20171523 Ver 1_More Info Received_20180209

Homewood, Sue
From:Mcdaniel, Chonticha
Sent:Friday, February 09, 2018 11:54 AM
To:Homewood, Sue
Subject:FW: \[External\] Uwharrie Middle School
Attachments:aerial photo.pdf; Rip-Rap Calculations.pdf; RIP-RAP CHANNEL.PDF; Storm Pipe Design
calcs.pdf; usgs.pdf; vmap.pdf; water shed.pdf; A1.pdf; EX1.pdf; EX2.pdf; EX3.pdf; EX4.pdf
Sue,

I will review these next week. Let me know if you have any comments or concern. Thanks!

Chonticha McDaniel
401 Stormwater Engineer
401 & Buffer Permitting Branch
Division of Water Resources
Department of Environmental Quality

919-807-6379 office
[e-mail]

Mailing Address - 1617 Mail Service Center, Raleigh, North Carolina, 27699-1617
Street Address - 512 N. Salisbury St, Raleigh, North Carolina, 27604

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

From: Keith Rains \[mailto:[e-mail]\]
Sent: Friday, February 09, 2018 10:44 AM
To: Mcdaniel, Chonticha <[e-mail]>
Subject: RE: \[External\] Uwharrie Middle School

CAUTION: External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to Report Spam.

Ms. McDaniel:
Please see below and the attached. Please don’t hesitate to email me any questions or if anything additionally is needed. See below
for my responses in red.

Keith Rains, PE
President
803-493-5393

From: Mcdaniel, Chonticha \[mailto:[e-mail]\]
Sent: Thursday, January 25, 2018 12:04 PM
To: Keith Rains <[e-mail]>
Cc: Homewood, Sue <[e-mail]>
Subject: RE: \[External\] Uwharrie Middle School

Keith,
1

Please provide the following items to document that the project will not cause degradation of downstream surface waters:

1) Delineation of each drainage area and accompanying calculations to show that flows from every discharge point will be
non-erosive to both the land surface and the receiving surface water during the peak flow from the 10-year storm event. I
have provided the drainage area map and storm clacs for the 10-year event.
2) Calculations to demonstrate that for any discharge points proposed to increase flow rates and volume, the structural
stability of the receiving surface water will not be compromised. I have provided on the plan and the calcs showing the
sizing of rip-rap aprons to reduce the velocities per the state’s requirements.
3) Designed drawings (both aerial and profile views showing the actual designed dimensions) and calculations of any
proposed detention system (i.e. level spreaders). Any vegetated conveyances should also be depicted on the drawings.
Added the detail for the level spreader sizing utilizing the state’s requirements for an outfall that is not utilizing rip-rap
aprons for velocity reductions.

Let me know if you have more questions. Thank you!

Chonticha McDaniel
401 Stormwater Engineer
401 & Buffer Permitting Branch
Division of Water Resources
Department of Environmental Quality

919-807-6379 office
[e-mail]

Mailing Address - 1617 Mail Service Center, Raleigh, North Carolina, 27699-1617
Street Address - 512 N. Salisbury St, Raleigh, North Carolina, 27604

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

From: Keith Rains \[mailto:[e-mail]\]
Sent: Thursday, January 25, 2018 11:20 AM
To: Mcdaniel, Chonticha <[e-mail]>
Subject: \[External\] Uwharrie Middle School

CAUTION: External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to
[e-mail].

Ms. McDaniel:
Got your call. I will be more than happy to provide whatever is needed to show that this site qualifies as a Low Impact
Development. I just need more specifics about what you are looking for. It is difficult to decipher when the regulations are so
broad. Thanks.

Keith Rains, PE
President
803-493-5393

2

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1/2 DIAMETER OF PIPE OR 12"
WHICHEVER IS GREATER
FILTER
FABRIC
CAPACITY OF PIPE CULVERTS
TOGETHER = BANK FULL FLOW
COARSE AGGREGATE 6"
DEEP
ELEVATION
EARTH FILL COVERED BY
LARGE ANGULAR ROCK
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15"
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w
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TOP OF BANK
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across the structure.
PLAN VIEW
If the spreader is damaged by construction traffic, it should be immediately repaired.
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SHEET 1 OF 3
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1/4 SUPPORTED
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TOPS OR BRUSH DURING MAT INSTALLATION,
WITH SUFFICIENT AND SEEDING/MULCH AFTER MAT REMOVAL.
STRENGTH, USING STEEL 6. INSTALL MATS TO CREATE A MINIMUM TEN FOOT
CHAIN OR CABLE. BRIDGE WIDTH.
MAINTENANCE NOTES:
op 1
1. KEEP MATS' SURFACE FREE OF MINERAL SOII.
AND DEBRIS THAT COULD ENTER STREAM.
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�j RETIGHTEN NUTS & CABLE CLAMPS AS
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AND INTEGRITY.
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ENTERS THE STREAM AT THE CROSSING
LOCATION.
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2. REMOVE MATS BY USING MAT CABLE LOOP OR
SKIDDER GRAPPLE.
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r OF STREAM BANK AND APPROACH ROADS WITH
PERENNIAL GRASSES/MULCH (OR WETLAND MIX
WHEN APPLICABLE).
4. LEAVE APPROPRIATE WATER DIVERSION
STRUCTURES IN PLACE ON BOTH SIDES OF
1/4 SUPPORTED STREAM.
SURFA E FLOW
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Dewatering Device
Note:
Ensure To Anchor All Pumps and Pipes Securely
Source: NCDOT BMP's for Construction and Maintenance Activities (August 2003)
Pipe Diversion
Detail
June 13, 2016
Diversion Pipe
Work Area
Piped Diversion Detail
DIVERSION CHANNEL TRANSITION TO
ZERO GRADE
DIVERSION W W W W
BERM W W W
Drawing Not Scaled
F
E
w w w w w w
w W W A w w STABILIZED
W W W W SLOPE
A 1
viffH
LEVEL SPIIR/EADER Lp
W
STABLE UNDISTURBED
OUTLET AREA
(MAXIMUM SLOPE -10%)
LEVEL UP
OF SPREADER
EXTEND "KU
OVER UP
(124N. MINA
PERSPECTIVE VIEW
PERMANENT TRM
BURY 6 -IN. MIN. WATER LEVEL
6 -IN. MIN.
DEPTH
OVERFLONI I
f
II
SECTION A -A
MIN. _
M
�I
NOTE: MINIMUM H=2/3
PIPE DIAMETER
w
RIP RAP
kiu' MM.)
r -NATURAL GRADE
4"#5 WASHED STONE
LAYER OF FILTER FABRIC
SECTION B -B RIPRAP APRON
AT PIPE OUTLETS
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR
RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1
6. ALL SU13GRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING
CHANNEL SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL
BE PERMITTED.
RIP -RAP APRON DIMENSIONS
d mag.
INSTALLATION NOTES:
OUTLET SIZE
L
1. REFER TO "NORTH CAROLINA DIVISION OF FOREST
a
1.5*d 50
RESOURCES" LITERATURE, INSTALLATION
o
O 4
20'
MAINTENANCE GUIDELINES, & "NORTH
0.5'
1 o
CAROLINA FORESTRY BMP MANUAL -2006".
o a o
p
2. USE A BULLDOZER, KNUCKLEBOOM LOADER, OR
0.5'
O Q
SKIDDER TO INSTALL & REMOVE DRAGLINE
30"
- a
MATS.
0.5'
0.75'
3. KEEP HEAVY EQUIPMENT OUT OF STREAM.
j
20'
4. INSTALL WATER DIVERSION DEVICES (WATER
/
ANCHOR BRIDGEMAT TO
BARS, TURNOUTS, BROAD-BASED DIPS, ETC.) ON
15"
A TREE, OR OTHER
BOTH SIDES OF THE MATS.
-
PERMANENT OBJECT
5. STABILIZE EXPOSED MINERAL SOIL WITH TREE
N ,
01 �* vra; VP
PERSPECTIVE VIEW
SURFACE FLOW
DIVERSION
1/4 SUPPORTED
BRIDGEMAT
TOPS OR BRUSH DURING MAT INSTALLATION,
WITH SUFFICIENT AND SEEDING/MULCH AFTER MAT REMOVAL.
STRENGTH, USING STEEL 6. INSTALL MATS TO CREATE A MINIMUM TEN FOOT
CHAIN OR CABLE. BRIDGE WIDTH.
MAINTENANCE NOTES:
op 1
1. KEEP MATS' SURFACE FREE OF MINERAL SOII.
AND DEBRIS THAT COULD ENTER STREAM.
�Q` CJSO 2. PERIODICALLY CHECK MAT HARDWARE;
�j RETIGHTEN NUTS & CABLE CLAMPS AS
9 NECESSARY TO MAINTAIN BRIDGE STRENGTH
AND INTEGRITY.
3. IMMEDIATELY REMOVE ANY DEBRIS WHICH
ENTERS THE STREAM AT THE CROSSING
LOCATION.
RAp��9� REMOVAL NOTES:
P
1. CLEAN OFF BRIDGE SURFACE.
2. REMOVE MATS BY USING MAT CABLE LOOP OR
SKIDDER GRAPPLE.
j 3. PERMANENTLY STABILIZE DISTURBED PORTIONS
r OF STREAM BANK AND APPROACH ROADS WITH
PERENNIAL GRASSES/MULCH (OR WETLAND MIX
WHEN APPLICABLE).
4. LEAVE APPROPRIATE WATER DIVERSION
STRUCTURES IN PLACE ON BOTH SIDES OF
1/4 SUPPORTED STREAM.
SURFA E FLOW
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_ ORIGINALT=m=
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SIDE VIEW
SHEET 3 OF 3
Work Area
Energy Dissipation
- uVATI
' IVAVi I
IOVi
uVATIA
%VAVI
V1WV
Impervious
Dewatering Device
Note:
Ensure To Anchor All Pumps and Pipes Securely
Source: NCDOT BMP's for Construction and Maintenance Activities (August 2003)
Pipe Diversion
Detail
June 13, 2016
Diversion Pipe
Work Area
Piped Diversion Detail
DIVERSION CHANNEL TRANSITION TO
ZERO GRADE
DIVERSION W W W W
BERM W W W
Drawing Not Scaled
F
E
w w w w w w
w W W A w w STABILIZED
W W W W SLOPE
A 1
viffH
LEVEL SPIIR/EADER Lp
W
STABLE UNDISTURBED
OUTLET AREA
(MAXIMUM SLOPE -10%)
LEVEL UP
OF SPREADER
EXTEND "KU
OVER UP
(124N. MINA
PERSPECTIVE VIEW
PERMANENT TRM
BURY 6 -IN. MIN. WATER LEVEL
6 -IN. MIN.
DEPTH
OVERFLONI I
f
II
SECTION A -A
MIN. _
M
�I
NOTE: MINIMUM H=2/3
PIPE DIAMETER
w
RIP RAP
kiu' MM.)
r -NATURAL GRADE
4"#5 WASHED STONE
LAYER OF FILTER FABRIC
SECTION B -B RIPRAP APRON
AT PIPE OUTLETS
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR
RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1
6. ALL SU13GRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING
CHANNEL SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL
BE PERMITTED.
RIP -RAP APRON DIMENSIONS
d mag.
STRUCTURE
OUTLET SIZE
L
W
11150
1.5*d 50
FES 35
30"
20'
23'
0.5'
0.75'
FES 50
18"
12'
14'
0.5'
0.75'
FES 55
30"
16'
18.5'
0.5'
0.75'
FES 63
36"
20'
23'
0.6'
0.90'
FES 67
15"
10'
12'
0.5'
0.75'
ALL APRONS TO HAVE 0.00% SLOPE
Level Spreader
Q
(CPs)
Description
LENGTH
(ft)
A level spreader is a permanent outlet for dikes and diversions consisting of an excavated channel constructed at zero grade across a slope that converts concentrated
runoff to sheet flow and releases it onto areas stabilized by existing vegetation. Sediment -laden waters should not be directed towards
level spreaders.
When and Where to Use It:
24.68
Level spreaders should be constructed on undisturbed areas that are stabilized by existing vegetation and where concentrated flows are
anticipated to occur. Diversion
channels call for a stable outlet for concentrated storm water flows. The level spreader can be used for this purpose if the runoff is
relatively free of sediment.
If properly constructed, the level spreader will significantly reduce the velocity of concentrated storm water and spread it uniformly over
a stable undisturbed area.
Design Criteria:
THe lip of the level spreader should consist of a permanent Turf Reinforcement Mat (TRM) able to
withstand 5-lbs/ft shear stress. The TRM should extend 10 -feet below the lip and be buried at
least 6 -inches within the spreader, and extend at least 12 -inches beyond the lip on the outside of the spreader.
Installation:
Care must be taken during construction to ensure the lower lip of the structure is level.
If there are any depressions in the lip, flow will tend to concentrate at these points and erosion will occur, resulting in failure of the
outlet. This problem may be
avoided by using a grade board, a gravel lip or a TRM along the exit lip of the level spreader.
If a TRM is used, it should extend 10 -feet below the lip and be buried at least 6 -inches within the spreader, and extend at least 12
-inches beyond the lip on
the outside of the spreader.
The grade of the channel transition for the last 20 -feet before entering the level spreader should be less than or equal to 1 percent.
The crest of the overflow should be level (0 percent grade) to ensure uniform spreading of runoff.
Inspection and Maintenance:
The spreader should be inspected every seven days and within 24 -hours after each rainfall event that produces
1/2 -inches or more of precipitation to ensure that it is functioning correctly.
The contractor should avoid the placement of any material on the structure or prevent construction traffic
across the structure.
If the spreader is damaged by construction traffic, it should be immediately repaired.
LEVEL SPREADER
LEVEL
SPREADER
Q
(CPs)
ENTRANCE
WIDTH (ft)
LENGTH
(ft)
END
WIDTH (ft)
SPREADER LIP
LENGTH (ft)
DEPTH
(ft)
FES -35
24.68
24'
30'
3'
2'
0.7'
LEVEL SPREADER
THE
RAINS GROUP
1139 HERMITAGE ROAD,
ROCK HILL, SC 29732
C"M
PROJECT: I
CLIENT:
e
s.
e�
ORIG.PROJ.DATE :
10-17-17
SCALE :
1" = 100'
DRAWN BY:
JDH
CHECKED
BY:
DKR
Mme_
W
J
J W
LU 0
Z
O
LU
CAROM�/���/�
go
n - THE RAINS
= rn GROUP, LLC _
No. P-0717 ; Q
,�' ;OF A1�;,NNNN
/1111111
`NIIII IC 1 //11��i
I
SS
- 026153
Al
��///111111111�`
SEAL DATE:
2-9-18
PROJECT NO:
Allf-41M
SHEET

User Input Data
Calculated Value
Reference Data
Designed By: Keith Rains Date: 7/7/2017
Checked By: Keith Rains Date: 7/7/2017
Company: DKR
Project Name: UWHARRIE CHARTER
Project No.: 100
Site Location (City/Town) ASHEBORO
Culvert Id. FES 35
Total Drainage Area (acres) 4.38
Step 1. Determine the tailvmter depdt from channel characteristics below the
pipe outlet for the design capacitor of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classilied minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxitnuui condition.
Pipes that omtlet onto ride fiat at xxith no defined sham el. are asswUed
to have a mwimum tailwater can&tion useless re-hahle flood stage elevation!6
sho-w othem -t .
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
30
0
Min TW (Fig. 8.06a)
24.68
9.07
Step ?. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure S. 06b, and determine d,,riprap size and minimum apron length
(Ld- The d:w sine is the median stone size iu a well -graded rtprap apron.
Step 3. Determine apron wrd1h at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 20
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 22.5 2.5
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6_ Fit the riprap aprcm to the ss[e by maksmg It level for the llllziimum
length, L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the floe of the receK� iu� stre�mn.
like my necessary aligniment bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N161eve overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing 1
tailwater condition (Tw<0.5 diameter)
t�j
Dube# W ■ Do + La
pipe
diameter (E)v)
T ilwater - 0.51)o
3 5 10 20 50 100 200 50
Discharge (ft5lsec)
Cuirves may not be extrapolated.
Figure 8.06a Design of outlet prDlecli4n protection from a round pope flowing Lull, mi Nrnum tAdWaler rondi6un (7w <
Rev, 1!;'93

User Input Data
Calculated Value
Reference Data
Designed By: Keith Rains Date: 7/7/2017
Checked By: Keith Rains Date: 7/7/2017
Company: DKR
Project Name: UWHARRIE CHARTER
Project No.: 100
Site Location (City/Town) ASHEBORO
Culvert Id. FES 50
Total Drainage Area (acres) 1.33
Step 1. Determ+me the tailvmter depth from cbannel characteristics below the
pipe outlet for the design capacitor of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classilied milli'mum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxitnuui condition.
Pipes that omtlet otuo ride fiat at xxith no defined sham el. are asswUed
to have a mwimum tailwater can&tion useless re-hahle flood stage elevation!6
sho-w othem -t .
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
In
0
Min TW (Fig. 8.06a)
8.06
6.01
Step ?. Based on the tailwater conditions determined 1n step 1, enter Figure
8.06a or Figure S. 06b, and determine d,,riprap size and minimum apron length
(Ld- The d:w sine is the median stone size iu a well -graded rtprap apron.
Step 3. Determine apron wrd1h at the pipe outlet. the apron shape. and the
apron width at the outlet end ftom the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 13.5 1.5
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6_ Fit the riprap aprc m to the ss[e by making It level for the 111 rl mum
length L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel Maks until stability is assure. Keep the
apron as straight as possible and align it with the flow of the receK� iu� stre�mn.
like my necessary alignimenyt bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N1611cre overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
1
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Curves may not be extrapolated.
Figure 8.06a Desi -an of oc,llet prDtecOurb protection from a round pope flowing lull, minimurn tailwiMler condition jw < 0.5 doameter),
Rev, 1193 8.063

User Input Data
Calculated Value
Reference Data
Designed By: Keith Rains Date: 7/7/2017
Checked By: Keith Rains Date: 7/7/2017
Company: DKR
Project Name: UWHARRIE CHARTER
Project No.: 100
Site Location (City/Town) ASHEBORO
Culvert Id. FES 55
Total Drainage Area (acres) 6.63
Step 1. Determine the tailvmter depth from channel characteristics below the
pipe outlet for the design capacitor of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classilied milli'mum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxitnuui condition.
Pipes that omtlet onto ride fiat at xxith no defined sham el. are asswUed
to have a mwimum tailwater can&tion useless re-hahle flood stage elevation!6
sho-w othem -t .
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
30
0
Min TW (Fig. 8.06a)
28.68
8.33
Step ?. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure S. 06b, and determine d,,riprap size and minimum apron length
(Ld- The d:w sine is the median stone size iu a well -graded rtprap apron.
Step 3. Determine apron wrd1h at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 16
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 18.5 2.5
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6_ Fit the riprap aprc m to the ss[e by maksmg It level for the llllziimum
length, L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the floe of the receK� iu� stre�mn.
like my necessary aligniment bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N161eve overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
20
10
t��j
Outle# IW ! da + La
pipe 1
diameter (poj
i water -- 0.5Da
`
iTig
3 5 10 20 5O 100 2�Q 500 i�Dt}
Discharge (Olsec)
Curves may not be extrapolated.
Figure 8.06a Desi -an of ocullet pr-Dtec6urb pnatcctia n from a round pope flowing Cull, mirrrnum tailwiMler condition jw < 0.5 doameter),
Rev, 11'93
8.063
Q
It
Q
Return to Main Works[

User Input Data
Calculated Value
Reference Data
Designed By: Keith Rains Date: 7/7/2017
Checked By: Keith Rains Date: 7/7/2017
Company: DKR
Project Name: UWHARRIE CHARTER
Project No.: 100
Site Location (City/Town) ASHEBORO
Culvert Id. FES 63
Total Drainage Area (acres) 15.75
Step 1. Determ+me the tailvmter depth from cbaunel characteristics below the
pipe outlet for the design capacitor of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classilied milli'mum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxitnuui condition.
Pipes that omtlet otuo ride fiat at xxith no defined sham el. are asswUed
to have a mwimum tailwater can&tion useless re-hahle flood stage elevation!6
sho-w othem -t .
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
36
0
Min TW (Fig. 8.06a)
37.49
8.84
Step ?. Based on the tailwater conditions determined 1n step 1, enter Figure
8.06a or Figure S. 06b, and determine d,,riprap size and minimum apron length
(Ld- The d:w sine is the median stone size iu a well -graded rtprap apron.
Step 3. Determine apron wrd1h at the pipe outlet. the apron shape. and the
apron width at the outlet end ftom the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.6
Minimum apron length, La (ft.) 20
Apron width at pipe outlet (ft.) 9 9
Apron shape
Apron width at outlet end (ft.) 23 3
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.9 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.35 0
Step 6_ Fit the riprap aprc m to the ss[e by making It level for the 111 rl mum
length L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel Maks until stability is assure. Keep the
apron as straight as possible and align it with the flow of the receK� iu� stre�mn.
like my necessary alignimenyt bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N1611cre overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
t��j
Outle# IW ! da + La
pipe 1
diameter (poj
i water -- 0,5Da
` I I I
TM,
4D -
I
Q
It
Q
- ..i ... ...........i....i I III 1 - A I 1 I l i I I I
3 5 10 20 5.L
100 2Q 500 lU
Discharge (Olsec)
Gigues may not be extrapolated.
Figure 8.06a Design of outlet prDteclioD pnotectia n from a rpUnd pope flowing Cull, mirrrnum tailwiMler condition {7w < Q.:5 6ameter),
Rev, 11'93
Return to Main Works[

User Input Data
Calculated Value
Reference Data
Designed By: Keith Rains Date: 7/7/2017
Checked By: Keith Rains Date: 7/7/2017
Company: DKR
Project Name: UWHARRIE CHARTER
Project No.: 100
Site Location (City/Town) ASHEBORO
Culvert Id. FES 67
Total Drainage Area (acres) 1.19
Step 1. Determ+me the tailvmter depth from cbannel characteristics below the
pipe outlet for the design capacitor of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classilied milli'mum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxitnuui condition.
Pipes that omtlet otuo ride fiat at xxith no defined sham el. are asswUed
to have a mwimum tailwater can&tion useless re-hahle flood stage elevation!6
sho-w othem -t .
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
15
0
Min TW (Fig. 8.06a)
4.77
6.45
Step ?. Based on the tailwater conditions determined 1n step 1, enter Figure
8.06a or Figure S. 06b, and determine d,,riprap size and minimum apron length
(Ld- The d:w sine is the median stone size iu a well -graded rtprap apron.
Step 3. Determine apron wrd1h at the pipe outlet. the apron shape. and the
apron width at the outlet end ftom the same figure used in Step 2.
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6_ Fit the riprap aprc m to the ss[e by making It level for the 111 rl mum
length L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel Maks until stability is assure. Keep the
apron as straight as possible and align it with the flow of the receK� iu� stre�mn.
like my necessary alignimenyt bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N161eve overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_
Minimum TW
Maximum TW
Figure 8.06a
Figure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, La (ft.)
10
Apron width at pipe outlet (ft.)
3.75
3.75
Apron shape
Apron width at outlet end (ft.)
11.25
1.25
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6_ Fit the riprap aprc m to the ss[e by making It level for the 111 rl mum
length L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel Maks until stability is assure. Keep the
apron as straight as possible and align it with the flow of the receK� iu� stre�mn.
like my necessary alignimenyt bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N161eve overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
4
A T
Outle# W ■ da + La
pipe
diameter (l)vj
11water - 0.5Uo
REMMERMLM
3
4
l3 4r1
z
Q
3 5 10 20 50 100 500 10170
OIscharge (ft3fsec)
Curves may not be extrapolated.
Figure 8.06a Design of pullet prptec6rn protection from a round pope flowing lull, mirimum tailwaler condition (7w c 0.5 dameter),
Rev. 11193
B.H.3
Return to Main Works[

User Input Data
Calculated Value
Reference Data
Designed By: Keith Rains Date: 7/7/2017
Checked By: Keith Rains Date: 7/7/2017
Company: DKR
Project Name: UWHARRIE CHARTER
Project No.: 100
Site Location (City/Town) ASHEBORO
Culvert Id. FES 70
Total Drainage Area (acres) 34
Step 1. Determine the tailvmter depdt from charnel characteristics below the
pipe outlet for the design capacitor of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classilied milli'mum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxitnuui condition.
Pipes that omtlet onto ride fiat at xxith no defined sham el. are asswUed
to have a mwimum tailwater can&tion useless re-hahle flood stage elevation!6
sho-w othem -t .
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
36
0
Min TW (Fig. 8.06a)
60.65
9.59
Step ?. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure S. 06b, and determine d,,riprap size and minimum apron length
(Ld- The d:w sine is the median stone size iu a well -graded rtprap apron.
Step 3. Determine apron wrd1h at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.6
Minimum apron length, La (ft.) 22
Apron width at pipe outlet (ft.) 9 9
Apron shape
Apron width at outlet end (ft.) 25 3
Step 4. Dctenni.ne the maximm stone diameter-
dam„ = 1.5 x d�
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.9 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,�
Minimum TW Maximum TW
Apron Thickness(ft.) 1.35 0
Step 6_ Fit the riprap aprc m to the ss[e by maksmg It level for the muiimum
length, L, from Figure 8_06a or Figure 8_06b_ Extend the apron farther
daFv stream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the floe of the receK� iu� stre�mn.
like my necessary aligniment bends near the pipe outlet so that the entrance
into the receiviug stream is straight_
Sonne locations may require lines of the entire channel cross section to assure
stabilit-'_
It may be necessary to increase the size of riprap where protecti of the
channel side slopes is aecessar (.4pperrdix 5.05), N161eve overwjs exist at
pipe outlets or flows are exce! sive, a plunge pool should be consrdere3 see
page 8.06.8_

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
4
A T
Outle# W ■ da + La
pipe
diameter (l)vj
11water - 0.5Uo
REMMERMLM
M
rh ��I I
z
Q
3 5 10 20 50 100 200 500 1000
OIscharge (ft3fsec)
Curves may not be extrapolated.
Figure 8.06a Design of pullet prptec6rn protection from a round pope flowing lull, mirimum tailwaler condition (7w c 0.5 dameter),
Rev. 11193
B.H.3
Return to Main Works[

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
UWHARRIE RIP -RAP CHANNEL
Trapezoidal
Bottom Width (ft)
= 10.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 800.00
Slope (%)
= 8.00
N -Value
= 0.450
Calculations
Compute by:
Q vs Depth
No. Increments
= 10
Elev (ft) Section
803.00
802.50
802.00
801.50
801.00
800.50
799.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jul 4 2017
= 2.00
= 33.94
= 28.00
= 1.21
= 18.94
= 0.68
= 18.00
= 2.02
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
IIIMI
_n Fn
2 4 6 8 10 12 14 16 18 20 22 vVV
Reach (ft)

7/8/2017
Main Pipe System
PROJECT NAME: UWHARRIE MIDDLE SCHOOL
DATE: 07/07/17
ENGINEER: KEITH RAINS
Main Pipe System
NOTES:
LOCATION
PIPE
SEGMENT FROM
TO
Design
Storm r)
DESIGN
Tc INTENSITY Freq.
MIN) LELHRI Factor
Area
Acres
C
Land Use
BASIN
O ADD'L Q
CFS CFs
ADD
Above Q?
TOT. O
Lc.Fs
PIPE INFORMATION
Pipe N UPSTREAM
Te Pie INVERT
DNSTREAM
INVERT
LENGTH
Pipe(FT)
SLOPE
i
TheoDia.
N
SIZE
Pi IN
actual
CFS
O(full)
CFS
V(full)
Tis
COMMENTS
A
DI42
CB41
10 yr
5.0 min
7.03
1.00
0.5
0.50
1.76
1.76
Conc
0.013
806.00
804.95
52
2.0%
8.1 in
15 in
1.76
9.18
7.48
B
CB41
CB40
10 yr
5.0 min
7.03
1.00
0.2
0.85
1.31
0.47
Yes
3.54
Conc
0.013
804.85
804.10
142
0.5%
13.5 in
15 in
3.54
4.69
3.83
FLOW FROM CB 72
C
CB40
CB39
10 yr
5.0 min
7.03
1.00
1 0.7
0.60
2.99
1.67
Yes
8.20
Conc
0.013
804.00
803.10
107
0.8%
16.9 in
18 in
8.20
9.63
5.45
FLOW FROM CB 45
D
CB38
CB37
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.20
2.87
Yes
12.27
Conc
0.013
802.50
800.10
190
1.3%
18.2 in
24 in
12.27
25.42
8.10
FLOW FROM CB 39
E
CB37
CB36
10 yr
5.0 min
7.03
1.00
0.1
0.95
0.53
4.60
Yes
17.41
Conc
0.013
800.00
796.00
142
2.8%
17.9 in
24 in
1 17.41
37.96
12.09
FLOW FROM CB 46
F
CB36
FES35
10 yr
5.0 min
7.03
1.00
0.4
0.95
2.40
4.87
Yes
24.68
Conc
0.013
793.05
792.65
34
1.2%
24. in
30 in
24.68
44.47
9.07
FLOW FROM CB 47
G
CB45
CB40
10 yr
5.0 min
7.03
1.00
0.3
0.85
1.67
1.67
Conc
0.013
809.00
803.20
224
2.6%
7.6 in
15 in
1.67
10.39
8.47
F
CB39
CB38
10 yr
5.0 min
7.03
1.00
0.5
0.85
2.87
8.20
11.07
Conc
0.013
803.00
802.60
21
1.9%
16.3 in
18 in
11.07
14.49
8.21
FLOW FROM CB 40
G
CB46
CB37
10 yr
5.0 min
7.03
1.00
1 0.8
0.85
4.60
1
4.60
Conc
0.013
1 801.00
800.10 1
21
4.3%
10. in
15 in
1 4.60
13.37
10.90
H
CB49
CB48
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.13
1.13
Conc
0.013
805.00
802.60
74
3.2%
6.3 in
15 in
1.13
11.63
9.48
1
CB48
CB47
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.00
Yes
2.14
Conc
0.013
802.50
799.10
80
4.2%
7.5 in
15 in
2.14
13.31
10.86
J
CB47
CB36
10 yr
5.0 min
7.03
1.00
0.4
0.95
2.74
Yes
4.87
Conc
0.013
799.00
797.50
23
6.5%
9.5 in
15 in
4.87
16.49
13.45
K
CB72
CB41
10 yr
5.0 min
7.03
1.00
0.1
0.95
0.47
0.47
Conc
0.013
805.25
804.95
21
1.4%
5.2 in
15 in
0.47
7.72
6.29
L
CB53
CB52
10 yr
5.0 min
7.03
1.00
0.4
0.85
2.45
2.45
Conc
0.013
807.65
807.10
21
2.6%
8.7 in
15 in
2.45
10.45
8.52
M
CB52
CB51
10 yr
5.0 min
7.03
1.00
0.1
0.95
0.60
Yes
3.05
Conc
0.013
807.00
800.56
167
3.9%
8.8 in
15 in
3.05
12.68
10.34
N
CB51
FES50
10 yr
5.0 min
7.03
1.00
0.1
0.95
0.47
4.54
Yes
8.06
Conc
0.013
796.45
796.00
44
1.0%
16.2 in
18 in
8.06
10.62
6.01
FLOW FROM CB54
O
CB54
CB51
10 yr
5.0 min
7.03
1.00
0.8
0.85
4.54
No
4.54
Conc
0.013
801.00
800.56
21
2.1%
11.4 in
15 in
4.54
9.35
7.62
P
CB59
CB58
10 yr
5.0 min
7.03
1.00
0.3
0.95
1.74
1.74
Conc
0.013
803.00
799.10
74
5.3%
6.7 in
15 in
1.74
14.82
12.09
Q
CB58
CB57
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.40
Yes
3.14
Conc
0.013
799.00
795.60
98
3.5%
9.1 in
15 in
3.14
12.03
9.81
R
CB57
CB56
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.07
3.60
Yes
7.80
Conc
0.013
795.50
789.00
108
6.0%
11.5 in
15 in
7.80
15.84
12.92
FLOW FROM CB62
S
CB56
FES55
10 yr
5.0 min
7.03
1.00
0.1
0.95
0.33
20.54
Yes
28.68
Conc
0.013
787.25
787.00
27
0.9%
26.6 in
30 in
28.68
39.45
8.04
FLOW FROM CB60 & FES 61
T
CB62
CB57
10 yr
5.0 min
7.03
1.00
0.5
0.95
3.60
3.60
Conc
0.013
796.25
795.60
26
2.5%
10.1 in
15 in
3.60
10.21
8.33
U
FES61
CB60
10 yr
10.0 min
5.84
1.00
3.9
0.50
11.28
8.06
No
19.34
Conc
0.013
788.50
788.25
15
1.7%
20.5 in
24 in
19.34
29.20
9.30
FLOW FROM FES51
V
CB60
CB56
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.20
Yes
20.54
Conc
0.013
787.65
787.35
21
1.4%
21.6 in
24 in
20.54
27.03
8.61
W
FES66
CB65
10 yr
20.0 min
4.43
1.00
14.5
0.50
32.11
32.11
Conc
0.013
782.00
781.75
24
1.0%
27.1 in
30 in
32.11
41.85
8.53
X
CB65
CB64
10 yr
10.0 min
5.84
1.00
1.0
0.65
3.91
Yes
36.02
Conc
0.013
781.75
781.60
21
0.7%
30.4 in
36 in
36.02
56.35
7.98
Y
CB64
FES63
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.47
Yes
37.49
Conc
0.013
781.50
781.00
57
0.9%
29.7 in
36 in
37.49
62.45
8.84
Z
CB69
CB68
10 yr
10.0 min
5.84
1.00
1.0
0.60
3.51
3.51
Conc
0.013
784.00
783.55
21
2.1%
10.3 in
15 in
3.51
9.45
7.71
AA
CB68
FES67
10 yr
5.0 min
7.03
1.00
0.2
0.95
1.27
1.27
Conc
0.013
783.65
783.35
20
1.5%-
7.5 in
15 in
1.27
7.91
6.45
BB
FES71
FES70
10 yr
25.0 min
3.96
1.00
29.4
0.45
52.41
52.41
Conc
0.013
785.00
784.00
97
1.0%
32.7 in
36 in
52.41
67.70
9.59
CC
SD2
SD1
10 yr
20.0 min
4.43
1.00
3.4
0.45
6.81
6.81
Conc
0.013
814.75
812.13
97
2.7%
12.7 in
15 in
6.81
10.64
8.68
C:\RAINS GROUP PROJECTS\CALCS\UWHARRIE MIDDLE\STORM CALCS\INT SUBMITTAL\STORM CALCS\
Storm Pipe Design M -team Pipe Slope and Grade Design Sheet Page 1 of 1

A PORTION OF
ASHEBORO QUADRANGLE
NORTH CAROLINA-RANDOLPH CO.
7,5 -MINUTE SERIES
ASHEBORO 2016

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r Coy
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07;,77;, ��nnHDili
ss�Nzsns
Hynos

0 -
Spring Dr
p x
12 -Digit HUC (Subwatershed)
12 -Digit Name=
Headwaters Little River
12 -Digit Code:
030401040301
10 -Digit Name:
Eury Dam -Little River
10 -Digit Code:
0304010403
8 -Digit Code:
03040104
River Basin:
Yadkin Pee Dee
12 -Digit Area (ac):
29,255.00
Zoo mto
eek
II
Dinal', Rd Tall Pirl— C�
inter Rd E
LL
(A
Fla
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Rd
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