20201018 Ver 1_Holly Springs Road PHII - USACE Additional Information Package 20201113_20201113

kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
November 13, 2020
Mr. Lyle Phillips
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Mr. Rob Ridings
NC Division of Water Resources
Transportation Permitting Unit
512 N. Salisbury Street
Raleigh, NC 27604
RE:SAW-2020-00216 - Response to USACE Incomplete Application Notification
Holly Springs Road Widening – Phase 2
Holly Springs, Wake County, North Carolina
Dear Mr. Phillips and Mr. Ridings,
On behalf of our client, the Town of Holy Springs, Kimley-Horn is submitting the attached additional
information for the above referenced Project per the US Army Corps of Engineers (USACE)
Incomplete Application Notification dated October 2, 2020.
Below is an outline of the USACE comments with a brief narrative addressing each item. The
USACE comments with Kimley-Horn response and explanation are as follows:
1) The maintenance of traffic (MoT) throughout construction is critical to Alternative 1A being the
least environmentally damaging practicable alternative. Please describe the alternative
route(s) that were considered if the road were to be closed during construction, and provide
additional information to justify that these alternatives are not practicable (i.e. available and
capable of being done after taking into consideration cost, existing technology, and logistics
in light of overall project purposes). Factors to consider include but are not limited to:
a. What is the additional time that the detour(s) would cause in emergency response;
Holly Springs currently has three fire stations serving the Town. Fire Stations 2 and 3
are located in southwestern Holly Springs on Avent Ferry Road and in northwestern
Holly Springs on Friendship Road, respectively. Fire Station 1 is located just outside
of the Project corridor at 700 Flint Point Lane and serves the area surrounding to the
Project. If Holly Springs Road were closed to traffic at the Middle Creek crossing and
a detour were implemented, the neighborhoods north and south of the Holly Springs
Road and Sunset Fairways Road would endure an increase in emergency response
time. The residence at 5000 Sunset Fairways Drive would endure the most
substantial impact by a closure of Holly Springs Road (see attached Detour Exhibit).
Currently, the distance from Fire Station 1 to the residence at 5000 Sunset Fairways
Drive via Holly Springs Road is approximately 1.2 miles with a response time of
approximately 3 minutes.
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Kimley-Horn identified two potential detours if Holly Springs Road were to be closed
to traffic for construction of the proposed bridge. A general graphic showing Google
Earth travel times is included in this narrative, and a detailed figure showing detour
routes and mileage is attached for additional documentation.
Detour A: This would be the detour signed for general public use should the closure
of the Holly Springs Road be necessary. Detour A would utilize Main Street/NC-55 to
Sunset Lake Road back to Holly Springs Road. The distance of detour A from Fire
Station 1 to 5000 Sunset Fairways Road is approximately 5.8 miles with a response
time of 11 minutes, assuming minimal traffic delays. Additionally, Detour A would
require emergency responders to pass through 6 signalized intersections, including 3
major intersections, on their route to the Sunset Fairways neighborhood.
Current Route
Detour A
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Detour B: This would be an alternate detour to be utilized by emergency response
teams should Detour A not be useable. Detour B would utilize Bass Lake Road,
several residential streets, then on to Sunset Lake Road to Sunset Fairways Road.
The distance from Fire Station 1 to 5000 Sunset Fairways Road is approximately 5.2
miles with a response time of 11 minutes. Note that this travel time assumes
favorable traffic conditions, minimal delays, and low congestion.
b. Are there other issues that the detour(s) would cause for the first responders near
Flint Point Lane;
An alternative to the two detours described above could be that the Holly Springs Fire
Department would stage emergency vehicles on both sides of the Middle Creek
crossing for the duration of the Project construction. However, this staging set up
would not be practicable, feasible, or satisfactory for citizens and general public
safety over the course of the construction schedule.
As discussed in the Individual Permit Support Document, the Town investigated
alternatives that would widen the existing alignment but result in long-term full
closures of Holly Springs Road at the Middle Creek crossing. That closure would
approximately quadruple the emergency response time to the above mentioned
neighborhoods and would sever the most direct and critical emergency services
connection to eastern Holly Springs for a duration of more than 6 months. In addition,
Wake County and the Town of Holly Springs adhere to the federal guidance found in
the National Fire Protection Association (NFPA) 1720 Standard for the Organization
and Deployment of Fire Suppression Operations, Emergency Medical Operations,
and Special Operations to the Public by Career Fire Departments, which
recommends a fire department response performance objective of 10 minutes or less
in suburban areas – which the proposed detour would not satisfy.For these reasons,
maintenance of traffic on Holly Springs Road was held as critical throughout
construction.
Detour B
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
2) Describe why the permanent (no functional loss) stream channel impacts appear to extend
north and south outside the location of the depicted riprap stream stabilization measures at
site 2;
Permanent (no functional loss) stream impacts were shown throughout Site 2 due to the
relatively short length of temporary impact area that would be used for construction access
but resulted in additional permanent impact than absolutely necessary. The permit drawings
have been updated based on the USACE comments to reduce the permanent (no functional
loss) impacts to the areas where active bank stabilization is occurring (see attached
Environmental Impact Figure). These changes converted approximately 31 LF of permanent
(no functional loss) impacts to temporary impacts at Site 2. The resulting stream impact totals
at Site 2 are 92 LF of permanent (no functional loss) impacts and 31 LF of temporary
impacts, as displayed on Exhibit B of the Environmental Impacts Figures.
3) Please provide a description of the proposed activities; specifically, the culvert removal at
Site 2.
a. Describe how the culvert would be removed;
Kimley-Horn has developed a culvert removal phasing plan to be included with the
construction drawings, which is also included with this submittal for reference (see
attached Culvert Removal Sequence). The sequence will generally proceed as
follows: an impervious dike will be installed to divert stream flow to the easternmost
barrel of the culvert to allow for removal of the two western barrels without disrupting
flow of Middle Creek through the project area. Once the western barrels are
removed, the stream flow will be shifted via a new impervious dike to a temporary
channel in the former location of the two western barrels. This will facilitate removal
of the easternmost barrel. This staged demolition and removal of the culvert carrying
Middle Creek will help ensure that aquatic passage and hydrologic connectivity is
maintained throughout construction.
As shown in the attached plans, the detailed construction sequence is as follows:
Phase 1:
1. Construct temporary special stilling basin, and all other temporary
erosion control measures to stabilize work area.
2. After westbound lanes are constructed, construct impervious dike #1 at
location shown in sketch to divert flow into barrel 3.
3. Dewater the area between the upstream and downstream of bank
stabilization improvements. Remove barrels 1 and 2. The barrel wall
between barrels 2 and 3 should remain.
4. Reference sheet TMP sheets for additional detail regarding traffic
management.
5. Construct west bank and place required riprap and matting on channel
bank. Re-establish stream bank and construct stream stabilization within
the footprint of barrels 1 and 2.
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Phase 2:
6. Move impervious dike #1 to the location of dike #2 shown in sketch to
divert flow into footprint of old barrel 2 and re-establish stream bank.
7. Dewater the area between the upstream and downstream of bank
stabilization improvements. Remove barrel 3.
8. Reference TMP sheets for additional detail regarding traffic
management.
9. Construct east bank and place required riprap and matting on channel
bank. Re-establish stream bank and construct stream stabilization within
the footprint of barrel 3. See stream stabilization detail on Sheet 2G.
10. Remove temporary special stilling basin.
11. Stabilize disturbed area and remove all erosion and sediment control
devices as directed by engineer.
12. Finish roadway and drainage construction.
b. Describe the dewatering techniques proposed to remove the culvert and temporary
stream impacts proposed from dewatering activities;
The full stream system will not be dewatered. Kimley-Horn engineers will be using
the phased approach explained above and utilizing impervious dikes to direct flow
through other barrels to work in the dry area.
Below are calculated velocities of the two phases of the culvert removal via
Flowmaster. If velocities are too high, Kimley-Horn would add temporary riprap at the
end of barrel 3 (fully within the proposed impact footprints) during phase 1. Kimley-
Horn design engineers believe that the riffle and boulder sill installed with phase 1 will
be sufficient erosion control during removal of the 3rd barrel. Calculations of flow
velocity and the solutions listed below meant to prevent erosion in each phase are
based on the 2-yr storm (1,100 CFS). In additional, the Flowmaster Erosion Control
Calculations for each phase have been attached.
Phase 1:
· Velocity through barrel 3 =6.59 ft/s
· Shear stress for barrel 3 =4.17 lbs/ft2
· Rip rap lining for stability of barrel 3 will require Class I rip rap
Phase 2:
· Velocity through removed barrels =6.98 ft/s
· Shear stress for removed barrels =2.12 lbs/ft2
· Rip rap lining for stability would require Class A
· Constructed riffle is usually a mixture of Class B, Class A, and #57 stone
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
c. Describe how headcutting would be prevented once the culvert is removed. Factors
to consider include but are not limited to:
i. Is material below the culvert suitable stream bed materials or would suitable
stream bed materials be placed within the bed after unsuitable material is
removed;
It is expected that unsuitable material is present beneath the existing box
culvert. Once removed, a ‘hole’ within the stream is to be expected in the
footprint of the removed culvert. Kimley-Horn proposes to raise the stream
bed with suitable material to match existing stream contours outside the
existing culvert footprint. Then, build a constructed riffle in the footprint of the
existing culvert to prevent headcutting, erosion, and scouring long term post-
construction. The constructed riffle would provide a better, more stable
aquatic habitat below the proposed bridge, and would fill the void left from
the culvert removal. The details of the constructed riffle are included with this
submittal.
4) USFWS Coordination
The Project requires work within the Middle Creek regulated floodway and could not achieve
a No-Rise Certification from FEMA. As a result, the project required a Conditional Letter of
Map Revision (CLOMR). FEMA requires that projects receive formal consultation from the
USFWS before issuance of a CLOMR. Kimley-Horn submitted a consultation letter to the
USFWS in February 2020 describing the project and stating that the project would have no
adverse impacts to protected species. The USFWS concurred with Kimley-Horn’s
consultation letter and stated that the Project is not likely to have any adverse effect on
federally protected species.
A few months later, in April 2020, federal funding sources were secured for the Project
(Federal Highways, administered through NCDOT), which triggered the need for compliance
with NEPA. Based on the project specifics, a Categorical Exclusion (CE) was prepared to
document environmental conditions and effects that would result from the Project. In support
of the CE development, general agency scoping letters were submitted to applicable
agencies, including the USFWS and NCWRC, to solicit comments regarding protected
species impacts resulting from the Project. The USFWS replied with concerns regarding
federally protected aquatic species in the area as well as proposed threated and proposed
endangered aquatic species that may be affected by the bridge/culvert replacements over/on
Middle Creek. The USFWS suggested that the NCDOT Programmatic Biological Opinion
(PBO) and Programmatic Conference Opinion (PCO) could be used to cover effects to
aquatic species that might result from the project. This meant that a no effect determination
was no longer appropriate as the PBO determination is either “May Affect, Likely to Adversely
Affect” or “May Affect, Not Likely to Adversely Affect”.
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Having acquired federal funding for this project, the Town proposes to utilize the PCO/PBOs
for aquatic species and proposes to amend the previously provided biological conclusions to
the following:
May Affect – Likely to Adversely Affect (MA-LAA)
Section 7 compliance for the Tar River Spinymussel, Dwarf Wedgemussel, Yellow Lance,
and Atlantic Pigtoe will be met through the Programmatic Biological Opinion (PBO) issued by
the U.S. Fish & Wildlife Service (USFWS). The use of the PBO indicate the following
biological conclusions:
Dwarf Wedgemussel: May Affect, Likely to Adversely Affect;
Yellow Lance: May Affect, Likely to Adversely Affect;
Atlantic Pigtoe: May Affect, Likely to Adversely Affect.
Additionally, while not listed currently, the Town has requested the inclusion of biological
conclusions for the Neuse River waterdog and Carolina madtom under the PCO should they
become listed prior to project construction. Similar to the PBO for mussel species, the PCO
for these species indicates the following biological conclusions:
Neuse River waterdog: May Affect, Likely to Adversely Affect;
Carolina madtom: May Affect, Likely to Adversely Affect.
The Town and NCDOT will adhere to all PBO and PCO project-specific requirements as well
as all monitoring and reporting requirements. Payments are made quarterly to the NC
Nongame Aquatic Species Fund by NCDOT.
Notification of Design Change to Include Roundabout at the Cobblepoint Way Intersection
Since the submittal of the Individual Permit application package, the Town has proposed a
minor design change at the intersection of Cobblepoint Way and Holly Springs Road,
approximately 3,300 feet west of impact Site 1. The design change proposes to construct a
roundabout at the existing full movement intersection.
The inclusion of the roundabout in the design has been included in response to comments
received in the public involvement process and to safely accommodate pedestrian and
vehicular traffic flow on Holly Spring Road. The roundabout location consists of uplands only
and is sufficiently far removed from any jurisdictional feature that there will be no change to
the proposed impact sites or quantities. This design change will not alter the number of
included or adjacent property parcels for the project. The revised plan set cover sheet and
plan sheet are included with this package for your review.
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kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
To assist in your review of this RFI response, the following additional and/or revised information has
been included:
· Holly Springs Road Detour Exhibit
· Revised Plan Sheets showing Roundabout at Cobblepoint Way
· Revised Permit Drawings
· Culvert Removal Sequence Detail Sheet
· Flowmaster Erosion Control Calculation Sheets
· Constructed Riffle with Rock Sill Detail Sheets
If you need any additional information to assist in your review of this RFI Response Package, feel free
to contact me at 919-678-4155 or [e-mail].
Sincerely,
Kimley-Horn and Associates, Inc.
Jason Hartshorn, PWS
Cc: Tim Athy, PE, Town of Holly Springs
DETOUR EXHIBIT
EXHIBIT A
500 1000
DETOUR EXHIBIT
FIRE STATION 1
HOLLY SPRINGS
POLICE DEPARTMENT
HOLLY SPRINGS
WITH BRIDGE CLOSURE
MOST ISOLATED HOME
11 MINUTES - 5.9 MILES
VIA N MAIN ST AND SUNSET LAKE RD
DETOUR A
11 MINUTES - 5.2 MILES
VIA BASS LAKE RD AND SUNSET LAKE RD
DETOUR BHOLLY SPRINGS RDHOLLY SPRI
NGS RDS
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NC-55 N MAIN STSU
N
SET LA
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NC-55PE NO. F-0102PHONE: [phone]
300 WEST MORGAN STREET, SUITE 1500, DURHAM, NC, 27701
PREPARED IN THE OFFICE OF:
SHEET NUMBER:JOB NUMBER:
REV. No.:REVISION:DATE:DRAWN BY:CHECKED BY:
012329063
0
Copyright Kimley-Horn and Associates, Inc., 2019
shall be without liability to Kimley-Horn and Associates, Inc.
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
This document, together with the concepts and designs presented herein, as an instrument of service, is
HOLLY SPRINGS ROAD WIDENING PH. 2
PROJECT:10/12/2020K:\DUR_Roadway\012329063 - Holly Springs Road-Ph 2\Plan\Plan Sheets\012329063_Detour Exhibit.dgn3 MINUTES - 1.2 MILES
VIA HOLLY SPRINGS RD
DIRECT ROUTE
CROSSING/SITE 2
MIDDLE CREEK
BASS LAKE RDNAD 83
REVISED PLAN SHEETS SHOWING
ROUNDABOUT AT COBBLEPOINT WAY
INV=343.40'
36" R
CP
INV=338.47'
RCPI72
WSEWSE
326.37
1345324.93
324.91
13421347
29932992327.20
333.18RCPT72RCPI72GRCONCBK
1SBKD
UNITAC 48" CHLLSA
TOP=424.97'VAULT
DI
18" C&G28' BST18" C&G96" CONC
MTL
M
TLW/FES30" RC
PINV
=416.04'
WALL
BLK66" CHL
INV=416.01'
TO
P=416.08'
TO
P=424.42'18" C&G
VA
R BSTSTOP=429.02'
18" C&G
INV
=416.29'
30" RCP30" RCPIN
V=416.87'
TOP=424.66'
INV=416.32'
INV
=417.81'INV
=416.88'
F
OM
DI
TOP=423.31'
INV=419.29'30" RCPS
INV=421.28'
TOP
=425.92'18" C&GGR
DI 48" RCP
TOP=419.53'INV
=412.87'
TOP
=418.73'
IN
V=415.41'
TO
P=421.49'TOP=421.51'TOP
=418.72'
INV
=413.85'
30" RCP
JUNCTIONPOSSIBLE TO
P=418.72'
INV=414.07'
48" R
CP DI
TO
P=419.11'30" C&G60" CONC
VAR BST BST
18" C&G60" CONC30" C&G18" C&G
BST
S18" C&G18" C&G18" C&G18" C&G60" CONC18' BST23' BSTSSCreekVICINITY MAP
11/4/2020K:\DUR_Roadway\012329063 - Holly Springs Road-Ph 2\Plan\Plan Sheets\012329063_tsh.dgnGRAPHIC SCALE
PLANS
PROFILE (HORIZONTAL)
PROFILE (VERTICAL)
1
SHEET NO.PROJECT REFERENCE NO.
OWNER:
ENGINEER:
SURVEYOR:
GEOTECHNICAL:
PE NO. F-0102
PREPARED IN THE OFFICE OF:
C 2019
105
TOWN OF HOLLY SPRINGS
0
0
0
300 WEST MORGAN ST., SUITE 1500, DURHAM, NC, 27701
PHONE: [phone]
012329063
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TOWN MANAGER
RANDY HARRINGTON
MAYOR
DICK SEARS
[e-mail]
919.677.2000
CHADWICK BECK, P.E.
DURHAM, NC 27701
SUITE 1500
300 WEST MORGAN STREET
KIMLEY-HORN AND ASSOCIATES, INC.
PHASE 2
HOLLY SPRINGS ROAD (SR-1152) WIDENING
FROM FLINT POINT LANE TO SUNSET LAKE ROAD
50
5025
25
TOHS PROJECT: 19-009
[e-mail]
919.233.8091
JEFFREY D. AKER
RALEIGH, NC 27606
1730 VARSITY DRIVE, VENTURE IV BUILDING, SUITE 500
McKIM & CREED
[e-mail]
919.871.0800
JEREMY HAMM
RALEIGH, NC 27607
SUITE 110
1210 TRINITY ROAD
FALCON ENGINEERING, INC.
[e-mail]
919.567.3128
TIM ATHY, P.E.
HOLLY SPRINGS, NC 27540
128 S. MAIN STREET
TOWN OF HOLLY SPRINGS
(SR-1152)
HOLLY SPRINGS ROAD-L-
PROJECT
BEGIN
PROJECT
END
HOLLY SPRINGS RD.
B
ASS L
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E R
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S
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D.
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9
10
-L- Sta. 56+89.82
BEGIN PROJECT
LINKSLAND DRIVE-Y2-LUMI
NA PLACE-Y4-MI
DDLE CREEK FARM ROAD-Y5-
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UNS
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WAYS DRI
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7-(SR-1301)SUNSET LAKE ROAD-Y8--L- Sta. 136+09.34
END PROJECT
GRASSY MEADOW ROADFLINT POINT LANECOBBLEPOINT WAYMIDDLECREST WAY-Y1-65% RIGHT OF WAY PLANS
TO KILDAIRE FARMS ROAD
TO NC-55-L- Sta. 110+06.20
END BRIDGE
-L- Sta. 108+56.20
BEGIN BRIDGEN. MAIN ST.N. MAIN ST.NC-55FLINT POINT LN.SCALE: 1" = 2000'NAD 83
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ASSOCIATION, INC.
SUNSET RIDGE
DONALD A. CARTER
PIERCE GROUP PROPERTIES, LLC
STEPHANIE D. HELBLING
KENNETH M. HELBLING AND WIFE,
SUNSET RIDGE ASSOCIATION, INC.
ASSOCIATION, INC.
SUNSET RIDGE
PROPERTIES LLC
PIERCE GROUP
PROFESSIONAL BUILDING
HOLLY SPRINGS
SUNSET RIDGE ASSOCIATION, INC.
ASSOCIATION, INC.
SUNSET RIDGE
INVESTMENT CHOICES II, LLC
SAMUEL V. BOCCIO, JR.
AND HUSBAND,
SANDRA BOCCIO
SUNSET RIDGE ASSOCIATION, INC.
SPOUSE, NAOMI IDALSKI
RICHIARD IDALSKI AND
JOE UTLEY
CHRISTINE UTLEY AND
JOE UTLEY
CHRISTINE UTLEY AND
NATHANIEL ALLEN
CHARLES ALLEN AND
JOE UTLEY
CHRISTINE UTLEY AND CLIFTON AUTRY
LYNNEST AUTRY AND
OF EDUCATION
WAKE COUNTY BOARD
INC.
ASSOCIATION,
HOMEOWNERS
COBBLE RIDGE
ASSOCIATION, INC.
COBBLE RIDGE HOMEOWNERS
ANDERSON, SARAH L.
HUBERT, SHIRLEY M.
EXPERIENCE, LLC
THE EXPANDING
HOLLY SPRINGS PLACE, LLC
PAGE, DEWEY R.
RGK HOLLY SPRINGS, LLC
BROWN, CANDICE
BROWN, JEREMIAH
DIESCH, JULIE
DIESCH, MICHAEL A.
ANTHONY W.
BUTLER,
BUTLER, ANTHONY W.LINKSLAND DRIVEMIDDLECREST WAYCOBBLEPOINT WAYHOLLY SPRINGS ROADFLINT POINT LANEHOLLY RIDGE MIDDLE SCHOOL
ASSOC.
HOMEOWNERS
COBBLE RIDGE
2MM LLC
2MM LLC
HOLLY RIDGE ELEMENTARY SCHOOL
SCALE
PREPARED FOR:PREPARED BY:
© 2019 KIMLEY-HORN AND ASSOCIATES, INC.
0'60'30'60'120'
300 MORRIS STREET, SUITE 200, DURHAM, NC, 27701
LEGEND
BUILDINGS
EXISTING RIGHT OF WAY
PROPOSED RIGHT OF WAY
ALL PROPOSED EASEMENTS
EXISTING ROADWAY
EXISTING ROADWAY TO BE REMOVED
EXISTING ROADWAY TO BE RESURFACED
PROPOSED ROADWAY
EXISTING SIGNAL
BUILDINGS TO BE REMOVED
PROPOSED SIGNAL
GUTTER, ISLAND, SIDEWALK, OR DRIVEWAY
PROPOSED STRUCTURE, CURB AND
EXISTING STREAMS
EXISTING WETLANDS
FIGURE 1 of 2
ROUNDABOUT ADDITION
NOVEMBER 2, 2020
HOLLY SPRINGS, NC
HOLLY SPRINGS ROAD WIDENING PH. II
COBBLEPOINT WAYHOLLY SPRINGS ROAD
OF EDUCATION
WAKE COUNTY BOARD
6
HOLLY RIDGE ELEMENTARY SCHOOL
HOLLY RIDGE MIDDLE SCHOOL
NATHANIEL ALLEN
CHARLES ALLEN AND
15
18
19
CLIFTON AUTRY
LYNNEST AUTRY AND
17
INC.
ASSOCIATION,
HOMEOWNERS
COBBLE RIDGE
14
13
ASSOC.
HOMEOWNERS
COBBLE RIDGE
ASSOCIATION, INC.
COBBLE RIDGE HOMEOWNERS
12
EXPERIENCE, LLC
THE EXPANDING
11
2MM LLC
2MM LLC
SCALE
PREPARED FOR:PREPARED BY:
© 2019 KIMLEY-HORN AND ASSOCIATES, INC.
0'
300 MORRIS STREET, SUITE 200, DURHAM, NC, 27701
LEGEND
BUILDINGS
EXISTING RIGHT OF WAY
PROPOSED RIGHT OF WAY
ALL PROPOSED EASEMENTS
EXISTING ROADWAY
EXISTING ROADWAY TO BE REMOVED
EXISTING ROADWAY TO BE RESURFACED
PROPOSED ROADWAY
EXISTING SIGNAL
BUILDINGS TO BE REMOVED
PROPOSED SIGNAL
GUTTER, ISLAND, SIDEWALK, OR DRIVEWAY
PROPOSED STRUCTURE, CURB AND
EXISTING STREAMS
EXISTING WETLANDS
20'10'20'40'
FIGURE 2 of 2
ROUNDABOUT ADDITION
NOVEMBER 2, 2020
HOLLY SPRINGS, NC
HOLLY SPRINGS ROAD WIDENING PH. II
REVISED PERMIT DRAWINGS
S S
TS TS
TS TS
S
S
S
S
S
S
S
S
S
TS
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
SSSS
S
S
S
S
S
TS
TS
TS
TSTSTSTSTS
TS
TS
TS
TS
TS
TS
TS
SITE 1
PERMANENT BUFFER ZONE 2 IMPACT = 6634 SF
TEMPORARY BUFFER ZONE 2 IMPACT = 2836 SF
PERMANENT BUFFER ZONE 1 IMPACT = 12052 SF
TEMPORARY BUFFER ZONE 1 IMPACT = 1666 SF
PERMANENT STREAM IMPACTS (NO LOSS OF WATER) = 73 LF
PERMANENT STREAM IMPACT = 223 LF
TEMPORARY STREAM IMPACTS = 6 LF
ETF ETF
ETF
ETF
ETF ETF
ETFETF
E
T
FE
T
FETFE
T
F
ETFETFETF ETF ETF
ETFETF
ETF ETF ETFETF
ETFET
F
ETF
30" C&G30" C&G30" C&G30" C&G
11' GR60" CONC60" CONCC
HH
T
C T
HH
P
H
HINV=343.40'36" RCPINV=338.47'GREIP
EIP
EIP EIP
EIP
K:\DUR_Roadway\012329063 - Holly Springs Road-Ph 2\Plan\Environmental Impacts Figure\012329063_psh_7_Impacts Figure.dgnPROJECT:
SHEET NUMBER:JOB NUMBER:
REV. No.:REVISION:DATE:DRAWN BY:CHECKED BY:
012329063
10/22/20200
PE NO. F-0102
PREPARED IN THE OFFICE OF:
PHONE: [phone]Copyright Kimley-Horn and Associates, Inc., 2019
shall be without liability to Kimley-Horn and Associates, Inc.
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
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300 WEST MORGAN STREET, SUITE 1500, DURHAM, NC, 27701
HOLLY SPRINGS ROAD WIDENING PH. 2
5025M ATCH LINE -L- STA 104+50 (SEE EXHIBIT B)EXHIBIT A
SITE 1
ENVIRONMENTAL IMPACTS FIGURE
IN SURFACE WATER
DENOTES PERMANENT IMPACTS
BUFFER ZONE 1 IMPACTS
BUFFER ZONE 2 IMPACTS
DENOTES WETLANDS AREA
DENOTES EXISITNG STREAMS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
IN SURFACE WATER (NO LOSS OF WATER)
DENOTES PERMANENT IMPACTS
O
NAD 8395100
-L-
R = 1,400.00'
T = 509.88'
L = 977.95'
PI Sta 90+61.84
D
R = 1,000.00'
T = 218.54'
L = 430.31'
D
PI Sta 100+18.45
R = 3,000.00'
T = 586.55'
L = 1,158.49'
D
PI Sta 111+76.78
10
-L- PT Sta. 95+29.91
-L- PC Sta. 97+99.91
-L- PT Sta. 102+30.23
-Y4- POT Sta. 11+53.02
-L- POT Sta. 95+05.77 =
D
-Y5- POT Sta. 11+14.35
-L- POT Sta. 97+06.35 =
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ROAD (SR-1152)HOLLY SPRINGSLUMINA PLACE-Y4-
-L-
-Y5- POT Sta. 9+00.00
-Y4- POT Sta. 9+50.00
-Y4- Sta. 10+30.44
BEGIN CONSTRUCTION
-Y5- Sta. 9+25.00
BEGIN CONSTRUCTION
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TOP OF BANK
PROPOSED
CLASS II RIP RAP (TYP)
TOP OF BANK
WATERS EDGE
PROPOSED
CHANNEL BANK IMPROVEMENTS (1.5:1)
OF EXISTING CHANNELTO TOP OF PROPOSED
CLASS II RIP RAP BANK STABILIZATION FROM TOE
SITE 2
SITE 3
PERMANENT BUFFER ZONE 2 IMPACT = 5770 SF
TEMPORARY BUFFER ZONE 2 IMPACT = 1159 SF
PERMANENT BUFFER ZONE 1 IMPACT = 13027 SF
TEMPORARY BUFFER ZONE 1 IMPACT = 446 SF
PERMANENT WETLAND IMPACT = 0.02 AC
TEMPORARY WETLAND IMPACTS = 0.004 AC
PERMANENT STREAM IMPACT = 271 LF
TEMPORARY STREAM IMPACTS = 10 LF
PERMANENT BUFFER ZONE 2 IMPACT = 4122 SF
TEMPORARY BUFFER ZONE 2 IMPACT = 858 SF
PERMANENT BUFFER ZONE 1 IMPACT = 6526 SF
TEMPORARY BUFFER ZONE 1 IMPACT = 16 SF
PERMANENT WETLAND IMPACT = 0.67 AC
TEMPORARY WETLAND IMPACTS = 0.06 AC
PERMANENT STREAM IMPACTS (NO LOSS OF WATER) = 92 LF
TEMPORARY STREAM IMPACTS = 31 LF
ETFETFETFETFETF E
T
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ETF ETF ETF ETF ETF ETF ETF
ETF
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SR 1152 HOLLY SPRINGS RD 21' BST
1.5
' BST
1.5
' BST
SR 1152 HOLLY SPRINGS RD VAR BST
30" C&G
30" C&GC&G3
0
" 8' BST
VAR CONC
CONCVAR
8' BST
30" C&G
30" C&G30" C&G
SUNSET FAI
RWAYS DR
VAR BSTSUNSET FAI
RWAYS DR
VAR BST18" CONC CURB30" C&G30" C&G30" C&GINV=329.68'
INV=339.93'54" CONC54" CONCBST
CCCTTC
HH
HH
HHHH
HH
HH
HHHHHHHHH
H
P
RCPI72WSEWSE326.371345324.93324.9113421347
29932992327.20333.18RCPT72RCPI72
K:\DUR_Roadway\012329063 - Holly Springs Road-Ph 2\Plan\Environmental Impacts Figure\012329063_psh_8_Impacts Figure.dgnPROJECT:
SHEET NUMBER:JOB NUMBER:
REV. No.:REVISION:DATE:DRAWN BY:CHECKED BY:
012329063
10/22/20200
PE NO. F-0102
PREPARED IN THE OFFICE OF:
PHONE: [phone]Copyright Kimley-Horn and Associates, Inc., 2019
shall be without liability to Kimley-Horn and Associates, Inc.
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
This document, together with the concepts and designs presented herein, as an instrument of service, is
300 WEST MORGAN STREET, SUITE 1500, DURHAM, NC, 27701
HOLLY SPRINGS ROAD WIDENING PH. 2
5025MATCH LINE -L- STA 104+50 (SEE EXHIBIT A)EXHIBIT B
SITES 2 AND 3
ENVIRONMENTAL IMPACTS FIGUREMIDDLE CREEKIN SURFACE WATER
DENOTES PERMANENT IMPACTS
BUFFER ZONE 1 IMPACTS
BUFFER ZONE 2 IMPACTS
DENOTES WETLANDS AREA
DENOTES EXISITNG STREAMS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
IN SURFACE WATER (NO LOSS OF WATER)
DENOTES PERMANENT IMPACTS OO
NAD 83105110115
-L-
R = 3,000.00'
T = 586.55'
L = 1,158.49'
D
PI Sta 111+76.78
-Y6-
R = 1,500.00'
T = 55.77'
L = 111.49'
D
PI Sta 12+25.53
-L- PC Sta. 105+90.23
-Y6- POT Sta. 10+00.00
-Y6- PC Sta. 11+69.76
-Y6- PT Sta. 12+81.25
-Y6- POT Sta. 15+02.21
D
-Y6- POT Sta. 12+77.02
-L- POC Sta. 115+24.21 =
ROAD (SR-1152)
HOLLY SPRINGS SUNSET FAI
RWAYS DRI
VE-Y6-
-Y6-
-L-
-L- Sta. 110+06.20
END BRIDGE
-L- Sta. 108+56.20
BEIGN BRIDGE
-Y6- Sta. 14+76.00
END CONSTRUCTION
-Y6- Sta. 10+60.00
BEGIN CONSTRUCTION
-L- Sta. 108+32.03
BEIGN APPROACH SLAB
-L- Sta. 110+30.37
END APPROACH SLAB
F
F
F
F
F F
F
F
F
F
F F
FCCCCFCCFFFFFFF
C
F
C
F
F F
F F
F
F
F
C
CULVERT REMOVAL SEQUENCE
H
H
TOWN OF CARY
NORTH CAROLINA LLC
CLUBCORP GOLF OF
50
49
HOLLY SPRINGS
TOWN OF
TOWN OF CARY
NORTH CAROLINA LLC
CLUBCORP GOLF OF
50
49
HOLLY SPRINGS
TOWN OF
K:\DUR_Roadway\012329063 - Holly Springs Road-Ph 2\Plan\Plan Sheets\EC\012329063_ero_psh_5A.dgnPROJECT:
SHEET NUMBER:JOB NUMBER:
REV. No.:REVISION:DATE:DRAWN BY:CHECKED BY:
012329063
10/6/20200
PE NO. F-0102
PREPARED IN THE OFFICE OF:
PHONE: [phone]Copyright Kimley-Horn and Associates, Inc., 2019
shall be without liability to Kimley-Horn and Associates, Inc.
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
This document, together with the concepts and designs presented herein, as an instrument of service, is
300 WEST MORGAN STREET, SUITE 1500, DURHAM, NC, 27701
HOLLY SPRINGS ROAD WIDENING PH. 2
5025
EROSION CONTROL SHEETS
ALL SIGNATURES COMPLETED
DOCUMENT NOT CONSIDERED FINAL UNLESS
123 123
PHASE IIPHASE I
7.) FINISH ROADWAY AND DRAINAGE CONSTRUCTION.
DEVICES AS DIRECTED BY ENGINEER.
6.) STABILIZE DISTURBED AREA AND REMOVE ALL EROSION AND SEDIMENT CONTROL
5.) REMOVE TEMPORARY SPECIAL STILLING BASIN.
THE FOOTPRINT OF BARREL 3. SEE DETAIL X/SHEET X.
BANK. RE-ESTABLISH STREAM BANK AND CONSTRUCT STREAM STABILIZATION WITHIN
4.) CONSTRUCT EAST BANK AND PLACE REQUIRED RIPRAP AND MATTING ON CHANNEL
3.) REFERENCE TMP SHEETS FOR ADDITIONAL DETAIL REGARDING TRAFFIC MANAGEMENT.
STABLIZATION IMPROVEMENTS. REMOVE BARREL 3.
2.) DEWATER THE AREA BETWEEN THE UPSTREAM AND DOWNSTREAM OF BANK
DIVERT FLOW INTO FOOTPRINT OF OLD BARREL 2 AND RE-ESTABLISH STREAM BANK.
1.) MOVE IMPERVIOUS DIKE#1 TO THE LOCATION OF DIKE#2 SHOWN IN SKETCH TO
STABILIZATION WITHIN THE FOOTPRINT OF BARRELS 1 AND 2.
ON CHANNEL BANK. RE-ESTABLISH STREAM BANK AND CONSTRUCT STREAM
5.) CONSTRUCT WEST BANK AND PLACE REQUIRED RIPRAP AND MATTING
MANAGEMENT.
4.) REFERENCE SHEET TMP SHEETS FOR ADDITIONAL DETAIL REGARDING TRAFFIC
WALL BETWEEN BARRELS 2 AND 3 SHOULD REMAIN.
BANK STABILIZATION IMPROVEMENTS. REMOVE BARRELS 1 AND 2. THE BARREL
3.) DEWATER THE AREA BETWEEN THE UPSTREAM AND DOWNSTREAM OF
DIKE #1 AT LOCATION SHOWN IN SKETCH TO DIVERT FLOW INTO BARREL 3.
2.) AFTER WESTBOUND LANES ARE CONSTRUCTED, CONSTRUCT IMPERVIOUS
EROSION CONTROL MEASURES TO STABILIZE WORK AREA.
1.) CONSTRUCT TEMPORARY SPECIAL STILLING BASIN, AND ALL OTHER TEMPORARY
EC-5A
CULVERT REMOVAL SEQUENCE STA. 109+25 -L-
O O
DIKE #1
IMPERVIOUS
DIKE #2
IMPERVIOUS
NAD 83
110110
FLOWMASTER EROSION CONTROL
CALCULATION DATA
Erosion Conotrol Calculations for Phase 1
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.035Roughness Coefficient
ft/ft0.004Channel Slope
ft9.0Height
ft10.00Bottom Width
cfs1,100.00Discharge
Results
ft16.7Normal Depth
ft²34.2Flow Area
ft16.8Wetted Perimeter
ft2.0Hydraulic Radius
ft10.00Top Width
ft1.9Critical Depth
%38.0Percent Full
ft/ft0.022Critical Slope
ft/s4.30Velocity
ft0.29Velocity Head
ft3.70Specific Energy
0.411Froude Number
cfs429.38Discharge Full
ft/ft0.004Slope Full
SubcriticalFlow Type
GVF Input Data
ft0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
ft0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%0.0Normal Depth Over Rise
ft/s0.00Downstream Velocity
ft/s0.00Upstream Velocity
ft16.7Normal Depth
ft1.9Critical Depth
ft/ft0.004Channel Slope
ft/ft0.022Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
10/7/2020
FlowMaster
[10.02.00.01]
Bentley Systems, Inc. Haestad Methods Solution
CenterCulvertSequencing.fm8
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Erosion Control Calculations for Phase 2
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.035Roughness Coefficient
ft/ft0.004Channel Slope
H:V0.000Left Side Slope
H:V2.000Right Side Slope
ft10.00Bottom Width
cfs1,100.00Discharge
Results
ft8.5Normal Depth
ft²157.5Flow Area
ft37.5Wetted Perimeter
ft4.2Hydraulic Radius
ft27.02Top Width
ft5.9Critical Depth
ft/ft0.016Critical Slope
ft/s6.98Velocity
ft0.76Velocity Head
ft9.27Specific Energy
0.510Froude Number
SubcriticalFlow Type
GVF Input Data
ft0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
ft0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
ft/s0.00Downstream Velocity
ft/s0.00Upstream Velocity
ft8.5Normal Depth
ft5.9Critical Depth
ft/ft0.004Channel Slope
ft/ft0.016Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
10/7/2020
FlowMaster
[10.02.00.01]
Bentley Systems, Inc. Haestad Methods Solution
CenterCulvertSequencing.fm8
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
CONSTRUCTED RIFFLE
WITH ROCK SILL
PLAN SHEET
PLAN VIEW
SECTION B-B
GLIDE
SECTION A-A
R
IF
FLE
CC
SECTION C-C
Riffle
TOE
A
A
TOEFLOWBANK
TOP OF
{NOT TO SCALE
AND (15%) NO. #57 STONE
OF (75%) CLASS "A", (10%) CLASS "B",
18" NOM. THICKNESS WELL GRADED MIX
NO. #57 STONE
(10%) CLASS "B", AND (15%)
GRADED MIX OF (75%) CLASS "A",
18" NOM. THICKNESS WELL
FOR DRAINAGE)
TYPE II (GEOTEXTILE
NONWOVEN FABRIC
FOR DRAINAGE)
TYPE II (GEOTEXTILE
NONWOVEN FABRIC
B
B
ROCK SILL
FOOTER BOULDER
RIFFLE
TOE OF
BOULDER
HEADER
8-10'
ELEVATION 312.00'
HEADER BOULDER
FILL VOIDS WITH STONE
ANY SIGNIFICANT SPACES,
BE GAPPED OR HAVE
BOULDER SHOULD NOT
1.0'
HEADER BOULDER
FOOTER BOULDER
TOP OF BANK
TOE OF SLOPE
THALWEG
F. PLACE BACKFILL MATERIAL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
THE STREAM BED (AT THE THALWEG). THERE SHALL BE NO GAPS BETWEEN BOULDERS OR THALWEG SEAM BETWEEN HEADERS.
ON THE BACKFILL MATERIAL). HEADER BOULDERS SHALL SPAN THE SEAMS OF THE FOOTER BOULDERS. THERE SHALL NOT BE A SEAM IN THE CENTER OF
E. INSTALL HEADER BOULDERS ON TOP OF AND SET SLIGHTLY BACK FROM THE FOOTER BOULDERS (SUCH THAT PART OF THE HEADER BOULDER IS RESTING
D. PLACE BACKFILL MATERIAL BEHIND FOOTER BOULDERS.
C. INSTALL FILTER FABRIC.
B. PLACE FOOTER BOULDERS. THERE SHALL BE NO GAPS BETWEEN BOULDERS.
A. OVER-EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS.
8. THE ROCK SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
7. IF NECESSARY BASED ON STABILITY OF NATIVE MATERIAL, A BEDDING OF GRADATION OF CLASS A AND #57 STONE MAY BE PLACED UNDER THE ROCK SILL.
6. MATERIAL UNDER CULVERTS TO BE REMOVED IS UNKNOWN. IF EXCAVATION OF MATERIAL UNDER CULVERTS EXCEEDS 5.0' IN DEPTH, CONSULT ENGINEER.
5. THE MINIMUM RIFFLE LENGTH TO BE INSTALLED IS 33 LINEAR FEET.
4. THE HEAD OF RIFFLE SHOULD BE LOCATED AT THE UPSTREAM EXTENT OF THE CULVERTS THAT ARE TO BE REMOVED OR WITHIN 5-10' UPSTREAM.
3. ROCK SILL SHOULD BE PLACED AT DOWNSTREAM EXTENT OF THE CULVERTS TO BE REMOVED, OR WITHIN 5-10' DOWNSTREAM OF THAT LOCATION.
2. A FOOTER BOULDER IS NOT REQUIRED IF THE HEADER BOULDER DEPTH MEETS OR EXCEEDS SILL DEPTH OF 4'
1. BOULDERS SHOULD BE NATIVE STONES OR SHOT ROCK, ANGULAR AND OBLONG, WITH A MEAN DIAMETER OF 30"
NOTE:
CONSTRUCTED RIFFLE WITH ROCK SILL DETAIL
ELEVATION 312.00'
SECTIONS
AND DOWNSTREAM
TIE IN TO UPSTREAM
APPROXIMATELY 24',
ABOVE STREAM INVERT
APPROXIMATELY 0.3-0.8'
4' AT AN ELEVATION
SILL MINIMUM OF
KEY-IN BOULDER
4' MIN
2' MIN
GROUND
EXISTING
ELEVATION 312.20'
HEAD OF RIFFLE
DRAINAGE DETAILS
2G
ELEVATION 312.20'
HEAD OF RIFFLE
SEE ROADWAY PLANS
BANK STABILIZATION
SEE ROADWAY PLANS
BANK STABILIZATION
#57 STONE AS NECESSARY
RIP RAP, FILL VOIDS W/
SCOUR PROTECTION. CLASS A
10 LF OF 6" THICKNESS
312.00'
ELEVATION
1-2' MAX
K:\DUR_Roadway\012329063 - Holly Springs Road-Ph 2\Plan\Plan Sheets\012329063_psh_2G.dgnPROJECT:
SHEET NUMBER:JOB NUMBER:
REV. No.:REVISION:DATE:DRAWN BY:CHECKED BY:
012329063
10/9/20200
PE NO. F-0102
PREPARED IN THE OFFICE OF:
PHONE: [phone]Copyright Kimley-Horn and Associates, Inc., 2019
shall be without liability to Kimley-Horn and Associates, Inc.
reliance on this document without written authorization and adoption by Kimley-Horn and Associates, Inc.
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
This document, together with the concepts and designs presented herein, as an instrument of service, is
300 WEST MORGAN STREET, SUITE 1500, DURHAM, NC, 27701
HOLLY SPRINGS ROAD WIDENING PH. 2
5025