20070228 Ver 4_More Info Received_20091207

C11 - I) C
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
BEVERLY EAVES PERDUE EUGENE A. CONTI, JR.
GOVERNOR SECRETARY
December 4, 2009
Lia Gilleskij% u L Uf??
Express Coordinator?
DWQ 401 Oversight/Express Review Unit G L_ ,(,
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604 DENR - MATER CrJAL;TY
tlr'ERKIDS AND STOitti91 ATER SPA14CH
SUBJECT: Middlesex Corporate Center Project NW Permit 39 Modification,
UT to Turkey Creek (30407,27-86-3-(l)), C, NSW
Ms. Gilleski:
In response to your request for additional information for the Middlesex Corporate Center Project
NW permit 39 Modification application, Nash County and NCDOT provide the following
responses and supporting documentation.
1. Natural Channel Design
Attached are the details for the natural stream design at Crossing #1 and #3 which
illustrate the cross section, profile, and plan view for each site. The reforestation sheet
showing the live staking and planting details is also included.
2. Mitigation Plan
A separate sheet with the conservation easement is attached. The two easement areas
include 15 acres and 2.8 acres, for a total of 17.8 acres or 770,000 sq ft. The original
mitigation plan reported the stream impacts as 260 feet. The mitigation numbers below
are the same method of calculation but are based on the final stream impacts of 264 feet.
Onsite Stream Preservation 3,900 feet
Onsite Stream Restoration 20 feet
Onsite Buffer 390,000 sq. ft. (3900' X outer 50' on each side)
(This does not include the first 50 feet of buffer on each side of stream that is already
protected under Neuse Buffer Rules.)
Permanent Stream impacts 264 feet
Debit Onsite Stream restoration - 20 feet
244 feet
Onsite Preservation
Debit at 10:1 ratio
Remaining Stream preservation
MAILING ADDRESS:
NC DEPARTMENT OF TRANSPORTATION
PROJECT DEVELOPMENT AND ENVIRONMENTAL ANALYSIS
NATURAL ENVIRONMENT UNIT
1598 MAIL SERVICE CENTER
RALEIGH NC 27699-1598
3,900 feet
2,440 feet
1,460 feet
TELEPHONE: [phone]
FAX: [phone] or
919-431-2002
WEBSITE: WWW.NCDOT.ORG
LOCATION:
4701 ATLANTIC AVE.
SUITE 116
RALEIGH NC 27604
Onsite Buffer 390,000 sq. ft.
Subtract for Stream debit above 244,000
Subtract for buffer impacts 41,894
Subtract for BMP's 65,340
Remaining Onsite Buffer 38,766
3. Catch Basins- Level Spreader
a. The pipe leading to the level spreader is 15". C-02 revised accordingly.
b. The invert of the 24" pipe from CB-1 was set at the elevation of the HGL for the 1 inch
storm. See HGL calculations for the 1 inch storm included with this response.
4. Flow and Velocity Analysis
a. Supporting calculations for the determination of rational coefficients, C, used to
analyze the ditches are included with this response. The runoff coefficients originally
used were incorrectly based on full build-out of the roadway. As such the ditch
calculations have been revised and are included with this response and the plan sheets
were revised to illustrate the revised exit velocities. Plan sheets C-02 thru C-07 are
included with this response.
b. Ditch calculations for Sta. 42+00 to 47+32 are included with this response.
If you have any questions or need additional information, please contact me at either (919) 431-
6541or 1 au 7h&ncdot;go_v.
Sincer y
C°t?
LeiL i Paugh
ICI/Onsite Mitigation Supervisor
PDEA-Natural Environment Unit
Cc:
Mr. James Lastinger, USACE
Ms. Rosemary Dorsey, Nash County Planning Department
2
UT to Turkey Creek
Stream Mitigation Plan (Revised)
WBS No. 46794 Division 4
Phase 1- Middlesex Corporate Center
November 2009
The North Carolina Department of Transportation will perform on-site mitigation for
stream impacts associated with Phase I of the Middlesex Corporate Center (MCC)
located in Middlesex NC. The mitigation site contains approximately 4000 feet of stream
and occurs on the Nash Heath Care System's (NHCS) property.
NCDOT proposes to restore 20 feet of stream, relocate 145 feet using natural stream
design, and preserve 3900 feet of stream on two unnamed tributaries to Turkey Creek
within NHCS property. Within the conservation easement area, 100 feet will be reserved
from the onsite mitigation to account for a fifty foot utility crossing of both unnamed
tributaries for future needs of the MCC. An additional 1.5 acres of stream buffer will be
reserved from the onsite mitigation to account for required stormwater management
devices within the conservation easement area. This includes the required diffuse flow
structures as shown on the designs and the BMP overflow or discharge structures as
shown on the conceptual stormwater management plan.
This site is proposed to offset 264 feet of stream impacts associated with MCC by
debiting 20 feet of stream restoration at 1:1 ratio, 2440 feet of stream preservation at a
10:1 ratio, and 41,894 sq. feet of buffer from the onsite mitigation. An additional 65,340
sq. feet of buffer is reserved from the onsite mitigation to account for the stormwater
management devices. This leaves approximately 1460 feet of stream preservation and
38,766 sq. feet of buffer on-site.
Existing Conditions
This project is located in the southern region of Nash County where Highway 264 and
Highway 231 intersect, about 2 miles east of Middlesex NC. UT-1 begins at a reinforced
concrete pipe (RCP) under a driveway near Hwy 231 and continues for approximately
2500 feet easterly through the NHCS property. UT-1 is altered by beaver activity along
the lower portion of the stream just before joining UT-2. UT-2 is located in the southern
region of the NHCS property and flows northeasterly through the property. UT-1 and
UT-2 converge east of the NHCS property before crossing under Highway 264. A third
unnamed tributary flows from the US-264 ramp for approximately 300 ft to its
confluence with UT-1 in the northern section of the property. UT-1 and UT-2 are slightly
incised and there is some undercutting in the outer bends of the meanders. However, both
tributaries have mature woody vegetation along the banks and have a stable riffle-pool
structure. The floodplains of both UT's are comprised of a mature oak-hickory forest
community.
Proposed Conditions
NCDOT will construct Phase 1 of the MCC which consists of an access road from
Highway 231 to Highway 264A. The access road will intersect UT-1 (Station 12+00) and
UT-2 (Station 34+50) within the NHCS property. NCDOT will restore approximately 20
feet of UT-1 by removing the RCP pipe and driveway crossing near Highway 231.
Approximately 100 feet of channel of UT-1 will be relocated using natural stream design
to align the restored channel with the culvert outlet. The channel will be reestablished
with a 3 foot base and 2 foot banks on a 1.0% slope. Approximately 40 feet of channel of
UT- 2 will be relocated using natural stream design to align the existing channel with the
culvert outlet. The channel will be reestablished with a 4 foot base and 2 foot banks. The
relocated sections of both channels will be graded to proper contours to match the
adjacent topography, matted with coir fiber, and replanted with the appropriate woody
species.
NHCS will grant a conservation easement to NCDOT to include approximately 2500 feet
of UT-1, approximately 1500 feet of UT-2, and 100 foot buffers along both banks of the
streams. By placing these streams in a conservation easement, this will ensure that the
vegetation will remain intact and the streams will be protected in perpetuity.
Monitoring
The restored and relocated sections will be visually monitored and documented with
photo points for channel stability and vegetation survival. The conservation easement will
be held in perpetuity and recorded on the NHCS deed. The mitigation site and
conservation easement boundary will also be placed on the Natural Environment Unit's
Mitigation Geodatabase for long time stewardship.

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NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. PROJECT INFORMATION
Project name Middlesex Corporate Center Infrastructure Project
Contact name Mike Stocks, Stocks Engineering
Phone number 252-459-8196
Date December 2, 2009
Drainage area number 1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
-
?
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For Level Spreaders Receiving Flow from the Drainage Area + . rt^'
, i
Drainage area 96,800 ftz
Impervious surface area 47,400 ftz
U
Percent impervious 48.97 %
Rational C coefficient 0.60
Peak flow from the 1 in/hr storm 1.33 cfs IrJETL4,?S AND ?I?? ti ?<<

Time of concentration BP
10.00 min 4..4Ctf
Rainfall intensity, 10-yr storm 7.08 in/hr
Peak flow from the 10-yr storm 9.44 cfs
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 30.00 ft
Width of dense ground cover 50.00 ft
Width of wooded vegetation 0.00 ft
Total width 80.00 ft
Elevation at downslope base of level lip 205.50 fmsl
Elevation at top of bank of the receiving water 199.50 fmsl
Slope (from level lip to to top of bank) 7.50 %
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 95.00 sq ft OK
Feet of level lip needed per cfs 13 fvcfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 1.33 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Parts 1. and II. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
18.00 ft Level spreader length OK.
N (Y or N)
(Y or N)
(Y or N)
ft
ft
ft
ft
cfs
• W •
t + Y
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B
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
M
Parts I. and II. Design Summary, page 2 of 2
Storm Sewer Summary Report ;, .._ -b Page
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (°/a) (ft) (ft) (ft) (ft) No.
1 LS to CB-1 1.32 15 c 131.0 206.00 206.41 0.313 206.52 206.93 n/a 206.97 i End
2 CB-1 to CB-2 0.71 18 c 112.0 206.41 206.75 0.304 206.97 207.11 n/a 207.121 1
3 CB-2 to CB-3 0.51 18 c 120,0 206.75 207.40 0.542 207.12 207.67 n/a 207.76 i 2
4 CB-3 to CB-10 0.31 18 c 200.0 207.40 209.26 0.930 207.76 209,47 n/a 209.53 i 3

t

Project File: Middlesex-Drainage-LS1 to CB-10_1 inch stonn.stm Number of lines: 4 Run Date: 12-03-2009
NOTES: c = cir, e = ellip; b = box: Retum period = 2 Yrs. ; i - Inlet control.
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Ditch "Q" and "V" Calculation Worksheet
Project Name:
Station Range:
Right or Left
Middlesex
20+40 to 22+86
Right
Peak Discharge Calculation:
Drainage Area = 3485 sf
0.08 acres
Q1o=CxIxA
C = 0.35
110 = 7.08 in/hr
A = 0.08 acres
Q10 = 0.20 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft
M = 3 M:1
Ditch Slope (S) _ 1.40%
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.23 ft
Area (A) = B*d + M*d2 = 0.15
Perimeter (P) = b + 2d*(M2+1) 5 - 1.43
R = A/P = 0.11
VpR = V Permiss * R = 0.21
V = Flow Velocity = 1.31 fps
Q = design flow = 0.20 cfs check Q: OK
Check Ditch Velocity for Lining:
VP =
Vactual =
Vactual<Vallow, No Perm. Lining 2.00
1.31
Needed fps
fps
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.08 acres
Q2 = 0.15 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 20+40 to 22+86-Right
r?
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 1.40%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.17
Area (A) = B*d + M*dz = 0.09
Perimeter (P) = b + 2d*(M2+1)1= 1.10
R = A/P = 0.08
VPR = V Permiss * R = 0.16
V = Flow Velocity = 1.66 fps
Q = design flow = 0.15 cfs
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.66 fps
Vactual<Vallow, No Temp. Lining Needed
check Q: OK
Sta 20+40 to 22+86-Right

r
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 20+40 to 21+50
Right or Left Left
Peak Discharge Calculation:
Drainage Area = 3485 sf
0.08 acres
QIo = C x I x A
C= 0.35
Iio = 7.08 in/hr
A = 0.08 acres
Qio = 0.20 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2i3*Sii2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft
M = 3 M:1
Ditch Slope (S) = 0.74%
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.25 ft
Area (A) = B*d + M*d2- 0.19
Perimeter (P) = b + 2d*(M2+1) 5 - 1.61
R= A/P= 0.12
VpR = V Permiss * R = 0.24
V = Flow Velocity = 1.03 fps
Q = design flow = 0.20 -- cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.03 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temnorary Condition:
Q2=CxIxA
C = 0.40
I2 = 4.76 in/hr
A = 0.08 acres
Q2 = 0.15 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 20+40 to 21+50-Left

Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 0.74%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.20
Area (A) = B*d + M*d2 = 0.11
Perimeter (P) = b + 2d*(M2+1)" = 1.24
R= AT= 0.09
VPR = V Permiss * R = 0.19
V = Flow Velocity = 1.30 fps
Q = design flow = 0.15 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.30 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 20+40 to 21+50-Left

Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 22+86 to 26+76
Right or Left Right
Peak Discharge Calculation:
Drainage Area = 11761 sf
0.27 acres
Qio=CxIxA
C = 0.35
I10 = 7.08 in/hr
A = 0.27 acres
Qio = 0.67 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft _?? TRI
M = 3 M:1
Ditch Slope (S) = 1.00%
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.38 ft
Area (A) = B*d + M*d2- 0.43
Perimeter (P) = b + 2d*(M2+1).5- 2.39
R = A/P= 0.18
VPR = V Permiss * R = 0.36
V = Flow Velocity = 1.57 fps
Q = design flow = 0.67 cfs check Q: OK
Check Ditch Velocity for Lining:
VP =
Vactual =
Vactual<Vallow, No Perm. Lining 2.00
1.57
Needed fps
fps
Determine Ditch Flow Depth (d) and Velocity (v) Check for TemnorarV Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.27 acres
Q2 = 0.51 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 22+86 to 26+76-Right
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 1.00%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.29
Area (A) = B*d + M*d2= 0.26
Perimeter (P) = b + 2d*(M2+1) 5- 1.85
R= A/P= 0.14
VpR = V Permiss * R = 0.28
V = Flow Velocity = 1.98 fps
Q = design flow = 0.51 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.98 fps
Vactual<Vallow, No Temp. Lining Needed
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.033 Straw with Net
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 1.00%
T allow (Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.40
Area (A) = B*d + M*d2= 0.48
Perimeter (P) = b + 2d*(M2+1) s - 2.52
R = A/P = 0.19
V = Flow Velocity = 1.48 fps
Q = design flow = 0.71 cfs
Tshear stress= 7'*d*s
y = 62.4 lb/ft3
d = 0.40 ft
S = 1.00%
Tshear stress - 0.25
Compare Tshear stress to Td:
T allow (Td) 1.45
Tshear stress - 0.25
Tshear stress < Td => OK
Sta 22+86 to 26+76-Right

Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 22+50 to 24+00
Right or Left Left
Peak Discharge Calculation:
Drainage Area = 11761 sf
0.27 acres
Qlo=CxIxA
C= 0.35
I10 = 7.08 in/hr
A = 0.27 acres
Qio = 0.67 cfs
Determine Ditch Flow Depth (d) and Velocity (y) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft ?d
M = 3 M:1 -? ?
Ditch Slope (S) _ 1.00%
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "T and "V"
d = flow depth = 0.38 ft
Area (A) = B*d + M*d2 = 0.43
Perimeter (P) = b + 2d*(M2+1) 5- 2.39
R= A/P= 0.18
VPR = V Permiss * R = 0.36
V = Flow Velocity = 1.57 fps
Q = design flow = 0.67 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.57 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temoorary Condition:
Q2=CxIxA
Ditch Characteristics:
C = 0.40
I2 = 4.76 in/hr
A = 0.27 acres
Q2 = 0.51 cfs
n = 0.02 bare earth
Sta 25+50 to 24+00-Left
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 1.00%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d
Area (A)
Perimeter (P)
R
VpR
V
Q
flow depth =
= B*d+M*d2-
= b + 2d*(M2+1).s
A/P =
= V Permiss * R =
= Flow Velocity =
= design flow =
0.29
0.26
1.85
0.14
0.28
1.98 fps
0.51 _ cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.98 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 25+50 to 24+00-Left
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 43+00 to 44+00
Right or Left Right and Left
Peak Discharge Calculation:
Drainage Area = 17000 sf
0.39 acres
Q1o=CxIxA
C = 0.35
110 = 7.08 in/hr
A = 0.39 acres
Qio = 0.97 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 4 ft
M = 3 M
Ditch Slope (S) = 3.51% Average Over Station Range
Permissible Max Velocity (Vp) 2.50 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.11 ft
Area (A) = B*d + M*d2 = 0.48
Perimeter (P) = b + 2d*(M2+1).I= 4.70
R = A/P= 0.10
VPR = V Permiss * R = 0.26
V = Flow Velocity = 2.02 fps
Q = design flow = 0.97 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.50 fps
Vactual = 2.02 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2=CxIxA
C = 0.40
I2 = 4.76 in/hr
A = 0.39 acres
Q2 = 0.74 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 43+00 to 47+32-Rt and Lt
Base Width (B) _
M=
Ditch Slope (S) _
Permissible Max Velocity (Vp)
4 ft
3
3.51%
2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual I'd" and 'IV"
d = flow depth = 0.07
Area (A) = B*d + M*dz = 0.31
Perimeter (P) = b + 2d*(M2+1) 5 - 4.47
R = A/P = 0.07
VPR = V Permiss * R = 0.14
V = Flow Velocity = 2.36 fps
Q = design flow = 0.74 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 2.36 fps
Vactual>Vallow, Find Temp. Linin
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.033 Straw with Net
Base Width (B) = 4 ft
M= 3
Ditch Slope (S) = 3.51%
T allow (Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual I'd" and 'IV"
d = flow depth = 0.10
Area (A) = B*d + M*dz 0.43
Perimeter (P) = b + 2d*(M2+1) s - 4.63
R = A/P = 0.09
V = Flow Velocity = 1.72 fps
Q = design flow = 0.74 cfs
shear stress = y * d s
y = 62.4 lb/ft'
d = 0.10 ft
S = 3.51%
Tshear stress - 0.22
Compare Tshear stress to Td:
T allow (Td) 1.45
Tshear stress - 0.22
Tshear stress < Td => OK
Sta 43+00 to 47+32-Rt and Lt
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 47+32 to 49+50
Right or Left Right and Left
Peak Discharge Calculation:
Drainage Area = 6540 sf
0.15 acres
QIo = C x I x A
C= 0.35
l10 = 7.08 in/hr
A = 0.15 acres
Qio = 0.37 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft
M = 3 M:1
Ditch Slope (S) = 1.06% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.30 ft
Area (A) = B*d + M*d2 = 0.27
Perimeter (P) = b + 2d*(M2+1) s- 1.89
R = AT = 0.14
VPR = V Permiss * R = 0.28
V = Flow Velocity = 1.38 fps
Q = design flow = 0.37 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.38 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temnorarv Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.15 acres
Q2 = 0.29 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 47+32 to 49+50-Rt and Lt
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 1.06%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.23
Area (A) = B*d + M*d2= 0.16
Perimeter (P) = b + 2d*(M2+0 5 - 1.48
R = A/P= 0.11
VPR = V Permiss * R = 0.22
V = Flow Velocity = 1.76 fps
Q = design flow = 0.29 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.76 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 47+32 to 49+50-Rt and Lt
Ditch "Q" and "V" Calculation Worksheet
Project Name:
Station Range:
Right or Left
Middlesex
55+50 to 62+44
Right and Left
Peak Discharge Calculation:
Drainage Area = 21780 sf
0.50 acres
QIO=CxIxA
C = 0.35
I10 = 7.08 in/hr
A = 0.50 acres
Q10 = 1.24 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * Rz/3*S1/2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft _?? ?®
M = 3 M:1
Ditch Slope (S) = 0.60% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.52 ft
Area (A) = B*d + M*d2= 0.82
Perimeter (P) = b + 2d*(M2+1) s - 3.31
R = A/P = 0.25
VpR = V Permiss * R = 0.50
V = Flow Velocity = 1.51 fps
Q = design flow = 1.24 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.51 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.50 acres
Q2 = 0.95 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 55+50 to 62+44-Rt and Lt
Base Width (B) _
M=
Ditch Slope (S) _
Permissible Max Velocity (Vp)
0 8
3
0.60%
2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.41
Area (A) = B*d + M*d2= 0.50
Perimeter (P) = b + 2d*(M2+1)-5 - 2.57
R= A/P= 0.19
VPR = V Permiss * R = 0.39
V = Flow Velocity = 1.92 fps
Q = design flow = 0.95 cfs
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.92 fps
Vactual<Vallow, No Temp. Lining Needed
check Q: OK
Sta 55+50 to 62+44-Rt and Lt
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 67+00 to 67+80
Right or Left Left
Peak Discharge Calculation:
Drainage Area = 21780 sf
0.50 acres
QIo=CxIxA
C = 0.35
110 = 7.08 in/hr
A = 0.50 acres
Qio = 1.24 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 4 ft _?? ?®
M = 3 M:1
Ditch Slope (S) = 1.12% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.28 ft
Area (A) = B*d + M*d2= 1.34
Perimeter (P) = b + 2d*(M2+1)'S = 5.76
R = A/P = 0.23
VPR = V Permiss * R = 0.47
V = Flow Velocity = 1.98 fps
Q = design flow = 2.66 cfs check Q: FixQ
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.98 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temnorarv Condition:
Q2=CxIxA
C = 0.40
I2 = 4.76 in/hr
A = 0.50 acres
Q2 = 0.95 cfs
Ditch Characteristics:
n= 0.02 bare earth
Sta 67+00 to 67+80-Left
Base Width (B) = 4 ft
M= 3
Ditch Slope (S) = 1.12%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.12
Area (A) = B*d + M*dz = 0.53
Perimeter (P) = b + 2d*(M2+1) 5- 4.76
R = AT = 0.11
VpR = V Permiss * R = 0.22
V = Flow Velocity = 1.80 fps
Q = design flow = 0.95 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.80 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 67+00 to 67+80-Left
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 67+75 to 68+60
Right or Left Right
Peak Discharge Calculation:
Drainage Area = 22925 sf
0.53 acres
Q1o=CxIxA
C = 0.35
110 = 7.08 in/hr
A = 0.53 acres
Qio = 1.30 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S'/2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 4 ft
M = 3 M:1
Ditch Slope (S) = 1.12% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual I'd" and 'IV"
d = flow depth = 0.18 "ft
Area (A) = B*d + M*d2= 0.84
Perimeter (P) = b + 2d*(M2+0 5 - 5.16
R= A/P= 0.16
VpR = V Permiss * R = 0.32
V = Flow Velocity = 1.55 fps
Q = design flow = 1.30 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.55 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.53 acres
Q2 = 1.00 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 67+85 to 68+60-Right
Base Width (B) = 4 ft
M= 3
Ditch Slope (S) = 1.12%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.12
Area (A) = B*d + M*d2 0.54
Perimeter (P) = b + 2d*(M2+1) s - 4.79
R = A/P = 0.11
VPR = V Permiss * R = 0.23
V = Flow Velocity = 1.84 fps
Q = design flow = 1.00 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.84 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 67+85 to 68+60-Right
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 70+00 to 71+00
Right or Left: Left
Peak Discharge Calculation:
Drainage Area = 25700 sf
0.59 acres
Qio=CxIxA
C = 0.35
110 = 7.08 in/hr
A = 0.59 acres
Qio - 1.46 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2r3*S'/2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 4 ft _? d?
M = 3 M
Ditch Slope (S) = 0.89% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.21 ft
Area (A) = B*d + M*d2 - 0.97
Perimeter (P) = b + 2d*(M2+1)'S = 5.33
R = AT = 0.18
VpR = V Permiss * R = 0.37
V = Flow Velocity = 1.50 fps
Q = design flow = 1.46 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.50 fps
Vactual<Vallow, No Perm. Lining Needed

Determine Ditch Flow Depth (d) and Velocity (v) Check for Temyorary Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.59 acres
Q2 = 1.12 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 70+00 to 71+00-Left
Base Width (B) = 4 ft
M= 3
Ditch Slope (S) = 0.89%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.14
Area (A) = B*d + M*d2= 0.63
Perimeter (P) = b + 2d*(M2+1)-5- 4.90
R = A/P = 0.13
VpR = V Permiss * R = 0.26
V = Flow Velocity = 1.78 fps
Q = design flow = 1.12 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.78 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 70+00 to 71+00-Left
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 71+25 to 72+25
Right or Left: Right
Peak Discharge Calculation:
Drainage Area = 18295 sf
0.42 acres
Q,a=CxIxA
C = 0.35
Ito = 7.08 in/hr
A = 0.42 acres
Qio = 1.04 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass -
Base Width (B) = 0 ft
M = 3 M:1
Ditch Slope (S) = 0.89% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 _ fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.45 ft
Area (A) = B*d + M*d2= 0.62
Perimeter (P) = b + 2d*(M2+1)'5 - 2.88
R = AT = 0.22
VpR = V Permiss * R = 0.43
V = Flow Velocity = 1.68 fps
Q = design flow = 1.04 - cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.68 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for TeMporary Condition:
Q2=CxIxA
C = 0.40
I2 = 4.76 in/hr
A = 0.42 acres
Q2 = 0.80 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 71+25 to 72+25-Right
Base Width (B) = 0 8
M= 3
Ditch Slope (S) = 0.89%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.35
Area (A) = B*d + M*d2- 0.38
Perimeter (P) = b + 2d*(M2+1)'= 2.24
R= A/P= 0.17
VPR = V Permiss * R = 0.34
V = Flow Velocity = 2.13 fps
Q = design flow = 0.80 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 2.13 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material = Straw with Net
n = 0.033 Straw with Net
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 0.89%
T allow (Tp) 1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.43 r
Area (A) = B*d + M*d2= 0.55
Perimeter (P) = b + 2d*(M2+1)5- 2.70
R = A/P = 0.20
V = Flow Velocity = 1.46 fps
Q = design flow = 0.80 cfs
shear stress - -y * d s
y = 62.4 lb/ft3
d = 0.43 ft
S = 0.89%
Tshear stress = 0.24
Compare Tshear stress to Td:
T allow (Td) 1.45
Tshear stress = 0.24
Tshear stress < Td => OK
Sta 71+25 to 72+25-Right
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 75+64 to 78+50
Right or Left: Left
Peak Discharge Calculation:
Drainage Area = 5660 sf
0.13 acres
QIo=CxIxA
C = 0.35
Ito = 7.08 in/hr
A = 0.13 acres
Q,a = 0.32 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S'/2 , Q=AN
Ditch Characteristics:
n = 0.03 grass -
Base Width (B) = 0 ft ?d
M = 3 M 11 -? ?
Ditch Slope (S) = 1.17% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.28 ft
Area (A) = B*d + M*d2- 0.23
Perimeter (P) = b + 2d*(M2+1).I= 1.76
R= A/P= 0.13
VpR = V Permiss * R = 0.26
V = Flow Velocity = 1.38 fps
Q = design flow = 0.32 cfs
Check Ditch Velocity for Lining:
. Vp = 2.00 fps
Vactual = 1.38 fps
Vactual<Vallow, No Perm. Lining Needed
check Q: OK
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2=CxIxA
C = 0.40
I2 = 4.76 in/hr
A = 0.13 acres
Q2 = 0.25 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 75+64 to 78+50-Left
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 1.17%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual I'd" and 'IV"
d = flow depth = 0.22
Area (A) = B*d + M*d2= 0.14
Perimeter (P) = b + 2d*(M2+1).1 - 1.38
R= A/P= 0.10
VpR = V Permiss * R = 0.21
V = Flow Velocity = 1.76 fps
Q = design flow = 0.25 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.76 fps
Vactual<Vallow, No Temp. Lining Needed
Sta. 75+64 to 78+50-Left
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 75+65 to 76+75
Right or Left: Right
Peak Discharge Calculation:
Drainage Area = 5660 sf
0.13 acres
QIa=CxIxA
C = 0.35
Ilo = 7.08 in/hr
A = 0.13 acres
Qio = 0.32 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S'/2 , Q=A/V
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft _?? ?®
M = 3 M:1
Ditch Slope (S) = 1.17% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "T and "V"
d = flow depth = 0.28 - ft
Area (A) = B*d + M*d2= 0.23
Perimeter (P) = b + 2d*(M2+1) 5 - 1.76
R = A/P = 0.13
VPR = V Permiss * R = 0.26
V = Flow Velocity = 1.38 fps
Q = design flow = 0.32 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps
Vactual = 1.38 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temnorarv Condition:
Q2=CxIxA
C = 0.40
I2 = 4.76 in/hr
A = 0.13 acres
Q2 = 0.25 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 75+65 to 76+75-Right
Base Width (B) _
M=
Ditch Slope (S) _
Permissible Max Velocity (Vp)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.22
Area (A) = B*d + M*d2= 0.14
Perimeter (P) = b + 2d*(M'+1)5- 1.38
R = A/P= 0.10
VPR = V Permiss * R = 0.21
V = Flow Velocity = 1.76 fps
Q = design flow = 0.25 cfs
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.76 fps
Vactual<Vallow, No Temp. Lining Needed
0 ft
3
1.17%
2.00 fps (bare earth)
check Q: OK
Sta 75+65 to 76+75-Right
Ditch "Q" and "V" Calculation Worksheet
Project Name: Middlesex
Station Range: 79+11 to 83+00
Right or Left: Left
Peak Discharge Calculation:
Drainage Area = 8280 sf
0.19 acres
QIo=CxIxA
C = 0.35
I10 = 7.08 in/hr
A = 0.19 acres
Qio = 0.47 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2i3*Sti2 , Q=AN
Ditch Characteristics:
n = 0.03 grass
Base Width (B) = 0 ft ?d
M = 3 M:1 -? ?
Ditch Slope (S) = 0.50% Average Over Station Range
Permissible Max Velocity (Vp) 2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.38 ft
Area (A) = B*d + M*d2= 0.42
Perimeter (P) = b + 2d*(M2+1)'S = 2.38
R= A/P= 0.18
VpR = V Permiss * R = 0.36
V = Flow Velocity = 1.11 fps
Q = design flow = 0.47 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.11 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temnorarv Condition:
Q2=CxIxA
C= 0.40
I2 = 4.76 in/hr
A= 0.19 acres
Q2 = 0.36 cfs
Ditch Characteristics:
n = 0.02 bare earth
Sta 79+11 to 83+00-Left
Base Width (B) = 0 ft
M= 3
Ditch Slope (S) = 0.50%
Permissible Max Velocity (Vp) 2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.29
Area (A) = B*d + M*d2= 0.26
Perimeter (P) = b + 2d*(M2+1)'= 1.85
R = A/P = 0.14
VpR = V Permiss * R = 0.28
V = Flow Velocity = 1.40 fps
Q = design flow = 0.36 cfs check Q: OK
Check Ditch Velocity for Lining:
Vp = 2.00 fps
Vactual = 1.40 fps
Vactual<Vallow, No Temp. Lining Needed
Sta 79+11 to 83+00-Left
/ /~4.2° L'am' ~ cry ~ ~ ~ i ~ ° / ~ -
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/ ~ e h ~ r ~ 15 INr~. OUT W 206,41 W) 206.41 _.r' , . ~ / 1 ~ z o o ~ a
~ ~ ~ OUT N 206.93 ~ / 24 INV° I ~ g LIMITS OF ZONE 2 / o ~ ~ _ / / ;N) 206.93 - - ~ ! a
' , ~ BUFFER AREA 20 12 WL-'~ / Oti , , ~ - ~ - ~ FROM ZONE 1 LIMITS LIMITS OF ZONE 1 ~ / ~ CB-2~ o
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~ / ~ ~ „ p Ax/~ ~ / ~ r ~ / ~ 1$ INV° IN (E} 206.75 ~ / , r~ r , . ~ / ~ / l „ 1206.75 Q N N OI N N
~ ~ , ~ ° ~ ~ A ~ / r' / , ~ j 18 INV. OUT (W) 206.75 W) 206.751'! / / - / ~ ~ ~ Qooao^ Z
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x, ,0 „ C ~ ~ a_ Nu. L= t97.to - EX. so ~P~PES j ! r / I NCDOT-STD. 840.0 0.0 ~ GRAS:sED~SWA E~ F ~ ~ \ ~a ~ ~ ~ ~i G~E~I= 1~'~7 FPJ~ ~
fi ~ ~ 1z ~ door ~ / / w l / 'S 0 'MIT q. ~ r ~ ~ ~ ~X. PIPES TO BE RfrMOyED BY \ r,-->°~ ~ / / RIM''EL. 210.65 (~EOP) -~'"STA~ .20+40 TO-21 t~40- ~ \ ° ~ / ~ /N ~ / ~r~„ i , FEOP) ~ EXrr~„VELOCIT-Y ONTO EXI TING ~ ~ ~ / J ~ / PRORaSED ~ ? ~
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i ///r ~ 1 R' - r ,,~RES'1'ORED, & -VEGETATED / I V \ i / ti ~ \ ~t „ ` ` f r CONSER A 14 18 INV. ,IN (E) tax. . _ P.~~ ~ _ _ ~ EASEMENT ~ 75 LF-30 RCP V~
/ ~ ~ ~ ~ , „ 3 LF 1.5 RCP / / r- _.~..d ~ . A 4 FES ~ ~ ~ ~ ~
/ ~ - . LEVEL SPREADER / ~ ~ ~ L:F~-~1'4 RCP ~ ~ i
EE ,S E C '09 F,OR 231 ~ , Y1~ „ _ „ 15 FES / / (DAN N INFORMATIO ~ ~ \ \ / / ~ ~ ~ 7 a
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/ ~ ;R ~ ~ 1 LF RCP ~ ~ ~ C , / / - /r ~ 0.309' ~ ~ a ~ 1 ~ Q ~
/ ----9 00 ~F 1 R P ~ L= 198°20 " / ' ~ - rn i/ ..r"" 1
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p0 ~ O _ ~ CB~ 1220 1~18n C ~ / _ ~ - X1'2 ATE L~ ~-j „ \ - \ ~ ~ 0.54% ~ ~ ~ ~ . ~ ~ ~ RASED SWAL f ~ h I ~
/ ~ ~4 ,PVC f ar r~' 3 . 0 ~ , _ I 114 LF - 2Q ~iP 2 / . F ~ ~ _ -,-1' . J ~ / / L ES ~ / ~ ~ - y ,,y~ ~ V-DI~CH ITH:t ~SID~/SL~PF~S ~ ~ ~1
SEE A AIL 2, D--01 / Zoo / ~ - - / ~ 1 b ~ / ,i , / ,i , ~ ~ \?ap ~ ~ ~'`-~2 ff \ ,1 /VELOCITY iJ.57 PS 1 ~ / C/ ~ ~ GRASSED SWALE ~ ~ ~ / ~ r
/ ~ --r a C/i 10' GRAVEL ~ GAT DITCH WI7' T 3 ID6 SLOPES z ~ ~ ~ / /
/ `z ~ ~6~ i ~t / - ~ Cam'/ 1SALES ROADWAY \ VE~QCITY = ~31 FPS ~ Line Table , / ~ ~ ~ / ~
~ ~ ~ 30 STD. CURB-& ' > / PROPO ED ~ / PROPO Eb ~ \ ~ J ~ Name LeiQ th D~rection
/ (EX. 9GRICULTURAL / e/ GUTTER - -TYP. ENTIRE.- - i / DITC ~ FIELDS / ~ ~ ~ - , ° , ~ ~ 1 s~ ry ~ROAQWAYr i ryry DIT~ ~ ~ 1 Lt 147:86 S 27`26'43" E
/ ~ ~ ry ~ 22D`^ ~ ~ \ 1 ` ` L2 344.14 S 88° 13'51 " E
~--207 f r / ~ \ 'V / / ~ ~ ~ C ~ \ r, / ~ n ry NOT l 22 ~ ~ / RO WAY „MARKINGS TYP..--- 1 C 7~ L,E_.24 P N ( SUPERELEV~IT~N ~ ~ 1 I ~ L3 3560.48 S 55°41'35" E
o / / ~ 2 0 ID YELLOW D E Y LLO ~ -679e o. ~ L ~ ~ 1 L4 387.45 S 26° 16' 41 " W Q
f- / / / ~ WITH TURN,.A ROWS -SEE - - - VC A P N ro ~ ZZ / / ~ c p ~ l4„ FE ~ ' ~ I °045 , NCDOT ROADWAY M IMGS o E c 7t N o P , 5Tf E m Curve Table
~ DETAIL ! ? E~ USE " s ro INV°~- 2 8 50 / OUR ~ Name Radius Arc Chord Tangent Middle External Chord ~
/ / O U 6-y / / / ~ OLE 1 = Len th Len th Len th Ordinate Distance Direction
NOT : ~ / ~ ° ~ C1 540.00 452.83 439.68 240.69 46.78 51.21 S 51'28'07" E Q
_WA ERLINE & APPLIRTENANGES ~2 ~ ~ NOT IN'THIS,CONTR CST / I ears C2 950.00 211.21 210.78 106.04 5.86 5.90 S 81°51'41" E
~ ~ / / ~ nNG / LDING r--- / % C3 1100.00 1036.07 998.20 560.07 119.74 119.74 S 61 ° 14'52" E Q
/ ~ ~ / / / 212' / / C4 1750.00 654.49 650.68 331.11 30.51 31.05 S 44°58'44" E t+.
/ ~ ~ ~ / / / / / ~ ~ ~r e13 / ~ ~ C5 1040.00 1487.89 1364.21 903.60 254.93 337.71 S 14°42'27" E
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_ _ s- r- r ~ _ r N ~~N N N N ~~N _ N N I N t~l N ~I -N C*! N~~-~' N N N N N N N N N N N N N N N N N N~ N N N N N N N N CZ! N N N N N N N CSI N N N (`J N ~
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SCALE 1 50'
SCALE: NORIZ.: 1"=50' 1\~C -02 VERT.: 1 =5 0
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S A. 4+O,b TO 26+76 , ,~,~1. I ~ ~ ~ _ A \ \ ~ ~ ~ ~ ~ ~ ~ I I ~ `IM~ITSj F E ~ o
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s\ ~ \ r'' r arse Len th Direction \ \ \ \ n ~ \ / N ® ! n \
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2 344.14 S 8813 51 E \ \ \ \ / F - ~ \ ~
1 ( ~ \ \ 3 3560.48 S 55 41 35 E \ \ \ I N r y ~ \ / \ 0 ! !1 \ \ \
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/ urge Ta le A ~ A \ ~ SED S ALE , - A \ \
\ \ Fi/ ~ STA. 22+8~, TO 2 +7 ~ Name Radius Arc Chord Tangent Middle External Chord \ \ ~ \ \ \ V-D CH .WITH 3;9 SID SLOPE Len th Le th Le t \ \
- n n h Ordinate Distance Direction s \ \ \ VEL CITY 1.57 PS ~ - \ \ \ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ w ~ w Bpi' ~ ~ N~DOT ~ ~ ~ ~d ~ ~ ~ ~ , , , , 1 ~ , ~ a ~ ~ \ t~~~'r.,~, ~ ~ `COt~SER~VATI\N ~
F J I C1 540.00 452.83 439.68 240.69 46.78 51.21 S 51 28 07 E \ 212. I \ \ \ \ ~ ~ , ' ~ N LJ~IiS ~Z6 E,1 , ~ 9~ ~ ~ ~
cRASSEO swALE ~ C2 950.00 211.21 210.78 106.04 5.86 5.90 S 81 51 41 E \ \ \ \ F STA. 20+40 TO 22 86 - ~ \ \ \ ~ ~ ~ ~ ~ ~ ; °~Bt~F~ R~A~EA~- 30' ~.~`v 7 EASE ENT
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VELOCITY - 1.31 FPS \ ! \ \ \ C5 1040.00 1487.89 1364.21 903.60 254.93 337.71 S 14 42 27 E
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C_03 SCALE: HORIZ.: 1"=50'
SCALE: 1" = 50'
0 0 50 100 125 150 MUJ

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TRAPEZOIDAL DITCH: 4° BASE, 3:1 SIDE SLOPES TEMPORARY LINER, STRAW WITH NETTING GRADE = 1,68 FPS ~
} ~ EXIT VELOCITY ON EXISTING GRADE = 2.02 FPS ' ' 3 0 N ~
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\ ~ TEMPO Y-IJNER:'STRAW WITH NEVI G N u+ w rte, / ~ / / RR9R ~ ~ ~ ~ y ~ W ~ L1 147.86 S 27°26'4,3" E ' ~ ~ , ~ L2 344.14 S 88°1 •'S1" E , / /
' ~ ~ ~ ~ ~ ~ ti g~ 22 a --f~f1T `VELOCITY ON EXISTING ti ~ - , ti ti GRADS -2:02 FPS .a / / ~ ~ w L 3560.48 S 55 41'35" E ~ / f j
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_ ,pis " ~'FNG I NE~t;• cv ~ es 'o . ~ m ro m
~ m ~~l/11111111 r -
~ ~ 1~Ip9 w ~ w
200 . - 200 otil ~ Q o
N N---- I~ M ~ M _r~7 ~ i
~ ~ rrl to ~ ~ I~, O O +,J ~ ~ ~ tD i„-~_-__.-t~ O d. u} ~ ~ ---N ~J N • sN _,..~-...-.u.~_.pl _ _.~.____~,,__.N__ ____.,_t~1-_-• (0 t~- O 117 r7 O f`- rr1 O r~l ~ O , O ~.®-_®_~[t7 ill r c9 r- N C7 d- N 0~ pp r~ t~ ~ ~ r) h `r _ __-0'i ~ co___,_._..- . Q7 M t0.____.-__..x... ~ uj o = o
N N N c~1'- - N N . 1 N 4"`r ~ cal N N N r` N N N N N N N N r~ rv) r~ r~ r~ r r_._ c~___.._.___.~) N ~ ~ r N N N.. _ N N N N r,~ ~.,I N C C`I N G ~ N
..195 195 II ' ~y m
37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 36+00 45+00 46+00 47+00 48+00 49+00 ~ 5 Jpz =NT p
W d-~W
U
r2-"'~ PROFILE. STA. 6+00.00 TO 49+00.00
SCALE: "ORIZ.: 1"=50' SCALE: 1 50'
C - 04 VERT.: 1 "=5' o 0 50 100 125 150

a- °a - G O
i \ .o
I ~ ~
z
~>N ~ w w \ ~ Z W Z J \ ~ I' ~~NOU U U
\ ~ ~z z~~ cn N Z(9Z~Up
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Q 5 ~ L~ ypF ~ ~ ~ ~ ~ ~ ~ ~ Q ~ \ ( 00000 2 Qm
~ P~ i ~ I M t0 °D N M ,p N \ \ \N"'..a I aNNNN ~0
~4
~ ~ ~ ~ G SS D SWALE ~ Dr ~ A. 5 +50 TO 62+44 1 V SWA! ~ ~ \ \ oooo~ o 50 TO Xl62+44 ~ ~ ~ ~ ~ ~ ~ ~ Z
GRASSED SWAL~~, ~ ~ V DITC WITH 3a SIDE S - STA. 4T+32 ~T0 ~,~~50 ~ ~ E IT EL CITY 0 EXISTIN WITH 3:' SIDE S OPES \ / w )CITY ONNNNN EXISTIN~ ~ \ ~ ~ ~ ~ rye' ~ N M N t0 ~
V-DITCH WITH 3:1 SIDES PES ~ ~ _ ~ ` ~ G DE - 1.51 FED EXIT VELOCITY ON, EXISTING / ~ 1.51 FE~S,~ ~ \ ~E
GRADE = 11.38 FPS ~ _ ~N f
~ ~ \ INV. L- 224.4,0 \ E \ \ \ v ~ v ~ ~ ~
~
PROPO ED ~ , 1 ~ ~ DITCH
~ ~ - - - ~ ~~.s \ ~ gyp- ~ • P
~ 80 LF-24" RCP c:.- - ~ ~ ~ \
_ _ _ _ _ , - , ~ ~ 0.50% ~
\ 1
. ~ 4R n inn I , _ ~ , - ~ i _ ~
~ i ~ ~ ( ~ - - - ryti ~ 1- ~ ~ ~ ~ ~ ~ ~ ~ 1 ~
r ~ I , ~ / 10' GRAVEL
f ~ a ~ ~ ~ ~ 5 SALES ROAD AY a~ ~ ~ _ _ C _
. ~F~~-~ ~ c~_ C _ ~ ~ ~ C C--~- C°~ C-~ C-7- C ~
C = r. c - L Cam- '"_'-s"- F--; F F '-~'_F'~Z F~-~~ - - ~ j o,pE
~ / ~ s \ ~ qtr \ L A~~ ~ ~ ~ ~
ROPOSED ~ i / / / 2?y. .DITCH GRASSED SWALE~ / / /
~ V. L= 224.00 STA. 4?+32 T~ 49+50 N E
/ V-DITCH WITM 3.1 SIDE,~LOPES / \ - ~ EXIT VELOCITY ON EXISTING
GRADE = 1.38 FPS - \ GR~1 SED SWA - ~ / /
~ ~ STA. 55+50 TO 2~ / ~ e .zz -DITCH WITH 3:1 SI( 6b+b0 TO b2~44~\ ~ \ a`~~~ ~ ~ ~ Line Table \ 'CH WITH 3:1 SIDE SLOPES ` ~ Name Len th Direction
/ IT VELOCITY ON EXI r / / ~ - - VELOCITY ON EXISTING \ \ ~ L1 147.86 S 27"26°43" E E = 1.51 FPS
/ - r, G E - 1.51 FPS L2 344.14 S 88°13°51" E
1 / / / r c, ~ f o \ L3 3560.48 S 55°41'35" E
~ ~ ~ tip' ~1 0 ~ / / / . / w ~ tie' ~ ~ .~--zzz L4 387.45 S 26°16'41°' W
~ ti ti E, ~ ~ ~ ~ / ~ ~ / ~ ~ ti / Curve Table "sw.
/ 7, ~ 22 r / ~ Name Radius Arc Chord Tangent Middle External Chord
~ f / i °rn~ Len th Len th Len th Ordinate Distance Direction
/ / ~ ~ 1 . / ~ / / ~ C1 540.00 452.83 439,68 240.69 46.78 51.21 S 51'28'07" E
/ ~ ~ / ~ o i ~ / o C2 950.00 211.21 210,78 106.04 5,86 5.90 S 81'51 41 E
i / / ~ azo \ C3 1100.00 1036.07 998.20 560.07 119.74 119.74 S 61' 14'52" E
~ ~ / ~ ~ ~ C4 1750.00 654.49 650.68 331.11 30.51 31.05 S 44°58'44" E
C5 1040.00 1487.89 1364.21 903.60 254,93 337.71 S 14'42'27" E ~
1 ® STA. 9+00.00 T 1 + 0.00
SCALE: 1"=50'
..250 - I - - 250 (i
I
i
1 _____-__-_____w_ - i _ - ~_e__.. 245
245
240 _ ~ r L 200.00 _ _ 240
e K 120.81
R 0.83 - _ o ° w ~ EX._..~- 301.-_- 30L ~ ~ ~
- _sz __a. _ . ~ co 0 . ~_._v_~ GRADE - 3°L ~ 3a ~.~__-a~__.~-. i ~ M
1 235 ~k----- ~ - 235
~ N~
~i"-'----~-..__ -.1...06%__..__.___________ GRADE cy ~ N _ ~o~ - ~ ~ N
X. ~ ~ - .N >
. W Rao ~ _ ~ _ _ > ~w G~DEe ° 3° 607 ~ z"J _ _ ........m Q X m ~o _ 230
230 _ ~ , 8 - a. w
m - ~ - - - H ~ W
_ i - Bb W~
~ 3
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30R-" 3 225. - - 30 225 ~ J
.,m__ _ W_______ ~ -
U ~ O Q
N Z
d ~
220 220 Z N°" ~N(
~ I~ r N ~
d~ 01 tf) 00 N O DO ~
. I~ ~ N ~ ~f) ~ t.~ ~ r7 ~ O r~ t]~ M pp ~ N ~ ~ ~ ----fa~_ ~ ~ ~ _ r.,~ cr: N M r` r''l r` O N ~ U~ -rt'S- N~ ~ 00 N ~ 0~ ~ -N r ~ tD p~ ~ ~ its ~ ~ ~ _..CFI ~ N O CL? ~ ~®e`®iltiufi?'/Ol~' ~ ~ ~ ~ ~i o~_~, o- O ~ ® CAR ~i
M i~ y rn N N N N N N P~ l.~ - . -cam! N----__ ~ - -r~ ---------~~--a! r!a- - r~ N- -N----------~- N --N -N N--- N N N cal N c,i N N N N N N N N N N N N O M O ~ M ~ r`i ® ° :''°ESSI ' / i _ N N ~ r?_ --r`-)----_-_____ ~ ~ __N____e~_C`2._ _r~_ ..a_e_ ~ ] .~1_-___ _--_-e2 _r.~_.._: ~ N 0~. F 0 2 N N CJ N -t C J N i, 1~ N ®®=•eQ~O N9(~°,~, , I z m J
215. 215 ? SEAL Y a~~
50+00 51+00 52+00 53+00 54+0 55+00 56+00 57+00 49+00 0 57+00 58+00 59+00 60+00 61+00 ? ~0g3~ a 10
B~s/outnute ~ p9 II
2 o~I16~ w mpZ
ILE® STA® 49+00.00 T 1 5 ~ =N2
SCALE: HORIZ.: 1"=5Q' C-0 h~
\JFRT ~ 1 =~i' ~ M~Q
v, -c
SCALE: 1 " t=50=
50 25 150 C-05

y . - _ „ :,~-~1~~._ z_ .~rM~ a~_ .r~_~-W.,~:.: ~ -:o ~
~ o ~ 1 P I `V
- wo N
z g z
N p w w J Z
N ~~(nOU U V U! Z Z 1= ~i U1 ~
OJZO~O N NQk~-~ p W
~OaO~~
" J~ ~ 3rw
1 ~Z~~a l.} ~
1~
G SSED S ALE \ ~ J / ~ A 7 80 \ ti S . 6 +00 TO 6 + ~ titi / GRASSED SWACE ~ ~ f ~ ~ ~
~ TRAPEZOIDAL DITCH: 4 BAS 3: t SI E SLOP S / 'STA. ZO~OG-T6 OU~ ~ I N O ~ TRAPEZOIDAI. AIT£H. B1~SE 3.1~SIC~E~'~S! OPES ~ ~ ~ , ` _ I ! ~ o ~ m ~ ~ ~
XIT VELOCI ON E~iS~TING GRASSED SWALE RADE = 1.5 FPS \ ( ~ EXIT`-VELOCII_X._ON-E14 TII~G z?y \ GRASSED SWALE ~ ~ ~ ° ° ° ° 2 $ 1 ~ ~ X223 )STA. 71+00 0 7 +65 ~ `D 10 N a N -GRAD 1.50 FPS y N N N N u
STA. 62 5 TO 67+0 _ ~ \ I V DITC ~ _ ! H WI a SIDE SLO ES ~ ~ _ N ~ ~ ~a~ ~ ~ ~ ~ V-~ITC~~WITM 3:3 SIO~! SLOES ~ ~ ~.n ~ ~ ~
I ~
<c v `0 N " ~ \ ~ " N ~ N N /jjJ ~lRy\\~~ b U a
ro ro W W a ~ INV. EL 223. 0 M ry is 9~ ~~``~,2Z Nr 223.0 ~ ~ ~ _ ~ ~ ~ ~ / ~ / I/
B 1 Cat TM1 1 2,3 N r, r \ \ , ~ ~ ~ ~ i f l ( (OITCHOSED
~ ,e \ PROPOSED \ ~ ~ d
DITCH CL ~ % ~ o "lt' \ ti\ \ \ ~ all 1111 ~ll~bv~~~ ~''i _ ~ ~ - J~ ~ ~ 1 7~ / ~ ~ _
~ ~ \ ~ \ _ 5
~i It~ ~a19 ~ ~ ~ ~A\ 1~//~/
~ t _ '7 I ~ /l~iD m \ \ . ~ ~ , ~ r~,~
~ ~ o ~ , ~+nr~ ~ ~li~,, 7n ~ ~ ac ~ nrt Rfi-Ff]f] , P ~ I i ~ , _ ~ ~ --7 -
R~ ~ ~ _ fit +M ~ I~--- ~ ~ _ _ ~ 1 _ ~ _ { ~ , _ - 1
I ~ ~ - i 10 GRAVEL ':8
1~r 5 S ROADWA ~ i \1 . ,~~,N, i _ _ ~ ~i' ~ ~ ~
C a a ; 1 .//i ~ ~i, ~ " ~ _ t
_ _ - ~ _C r. _ i ~ 70 LF-, / / 70 LF-24 RCP \ ~ ~ ~ ~.00~ ~ pRCPOSED\ ~ / ~o ~ 1
_ _ _ - - - / t - ~ c c c c c c . ~ .4,
y ~ ~ rj~ ,.uuir~ PROPOSED ' ~ = 22 .00
DITCH ~ i ~ INV EL m 3
~ N ~ryb`' t„~ ~o, ~ ~ ~ rn ` ~ N O ca ~ ~ a"y4' ~ cMV N ro Q N ' ~ ~ k) + ~-„"'226 ~ ~ ~ N N ~ ~ ~ ,
t* w ~1 ° t~ ~A - 6 N ~ tan, i~' \ " ti " ~ GRASSED SWALE N ~ ° J ~ ~ ~ ~
~ I " ~ GRA SED SWALE ti ~ " ~ - ~ " ' ~ STA. 67+85 TO 68+60 I \ \ STA.~71+25 TO )12+25 I t a~~-' ~ ~ TRAP ZOIDAL DITCH: 4' B E, 3:1 ~IDE SLOES ~ ~e' ~
~ ' ~ ~ TR EZOIDAL DI CH. 4' BASE, 3a SIDE SLO ES ' ~ Li a Table X VELOCITY N EXISTIN TEMPORARY LINER: STRAW WITH .NETTING r'' ~ ~ GRASSEDWALE
Direction ~ t~., GRASSED ALE - Name Len th :rr T GRADE - 1.5 FPS L ~ EXIT VELOCITY ON EXISTING \ STA. 72+2 75+65 GRADE = 1.66 FPS \ V-OITCH ~ ` 3:1 SIDE SLOPES
Lt 147.86 S 2726'43" E s A. 62+7 TO 67+85 ,V DITCH WITf~ 3a SIDE SLOPES
L2 344.14 S 88° 13'51 " E ~ ~ I . ~ ~
L3 3560.48 S 55 41 35 E
L4 387.45 S 26°16'41" W
Curve Table'
Name Radius Arc Chord Tan ent Middle. External Chord 9 o~
Len th Len th Len th Ordinate Distance Direction _
3 .68 240,69 46.78 51.21 S 51'28'07" E C1 540.00 452.83 4 9
. 0 211.21 210.78 106,04 5.86 5.90 S 81'51'41'° E C2 950 0 P~
C3 .1100.00 ` ` 1036.07 998.20 ` 560.07 119.74 119.74 S 61 ° 14'52" E '
6 4:49 650.68 331.11 30.51 31.05 S 44°58'44°' E C4 1750.00 5 QP ~ 4P~e~ 2~gb
C5 1040.00 1487.89 ' 1364.21 903.60 254.93 337.71 S 14°42'27° E
1 PLAN. STA. 61 +00.00 TO 7+ .
.A
SCALE: 1 "=50'
250
250
---~~t__ _ ~
245 245
I L 200.00'
I K 116.28
_ ~ R -0.86
240 0 _ 3 ~ ~ _ - - 240
~s.__._® __~o._._ a o _____o - _
~ O . _ . _ ~ ~ ~ - O; - _ _ .N - _ _ - L 24~ 00
~-M X. 240.00' ~ ~~rn
tD N -----N N - tc~________.____ ~47~ ~ ~ N RAD
.235 - ~ a~ v > > o _ 235 N ~ N ~ ~ ® v~u
d w _ o_ w - _v__._ a a n. w o w",J
0.60f PROP. 3 ao ~ ~ ~ - _ _ p X m
I O i _ - _ .RAD -k o o ~ u I~ I N ~ ~ - -N ~ - - _..PROP, a ~ ~ _o_ o ~ _ _ ~ . _ _ GRADE -
_ ~ _ o 30 . ~ i ~ tD AI- O, . c O..{-~, N D. N _ ,~_...._,c. ~ ~ u~i
230 d.. 0 30l_-.__ 30L ~ N _ _ w 230 z N , > ~ Q,89%
.N,_. ~ _Kl _ _ _ - ~ ~ -4 N N J L~ .N..-. - ~ 30C R 1 N 0... W_-. ~ W - 3._...._ Job-~^: 3~ ~ U
c0 _ ~ _ ~
W- °qa _ _ ~ . -a w- _ _.-------G ADE -
_ ~ . 0! 'hO _W_._...30 ~ soy ~ _._-._aa~ _ _ ®s®>®~~~ ,t~ A R O~ gso,® ~
- 225 225 o~ •F Essig •.%''o ~ Q
30~ OLD
- (Y ~..____w _ . SEAS e O ~ d.
19837 ~ ~ : i ~
_~.e - - N
220 220 'sI,®~L D. S~`~ ®0~` ,~N.,
-----i-- - - _ - _ ®iorenuuu m ~ ~
N I ~ O 0~ cD ~ ~t O O ~ r _ ~ _ _ ~_-___-______---N_____---__.__. ~ ~ ~ ~ _ ~ /~J/~J ~ ~ t0 N ~ r'" ^ [xJ N cG~ (XJ L~ ~ O C3~ ~ oti~1 W a~ ~.i
tD i`'7 N cp C 7 ~ O ~ Ol to ~ c0 p r c0 M f` N ~ M p~ N ~ ~ N M a` P~ N 0~ N O ~ N Cfl I~ ~ N ~ tD N N p..__ p z ~ N N ~ c0 N N ~ ~ N N yi N cn N N ~ O c J M p X m
N7 r~1 ~ N. ..ray _N__.._-_.~ r~.______._ c~_-___ ~ ~ cal.-_e!~2 N- ~ N.___~__~?I-_ cal. v N N_ Al.-__ .t~l N .`CV N N C`d N N N s"~t-_ N N N N"-~_. N .N ~_tr7_ N N N N °Cti rti .cal. N ~Nv cal N N~____~~cV_ __N. N___.___~~1__.cl.____._~..~ N_______.N._.N---___s.._~ _.N__._. _...r,~~._.. N r ®
215 .215 10 U
61+00 62+00 63+00 64+00 65+00 66+00 67+00 68+00 69+00 69+00 70+00 71+00 72+00 73+00 74+00
~n p N
II ~ U
5 Jaz =N= C9
FW-
7 ®®~CII C® CTA l(ltl f1f1 T(1 "7A~(1(1 Plrl ~ ~~Q
1 I\VI ILLo .,71 M. V 1 -FVVoVV I V / `t I VV.VV U . t ncnIr
06 SCALE: HORIZ.: 1"=50' VERT.: 1 -5 SCALE; 1 50'
0
0 50 100 125 150

-T-----~,~--m, .

!1 J ~ ~ ~
- ti ti \ cy r,,." to
GRAS E SV~AI:E''~ GRASSED 9WALE N z2~ \ STA,~75+65„T0~~78+5p STA, 78+50 0 83+00 Z
VrDITCH WITH~.,3:1'SIDE SLOPES ~ \ V-DITCH WITH :1 SIDE SLOPES VELOCITY = 1.38 FPS ~ ate, ~V1tLOCITY = 1.11 FPS l 1 ~ \ \ z o w a ~ \ \ ~ ~~~o
, / / o M N \ \ < o~~ ~ °`f, u~z~za~ ~ ~
t
^i N - \ g O w
~ ~ ~ I EL 226.25 ~ ~(wllpw.dV~ > 3~w
N N ro N /~~f 00 \ d a Wo°~~
/ 1 ! I ~ / ~ I ~Z
\ ~ ~ DITCH ~ ~ + \ \ \ ~ 3
p J""- mm_ , N N ~ °
ti~ l _ ; \ \ p000p \ \ \ \ p
~ i ~ \ o I 10 GRAVEL 1 ~ . - ~ I ALES ROADWAh`- ~ ~ ~ Mco~DNM y N \ \ ` ~ \ aNNNN
i / I 5 ~
/ • i'" ~ G''•~-„'' 70 ~ -30" RCP ~ Q004.- I O
U ~ / w INV. EL= 25.00 ~ ~ ~ ~ , ~ \ ® PROPOSED ` ~ c ~ ~ ~ DITCH \ ~ ~ ~ N M ~ ~ o
~ 1 N ~
N 01 N C l N w o , N N ~ F ~ / M m u, \ ~
G" ~ 1 ~ \ / ~ PROPOSED N \ ` \ ~ "_235-~ /
/ ~ DITCH ~ ~ y / ~ \ ~ ~ ~
_ ~ ~ ~ \ ~ / l
ice. ~ N c w \ ~
~ ~ ~ ~ GRASSED SWALE / ~ k ~ STA. 75+65 TO 76+75 ~ ~ ~ ~ , ~ ~ ~
p ~ y ~ V-DITCH WITH 3:1 SIDE SLOPE$ ~ \ \ ~•'~\y w°^~.,~ ` -234- / /
ti . ~ d EXIT VELOCITY ON EXISTING a~ y ~ ~ GRADE = 1,38 FPS QQ
/ _ PROP SED PRO~SED ~ 'V
DITCH ~ ~ ~ \ DITCH ~ ~ y~"~a. ~ ~ ~ _ '
a`' ~ Q a \ v ~ o P, 1 ~ ~ ~ \ ~ '~.3~
W , ~ N ~ ~~3 hR
~ ~ ~ \
ti 0 ~ ~ ~ ~
~ ~
\ \
~ ~ e
_ ~o
..Line Table
Name Len th Direction
~ L1 147.86 S 2T26'43" E ~P ° ti i~
0 L2 344.14 S 8813 51 E ~
- ~ L3 3560.48 S 55°41 35 E Qh C~
L4 387.45 S 2616 41 W - ~
- h Curve Table ti 2, : \ / / / ~ 4
eP Name Radius Arc Chord Tangent Middle External Chord ' ~ f ~
~ ~ Len th Len th Len th Ordinate Distance Direction e~
F C1 540.00 452.83 439.68 240.69 46.78 51,21 S 51'28 07 E ti 2~/ ~K~ ~ ~r
C2 950.00 211.21 210.78 106.04 5.86 5.90 S 81 51 41 E ,~0 - ~ ~ C3 1100.00 1036.07 998.20 560.07 119.74 119.74 S 61 14 52 E ~
~ 4 1750.00 654.49 650.68 331.11 30.51 31 A5 S 44'58'44" E ,2~\ ~ ` ~
r~ C C5 1040.00 1487.89 1364.21 903.60 254.93 337.71 S 14'42'27" E
L .STA. 74+00.00 TO +00.0
SCALE: 1 "=50' C-7
250 ~+.1
250 - i
W
_ _._,_..___a.
_ 245
245 -
___~~v__ ~ ~ ae_
L 150.00 K 72.97
L 220.00' 240
240 i-- - ~ R -1.37- L 180.00 K 66.19 Q
o ~ o ~ K 108.00 - - o _ _ __~____o _ _ - R -1.51 ~r~
o ~ i o R 0.93 o Q_____ -o. r~~.___. _ ~ a. ° ____m a
~ ~ -=1---~---- N_---~_ _ ~ o o
- ~ ~ - 235 ® ~Nu
.235. , r ~ rn N M ~ p W u w __.______.o _
N z = o
_ _ _ > ~ PROP. as °
N ~ >
~ ~ ~ 1~%~ ORABE > a_ w 3 ft- N Z c0
230 - ~ cD tl W sa _ of "w ~ .~_~_m®_.._ _ ~ _ ~3 0 ~ ~ ° 3~~ 230 Q N - - W RROP.-~
z U GRADE W ~ z _ T _ ~ I' ~ w
1 _ 3QLes rn W ~J
- - ~ _ ~ > tm, ~ 30L 30L a- a7 m° 30 N _ 2q ~ o= ~ _ o cn
30 - 225 H = z
225 - - - ~ ~
{ ~ - V ~ ~ ~ ~ ___._._.__~..______________,_.__~______~._v_,. „ _ ~
- - a- - ~w Nq~
~N
_L__-----
220 - 220 Ni.
I ~ c ~ ~ rD d L(7 c~ - d'
t~ ~ ~ ~ N ~ 00 N ~ 00 N ~ ~ N Q ~ ~ M N N ~ I~. ~ _M.----------~~ .N ~ N N QI N -C~l N N N ~ ~ _N r~> ~ N~~ N_..~n ~ .N,..~ N _N.~_ N ~ e < , ~ 10 v ~
N - N N c;.i 1 N t~ ' ctii _N N N N Nc N N N N ~ N N
215 215 = SEAL 19837 z o
7 00 75+00 76+00 77+00 78+00 79+00 80+00 81+00 82+0( 4+ 82+00 83+00 84+00 85+00 86+00 m~~,i, ,o~oFN~ I NEE°'~~ to o N
D. S~~ p~~~ II ~ m ~~iNflllllp .~o? J
WQ 1~~oe ~ 5 N w" Qtil J ~h~
7 P1C11 C. CTA 7A.Lrlf1 (lrl T(1 R~.L(i(1 f!(9 of M~¢
I I®VI ILL- JIM. /'7I VVoVV IV VV I VVoVV
SCALE: HORIZ.; 1 "=50' co
~~O 7 VERT.: 1 =5 SCALE; 1 50'
1-0 Cm07j
0 50 100 125 150
m- 77