA Date Time Depth Casing Caved

Baring Foreman: M. Slier, Icy- Encountered 11/15 4:00 - -- -
Drilling Method: 2114 I.D. Hollow Stem Auger
Completion 11115 4:15 #13.5 - --
meut: Dietrich 150 Track Mount -/Safely Hammer
E
ui
Drillin
q
p
g
SEA Representative: R. Re Casing Pulled 11115 420 8.3'
Dates Started: 11/15104 Finished: 11/15/04

Location: See Location Plan, Figure A
Ground Surface Elfavation:
DEPTH STRATA QESMIFTION CLASS. ELEV. TR SAMPLING TESTS REMARKS
DEPTH DATA
Poorly graded sand FILL. moist- tan FILL 3+3+3 FILL
A2

2.0 Fine silty sand, moist - pinkish gray SM 4+6+4 Alluvial
0
4. Poorly graded sand, moist - light grayish SP 3+2+1
tan
5
1+1+2
B
2+1+2
-10-
r
3
.
;
1 Poor1
y graded sand, moist to wet
SP
4+6+5 Moist to Wet
w
15
0
. 60170M OF BORING @ 15.0 FT. 15
Comments:
1. BACKFILLED UPON COMPLETION.
13vt'Acr
1L/ 14/ V4 1V:10 ran 104yeo"004 a\.I111.3"LL IIlvu -r unLf lvaDUilu - •?L UVV
TEST Project: ?C Way Pond spillway Boring Number. B-Q
chnabel BORING Crossway Road Contract Number. 04211039
Sohnsbel Engineering LOG I-aurinburg, Virginia Sheet: 1 of 1
Ground Water Obs ervations
Boring Contractor. BORE 8, CORE
CHARLOTTE, NORTH CAROLINA Date Time Depth Casing Caved

Baring Foreman: M. Seller- "mot Etr Enaountared 11/15 3:18 70
--
-
Drilling Method: 21/41.0. Hollow Stem Auger
Completion
11!15
3.30
7.0'
-
-
Hammer
150 Track Mount vv/Safet
Dietrich
'
t
illi
E
i
D
y
0
pmen
:
ng
qu
r
SEA Representative: R. Reed Casing Pulled 11115 3;35 6.ir - 6.8'
Dates Started: 11115/04 Finished: 11/15104 1. Hour Reading 11/15 4:30 6.8' - 6.9'

Location: Sae Location Plan, Rgure A,
Ground Surface Efevation:
'DEFTH STRATA DESCRIPTION CLASS. ELEV. SAMPLING TESTS REMAMM
SM DEPTH DATA
• Rootmat and Trisoil Sp 2+3+3 Alluvial
Poorly graded sand. trace slit, contains
root fragments, moist - light gray brown
Collected Bulk

2.0
Poorly graded sand, trace silt, moist-
SP
3+2+1 Sample
±2.0-40•
light gray brown
1+1/14-
_5_
°
7.0 Poorly graded sand, trace silt, wet ? SP 1+1+1/6"" Recovered 2
L?yw? ??? brwwt. B
9
0
. Poorly graded sand with silt, wet. gray SP-SM 8 1/12+1'
10-
13
5
. Poorly graded sand, wet - gray SP 1+2+3

15'0 BOTTOM OF BORING @ 15.0 Fr. 15
Comments:
1.1,eACKFILLED AT END OF DAY.
DftpA(-
1t,/ 14/ V4 lV=1a r.,iA la4VJa JJ 80J o,-tu,i.wnjL =,ik. ? %i1'1nW0DUAU U. UV!
A
TEST
? Project: X-Way Pond spillway Berm Number. B?rJ
?
hr?abe! BORING Crossway Road Contract Number. 04211039
SennaGcl Engineering LOG Laurinburg, Virginia Shout: 1 of 1
Boring Contractor. BORE & CORE Ground Water ob servations
CHARLOTTE. NORTH CAROLINA Date Time Depth Casing Caved
Baring Foreman: M. SeNet+ yak If Encountered 11/15 1:15 *7.0 - -

Drilling Method: 2 1/4 I.D. Hollow Stern Auger

Completion .
11115
1:30
10.9
' - --
Drilling Equipment: Dietrich P150 Track Mount w/Safety Hammer
D
SEA Representative- R. Reed Casing Pulled 11115 1.40 7.5' - 7.5'
Dates Started: 11/15/04 Finished: 11/15/04 Hour Reading 11115 4:35 7.3' - 7.4'
P
Location: See Location
lan. Figure Al
Ground Surfaea Elevation:
DEPTH STRATA DESCRIPTION. CLASS SAMPLING IS
1F REMARKS
. NM DFPTH DATA .
Topsoil 2+2+2 Alluvial

Poorly graded sand, trace silt, moist - SP
light gray brown

0
A
Poorly graded sand, moist- light tan 5P 2+1+4
0
4
. Poorly graded sand, moist- gray brown SP 7+5+4
5
7
0
. Poorly graded sand, wet - light gray SP 2+2+1
B
3+1+1
10
0
. Peak contains wood fragments, moist- PT 10
black
13
5
.
f Poorly graded sand, wet - whites SPY 5+7+12
15.0 15
BOTTOM OF BORING 15.0 FT.
comments:
1 1 BACKFILLED AT END OF DAY.

iL/14/V4 1V:10 r.11A 104uraddooi a?.t11V.'1DLL r.1YV kXAZZ110DVav 1K. UVO
i
HAND Project: X -Way Pond Spillway Hand Au er Number. HA-1
chnahjeI AUGER Crossway Road Contract Number. 04211039
SchnnDOl Engil7eering LOG Laurinburg, Virginia Sheet: 1 Of 1

Excavation Equipment: 3 " d ?u(ne;ur h WA- a-g?,r Location: See Location Plan, Figure A'
SEA Representative: R. Reed
Date: 11/16/04 Ground Surface Elevatlon:
Groundwater Depth: N/E
DEPTH ELEV- STRATA DESCRIPTION STRATUM REMARKS
(Fr) (I
Concrete Spillway Slab

0.5 Vold
?lo?p

1.1 Poody graded sand with silt, wet - gray

2.0 Poorly graded sand with silt, contains wood fragments, wet - 2+4+13
gray Bouncing on Wood:

25 HAND AUGER TERMINATED 2.5 FT. Cannot Advance Auger Past
Wood

F
GSA
J
mqW
Z

'
2
U
a
Ln
T
a
N

O
J
W
Q
O
S
z
Comments:
1. PATCHED WITH SACKRETE UPON COMPLETION-
1L/14/V4 1V:17 raA lo4UboJdoui a1.111V.y17L'L n1Vl+ -! ?riL'L1VJIyUriU
µ?uu?
HAND Project: ?-Way Pond Spillway Hand Au ar Number: HA -3
Gf7nabe/ AUGER Crossway Road Contract Number 04211039
9cnnabel Enginccring LOG Laudnburg, Virginia Sheet 1 of 1
Excavation Equipment* ?j Location: See Location Plan, Figure A/
SEA Rapresentative: F ;L J .
Date: 11116/04 Ground Surface Elevation:
Groundwater Depth: NIE
Day STRATA DESCRIPTION 517ATUM REMARKS
Concrete Spillway Slab Steel in Concrete =5116° DIA
1
Grout
0.9 - -
HANO AUGER TERMINATED 0.8 FT. Cannot Advance Hole Saw or
Jackhammer Past 0.6'
a
FN
qmW
V
y
d
C7
a
n
a
a
W
0
Comments:
1 . PATCHED WITH 5ACKRETE UPON COMPLETION.
1L/ 14/ V4 iV:10 r.1A 104uVoijoui Jl..WADZL, L11l+ -' IUALI]1VADVAU LYJ u1V

l
A Project X .Way Pond Spillway Boring Number HA-5
Chnzbal
NG
$ Crossway Road Contract Number. 04211039
do
Sohnabel Engfneerina L Sheet: 1 of 1
Boring Contractor_ Ground water ob servations
Date Time Depth I Casing Caved
Boring Foreman:
Drilling Method:
E
ment:
Drillin
ui
q
p
g
SEA Representative: F. Reed
Dates Started: 11/16/04 Finished: 11116!04

Location: See Location Plan, Figure A I
Ground Surface Elevation:
DEPTH STRATA DESCRIPTION CLASS. ELEV. STRAr SAMPLING TESTS REMARKS
(FT) (FT) TUM DEPTH DATA
Concrete Spillway Slab

0
8
. Void

DCP=
1
8 +4+4
. Fine silly sand FILL, wet- tan Umping
into Hole
?Z
3
5
, BOTTOM OF BORING Q 3.5 FT. Cannot
Advance Hand
Auger Past 3.5'
Comments:
1. PATCHED WITH SACKRETE UPON COMPLETION.
_ _ 1L/ 14/ V4 1v.1? r:?a 1?4Vy???oo.7 at,nlv.Ynay Lire
unDLlranunv LEJr. vll
HAND Project. X-Way Pond Spillway Hand Auger Number. HA -6
?rhnabG1 AUGER Crossway Road Contract Number. 04217039
SchnHdal E.,ginearing LOG Laurinburg, Vrginia Sheet: 1 of 1
Excavation Equipment: 3 ;tj(Vm c. r Y"4. X19 I-Ur Location: See Location Plan, Figure A I
SEA Rapresentativa: R. Read
Date: 11/16104 Ground Surface Elevation:
Groundwater Depth: WE
DEPTH ELEV. STRATA DESCRIPTION STRATUM REMARKS
Concrete Spillway Slab 1+
0.5
0.5 Grout
Fine silty sand, wet - gray
1.0 DCP-
Fine silty sand with gravel, contalns root fragments and wood, +13+14
wet - -gray
1.4
HAND AUGER TERMINATED Q 1.4 Ff. I I Cannot Advance Auger Past
Wood
S1

PATCHED WITH SACKRETE UPON COMPLETION.
12/14/04 10:15 M 15409533863 SCHN!i.BEL ENG -? GREENSBORO Im 012
HAND Project X-Way Pond Spillway Hand Auger Number. HAS
'h 7c" bal AUGER Crossway Road Contract Number 04211039
scnnabel Eng1naar7n0 LOG Laudnburg, Virginia Sheet: 1 of 1
Excavation Equipment:,'? k.K/1..k,- ?VWJ /?Ati dLeil? Location: See Location Plan, Figure A?
seA Representative: R. Reed J
Date: 11/16104 Ground Surface Elevation:
Groundwater Depth: N/E
DEPTH ELEV. STRATA DESCRIPTION STRATUM REMARKS
(FT) (FT) E
Concrete llw'-f Sl?l7
0,4 Fine silty sand, wet - light gray
VGP =
17+70+7
1.5 Sandy lean clay, wet - light gray

PCX a
I'5+5+8
3.0 Fine silty sand, wet - gray

4.0 Fine silty sand, contains roots, wet - gray

y50l0.9'
5,1 HAND AUGER TERMINATED 5.1 FT.
Comments:
1 _ PATCHED WITH SACKRETE UPON COMPLETION.
X-Way Mill Pond
Hydrologic and Hydraulic Analysis Results
The X-way Mill Pond Dam was modeled using the US Army Corps of Engineers HEC-1
Flood Hydrograph Package. The watershed was divided into four sub-watersheds with
Gum Swamp Lake, Richmond Mill Lake, and X-way Mill Pond included in the model.
The 1/4 through Full PMP rainfall hydrographs were developed using the National
Weather. Service's HMR-52 computer program. The USDA-NRCS Type II Storm
distribution was used for the 2 through 100-year rainfalls. A 48-hour storm duration was
selected based on the time of concentration for the sub-watersheds. The X-way Mill Pond
Dam was modeled using the existing conditions except with the bridge removed. The
existing conditions, are a top of dam elevation of 179.0 feet with a 96-foot wide sharp
crested weir spillway with a crest elevation of 172.5 feet. The results of the analysis are
shown in Table 1.
Table 1 H draulic Analsis Peak Values

Storm
Inflow (cfs)
Outflow (cfs) Reservoir
Water Surface
Elevation (ft) Depth of Dam
Overtopping (ft)
1/2 PMP 30466 30449 181.04 2.04
1/3 PMP 14302 14284 180.03 1.03
1/4 PMP 7923 7909 179.47 0.47
100-Year 6174 6160 179.27 0.27
50-Year 4723 4516 178.77 The topography of this region often has high tailwater affects due to low-lying areas and
very flat channel slopes. The tailwater can impact the selection of design storm to be used
to determine the required size of spillway. Also, high tailwater can lessen the effects of a
dam breach. For this reason a preliminary tailwater analysis was completed for X-way
Mill Pond Dam. The results are shown in Table 2.
Table 2 Tailwater Analvsis
v Tailwater
Top of Dam Spillway Crest Reservoir Water Surface
Storm Elevation (ft) Elevation (ft) Surface Elevation (ft) Elevation (ft)
1/2 PMP 179.0 172.5 181.04 179.30
1/3 PMP 179.0 172.5 180.03 175.05
1/4 PMP 179.0 172.5 179.47 172.57
e"`SfNFa
v.R 1?
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
MICHAEL R EASLEY
GOVERNOR
September 21, 2006
Mr. Brian Wrenn
DENR - Division of Water Quality
2321 Crabtree Blvd. Suite 250
LYNDo TIPPETT
SECRETARY
112ull:Nlynny
SEP 2 2 2006
Raleigh, NC 27604 '?D
' WATER Qugi,? n,
?wo sro?? ?
Dear Mr. Wrenn:
This letter regards the proposed replacement of bridge No. 61 and bridge No. 62 and
breach of the existing earthen dam along SRI 108 (Crossway Road) at Lytch's pond in
Scotland County (TIP No. B-3373).
The TIP B-3373 project replaces bridge No. 61 and bridge No. 62 with a single structure
approximately midway between the two existing structures and fills in the area of the two
existing structures with an earthen causeway. Bridge No. 61 is a single span I-beam
structure on steel piles and steel bulkhead approximately 53 feet in length which once
allowed water from Lytch's pond to flow to power a grist mill. Presently, no water flows
under bridge 61; therefore, no structure is needed at this location. Bridge No. 62 is a
three span timber and I-beam structure approximately 110 feet in length with a concrete
overflow spillway underneath.
A recent bridge inspection of Bridge No. 62 identified considerable deterioration of
substructure components as well as further damage to the concrete spillway, and as a
result, SRI 108 has been closed to traffic in the area of the bridge for safety reasons. To
repair the deteriorated areas to a degree that would insure safety requires that portions of
the spillway be removed. To accomplish this, the earthen dam must be breached to
relieve the spillway of water flow and provide another area for water to flow.
NCDOT has chosen a two part method of breach/replacement in an effort to open the
road up as soon as possible for travel. Part one will involve:
• Construction of a temporary cofferdam on both the northwest and southeast sides of
the dam encasing an area designated for the future stream channel.
• Removing the earthen dam in the area of the temporary cofferdam and constructing a
temporary structure which will span the entire breach area.
• Slowly lowering the temporary cofferdam, in sections, to allow water from the pond
to drain through the breach area.
MAILING ADDRESS: TELEPHONE: [phone] LOCATION:
NC DEPARTMENT OF TRANSPORTATION FAX: [phone] PARKER LINCOLN BLDG
PROJECT DEVELOPMENT & ENVIRONMENTAL ANALYSIS BRANCH 2728 CAPITAL BLVD - SUITE 168
BRIDGE PROJECT DEVELOPMENT UNIT WEBSITE: WWW.NCDOT.ORG RALEIGH NC 27604
1551 MAIL SERVICE CENTER
RALEIGH NC 27699-1551
Once the water has receded past the area of Bridge No. 62, the necessary repairs will be
made to the existing structure. After all necessary repairs are made, SR 1108 will be re-
opened to traffic. Work for part one is anticipated to begin in November of 2006.
Part two will involve:
• Removing the temporary structure and building a permanent structure.
• Removing and filling the existing structures No. 61 and No. 62.
Work for part-two is antis }gated to begin in the spring of 2008.
NCDOT anticipates, impacts to waters of the U.S., as well as wetland and stream
restoration, as a result 'of the dam breach. Wetland and surface water impacts will be
delineated utilizing available aerial photography, topographic mapping, LIDAR mapping
and water leVelestimates. Site verification will be conducted in questionable areas.
Impacts will be calculated based on the wetland and surface water delineation.
NCDOT will be holding a Citizens information workshop on October 3, 2006 in
Laurinburg, NC to discuss draining Lytch's pond and replacing the existing bridges with
the public. NCDOT and FHWA have concluded that this project will be processed as a
Categorical Exclusion. If you have any objections to this or comments on the project,
please provide to me by September 29, 2006 so any issues may be furnished to the public.
Sincerely,
Tracy . Walter
Bridge Project Planning Engineer
cc: Tim Johnson, PE, Division 8 Engineer
Greg Thorpe, Ph.D, PDEA Director
Felix Davila, PE, FHWA
Susan Thebert, PDEA - NEU
dd AATFq?
a..q
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
MICHAEL F. EASLEY
GOVERNOR
September 20, 2006
LYNDO TIPPETT
SECRETARY
MEMORANDUM TO: Meeting Attendees
FROM: Tracy A. Walter
Project Planning Engineer
SUBJECT: B-3373 Scotland County: Breach of earthen dam impounding
Lytch's pond on Gum Swamp Creek.
An onsite meeting was held on August 29, 2006 to discuss various aspects of breaching
the dam.
The followiniz neonle were in attendance:
Richard Spencer ACOE Gene Nocerino PDEA - NEU
Rex Badgett Division 8 Tracy Walter, PDEA - Bridge Unit
Tim Johnson Division 8 Bryan Wrenn DENR - DWQ
John Olinger Division 8 Art King Division 8
Susan Thebert PDEA - NEU Ken Averette DENR - DWQ
Zach McNeill PDEA -NEU Deanna Riffe PDEA - NEU
A recent bridge inspection has listed several components of bridge No. 62 as deficient
and in need of immediate repair. Because of the nature of the damage, along with the
instability of the bridge/spillway combination, the division is uncomfortable with making
repairs to areas above the spillway while not knowing actual conditions below the
spillway. Because of this, the division has requested that the TIP project be accelerated.
An alternative to the TIP being accelerated is for the division to breach the dam as an
emergency safety measure. The focus of the meeting was to identify issues as they relate
to permitting.
Richard Spencer noted that if the dam was breached as an emergency project using state
funds (non-federal funds) ACOE will be the lead federal agency for the project.
A Regional General Permit 31 is anticipated to be the permit required for this project.
Wetlands still need to be delineated. Since the pond covers a large amount of area,
Richard suggested delineating using aerials (orthophotography) and site verifying
questionable areas as wetland areas. DWQ agrees that this method is appropriate. DWQ
recognizes that actual impacts to wetland areas will not be known until after the pond has
been drained. The draining of the pond could actually form new wetland areas. DWQ
will investigate for an appropriate method of monitoring wetland impacts for this project.
Tim Johnston mentioned that State Bridge Maintenance Unit would be out to evaluate the
condition of bridge No. 62 on 8/30/06 and the determination of whether the road would
remain open or should be closed would follow.
• After inspection, SR 1108 was closed in the area of bridge No. 62.
The possibility of the project being done as a design/build project was mentioned.
Richard stated that if certain limitations (constraints) were not included in the
commitments the project may possibly require an Individual Permit for authorization.
• PDEA will incorporate more stringent commitments into the environmental
document.
Richard noted that if the Corps is lead federal agency the project would be subject to the
Corps implementation regulations, including implementation regulations for complying
with Section 106 of the National Historic Preservation Act. The Corps will consult with
the State Historic Preservation Officer and make a determination in the near future.
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B-3373, Scotland County
Subject: B-3373, Scotland County
Date: Thu, 15 Sep 2005 11:08:40 -0400
From: Richard Silverman <[e-mail]>
Organization: North Carolina Department of Transportation
To: Felix Davila <[e-mail]>
CC: Mike Penney <[e-mail]>
Felix,
I have created this drawing to show what is going on. The spillway at issue is below Bridge No. 62 at
bottom of page. The historic structures present are the Grist Mill, Turbine House, and Feed Mill. Some
of the mill pond is included in the National Register boundary, too.
I believe the proposed location to breach the dam (shown in red) is correct, but that has not been
confirmed. I marked it there based on conversations.
Thanks, Richard Silverman

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MICHAEL F. EASLEY
GOVERNOR
MEMORANDUM TO:
Richard Spencer
Gary Jordan
Chris Militscher
Felix Davila
Polly Lespinasse
Travis Wilson
Sarah McBride
Tim Johnson
John Olinger
Richard Hancock
Art King
Tim Welch
Greg Brew
I ge' 4Ja`,i4bOldp1
161
SEP 1 2,01
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION j
$ 7 r
SECRETARY
USACE
USF&W
EPA
FHWA
DWQ
WRC
SHPO
NCDOT-Div. 8
NCDOT-Div. 8
NCDOT-Div. 8
NCDOT-Div. 8
NCDOT-Div. 8
NCDOT-Rwy
September 2, 2005
David Williams
Dave Henderson
Max Price
Omar Azizi
Tim Coggins
Scott Conklin
Eric Midkiff
Derrick Weaver
Richard Silverman
Elizabeth Lusk
Jared Gray
Brett Feulner
FROM: Michael Penney, PE
Project Development Engineer
J).
NCDOT-Rwy
NCDOT-Hydro
NCDOT-Hydro
NCDOT-Struct.
NCDOT-Struct.
AG's -Transp.
NCDOT-PD&EA
NCDOT-PD&EA
NCDOT-PD&EA
NCDOT-PD&EA
NCDOT-PD&EA
NCDOT-PD&EA
SUBJECT: Replace Bridge No. 64 on SR 1108 over Gum Swamp Creek
Spillway, Division 8, Scotland County, TIP Number B-3373
Agency Meeting, Thursday, September 15, 2005
NCDOT, Transportation Bldg. - BOT Board Room
This meeting is to review the above referenced project regarding requirements and
permitting issues associated with breaching the existing dam.
The following is a brief project history:
• January 30, 1998 - Categorical Exclusion (CE) for the in place replacement of the
existing bridge with an on-site detour bridge was signed.
• January 2000 - Roadway Design expressed concerns with the replace in place
alternative regarding spillway maintenance and liability issues.
• October 2000 - Roadway Design requested a third alternative be studied to construct a
new bridge downstream of the spillway.
MAILING ADDRESS: TELEPHONE: [phone] LOCATION:
NC DEPARTMENT OF TRANSPORTATION FAX: [phone] TRANSPORTATION BUILDING
PROJECT DEVELOPMENT AND ENVIRONMENTAL ANALYSIS 1 SOUTH WILMINGTON STREET
1548 MAIL SERVICE CENTER WEBSITE. WWW.DOH.DOT.STATE.NC.US RALEIGH NC
RALEIGH NC 27699-1548

B-3373 Agency Meeting
September 2, 2005
Page 2
• November 2000 through February 2002 - NCDOT investigated various issues
regarding the third alternative and began writing an addendum to original CE for the
third alternative.
• February 2002 through January 2003 - NCDOT was proceeding with the addendum
when it was notified by HPO that the adjacent X-Way Milling Company was eligible
for the National Register.
• January 2003 through December 2004 - NCDOT continued investigating the logistics
of the third alternative without impacts to the X-Way Milling Company site.
• December 6, 2004 - NCDOT received a Dam Safety Order requesting the Department
to correct the deficiencies of the dam spillway or breach the dam due to safety issues.
• December 2004 to Present - NCDOT has investigated repair and replacement of the
spillway and has determined based on costs and continued liability issues that the
most prudent measure is to breach the dam and remove the spillway.
To help orient you to the project I have included the following:
• Site Location Map,
• Flood Plain Map,
• An aerial of the project,
• Photos facing east, west, north and south of the existing bridge, and
• An aerial showing the National Register boundary.
The intent of this meeting is to receive input regarding the proposed breach for the
appropriate Federal and state agencies.
If you have any questions or need additional information, please contact me at 733-7844
extension 260.
Attachments (5)
cc: File

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BRIDGE NO. 62
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1259 4
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NCDOT HIGHWAY MAP SCALE 2" = 1 MILE
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COT AN Za e, am
A, 381 Old dred
''lz'''''??h: \au MdT?37_ Laurinb tur! 71
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SITE LOCAT ON MAP ?son faun ur
TIP NO. B-3373 Maus ?Johns
%jcro Masty`'
BRIDGE REPLACEMENT
BRIDGE NO. 62 ON SR 1108
SCOTLAND COUNTY, NC

.. ZONE A
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BRIDGE NO. 62
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FEMA MAP =f 370316 0160 B
EFFECTIVE DATE DECEMBER 16,1988
NOT TO SCALE
LEGEND
ZONE A - AREAS OF 100-YEAR FLOOD-, BASE FLOOD ELEVATIONS AND FLOOD HAZARD FACTORS NOT
DETERMINED.
ZONE X-AREAS DETERMINED TO BE OUTSIDE -500-YEAR FLOOD PLAIN.
FIGURE 3
FLOOD PLAIN MAP
TIP NO. B-3373
BRIDGE REPLACEMENT
BRIDGE NO. 62 ON SR 1108
SCOTLAND COUNTY, NC

BRIDGE REPLACEMENT
BRIDGE NO. 62 ON SR 1108
SCOTLAND COUNTY
FIGURE 4A
TIP NO. B-3373
FACING EAST- OVERVIEW OF BRIDGE #62
FACING WEST- OVERVIEW OF BRIDGE 462

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BRIDGE REP;; ACENIENT
BRIDGE NO. 62 ON SR 1108 FIGURE 4B
SCOTLAND COUNTY TIP NO. B-3373
FACING NORTH - OVERVIEW OF BRIDGE 962
FACING SOUTH- OVERVIEW OF BRIDGE #62
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Figure 4
X-WAY MILLING COMPANY
Aerial Photo Showing Boundary
Laurinburg vicinity, Scotland County, North Carolina
- - - - - - National Register boundary
Aerial Photo from Register of Deeds, Scotland County Courthouse, Laurinburg
Replace Bridges No. 61 and 62, TIP No. B-3373/Scotland County
Edwards-Pitman Environmental, Inc./January 2003
12
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STATE OF NORTH CAROLINA
DEPARTMENT OF TkANSPORTATION
JAMES B. HUNT JR. DIVISION OF HIGHWAYS GARLAND B. GARRETT JR.
GOVERNOR P.O. BOX 25201, RALEIGH, N.C. 27611-5201 SECRETARY
February 12, 1997
MEMORANDUM TO: Mr. Eric Galamb
DEM - DEHNR - Water Quality Lab
FROM: Franklin Vick, P.E., Manager
Planning and Environmental B
SUBJECT: Request for Scoping Comments
Replacement of Bridge No. 6 on SR 1108 over Gum Swamp Creek
Spillway, Scotland County, State Project 8.2590401, TIP No. B-3373
The North Carolina Department of Transportation (NCDOT) has retained Wetherill Associates,
Inc. to prepare the Planning and Environmental Study (Categorical Exclusion) for the replacement of the
subject bridge. The bridge is included in NCDOT's 1997-2003 Transportation Improvement Program
(TIP) for acquisition of right-of -way in 1998 and construction in 1999.
This letter is to obtain your comments concerning the environmental impacts and scope of work
that should be performed with this bridge replacement project. Pertinent design data is as follows:
Classification:
Traffic Projection:
Posted Speed:
Existing Bridge:
Proposed Bridge Typical Section:
Proposed Roadway Typical Section
Possible Off site Detour Availability
Rural Major Collector
Construction 1995 - 2900 ADT; Design year 2020 - 8250 ADT
Not posted but assumed 90 km/h (55 mph)
Length - 33.5 meters Width - 8.5 meters; Built - 1975
Travelway - 7.2 meters; Shoulders - 1.0 meters; Total 9.2 m
Travelway - 7.2 meters; Shoulders - 2.4 meters
None
Attached for your review and comments is the vicinity map and contour map for the subject project.
Please provide your comments by March 14, 1997.
Thank you for your assistance in this part of the planning process. If additional information is needed to
assimilate your comments, please contact Mr. Byron Brady, NCDOT Planning and Environmental Branch
at [phone] or Mr. Norman Willey, Wetherill Associates, Inc. at [phone].
HFV/nw )LI _3,1 - 0 a? ?
Attachments a SLj
G V ?^ S vi k'_ C ?

APPROXIMATE LOCATION OF
SCOTLAND COUNTY
NOTE : ALL LOCATIONS ARE APPROXIMATE
FIGURE 1
SITE LOCATION MAP
TIP NO. B-3373 ?% I `•!`? etherill ? Associates, Inc.
BRIDGE REPLACEMENT consulting engineers
BRIDGE NO. 62 ON SR 1108
4915 Waters Edge Drive ? Suite 295 ? Raleigh, NC 27606
SCOTLAND COUNTY, NC [phone] ? FAX [phone]
NCOOT HIGHWAY MAP SCALE V = 2 MILES

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State of North Carolina IT4 7J
Department of Environment,
Health and Natural Resources
Division of Water Quality
Ja mes B. Hunt, Jr., G ove mor
Jonathan B. Howes, Secretary p ?H N F1
A. Preston Howard, Jr., P.E., Director
February 26, 1997
MEMORANDUM
To: Mr. Byron Brady, NCDOT, Planning & Environmental Branch
From: Cyndi Bell, NC Division of Water Quality L J
Subject: Water Quality Checklist for Bridge Replacement Projects
Reference your correspondence dated February 12 and February 20, 1997, in which you requested
comments concerning the scope of work to be performed by Wetherill Associates, Inc., for four bridge
replacement projects. The Division of Water Quality requests that NCDOT and its consultant consider the
following generic environmental commitments for design and construction of bridge replacements:
A. DWQ requests that DOT strictly adhere to North Carolina regulations entitled "Design Standards
in Sensitive Watersheds" (15A NCAC 04B .0024) throughout design and construction for this
project in the area that drains to streams having WS (Water Supply), ORW (Outstanding
Resource Water), HQW (High Quality Water), B (Body Contact), SA (Shellfish Water) or Tr
(Trout Water) classifications to protect existing uses.
B. DWQ requests that bridges be replaced on existing location with road closure, when practical. If
an on-site detour is necessary, remediation measures in accordance with DWQ requirements for
General 401 Certification 2726/Nationwide Permit No. 33 (Temporary Construction, Access and
Dewatering) must be followed.
C. DWQ requests that hazardous spill catch basins be installed at any bridge crossing a stream
classified as HQW or WS (Water Supply). The number of catch basins installed should be
determined by the design of the bridge, so that runoff would enter said basin(s) rather than
directly flowing into the stream.
D. To the maximum extent practicable, DOT should not install the bridge bents in the creek.
E. Wetland impacts should be avoided (including sediment and erosion control
structures/measures) to the maximum extent practical. If this is not possible, alternatives that
minimize wetland impacts should be chosen. Mitigation for unavoidable impacts will be
required by DWQ if impacts exceed one acre. Smaller impacts may require mitigation by the
U.S. Army Corps of Engineers.
F. Borrow/waste areas should not be located in wetlands. It is likely that compensatory mitigation
will be required if wetlands are impacted by waste or borrow.
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX # [phone]
An Equal opportunity Atfim,ative Action Employer 50% recycled/10% post consumer paper
Mr. Byron Brady Memo
February 26, 1997
Page 2
G. DWQ prefers replacement of bridges with bridges. If the new structure is to be a culvert, it
should be countersunk to allow unimpeded fish passage through the crossing.
H. If foundation test borings will be required, this should be noted in the document. Geotechnical
work is approved under General 401 Certification Number 3027/Nationwide Permit No. 6 for
Survey Activities. Written concurrence from the North Carolina Wildlife Resources Commission
and U.S. Army Corps of Engineers is required in designated mountain trout counties.
I. If this project is processed as a Categorical Exclusion, NCDOT is reminded that mitigation will
be required if wetland impacts exceed one acre, in accordance with DWQ Wetland Rules {15A
NCAC 21-1.0506 (h)(2) 1.
The attached table has been prepared by DWQ for your assistance in studying the systems involved in
these bridge replacements. This information includes the DWQ Index Number, DWQ Stream
Classification, river basin, and preliminary comments for each crossing. Please note that National
Wetland Inventory (NWI) map references are not to be replaced by onsite wetland determinations by
qualified biologists.
Thank you for your request for DWQ input. DOT is reminded that issuance of a 401 Water Quality
Certification requires satisfaction of water quality concerns, to ensure that water quality standards are met
and designated uses are not lost or degraded. Questions regarding the 401 Certification or other water
quality issues should be directed to Cyndi Bell at [phone] in DWQ's Water Quality Environmental
Sciences Branch.
cc: Michelle Suverkrubbe
Melba McGee
B2608.DOC
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` 1 I 1 ~ ' x I l w ~ \ NO. XW-2O3 SHEETS 1 - 4 FOR
1 \ ~ ~ I i ~ ~ Y~ ~ EXCAVA11ON ELEVATIONS. i ~ b
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64 TOP Of SEDIMEN~T~CONTOURS (INTERMEDIATE) , , , ©Schnabel En ineerin 2006 AN Rights Reserved \ 9 9
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1 O SEDIMENVCONTOU ) - { 1 fi Ij BOTTOM OF SEDIMENT CONTOURS INT ERMEDIATE) um~°r~m N® or. DRAWN BY: CH CKEO BY:
This drawing to CA DESOM Or. x be considered T6/" CDH/PK 0L /Tm cna e X-WAY POND BREACH DESIGN
fi 'NOT FOR p~1.SSlp
1770 - - - - - - EXISTING CONTOURS INDEX CONSTRUCTION DONALD DONALD L. BASINGER, P.E. Sahnabel Engineering EXCAVATION PLAN .R, 11-A oak Branch Drive
EXISTING CONTOURS (INTERMEDIATE) SEAT unless it bears 9522 SCOTLAND COUNTY, NORTH CAROLINA
the seal AND !S~dw~v Greensboro. NC 27407
signature of the NCDENR COMMENTS (LETTER OF 3/281061 V WO ~I TE. SCALE: DATE: DRAWING No. SHEET Phone: [phone] SCHNABEL PROJECT NUMBER 04211039.00
160 PROPOSED CONTOURS INDEX) Professional NC PROA e -----159 PROPOSED CONTOURS INTERMEDIATE) Engineer. pEy, DESCRIPTION DATE i.6 NC PRMSSIONK ENGINEER NUIKR AS SHOWN 7/28/06 XW-204 1 OF 1 3522 Fax: [phone]
4

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MATERIALS
V ~
1. USE A SYNTHETIC FILTER FABRIC OR A PERVIOUS SHEET OF POLYPROPYLENE, NYLQN, POLYESTER, OR POLYETHYLENE YARN, WHICH
UTILITY UNE . IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER A5 CONFORMING TO THE REQUIREMENTS SHOWN IN THE TABLE BELOW.
E PNY5ICAL PROPERTY IriEOUli'~I~IENTS
UTILITY LINE ~ ~ , N ~ FlLTERING EF~iGENCY 85X MIN
7 T T GUARD RAIL 'TENSILE STRENGTH AT 20X MAX STAN. STRENGTH-30 LBjLJN IN (MIN) { }
1 ~ EL,ONGAIION IN MIN
BORING . / O.J AL FT IN LAIN SLURRY FLOW RAtE B /SO /M ( }
- r.
TOP OF SEDIMENT CONTOURS INDEX ~ ; , 1 ~ , , _ , _ { ) I . 2. POSTS FOR SEDIMENT FENCES SHALL BE 4 INCH DIAMETER PINE, 2 kNCH DIAMETER OAK, OR 1.33 LB LINEAR FT STEEL WITH A . ! ~ MINIMUM LENGTH OF 4 FT. POSTS SHALL WAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
TOP OF SEDIMENT CONTOURS /INTERMEDIATE 16 j 3. FOR REINFORCEMENT OF STANDARD STRENGTH FITTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM MESH
v I I ~ Iy-~,r ~ i v v , ~ J v 1 4 ~ v / 1 1 S ~ ~ ~ SPACING OF 6 INCHES. EXTRA STRENGTH FILTER FABRIC DOES NOT REQUIRE THE USE OF WIRE FENCE. i
1fi0 BOTTOM OF SEDIMENT CONTOURS (INDEX} ~ ~ , ~ f ; , r / , , r ~ ~ \ ~ ~ CONSTRUCTION
--------{1~i1 BOTTOM OF SEDIMENT CONTOURS (INTERMEDIATE) C~" ,.m::;--~:" ,.~'1 , ~ ~ vv ` f ff . . ~ ~ ~ ~ ~ L ~ ` ~ ~ ~ ~ ~
~ v t v ~ ~ I w~. , ~ , \ i ~ ~ 1. CONSTRUCT THE SEDIMENT BARRIER flF STANDARD STRENGTH 4R EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
I r..~.....; ~ ~ \ f , \ \ \ - - - - - EXISTING CONTOURS (INDEX) - ~ ~ 2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 18 INCHES ABOVE THE GROUND SURFACE. ~ f ~ U T THE flkTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH- OF THE BARRIER TO AVOID JOINTS: WHEN JOINTS...... ` 3: CONSTR C
URS INTERMEDIATE _ ~ ~ ~ ~ - r `t ti ~ .~F _ EXISTING' CONTO ( ) ~ ! ~ ~ ` . ~ . r . ~ ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH OVERLAP TO THE NEXT POST.
~ i I` ' t _L..__.._ ~ ~ - _ _ y t y , ~ , I / ~ t 4. SUPPORT STANDARD STRENGTH FLTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING
, , \ _ - HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, OR TIE WIRES. EXTEND THE WIRE MESH SUPPORT TO THE 80TTOM OF THE \ TRENCH.
r' ~ I J 1 r I I r r \ \ f ~ i~r 5. SPACE POSTS A MAXIMUM OF $ FT APART. SUPPORT POSTS SHOUID BE DRIVEN SECURELY fNTO THE GROUND TO A MINIMUM OF
~ / - r ~ ~ \ - r i'`a. i t 18 INCHES. .
r ~ i ~ ~ rf. ~ ~ . r . r . ~ , ~ ` ~ . I r ~ ~ .p_\-_ 8. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND $ INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE . FROM THE BARRIER. .
r ~ ~ \ _ _ f r f ~ ~ \ ~ - ! I 1 r i" ~ ~ J ~ 1 v r _ 7, BACKFlLL THE TRENCH WITH COMPACTED SOIL OR GRAVEL PLACED OVER THE FILTER FABRIC.
I f I ~ 1 \ f 7 SEDIMENT FENCE MAINTENANCE _ _ .
, . . . 'A~ , i ~ i ' 1: INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL MAKE ANY REQUIRED REPAIRS IMMEDIATELY,
. 2. SHOULp THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME IN INEFFECTIVE, REPLACE IT PROMPTLY,
r ~ , 3. REMOVE SEDIMENT DEPOSITS AS NECESSARY 10 PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE _ ~ ~ PRESSURE ON THE FENCE.
" . % ~ ~ 4. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING ClEANOUT. REFER TO CONSTRUCTION SPECIFICATIONS SECTION 01565,
~v v r ~ ~ ~ ~ `I 1 f ~ ~ I v ~ ~ 1 f POLLUTION CCNJTROI. FOR EROSION CONTROL DEVICE MAINTENANCE. ~
''ti ~ I , I 1 1 t ~ ~ ~
r ~ ~ ~ ~ ti i ~ WITHIN t , ~ , SEDIMENT FENCE ICE WITHIN POST
\ ~ F~' CONSTRUCTION WORK LIM1T I ~ r I < , ~ WORK LIMITS ~ SEE ABOVE SPECS
- i ; \ r r FOR SPACING
I r' ~ ~ _1~. ~ / .__.L,. / ,r. ~ ~ ~ - ~
- / , i WIRE MESH FENCE
I, , ' , 'v ' CONSTRUC~ON WORK LIMi~T - t FABRIC FASTENED TO UPSLOPE J WORK LIMITS.
II , ~ ! r f . SIDE aF POSTS. SEE NOTES FOR 1
, v f ' i ~ '.v a ~ _ , , MATERIAL REQUIREMENTS. 1
~ , POSED _ PRO ti ~~AA~ s ~UC ~~Gn
t ~ ~ - ' ' . ~ po , ; ~ j ~ A~ fs~ s
_ . RAIMNG 4 _ SEE D l : X~~~ G I ~ FABR C p 6ACKFILL IN TRENCH
TAILS ..FOR DE ~ ' r , i~ ~ ~ ~ ~ MAX. 18 HEIGHT
~ " 1
% , ~ ~ ~ , pm SEDIMENT FENCE WITHIN 1
1 ~ - k• . ~ r ;'i. ' CONSTRUCTION WORK LiirflTS 1
i \ . ~ ~ ~ ~ ~ ~ .
J /
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1
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TEMPORARY SEEDING
' - Y VEGETATED SOIL SURFACE WHERE TEMPORARY SEEDING WILL BE PLACED ON ANY CLEARED, VEGETATED, OR SPARSEL ,
~ - SS THAN 1 YEAR INCLUDING THE TEMPORARY STOCKPILE AND STOCKPILES. SEE VEGETA~iVE COVER IS NEEDED FOR LE ,
~ . TECHNICAL SPEgFlCA1TON SECTIgV 02938.
r
Q ~ I i ~ ~ , . NG PERMANENT SEEDI
f WITH COMMON BERMUDA GRASS DURING APRIL -JULY. 5EE TECHNICAL
r i ~ ~ ~ ~ ALL DISTURBED AREAS WILL BE SEEDED ` SPEgFlCA1TON 02936.
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SR 1108 X-WAY ROAD

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This drawing to 00 DESOM Br.
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"NOT FOR
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o unless it bears 8822 11-A Oak Branch Draw SCOTLAND COUNTY, NORTH CAROLINA
the seal AND ADDITION OF TEMP STOCKPILE AREA AND N ~ DAWd 3"aK GYesnsboro, NC 27407 SCALE: DATE: DRAWING NO. SHEET
u of the o signature EROSION CONTROL DETAIL SHEET XW-205 7/20/ 0 GNIC PROFESSIONAL ENCwFER MAMBER Phone: [phone] SdiNABEL PROJECT NUMBER 04211039.00 AS SHOWN 7/28/06 XW-205 ~ OF 1
OF Professional ~D NC PRO rt, 8~ Engineer. REV. DESCRIP7110N DATE In 3822 Fwc 336-274-9488

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MARCH 3,1998

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$ X-WAY POND DAM IN SCOTLAND COUNTY, NORTH CAROLINA. THE MIORIC XW-202 (SHT. 1 OF 2) SITE MAP
INClUOES THE INSTALLAl10N OF TEMPORARY S1EEl. SHEEIPIUNG (OR OllIER XW-202 (SHT. 2 ~ 2) PLAN VIEW OF BREACH
s TYPE) COFFERDAM UPSTREAM AND DOWNSTREAM OF 1HE PLANNED BREACH y~
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NOT FOR Qe < . Z DONALD L. BASINGER P.E. Schnabe Engineering SCOTLAND COUNTY, NORTH CAROLINA
coNSTRUCTioN. SEAL DONA ` 11-A Oak Branch Drive
o unless it bears 3822 ON OF TEMP STOCKPILE AREA AND the seal AND ADDITI Greensboro, NC 27407 SCALE: DATE: DRAWING NO. SHEET
signature of the EROSION CONTROL DETAIL SHEET XW-205 7/20/06 DATE Phone: [phone] -201 1 OF 1
1, 6 N( Professional NC pR0FES510NA1 ENGINEER NUMBER SCHNABEL PROJECT NUMBER 04211039.00 as SHOWN 3822 Fox: 336-274-94$6 /~W
Engineer. REV. DESCRIPTION DATE e
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r j j ~ 1 / / ~ / / i + 1 / ~ ! ! ~
i i ! \ f i PORARY TEbi .
r \ ,
i 1 ~ , , ~ r , / ~ / .v ~ I , r ~ ( ~ v 1 ~ ~ ~ t ~ ~
~ tt ~ , rl i ~ I ~ 1 i r I ~ r ~ ~ ~ ~ vti UTILITY LINE ~
I I I / ,t'~ ~ 1 ~ r y / ! / i O ~t.
T T T GUARD RAIL B-i
ORING B
, P , t 1 _ ~ i
' , , RS INDEX 6 TOP OF SEDIMENT CONTOU )
I ; OURS INTERMEDIATE 64 TOP OF SEDIMENT CONT )
r ~ ~ / f ,
I ~ r ~ / r ~ i RS INDEX - 160 BOTT~I OF SEDIMENT CONTOU ) . _ _ . _ _ ~ 1 } - - _ - - - - BOTTOM OF SEDIMENT CONTOURS IN M DIA
/
- _
J I - _ 1, i . CE VMTHIN IMENT FEIV SED THIN - EXISTING CONTOURS INDEX)
i ' ` u~i r : 11tM1 TRUC ONS ITS _ EXISTING CONTOURS INTERMEDIATE) uN ~o~c
t_ _'aNr ~
~ ! ~ i
~ ~ !r ~ / j ! ! ~ ~
, ~ ! ~ , ;ri 1
/ I r / 170 r
~ ~ v 't 1 'I !
i t /i / f * ~ / '
; , r r ~i •
'172 ~ ~ ~ . _ ~ _ /
~ / i ' IN ELIDES THE ROADWAY
/ / ~ i 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALU THE UPSTREAM FACE OF 1. STRUCTURE REMOVAL FROM THE WORK AREA C A 1. A SHEET PILING WEIR 'SHALL BE INSTALLED AT { N 1NIE CONCRETE AND INSTALL.A110N OF Ay~N~, T}IE PAVEMENT, GUARD RAILS, AND POSTS. IN ADD 110 ,
i ` ~ AND DOWNSTREAM OF THE WORK AREA ~V ORDER _ i , ~ C(>F`FERDAM UPSTREAM TO THE ROCK RIPRAP AS 'SHOWN ON THE CONSTRUCTION DR AM A :A Nd ORDER TO BE ABLE RETAINING WALL IN THE WORK AREA DOWNSTREAM OF THE D SH LL
. ~ ~ IN57ALL THE PERMANENT BREACH THROUGH THE DAM WHILE IN A DEWA11 TOP ~ THE SHEET PILING SHALL BE ELEVATION 164.0 FOR THE IN A DEWATERED CONDIII(]rl. BE REMOVED TO BELOW THE PLANNED GRADE FOR EROSION CONTROL 24--FOOT MADTH OF THE BREACH CHANNEL. THE REMAINDER OF TtiE
~ ` i66A FOR THE PROTEC110N. SEE DRAWING XW-204, EXCAVATION PLAN. THE SHEET PILING WEIR SHALL NAVE A TOP ELEVATION OF pItAW~IGS TD DEFlNE R AINING BEYOND
r.. r - ~ ~ 2. A STEEL SHEET PWNG COFFERDAM WALL IS SHOWN ON THE DRAWINGS ~ WIDTH SHOWN ON THE DRA~VI~VGS. ANY OTHER PILING EM THE ACTUAL TYPE OF COFERDAM 2. EXCAVATED SOILS, SUITABLE FOR FlLL AND NOT UTILIZED AS EARTH FILL
i TOR SHALL PROPOSE THE ACTUAL WORK AREA, HOWEVER THE CONTRAC i ' ! ~ ~ RUB TO BE FLUSH WITH THE RUBBER BLADaER5, THIS PO~VT MAY BE PULLED (OR DRIVEN FROM THE WORK AREA AND HAULED AND ~A-DAM, ON SITE, SHALL BE REMOVED
r` ~ THAT ME PLANS TO ~ISTALL, SUCH AS SHEET PN.ING, PORT-A-DAM, . ~ ETC. GROUND AT THE END OF THE P~MD DRAW-DOWN PERIOD AND BECOME Y STOCKPILE AREA APPROXIMATELY ) PLACED IN THE SPECIFIED TEMPORAR
' THE PROPERTY OF THE CONIRACTt>1;~.OR VENDOR. WORK AREA AND ON THE DOWNSTREAM SIDE OF 1650 FEET WEST OF THE
I ~ ~ ~ ~ ~ BE INSTALLED AND THE WORK ARE ~ ~ 3. THE DOWNSTREAM COFFERDAM SHALL E WORK AREA DEWATERED ~ A .SEE TECHNICAL SPECIFICATION SECTION 02315. SR 1108, XWAY RO D
'i ~ TOP ELEVATION ! ' ~ BEFORE ANY EXCAVATION BEGINS AND THE COFFERDAM ELEVA110N SHALL BE AT
: , i ` , ~ THE WATER BEING PUMPED SHALL BE DISCHARGED INTO T LEAST 168.0. I TO THE PONa . RGED N F THE ` TED AFTER COMPLETION O
~ - ~ ~ TREAM OF THE DAM. THE COFFERDAM SHALL BE REMOVED AFTER Ly ~ . ; ~ - UP5 TOR OR VENDOR. THE CONTRAC
_ AND WILL BECOME THE PROPERTY OF THE CONTRI ; ti\ BREACH INSTALLATION / + ~
m ~ / S~iN BE INSTALLED AND THE WORK AREA I q G ~ ~ ± - ~ 4. THE UPSTREAM COFFERDAM SHALL D BEFORE WORK AREA DEWATERE
r / ; SP~.LWAY, ~ ANY EXCAVATON BEgNS. THE WATER BEING PUMPED SHALL 8E pl i~ u_. _ ARGED INTO THE 8E OISCH
a / AND BRIDGE ~ ~ UPSTREAM OF THE DAM. ALL EXCAVATION AND INSTALLATION OF ~ POND OF 1HE EROSION ' , 4LLAT10N POND WATER
` , ` \ CONTROL (RIPRAP) LAYERS SHAH BE CONSTRUCTOO WHILE MAINTAINING a ~ - MAINTAINING THE
OW THE TOP OF THE COFFERDAM. g / LEVEL BEL
~ ' / ~ 5. THE UPSTREAM COFFERDAM TOP ELEVATION SHALL BE THE RESPONSIBLU' TY OF THE RESPONS181U
_ - _ CONTRACTOR. THE POND WATER LEVEL MAY BE L a / MAINTAINED ANY LEVEL AND
m ~ BELOW THE TOP OF THE COFFERDAM. THE MINIMIUM RELE I AT ANY LEVEL ~ REQUIRED ~IIN~IUM RELEA
~ DURING CONSTRUCTION SHALL APPROXIMATE RUN-OF-RIPER, OR INFLOW OW. E AL OUTFL Q~ OR INFLOW QU
ATER LEVEL
% i COMPLETED THE REMA~IING POND - ~ 6. AFTER THE BREACH INSTALLATION IS , 0 ?~IING POND W 40 20 a 40 e0
THAN ONE FOOT PER DA . l SLOWLY NOT MORE ~ e SHALL BE LOWERED i ' DZ DA .
• ©Schnabel En Ineerin 2006 All Rights Reserved SCALE 1 *4a 9 9

d DESNWD BY: BY: DRAWN BY: CHECKED BY. /PK Die BREACH DESIGN
TC/1" TV" AM BREACH SITE MAP
Fbe wing to ~H CARp x sidered FOR DONAL D s''~ l° X-WAY POND C DAM /TM?
DONALD L. BASINGER, P.E. schnab®l Engineerin01 g SCOTLAND COUNTY, NORTH CAROLINA
UCTION EA AND SEAL ADDITION OF TEMP STOCKPILE AR 11-A Oak Branch Drive ir^ Greensboro, NC 27407 SCALE: DATE: DRAWING NO. SHEE1.
t bears S8?~ 00 al AND EROSION CONTROL DETAIL SHEET XW-205 7/20/ l~?G
d t signature of the NCDENR COMMENTS LETTER OF 3/28/W) 5/22/00 DATE: AS SHOWN 7/28/06 XW-202 1 OF 21
4 7 Professional NC PI j, NC PROFESSIONAL ENGINEER NUMBER SCHNABEL PROJECT NUMBER 04211039A0 : Phone: [phone]--9486 9456 3822 Fax
REV. DESCR+TION DATE Engineer.
a i

i 1 f
` ~ ~ r I ~ ~ ~ j /
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I r ~ TOP OF X78 STONE I ~ ' T0~ OF BALL ST STONf+ ` ` r TOP OF BALLAST S O ~ r
I ~ r , ,r j
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/
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10,00 1 r ' ROCK RIPRAR / ' ` LEVEL AT - /
i v~ fi` / El.. 175.5 , ~
( t f ~ r7 / M /
7 1 176 ~ c - / ~ ~`EXIS G 1-FT. ONCRE - ~ ' - - _ _
' t . o ~W ~ / ~ RET NIN ~
i / ~ ~ / i ` GR~ ,
1 ~ 1 ~ / r 6 i LEVEL AT EL.175.5 ~ ~
~ r~ ~ f / ~
' r I ~ , / a ~
t r i / ~ ~ ~
} " ~ - 17 .778 21.00 ti WATER EL. 2 ~o / i
" 3398 + I
E / f /
" ti + ~ , i / ~ ( q
+ r + ' r ~ r ~ ti0 l ~ ~
~ ~ r 1 ~ ~ i
~ ~ r ~ i . t \ I ~ ~ ~
~ > I
~ 1 ~ C
,.r ~ TOP TEMPORARY TOP OF
" COF RDAM TO BE ' ~ TEMPORARY
" ' R + DETERMINED B CONTRALTO t ~ ~ F RDAM COF E J
~ ~ + TO EL. 168A I I
~ t ~ ~ c CHANNEL BOTTOM I i
1 l ~ ~ 1 ~~Z ~ T .163.0 ' ,,.d LEVEL A EL J N o
" ~ -U v 1 " p Z I ~
~ , ~ ~ 1+50 ~ 5 2+00 I LEVEL T _ _ _ _ ~
w ~ 1+00 ~ b I ~
I + I 4. ~ ~ Z ]
r ~ Q Q r `t ~H~N ~ I ~ ~ / • ~ "
r ~ " Q. A ~ ~ U ~ FLOW r ` ~ _ i CENTERLINE OF ROADWAY -LAT.: ;3444(40 ~ LONG.: -7'3140 I .
r ~ ' i ti RUNE OF Bt~EACH dHANNEL STATI 1+67 CENTE QN I i
P - 10.00 r' - ~ ~ ~ , EXISTING SMALL
_~C1 f' ~ ~ _ _ ~ ; i ( POND
r - _ _ ~ ~ i - ~ r I ~ ~ ` + ~
I ~ ~ (~j t 1 ~ ~ I ~ i ~ i
~ ~ ~ + ~ 1 i
+ ~ + ~ ~ + ~ ~ ? I ~ I i ~
~ \ \ ~ C I
\ \ \ A I ~y. ,
i
I 1 1 \ i ~ \ ~ , 131
A ~ ~ I ~ ~ 1 Y I ~ ~ 'gyp °g 1 ~ ~
~ ' 164 R CK ~ u> I TOP OF 0
~ ' -P ' - RIPRAP LEVEL AT r . / ~ i ~
, r ~ ~ EL.166A r , i , (
r r ~ I
r , r ~o ~ p C~ ~ LEVEL AT ~L. 175.5
1 ~
i ~
, ~ it r ' ~ i \ f ~ i N j
21;00 76 ROCK RIPRAP ~ ~ r„ r \
' ~ r ~ r ~ LEVEL 1,4T M /
~ ~ ' ~ r ~ ~ ~ ~ t 10.0;0 i ~ EL. 175.5 ~ ~ _ _ _ _ _ _ J co
m ~ o ~ .
~ ~ r ~ 1 S ' i ~ ~ N i`
! lI ( ~ ~ ~ / ~ ~ ~ ~ l ~
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r ~ ~ i ~ r ~ 1
` . ~ t `L
+ ~ ~ r +
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~ ? / ~ ~ . °~.TOP~OF BALLAST STONE
! ~ " 1 ~ ~ J ~ 1 ~ r
~ \ + RAJ i
4 1' i ~ ~ ~
~ ~ ~ , ' ? TOP OF ALLAST STONE S"" TOP X78 5TONE
a ' . ' ~ 'TOP F 78 STONE • i ~ 163 ~ ~ , , ~
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~ _ ~ ~ / I ! ;
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~ r I t-- ~ 8-1 80RiNG , , ~ I ~
i ~16 ' I i ~ SCALE 1"~10'
NT CONTOURS` tNOEX 6 TOP OF SEDI1?~E ) ' I ~ Sehnabd Engineering 2006 All Ruts Reserved
164 TOP 01` SEOIM~NT,CONTOURS (INTERMEDIATE) ' I
- 160 SEDIMENT CONTOU )
BOTTOM OF SEDIMENT CONTOURS INTERMEDIATE)DESIGNED BY: N CAR WED BY.. DRAWN BY; CHECKED BY. c DI.B/nr ND BREACH DESIGN
Fbe wing to 00, /D ~'t........... sidered 0 I>:OR 0 c ~e 17c'11 X-WAY PO N VIEW OF BREACH
- - - - EXISTING CONTOURS (INDEX) " DONALD UCTION SEAL DONALD L. BASINGER, P.E. C PLA Schnabel Engineering SCOTLAND COUNTY, NORTH CAROLINA
72- EXISTING CONTOURS (INTERMEDIATE) t unless it bears 8822 - 11-A Oak Branch Drive
the seal AND <v signature of the NCpENR COMMENTS LETTER OF 3/28/p6) /22/06 'III` Greensboro, NC 27407 Phone: [phone] SCALE: DATE; DRAWING NO. SHEET DATE: SCHNABEL PROJECT NUMBER 04211039.00
- ~ 16p PROPOSED CONTOURS INDEX) S~ NC PRO 7/28/06 202 2 OF 2 5SHOWN NC pRpFESSiONA1. ENGINEER NUMBER AS 336--274-9486 Xw-
----------159- PROPOSED CONTOURS INTERMEDIATE) Professional Engineer. lqEv. DA~ L 3822

. 200
_...._r...........__..__ , . . r-- _ - ,
2 _..~._w_. _ _ I E { i
{
i i
a i , , EXI5TIN
-f i
~ . ~ , t , i ?
' t i { F i i i F
TOp RIPRAP ~ ~ ~ ~ ~ i ; ( ~ 1 175.5 ~ ~ ~ ~ a ' f f
I E { L' ~ ~ ? ;EXISTING GRADE i ~ r i i ) i ~ i ~ DE i . ~ ~ ~ N_._.
I ~ - 1. _ I.... ~ _ 7 i.
_ ~ ~ 180 ~ ~ ~ 3 ; 3
-"`11 j ~ ' ! 1f
~ ~ 24.0 { f 1 { i ~ ~ t
{ i I BOTTOM OF CHANNEL ~ i 4.5 1.7 1.7
IsEVEI AT EL 163.00, _ ; _ _ - , _f i. _ . 44.8, EL~1 V~5 5 75.5 EL. 1
_ , ~ TOP OFD RIPRAP ~ ~s
~ { DETAIL A i SE~ -~4.8, EL. 1 ~'S.5
I THI SHEET ~ ~ I t3: I 4 i 2
{ ~ 1 , 9.5 12.83, EL. ~ 5 , 1 c~ ~ 0~ 'o. 5~
{ _ _ . } 160 P~ 5 ~ ~ 1
~ { i 160 { ~ ~ 1 g 0~
24-INCH LAYER ROCK RIPRAP 55 2 GSA 1~
3 ' ic) NE TO 1` S . ~ 9 INCH LAYER BALLAS ,
i ; ; ; ~ i t
=12.83 EL. ! 59.5 9 ;INCH LAYER; NCDOT #78 !STONE
1+Oq
0+50 0+50 0+00
1+00
M •
SCALE 1 "=2'
SCALE 1„=10' 2 1 0 ~ 4
10 5 0 10 70
__.....r.....___.._ ,
r...._.._..._._.. j
00 _ 2 I f
~I ' ~ ~ " ~ " i ~ NG.. -79 3140
OF ;ROADWAY - ;LAT.: 34 44!40 ; LO CEf~TERLINE ' OF'BREACH CHANNEL 5TA11(~I 1+67 ...w _ . .
1 _ ' CEhITERLINE
_ . - . m..,, i ` .m.T ..._u 'CHANNEL ;BOTTOM OF
i i 1 ' ~ { OP bF TEMPORA(~Y LEVEL AT E4.. 163.00, ! T ,
' j , ; EXISTING :GRADE OF RIP~tAP ~ ~ COFFERDAN~ TO EL. 16.0 ~ TOP

r COFFERDAM ' TOP OF TEMPORARY ~ ~ ~ _ r_. , _....1 ~ ~ ; ~ ~i
. ~ ~ _ _ m ~0 8E DETER'INED 6Y CONTRACTOR S T - - - F NCDOT 78 STt~NE _ ~ -LIMIT 0 #
SEE Nq~ES THIS HIE ~ ~ 1 . STA. 2~F78.7, EL. 158.0 0
II iY~ ~ i E
VEY ~ ~ TOp OF SEDIMENT SUR GROUT THE ROCK RIPRAP WITHIN I I I; i i ~1` I
(DEC., 2005) 10 FEET OF SHEETPILI~IG I j _ LIMIT _OF BALLAST STONE ~ r - - _ _ w ___y ` :FILL _ _ . ~ EL. 158.0
Aa ~ - ~i N j i I _i......._ n.... . . ~?rr i . i ....n-. M....-_-__-
' ...w... _ . . II ~ i i ,
I C I; I - LEVEL AT EL. 158.4 .._____i_..~ ~
r.«.__.., I fy f li.l ' f I
~ P S GP ,
_ _ - - ~
160 L, w_......... ~ t ~ i . 1 .5 - 1 I I STA. 2+39.4, EL 59 J
~ 0.00 I I ~ STA 0+82.8, ELF 159.5 24-INCH LAYER ROCK ~tIpRAP 1 ~ , i 1.5
ii W ~ f
BOTTOM OF SEDIMENT SURVEY; ~ ~ T STONE I I 9 ~-INCH LAYER: BALLAS s ~ ~ ~ V .4,-- - 24~INCH LAYER ;ROCK RIPRA~ ._._..._...w..........__....._._..._..._.._._.. _
I DEC., 2005 i ~ I I SP--GP { i i _ . EL. 1545 , ~ EL. 154.5 R ~ BALLAST STr~NE
. _ _ _ _ M_.;. . . . LAYER N OT # 8 S E ~ ~ 9-INCH C~ ~ 9 ,INCH LAYE , ;
II ~ SP ~ , II 9'-INCH LAYERS NCOOT ~78STONE SIN AppROX, EL, 158,0. EXI5T~NG BOTTOM OF BA ~
`i i I ' ~ ' ' H ' i ~ ASII~ IS LOWER, EXTEND THE ~OCK IF B
II BA51N. ; RIpRAP TO THE BOTTOM OF THE
M S s
ELEV 0 0 ~ ~ o ~ rn o o o ~ ~o
140.00 o ° ~ ~ ~ ~ o ~ ~ ~ ~ u7
~ h ~ o~ h o, o 0 a0 00 cA M ~ ~ ~ t0 c0 ~ r ,r
~
I ~ (G ~ r r.. r- q r N z+84 ~+ao
m 2+20 2+40 2+60 0 1+80 2+00
1+20 1+40 1+60 0+60 0+80 1+00
0+00 0+20 0+40
20 03 ~o ~ o ~0 20 20
SCALE 1 -10
~ 5chnabel Engineering 2006 AA Rights Reserved
s
tunlurnrpi~i DESIGNED BY. DES040 BY: DRAWN BY. CHECKED BY:
3 NOTES: X This drawing to GRi g TG CROSS SECTION *M cDH/Pc OF BREACH AND DLB,/~ X-WAY POND BREACH DESIGN nar e
considered /q SHEET XW-202, 2 OF 2, FOR PLAN LOCATION OF BORINGS 9-1 be "NOT FOR OF BREACH CHANNEL RUNE PROFILE CENTS
1• SEE AND 9-2 SHOWN ON SECTION C. 4 BASINGER, P.E. cel En ineerin ROLINA DONALD L Schnab g 9 SCOTLAND COUNTY, NORTH CA
CONSTRUCTION" BONA SEAL 11-A Oak Branch Drive
SOUTH OF THE CENTERLINE OF unless it bears 2. 9-1 AND 9-2 ARE LOCATED 30 FEET Green A~: DATE: DRAWING NO. SHGreensboro, NC 27407 SCALE: DATE: DRAWING NO SHEET «
BREACH 9622 " ED CHANNEL. the seal AND ~ signature of the d --203 1 OF 4 7/28/06 Phone. 336-Z74-945fi
tN, Professional NC PROFESSIONAL ENGINEER NUMBER 5CHNA8EL PROJECT NUMBER 44211039.00 3622 FqX; 336-274-9486 AS SHOWN
~ Engineer. REV. DESCRIPTION DATE VkS
~

~ ' `
I ~ ~ k r
; i ,
E:ic E ~ISTING GRADS j ; ;ROCK RIPRAP LEVEL ~ 'E
1 ~ r ROCK RIPRAP LEVEL AT EL. 175x5 '
TEMPORARY COFFERDAM TOP OF ~ ~ AT EL. 175.5 , 10.00 s , . _ . _AS DE_TERMIN~~ 9Y_„CONTRACTOR.,,., ' ...u.. .
180; ~ TOP OF TEMPORARY COFFERDAM ,
~ 'i, , ~ TO EL. 168.00
E ~ i i ~ ' 3 1L- 3
21.00 ~ ~ 1 ~A.1+42.4 , TOP OE SEDIMENT SURVEY i 1f~" - S : STA. 1 +93.6, ~ i 1.5 1 i MIT ~ C_DOT 78~ STONE i
z 15 i ~ ~ i ~ EI~.175.5 . (DEC.,:; 2005 F TOP OF ROCK - _._~._....._w_.......~..,. - W...._._.__ i EL. 175.5 U 01~ N - _ ST~~2-x-88.5 . _._r._,....._w ...............__..._,.__.~---~_._r. ROCK
_ W..., _ _ ~ t STA.1+37.1 ; RIPRAP LEVEL -
. ~ EL. 166.0 ~ ` ~ ~ •1 i STA. 1-P: 32.9, EL. 172.0 i AT EL. i 62.0 STA. 1+98;9, - - __j_ ~ ~ STA. 2+2~.2,
3 { ~ EL. 172 0 i EL. 17.0 ~ - j EL. 17.0
~4-INCH LAYER ROCK RIP AP , 3 24-INCI~ LAYER ROG~K RIPRAP 1 E , ~ti
: ~ ~ _ . _ f ;
~ ~ ..r_ , ~ ~ AST STONE ~ ~ ~1? 9-INCH LAYER BALL 5 ~
160 ~ 9-INCH LAYER ~ALLAST STONE ' ~i ! i STA. 2+ 9.4,
~ ` 1 BOTTOMS OF SEDIMENTf SURVEY ~ ~ ~ ~ ? ~ -f ' H AVER NCDOT 78 STONE EL. 158.5
9 NC L ~ # 9-INGH LAYER NGDOf X78 STON StA. 2+83 9, } i ,
DEC. 2005 STA.0+82.8 _ , STA. i~;+04.4, ' 1625 EL El. 157 0 _ _ _ . _ _ . _.m.... _ ~.w. ,
TOE OF RIPRAP i ~ STA. 2+61.7, EL. 158.5 , ,
{ E STA. 2+85.7, EL. 160.0
~ ~ i LIMIT bF 6ALLAST STONE '
r i STA.'; 2+87.1, EL.160.0
I ~
TUC ELEV D~-- 140. AO
O ~ oD n ap O M N co v~ O O ~ pp tf! M ^ ~ tp ~ t0 ~ tD ~D ~
O O O O O d: d: off ~ t0 ~ Qi ~ cV ~t' n ~ ~ et d' `t ~ ~ tp ip c0 t0 ID iD tp n n ~ ~ r.. r r' w
~ (Q {p r r r r r r r r r r r r'
1+4a 1+so +20 2+40 2+60 2+$0 3+00 1+80 2+OO 2 ~o
o+4a o+so 0+8D 1+DO 1+20 o+oo o+~o
2~ ~ 10 5 0 10 20
SCALE 1 =10 ~
w
~j U
W N
. _ a S _ _ _ i
i TOP OF TEMPORARY COFFERDAM
~!ss ~ G ` .0 TO EL. y 68 G GRADE ' ~XISTiN ~
i I ROCK RIPRAP LEVEL = i'
ROEK RIPRAP LEVEL ~'OP OF TEMPORARY COFFFI~RDAM 14,00'? , AT EL 5 . 17 . . AT ~ EL. 1 5.5 _ __.r~.
. ' AS .DETERMINED BY CONTRACTOR _ .r. ...,._....._._..y . _ . . _ M.._ _ . IT OF ;BALLAST ST NE ` IM L ~ - ~ j
180;- STA. 2+69.2, EL. 165.0 LIMIT 0~
~ T0~ OF RIPRAP OT 78 STONE ~ NCD ~
3 i 3 165.1 1L.. STA. 2+b$, EL. STA. 2±70.3, , STA.2~00.1,
IMENT SURVEY :21.00 1t""~"' - ~1 S~A. 1+42.4, TOP OF SED 1 EL. 175.5 1.5 ~ 267.97:. ~ E1. 175.5 ~ EL.1 4 a_
;TOP OF R , K : ...r.._ w.. . . ._i.. _ r _ ......RiPRAF.. ........t_. _ 4 r ' +27.2 1 STA.2
: i . r. , _ . ;STA. 1+37.1` ~ ! EL. 1 x'2.0 _ _ I
EL. 166.0 - STA. 132.9, ; EL. 172.0 -ill ~ E STA.2+05.4, - 3
3 ~ EL. 172:0 EL.17z.o Z4-INCH LA1t~ER ROCK RIPRAP ~ i
24-INCH LAYER ROCK RIPRAP 1.5i
: _.m _ r _ , __.~._...w_.,...,_.._.- ~ - LL.__ . i 9-INCH LAYER BALLASTI5TONE '
160 . _ _ . _ ; _ _ _ 9-INCH LAYER ~ALLAST STONE ~i i i
ii ~ ~ 9-INCH LAYEf~ NGDOT 7$ STONE
ii ! ` i ` < < i # i i
BOTTOM+, OF SEDIMENT SURVEY ~ ~ ~ 9-Ii~CH LAYER NCDOT 78 S~'ONE ~ ;5TA.0+82.8; +66.2 E~.. 162.0 ; 5TA. 2 ,
STA. 104.4, : ` ~ L. 162.5
. _~_~w.......---- . . ...:r . ~
: i r . ~ i ~ '
k i
: i U~ ELE T A D
14D. 04 ~ ~ o a0 ao ao 0 0 0. f o o r` ~ vi ~r ~r
~ ~ r N n ~ M d1 O C M cV 0~ ~ ~ cp j OD 00 ~ r ~ h cp ~ tD c0 t~0 r r-
co ~ ca co cp ~ ~ ~ ~ n n r ~ l0 (D c0 t0 cD cD ~ ~ r. r r r r r r r ~ ~ r K., r r ~ w.. r
t0 m r r r r Y.. r Y'
2+60 2+80 3+00 80 2+00 2+20 2+40
1+00 1+2D 1+40 1+6D o+zo 0+40 0+6o a+8a F60 1+
o+aa
i
N n ~ ~ 10 5 0 10 20 SCALE 1 =10 ~
r
w
O5chnabel Engineering 2006 All Righ#s Reserved
a
,s r DESIGNED IESIGNED BY: DRAWN BY: CHECKED BY:
This drawing to r` x CARQ TG/DLS be considered a Y POND BREACH DESIGN rc/ats cDEIpK DW/lU I7 C X--WA B AND D
61 1 NOT FOR DONAU NALD L. BASINGER, P.E. SECTIONS DO Schnelbei Ongineering SCOTLAND COUNTY, NORTH CAROLINA
n CONSTRUGiION SEAL ° unless it bears 11-A Oak Branch Drive
8822 " the seal AND 00 DA>E. "6 Greensboro, NC 27407 SCHNABEL PROJECT NUMBER 04211039.00 SCALE: DATE: DRAWING NO. SHEET
o signature of the NREV. NCDENR COMMENTS LETTER OF 3 2$ O6 Professional NC I Phone: [phone] AS SHOWN 7/28/06 XW-203 2 OF 4
~Q e DATE JI Engineer. D~IPRgN NC E'RDFESSIONAI ENGINEER NUMBER 3822 Fax: [phone]