20041053 Ver 2_More Info Received_20120611

STV /Ralph Whitehead Associates
LYNX Blue Line Extension Pro]ect Office
6 0 0 E a s t F o u r t h S t r e e t
Charlotte North Carolina 28202
[phone] fax [phone]
June 8 2012
Via FEDERAL EXPRESS
North Carolina Department of Environment and Natural Resources
Division of Water Quality
512 N Salisbury Street
Raleigh North Carolina 27604
Attention Mr Charles Wakild P E
Subject Request for Additional Information
CATS Blue Line Extension Northeast Corridor Light Rail Project
Individual Permit --�
City of Charlotte, Mecklenburg County NC p �, Ij 7 =
USACE Action I D #200901062
NCDWQ No 04 1053 Y 2•
STV /RWA Project No 2513745 J �112
Dear Mr Wakild
On behalf of the Charlotte Area Transit System (CATS) in cooperation with the Federal Transit
Administration (FTA) STV /Ralph Whitehead Associates Inc (STV /RWA) is submitting this
response to the February 14 2012 request for additional information issued by the NCDWQ
STV /RWA has also incorporated the additional information that was requested by the NCDWQ
as a result of the draft response review meeting held with the NCDWQ on March 15 2012
Additional design changes have been implemented subsequent to the meeting that was held
with the NCDWQ based on new requirements requested by CATS and Norfolk Southern
Railroad
The comments submitted by the NCDWQ are provided followed by the response
1 Provide stream flow direction arrows for alljunsdict/ona/ streams within the project limits
Response — As requested stream flow direction arrows have been provided for all
jurisdictional streams within the project limits and have been added to all permit figures A
revised set of permit impact drawings (Figures 14 through 23) is included as Attachment A
2 Clearly depict the proposed multi use path on all plan view drawings
An employee owned company providing quality service since 1912

Mr Charles Wakild
Page 2
Response — The multi use path is no longer part of the proposed project and has been
removed from the figures (see revised Figure 19) therefore the impacts associated with the
multi use path have been eliminated from the project
However Norfolk Southern Railroad subsequently requested a drainage redesign that will
result in new impacts to Stream P These new impacts to Stream P are unavoidable and
were not previously anticipated Additional detail regarding the design changes and the new
impacts to Stream P are addressed in Response to Comment # 21
3 Stream impacts of 396 linear feet (10 are proposed for Junsdictional Stream D Figure 14
does not depict where the flow from stream will be directed If the stream is being
relocated to a stabilized channel details for the channel must be provided to include a
clear depiction on the plan view a detail for the construction and the slope of the
proposed channel (or profile drawing depicting the slope) Additionally Figure 14 depicts
rock check dams throughout the stream channel DWQ does not authorize the
installation of erosion control measures in active streams
Response — Jurisdictional Stream D will be relocated as part of the LYNX Blue Line Extension
Northeast Corridor Light Rail Project (LYNX BLE) construction A revised Figure 14 is attached
The figure depicts where the stream flow will be directed as well as the components of the
proposed sanitary sewer that crosses under relocated Stream D
The proposed sanitary sewer manhole is depicted and the relocation section is shown as an
impact to Stream C A grade control structure has been placed downstream of the sewer line on
relocated Stream D to keep the stream bed at one foot over the proposed 10 sewer line
Details on the proposed channel profile typical section and detail for the grade control
structures are included on Figures 14a 14b 14c 14d and 14f and show the relationship of the
proposed channel relocation to the existing Stream D and the LYNX BLE alignment
(Note details for non standard drainage structures Ounction boxes inlets etc ) will be added to
the Figure sheets upon completion of the final design plans which is anticipated to be complete
in August 2013 References to these details are noted on the Figure profiles as Detail
Since the details will not affect impacts to waters of the U S currently being reported it is
anticipated that these drawings will be provided to NCDWQ prior to construction as a condition
of the Section 401 Water Quality Certification )
Class II nprap will be used in the proposed plunge pool and the stream banks will be stabilized
with coir matting that will be seeded and mulched Figure 14d depicts the typical sections and
grade control structures proposed for the relocated Stream D Figure 14a provides the slope of
the proposed channel and depicts the confluence with Stream C at the toe of the proposed rock
drop structure (detail on Figure 14f)
In regards to the erosion control measures as indicated on Figure 14 a temporary coffer dam
will be placed within Stream D and a pump around operation will be used to ensure that the
stream is no longer active during the construction activities All nprap will be buried below the
stream bed elevation as per the note on Figure 14e A detail showing the pump and dike layout
with a dewatering bag has also been included on Figure 14e The rock check dams have been
removed with the exception of one located at the downstream end of the channel which will be

Mr Charles Wakild
Page 3
temporary in nature The single temporary rock check dam is recommended for the following
reasons
a With the pump around the channel will be constructed primarily in the dry
b The rock check dam will provide erosion control during construction until the new
channel can be fully stabilized in the event that a large storm overwhelms the dike
and pump before the new channel can be fully stabilized
4 Page 15 of the application Indicates that the relocation of Junsdictiona/ Stream D will
incorporate natural stream design elements These elements were not provided in the
drawings Provide all appropriate stream relocation details
Response — As discussed at the Section 404/401 Pre Application meeting on October 20 2011
the site constraints of the rail corridor and the surrounding topography limit the extent of natural
stream design elements that may be incorporated into the relocated channel Therefore the
focus for the channel relocation is to adjust the profile using grade control structures to flatten
the slope and reduce channel velocities
The bankfull width depth and area were established using the N C regional curves for urban
streams in the Piedmont area A flood bench is incorporated in the channel section to allow
larger storms access to a floodplain While not a true enhancement or restoration design the
proposed design elements should allow the channel to reach a more natural stable state
please refer to the additional details on the new drawings added to Figure 14d and 14f as
described above in the response to comment #3
5 Figures 14 and 14a depict what appears to be a nprap pad at the end of a 72 RCP
Figure 14a refers to this impact as a nprap stilling basin constructed of Class I nprap
Please be advised that DWQ does not authorize the construction of stilling basins In
jurisdictional streams If the impact is associated with a dissipator pad it must be labeled
as such If a dissipator pad is proposed all nprap must be embedded such that low flow
of water and aquatic passage are unobstructed (i a embedded below the streambed
elevation) Additionally provide justification as part of the required avoidance and
minimization of impacts to jurisdictional resources for the nprap pad as the proposed
slope of the 72 RCP Is 0 60% (very flat)
Response — The riprap stilling basin is designed as a permanent energy dissipater to reduce
the erosive velocity currently experienced at the culvert outlet The term nprap stilling basin is
an older term used by the Federal Highway Administration (FHWA) for what is a designed
plunge pool It is not intended as a settling or treatment device for water quality or erosion
control This feature will be renamed at every location in the plans to nprap plunge pool and
has been renamed as such in the attached permit drawings
The riprap will be placed such that the top of all rock in the stream does not exceed the bottom
of the stream elevation For the pool area the riprap will be set below the stream elevation as
specified at each location based on the pool depth A typical detail is included with the Figure 14
drawings The nprap basin /plunge pool has been designed using the procedures referenced on
page 8 06 8 of the NCDENR Erosion and Sediment Control Planning and Design Manual
( NCDENR Manual) The NCDENR Manual references HEC 14 Hydraulic Design of Energy
Dissipators for Culverts and Channels The 72 reinforced concrete pipe (RCP) at 0 6% slope

Mr Charles Wakild
Page 4
has an outlet velocity of 116 feet/second (fps) Using the HEC 14 procedures the nprap
basin /plunge pool needs to have a pool length of 18 and an apron at the end of 6 for a total
length of 24 The length of 24 is significantly less than the length (L) required for a riprap apron
designed using the other methods in the NCDENR Manual as described below
a SCS Method (minimum tailwater) for Q =136 cfs & D =72 L=39
b NYDOT Method for V =11 6 fps & D =72 Zone 3 — use L =8 x D= 48
6 Stream impacts of 801f are proposed for Jurisdictional Stream C One 7x7 concrete box
culvert will be extended and two (2) 72 steel pipes will be installed to handle
stormwater The existing 7x7 concrete box culvert is perched approximately 34 feet
above the existing surface water elevation and a very large scourhole exists at the end
of the culvert Neither the application nor Figure 14 or 14c depict any effort to provide
stream connectivity as part of the culvert extension and new pipe installation The plans
do depict a nprap stilling basin with Class 11 nprap Figure 14c depicts the outfall end of
the plunge pool approximately 4 feet above the existing surface water level As stated
above DWQ does not authorize the installation of erosion control measures m
jurisdictional streams If a dissipator pad is proposed all nprap must be embedded such
that low flow of water and aquatic passage are unobstructed (i a embedded below the
streambed elevation) Additionally the applicant must investigate ways to restore stream
connectivity These can include but may not be limited to the construction of floodplarn
benches (and the subsequent restoration of the normal stream dimension) at the outlet
of the 2 72 steel pipes the installation of a junction box at the end of the 7x7 concrete
box culvert to lower the stream elevation and reduce stream and storm flow velocities
inside the structure rather than using the streambed and banks as dissipation devices
and /or the construction of a rock ladder
Response — As requested the plans have been revised to incorporate a function box at the
outlet of the existing 7 x 7 box culvert and proposed 12 x 10 precast box culvert with one
section (8 long) of 12 x 12 precast box culvert (PBC) exiting the function box please refer to
the revised drawings included with Figure 14 for additional detail
The function box has been moved closer to the retaining wall for the LYNX BLE and reduced in
size by 2 Changes to the function box as requested by the NCDWQ have reduced the Stream
C impact by 8 linear feet from the 112 linear feet identified in the initial Individual Permit
application to 104 linear feet in the revised design Adding the function box helps dissipate
some of the energy from the multiple culvert barrels but the addition of the function box and a
single section of the 12 x 12 precast box culvert at the outlet has increased the footprint of the
culvert on the stream The function box (designated A4 2 JB on Figures 14 14b and 14c) is
35 x 10 with the 10 being the outside wall dimensions parallel to the flow direction of Stream
C Reductions in the 10 dimension are impracticable because the flow from the 12 x 10 PBC
must make two 90 degree turns to outlet through the 12 x 12 PBC
The term nprap stilling basin has been replaced with nprap plunge pool please see response
to comment #5 for more detail With the proposed design change the nprap basin /plunge pool
has been redesigned using the procedures of HEC 14 The 12 x 12 PBC at 0 5% has an outlet
velocity of 15 2 fps Using the HEC 14 procedures the nprap basin /plunge pool needs to have a
pool length of 36 and an apron at the end of 12 for a total length of 48 The supporting nprap
basin /plunge pool calculations are included in Attachment B (see sheet designated A4 3 EW )

Mr Charles Wakild
Page 5
The HEC 14 procedures are the only design method for box culvert outlet protection in the
NCDENR Manual
Although the larger nprap basin /plunge pool design now h;
design it represents an overall decrease in the stream ii
Permit application As a result of the redesigned sanitary
response to comment #7) impacts to Stream C decreased
impacts now total 104 linear feet and not 112 linear feet
application
s more impacts than the previous
ipacts from the original Individual
Sewer crossing of Stream C (See
overall by 8 linear feet Stream C
as shown in the Individual Permit
7 Stream impacts of 32 If are also proposed for Jurisdictional Stream C as part of the
wastewater utility line relocation DWQ is requesting that the applicant investigate
opportunities to install an aerial crossing or install the utility line subsurface so as to
avoid direct impacts to the stream
Response — As requested by the NCDWQ an aerial crossing of Stream C was further evaluated
and has been designed for the existing sanitary sewer as opposed to the Stream C cut
proposed in the Individual Permit application This aerial crossing has reduced impacts to
Stream C from 32 linear feet of impacts to 18 linear feet of impacts a reduction of 14 linear feet
of impacts from what was shown in the Individual Permit application The remaining impacts to
Stream C are due to the required support structures for the aerial crossing that will impact
portions of the stream bank The required distance between the support structures makes this
impact unavoidable
8 A bridge crossing is proposed for Jursdictional Stream F Provide a profile drawing
depicting the badge support structures in relation to the stream and water surface
elevation Typically bridge support structures located on or near streambanks require
scour protection If scour protection is required details on the type of scour protection
must be provided and any impacts associated with the scour protection must be
accounted for as a junsdictional impact
Response — Figure 15b has been created that depicts the profile of the bridge crossing of
Stream F (Little Sugar Creek) As indicated the proposed bridge bents would be situated well
outside the jurisdictional limits of Stream F Scour protection is not required for the badge
support structures because the support structures have been designed with deep foundations
that do not require scour protection in addition to the placement of the proposed bridge bents
well outside the jurisdictional limits of Little Sugar Creek The scour protection that is required
on the end bent slopes is depicted on Figure 15b
9 Figure 15 depicts a high hazard temp silt fence along the top of the streambanks
Please provide a definition for high hazard temp silt fence It appears the fence is
below the top of the streambank in some locations Erosion control measures must be
located outside junsdictional areas
Response — The high hazard temporary (temp ) silt fence is a Charlotte Land Development
Standard for use near critical areas like streams A detail of the high hazard temp silt fence

Mr Charles Wakild
Page 6
has been added to Figure 15 All erosion control measures have been placed outside of
jurisdictional areas
10 Figure 15 depicts what appears to be a nprap pad at the end of a 24 RCP The corner
of the pad appears to be on the top of the streambank Provide the slope of the 24 RCP
and all details associated with the riprap pad Provide information on how erosion will be
prevented from stormwater discharging from the pad as it appears to be discharging at
the edge of the stream
Response — This pipe system has been redesigned to discharge across North Brevard
Street on the downstream side of the bridge over Stream F (Little Sugar Creek) please
refer to the revised Figure 15 The 30 RCP with a slope of 0 50% will discharge onto a
Class II nprap apron installed outside of the jurisdictional limits of the stream in the
floodplain of Stream F (Little Sugar Creek) Figure 15a has been added to depict the
profile showing the 30 RCP and nprap apron
Based on the 100 year water surface elevation (675 0 ) for Little Sugar Creek at the 30
RCP outfall the depth of flow at the pipe invert is 6 72 This produces a shear stress of
2 1 pounds per square foot (psf) Class II nprap can handle five pounds per square foot
based on the NCDENR Manual The ordinary high water mark (OHWM) of Stream F
(Little Sugar Creek) is depicted on Figure 15a to indicate that the proposed nprap apron
is being installed above the OHWM The existing streambank in this area of Stream F
(Little Sugar Creek) consists of grouted riprap (riprap covered with concrete) Therefore
the grouted nprap streambank would not be in danger of being eroded by the stormwater
outfall
11 Junsdictional Stream J is proposed to be relocated to an 11x6 PBC Please define the
acronym PBC
Response — PBC is defined as Precast Box Culvert
12 Figures 16 and 16a depict the installation of a nprap stilling basin constructed of Class
II r1prap Please be advised that DWQ does not authorize the construction of stilling
basins in junsdictional streams If the impact Is associated with a diss►pator pad it must
be labeled as such If a diss►pator pad ►s proposed all nprap must be embedded such
that low flow of water and aquatic passage are unobstructed (I a embedded below the
streambed elevation) Additionally provide justification as part of the required avoidance
and minimization of Impacts to Jurisdictional resources for the nprap pad as the
proposed slope of the 11x6PBC Is 0 60% (very flat)
Response —The term nprap stilling basin has been replaced with nprap plunge pool please
see response to comment #5 for more detail The riprap plunge pool was designed using the
procedures of HEC 14
The 11 x 6 precast box culvert at 0 6% slope has an outlet velocity of 13 9 fps Using the HEC
14 procedures the riprap plunge pool needs to have a pool length of 33 and an apron at the
end of 11 for a total length of 44 Figure 16a provides a profile of the nprap plunge pool and

Mr Charles Wakild
Page 7
demonstrates that the nprap will be embedded below the channel bottom as will all of the
proposed riprap plunge pools The supporting calculations are included in Attachment B (see
sheet designated A9 5 EW)
13 Provide information as to whether the width of the proposed culvert on Jurisdictional
Stream J is 11 feet or 6 feet The average normal channel width of the stream in the
proposed impact area is approximately 5 feet If the proposed culvert width is 11 feet
provide information on how you propose to maintain the normal stream dimension
(approximately 5 feet) at the inlet and outlet ends of the culvert
Response — The proposed precast box culvert (PBC) is 11 wide by 6 high At the outlet of the
11 x 6 PBC the channel section at the beginning of the nprap plunge pool will be 12 wide
The riprap plunge pool is 44 long and the transition from the 12 width to the existing channel
width of 5 will occur over this distance The plunge pool will be transitioned back into the
stream as depicted on Figure 14f detail entitled Rip Rap Plunge Pool at 11 x 6 Box Culvert
(A9 5 EW)
14 Figure 16 depicts a 15 RCP discharging to the 11x6 PBC which will be conveying
Jurisdictional Stream J Is the 15 RCP conveying stormwater directly to the stream
DWQ discourages the direct discharge of stormwater to junsd►ctional streams Provide
information that the stormwater will be treated prior to discharge (► a grassed swales) or
why treatment is not feasible in this location
Response — Please note that the design has been changed on Figure 16 since the submittal of
the Individual Permit application based on the relocation of Signal House #13 The proposed
access driveways to the Duke Energy substation and Signal House #13 have been consolidated
into the single driveway that is now shown on Figure 16 This design change was necessary
because the relocation of Signal House #13 no longer required the Signal House #13 access
road that was depicted on the impact maps submitted for the Individual Permit application The
elimination of the Signal House #13 access road reduced the amount of asphalt driveway and
replaced most of the previously proposed pipe with grassed swales (as per NCDWQ s
suggestion) that provide stormwater treatment prior to discharging to Stream K The 15 RCP
under the single driveway still remains however the overall pipe length has been reduced by
the replacement of the pipe with grassed swales
15 Provide the proposed pipe size (and flow direction) on Figure 17 This pipe will be
conveying Jursdictional Stream N and water from Wetland Y
Response — As requested Figure 17 has been revised to show the flow direction and size of all
pipes An additional 21 linear feet of impact to Stream N has been identified resulting from
additional grading in the area of the light rail tracks This additional impact has been identified
and included on Figure 17 The slopes for the proposed embankment for the light rail tracks
have a footprint of disturbance that extends over the daylighted portion of Stream N (which is
primarily piped through this area) increasing the impacts to Stream N from the 56 linear feet of
impact that was identified in the Individual Permit application to 77 linear feet which is the entire
length of the daylighted (unpiped) portion of Stream N

Mr Charles Wakild
Page 8
16 Figure 17 depicts a pipe north of Wetland Y that flows into the pipe which conveys
Jurisdictional Stream N Is this pipe existing or proposed*2 Is the pipe conveying
stormwater directly to the pipe that conveys Stream N*2 DWQ discourages the direct
discharge of stormwater to jurisdictional streams Provide Information that the
stormwater will be treated prior to discharge (I a grassed swales) or why treatment Is
not feasible In this location
Response — The pipe to the north of Wetland Y is an existing 36 RCP that will remain The
existing 36 RCP flows away from Wetland Y to the north The close proximity of the building at
3162 Cullman Avenue to the limits of the embankment fill restricts the ability to incorporate a
grass swale For additional detail please refer to the drainage system profile shown on Figure
17a
17 Figure 18 depicts a nprap pad at the outlet of the proposed culvert on Junsdictional
Stream A (perennial) No detail has been provided for the nprap pad The nprap pad is
not depicted on profile drawings Figure 18a and Figure 18b Additionally provide
justification as part of the required avoidance and minimization of Impacts to
jurisdictional resources for the nprap pad as the proposed slope of the 11x6 PBC is
0 69% (very flat)
Response — Note This design has changed since the 3/15/12 meeting with the NCDWQ based
on comments received from Norfolk Southern Included with Figure 18 are profiles (Figure 18a
and 18b) showing the details of the nprap plunge pools A 10 x 7 reinforced concrete box
culvert (RCBC) is now shown on the Figure 18
The RCBC does not affect the length of impact for Stream A however the nprap plunge pool
length increases from 34 to 41 The 10 x 7 box culvert has a slope of 0 73% and an outlet
velocity of 15 5 fps Using the HEC 14 procedures the nprap basin /plunge pool needs to have
a pool length of 30 and an apron at the end of 11 for a total length of 41 The supporting
calculations are included in Attachment B (see sheets designated All 3 3 EW and Al 7 EW)
18 Figure 18 depicts a nprap pad at the outlet of the proposed culvert on Jurisdictional
Stream A (Intermittent) No detail has been provided for the nprap pad on the plan view
drawing nor has a profile drawing with the slope been provided for the 8 6 PBC which
appears to discharge to the nprap pad Additionally provide justification as part of the
required avoidance and minimization of impacts to jurisdictional resources for the nprap
pad (as well as the proposed slope)
Response — Included with Figure 18 is a profile (Figures 18b and 18c) showing the proposed 8
x 6 precast box culvert (PBC) with the riprap plunge pool at the outlet The last run of the 8 x 6
PBC has a slope of 0 99% and an outlet velocity of 14 3 fps Using the HEC 14 procedures the
nprap plunge pool needs to have a pool length of 24 and an apron at the end of 8 for a total
length of 32 The supporting calculations are included in Attachment B (see sheet designated
A14 7 EW)
The 8 x 6 PBC and a 72 RCP discharge directly upstream of the dual 72 steel pipes which
will create significant turbulence in this area Therefore the riprap dissipater for the 8 x 6 PBC

Mr Charles Wakild
Page 9
was extended approximately 20 to the inlet of the dual 72 steel pipes to protect the channel
from erosion and prevent stability issues The 20 of nprap impacts were accounted for in the
original permit application submittal
19 Figure 18 does not clearly depict the impacts to Jurisdictional Stream A (intermittent) It
appears that the flow from Jurisdictional Stream A (intermittent) and Jurisdictional
Wetland A is being split in a 8 6 PBC with some flow being directed to Jurisdictional
Stream A (perennial) and some flow being directed to drop inlet and some other
unlabeled pipe Provide information why the flow is being split and where the portion of
flow that is directed to the drop inlet is ultimately being conveyed
Response — Figures 18b and 18c show the profile of the 8 x 6 PBC and the location of the
grass swale Stream A (intermittent) and the 8 x 6 PBC both drain to the west to the inlet of the
dual 72 steel pipes The grass swale over the 8 x 6 PBC splits flow directions near the high
point of Davidson Street but the swale is intercepted by inlets that direct flow back to the west
through the 8 x 6 PBC Stream A (intermittent) and Wetland A will be completely filled in by the
LYNX BLE construction as shown in Figures 18a 18b and 18C which have been added to the
figure set for additional reference
20 Figure 18b depicts one of the two (2) 72 steel pipes being installed at an elevation
approximately three (3) feet higher than the main /low flow pipe DWQ requests that the
applicant investigate an alternative method for discharging stormwater from the pipe
rather than a three (3) foot drop down onto nprap (if that is what is being proposed)
Response — Figure 18b has been revised due to comments received from Norfolk Southern
requesting a redesign Norfolk Southern did not want to maintain the additional piping that was
initially proposed in the Individual Permit application The dual 72 steel pipes shown are
actually at the upstream end of the 72 pipes These pipes were installed by others under the
Norfolk Southern railroad by hack and bore technique It appears that the bore began with both
pipes approximately 1 apart vertically at the downstream end but the pipes became about 3
apart at the upstream end
The LYNX BLE project is now left to extend what was previously installed please refer to Figure
18a to see the profile of the dual 72 pipes At the outlet end there will be only a 1 vertical
separation of the two pipes please note that the design in this area has been revised to address
recent comments from Norfolk Southern Railroad
Norfolk Southern Railroad is requiring that a single box culvert be used instead of the dual 72
pipes at the pipe bend on Figure 18 Norfolk Southern Railroad is concerned that debris may be
caught between the 2 pipes at the bend and Norfolk Southern Railroad required a single box
culvert to address this concern
A 10 x 7 reinforced concrete box culvert (RCBC) is now shown on the Figure 18 The RCBC
does not affect the length of impact for Stream A however the nprap plunge pool length
increases from 34 to 41 Additional design changes for this area are described below
o Norfolk Southern Railroad stated that the direct discharge of the 15 RCP to the ditch
adjacent to the Norfolk Southern Railroad freight tracks will not be allowed Currently

Mr Charles Wakild
Page 10
runoff from the freight tracks drains down a large fill slope towards Stream A Norfolk
Southern Railroad insists that this drainage pattern be maintained Therefore a new
pipe and endwall (See Figure 18 A13 6 EW) is proposed to intercept the ditch between
the LYNX BLE and Norfolk Southern Railroad freight tracks and direct flow back to
Stream A This will maintain the existing drainage patterns in this area
o The ditch along the north side of the railroad right of way was too steep ( -30 %) as it
discharged near the endwall (See Figure 18 A13 3 EW) Rather than use a concrete
swale with excessive velocity to discharge into Stream A a 36 corrugated steel pipe
(CSP) system has been added on the north side with a Junction box used to flatten the
outlet pipe slope The plunge pool for the 10 x 7 box culvert described above will be
adequate for this pipe outlet as well
21 Stream impacts of 1 666 If are proposed for Junsdictional Stream P Figure 19 does not
depict where the flow from stream will be directed If the stream is being relocated to a
stabilized channel details for the channel must be provided to include a clear depiction
on the plan view a detail for the construction and the slope of the proposed channel (or
profile drawing depicting the slope)
Response - As requested stream flow direction arrows have been provided for all Jurisdictional
streams within the project limits have been added to all permit figures Jurisdictional Stream P
flows from east of Sugar Creek Road to the east along the proposed LYNX BLE alignment The
proposed LYNX BLE construction has been revised since the submittal of the Individual Permit
application and will now fill only a portion of the existing stream (currently 1 564 linear feet of
impact instead of the 1 666 linear feet of impact proposed in the Individual Permit application)
due to the removal of the multi use path from the project and the redesign of the drainage in the
area as requested by Norfolk Southern
Norfolk Southern Railroad expressed concern about the length of the pipe run between the
Norfolk Southern Railroad freight tracks and the LYNX BLE tracks The pipe system would be
difficult to construct and maintain within the embankment of an active freight line Therefore the
pipe system was eliminated from the drainage design
The proposed drainage redesign includes a grass swale between the freight tracks and the
LYNX BLE alignment The runoff is intercepted by culverts under the LYNX BLE that convey
runoff to the north side of the railroad right of way These culverts allow the existing drainage
patterns to be maintained with the exception of a minor diversion of 0 3 acre
Most of Stream P falls under the proposed tracks for the LYNX BLE and will be filled Portions
of the Stream P branches along the north side of the railroad right of way will remain
undisturbed and these short segments are labeled on Figure 19 Stream P is relocated behind
an existing building near Station 1188 +00 left
Due to the constraints of the existing building and the proposed retaining wall there is not
sufficient room to add a flood bench for Stream P Therefore a trapezoidal grass swale with
coconut fiber matting and a 6 bottom width is proposed and no plastic netting will be used as
stream channel lining
The detail labeled Typical Section for Channel Al 17 D (Stream P) on Figure 14d depicts the
proposed channel Grade Control Structures are proposed to flatten the channel slope and

Mr Charles Wakild
Page 11
avoid the need for a riprap lining Riparian seeding can be proposed for this channel as long as
woody vegetation is not included Woody vegetation would increase the Manning s n values
and increase the flooding potential for the adjacent building A coffer dam with a pump around
is proposed for this channel construction (see detail on Figure 14e)
22 Figure 19a depicts what appear to be two (2) — 30 RCPs at the outlet of a 72 steel
pipe Are these pipes conveying stormwater directly to a stream*2 DWQ discourages the
direct discharge of stormwater to Jurisdictional streams Provide information that the
stormwater will be treated pnor to discharge (i a grassed swales) or why treatment is
not feasible in this location
Response — Due to the redesign in this area that was necessary after the removal of the multi
use path and the comments received from Norfolk Southern Figure 19 and the associated
profiles are completely different from the originally submitted plans Grassed swales have been
added as recommended by the NCDWQ However in referencing the old Figure 19d the 30
RCP was on the left side of the LYNX BLE and the 48 RCP was on the right side of the LYNX
BLE (between the LYNX BLE and the Norfolk Southern tracks) The riprap apron was for the 30
RCP The 72 pipe connects to an existing 48 pipe system
23 Stream impacts of 44 if are proposed for Jurisdictional Stream Z Figure 20 depicts this
impact as what appears to be an energy dissipator pad (unlabeled) and an unidentified
shaded area of impact (no explanation provided) Venfy what the Junsdictional impact is
and why it is necessary
Response — The existing 3 x 3 masonry box culvert under the Norfolk Southern railroad is
being replaced by a 54 steel pipe that will be installed by jacking and boring The 54 steel pipe
will be installed on a new alignment to allow the box culvert to remain in service until the 54
pipe is complete This will require realignment of the channel just downstream of the proposed
54 pipe as shown on the plan and profile The stream impact now totaling 50 linear feet is
associated with the proposed riprap plunge pool (23 linear feet) and the minor channel
realignment (27 linear feet) please refer to the detail labeled Typical Section for Channel A21
8 D (Stream Z) on Figure 14d
The bank full width depth and area were established using the N C regional curves for urban
streams in the Piedmont area A flood bench is incorporated in the channel section to allow
larger storms access to a floodplam While not a true enhancement or restoration design the
proposed design should allow the channel to reach a more natural stable state
In addition the 54 pipe outlet has been raised some to allow the channel to tie in more quickly
and reduce the impacts to Stream Z As directed by the NCDWQ during the March 15 2012
meeting with Polly Lespinasse since elements of natural channel design have been
incorporated into this intermittent channel relocation the 27 linear feet of impact to Stream Z
associated with the channel realignment is no longer being considered in the mitigation
calculations for the project This difference in total stream impacts versus the stream impacts
requiring mitigation is detailed in Table 4

Mr Charles Wakild
Page 12
24 Figure 20a refers to the nprap impact as a riprap stilling basin constructed of Class 11
nprap Please be advised that DWQ does not authorize the construction of stilling basins
In Jurisdictional streams If the impact ►s associated with a d►ss►pator pad it must be
labeled as such If a diss►pator pad is proposed all riprap must be embedded such that
low flow of water and aquatic passage are unobstructed (I a embedded below the
streambed elevation) Additionally provide justification as part of the required avoidance
and minimization of impacts to junsd►ctional resources for the nprap pad as the
proposed slope of the 54 steel pipe (conveying an Intermittent stream at 164%)
Response — The term nprap stilling basin has been replaced with nprap plunge pool please
see response to comment #5 for more detail The nprap plunge pool was designed using the
procedures of HEC 14 The 54 steel pipe at 164% slope has an outlet velocity of 15 8 fps
Using the HEC 14 procedures the riprap plunge pool needs to have a pool length of 15 and an
apron at the end of 8 for a total length of 23 The supporting calculations are included in
Attachment B (see sheet designated A21 8 EW)
25 Figure 20 depicts a culvert (unknown size) being plugged with flowable fill and
abandoned Is this culvert currently conveying Junsdict►onal Stream Z? If so It appears
that some channel realignment may be required to convey the stream at the outlet end
of the new 54 steel pipe to the existing stream channel If channel realignment is
required a detail must be provided depicting the realignment
Response — The existing culvert is a 3 x 3 masonry box culvert and does currently convey
Jurisdictional Stream Z Figure 20 has been revised to label this culvert In addition the
channel will be realigned to convey Jurisdictional Stream Z at the outlet end of the 54 steel pipe
using the Trapezoidal Channel detail shown on Figure 14d which includes a note indicating that
the channel will be lined with 100% coir fiber matting in order to avoid plastic netting being used
The channel will have a bottom width of 6 2 1 side slopes and a depth of 4 5
26 Figure 20 depicts what appears to be rock check dam in the junsdict►onal stream DWQ
does not authorize the installation of erosion control measures in active streams
Response — The rock check dam was intended to provide protection of the downstream channel
during the minor channel realignment work However it has been removed from Stream Z on
Figure 20 as requested
27 Figure 20 depicts an arrow with a label ( A21 8 D ) in Junsd►ctional Stream Z No
Information is provided for this label Additionally it appears some sort of easement is
proposed for the stream as a box with the label SDE is located around a portion of the
stream Provide information related to any easements on the stream
Response — A21 8 D was the label for the proposed channel relocation The label A21 8 D
stands for Segment A plan sheet 21 drainage feature # 8 and the D denotes a proposed
ditch and additional information for this feature is on Figure 20a The stream has now been
redesigned to incorporate natural channel design elements Notes have been added to Figures
20 and 20a for clarity Regarding the easement it has been changed to — e — to denote a
temporary construction easement

Mr Charles Wakild
Page 13
28 Figure 21 depicts two (2) pipes with what appear to be d►ss►pator pads at their outlets
The pipes are a 30 RCP and a 60 RCP According to the scale provided the dIss►pator
pad from the 60 RCP is located approximately 20 feet from Jurisdictional Stream E
Discharges from stormwater outfalls can lead to stream and stream bank destabilization
Therefore provide details for both dissipator pads a map depicting the topography of
the area where the dissipater pads will be constructed (should be close to flat) and the
proposed slopes of the 30 and 60 RCPs
Response — The revised Figure 21 now depicts a revised drainage system with the 30 inch and
60 inch pipes being connected before discharging to a single dissipater pad in the upland area
proximal to Stream E As the topography indicates the area between the dissipater pad and
Stream E is close to flat and no stream bank destabilization is anticipated This dissipater pad
has been designed to meet the requirements of the City of Charlotte s SWIM Buffer regulations
when discharging directly into a stream and is based on the velocity of the water in a pipe
flowing full with a tail water of 0 2 times the pipe diameter in feet The velocity of the discharge
at the end of the selected nprap gradation for the dissipater pad meets the allowable velocity for
the soil conditions at the end of the dissipater pad based on NCDOT nprap gradation
specifications The City of Charlotte calculation requirements are based on Army Corps of
Engineers Reports H 70 2 H 72 5 and NJ Standards for Soil Erosion and Sediment Control
29 A badge crossing is proposed for Jurisdictional Stream U Provide a profile drawing
depicting the bridge support structures in relation to the stream and water surface
elevation Typically badge support structures located on or near streambanks require
scour protection If scour protection is required details on the type of scour protection
must be provided and any impacts associated with the scour protection must be
accounted for as a jurisdictional impact
Response — As depicted on Figure 22 and the attached Civil Plans (Sheets CIV C BR013
through BR016 in Attachment A) riprap scour protection is not required for the bridge support
structures around Stream U (Toby Creek) Scour protection is not required for the bridge
support structures because the support structures have been designed with deep foundations
that do not require scour protection
30 Provide a copy of the stormwater management plans for all proposed park and ride
facilities
Response — The draft Stormwater Management Plans were provided to NCDWQ on March 15
2012 As discussed at the Section 404/401 Pre Application meeting on October 20 2011 the
stormwater management plans for the park and ride facilities will be prepared as part of Final
Design Based on previous discussions with NCDWQ and Charlotte Land Development
Services (LDS) the stormwater management plans will be reviewed and approved by LDS
under Charlotte s Post Construction Controls Ordinance
Draft copies of the stormwater management plans for the Sugar Creek JW Clay Blvd
University City Blvd and Old Concord Road stations park and ride facilities were provided to the
NCDWQ on March 15 2012 it is anticipated that a copy of the final stormwater management

Mr Charles Wakild
Page 14
plans and /or approval will be provided to the NCDWQ as a condition of the 401 Water Quality
Certification prior to construction
31 Page 18 of the application states that mitigation for stream impacts will be provided by
the Charlotte Umbrella Stream and Wetland Mitigation Bank (Umbrella Bank) It also
states that the acceptance letter is included in Attachment E The letter provided in
Attachment E states that The Umbrella Bank does not currently have enough credits to
cover this request however pending credit releases will adequately cover the request
DWQ will not issue a 401 Water Quality Certification authorizing stream impacts without
a letter from the Umbrella Bank and /or the Ecosystem Enhancement Program (EEP)
indicating that the required mitigation can be provided
Response — Jarrod Karl administrator of the Charlotte Mecklenburg Stormwater Services
Charlotte Umbrella Stream and Wetland Mitigation Bank has provided a new mitigation
acceptance letter with a statement that credits are available (See Attachment C — Mitigation
Acceptance Letter) The letter details mitigation credits available up to 3 268 linear feet based
on design revisions total stream impacts for the project that require mitigation now total 3 241
linear feet
32 Page 28 of the application indicates that heavy equipment will be prohibited from
operating in the stream channels without appropriate measures Please be advised that
DWQ prohibits the use of heavy equipment in stream channels without prior
authorization
Response — No heavy equipment will be operated within jurisdictional stream channels for the
construction of this project
Additional Impacts
Additional impacts not previously presented in the Individual Permit application have been
identified These additional impacts have been incorporated into the figures included in
Attachment A as well as the impact and mitigation tables included in Attachment D
As part of the LYNX BLE construction 36th Street will be lowered to allow both the LYNX BLE
and the Norfolk Southern freight tracks to be grade separated from 36th Street to improve
pedestrian and vehicular safety Lowering 36th Street will require the replacement of the
existing drainage system The existing pipe system discharges directly into Little Sugar Creek at
the downstream end of the existing double 9 x 10 concrete box culvert at 36th Street (see
newly included Figure 23 in Attachment A) The existing pipe outlet is approximately 5 above
the existing stream bed
The new 48 RCP outlet will discharge to Little Sugar Creek at approximately 1 0 above the
stream bed elevation The 48 RCP at 0 89% slope has an outlet velocity of 10 8 fps Using the
HEC 14 procedures the riprap basin /plunge pool needs to have a pool length of 12 and an
apron at the end of 4 for a total length of 16 The supporting calculations are included in
Attachment B (sheet designated Al2 15 EW)

Mr Charles Wakdd
Page 15
The Individual Permit impact tables and mitigation tables have also been revised to reflect the
changes to the project design as requested by NCDWQ and Norfolk Southern Railroad and
are included on Attachment D Initial impact calculations presented in the Individual Permit
application determined that stream impacts totaling 3 312 linear feet were anticipated
Subsequent revisions to the design have reduced stream impacts to 3 268 linear feet a
reduction of 44 linear feet Additional fill sods and concrete amounts will be required (5 205 CY
sod is now required an increase of 110 CY 191 CY of concrete is now required an increase of
11 CY) A reduction in nprap stone was determined (250 CY nprap is now required a decrease
of 40 CY)
We trust that the above responses adequately address your concerns associated with the
Individual Permit Application for the subject project dated December 21 2011 as well as the
follow up meeting that was held on March 15 2012 in the Mooresville regional office of the
NCDWQ and that the permit application review will be re activated upon your receipt of these
responses However if you have any additional questions or concerns please do not hesitate to
contact either of the undersigned at 704 372 1885
Sincerely
STV/ PH WHITEHEAD ASSOCIATES
Brandon Phillips C H M M
Sr Environmental Specialist
Attachment A — Figures
Attachment B — Calculations
Attachment C — Mitigation Acceptance Letter
Attachment D — Impact and Mitigation Tables
cc Kelly Goforth CATS
Amanda Jones USCOE
Karen Higgins NCDWQ
Sonia Carrillo NCDWQ
Polly Lespinasse NCDWQ
David Wainwright NCDWQ
Isaac Hinson CSWS
0
Michael A lag o P W S
Senior Scientis

Northeast Corridor Light Rail Project - Response to NCDWQ
ATTACHMENT A
FIGURES
LYNX
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Northeast Corridor Light Rail Project — Response to NCDWQ
ATTACHMENT C
MITIGATION ACCEPTANCE LETTER
LYNX
Blue Line
Extension

Ghartotto- bfocklenburg
STORM 600 E Fourth Street
1 =T�m�1j� Charlotte NC 28202
,�'
�Y ( R Fax [phone]
Services
May 25 2012
Brandon Phillips
STV/Ralph Whitehead Associates
1000 West Morehead Street Suite 200
Charlotte NC 28208 5358
Subject Protect CATS Blue Line Extension
HUC# 03050103
The purpose of this letter is to notify you that the Charlotte Mecklenburg Storm Water Services (CMSWS) is willing to
accept payment for stream impacts associated with the subject project Please note that the decision by CMSWS to accept
the mitigation requirements of this project does not assure that this payment will be approved by the U S Army Corps of
Engineers or the North Carolina Division of Water Quality 401/Wetlands Unit It is the responsibility of the applicant to
contact these agencies to determine if payment to CMSWS for impacts associated with this project is appropriate
This acceptance is valid for 1 year from the date of this letter The following documents must be submitted to CMSWS
within this time frame for this acceptance to remain valid
1 404 Perrmt Verification
2 401 Water Quality Certification
3 Executed Departmental Transfer Invoice (DTI) between the Charlotte Area Transit System and Storm
Water Services detailing the use of and payment for the credits described in the table below
Based on the information supplied by your office the stream and wetland credits that are necessary to satisfy the
compensatory mitigation requirements for this project are detailed in the table below The total mitigation credits available
for this project are also indicated in this table
The stream and wetland mitigation will be provided as specified in the Section 404 Permit or corresponding 401 Water
Quality Certification for impacts associated with the subject project in Hydrologic Unit 03050103 of the Catawba River
Basin The mitigation will be performed in accordance with the Agreement to Establish the City of Charlotte Umbrella
Stream and Wetland Mitigation Bank in Mecklenburg County North Carolina dated June 16 2004
If you have any questions or need additional information please contact me at [phone] or 1karl(&charlottenc gov
Sincerely
l 1�
Jarrod JJ 'Karl
Mitigation Administrator
cc File
To report pollution or drainage problems call 311
http / /stormwater charmeck org
ll Ull.l rl " 13
Stream
(linear feet )
Wetlands
(acres)
Credits Requested for This Project
3 268
N/A
Credits Available for This Project
3,268
N/A
The stream and wetland mitigation will be provided as specified in the Section 404 Permit or corresponding 401 Water
Quality Certification for impacts associated with the subject project in Hydrologic Unit 03050103 of the Catawba River
Basin The mitigation will be performed in accordance with the Agreement to Establish the City of Charlotte Umbrella
Stream and Wetland Mitigation Bank in Mecklenburg County North Carolina dated June 16 2004
If you have any questions or need additional information please contact me at [phone] or 1karl(&charlottenc gov
Sincerely
l 1�
Jarrod JJ 'Karl
Mitigation Administrator
cc File
To report pollution or drainage problems call 311
http / /stormwater charmeck org
ll Ull.l rl " 13

Northeast Corridor Light Rail Project - Response to NCDWQ LYNX
Blue Line
Extension
ATTACHMENT D
IMPACT AND MITIGATION TABLES

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