20130743_Meeting Minutes_20130103

E'
Final Minutes for Hydraulic Design Review Meeting
R -2519B
State Project 35609.1.1
US 19 east from NC 80 in Yancey County to multi -lane section
West of Spruce Pines in Mitchell County
Division 13
A Hydraulic Design Review Meeting was held on Wednesday, July 22,
2009 in the Hydraulics Conference Room at the NCDOT Century
Center Complex, Raleigh.
Team Members: Andrew Nottingham - Hydraulics (Present)
David Baker -USACE (Present)
Marella Buncick -USFWS (Present)
Marla Chambers -NC WRC (Present)
Brian Wrenn -NCDWQ (Present)
Kathy Matthews -EPA (Present)
Charles P. Nicholson -TVA (Absent)
Donnie Brew- FHWA (Present)
Brenda Moore - Roadway (Present)
Quang Nguyen- Structures (Present)
Steve Brown -PDEA (Present)
Carla Dagnino — PDEA- NEU(Present)
Ricky A. Tipton- Division 13 (Absent)
Participants: Melanie Nguyen — Hydraulics
Chris Militscher -EPA
Linwood Stone -PDEA
Karen Reynolds — PDEA
Jeff Hemphill — NEU
The meeting began at 1:00 p.m. with introductions initiated by Andrew Notthingham
(NCDOT Hydraulics) and proceeded with the review of the project as follows:
Sheet 4
• Recommended to move the outlet at station 25 +50 —L- Rt (end of bridge) to left
side of —L- and ditch down to left side of —Y1- and along —Y1- from STA 13 +00
—Y1 -Lt to 15 +40 —Y1 -Lt for some treatment before entering the Unnamed
Tributary(UT) to Little Crabtree Creek(LCC).

It was determined that the existing 54" CMP right of station 14 +00 -Y1- Rt could
not be removed and replaced with a open channel due to limited room between —
Y1- and the new bridge slope.
Sheet 5
0 No changes recommended.
Sheet 6
The existing 4 @ 12' x 9' reinforced concrete box culvert (RCBC) at station
44 +11 —L- will be extended up and downstream as a 4 @ 12' x 10' RCBC. The
extension portions of the culvert will have baffles to retain bed material. Low
flow floodplain benches will be used up and downstream of the culvert to
maintain the natural channel width up and downstream of the culvert.
Roadway drainage has been directed to grass swales for treatment prior to
entering Little Crabtree Creek.
Sheet 7
2GI at station 52 +80 —L- LT will be changed to a JB. Drainage that was flowing
into this 2GI will be routed to grass swale on sheet 6.
Existing 48" CMP at station 58 +27 —L- on UT to LCC is in poor condition and
will be lined with a 36" CSP. It will be extended upstream as a 36" CSP and
downstream as a 48" RCP.
• Grass swale used from station 52 +80 to 54 +50 —L- Lt.
Sheet 8
• No jurisdictional features impacted, no changes recommended.
Sheet 9
Existing 54" RCP that changes to a 4'x 4' RCBC at station 79 +15 —L- on UT to
South Toe River (STR) will be retained and extended upstream with a 54" RCP.
It will be extended downstream with a junction box and 60" RCP. The outlet
channel banks will be stabilized with Class II rip rap.
Hazardous spill basin /detention basin will be used from station 83 +00 Rt. to
84 +50 Rt. —L -. Total capacity required is 8792 cubic ft and the total capacity
provided is 11,505 cubic ft. Runoff from the project will be directed to this
Hazardous spill basin prior to entering the South Toe River.
Sheet 10
• No jurisdictional features impacted, no changes recommended.

Sheet 11
Grass swale/Hazardous spill basin /detention basin will be used from station
111 +50 Rt. to 119 +00 Rt. —L -. Total capacity required is 6377 cubic ft and the
total capacity provided is 43,500 cubic ft. Runoff from the South Toe River
bridge will be directed to this Hazardous spill basin. There is also an
Archeological site in this location and further coordination will be required with
the NCDOT Human Environment Unit.
Sheet 12
NCDOT presented two bridge alternatives for the South Toe River bridge
crossing. Alternative #1 is a steel plate girder bridge with 3 spans of 85', 175' and
55'. This alternative spans the river from top of bank to top of bank with no bents
located in the normal water surface. Alternative #2 is 72" bulb tee concrete girder
bridge with 3 spans of 120', 120' and 75'. This alternative has bents located
along the edge of the normal water surface but spans the majority of the main
channel. Alternative #2 cost approximately $400,000 less than alternative 41.
NCDOT noted that alternative #2 would still have less permanent surface water
impacts than the existing structure. It was decided to set up a meeting in the field
with the team members and NCDOT construction personnel to discuss
constructability and the pros and cons of each structure to make a decision on
which alternative to use.
Grass swale/Hazardous spill basin /detention basin will be used from station
124 +50 Rt. to 127 +00 Rt. —L-. Total capacity required is 5947 cubic ft and the
total capacity provided is 24,550 cubic ft. Runoff from the project will be
directed to this Hazardous spill basin prior to entering the South Toe River.
The existing culvert on Long Branch Creek left of station 126 +50 —L- will be
removed. The stream will be restored in this area.
Sheet 13
The existing 2 @ 6' x 6' RCBC on Long Branch Creek at station 134 +80 —L- will
be extended upstream 144ft and connected with the existing 2 @ 6' x 6' RCBC at
station 10 +51 —Y14- and then extended another 194 ft upstream.
The existing 54" CMP on UT to Long Branch Creek at station 139 +18 —L- is in
poor condition and it will be replaced with a new 54" pipe.
A grass swale is proposed from station 135 +75 to 139 +00 —L -Lt.
Sheets 14
It was noted that some of the wetlands shown south of the project on this sheet
have been filled in by recent construction. NCDOT and the USACOE will
investigate.

• The existing 30" CMP on UT to Long Branch Creek at station 150 +90 —L- is in
poor condition and it will be replaced with a new 36" RCP.
• Recommended the grass swale at station 155 +50 —L- Rt. to station 156 +50 —L-
Rt. be expanded into a dry detention basin.
• The existing 7' x 5' RCBC on UT to Long Branch Creek at station 155 +45 —L-
will be extended upstream and downstream. There is approximately a 2 ft. drop at
the outlet of the existing culvert. NCDOT will design the, stream relocation at the
outlet with step pools to bring the stream grade back up to the culvert outlet
elevation.
• The existing 10' x 5' RCBC on UT to Long Branch Creek at station 14 +90 —Y17-
is in poor condition and will be removed and replaced with an 8' x 6' RCBC with
alternating low flow baffles.
Sheet 15
• No changes recommended.
Sheet 16
The existing 36" CMP on UT to Long Branch Creek left of station 179 +75 -L-
will be removed. The stream bank adjacent to the road will need to be rip rapped
in this area due to the close proximity of the creek.
The existing 36" CMP on UT to Long Branch Creek at station 183 +10 -L- will be
removed and replaced with a new 36" RCP. The stream begins just south of the
project and all of the stream south of the project will be permanently impacted.
Sheet 17
• The existing 30" CMP on UT to Long Branch Creek at station 191 +55 -L- will be
removed and will be replaced with a 42" RCP. The existing 36" CMP on UT to
Long Branch Creek at station 195 +61 -L- will be removed. This tributary will be
picked up in a 24" CSP south of the project and piped to the 42" RCP at station
191 +55 -L -.
Sheet 18
UT's to Parsnip Branch at station 205 +60 and 206 +50 —L- north of the project
will be impacted due to roadway widening.
A historic property is located right of station 215 +00 —L -. It is recommended to
eliminate pipe outlet and rip rap ditch from station 214 +10 —L- Rt to station
214 +70 —L- Rt in this location to avoid impacts to the historic property.
The existing 54" CMP on Parnsip Branch at station 214 +00 —L- is in poor
condition and it will be replaced with a new 60" pipe. Further coordination will
be required with the NCDOT Human Environment Unit to determine if this will
have,an adverse impact on the historic property.

Sheet 19
• No changes recommended.
Sheet 20A
• Grass swale used from station 237 +00 to 241 +00 —L- Rt.
• Preformed scour used left of station 246 +30 —L-
• Stream relocation of UT to Big Crabtree Creek from station 244 +00 —L- Rt to
station 248 +00 —L- Rt. NCDOT will investigate if stream mitigation is possible
at this location. It was noted that there is an archeological site in this location and
that further coordination will be required with the NCDOT Human Environment
Unit.
Sheet 21A
• The existing 4 @ 11' x 11' RCBC on Big Crabtree Creek at station 248 +00 —L-
will be replaced with a 3 span concrete girder bridge 216' in length. The center
span will span the creek. NCDOT will restore Big Crabtree Creek where the
culvert is removed.
• A dry detention Basin is proposed right of station 251 +00 —L -.
• The existing 54" CMP on the UT to Big Crabtree Creek at station 15 +05 —Y23A-
is in poor condition and will be replaced with a 60" RCP. NCDOT will
investigate if the rip rap bank protection upstream of the new 60" RCP in this
location can be reduced.
At this point in the meeting it was decided that another meeting would be required to
finish the 4b review. NCDOT will try to combine the rest of the 4b meeting with the field
meeting to review the South Toe River bridge crossing.
The meeting was adjourned at 4:15 pm.
Final Minutes for Second Hydraulic Design Review Meeting
R -2519B
State Project 35609.1.1
US 19 east from NC 80 in Yancey County to multi -lane section
West of Spruce Pines in Mitchell County
Division 13

A Hydraulic Design Review Meeting was held on Wednesday,
September 23, 2009 in the Hydraulics Conference Room at the NCDOT
Century Center Complex, Raleigh.
Team Members: Andrew Nottingham- Hydraulics (Present)
David Baker -USACE (Present)
Marella Buncick -USFWS (Present)
Marla Chambers -NCWRC (Present)
Brian Wrenn -NCDWQ (Teleconference)
Kathy Matthews -EPA (Present)
Charles P. Nicholson -TVA (Absent)
Donnie Brew- FHWA (Present)
Brenda Moore - Roadway (Present)
Quang Nguyen- Structures (Present)
Carla Dagnino — PDEA- NEU(Present)
Ricky A. Tipton- Division 13 (Absent)
Participants: Rekha Patel- Roadway
Amy Billings - Hydraulics
Melanie Nguyen — Hydraulics
Jamie Lancaster -NEU
Marissa Rodman -NEU
Linwood Stone -PDEA
Karen Reynolds — PDEA
Jeff Hemphill — NEU
The meeting began at 10:00 a.m. with introductions initiated by Andrew Notthingham
(NCDOT Hydraulics) and proceeded with the review of the project as follows:
Sheet 21
• No changes recommended.
Sheet 22
All existing outlets in this vicinity are badly eroded. Now the drainage is being
taken to the dry detention basin on Sht 21.
It is recommended to stabilize the channel beyond the outlet at STA 270 +70 —L-
(RT) with rip rap.
There was some concern about the wetland in the middle of the. page. This
wetland is being supplied by the stream along the property line on the bottom
portion of the page.

Sheet 23
• Show a short section of ditch with rip rap around Sta 282 +00 to the JS. (in the
middle of the sheet)
Sheet 24
It was recommended to change the angle of the outlet pipe around Sta 300 +00 —L-
(RT) to come into the stream at an angle less than 90 degrees. This may result in
a longer pipe section.
Sheet 25
At the outlet of the 60" CSP, there is a small section of stream before the existing
stream. The outlet is very steep; therefore, junction boxes (JB's) are being used to
come out at a flatter slope. The erosion is minimized by piping to JB's.
There are additional jurisdictional streams (JS) identified by Jeff Hemphill on
this sheet left of station 305 +50 —L -. These streams as well as other new streams
noted in these minutes will need to be confirmed by USACE and DWQ.
Sheet 26
There is an additional JS identified by Jeff Hemphill at approximately Sta 317 +00
—L- (LT). Drainage in this area will be revised. The existing 30" cmp will now
be retained rather than plugged.
Two options were handed out for the culvert crossing under US 19 in the vicinity
of —Y30- and —Y31 -. A pdf of these alternates are included with these meeting
minutes. The first option would involve a stream relocation of the Tributary to
Brushy Creek south of the project from station 320 +00 to 325 +00 —L- Rt. under —
Y30 - and through the gas station property right of station 322 +00 —L -. Geotech
has done some soil investigations in the gas station area right of station 322 +00 —
L- and the soil is contaminated. Geotech estimated the cost to clean up the soil
and ground water to be $700,000 with a low cost of $500,000 and a high cost of
$1,000,000. If a channel is put in this location, there is a chance that some of the
contamination may leach out into the channel and a treatment system would be
needed. Option 2 involves a culvert crossing under US 19 at station 323 + 50 —L-
going diagonally towards the wetland on the north side of the sheet. It is believed
that this wetland may also be an old remnant channel. NCDOT will investigate if
this area can be used for mitigation by relocating the stream with a buffer through
the wetland area and then into Brushy Creek. The property in this area is
currently being used as a pasture. The wetland in this area is mostly grass and
does not rank too high. There would also be opportunity to treat stormwater from
the roadway in this area if it is bought for mitigation. The second option was the
preferred by the team.
There is a archeological site north of the project left of station 321 +00 —L- that
will have to be investigated.

The existing 3 @ 8' x 8' reinforced concrete box culvert (RCBC) on Brushy
Creek at station 319 +76 —L- is to be extended on the upstream and downstream
ends. There was concern abut the 3.5' drop at the outlet "side of the culvert.
Hydraulics agreed to look into using step pools, cross vanes, sills in the culvert
and flood plain benches in the channel to restore the stream in this area.
The 2 @ 7'x 7' RCBC at Sta 327 +50 —L- will be extended on the downstream end
and normal flow will be maintained in the west side barrel.
Sheet 27
Around Sta 335 +00 —L- (LT), there is a proposed 24" RCP outletting to the
stream. There is a big drop at the stream. It was requested that the pipe be placed
at an angle more in the downstream direction rather than the 90 degree to the
channel. A junction box (JB) will be added near the end of the pipe with a drop
inside and the pipe will be angled more in the downstream direction.
A preformed scour hole is proposed left of station 338 +00 —L -.
Sheet 28
The existing 2 @ 7' x 6' RCBC at Sta 345 +00 —L- will be extended on the
upstream end. A stream relocation will be required upstream of the culvert. It
will not be a "natural stream design "; however the design. will use natural stream
design techniques to make the stream stable. There is also a conflict with the gas
line. The gas line will probably have to be relocated and therefore there will be a
utility easement. There may also be a need for a driveway access to the existing
house in this area.
Around Sta 350 +00 —L- (RT) there is a proposed 24" pipe. It is recommended to
use an outlet ditch to the stream from the 24" pipe.
The existing 6' x 6' RCBC on —Y34- is perched on the outlet end. NCDOT
proposes to replace this culvert with a new 6' x 7' RCBC buried I foot with
baffles and a low flow channel. USFWS requested something more natural like
an arched pipe or something other than concrete with a bankfull design through
the structure. NCDOT prefers a concrete culvert for long term durability.
Hydraulics may be able to look at a larger size culvert.
Grass swale used from station 350 +50 to 354 +50 —L- RT.
Sheet 29
There is an additional JS identified by Jeff Hemphill at approximately 358 +50 —
L- . The existing 30" pipe at this location is being extended with a 36" pipe.
Since this stream is now jurisdictional, the rip rap pad at the outlet will be
replaced with Class I rip rap on the banks only.
Around Sta 360 +00, it is recommended to adjust the angle on the 24" pipe and
outlet channel near —Y36- to provide a smoother transition to the stream.

J
• There is an additional JS identified by Jeff Hemphill at approximately 367 +50 —
L- . The existing 42" pipe in this location will be extended on the upstream end
and downstream end. The pipe is perched on the downstream end. A junction
box with a drop in it will be used on the downstream end to dissipate the energy.
Sheet 30
• Grass swale used from station 379 +00 to 381 +50 —L- RT.
Sheets 31
• Two jurisdictional streams were identified by Jeff Hemphill at approximately
stations 388 +50 —L- rt. and 398 +00 —L -. Topo of the stream at Sta 398 +00 —L-
needs to be extended beyond the limits of the fill slope on the right side.
Sheet 32
• At Sta 409 +50 —L- (RT), see if a spring box is needed.
Sheet 33
• Sta 415 +00 —L- (RT), there was some question as to whether this was a
jurisdictional stream. It appears to be very steep, but not a JS. NEU will verify.
Sheet 34
There is an additional JS identified by Jeff Hemphill at approximately 429 +50 —
L- at the 30" pipe crossing. The existing concrete lined ditches up and
downstream of the 30" pipe crossing are badly eroded and in very poor condition.
NCDOT proposes to replace the ditches with rip rap. NEU and Hydraulics will
investigate if natural stream design is possible downstream of the 30" pipe
crossing where the concrete ditches are to be replaced.
This concluded the review of the plans. Hydraulics will set up a field meeting to review
and discuss the two design alternatives of the South Toe River Bridge.
The meeting was adjourned at 12:10 pm.

Final Minutes for South Toe River
Second Hydraulic Design Review Meeting
R -2519B
State Project 35609.1.1
US 19 east from NC 80 in Yancey County to multi -lane section
West of Spruce Pines in Mitchell County
Division 13
A Hydraulic Design Review Meeting was held on Wednesday, June 20,
2012 in the Hydraulics Conference Room at the NCDOT Century
Center Complex, Raleigh.
Team Members: Andrew Nottingham - Hydraulics (Present)
Stephen Morgan — Hydraulics (Present)
Lori Beckwith -USACE (Teleconference)
Marella Buncick -USFWS (Present)
Marla Chambers -NCWRC (Teleconference)
Amy Euliss -NCDWQ (Teleconference)
Chris Militscher -EPA (Teleconference)
Charles P. Nicholson -TVA (Absent)
Michael Batuzich - FHWA (Absent)
Greg Brew- Roadway (Present)
David Stutts- Structures (Present)
Carla Dagnino — PDEA- NEU(Present)
Ricky A. Tipton- Division 13 (Teleconference)
Participants: Elizabeth Lusk- PDEA
Jeff Hemphill — PDEA — NEU
Thad Duncan - Roadway
Jared Gray — PDEA
Amy Simes - DENR
Karen Reynolds — PDEA
Mark Staley — Roadside Environmental
Amy Billings - Hydraulics
Cameron Cochran — Bridge Construction (Teleconference)
Roger Bryan — Div 13 (Teleconference)
Marissa Rodman -NEU
Lamees Esmail — Hydraulics

The meeting began at 9:00 a.m. with introductions initiated by Stephen Morgan ( NCDOT
Hydraulics) and then continued with a review of meeting minutes from the July 22, 2009
413 meeting and the June 28, 2011 field meeting pertaining to the South Toe River
Bridge. The purpose of the meeting was to decide which alternate will be chosen for the
bridge structure at the South Toe River Crossing, the steel girder option (alternative 1) or
the concrete girder option (alternative 2). It was noted that alternative 1 had more
temporary impacts than alternative 2 and more than were stated in the Biological
Assessment.
Revised drawings were reviewed that showed alternative 2 interior bents shifted
westward to get the bents out of the water in the more sensitive area of the project.
The group discussed how demolition of the existing bents could be accomplished.
NCDOT bridge construction said the first attempt would be to pull the bents over and
remove them completely. The next option would be to remove as much as possible.
EPA asked if this could be done by sawing. NCDOT said the best method would be by
hammering away the concrete and then cutting the reinforcing steel. The group had
concerns about the environmental effects of saw cutting, noting containment of the saw
dust is problematic. NCDENR noted the high pH levels of concrete dust. USFWS
expressed concerns that the bent footings had established particular in- stream hydraulics
that aided in the mussel habitat, and that total removal could disrupt this dynamic.
NCDOT prefers that the work pads for removal of the existing bridge remain part of the
contract and the team agreed. The team noted that the river has recreational uses and
consideration must be given to boating safety- either the bents need to be removed well
below the water surface, or they should remain exposed above the normal water surface
with no re -bar exposed. NCDOT will gather more information from as -built plans,
bridge inspection reports, and geotechnical information to make a final recommendation
on bent removal. EPA said any special provisions for bent removal need to be well -
written. NCDOT Division said no work would be performed during the removal stage
without NCDOT inspectors present and an approved work plan.
NCDOT reminded the group that both alternatives have essentially the same impacts for
the various phases of construction except for the larger work pad required for the initial
phase of alternative 1. NCDOT's preference would be alternative 2 because a concrete
girder bridge is better long -term for maintenance and short-term for cost. NCDOT also
noted the original agreement to span the river (alternative I). Upon USFWS
recommendation and no objection from the group, alternative 1 was chosen to move
forward through design. Consultation for the Biological Assessment and Biological
Opinion will be reopened to address the impact changes for this alternative. The
consultation will include construction phasing timing among other things.
Other items discussed
NCDENR asked if the Hazardous Spill Basin (HSB) could be altered to also function as a
dry detention basin. NCDOT said it could be. EPA inquired about the offsite drainage in
the SE quadrant of the bridge. NCDOT noted the feature shown in this quadrant was

non jurisdictional on recent field reviews, and the offsite drainage is currently in a pipe
network all the way to the stream. EPA asked if the 18" pipe could be directed into the
HSB. NCDENR replied this would not be preferred because it co- mingles responsibility
for maintaining storm water discharge. NCDOT will further investigate the origin of the
pipe. NCDENR asked if the access road along the northwestern quadrant could be
moved away from the river bank as far as possible. NCDOT agreed it could.
NCDOT stated that the permit drawing review meeting (4C) will likely be in October
2012.
The meeting was adjourned at 10:35 a.m.
SRM

Final Minutes for South Toe River ,
Third Hydraulic Design Review Meeting
R -2519B
State Project 35609.1.1
US 19 east from NC 80 in Yancey County to multi -lane section
West of Spruce Pines in Mitchell County
' Division 13
A Hydraulic Design Review Meeting was held on Wednesday, August
22, 2012 in the Hydraulics Conference Room at the NCDOT Century
Center Complex, Raleigh.
Team Members: Stephen Morgan — Hydraulics (Present)
Lori Beckwith -USACE (Teleconference)
Marella Buncick -USFWS (Teleconference)
Marla Chambers -NCWRC (Teleconference)
Amy Euliss -NCDWQ (Teleconference)
Chris Militscher -EPA (Absent)
Charles P. Nicholson -TVA (Absent)
Mitch Batuzich - FHWA (Present)
Greg Brew - Roadway (Present)
David Stutts - Structures (Present)
Carla Dagnino — PDEA -NEU (Present)
Ricky A. Tipton- Division 13 (Teleconference)
Participants: Jeff Hemphill — PDEA — NEU
Thad Duncan - Roadway
Jared Gray — PDEA
Amy Simes - DENR
Karen Reynolds — PDEA
Mark Staley — Roadside Environmental
Amy Billings- Hydraulics
Cameron Cochran — Bridge Construction (Teleconference)
Roger Bryan — Div 13 (Teleconference)
Marissa Cox -NES
Heather Wallace -NES
Ed Reams - Utilities
The meeting began at 9:00 a.m. with introductions initiated by Stephen Morgan (NCDOT
Hydraulics) and then continued with a review of meeting minutes from the June 20, 2012
4B meeting about the South Toe River Bridge. The purpose of the meeting was to
introduce a third alternate for the bridge structure at the South Toe River Crossing. The
third alternative is similar to the concrete girder option (alternative 2). Alternative 3 has
a different span arrangement (1 @100', 1 @140', and 1 @75') and consists of prestressed

concrete girders (72" bulb tees). This alternative has less of an impact to the mussel
nursery area.
Revised drawings were reviewed that showed alternative 3 interior bents locations.
Photos were displayed showing this location in greater detail.
At the last meeting in June, the steel bridge alternative was selected. Upon further
review, the DOT came up with a third alternative (prestressed girder with different span
arrangements). This alternative seems to be better suited to the project for several
reasons as outlined by Structures:
1. Steel is more expensive in all aspects including material,
construction and maintenance
a. Two joints would be required on the bridge and would need
replacing.
b. Joints will eventually leak causing corrosion at end of
girders.
C. Steel would require long -term maintenance for the life -span
of the bridge
d. Temporary bents required during construction causing more
temporary impact
2. Prestressed Girders will be cheaper in material, construction and
maintenance
a. Can be designed continuous for live load which requires no
joints on the bridge.
b. Allows for more balanced span arrangement
C. Less impact
The meeting was then open to discussion.
There was discussion about the footing at bent #2. It is believed that the existing bent 2
has a spread footing with dimensions 6'- 9 "x7' -6" according to old microfiche drawings.
USFWS was ok with the new bent going in the same location as that of the existing. If
the existing bents cannot be removed easily, another alternative would be to use a
hammerhead bent located between the existing 2 piers (a distance of approximately 14' at
bent 2). Structures commented that there may not be a need for hammerheads if drilled
shaft construction were to be used which was agreeable to the Bridge Construction
Engineer. If using hammerhead piers, the existing bents could be left in place.
An old bridge survey report (BSR) of the South Toe River dated November 1957 was
displayed. The South Toe River seems stable based on the old BSR. The River and
Long Branch Creek do not appear to be shifting since that time.
The discussion of work pads followed. Bridge Construction commented that Alternative
3 would have less permanent impacts but the temporary impacts would not be reduced
much. The temporary impacts are mostly from bride demolition. Phase 2 will be very
short in duration since the removal does not take long. NCWRC questioned why a work
pad was being used instead of a work bridge. A work bridge would not be a viable
J

solution since very large cranes would be required for this bridge and therefore resulting
in a very large work bridge. It was noted that the normal water, surface at this location is
very shallow. USFWS was satisfied with a concrete bridge alternative, however, they are
unsure about the bent 2 removal and would like the plans refined with the room for work
and construction clearly defined. Bridge Construction said bent 2 foundation appears to
be 6' below the water level and has a thickness of approximately 2' -3". It would appear
that a 10' deep hole would be required to dig it out. USFWS would be agreeable to the
removal if it was done under low flow conditions. USFWS main concern is the sediment
in the stream. They would prefer a turbidity curtain be used or other appropriate erosion
control measures be taken. Bridge Construction said that the hole would be filled in as
soon as possible during construction. NCDOT prefers removal of exiting bents if
possible. Drilling thru the footing is not preferred since there may be a chance of hitting
possible existing rebar or the edge of the footing. Bridge Construction commented that
the contractor will minimize the causeways required for this location.
NCDOT and NEU discussed the mussel bed location. The location is approximate and
there will be further investigation done in the field to locate the mussels more accurately
before the next field meeting. NES will be in the field in the beginning of September and
will be able to GPS the location of the mussels. NCWRC is concerned with the mussels
during construction. NCDOT will move the mussels before construction and continue to
monitor them after construction for a number of years. It was noted that the mussels have
been moved in the past (every 5 years) and during the first 2 years there was a drought.
The other years the mussels have been doing ok. The small mussels move up and down
in the substrate. More details can be developed after further design details are complete
and the mussel survey is complete.
USFWS requested another field meeting to discuss the timing and design and location of
the hazardous spill basin. USFWS would also like to discuss more details about the
construction phasing once the final bridge design is complete. There was also a request
to have a representative from the Roadside Environmental group there to discuss erosion
control plans. The timeline of the project will also be discussed.
The team will coordinate available dates to hold the field meeting. The 4C meeting may
be held in December 2012.
Consultation for the Biological Assessment and Biological Opinion will be reopened to
address the impact changes for this alternative. The HSB location needs to be considered
for the BA/130. NES will ask for assistance with the narrative portion of this report.
Follow up from Previous Meeting
NCDOT will further investigate the origin of the 18" pipe near the proposed HSB . This
pipe was investigated in the field and it was determined that it carried just stormwater.
NCDOT stated that the permit drawing review meeting (4C) will likely be in October
2012. It is now likely this meeting will be held in December 2012.
The meeting was adjourned at 10:30 a.m.
SRM/AAB

Draft Minutes for South Toe River
Fourth Hydraulic Design Review Field Meeting
- R -2519B
State Project 35609.1.1
US 19 east from NC 80 in Yancey County to multi -lane section
West of Spruce Pines in Mitchell County
Division 13
A Hydraulic Design Review Meeting was held on Thursday, November
15, 2012 at the South Toe River Bridge.
Team Members: Stephen Morgan — NCDOT Hydraulics (Present)
Lori Beckwith -USACE (Present)
Marella Buncick -USFWS (Present)
Marla Chambers -NCWRC (Present)
Amy Euliss -NCDWQ (Present)
Chris Militscher -EPA (Absent)
Charles P. Nicholson -TVA (Absent)
Mitch Batuzich - FHWA (Present)
Greg Brew - Roadway (Present)
David Stuffs- Structures (Present)
Carla Dagnino — PDEA -NEU (Absent)
Ricky A. Tipton- Division 13 (Absent)
Participants: Jeff Hemphill — PDEA — NEU
Heather Wallace -PDEA
Jamie Lancaster -PDEA
Thad Duncan- NCDOT Roadway
Mark Staley — NCDOT Roadside Environmental
Amy Billings- NCDOT Hydraulics
Cameron Cochran — NCDOT Bridge Construction (Absent)
Roger Bryan — Division 13
Randy McKinney- Division 13 Resident Engineer
Barney Blackburn- NCDOT Roadside Environmental Unit
Justin Robinson - Structures Consultant
Richard Bollinger - Structures Consultant
Ed Reams (Absent)
Amy Simes (Absent)
Tracy Walter (Absent)
Gary McLamb (Absent)
The meeting began at 1:00 p.m. with introductions initiated by Stephen Morgan ( NCDOT
Hydraulics. The purpose of the meeting was to field review the third (preferred) alternate
for the bridge structure at the South Toe River Crossing and to minimize the impact to the

mussel bed. The third alternative has a three span arrangement (1 @ 100', 1 @ 140', and
1 @75') and consists of pre- stressed concrete girders (74" bulb tees). This arrangement
was staked out for review.
Revised drawings were presented that showed alternative 3 interior bents locations.
NCDOT pointed out the span arrangement that is now staked out, noting the western
interior bent will be located in the same location as the existing bent.
The meeting was then open to discussion.
USFWS reiterated that impacts to the mussels should be minimized. PDEA discussed
mussel relocation and monitoring. The mussels will be relocated before construction.
During construction USFWS requests consultation to evaluate impacts.
USFWS would like to minimize the time between the demolition of existing bridge
(Phase 2) to the construction of the new bridge (Phase 3). During construction of the
drilled shafts, USFWS would like to see a containment system for the slurry.
NCDOT stated that post construction, there would be hazardous spill basins and grassed
swales in the vicinity of the bridge.
USFWS had concerns about the sediment from the access roads. NCDWQ stated that
there are already measures in place with the NPDES permit. NCDOT mentioned that it
would be ok to put in the contract that the access road will be inspected daily and if
waters appear muddy, the road will be refreshed.
NCDOT discussed moving the stream that is on the north east side of the bridge. There is
currently a beaver dam in this stream. The group agreed that it would be beneficial to
relocate the stream. NCDOT said live root native grasses will be used for reforestation
along trout streams. USFWS would like to minimize use of rip rap.
USFWS would like discussions with the contractor at the beginning of the job as to how
they plan to build the job. PDEA commented that there will be things that we cannot
specify.
According to PDEA, there have been some streams removed and some streams added
since the initial jurisdictional stream designation. These will be discussed in the permit
drawing review (4C) meeting.
The meeting adjourned at 2:30 p.m.

STORMWATER MANAGEMENT PLAN
R- 2519B, State Project: 35609. 1.1 January 3, 2013
County: Yancey/Mitchell
Hydraulics Project Manager: Stephen Morgan, PE
ROADWAY DESCRIPTION
The project involves the widening of US 19E from SR 1186 (Old US 19) on the west side
of Micaville in Yancey County to Multi -Lane section west of Spruce Pine in Mitchell
County. The proposed typical section is a four lane divided shoulder and ditch section
with a 20 ft. raised median.
ENVIRONMENTAL DESCRIPTION
(State Environmental Assessment, NRTR; NCDOT)
The study area is located in the Blue Ridge physiographic province of western
North Carolina. The topography in the project study area is generally characterized as
rolling hills with steeply sloping, deeply cut drainage ways. Elevations in the study area
range from 2,600 to 3,000 feet above mean sea level (USGS 1978, 1994). The project
study area consists of existing maintained right -of -way including fill-- slopes, rural
residential, commercial, agricultural, and forested areas.
The project study area is located within the French Broad River Basin. All streams in the
study area classified by NCDWQ have been assigned a Best Usage Classification of B, C,
and may contain Tr and /or ORW supplemental classifications (NCDENR 2003). The
unnamed tributaries (UT) present within the project area have not been individually
classified by NCDWQ; therefore, they carry the same classification as their receiving
streams. The major streams are shown in Table I, along with identifications, indexes and
best usage classifications. The physical characteristics of all the streams within the
project study area are shown in Table 2 and Table 3.
Table 1: NCDWQ Stream Identification, Index Numbers, and Best Usage Classification
for the Maior Drainages within the R -2519B Study Area. (NCDOTNRTR, 2004)
NCDWQ Stream
Stream
NCDWQ Stream
DWQ Best Usage
Identification
Identification and
Index Number
Classification
Ma Code
(SIN)
South Toe River
STR
7-2-52-(30.5)
B; Tr, ORW
Little Crabtree
2A
7- 2 -52 -33
C; Tr
Creek
Big Crabtree Creek
1 CC
7 -2 -48
C; Tr
Long Branch
2D, 6UT2D
7- 2- 48 -52 -31
C; Tr
Mine Branch
UT STR
7- 2 -52 -32
C; Tr
Brushy Creek
213C
7- 2 -48 -4
C; Tr
English Creek
1 F, 2UT1 F
7 -2 -42
C; Tr
A les Creek
3UT2A
7- 2- 52 -33 -11
C; Tr

R
0.
G
U
N
ba
r
A
3
E
O
C
m m
m m
m
m m
m m
m m
m o
m
m m
m m
m m
m m
m m
m m
m m
m m
m m
m m
m m
m m
E A
C C
C C
E
C C
C 'E
'E C
C C
C C
m
>r C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C
C C
C C
C C
C C
C C
C C
C C
C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C C
C C
�maaaaaaan.
m
aaaaaa
aaaaaaaaaaaaaaan
—
�-
.aaaaaaaaa
G
a
m N
�cnnn
h m 0
w 7 E
L
v )�
w M
v aJ
O �"
aJ 47
w M
O DD
r M
C aJ
V O
M (D
w )n
a0 I�
N m
M n
N m
V7 n
�" N
U1 o
M
V
In
N N
In N
M V
O l!'1
l0 M
In V
V In
N
r, o
r V
r, N
)O O
n o
t� n
a r�
n
O t0
Q � N
N Q
� N
a
m
.22
a) R
a) T
a) a)
m 2
m T
T a)
a) a)
w a)
v m
d a)
v m
T T
a) a)
a) .22
Q)
m a)
mm
a
s
d
a
mama
n�
a-0
a a)ma)mmma�a�da�a�mw
n m
m
_�
a�a�a�
d
COO
O
0 0
0
m a)
-0.0
0 0
D D
0 0
D D
0 0
D D
0 0
D D
O O
D D
O O
D
O
-00000
E C
D D
D
m
_DDDD
D
C m
y
>
0 O
> U
O O
U U
O 0
` >
O
U U
> >
> >
C C
a)
> >
a) a)
> >
m N
> >
a) a
> >
a)
> >
a
> >
>
m d
a a0
> >
a) D
> U
D
�
-p-a
-o ma-0
m m
"`
m m
`
-o-oo�
m m
m m
m m
m m
m m
c`a m
m
�_N�
m m
m�
7
m
C7 a
C
o cn
C C
cn in
C
cn °
C C
in cA
a o
-0 -o
C C
m m
v) cn
o o
a o
a o
o a
a v
o a
.Q
o D
2] a>
D D
D
@ �j
o v
v
C
m
C
m
C
m
C C
m m
C C
m m
C G
m m
C C
m m
C C
m m
C C
m m
C C
m m
C C
m m
C 0
m U
0,8
U U
C7
C C
m m
C
m
U)
(n
U)
U) W
[n N
0 cn
N cn
cn cn
cn (�
cn )n
cn (�
cn
(n U')
U')
d d
m
m
m
m a)
m
m
a)
a)
N
o
m
c 3
m
c 3
3 3
mm
3 3
m
3
3 3
3 3
m
3
m
3
3 3
3 3
3 3
m mm
3
1 3
io
3
3 3
mm
3
3
7 T
C
p 0
Z J
Z 0 J 0
J 0 J 0
m O
p 0
J 0 J 0
J 0 0 0
J 0 J 0
0 J 0
0 m J O
a) O
0 J
O O
D O
O O
a) a)
O
m Jo
O
m J O
J O 0 a)
O J O
J
O 00
m 0 0 J
Y
a) a)
m a)
a) m
a) Q)
m a)
a) a)
m m
m al
a) a)
m N
a) a)
N m
a) N
N N
a) N
a) a)
m Q)
Q) a)
a) a)
a) N
C�
1]1)
DS)�
DDDS]
��
D
DD
D.��
mil)
DDD
DDD
D D
DDD
DD
DD
D�
�L)
m m
mN
m m
0 EO
m m
y(nto
m m
totoNh
m m
m m
N
m m
V7 in
m m
in
m m
to
m m
cn in
m
in U
m m
in cn
m m
in U
m m
in in
m m
cn U7
m m
in to
m m
fn(n<n
m m
to
m m
W t7wtoNw
m m
m m
_ y
w
In
Oo
MMN�
aJ
ON
d.�N
C7 Q
O M
N N
(h ('�
M (O
N�
V
rtf)
M M
N
�-e-
O C?
V
N O
N���
(?
I1]
N�
)n
m3
N�MNM
�N
r
a,
d y
0
V1 N
M O
O M
0
O M
T
li') lO
0
R
�
O w
N
M
N
V M
0�
u]
(h Cl)
M m
N
N In
O
tO m
C7 P�
O
M C,4
M
M o
In O
N
O
N
Y w
C
f`� aD
In C1
m p
N
tom)
O 0
r
'-
c; t l
N
N
O
CI
m
LC
C
E
E m
m N
m
ma
Q
Q(�]
m
o��O����oOOOO
N
NF-N
N
N N
N N
N N
N N
=
= 2a)t—
E
m7UU�
UU
U
E
NQNHaoNUFU)tn�
H N
N H
N
w
N c
3
3HHF"�F_I_F'F_F_FF-I
O
-F-F-
=FAH'
N cHC.i�F
CL
=
NM
=
U
F_
N�(='J
r
=��
QU
N M
K
Rj
R~
)O W
1-O
O) ��
��
V
�F
�
�j
O
N 0
fn
NN
ON
DH
_

C
�C+
G
v
i
3
E
0
W
U
U)
D
O y
C
O LL
a� c
no
E m
U w
a) y
.t- y
m
E
am
N �
mm
Mn
c
OZ
ma
E C
m
O y
C �
Er
O
a0
a)
� C
a m
E
y
_ y
C a)
m O y
7 c y
,O C Q
E:�
a r J
E moo
N N
u N
°
�a mmm
m
m m
m m
m m
o m
m m
m m
m m
m m
m m
m m
m m
m o
m
la
C C
C C
C c
C C
C c
C C
c c
C C
c c
C c
C C
C C
c c
C C
C C
C C
c C
C C
C C
C C
C C
C C
c C
C C
C C
C C
C c
C C
C c
C C
c
C
y `y
a) U)
LL LL
a) a)
LL d
N a)
d d
N N
d d
a) ()
d d
a) a)
d L1.
a) N
d d
a) a)
d d
0 N
d LL
N N
0_ d
N N
d 0_
N N
d d
N N
d LL
N N
n. LL
N a)
d 0_
a) a)
d d
a)
a-
0
v
�N
in
-
y
V ao
N°1n
rnv
ornn
�CQ
MaD
0 c N
nO00MNNN0
V
OOnO
n
W En(mo°``u3Mn(oP--`mto
C�
�
v
n nn
ncoconco
n n
Q N
y m
7 y
Q
`m m
`m mmmmm
mm
a) ddda)
ma�a�a�a�mmda
)a�ma�da�da�a�da�a�dma�a�ma)mm
3V
UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU
as
a
'o-0.0
'o-0.0
m
C
mm
C
a)
C
m
y a
C C
m m
0
` 2mmm
>
m > a
a
d
a
m
am
a a
a a
a m
>>
a
@
>
> °
O
o
O O
a
O a
m c
>
mmm
c
\ y12
-
O U O U
U O O
O
" U
C -O
01
0 0
O
O O
O
m
'p 'O
-O -O
-° �
a
>
U _
a
c:a
m �m
>
>
C c
m m
C C
m m
c -
mm
c
w
Of
�m
n
a N
> >
m
N
m m
(n n
m C
U) n
n
(n n
�n(n0
n
O
O
O
UU
U
66?
N
0
2,22
(`
3
(a
a
la
3
;5 d
N N
d
(`
3
a
(`0
3
3 3
3
d
3
0
3 3
3 3
3 3
3 3
0 y
U m
3
0
0
T
c
O O
-.j a
d O
a a
O d
J a
O 0
a a
O j
a J
0 j
a J
0 0
J J
O
a J
0
a J
0 0
J J
0 0
J J
0 0
J J
0 0
-) J
a a
a a
0
a J
a
U)
222
Y
a) a)
m a)
N a)
N N
(L) (L)
R
m 2
N N
N a
a m
am am
N
am
am
m a)
N N
N
c s
a
a
n a
a a
m a
a n
n ,0-0
a
n 'a
-o o
a
m R
mmmmmmmm
:amQm
m
m �aa
m mmmmmmM
m
�m a
mmmmm
m�
in inNtninN(
n( ntnhNinN
(ninNininfnNf�(n(nin(�in(ninVl
in
in ini�
= m
3w
Y—
N
o-
M
O as
V
N N
m
V as
M u
N L
N
CZ
va :5
N
O-
M Nom'
N
A N?
ni N�
�NN�
O
CO
L
Q)
N r
In LQ
ttI
N
N N
N
M
o
ci
N
O
0
1A
O M
lf)
N N
LQ �
{O m
A
D7
O O
O N
N
0
O O
N O
O O
M
N
o
0
in
c"
U
U
U
E
m
o
U
U
U
(7
C2
U U
(y
am
p
U
E
L)
Ha -H�F-W
�H�F'-�
:3
NH��MNH�
W N
N�H�mN~
N F
0 00
y
n
c�HHHHHFF-
3
F-�paO
U
LL�F•Q`
=C,)
0�N
M
V )O
CO naD0�
=N
a) m
W
U
U)
D
O y
C
O LL
a� c
no
E m
U w
a) y
.t- y
m
E
am
N �
mm
Mn
c
OZ
ma
E C
m
O y
C �
Er
O
a0
a)
� C
a m
E
y
_ y
C a)
m O y
7 c y
,O C Q
E:�
a r J
E moo
N N
u N

w
E
CIO
CIS
3
8
`o
W
U
¢
C
�
�
E
o
c
o
U
N
3
A
=
C
c
F
=
$
o
vWi
_
o
C
y
U
o
c
_>
Ev
E
C2
u
yM
c
u
NU
I
y
L
U b
N?
N w
G O
N C
ni O
O
U 0
ti
O
.O. �p
O
y C
E cyJ
A i0
@ 0
0 0
0
v y
y .�
S s
y t
'-a
'� c°
v -op
-o
oC LO
m A
: -
En °
'a m
'3 -R
A -a
'3 'a
-a m
CO
a
a v
3 3
3 3
3 v
a a
3 U
a".
�
M
N O
O N_
M V
C h
'VV
W
o
N
GCJ
L L
L L
L
L
L L
°�'
I'- 1�^I'-ars.wwwu.wu:u.wv..rs.www
y
`wwwit.w
9w
F`
A
�
_
E
w
X
X X
X k
MO
^ w
4..
W 4..
W
m
rn�o
°poo
°MOO�o
^�O
<000�roo
oo oo
E
N
�
O
M
i>
N
>
'O
7;
'D
d>
N N
N d
p
?vv
'O O
E
O L
.� 'D
O O
E
C 'D
? zv
L O
Et
'p O
2�v
V b
'D 'O
ovt
'O O
E-o
'O "O
C4
<<<
a
a
w
^
V5
Ln
�
V1
✓
M
�
d
a+ ecv
A
A
A A
n
ro ro
A
m
A m
d
V)
a>
En
¢�
En Ln
co
V)
x

R -2519B Stormwater Management Plan
ENVIRONMENTAL DESCRIPTION, continued
(State Environmental Assessment, NCDOT)
The South Toe River and nearly all its tributaries are classified as ORW. The endangered
Appalachian Elktoe Mussel has been found in the South Toe River. No streams within
the study area are designated as North Carolina Natural and Scenic Rivers, or as National
Wild and Scenic Rivers. Furthermore, the French Broad River Basin is not currently
subject to riparian buffer protection rules by the NCDWQ. None of the water resources
within the project vicinity are designated as biologically impaired water bodies regulated
under the provisions of CWA §303(d) (NCDWQ 2002).
PROJECT IMPACTS
To accommodate road widening, existing drainage structures and waterway conveyances
will need to be extended, replaced, or relocated. There are 9 Reinforced Concrete Box
Culverts (RCBC) on this project. The following streams are conveyed with RCBC's:
Little Crabtree Creek, Long Branch Creek (2), Tributary to Long Branch Creek, Brushy
Creek, and Unnamed Tributary to Brushy Creek (4). There are 2 bridges on the project,
one over South Toe River and one over Big Crabtree Creek. Six sites will require stream
relocations. A summary of project impacts is listed in Table 4.
Table 4 Summary of Proiect Impacts
Short-term impacts to water quality, such as sedimentation and turbidity, may result from
construction - related activities. Temporary construction impacts due to erosion and
sedimentation will be minimized through implementation ofNCDOT's "Design
Standards in Sensitive Watersheds" (15A NCAC 04B.0024).
BEST MANAGEMENT PRACTICES AND MAJOR STRUCTURES
Best Management Practices (BMPs) and measures used on the project are an attempt to
reduce the stormwater impacts to the receiving streams due to erosion and runoff. The
primary BMP on this project is the grass Swale. Grass swales were used to reduce
velocities and promote infiltration. Grass swales remove suspended solids, metals, and
nutrients through sedimentation, vegetative filtration, infiltration, and biological uptake.
The use of grassed roadway ditches (which meet grass Swale criteria) and shoulders also
aids in pollutant removal through vegetative filtration and infiltration.
Preformed scour holes (PSHs) and energy dissipaters will be used to attenuate and
disperse flow. Preformed scour holes promote runoff infiltration and reduce downgrade
erosion. Rip rapped ditches and riprap along stream banks were used where warranted to
control erosion. Where possible, piped drainage systems were designed to outlet away
Page 5of15
Permanent
Temp.
Mechanized
Hand
Permanent
Temp
Exist
Exist
Natural
Fill in
Fill In
Excavation
Clearing m
Clearing
SW
SW
Channel
Channel
Stream
Wetlands
Wetlands
in Wetlands
Wetlands
in
impacts
impacts
Impacts
Impacts
Design
Wetlands
Permanent
Temp
ac
ac
ac
ac
ac
ac
ac
ft
ft
ft
Total Impacts
0.05
0.03
0.01
1.08
0.45
7266
1444
2231
Short-term impacts to water quality, such as sedimentation and turbidity, may result from
construction - related activities. Temporary construction impacts due to erosion and
sedimentation will be minimized through implementation ofNCDOT's "Design
Standards in Sensitive Watersheds" (15A NCAC 04B.0024).
BEST MANAGEMENT PRACTICES AND MAJOR STRUCTURES
Best Management Practices (BMPs) and measures used on the project are an attempt to
reduce the stormwater impacts to the receiving streams due to erosion and runoff. The
primary BMP on this project is the grass Swale. Grass swales were used to reduce
velocities and promote infiltration. Grass swales remove suspended solids, metals, and
nutrients through sedimentation, vegetative filtration, infiltration, and biological uptake.
The use of grassed roadway ditches (which meet grass Swale criteria) and shoulders also
aids in pollutant removal through vegetative filtration and infiltration.
Preformed scour holes (PSHs) and energy dissipaters will be used to attenuate and
disperse flow. Preformed scour holes promote runoff infiltration and reduce downgrade
erosion. Rip rapped ditches and riprap along stream banks were used where warranted to
control erosion. Where possible, piped drainage systems were designed to outlet away
Page 5of15

R -2519B Stormwater Management Plan
from surface waters to allow time for infiltration in ditches or natural areas. Ditches were
ended in flat floodplain areas where possible to allow dispersal and infiltration.
Hazardous Spill Basins will be used at the South Toe River crossing. Dry detention,
where practicable, will be used on the project. A dry detention basin is a stormwater
runoff quantity control BMP that attenuates stormwater flows, promotes settlement of
suspended solids and reduces erosive velocities downstream of the outlet structure. The
dry detention basin is a permanent BMP device that will be maintained under NCDOT's
Inspection and Maintenance program.
The inverts of all new culverts on jurisdictional streams or wetlands will be buried 20%
of the pipe diameter up to 1 ft. deep. Culverts were designed to protect stream stability
and provide fish passage where possible. Low flow sills with low flow channels were
used on new culverts and culvert extensions where enough hydraulic conveyance exists.
Hazardous Spill Basins
• Station 111 +50 to station 119 +00 —L- right side. South Toe River.
Capacity =2509 cy, Storage required =236.2 cy.
• Station 124 +50 to station 127 +00 —L- right side. South Toe River.
Capacity— 1900 cy, Storage required =220.3 cy.
Dry Detention Basins
• Station 83 +00 to station 84 +50 —L- right side. Capacity required =326 cy,
capacity provided =426 cy.
• Station 124 +50 to station 127 +00 —L- right side. Capacity required =220.3 cy.,
capacity provided= 1900 cy.
• Station 155 +00 to station 157 +00 —L- right side. Capacity required =208 cy.,
capacity provided= 197 cy.
• Station 250 +75 to station 252 +00 —L- Capacity required =545 cy, capacity
provided= 678 cy.
Culverts (9 Total)
• Station 44 +12 —L -. (Site 2) Little Crabtree Creek (Stream 2A). Retain existing
4 @12'x9' RCBC and extend up and downstream with a 4@ 12'x9' RCBC. The
culvert extensions are buried 1' below the stream bed. The downstream extension
has 1' high baffles spaced at 35 ft. intervals. Floodplain benches are used up and
downstream in the outer barrels of the culvert. Class II riprap is used for bank
stabilization at the inlet and outlet.
• Station 134 +80 —L -. (Site 7) Long Branch Creek. (Stream 2D) Extend 2 @
6'x6' RCBC on US 19 upstream and connect to existing 2 @ 6'x6' RCBC on —
Y14 and extend 2 @ 6'x6' RCBC on —Y14- upstream. The upstream culvert
extension is buried 1' below the streambed.
• Station 155 +45 —L- (Site 8) Tributary to Long Branch Creek. (Stream 2D)
Retain existing 7'x5' RCBC and extend with 1 @ 7'x5' RCBC upstream and
extend with 1 @ 7'x7' RCBC downstream with sills at outlet. Use rock cross
Page 6 of 15

R -2519B Stormwater Management Plan
vanes at outlet backfilled with native stone to bring stream grade up to culvert
outlet elevation. Rock cross vanes are used at the outlet stream. Natural stream
design is not used due to the limited right of way.
• Station 14 +90 —Y17- (Site 8) Tributary to Long Branch Creek. (Stream 2D)
Replace existing 1 @10'x5' stone culvert (w /concrete top slab) with 1@ 8'x6'
RCBC with alternating 0.5' and 1.0' sills @ 20' intervals. There will be a low
flow meandering channel inside the culvert. Downstream of this culvert is a
stream relocation with 2 rock cross vanes. Class I rip rap is used downstream for
bank stabilization. Construct floodplain bench at outlet of culvert. Natural stream
design is not used due to the limited right of way
• Station 319 +76 —L -. (Site 29) Brushy Creek. (Stream 213C) Extend existing
3 @8'x8' RCBC upstream and extend at 3 @8'x11' RCBC downstream with fish
ladder. Include 1' high sill in 2 outer barrels of culvert at entrance only. Include
6" high sill in middle barrel @12' spacing in existing culvert and at entrance of
proposed culvert extension. Existing culvert outlet is perched. Bank stabilization
is used up and downstream.
• Station 323 +59 —L-. (Site 30) Unnamed Tributary to Brushy Creek. (Stream
1G) Install 2 @ 8'x8' RCBC with low flow meandering channel and sills. Place
alternating 0.5' and 1.0' high sills @ 20' intervals in western most barrel.
Upstream is a stream relocation and downstream there is bank stabilization and
natural stream design.
• Station 327 +51 —L-. (Site 31) Unnamed Tributary to Brushy Creek. (Stream
1G) Extend existing 2 @ 7'x7' RCBC downstream. Culvert extension is buried
1'. Bank stabilization is used downstream.
• Station 345 +98 —L-. (Site 33) Unnamed Tributary to Brushy Creek. (Stream
1G) Extend existing 2 @7'x6' RCBC upstream. The upstream extension is
buried 0.5'. There is stream relocation on the upstream side with natural stream
design. The design includes a low flow bench at the upstream side of the culvert
extension.
• Station 11 +08 —Y34 -. (Site 34) Unnamed Tributary to Brushy Creek. (Stream
5UT1G) Replace 1 @ 6'x6' concrete culvert with concrete wing walls with
1 @6'x7' RCBC with alternating 0.5' and 1.0' sills @ 15' intervals. Channel
improvements will be done upstream and 20' of channel transition will be done
downstream. The culvert is buried 1' upstream and 0.5' downstream.
Page 7 of 15

R -2519B Stormwater Management Plan
STORMWATER OUTFALLS
(BMP's noted where used)
Plan sheet 4 (Site 1)
• Station 11 +88 —Y1 -. (Stream 2UT2A) Part of existing 30" CMP is replaced with a
junction box and 30" RCP outlet to Class `I' rip rap. This will dissipate the energy
and help reduce the outlet velocities.
• Station 25 +50 —L- Lt. (Stream 2UT2A) A small drainage system drains to standard
`V' ditch for 115 ft. and then to standard `V' ditch with PSRM for 240 ft. before
entering stream 17' away.
Plan sheet 5 (No Site. Non JS)
Station 32 +70 —L- Rt. (Non JS) Existing 15" CMP has a 7' vertical drop at outlet.
The existing 18" CMP downstream is perched 1'. The new drainage system includes
a grass ditch into a drainage system with a junction box to dissipate the energy and
another open throat catch basin (where there is currently a large 4'deep x8'wide scour
hole) to dissipate the energy again before discharging onto a rip rap pad reducing
outlet velocities before entering Little Crabtree Creek (Stream 2A).
Plan sheet 6 (Site 2)
Station 44 +12 —L- (Stream 2A) Little Crabtree Creek. Retain existing 4 @12'x9'
RCBC and extend up and downstream with a 4@ 12'x9' RCBC. The culvert
extensions are buried 1' below the stream bed. The downstream extension has F
high baffles spaced at 35 ft. intervals. Floodplain benches are used up and
downstream in the outer barrels of the culvert. Class II riprap is used for bank
stabilization at the inlet and outlet. During construction, erosion control devices, such
as stilling basin and impervious dikes may be used.
Plan sheet 7 (site 3)
Station 55 +00 —L- (Stream 2B) Drainage system outlets into stream with rip rap
stream bank protection at the outlet. Several drop structures will be used to dissipate
the energy in the drainage system and reduce outlet velocities.
Station 57 +60 to 58 +50 —L- Rt. (Stream UT2B) Use lateral grassed swale before
flow goes over rip rap toe protection Station 58 +50 to 59 +00 -L -Rt. and enters
stream. (Stream UT2B) Toe protection also used upstream from Station 59 +05 to
60 +00 —L- Rt. before flow enters stream.
Plan sheet 9 (Site 41
• Station 79 +00 —L- Lt. (Stream 2C) Existing 4'x4' RCBC has a large scour hole at
the outlet. The existing outlet is perched 2.6'. The new drainage system will have
Page 8 of 15

R -2519B Stormwater Management Plan
several deep junction boxes to dissipate the energy and reduce the outlet velocities.
Use Class `II' rip rap at outlet on bank only. (Stream 2C)
• Station 83 +00 to 84 +50 —L- Rt. Dry Detention Basin before drainage system to
South Toe River (STR)
Plan sheet 10 (Site 4B)
• Station 99 +50 —L-. (Stream SB) Replace existing 36" (labeled 42 ") CMP with 36"
welded steel pipe. Existing outlet is perched 2.3'. The proposed drainage system will
include several junction boxes to dissipate the energy and reduce outlet velocities.
Use Class `I' rip rap at outlet before entering stream.
Plan sheet 11 (Site 5) South Toe River
• From station 111 +50 to 119 +00 —L- (Rt.) Lateral base grassed swale/ Hazardous
Spill Basin. From station 119 +50 to 121 +50 —L- (Rt.) Standard base ditch.
(Excavation 67,740 cf. =2509 cy., storage required =6377 cf--236.2 cy.) From station
121 +50 to 121 +75 —L- (Rt.) Standard Base ditch with Class `II' rip rap before
entering stream (South Toe River).
Plan sheet 12 (Site 5 /Site 6)
Grassed Swale/Hazardous Spill Basin/Dry Detention Basin. (Excavation = 51,400
cf. =1900 cy. Storage Required =5947 cf. =220 cy.) to small drainage system then to
standard base ditch with Class `II' rip rap from Station 123 +00 to 123 +50 —L- Rt.
(Stream 3UTSTR) to South Toe River. (STR)
Station 125 +75 to 127 +20 -L- Lt. (Stream 2D) Long Branch Creek. (Site 6)
Remove existing 2@ 6'x6' RCBC and replace with channel between US 19 and SR
1424 (Deneen Rd.)
Plan sheet 13 (Site 7)
Station 139 +00 —L- (Stream 3UT2D) Replace existing 54" CMP cross pipe with 54"
CSP and 54" RCP near SR 1431 (Silver Springs Rd.).
Station 137 +50 —L- Rt. (Stream 2UT2D) Replace existing 24" CMP drive pipe with
30" alternate pipe storm drainage system near SR 1151 Black Jack Rd. An extra
depth 2GI is used near the outlet to dissipate the energy and reduce outlet velocities.
Station 27 +60 —Y16- (Stream 2D) Long Branch Creek. Remove existing structure.
Plan sheet 14 (Site 8)
Station 152 +00 to 154 +63 -L- Rt. and 156 +00 to 157 +60 —L- Lt. (Stream 2D) Stream
relocation with rock cross vanes. Natural stream design was not used due to the
limited R/W.
Station 155 +40 to 157 +00 —L- Rt. (Stream 2D) Dry Detention Basin is used at the
end of a drainage system before outlet to stream.
Page 9 of 15

R -2519B Stormwater Management Plan
Station 155 +45 —L- (Site 8) Tributary to Long Branch Creek. (Stream 2D) Retain
existing 7'x5' RCBC and extend with 1 @ 7'x5' RCBC upstream and extend with 1
@ 7'x7' RCBC downstream with sills at outlet. Rock cross vanes at outlet backfilled
with native stone to bring stream grade up to culvert outlet elevation. Natural stream
design is not used due to the limited right of way.
Station 14 +90 —Y17- (Stream 2D) Tributary to Long Branch Creek. Replace existing
1 @10'x5' stone culvert (w /concrete top slab) with 1@ 8'x6' RCBC with alternating
0.5' and 1.0' sills @ 20' intervals. There will be a low flow meandering channel
inside the culvert. Downstream of this culvert is a stream relocation with 2 rock cross
vanes. Class I rip rap is used downstream for bank stabilization. Construct
floodplain bench at outlet of culvert. Natural stream design is not used due to the
limited right of way.
Note: Wetland 5UT2D has been filled in by property owner.
Plan sheet 16 (Site 9, 10,11)
• Station 179 +80 —L- (Stream 2D) Remove existing 36" CMP and replace with Special
Lateral Base Ditch.
• Station 182 +80 —L- (Stream 12UT2C) Plug existing 36" CMP and replace with
drainage system. Outlet lined with rip rap. Inlet standard base ditch lined with rip
rap.
• Station 186 +50 —L- (Stream 2D) Bank Stabilization used at outlet of drainage system.
Plan sheet 17 (Sites 12 -15)
• Station 191 +50 —L- (Stream 13UT2D) Stream replaced with 42" RCP in drainage
system. Outlet of system has bank stabilization.
• Station 195 +00 —L- (Stream 213M) Fill in wetlands (0.05 ac.) Replace portion of
stream with drainage system. Outlet of drainage system has bank stabilization.
• Station 197 +00 —L- (Stream 2D) Fill in portion of stream and replace with drainage
system.
• Station 198 +50 —L- (Stream 2D) Fill in portion of stream and replace with drainage
system.
Plan sheet 18 (Site 16 -18)
• Station 205 +66 —L- Lt. (Stream 1H) Remove existing 36" CMP and 18" HDPE and
replace with 36" RCP and bank stabilization.
• Station 206 +55 —L- Lt. (Stream UT1H) Remove existing 12" CMP and replace with
18" RCP and 18" CSP and bank stabililzation.
• Station 214 +00 —L- (Stream 2UT1H) Plug existing 54" CMP and replace with 54"
RCP and standard base ditch with rip rap.
Page 10 of 15

R -2519B Stormwater Management Plan
Plan sheet 20 -21 (Sites 19 -23)
• Station 12 +00 —Y21- (Stream 1I) Replace existing 42" RCP with 48" alternate pipe
and Class "I' rip rap at outlet.
• Station 244 +50 —L -At. (Wetland IIC) Standard base ditch through wetland.
• Station 246 +00 —L- Rt. (Stream l I) Fill over existing stream. Stream is replaced
with standard base ditch.
• Station 247 +85 —L- (Big Crabtree Creek) (Stream 1CC) 4@ 12'x12' RCBC replaced
with bridge. (Single span 185' long, 96" steel girders) Existing Big Crabtree Creek
channel dimensions will be matched for the day - lighted stream.
• Station 15 +00 —Y23A- (Stream UT1CC) Replace 48" CMP with 60" RCP.
.Plan sheet 23 (Site 24)
• Station 281+50—L- (Stream UT1CC) Plug existing 24" CMP and replace with a
drainage system. Outlet of drainage system has standard `V' ditch with Class `I' rip
rap.
Plan sheet 24 (Site 25)
• Station 300 +00 —L- (Stream 2E) Replace stream with drainage system. Existing 60"
CMP is lined with 54" welded steel pipe. Standard base ditch is used at outlet of
system.
Plan sheet 25 (Site 26 -27)
• Station 302 +50 —L- Lt. (Stream 2E) Portion of stream has bank stabilization at outlet.
Portion of stream has 60" CSP replacing stream.
• Station 305 +50 —L- Lt. (Stream SD) Existing 18" CMP is replaced with storm drain
system. Bank stabilization is used at outlet of system.
Plan sheet 26 (Site 28 -31)
Station 317 +00 —L- (Stream SE) Existing 30" CMP is plugged and filled with
flowable material. A new 30" welded steel pipe is installed using trenchless
installation. The proposed drainage system has Class `I' rip rap at the outlet. The
inlet side has a standard base ditch lined with Class "I" rip rap.
Station 320 +00 —L- (Stream 213C) Brushy Creek. Extend existing 3 @8'x8' RCBC
with 3 @8'x8' RCBC (buried 0.5') upstream. Place 1' high sill in 2 outer barrels at
entrance only with 6" high sill in middle barrel @ 12' spacing in existing culvert and
at entrance of proposed culvert extension. Extend existing 3 @8'x11' RCBC
downstream with fish ladder. During construction, erosion control devices, such as
stilling basins and impervious dikes may be used.
Station 324 +00 —L- (Stream 1G) Remove existing RCBC on SR 1235 Old US 19E
( -Y -) Remove 2 each 72" CMP from driveways, Fill over stream and replace with
new stream relocation. Install new 2 @8'x8' RCBC. Space alternating 0.5' and 1.0'
Page 11 of 15

R -2519B Stormwater Management Plan
.high sills @ 20' intervals in western most barrel. Natural stream design is used
downstream of new culvert. There was a remnant stream located where the new
natural stream will be placed.
Station 327 +50 —L- (Stream 1G) Extend existing 2@ 7'x6' RCBC with 2 @7'x7'
RCBC downstream. Bank stabilization is used downstream. Downstream extension
is buried 1.5'.
Plan sheet 28 (Site 32 -34)
• Station 345 +00 —L- Rt. (Stream 8UT1G) Stream is replaced with junction box and
24" RCP. The junction box will dissipate the energy and reduce outlet velocities.
• Station 347 +50 —L- Rt. (Stream 1G) Extend existing 2@ 7'x6' RCBC with 2@ 7'x6'
RCBC upstream. Bury culvert 0.5'. Channel improvement upstream of proposed
culvert extension.
• Station 11 +00 —Y34- (Stream 5UT1G) Replace existing 1@ 6'x6' RCBC with 1@
6'x7' RCBC with 0.5' and 1.0' alternating sills. Bank stabilization is used
downstream of the culvert. Channel improvements upstream of the culvert extend for
120 ft. Culvert is buried 1.0'.
Plan sheet 29 (Site 35 and Site 37) (No Site 36)
• Station 358 +50 —L- (Stream SF) Site 35 Replace 30" CMP with 30" welded steel
pipe and junction boxes. Bank stabilization is used downstream of the drainage
system. Standard `V' ditch is used upstream of the system.
• NOTE: There is no Site 36.
• Station 368 +50 —L- (Stream SG) Site 37 Replace existing 42" CMP with 42" welded
steel pipe. Replace stream with 42" RCP upstream. Junction boxes are used in the
system to dissipate the energy and reduce outlet velocities. Bank stabilization is used
downstream of the system.
Plan sheet 30 (Site 38)
• Station 384 +00 —L- (Stream 1D) Replace 24" CMP with 24" alternate pipe and
junction box. The JB will dissipate the energy and reduce outlet velocities. Bank
stabilization is used downstream of the system.
Plan sheet 31 (Site 39 -40)
• Station 388 +00 —L- (Stream SH) Existing 18" CMP is replaced with 18" CSP with
elbows. Class I rip rap is used downstream of drainage system.
• Station 397 +75 —L- (Stream SI) Replace stream with drainage system. 24" CSP with
elbows and rod and lug connectors are used. Use several junction boxes to dissipate
energy and reduce outlet velocities. Class I rip rap is used at outlet of system.
Page 12 of 15

R -2519B Stormwater Management Plan
Plan sheet 32 (Site 41 -42)
• Station 404 +50 —L- Rt. (Stream 1C) Existing 18" CMP cross pipe is plugged and
filled with flowable material. Stream is replaced with drainage system including 24"
CSP with elbows and junction box near outlet to dissipate energy and reduce outlet
velocities. Bank stabilization is used downstream of the system.
• Station 409 +00 —L- Rt. (Stream 1Z) Existing 18" CMP cross pipe is plugged and
filled with flowable material. Existing Stream is replaced with drainage system
including 15" CSP with elbows and 24" CSP with elbows and junction box near
outlet to dissipate energy and reduce outlet velocities. Bank stabilization is used
downstream of the system.
Plan sheet 33 (Site 43)
Station 419 +75 —L- Rt. (Stream SJ) Existing 18" CMP and 24" CMP cross pipes are
plugged and filled with flowable material. Existing Stream is replaced with drainage
system including 24" CSP with elbows and junction boxes near outlet to dissipate
energy and reduce outlet velocities. Class `B' rip rap is used downstream of the
system.
Plan sheet 34 (Site 44 -45)
• Station 428 +50 —L- Lt. (Stream SKA) Remove existing concrete lined ditch and
replace with drainage system including 30" CSP and open throat catch basin near
outlet.
• Station 431 +00 —L- Rt. (Stream SK) Remove concrete lined ditch and replace with
Class `I' rip rap lined standard base ditch.
STREAM RELOCATIONS
Station 122 +00 to station 124 +00 —L -( Lt.) Long Branch Creek (Stream 2D)
Relocate 200 ft. of existing stream where Long Branch Creek ties into the South
Toe River due to the construction of the new bridge over the South Toe River.
Currently there are beaver dams in this stream. The new stream will have similar
dimensions and profile as that of the existing stream. The new stream will be
contained inside the right of way. Further upstream (Site 6) from Station 125 +95
to station 127 +17, approximately 144' of Long Branch Creek (Stream 2D) is
reclaimed after removing an existing 2@ 6'x6' RCBC. With this stream design, 2
rock cross vanes are used for grade control. The new stream will have similar
dimensions and profile as that of the existing stream. The new stream will be
contained inside the right of way.
Station 152 +50 to station 155 +00 —L- (Rt.) Long Branch Creek (Stream 2D) (Site
8) 257 feet of stream relocation proposed downstream. The existing stream flows
Page 13 of 15

R -2519B Stormwater Management Plan
along the toe of fill and crosses under the road with a 7'x5' RCBC. The culvert is
extended upstream and downstream due to widening of the road. The stream is
relocated parallel to the road with similar dimensions and profile. Rock cross
vanes are used for grade control. On the downstream side, rip rap is used along
the toe of fill. Bank stabilization is also used in the vicinity of the culvert
extensions. On the upstream side from Station 155 +98 to 157 +80 —L- (Lt.) 192
feet of stream relocation is proposed. The stream is relocated parallel to the road
with similar dimensions and profile. Rock cross vanes are used for grade control.
The culvert on Newdale Church Way is being replaced due to the widening on —
Y 17 -.
-Y21- Hemlock Rd is being widened and an existing 42" RCP will be replaced
with a new 48" pipe. (Stream 1I) (Site 19) From Station 244 +10 to station
247 +88 —L- (Rt.) 396 feet of stream is being relocated. The existing stream is
stable. The proposed stream is parallel to the road similar to the existing stream.
Due to the widening, the stream will be relocated further south. The proposed
stream has similar channel dimensions and profile. The proposed stream is inside
the right of way.
• Station 299 +30 to station 300 +31 —L- (Rt.) 94 feet of stream is being relocated.
The stream is being relocated due to the road being widened. A standard base
ditch with similar channel dimensions and profile will replace the stream. The
proposed stream is parallel to the road and contained within the right of way.
Station 320 +00 to station 323 +00 —L- (Lt.) (Stream 1G) 660 feet of new stream is
proposed. It appears during original construction of US 19, the unnamed tributary
to Brushy Creek was realigned to fall along the south side of US 19 /Old US 19/
Penland Rd. and then travel through the triple 8'x8' RCBC at Brushy Creek. The
new double 8'x8' RCBC will convey water across the widened US 19 and outlet
into a newly constructed stream that ties in with Brushy Creek at the same
location as that of the remnant channel. The project will reestablish the original
flow path of the tributary in the new double barrel culvert. At this time, the
remnant channel is visible at the same location as that of the new stream. The
existing triple 8'x8' RCBC will be extended on both sides. Bank stabilization
will be used both upstream and downstream along Brushy Creek. The new stream
will be fully contained within the right of way. On the upstream side, an old
culvert will be removed and the new channel dimensions will mimic the old
stream.
Station 346 +42 to station 348 +50 —L- (Rt.) (Stream 1G) Due to the widening of
the road, 275 feet of stream realignment is proposed. The new stream will run
parallel to the toe of fill. The existing double 7'x6' RCBC will be extended
upstream. The new stream will be contained within the'right of way. Natural
stream design techniques will be used in the design to mimic the existing stream
dimensions and profile.
Page 14 of 15

R -2519B Stormwater Management Plan
CONCRETE DITCH REMOVAL
Station 429 +67 to 432 +94 —L- Rt. (Stream SK) Existing concrete ditch will be
removed and replaced with rip rap.
Page 15 of 15

MORPHOLOGICAL MEASUREMENT TABLE
Variables
Existing Channel
Proposed Reach
Reference Reach
UT Brushy Creek*
UT Brushy Creek
Remnant Channel
1. Stream type
E4b
E4b
E4b
2. Drainage area D A.
1.44
144
1.44
3. Bankfull width Wbk ft.
16.6
14.0
204
4. Bankfull mean depth (dbko ft.
3.50
200
3.70
5. Width/depth ratio Wbkf /dbk
4.7
7.0
55
6. Bankfull cross - sectional area Abk ft.z
27.0
20.0
31.4
7. Bankfull mean velocity bk ft/sec
5.5
4.3
49
8. Bankfull discharge (Qbko ft.3 /sec
148.8
85.6
153.3
9. Bankfull max depth (dmbko ft
7.0
5.1
5.5
10. Width of flood prone area Wf a ft.
37.3
182.1
182.1
11. Entrenchment ratio Wf a/Wbk
- 2.2
91
8.9
12. Meander length Lm ft.
n/a
275
275
13. Ratio of meander length to bankfull
width Lm/Wbk
n/a
196
13.5
14 Radius of curvature (Rc) ft.
n/a
100
100
15. Ratio of radius of curvature to bankfull
width Rc/Wbk
n/a
7.1
49
16. Belt width Wblt ft.
n/a
86.5
86.5
17. Meander width ratio blt/Wbk
n/a
620
424
18. Sinuosity (stream length /valley length)
K
1
1.1
1.1
19. Valley Sloe S
0.020
0.015
0 016
20. Average slope CS
0.020
0.014
0.017
21. Pool sloe
0.007
00092
0.005
22. Ratio of pool slope to average sloe
2.9:1
1.5:1
3.4.1
23. Maximum pool depth d max ft.
0.33
0.5
0.57
24. Ratio of pool depth to average bankfull
depth (dp/dbko
0.09
0.25
015
25.'Pool width W ft
16.0
14.0
18.0
26. Ratio of pool width to bankfull width
0.96
1.00
0.88
27. Pool to pool spacing ft.
150
130
100
28. Ratio of pool to pool spacing to bankfull
width
9.04
9.30
4.9
29. Ratio of lowest bank height to bankfull
height (or max bankfull depth)
BHlow /dmbk
n/a
n/a
n/a
* Previously realinged stream u/s from the confluence with Brushy Creek
MORPHOLOGICAL MEASUREMENT TABLE
Station 319 +92 to 323 +03
Stream: UT to Brushy Creek
N.C. DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
Mitchell County
PROJECT: 6 909001T (R- 25198)
SHEET 1 OF 1 1/14/2013

$$$$$$SYSTIME$$$$$
$$$$ $$$$$$$$$$$$DGN$$$$$$$$$$$$$$$$ 09/08/99
$$$$USERNAME$$$$
CONTRACT. TIP PROJECT: R 2519E
z v v
om moo
mw < 0< A A ti
Q
m il + b
p o v ap
A =
D e
O�
n u
U
Z
G7
U1
m
� rn
W
O
r =
O
N m
A
O
N
V O
z
V
H
= n
m
°D
_
OD ►�
L" •o
N
D 00
N
N
m
0
�
Q
O
U
(�
y
U
3
�
O
T
T
1a _ -4
N
o
m
o
o
m
ca
m
Y
Z a v
O A
A
C
x
�y
=
Z7
^
`J
<
m
CA
O
z
o ti
a a
g
o
t
:per
^m =_
C^
D
N
r
°
Z
O`m
b
O T x
O m
S° C
r
�
g p z
D
eG1
tiR
� n
=O�
a
°o
y
�
°o
O
m
a
x
a r
n 1
r,
n
T
z v v
om moo
mw < 0< A A ti
Q
m il + b
p o v ap
A =
D e
V • [RP
m
N
N
i
m
M'L%z
rn
W
CA
/c-W =i
m
W
N
mgJ
W tj
W
m
V
O�
n u
0 Z
D tl
Z
G7
= n a
m
� rn
W
C00
r =
_
N m
A
m
N
V O
z
V
H
= n
m
°D
_
OD ►�
L" •o
N
D 00
w
m
0
0
Q
m
N
U.
�O
m N
fml
N
N
(�
y
Wm
3
�1
V • [RP
m
N
N
i
m
M'L%z
rn
W
CA
/c-W =i
m
W
N
mgJ
W tj
W
m
V
< W
O
z
W
V � O
N A
V
m m
CA) w /
OD `� N
m <
O W
P IJ
A V
p � rr--
vJ
W
0
0
b
N
ti
A y I
pcn m
1" m N
N ON
V
o< N
(/)b.
m
m N �p
m N
/y�
W V //
CA)
m
O
CA
O�
n u
n
= n a
m
� rn
W
C00
cf) =i
N m
A
:q m
Nrn
N
V O
�
rn
V
H
��
_
OD ►�
L" •o
N
D 00
w
z
3
z O
T
1a _ -4
N
T
�
m
ca
> G7
Y
Z a v
O A
A
C
x
�y
m m
Z7
m
CA
a
o ti
a a
g
o
t
:per
^m =_
C^
A
N
r
°
Z
O`m
b
O T x
O m
S° C
g p z
D
eG1
tiR
� n
=O�
a
y
�
Q
O
m
a
x
a r
n 1
r,
n
T
4ca
A
m m O
C
N Z
`x
p
Z
n
e�
m
Zya
Lu
Z
m
( y
m
N -�
m m S
p mp m
p m O
z
b3
o
n
_ n
S r
Z
0 m
x
Z
of
z
ro
gm
zr
z
T
y
z
zz
< W
O
z
W
V � O
N A
V
m m
CA) w /
OD `� N
m <
O W
P IJ
A V
p � rr--
vJ
W
0
0
b
N
ti
A y I
pcn m
1" m N
N ON
V
o< N
(/)b.
m
m N �p
m N
/y�
W V //
CA)
m
O
CA
O�
M
sA rn
AGO
� m
i N
m
m
� rn
W
C00
cf) =i
:q m
Nrn
N
—1_,IV
�
rn
rn
V1
��
CA
m
N
W
YANCEY cou1 TY —
m
IJ
-P
►
N N
A rn O
O
Z :y
Ay ' A A ,Cy
i N O
M b n
�U,���t�
On m
y �b�oo
00
C��' yro
N h C
O coj 114
b b
y � o
b � o �,
y
y
�� 'ft.,
NAD 83
�J
�n
a�
4
Cb
k
o°
a
R
N
m r

-------------------------- - - - - -- ------------------------------- - - - - -- -- - - - - --
I— .
I !
I I
I
I
I
I
I
REVISIONS
Ess$$$SYSTIMESssss
ssss ssssssssss$$DGNSSSSSSSSSSSSSSSS 8/17/99
I
I
1 /
iF 1 i I mac'
tJ `II III II —25 g
Qgi
I cn oI. I I! I Z Z (\ 1} 1 1 1
C) cmn
D�
71�ILn
r
m

m
nO
M N
b
En
En
r!
o
yz
no
�m
Z -{
m
ca
xo
n 70
m
n
rn
rn
0 O
X
U) o
m
O
0
0
0
'tf'6DGNS F�6S88•t $'E'68R5£S3
\\ rr
Li
ol
Q \ z \
z
r \ \
r \
.\ II
I
i
o.
i \
X
``lI X
�I
I
I —
~ OO 5
olsa — — — \ i NI
121 1
\ -I
/
/
1 1
o ..
re
/ M4
4-t4TCh �iNF jl l i r
`t, ST
It
i
--L--�
°�
0
MLI ,
N
50\
m
/
S2 00
00
SyFFT'
P
NAD SD
ro
S�
z
z
a
�r
z>
1
o 1.
>
�F y
K
AZ Z
z o
Zo
ZaI
r
o
;-
N
— y BE —
E =/2 BST
/X—
W
ZP�
WO0�
may
a z
O
°�
0
MLI ,
N
50\
m
/
S2 00
00
SyFFT'
P
NAD SD
ro
S�
z
z
a
�r
z>
1
o 1.
>
�F y
K
AZ Z
z o
Zo
ZaI
r
o

M o
cm
x
no
D
(-)m
m cn
::E:—
D 3
M
XIo
1)
VIA
�m
z
DO
n�
-1 m
N to
Zm
m
N
�O
D�
m -�
m
m
X
0
A
D
__
a
n
m
=ON=
+o
RRSRRfififiRSSRSR
Z/—
520 0
/'o: ' r� �� S
� F
/)
k
\ r
9 rte\ \ ,� , { ❑ o 1. � , / / I � 0 � // /
\ IN \ L 0
\ y
p
8 �
'C, r OD
I�
/ Q
oar l I ) �N,I i
LW
\ ��, m,�•�a I I 111 ;� � ��`�'
d m
1166 �
-J.
0 i
If m) �� o // ©/* II ��I °i� � � / /�
I) l I I ) o
PUE�
z �
t
I
rn
d,
11 1
9 I
(' r 'ObS���
11 1
Sto.61 +5920
�L 1 1 1 X20\
It 2560
Ir
/ � 1
/ 'l
TS
3 '` ...\ T it l l� \I It
i 5..
I 65 0. S
r ' <�
1
\ 2 / v 11 ( 1 II ' �' ) x•05 \ % / ^/ mmm
mNVA
s I I Nmm
SHEET 8 mN rnm
��\ \ 66 + 00 �mm
SEE
gj�

N
O
M�ULMW
No
so®
RON
I-lm.mp.q;
4■0al
a■®ms
n =
El =
MM I
v
� -IrOC> -0
u u 4 4 u I =O
' 3
N CA
kj O m
§� > O
ay I D
z
� r �
U3
m Z
�ZA
N
O
O
CD
O
°o J
I '
�J
I
/20
I
I I
I
I
I I
11
I1
�1 1
11
\1
\1
11
(T co
;o
cn
V
7
0
,
ZbN?
LD .
C
C
P°
D
O
f � W
{ O
A�
az
n
Zr-
0
�_
sy
Zz
m
y
D
+D
r CO
o
Z
Z
m
n
r-
'�
m
to
m
Q
O
L
Z
c� o
a
x
n
0
m
c
0
O
I ! S
ICU
DNZ
m
N
A m
t cn ^
ocn `1
o�
0 =+ D o `y
o
° °0 7
°Z
O
ti
a
` -Q
V
�
Sn
ZbN?
S�
zC
50
P°
A�
az
O
Z
sy
Zz
3z
y
Z
0

REVISIONS
LLL
LLDGNLR LLSRLL9:LRLRL9;L
STA. 0 SEE SHEET 8
�_
CH LINE —
\ \ bF \ 1p I I / ..
W
�\ Sq yy F � _ \ \
sr
1 �
II
`' �\ �' �' `� •— �Q 5 — ` ` \ '` 1�� III I .! N � �D a� /
�
I
, 9W
jc
/ II
�
o /
Q \I /
xz
mcn
\ I o
►
'iJ1rG "ti 4l Hq ,sCJ O
CA m
m m
m<
I "
n I � I/� II 1
I /�I t 1
LN
ul
LO
0
m — 01990 DM•t I 1 I I I m11 \ i► '. \ \ �t�\ o
! 2 /
O
0 � � �� ! ! ! O I I I , I � I 4\ir \ 1 �0.CP
cn
MATCH LINE —L— STA. 92 +50 SEE SHEET 10 ( \
N—
g3
0
9
8�
t2i
i>
z
A=
y
q
=W =
z
°
m
Z
O O
ar
=a
_�
zc
m
y
A�
O

$R$R$$R$R$R$
SEE SHEET 9 1
92 + 5( \ \ \ \\ 2��N
Iq
z � t
r 1' to
I P s tom' 1
_ I :s \Iltl t
9
y � r
any / % < � ° / / / / % J ✓
h� _erg
mss— ' %• /r•�/ /
C m
_ 7oZ
y T Q
\ ° ; J I (� m toil
I> I N I 6
co
N
m
/ oTS Q o
43 43 I \ 03
�
Qa
OR nt ' I I Z , Fri o _� , ° I
8 I
I \\ a i o
I
C,
/ 'Dill i I v l 11
,
'o
Ir 03
OR
l�yryI �
r°
�-
�o
c
z " n
MATCH LINE —L— STA. 106 + 50 SEE SHEET 11

I; I
I NjI
a' I
I ;I
Ike
Z
i
l \ \ • ` 2 "6� ti I
Z �nb
DZ ` boo-
(-)0 �9 =�
ar
�r
m \ \
n_
w
. 0 I
N 9
I.
> I
elc \
l� Qv
11
s
S
A INK , I
y II
E
n�
I
I1lu�°
/
I N
t 3
O y
m
1
r
�NI 111 D
1 1 =1
A I �Np
II i II
i 1 I�IIj �I N m
C11
m Q
Lrl
/e I
ti N I
I , I
i 1 11
N
m
(EN
s
0
is p \!
` \ 130

ASfi RRRSRRRRR %RSSDGNfi RSRSSRfiSRSRSRRS
MATCH LINE -L- STA. 148 +50 SEE SHEET 13
If
�'' I I I b ,I III ► �x N I i
X
�= 1 --
� '�� StlIM3N
5�.9
' O
a . II IIp V
�I I�
(J1
` M W w v /
j or� I
Asti I
Re— k
JNOJ�t I -
nl�
— _ —_ —_� I�
v "
o <
0
q. /elm I
-
a 8
/ con
© T ° III
D
f
ZnO I
A ti -
\ \ ---- -0192-
II 19'CMP \ 1
rp
ssz\ oe90
- - -X__X X n, V I I f I !s CP 1
mop; a N 11 �i I I of ;
«� � I
aN.1 a;y zE
°mom t� d ( � t I tl � \ Q•
1 I
It
!
/
\ i I
MATCH L1NE -
L— .762+ 50
SEE SHEET 1
5
Vf
v Cv
Z no
0
Z-i n m
M M y
CVf
<Mn D
D M >
v� y
z Z
«
v v
m
Z DZ
O--I n0
r Vf H y
M_
Mm Z m
G) -L C
D X
N D�
0 m '<
M
M
X
C7 (.n
� o
n
x
n
U' o
n
n
M
0
0
0
0
\ i
NAD _ g��
b
if
az
z
Z
o
°
z
a
°+
=a
z>
Z�
a
x
a
Czl1
A

MATCH LINE -L- STA. 190 +50 SE SHEET 16
w J
000 O i� / ��
6P
z
-! -Al
S&Z
C m
-n o
r) 0
CA m M
El 1 l
m >
IZ ;a t')
14 -1
X
CA
0 0
m -1
I m
r zm
BST i6,/
-c con
2
c)
3>
0 75 mmi
c-) (n 0
-E-r
=MEN
un
9
Como
rtl
"m\j T5
IT
Q
SIM zo
'o
z T
p o
z-
z
VQ)
IV
z
o
z
>. m=
-L- STA. 204+50 SEE SHEET 18 �19 p
z
MATCH LINE xi

REVISIONS
.ASAASEAASOGNAAAAAAAAAAASAAAA
MATCH LINE -L- STA. 204 +50 SEE SHEET 17
X a
-X v° II I II I a nl v \ \
XI I _° 205 t
i , I III z
zy
'
36' '/
I R 111 n
\ I m I o m a s^ J
1 II
C4
N -D w
X i Ilr _ cm
All
®M N I I III � o
�1 N II 0
1 x I•r 1 N "' 14} r
�
, --
I ► I I ►► I � X �
X
CID/X �
I
X
L _ X —
CA
am
;-n /' // / ' I N 4%4
� S 1
n>1 m 2720 —_ 1 I I 1 1
Crn A / \ / 13A= 0 I I
i
rnD
+ \ko tf J
(0 /
Aga /
00 v+IIHfI II \ \o /a
'ail
m >
D Z �T
no
OO
rn
0 215 -�
m rn
' o
Ln
c 0
rri q� a
r 2 \ IAN
r O z
mWm
1 m ;z Z Z o
gi I,` 4II N i I7 I\ o
o
1 218 + 50 SEE SHEET 19
L_ STA. NAD 83 °D i
MATCH LINE - °

aN N N - 1l \ ��,•
�w
mz
1
z zd +
U m N I I31 I �' o f
°W M .az /
° N > Z
CSI
i( W
1
/ �T6 ( it II�4
I
C40 z
xQ
N /
-,
W o. o Ln
C /
0
LLI
Ln CD
Wp LU
—
N Ug UZ
LU
�v
W.1 u'
/` 3 W U
0 z
W
_
N Z O
I I I xx� LLJ
x r
`W
463 1
u 1 W
W
o}cU
LU
LU �U ~U
,r ,
3 II f \ N /ryl —. �� �— _ 1� �' V Z Z a LU t ` \t I I It aSS� pN p�
IL
13 N
M
IQ
mommomm� __ ssssssssssss $$$$N'JOSiSSS5S�3�5a

rrrrrr� � � i imcaa.ra..
ASESAARA $$$$$YAADGNSAYSARRASRS$AYYR
1
it , �►� —
, r� I • ( - ••� J ��11
�1 , � ' •1�.i �Ki..,,,�� �� 7o-
y:,� °��,�; .��., cif•• ,! Y. � �.
zoo i^ -ei�
\\ • • `\ � � � %, /�r���'�►�,..� alb..
r
r � r!r ��rL'•
/
INN
NOW
,• 1
II _
►NVf3'� �f �I ��� •
�: o- is o �;•: � `;�_:;.;. �,, 1 .
• . . ' 7o- �.;•.� ,�•�
70• � ! j 7o- .' �
;� � _ 1 !/) � i • � '�' 7o- ��
• � � I I Ii F � S }�s
• • 1
m
N
00
N
m
N
NAD 83

1l- H
i W
+
tJ
. o
l +
o-P T'A
w
;l
ij, P
Weir4:
WERE
111111011
1111011
lw®®
lumm
■O■■
111111
NOME
T T T
000
_ 333
0` CCC
1 1 1
o i
0 000
ccc
wmoo
V1tnN
xxx
nnn
P m �Aw
r 7 mmm
m m m
tr N NNN
V
°4 M DDD
71 m
ry
AcJN
cJ cJ O
r — 0-
° o��
O o 000
N
DDD
ANN
++4
Q
II II � O p
p C C
D -1
Oil QO
T I -T-1 N
A,)
� D
a o Z
V) Z
n m
0 r
m
� n
Z
-i
O +
r
1 1010 � • � • �i
1■■■
ink■
1 ��u
"
IN
in
I
©■
�o-I -OD Tb
II 11 11 II N C
L4 q
V G4
C
rn
x
I
O
Io
Oi
b
FAMIN
■11
AMulA
mmmo
A
I
N
O�
0,
Y 1 11 � II II II 11 II 11 II 11 II II II I II 11 II II % 1
SAW
$ c 5
rZ
x
y
{ `m "rn rt�i �rn
n
IM x
M I I I I
p N + a
D
C
O
m
C
x
{
n
A
n
C
m
D D
QP
N
4
N�
\\��{ OC
i 4
D
>U-
G)
A
� A
+
N �
4-4
00
A
tv
N ;o
p, C
MCA
x
T {
y
'y
O
C
�D
-^iJZ
�o
+
Jom �1
J O ry
�o
J C�,yJ
m `J
—j r Ity
r O O 1^i
J
mD
J Cn
n�
m
0
O
c> o Z O O
z SC pN U,
N yIy"1
aZ� z
O
Z'.1 �m
5 oZ z�
7� oz
z zm
Ll z
o p
N N
N T
T-
Weir4:
WERE
111111011
1111011
lw®®
lumm
■O■■
111111
NOME
T T T
000
_ 333
0` CCC
1 1 1
o i
0 000
ccc
wmoo
V1tnN
xxx
nnn
P m �Aw
r 7 mmm
m m m
tr N NNN
V
°4 M DDD
71 m
ry
AcJN
cJ cJ O
r — 0-
° o��
O o 000
N
DDD
ANN
++4
Q
II II � O p
p C C
D -1
Oil QO
T I -T-1 N
A,)
� D
a o Z
V) Z
n m
0 r
m
� n
Z
-i
O +
r
1 1010 � • � • �i
1■■■
ink■
1 ��u
"
IN
in
I
©■
�o-I -OD Tb
II 11 11 II N C
L4 q
V G4
C
rn
x
I
O
Io
Oi
b
FAMIN
■11
AMulA
mmmo
A
I
N
O�
0,
Y 1 11 � II II II 11 II 11 II 11 II II II I II 11 II II % 1
SAW
$ c 5
rZ
x
y
{ `m "rn rt�i �rn
n
IM x
M I I I I
p N + a
D
C
O
m
C
x
{
n
A
n
C
m
D D
QP
N
4
N�
\\��{ OC
i 4
D
>U-
G)
A
� A
+
N �
4-4
00
A
tv
N ;o
p, C
MCA
x
T {
y
'y
O
C
�D
-^iJZ
�o
+
Jom �1
J O ry
�o
J C�,yJ
m `J
—j r Ity
r O O 1^i
J
mD
J Cn
n�
m
0
O
c> o Z O O
z SC pN U,
N yIy"1
aZ� z
O
Z'.1 �m
5 oZ z�
7� oz
z zm
Ll z
o p
Q
II II � O p
p C C
D -1
Oil QO
T I -T-1 N
A,)
� D
a o Z
V) Z
n m
0 r
m
� n
Z
-i
O +
r
1 1010 � • � • �i
1■■■
ink■
1 ��u
"
IN
in
I
©■
�o-I -OD Tb
II 11 11 II N C
L4 q
V G4
C
rn
x
I
O
Io
Oi
b
FAMIN
■11
AMulA
mmmo
A
I
N
O�
0,
Y 1 11 � II II II 11 II 11 II 11 II II II I II 11 II II % 1
SAW
$ c 5
rZ
x
y
{ `m "rn rt�i �rn
n
IM x
M I I I I
p N + a
D
C
O
m
C
x
{
n
A
n
C
m
D D
QP
N
4
N�
\\��{ OC
i 4
D
>U-
G)
A
� A
+
N �
4-4
00
A
tv
N ;o
p, C
MCA
x
T {
y
'y
O
C
�D
-^iJZ
�o
+
Jom �1
J O ry
�o
J C�,yJ
m `J
—j r Ity
r O O 1^i
J
mD
J Cn
n�
m
0
O
c> o Z O O
z SC pN U,
N yIy"1
aZ� z
O
Z'.1 �m
5 oZ z�
7� oz
z zm
Ll z
o p
Z
-i
O +
r
1 1010 � • � • �i
1■■■
ink■
1 ��u
"
IN
in
I
©■
�o-I -OD Tb
II 11 11 II N C
L4 q
V G4
C
rn
x
I
O
Io
Oi
b
FAMIN
■11
AMulA
mmmo
A
I
N
O�
0,
Y 1 11 � II II II 11 II 11 II 11 II II II I II 11 II II % 1
SAW
$ c 5
rZ
x
y
{ `m "rn rt�i �rn
n
IM x
M I I I I
p N + a
D
C
O
m
C
x
{
n
A
n
C
m
D D
QP
N
4
N�
\\��{ OC
i 4
D
>U-
G)
A
� A
+
N �
4-4
00
A
tv
N ;o
p, C
MCA
x
T {
y
'y
O
C
�D
-^iJZ
�o
+
Jom �1
J O ry
�o
J C�,yJ
m `J
—j r Ity
r O O 1^i
J
mD
J Cn
n�
m
0
O
c> o Z O O
z SC pN U,
N yIy"1
aZ� z
O
Z'.1 �m
5 oZ z�
7� oz
z zm
Ll z
o p
C
O
m
C
x
{
n
A
n
C
m
D D
QP
N
4
N�
\\��{ OC
i 4
D
>U-
G)
A
� A
+
N �
4-4
00
A
tv
N ;o
p, C
MCA
x
T {
y
'y
O
C
�D
-^iJZ
�o
+
Jom �1
J O ry
�o
J C�,yJ
m `J
—j r Ity
r O O 1^i
J
mD
J Cn
n�
m
0
O
c> o Z O O
z SC pN U,
N yIy"1
aZ� z
O
Z'.1 �m
5 oZ z�
7� oz
z zm
Ll z
o p

#$$$ $$$$$$$f-$$$$GGN$$$$$$$$$$$$$$$$
-L-
/I
X X� \ y STq. 343+.50
CX
SEE SHEET 27
CA
a n
i n
�\ r 0°
I / /
10 0
I
L
\ s CP
/III.
\'A1
r
my �` : tI I 1 , 1 II III oZL t
N
• ® I I III Nf ° OCLO
It
l l I :�• Jl ��o;�i � \\ I II I f f / iZ — \\ J °,
—
�
y
1~
�
no
m
k/
i I 4 III IIII 14 I �' I �
Ln
° \• � � II II I III I �
k�
I + II I 1
N ° ° N l• — \
Ln
1
r-
Is
\N
� , f o °° ./ • I .1 III I \ . ` �\ �' \ �
° � ,, %�, - �"' \ � •I : � it t . � ` \ � � �
SHEET 29
V-- MATCH LINE —L— STA. 357 + 50 SEE
LL
w
wqo
b
b
z
a
o
°

S4Se�SS�SSSDGNffiSSSSSSS4ESSSSS9 8/17/99
g SEE SHED 29
371
I 1
4
/ N
�' I \A
no
m ,
7o ii a
CA
,
{ELI OS
I
C)Q
N CA of
m m °�
a 17
+m
m W
D CO f
v,
Ln
D .
4 j - F
Ile
SP
o °
38Sx50 \ a r Z
sFF
Z

�sssdcNSSSSSSSS$$$$$ SS 8/17/99
JO
CA
ZO
CA) H
° FF
° I
t / /o — �,-
i. 0
Cm
yo
\ � r � it ll I�l s • / / // \ n
Njr m>
CA
z
It
I
I I� •
z-4
so
N \ 840 —
\ o
IM Lyi
IN, "poll
CY
HE 70
1 E
\ \ \\ ° SNP €m�
Z
G �e M
z o
oil
�; \ti J I• 11 I \ \.. \\ k50 �� z Z
3
Z
°z z
/ VAN "' Z
MP' o

oE$$S..... 6GNSSS55$$$S$S$$SS$ /.
399 \ \ \• \1 I 1
R
o
\ \ \ `29 /0 -- 1
� � I
`1 `� /
Cm
D o
m NOJ.9L \ IF
I. J JJ j(, /
Z ti l
I
II
IJ
D Z 1 \ ,5 _,y 9 I 1
N -� \ \ \
y> , 70 Noc
/�
T �K
om Im N A I j t
,� i90 x F ,t W ° CJ I ! I t
��i \ 1 r
m /� O I I c, I l0
cY (—
D A' I
_
i I
Fri
Ln
o ( n r ! W i t \ S� i<
/ I / (O 1 \ z A1n�
\ z m
Cn /IqA TC � / ti \ o
S7A. 41 _ m =
5� SEE SH —� - -- z y
EFT 33

RSREYE�SSSESRSEEDGNESSRSESEfSSSSSSt
ETCH LINE
1\ p _ L
-
_ STA.
413 + 50 SEE SHEET 32
o � ^
mp
/ S ° u
O
cl
It
st I ^
� \� j� " ►Ii Imo\ j \ X�
® p m .'Ls I �I �,. p i
I i I O
pp II zl I
In
N ` Iz +• cr Saar "s - -
om
\'I
I
ti I
rn�
i X� II 111 /
'I
�®
/ I I r
/z9�k
o �
�/
m x LJ
()0 \ 1 II II II i
CA M
N I
zm
oil PAZ, A 151
V
za 425
Ln
I� r � � ► II 'r 11 11 � i I I —_ \` \
°
I I Nm it it AI I . 1
n ; 1
.40
T. i I III: ;I IN
° ,�,� Tm I I I 11
I II o I a ► I \�
III I�
MATCH LINE -L— STA. 427 + 50 SEE SHEET 34
V
7d
i°
i
`
S �
y r
�v
N
m
q
z
m�m
Z
z
o
0
ar
=�
iC
_
z
O

R99: RR99 ;$$$$ SY ST IME 9:RRRR
9. :RR9:9�RRRR9:RDGNRRRRRS9;RRR RRRRRR
REVISIONS
MATCH LINE —L— STA. 427 +50 SEE SHEET 33
I �
N
EI
I,�a
c� 1 W
A
ro
� III
I J IIr
ti
I I
IZ cnr c�� e� ;�3ar4
Ul
I
I
Irn
� I
�l 9
C yv
� m
> Z �' O
D
O n
yrn m y
Vf
Zm D�
C O � C>1
n y
IT! -< Z
D
m
m
M
cn X90
C')
n
-o
x
u, o
n o
n
b `-
r
r^ z
8Z „ a
Ln
8�7 zrj Z` N
m�
CO
c r�
z "p F
=C,
oz
Z
s s k . r�
0
ab
a� �y Z
zy irA rr A
Gi

I
�
4
N
O
N
o
N
0
N
D
N
�
�
(n
oo
N
(�
N
W
N
D
N
D
r-
M
W
D
w
3
m
m
n
m
D
J
m
A
D
cn
D
w
D
N
z cn
a
W
(°
W
J
W
W
W
00
W
Ui
N
O
N
W
N
N
(O
(D
J
(D
O
0)
�,
+
A
A
N
W
-n C
n
t
cn
t
cn
t
N
t
O
t
m
t
cn
t
O
t
cn
+
N
+O
O
°
A.
° p1
3
O
O
(11
O
O
O
O
O
(n
cn
o
o
cn
o'
r
r
r
r
r
A
r
r
O 7
N
Co
m
W
W
A
�
�
00
CD
Cl)
?
p
Cn
p
W
W
O)
'o'
Qw]
Cn
T
OAo_
(n
cn
N
A
N' cn
O
n
w
X
P,
X
13?
X
0?
co
x
C7
d
0.
n
61
(D
n
p
o
X
o
C
°
3
°
O
C7
0
o
n
=w
-
o
—
nm
°
D
n
C7
r
O
,
°
ti
m
(
w
m
n
n
n
m
°
—
=
°
n
W
7
7
7
n — w
� 7
7
a co
(� T ((D
7
0_
N
m
m
wz
<
7 w
° o'
(n
v
7
D
g CD
C)
Cl)
(D 7'
w w
7
(O N
(n 0.
(D
_
m
w
V a
Q
rn
-0
o
D
o
^o
C
0
0
0
0
0
0
0
0
0
w (n
D
z
JO
N
O
O
.OP
A
O
O
O
O
O
O
O
v Cwt j
N (U
m
O
n
0
A
0
CI).
-I
i.
CD
_
m
m
D
(D 3 S X
,
cn
W
A
A
6>
Oo
A
A
(D
J
W
(n
WO
y
W
N N 7 -�
m
A
A
'J
(D N (D (0
� 3 s x
c
(n
J
A
°�
v,
rn
o
3 w 7
cn
cn
J
v,
00
O
N `—° `°
m
m
o U)
-�
N
N
A
A
00
VOi (D C
<0 3 w
O
m
V
Z
m
m
o
7
0
(p
cn
3
m
°'
D
7
0
N
(D
7
w
w
7
7
^
(�
C
w
7
C
�
w
N
70
N
(D
N
w
3
r"
w
w
m
0-
3
(D
3
(n
O
(D
0
w
7
n
()
CD
w
C
O
O_
w
7
C m
N
O
m
7
0 0
O
0
W
u
X
c
�
<
(D
=r
X
X
CO
p
T
71
i
r
Ic
M
O
z
H
a�
0
H
a
H
0
z
9
rn
W
cn
ON
O
N
N
N
ch
5
ii
n
n
r
r
A
O
z
a
►c

1
0
z
O
x
W
Lq
m
O
N
N
N
w
H
z
ro
0
rj
H
O
z
i
i
n
tij
n
M
r
r
n
O
d
z
W
N
0
D
N
N
0
C
N
C
N
C
�
�
(D
N
r-
N
N
N
o
N
0
3
cn
o
2
—I
Ut
A
W
N
O
O
D
W
(p
N
O�j
N
(D
(O
(D
(D
_
W
O
'J
_
(I(
Ui
O
(11
m
co
v
U1
Q)
N
(D
O
CO
Ln
O
t
t
t
t
t
t
t
t
t
t
Ln
p7
O
o
f
o
t
o.
(.11
i
O
o
O 7
r
y
O]
CO
C
W
W
W
�!
CD
W
CD�
o
-°
cn
A
0
0
d
OD
N
m
N
�
(n
m
U7
X
0
-p
d
'p
d
Q
F
Oni _
C
to
Cn
a
o-
n
c
o
m
o
N
N
-0
N
3
N
.Z7
N
?�
pNj
i")
m
((DD N
_
=
O
_
co
—
(D
X
C
G (D
O
O
n N — N
.._.
cn
cn
7 7 7
O_ (D
y
c
3
N
m
m
x
o
n
<
z
°
n m o
N O
7
D
C7
cn
< s
O
Ol (D N N
7
CL (O N
N a
n
(D =
v °
Q (°
m
^°
3
Z
0
0
A
0
0
0
0
0
0
0
0
0
0
o
o
co
jV
N
N
O
O
O
N
O
CC)
O
O
O
O
O
Li
A
(D
`�
m
A
n
n
n
°
_0
C
O
0
O
0
0
0
°
0
D
_
N
0
N
m
D
m 3 s X
>
N
gyp
r1i
V
rn
O
v
O
oo
v
(D
D1
Cl)
�!
rn
O
s
w
U1
cn
07
�"
N
3 a m v'
v
m
C
�I
(p
(
(D
C,
7 o
(D N (D (D
�
D
CD 3 s X
n
W
'
Ul
Ul
O
Vl
Ul
CD
3 7 ^
cn
(n
(n
m
-
m
cn Z
m
A
A
(D
(NT
ET
E N c
N
0o
Cci • Sl1
°—'
0
7 3
T
V
_
7
n
Q.
(D
O
A
O
O_
(D
N
3
s
m
f
m
(D
cn
0
z
°L
o
CL
(D
m
m
0
m
CD
3
°<
m
1
0
z
O
x
W
Lq
m
O
N
N
N
w
H
z
ro
0
rj
H
O
z
i
i
n
tij
n
M
r
r
n
O
d
z

�
c
N
(n
i
n
r
n
2
=
3
2
m
m
N
N
N
N
O
cD
Co
�I
m
Z
O
W
cn
o
-A
A
+
T cn
°
(DD
o
°
°
A
o
DOi
cn
(°n
rn
a
00
Ul
3
W
7
7
D
W
CO
Q
co
W
(D
.Z7
(D
(D
7
7
W
C)
77
cn
�
c
O
W
3
A
w
W
3
cn
7c
cn
�
ao
F
cn
W
Cl)
ZI
O'
(D
v
(D
(D
W
U
0
6
: C
C)
N
l<
T
O
_�
(D
N
O
3
N'
N'
U (D
30
N
W
W
(D
O
p
O
O
7
O
7
7
<
O
7
7
a
(D
G C
(D �1
Z 7
CL (D
N
3
CL
m
m
0
°
(D W
'
z
o°
N
(D
cu w`
v a
�.
N
:3
D
n
CD
O
0
O
O S
W (D
O
O
v
pj =1' Q
>
CL (a N
O O.
n
CD =
cl
CL t°
m
CD
O
0
CD
0
°
^^
O
O
^
o
n
0
�
3
o cn 3
D
Z
CD
o
0
0
0
:�E w
0
N
N (D
�
m
X
cn
0
0
o
m m
c
y
3
m
D
n
(D
S X
N
A
N
N
W
N
W
3 U W N
m
C
w
CD
N
W
CD
N N (D
m
(D
rn
w
�
(D m �
w
rn
cn 3 v
O
T
V
_
_
n
n
n
C
O_
(D
N
C
CL
N
C
Q
en
N
V
O
A
O
W
O
O
O
C/)
O
c
(D
�
(D
<
W
3
3
3
m'
°
o
W
o
W
<
W
o'
z
0
cn
E
0
z
0
x
x
�c
9
W
w
En
0
O
r
r
N
N
r
%D
W
z
CA
b
0
Y
M
5
0
ti
n
r
r
n
0
c'
H

d
d
rZ
v1 H
O
x�
� H
xo
H
ril b
O
H
O
x
9
W
cn
C%
O
F+
N
W
0
A
r
r
n
O
C"
x
H
�c
W
Cn
cn
N
N
(p
y
n
m
0
m
m
n
w
r
n
3
m
m
N
N
N
N
N
N
Z U!
—i
cD
Oo
J
Q)
(n
A
(D
A
W
W
W
W
N
N
O
N
O
J
O
N
O
C)
W
cn
O
O
O
0
crl
(+J7
Cn
3
�
O �
CA
CA
co
w
O
o
CD
°v
(
CD
Z
�.
a
(n
3
j<
-'
wo
3
-O
A
3�
'o
o
a=i
A
ao
a
=
=
-
co
c
Q
0-
C)
cn
c
(n
T
c
.�.�
'O
N
N
r
N
fA
N
-
N
A
O
Z
O
o.
T
o
0
n
3
m
� m
Q m
U)
m m CD
3
m
m
m
III
z
o
"
o_ o
m
D
�
n
cn
m �
v m v m
a 1n m
cn a
(D
_
n o
ni m.
to
m
m
D
0
0
0
0
o
a
o
0
0
0
0
0
o Cn 3
Z
0
N
0
J
0
0
0
0
0
0°
oN
o
w� m
0
y
m
?
M
Cn
o
O
0
0
0
o
-i
m-0 cn m
c
7
0
0
0
0
0
0
m
D
(D 0 X
y
N
?
A
O
O
O
CD
O
N
O
J
A
J
(J1
v
j j
m
.�
C
D'
C O N �
O
O
(T
C1i
00
N
.
O 7 O
_
rn
o C
rn
N fD
A
O
-n
V
n
C
a
CD
m
A
O_
(/1
N
N
3
(D
O
C)
N
O
7
Z
O
CD
N
d
d
rZ
v1 H
O
x�
� H
xo
H
ril b
O
H
O
x
9
W
cn
C%
O
F+
N
W
0
A
r
r
n
O
C"
x
H
�c

i
cn
w
cn
0
�
G7
G7
u�i
r
G)
3
m
-m-I
y
Qwj
cn
A
w
N
O
O
(D
w
m
co
Q1
(J
C1
_
+
O
.Wp
w
N
co
N
_
T
f%1
co
Ou
�
O
°
w
(li
V
A
—
o
D
o
co
°o
o
°o
0
fl"
r
A
(P
r
r
r
O
i
r
A
W
W
W
W
p
W
pJ
T
N
Q
^^N
lG
^^N
N
(D
x
3
(D
V
V
0
\Cl
NN
Cn cn
N
O
(D
X
cn
6
.Z1
p�
:I1
Q
X
A
cn
X
-O
`�
(D C
O-
N
Q
N
co
7
co
�
cu
m
.l7
a
v
X
(�
n
O_
O
Q,
j'
O
—
n
0
n
`G
.iJ
n
-
p
co
,< C
Cn
°
(n
°
a
m
O
n
C
?i
W
m
0
N
n
(D m
m
o'
(D
m
3
o
Cn
Cn
n
o
n
W
=
(D
�'
C7
m
T 3
m
N
T N
N
m
� m
�
�
<
z
o
Q o'
(n
o
=3
D
K
C')
n
�
G
(D m 3
� m n�
7 (D
a
cn a
Z3
> 5 Q
Q t
rn
v
co
D
CD
o
o°
0
0
0
0
0
0
p-a
cn 3
z
o
o°
0
0
0
V
0
Co
0
Cn
(-> mE m
O
p
OD
N
N
m
c
CD
^p
0
°
o
^p
0 CC Cn
(D
c
p
p
O
N
O
O
n n C 7
D
N
N
m
D
A
(D 3 7 X
N
O
N
m
(Si
W
N
(T7
N
w
N
cn
(D
O)
Oo
A
(O
(D N (p (n
D
�^
n
3 m
fn (U (O
m
o U) �
m
(O
-0
rn
w
m
N (D �
cn
O
O
O
`'-' (Q N
O
V
n
n
c
CL
C
a
(p
(D
CD
O
W
W
O_
O_
N
N
(D
(D
3
3
m
m
m
s
m
3
m
CD
3
CD
o
Z
0
CD
o
O
(n
a
m
o-
m
0
s
0
W
CD
ON
O
N
N
N
C!1
z
A
d
C+7
H
x
H
x
CA
b
MO
ry
H
H
O
z
5
A
�C
A
r
r
A
O
z
H
►C

C
W
ox
Z
en
0
W
W
cn
O
�0
1—+
N
CA
W
5
A
►C
n
Ct7
r
r
A
O
Q
x
3
04
>
cn
c-
N
n
2
°
v
3
cn
2
m
m—I
A
O (n
CAii
A
W
N
O
cD
0:)
A
j
A
A
A
CD
A
A
W
V
W
W
A
T (n
0
O
w
coo
O
0
o
cn
o
o
cn
o
o
o'
0
o
co
co
CaW
V)
Wo
3
3
C)
(n
3
3
3
m cn
Z_7
r
n
(
Z7
n
n
6
n
Q
n
;
n
A
(D
'O
T
7
fV
A
7
N
7
T
7
on
7
(D
((DD
Cl)
7
(D
G T
(D _T 3
n N N
v ] (D
C
a m
N T ry
C
a
G
cn
m
-1
m
vz
°
<
Q p'
p
D
n
n
cn
G
CL (D
( a
n
m =
CL
Q (O
m
ri
o
°
o
0
0°
o°
o°
o
0
0
(D
C,
D
ZO
°
N
0
0
0°
o°
o°
o
0
CD
(�
O
N (D
m
X
cn
o
°
0
0
0
0
0
o
-i
m (n 3
c
C
oW
o
0
0
0
CD
0
�_ o
D
A
m
D
n
N
Er
3
CWO
N
v,
W
j
O
N
N
o m cn
v
7 n 7
m
�
C
v
O A
7'
(D N 10
0 X
n
W
�l
N
CT
Co
Cn
Cn
W Fn
3 N 7 f'
7.
cn
(ll
00
C1 :3
N
m
m
° cn z
(D
n m
c (n' m
O
3 —
m
x
:'
0
n
0
m
CD
a
_
z
�
o
s
(D
(o
n
m
C2-
f.
s
w
C
W
ox
Z
en
0
W
W
cn
O
�0
1—+
N
CA
W
5
A
►C
n
Ct7
r
r
A
O
Q
x
3
04

d
O
z
x
M•
x
►c
w
W
v,
O
r
F�
N
N
�D
bd
z
0
ty
tyyil
i�
ti
z
H
�j
CA
ro
O
id
H
O
z
5
0
til
MW
\I
r
r
0
x
3
C
m
0
rn
ti
0
r
N
0
r
o
o
0
0
0
0
CD
CD
O
Cn
A
W
N
(D
C �
0
o
� „
0 -v
CD
0
cn
>
Q
z
CL
cn
m
m
o
°o
v cD
0
0
N
0
v
ci
fl- O
c
�
D
n 0
o
O
O
m ZT
C2
7 N,
CO (D
m (D _
Q
Q O
cn
"0
(D
o
0
0
0
0
o
v UC)
O
O
ao
aD
N
A
v
o
CC) < 7
co
N (D
cn
�
30
C
O
O
O
O
o
O
O
O
A
o
o
N
N
D
n
D
cn
in
C7
m
X
>
Cn
(D
A
"0
3 N 0
W W 7
m
T
O
(D
W
J
J
7 0 7 7
CD
N
K
s X
D
n
A
W
J
1
N
N
W
W
A
bo
(D -0 v
3 N 7
—�
(n
A
Cl)
U1
J
o 7 7
cn v
N
(D
O
A
W
A
N
CD
C
W
O
O
(o
N
v
z
0
CD
0
d
O
z
x
M•
x
►c
w
W
v,
O
r
F�
N
N
�D
bd
z
0
ty
tyyil
i�
ti
z
H
�j
CA
ro
O
id
H
O
z
5
0
til
MW
\I
r
r
0
x
3
C
m
0
rn
ti
0
r
N