20171091 Ver 1_More Info Received_20170920

Strickland, Bev
From:
M Barksdale <[e-mail]>
Sent:
Tuesday, September 19, 2017 9:29 PM
To:
Mitchell, Robert K
Cc:
Brown, David W CIV USARMY CESAW (US); Leslie, Andrea J; King, Melissa; Aiken, Stan
E; Mike Lovoy
Subject:
RE: Request for Additional Information PARI Parking Improvements DWR-17-1091-
Transylvania
Attachments:
1684 PARI - PCN Application Page 4 REV 09-19-2017.pdf, 1684 -Wet Basin Pre & Post
Develop Routing REV 09-19-2017.pdf, 1684 -Steam Pipe Storm Drainage Calcs REV
09-19-2017.pdf
Robert,
Please see my responses below in red text to your review comments, along with associated attachments.
The revised stream buffer variance request and revised land disturbance permit application documents will be delivered
to Stan Aiken and Melissa King on Wednesday morning, September 20, 2017.
Please contact me if you have any questions or additional comments.
Thank you.
R. Marcus Barksdale, PE
Advantage Civil Engineering, PA
50 S. French Broad Ave., Suite 152
Asheville, North Carolina 28801
828-771-6396 (mobile)
From: Mitchell, Robert K [mailto:[e-mail]]
Sent: Friday, September 08, 2017 4:37 PM
To: M Barksdale <[e-mail]>
Cc: Brown, David W CIV USARMY CESAW (US) <[e-mail]>; Leslie, Andrea J
<[e-mail]>; King, Melissa <[e-mail]>; Aiken, Stan E <[e-mail]>
Subject: Request for Additional Information PARI Parking Improvements DWR-17-1091- Transylvania
Marcus,
Thanks for meeting with us yesterday to discuss the subject project. I have some additional questions after further
review of the project.
On August 22, 2017, the Division of Water Resources (Division) received your application dated July 28, 2017, requesting
a 401 Water Quality Certification from the Division for the subject project. The Division has determined that your
application is incomplete and cannot be processed. The application is on hold until all of the following items are
addressed: [15A NCAC 02H .0507 (c)]

1. As we discussed in our meeting on September 7, 2017, please provide a typical or construction sequence
showing how the proposed work will meet Condition 9 of Water Quality Certification 4092, which states that "all
work in or adjacent to streams shall be conducted so that the flowing stream does not come in contact with the
disturbed area." [15A NCAC 02H .0506(b)(3)]
The typical construction sequence for the proposed stormwater pipe in the stream is described as follows:
1. Install erosion control devices, consisting of:
a. silt fence
b. temporary pump -around systems, including discharge apron and dewater filter
c. temporary dike in the stream.
2. Dewater the construction zone.
3. Remove existing vegetation and unsuitable soil from the construction zone.
4. Place and compact soil as required to prepare a foundation for the pipe, endwall and junction box.
5. Place and compact bedding stone for the pipe, endwall and junction box.
6. Install the pipe, endwall and junction box.
7. Place and compact backfill material to a depth that the pipe is stable.
8. Install the two (2) temporary sediment traps, flanking the stream pipe, in a position to allow as much of the
constructed fill slope to be constructed as possible. Adjust silt fence as required.
9. Remove existing vegetation from the remainder of the fill zone.
10. Place and compact soil fill material. Install and adjust temporary ditches as required to direct any runoff to the
temporary sediment traps.
11. Adjust the temporary sediment traps as required. Install stormwater catch basins, connecting stormwater pipes
Install inlet protection as systems are installed.
12. Remove the temporary sediment traps as fill slope construction approaches completion.
13. Perform final site grading and temporary soil stabilization.
14. Remove the temporary dike and temporary pump -around systems.
15. Install final soil stabilization and construct the parking lot.
16. Provide project close-out documentation and coordinate final inspections.
2. The stream culvert cross-section does not specify the bedding depth. Condition 11 requires that the placement
of culverts and other structures in streams be below the elevation of the streambed by one foot for culverts
with a diameter greater than 48 inches, and 20% of the culvert diameter for culverts having a diameter less than
or equal to 48 inches, to allow low passage of water and aquatic life. Please explain how you plan to meet this
requirement. If you cannot meet the condition, please provide justification. [15A NCAC 02H .0506(b)(3)]
The proposed stormwater pipe in the stream was incorrectly referred to as a culvert in the initial PCN
application. Attached is the revised page 4 of the PCN application form to clarify that a stormwater pipe is
proposed for construction, not a "culvert" as previously stated, and to include the additional temporary buffer
impacts associated with constructing a pre -cast concrete endwall at the outlet of the proposed stormwater pipe.
The stormwater pipe is proposed to not be embedded because it is an extension of the existing stormwater
collection system that originates at the existing overflow riser pipe within the wet pond stormwater control
measure. Embedment of the proposed pipe would not allow migration of any aquatic organisms since the
proposed pipe connects to other existing stormwater pipes.
3. Please provide calculations used to determine that the flows from the proposed stormwater structures will be at
non-erosive velocities based on land cover receiving the discharge or will not overwhelm the receiving stream
and cause erosion where the direct discharge is proposed. [15A NCAC 02H .0506(b)(3) & (4)]
Pre -development and post -development peak stormwater runoff discharge and the flow velocity entering the
stream were evaluated as shown in the attached calculations. Due to factors such as a large drainage basin, a
comparatively small net increase in impervious area, the large volume of the wet pond basin and the 12 -inch
diameter of the pond overflow riser pipe, the peak discharge and flow velocity entering the stream does not

change measurably. Effectively, the wet pond SCM detains inflow runoff and creates a tempering effect on the
stormwater discharges to the stream. Furthermore, the peak discharge and flow velocity of runoff from the
pond is higher than the discharge and flow velocity of runoff that bypasses the wet pond SCM. Basically,
stormwater runoff from the southwest parking lot peaks earlier in time than the peak discharge from the wet
pond SCM. Therefore, the proposed phase 1 development is not expected to increase the peak velocity of flow
entering the stream. The calculated peak flow velocity is 4.6 feet per second for a 10 -year storm event as
requested.
4. Please update Table 3a to indicate all permanent and temporary impacts associated with the proposed culvert
installation.
Table 3a is updated on the attached revised page 4 of the PCN application form.
5. Please provide more details regarding avoidance and minimization of the stream impacts for this project. [15A
NCAC 02H .0506(f) and (g)] This should include alternative designs and layouts of the parking lot. Can the
proposed parking lot be moved or reconfigured to minimize the impacts to the stream? Please revise the plans
to minimize the impacts or provide a detailed explanation of why this plan for the activity cannot be practically
accomplished, reduced or reconfigured to better minimize disturbance to the stream.
The avoidance and minimization measures described in Section D.I. of the revised PCN application executed July
28, 2017, remain unchanged. Basically, even more parking is needed for the ultimate expansion of the PARI
research and education facilities than is proposed. There are no other relatively flat, undeveloped areas
remaining within the topographic bowl surrounding the project site. There are no other viable ways the
proposed parking area can be reconfigured without constructing terraces up the adjacent mountain slopes.
Pursuant to Title 15A NCAC 02H .0502(c), the applicant shall furnish all of the above requested information for the
proper consideration of the application. If all of the requested information is not received by October 8, 2017, the
Division will be unable to approve the application and it will be returned. The return of this project will necessitate
reapplication to the Division for approval, including a complete application package and the appropriate fee.
You may provide your response via email or mail to the address noted below.
Feel free to contact me if you have any questions.
Kevin Mitchell
Environmental Specialist—Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ— Division of Water Resources
828-296-4650 Office
Email [e-mail]
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
¢yfia, othi Compares,-.,

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

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑X Streams — tributaries ❑X Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 -
Choose one
Choose one
Yes/No
-
W2 -
Choose one
Choose one
Yes/No
W3 -
Choose one
Choose one
Yes/No
W4 -
Choose one
Choose one
Yes/No
W5 -
Choose one
Choose one
Yes/No
W6 -
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 P
Storm Pipe & Endwall
Unnamed tributary
PER
Corps
2
149
S2 T
Endwall Construction
Unnamed tributary
PER
DWQ
2
30
S3 -
Choose one
S4 -
Choose one
S5 -
Choose one
-
S6 -
Choose one
3h. Total stream and tributary impacts
179
3i. Comments:
The proposed pipe with endwall will be an extension of the existing stormwater system that functions as an outfall for the adjacent stormwater wet
detention basin. The proposed pipe will not collect any additional stormwater runoff. The impacted stream is an unnamed tributary to Lamance Creek.
Page 4 of 10
PCN Form — Version 1.4 January 2009

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
Pre - Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 44.600 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.97 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(4.700 x 98) + (39.900 x 44)] / 44.600
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre - Wet Basin
Hyd. No. 1 -- 10 Year
Monday, 09 / 18 / 2017
= 126.26 cfs
= 723 min
= 361,314 cuft
= 50*
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
I i i / I I I I I I X 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Route
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post - Wet Basin
Reservoir name
= Pond 1
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
140.00
120.00
100.00
:� 11
•1 11
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Route
Hyd. No. 3 -- 10 Year
0.00
0 120 240
Hyd No. 3
Monday, 09 / 18 / 2017
= 49.15 cfs
= 735 min
= 273,218 cuft
= 2862.65 ft
= 102,538 cuft
Q (cfs)
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00
rn.1
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 011111 Total storage used = 102,538 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 2
Post - Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 44.600 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.97 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(5.300 x 98) + (39.300 x 44)] / 44.600
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' '
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post - Wet Basin
Hyd. No. 2 -- 10 Year
Monday, 09 / 18 / 2017
= 126.26 cfs
= 723 min
= 361,314 cuft
= 50*
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
I i i / I I I I I I X 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Route
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post - Wet Basin
Reservoir name
= Pond 1
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
140.00
120.00
100.00
:� 11
•1 11
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Route
Hyd. No. 3 -- 10 Year
0.00
0 120 240
Hyd No. 3
Monday, 09 / 18 / 2017
= 49.15 cfs
= 735 min
= 273,218 cuft
= 2862.65 ft
= 102,538 cuft
Q (cfs)
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00
rn.1
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 011111 Total storage used = 102,538 cuft

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Monday, 09 / 18 / 2017
Pond No. 1 - Pond 1
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
Pond Data
[A]
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 2859.00 ft
Stage / Storage Table
[B]
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 2859.00
17,037
0
0
1.00 2860.00
25,763
21,248
21,248
2.00 2861.00
29,837
27,772
49,020
3.00 2862.00
32,829
31,318
80,338
4.00 2863.00
35,881
34,340
114,679
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
[A]
[B]
[C]
[PrPRSr]
PrfRsr Wr A Wr B Wr C
[A]
[B]
[C]
[D]
Rise (in)
= 48.00
Inactive
Inactive
Inactive
Crest Len (ft)
= 3.14
Inactive
0.00
0.00
Span (in)
= 48.00
0.00
0.00
0.00
Crest EI. (ft)
= 2859.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 2860.00
0.00
0.00
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 324.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 3.00
0.00
0.00
n/a
N -Value
= .022
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 2.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A Civ B CIV C
PrfRsr Wr A Wr B Wr C
Wr D Exfil User
Total
ft
tuft
ft
cfs cfs cfs
cfs cfs cfs cfs
cfs cfs cfs
cfs
0.00
0
2859.00
0.00 --- ---
--- 0.00 --- ---
--- 0.000 ---
0.000
1.00
21,248
2860.00
0.00 --- ---
--- 0.32s --- ---
--- 1.193 ---
1.193
2.00
49,020
2861.00
8.47 is --- ---
--- 0.00 --- ---
--- 1.381 ---
9.853
3.00
80,338
2862.00
30.25 is --- ---
--- 0.00 --- ---
--- 1.520 ---
31.77
4.00
114,679
2863.00
59.99 is --- ---
--- 0.00 --- ---
--- 1.661 ---
61.65

ject Name:
PARI Commercial Expansion Phase 1
ACE
ject No.
1684
'-
pared By:
RMB
e Prepared:
6/13/2017
F
z
e Revised:
9/19/2017 (Revised for Phase 1, Amendment 1)
Mehael D. L -y, P.E.
nOa
55
34 Big Bear 7rai1
Fa.F�
FpWp� y�
Asheville,NC 28805
_)
0.90 8.24 0.000 Pond+F1+F2
1 8.358
828-545-5393
2836.0 0.50 CMP 0.022 22.9 60
2.6
wcwvaceasheville_com mlovoy�aceashevilLe.com
STORMWATER DRAINAGE PIPE CALCULATIONS
Permit # TBD
c7 w
a oz a
z d Wa' < U �� W F.' INVERT
STRUCTURE a G C 04 = x z rEi, k,_ O ELEVATION
FROM_j TO F "A" "C" "1" Upper Tower
(ACRES) (IN./HR) (CFS) (CFS)
NC Firm # C-2849
I(TN.) (FPS) (FT) I (FT)
- TIJ'IE OFCONCFNIRATION=5VIIN.; II MIF OI PI::Vk II,O%�-='-6NUN.
-
'-
F3 F1 124 0.37
d
C O
2858.5
z
F
z
w
Wv
W
w
io
nOa
55
Ia,0.�D�G
Fa.F�
FpWp� y�
F1 FO (Outlet) 134 0.00
_)
0.90 8.24 0.000 Pond+F1+F2
1 8.358
2836.7
2836.0 0.50 CMP 0.022 22.9 60
I(TN.) (FPS) (FT) I (FT)
- TIJ'IE OFCONCFNIRATION=5VIIN.; II MIF OI PI::Vk II,O%�-='-6NUN.
-
'-
F3 F1 124 0.37
0.90 1 8.24 2.735 i None
2.735
2858.5
.6
2856.0 2.02 HDPE 0.011 8.9 18#1E3.2
5.9
2862.0 3.5 Catch Basin
F2 F1 86 0.76 j
0.90 8.24 5.623 ( None
5.623
2851.3
2849.5 2.03 HDPE 0.011 11.7 18.0
8.5
2862.0 7.4 Catch Basin
F1 FO (Outlet) 134 0.00
_)
0.90 8.24 0.000 Pond+F1+F2
1 8.358
2836.7
2836.0 0.50 CMP 0.022 22.9 60
2.6
2863.2 26.5 Junction Box
TIME. OF CONCENTRAHON =15.MIN.;,TIME
OF PEAK FLOW =+/-735MRV. = +/-12.151W.
F1 FO (Outlet) ( 134
0.000 Pond+F1+F2
49.150 j
2836.7
1 2836.0 0.50 1 CMP j 0.022 1 44.5 ( 60 j 32.0 (
4.6
2863.21 26.5 Junction Box
Vote:' = Total discharge is calculated from stormwater basin modeling.

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑X Streams — tributaries ❑X Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 -
Choose one
Choose one
Yes/No
-
W2 -
Choose one
Choose one
Yes/No
W3 -
Choose one
Choose one
Yes/No
W4 -
Choose one
Choose one
Yes/No
W5 -
Choose one
Choose one
Yes/No
W6 -
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 P
Storm Pipe & Endwall
Unnamed tributary
PER
Corps
2
149
S2 T
Endwall Construction
Unnamed tributary
PER
DWQ
2
30
S3 -
Choose one
S4 -
Choose one
S5 -
Choose one
-
S6 -
Choose one
3h. Total stream and tributary impacts
179
3i. Comments:
The proposed pipe with endwall will be an extension of the existing stormwater system that functions as an outfall for the adjacent stormwater wet
detention basin. The proposed pipe will not collect any additional stormwater runoff. The impacted stream is an unnamed tributary to Lamance Creek.
Page 4 of 10
PCN Form — Version 1.4 January 2009

i�
GI
FI
EI
J
CI
0
12
10
7,9
/
7
\
2810j/z/
/ / i j/�/
\ \ \ CONTRACTOR SHALL CONVERT
\ \ - TD #1 TO ITS PERMANENT /j
v v v v STATE AND MAT WITH NORTH /// /
\ \
v
AMERICAN GREEN S75 OR - //
28 PROPOSED / / v v v APPROVED EQUIVALENT - / / / // z/� /
\ \ \ \ � _ - - 2 HDPE @ 1.82% \ \ / // // �✓ /
PROPOSED
PERMANENT DITCH
vv ---- - PD #1 @ 2%
- - - - - - - - MINIMUM SLOPE _28 Ln �/ / / \\ // / °z°// \
(SEE DETAIL) - _00 / / / / / /2//
288 / / / / / / �-
5
STORMWATER -NOTE-
NO STORMWATER PERMIT IS REQUIRED PER NCDEQ
STORMWATER PERMITTING INTRACIIVE MAP WEBSITE.
TTHROAATEPROPOSDNLETEA2 - 1
TOP. 2878.00
r' _ INV.: 2875.00
�- \ -
//' (STRUCTURE SHALL NOT BE / ���� j /,,'%�// _ - - EXISTING SEWER
/ INSTALLED UNTIL SEDIMENT / / , / / / \ _ \ (TYP.)
j ///' TRAP IS REMOVED) A =� / / / \
v v a°o V \ v /� / / �� PROPOSED EXISTING BUILDING
_
45LF - 15" FFE: 2875.20 ® A \ V A
\ / HDPE @ 8.89%
v � L V i / EXISTING /i // / /// / - _ - S`� _ S
EXISTING PROPOSED A4
EXISTING
GUARD
HOUSE / \
18" CMP 28 \ \ \
0
3
SITE INFORMATION:
ADDRESS: 1 PARI DRIVE
PIN#: 8545-30-6278
DEED BOOK/PG: 442/749
PLAT BOOK/PG: NA
TOTAL ACREAGE (COMBINED) ±204 ACRES
±8,886,240 SF
TRANSYLVANIA COUNTY ZONING: NA
LEGEND
STORM DRAINAGE PIPE
EXISTING CONTOURS
PROPOSED CONTOURS
PROPOSED RIP -RAP APRON
PROPOSED WA TER BAR
PROPOSED STORM INLET
PERMANENT DITCH
• 0
Know what's below.
Call before you dig.
GUARD -_-_ _ _ _ �� - L= - - // / j / �� (YARD INLET) _ / / /j / / / i, - - - - \ S\ 71 \ \�S\ \ \
SHACK _ - - _ _ _- - _ -- - - - PROPOSED OPEN ./ / / / // // ✓� TOP: 2873.50 - a / / / /r - \ \\� \ \ \ \
- - -_ THROAT INLET A3 //// / j/ / j/ ------ _\ \\\�S
i / / INV.: 2871.50 /
- - - - - - - TOP: 2880.00 / �i / / / W w \
- - - - - _- - - - -_- / / / i, 2874 \ \ �\W\`
----- ,==T- INV.: 2876.00 j
/ PROPOSED 7LF
(STRUCTURE SHALL NOT
___--- BE INSTALLED UNTIL / i / / - 15" HDPE @
SEDIMENT TRAP IS��� f - �3 7.14%
W W- REMOVED) i 28
/ / PROPOSED CURB
CONCRETE STEPS - /
INLET Al
N 2872 // TOP: 2875.20 /
EXISTING GRATE / / / INV.: 2871.00 // / / / i
INLET AO f / ----
TOP: UNADJUSTED
INV.: 2838.00
PROPOSED EXISTING
\
\ / / 43LF - 15" / / / /� / WET POND \ \
/
// HDPE @ 6.98% \ �/ / / / i - STORMWATER
N \ I /
EXISTING WATER PROPOSED / 0 ` / / / EXISTING CONTROL /
MEASURE
_-
(TYP.) CURB INLET B4 / 24" CMP �, /
TOP: 2869.00
INV.: 2866.00 - I / / / / 2868 // , // / / �/
EXISTING
r
24" CMP i APPROXIMATE
EXISTING BUILDING - _ / % / / /' ILOCATION OF
EXISTING RISER
PROPOSED / / - !4 /// I STRUCTURE
32'F - 15" _ - - - - - - \ 2 6� // PROPOSED OPEN
HDPE @ 3.13% - - 8\ / THROAT INLET B5 / / /� a -- \ V A
�-
_
TOP: 2863.50 PROPOSED
°
- ° \ /
INV.: 2861.00 73LF 15"
V EXISTING
/ HDPE @ 0.50%
/ GO 1 � 18" RCP
\ -
\ \a '
-28d5 ° ° EXISTING BUILDING
J PROPOSED ), / / / / / ° a FFE: 2870.35
PROPOSED w -- A 113LF - 15"
= CURB INLET B3 \ HDPE @ 3.81% c - / /
TOP: 2868.0041-
PROPOSED PIPE i
\ 865 OUTLET EO
INV.: 2865.00 j v -; 2 PROPOSED INV.: 2859.64
tz / % / /
-
' ---- / 20LF - 15
- � - HDPE @ 4.00% \ /
a
2
�q
_
0c
0
z
JOE HOUSE RD.
ONVRGN ���
R M���ooN�P -o
D.
/ 28
N
s
SITE
US6 4
HWY
VICINITY MAP
(NOT TO SCALE)
- W �� n `
- - -
- --- - W ■ �/ \ 2 28 PROPOSED OUTLET
\ \ / PROPOSED I ° s2 6� STRUCTUREE1
E1 2861.20 / / i / / / /
2865 - --- - ---- -- - - .--- -
57LF 15 9 / / / W
/ ii
- ---__ /
- \ a EXISTING BUILDING
INV.: 2860.00 / ,� / _ �- \
> / , HDPE @ 0.88% STRUCTURE SHALL NOT / N
EXISTING � � 2g ( PROPOSED BUILDING -
- - -�+- - 48" CMP 286 6� BE INSTALLED UNTIL FINAL FFE: 2870.35 ///iii////ii
/ %ago% \ \ �- i,
EXISTING STORM a _ /
-_ - -_ -_ 2� CONVERSION TO DETENTION
DRAINAGE (TYP.) -: ----�_ 86A/ POND BEGINS
2855
)
N ° ° °
a
EXISTING FENCE - - - t \ \ _ / PROPOSED I \ ° < ° \� ° °�� °� %/ \ - -cw-
(TYP.) _ �/� ° �%\ \ EXISTING 30LF 15" a j !/ / =s
285\/ \ 12" HDPE , EXISTING / % HDPE @ 3.67%2868
d
18 l - i
CMP\w6,
/// // // / / \/ \ 2 3 N �a ♦ cP / J
PROPOSED OPEN 86 - 1 ♦ ♦ �\ 2�s, \ /// /�i ii / / - - - - - a - -=�� / - - - = EXISTING A -- /
THROAT INLET B2 �, ♦ \ / / / "` - -_- _ -- - - ' - - - - - _ /
TOP: 2863.00 2�� / r - - - - -= - - - - - - 18" RCP /
INV.: 2860.70 \ 2860 -
///// � j !_ - 1.1 1 / ♦♦� /
� l / 2863
// / - - - - / d/ / / / \ \� / PROPOSED OPEN
/ // NA \\\I THROAT INLET 131
TOP: 2863.50
INV.: 2860.20
PROPOSED SEGMENTAL BLOCK RETAINING WALL.
PEDESTRIAN SAFE HANDRAIL SHALL BE ADDED
TO TOP OF WALL WHEREVER HEIGHT OF WALL
EXCEEDS 30" (COORDINATE TYPE & STYLE
WITH ARCHITECT) (DESIGN BY OTHERS)(TYP.)
J / I / / ?8e� PROPOSED � ��-_ �_ - _--___- �_--
- -----------
/ / / / /// /% / j PROPOSED / - , %/i \ \ \ 96LF - 15" _ -zeas
-� - / / /// // /// / / / / / / 15LF - 18" / - - �-PD� \ / HDPE @ 3.96% �/� / / _ -
�\ \ - - - HDPE @ 0.67% I - EXISTING GRAVEL
°����'�// ° ° ROAD (TYP.)
�k PROPOSED
CURB INLET D2
- - - - / / / TOP: 2868.00
PROPOSED PIPE / \ \ // / - - - - _ / / /
OUTLET BO / \ // / / - - - - - - PROPOSED / / /// INV.: 2865.00
INV.: 2860.10 - / / / / / - - - - - ` - - PERMANENT DITCH // 7
PROPOSED WET/DRY POND
// --_--
- - - - - / �/ / %/ // / / / / // \ MINIMUM SLOPE
- - - - - - - / /� // / / FOREBAY STORMWATER CONTROL (SEE DETAIL) PROPOSED OPEN
- - - - - / MEASURE SEE DETAIL CONTRACTOR
THROAT INLET D1
EXISTING PAVED ( )( / \ /
ROAD (TYP.) \ SHALL CONVERT BASIN TO FINAL / PROPOSED
CONDITION SEDIMENT TRAP 49LF - 12" TOP: 2864.20
HASBEENREMOVED)HDPE @ 0.61% CONTRACTOR SHALL CONVERT INV.: 2861.20
TD #1 TO ITS PERMANENT
STATE AND MAT WITH NORTH
PROPOSED OPEN AMERICAN GREEN S75 OR PROPOSED PIPE
THROAT INLET C1 APPROVED EQUIVALENT OUTLET DO
.
TOP: 286200
INV.: 2860.10
30' STREAM/ INV.: 2860.40
PROPOSED PIPE
BUFFER
/ OUTLET CO
INV.: 2860.10
12 11 10 9
7
0
5
0
3
NORTH CAROLINA FIRM NUMBER C-2849
MICHAEL LOVOY, P.E.
34 BIG BEAR TRAIL
ASHEVILLE, NC 28805
(828)
STORMWATER PLAN
GRAPHIC SCALE
30 0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
2
\I
119 Brookstown Ave. Suite
100 Winston-Salem NC 27101
p. 336-724-1503
www.cjmw.com
PERMIT SET
FOR CONSTRUCTION
1►11111111��0
` O p,RCHl1'F�. �Vip O�F�iSSI�p�LH9�jjii/�
�? CERT. NOG�o = ALf
U 50356 = 38
ASTON -SALEM'
Version Issue Name I pate
1 RESPONSE TO 06.08-17 NCDEQ COMMENTS 06-13.2017
sheet
z
Z
Copyright 2016
CJMW Architecture, P.A.
STORMWATER PLAN
C4.1
date: 5126/2017
commission: 17-0050
drawn bv: UAG
PROJECT TEAM INFORMATION
OWNER/DEVELOPER:
PISGAH ASTRONOMICAL RESEARCH INSTITUTE
1 PARI DRIVE
ROSMAN, NC 28772
CONTACT: DONALD CLINE
[phone]
CIVIL
ENGINEER: ADVANTAGE CIVIL ENGINEERING
34 BIG BEAR TRAIL
ASHEVILLE, NC 28805
CONTACT: MIKE LOVOY, P.E.
[phone]
GENERAL CONTRACTOR: FRANK L. BLUM CONSTRUCTION CO.
PO BOX 4153
WINSTON SALEM, NC 27115
CONTACT: CHRIS WHITE
[phone]
SURVEYOR: KEE MAPPING AND SURVEYING
PO BOX 2566
ASHEVILLE, NC 28802
CONTACT: BRAD KEE
[phone]
NOTES
1 .
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE
NCDENR AND BUNCOMBE COUNTY STANDARDS AND
SPECIFICATIONS.
2.
ALL EROSION CONTROL MEASURES SHALL BE IN
ACCORDANCE WITH NCDENR AND BUNCOMBE COUNTY
STANDARDS AND SPECIFICATIONS.
3.
SINGLE PHASE CONSTRUCTION.
4.
ALL WORK SHALL BE PERFORMED BY A NORTH CAROLINA
LICENSED UTILITY CONTRACTOR.
5.
CONTRACTOR TO COORDINATE EXACT LOCATION OF
PROPOSED AND EXISTING UTILITIES.
6.
EROSION CONTROL IS FIELD PERFORMANCE BASED AND
ADDITIONAL SILT FENCES, TEMPORARY SEDIMENT BASINS,
AND ALL OTHER MEASURES MAY NEED TO BE ADDED IN
ADDITION TO THE APPROVED PLAN AS NECESSARY.
MEASURES SHOWN CAN AND SHOULD BE ADJUSTED TO
ASSURE MAXIMUM PROTECTION ON SITE.
7.
CONTRACTOR IS RESPONSIBLE FOR INSTALLING,
MAINTAINING, AND REMOVING ALL NECESSARY EROSION
AND SEDIMENTATION MEASURES.
8.
CONTRACTOR TO FIELD VERIFY ALL PIPES AND DEPTHS
PRIOR TO ORDERING MATERIALS AND CONSTRUCTION.
9.
ADD MEASURES AS NEEDED IN ENVIRONMENTALLY
SENSITIVE AREAS.
10.
PROJECT LIES OUTSIDE 1 00 -YEAR FLOOD PLAIN.
1 1 .
CONTRACTOR RESPONSIBLE FOR KEEPING ACCURATE LOG
OF SITE CONDITIONS IN ACCORDANCE WITH NPDES PERMIT.
12,
SOIL TYPE "A" (UDORTHENTS)
13.
ALL DISTURBED AREAS TO BE SEEDED WITHIN 14 WORKING
DAYS OF COMPLETION PER NCDENR AND BUNCOMBE
COUNTY STANDARDS AND SPECS
14.
ALL RETAINING WALL ELEVATIONS SHOWN ARE FROM TOP
OF WALL TO FINISH GRADE ELEVATION. CONTRACTOR TO
ACCOUNT FOR FOOTER/COVER OVER FOOTER.
1 S.
CONTRACTOR IS RESPONSIBLE FOR OBTAINING GRADING
AND EROSION CONTROL PERMIT FOR WASTE OR BORROW
SITES.
16.
ALL STORM OUTFALLS SHALL HAVE ONLY CLASS II LARGE
RIP -RAP FOR ALL APRONS UNLESS OTHERWISE SPECIFIED.
17.
ALL AREAS TO BE GRADED TO DRAIN TO SEDIMENT BASIN
OR LOW ELEVATION AREAS.
18.
BIO -RETENTION CELLS AND AREAS AROUND CONCRETE
FLUMES TO INCLUDE BLUEGRASS SOD.
19.
STORM DRAINAGE BOXES SHALL BE A STANDARD 3'X 3'
(I.D.) PRECAST STRUCTURE UNLESS OTHERWISE NOTED.
- W �� n `
- - -
- --- - W ■ �/ \ 2 28 PROPOSED OUTLET
\ \ / PROPOSED I ° s2 6� STRUCTUREE1
E1 2861.20 / / i / / / /
2865 - --- - ---- -- - - .--- -
57LF 15 9 / / / W
/ ii
- ---__ /
- \ a EXISTING BUILDING
INV.: 2860.00 / ,� / _ �- \
> / , HDPE @ 0.88% STRUCTURE SHALL NOT / N
EXISTING � � 2g ( PROPOSED BUILDING -
- - -�+- - 48" CMP 286 6� BE INSTALLED UNTIL FINAL FFE: 2870.35 ///iii////ii
/ %ago% \ \ �- i,
EXISTING STORM a _ /
-_ - -_ -_ 2� CONVERSION TO DETENTION
DRAINAGE (TYP.) -: ----�_ 86A/ POND BEGINS
2855
)
N ° ° °
a
EXISTING FENCE - - - t \ \ _ / PROPOSED I \ ° < ° \� ° °�� °� %/ \ - -cw-
(TYP.) _ �/� ° �%\ \ EXISTING 30LF 15" a j !/ / =s
285\/ \ 12" HDPE , EXISTING / % HDPE @ 3.67%2868
d
18 l - i
CMP\w6,
/// // // / / \/ \ 2 3 N �a ♦ cP / J
PROPOSED OPEN 86 - 1 ♦ ♦ �\ 2�s, \ /// /�i ii / / - - - - - a - -=�� / - - - = EXISTING A -- /
THROAT INLET B2 �, ♦ \ / / / "` - -_- _ -- - - ' - - - - - _ /
TOP: 2863.00 2�� / r - - - - -= - - - - - - 18" RCP /
INV.: 2860.70 \ 2860 -
///// � j !_ - 1.1 1 / ♦♦� /
� l / 2863
// / - - - - / d/ / / / \ \� / PROPOSED OPEN
/ // NA \\\I THROAT INLET 131
TOP: 2863.50
INV.: 2860.20
PROPOSED SEGMENTAL BLOCK RETAINING WALL.
PEDESTRIAN SAFE HANDRAIL SHALL BE ADDED
TO TOP OF WALL WHEREVER HEIGHT OF WALL
EXCEEDS 30" (COORDINATE TYPE & STYLE
WITH ARCHITECT) (DESIGN BY OTHERS)(TYP.)
J / I / / ?8e� PROPOSED � ��-_ �_ - _--___- �_--
- -----------
/ / / / /// /% / j PROPOSED / - , %/i \ \ \ 96LF - 15" _ -zeas
-� - / / /// // /// / / / / / / 15LF - 18" / - - �-PD� \ / HDPE @ 3.96% �/� / / _ -
�\ \ - - - HDPE @ 0.67% I - EXISTING GRAVEL
°����'�// ° ° ROAD (TYP.)
�k PROPOSED
CURB INLET D2
- - - - / / / TOP: 2868.00
PROPOSED PIPE / \ \ // / - - - - _ / / /
OUTLET BO / \ // / / - - - - - - PROPOSED / / /// INV.: 2865.00
INV.: 2860.10 - / / / / / - - - - - ` - - PERMANENT DITCH // 7
PROPOSED WET/DRY POND
// --_--
- - - - - / �/ / %/ // / / / / // \ MINIMUM SLOPE
- - - - - - - / /� // / / FOREBAY STORMWATER CONTROL (SEE DETAIL) PROPOSED OPEN
- - - - - / MEASURE SEE DETAIL CONTRACTOR
THROAT INLET D1
EXISTING PAVED ( )( / \ /
ROAD (TYP.) \ SHALL CONVERT BASIN TO FINAL / PROPOSED
CONDITION SEDIMENT TRAP 49LF - 12" TOP: 2864.20
HASBEENREMOVED)HDPE @ 0.61% CONTRACTOR SHALL CONVERT INV.: 2861.20
TD #1 TO ITS PERMANENT
STATE AND MAT WITH NORTH
PROPOSED OPEN AMERICAN GREEN S75 OR PROPOSED PIPE
THROAT INLET C1 APPROVED EQUIVALENT OUTLET DO
.
TOP: 286200
INV.: 2860.10
30' STREAM/ INV.: 2860.40
PROPOSED PIPE
BUFFER
/ OUTLET CO
INV.: 2860.10
12 11 10 9
7
0
5
0
3
NORTH CAROLINA FIRM NUMBER C-2849
MICHAEL LOVOY, P.E.
34 BIG BEAR TRAIL
ASHEVILLE, NC 28805
(828)
STORMWATER PLAN
GRAPHIC SCALE
30 0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
2
\I
119 Brookstown Ave. Suite
100 Winston-Salem NC 27101
p. 336-724-1503
www.cjmw.com
PERMIT SET
FOR CONSTRUCTION
1►11111111��0
` O p,RCHl1'F�. �Vip O�F�iSSI�p�LH9�jjii/�
�? CERT. NOG�o = ALf
U 50356 = 38
ASTON -SALEM'
Version Issue Name I pate
1 RESPONSE TO 06.08-17 NCDEQ COMMENTS 06-13.2017
sheet
z
Z
Copyright 2016
CJMW Architecture, P.A.
STORMWATER PLAN
C4.1
date: 5126/2017
commission: 17-0050
drawn bv: UAG

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
Pre - Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 44.600 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.97 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(4.700 x 98) + (39.900 x 44)] / 44.600
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre - Wet Basin
Hyd. No. 1 -- 10 Year
Monday, 09 / 18 / 2017
= 126.26 cfs
= 723 min
= 361,314 cuft
= 50*
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
I i i / I I I I I I X 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Route
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post - Wet Basin
Reservoir name
= Pond 1
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
140.00
120.00
100.00
:� 11
•1 11
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Route
Hyd. No. 3 -- 10 Year
0.00
0 120 240
Hyd No. 3
Monday, 09 / 18 / 2017
= 49.15 cfs
= 735 min
= 273,218 cuft
= 2862.65 ft
= 102,538 cuft
Q (cfs)
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00
rn.1
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 011111 Total storage used = 102,538 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 2
Post - Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 44.600 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.97 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(5.300 x 98) + (39.300 x 44)] / 44.600
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' '
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post - Wet Basin
Hyd. No. 2 -- 10 Year
Monday, 09 / 18 / 2017
= 126.26 cfs
= 723 min
= 361,314 cuft
= 50*
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
I i i / I I I I I I X 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Route
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - Post - Wet Basin
Reservoir name
= Pond 1
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
140.00
120.00
100.00
:� 11
•1 11
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Route
Hyd. No. 3 -- 10 Year
0.00
0 120 240
Hyd No. 3
Monday, 09 / 18 / 2017
= 49.15 cfs
= 735 min
= 273,218 cuft
= 2862.65 ft
= 102,538 cuft
Q (cfs)
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00
rn.1
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 011111 Total storage used = 102,538 cuft

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Monday, 09 / 18 / 2017
Pond No. 1 - Pond 1
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
Pond Data
[A]
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 2859.00 ft
Stage / Storage Table
[B]
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 2859.00
17,037
0
0
1.00 2860.00
25,763
21,248
21,248
2.00 2861.00
29,837
27,772
49,020
3.00 2862.00
32,829
31,318
80,338
4.00 2863.00
35,881
34,340
114,679
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
[A]
[B]
[C]
[PrPRSr]
PrfRsr Wr A Wr B Wr C
[A]
[B]
[C]
[D]
Rise (in)
= 48.00
Inactive
Inactive
Inactive
Crest Len (ft)
= 3.14
Inactive
0.00
0.00
Span (in)
= 48.00
0.00
0.00
0.00
Crest EI. (ft)
= 2859.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 2860.00
0.00
0.00
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 324.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 3.00
0.00
0.00
n/a
N -Value
= .022
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 2.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A Civ B CIV C
PrfRsr Wr A Wr B Wr C
Wr D Exfil User
Total
ft
tuft
ft
cfs cfs cfs
cfs cfs cfs cfs
cfs cfs cfs
cfs
0.00
0
2859.00
0.00 --- ---
--- 0.00 --- ---
--- 0.000 ---
0.000
1.00
21,248
2860.00
0.00 --- ---
--- 0.32s --- ---
--- 1.193 ---
1.193
2.00
49,020
2861.00
8.47 is --- ---
--- 0.00 --- ---
--- 1.381 ---
9.853
3.00
80,338
2862.00
30.25 is --- ---
--- 0.00 --- ---
--- 1.520 ---
31.77
4.00
114,679
2863.00
59.99 is --- ---
--- 0.00 --- ---
--- 1.661 ---
61.65

ject Name:
PARI Commercial Expansion Phase 1
ACE
ject No.
1684
'-
pared By:
RMB
e Prepared:
6/13/2017
F
z
e Revised:
9/19/2017 (Revised for Phase 1, Amendment 1)
Mehael D. L -y, P.E.
nOa
55
34 Big Bear 7rai1
Fa.F�
FpWp� y�
Asheville,NC 28805
_)
0.90 8.24 0.000 Pond+F1+F2
1 8.358
828-545-5393
2836.0 0.50 CMP 0.022 22.9 60
2.6
wcwvaceasheville_com mlovoy�aceashevilLe.com
STORMWATER DRAINAGE PIPE CALCULATIONS
Permit # TBD
c7 w
a oz a
z d Wa' < U �� W F.' INVERT
STRUCTURE a G C 04 = x z rEi, k,_ O ELEVATION
FROM_j TO F "A" "C" "1" Upper Tower
(ACRES) (IN./HR) (CFS) (CFS)
NC Firm # C-2849
I(TN.) (FPS) (FT) I (FT)
- TIJ'IE OFCONCFNIRATION=5VIIN.; II MIF OI PI::Vk II,O%�-='-6NUN.
-
'-
F3 F1 124 0.37
d
C O
2858.5
z
F
z
w
Wv
W
w
io
nOa
55
Ia,0.�D�G
Fa.F�
FpWp� y�
F1 FO (Outlet) 134 0.00
_)
0.90 8.24 0.000 Pond+F1+F2
1 8.358
2836.7
2836.0 0.50 CMP 0.022 22.9 60
I(TN.) (FPS) (FT) I (FT)
- TIJ'IE OFCONCFNIRATION=5VIIN.; II MIF OI PI::Vk II,O%�-='-6NUN.
-
'-
F3 F1 124 0.37
0.90 1 8.24 2.735 i None
2.735
2858.5
.6
2856.0 2.02 HDPE 0.011 8.9 18#1E3.2
5.9
2862.0 3.5 Catch Basin
F2 F1 86 0.76 j
0.90 8.24 5.623 ( None
5.623
2851.3
2849.5 2.03 HDPE 0.011 11.7 18.0
8.5
2862.0 7.4 Catch Basin
F1 FO (Outlet) 134 0.00
_)
0.90 8.24 0.000 Pond+F1+F2
1 8.358
2836.7
2836.0 0.50 CMP 0.022 22.9 60
2.6
2863.2 26.5 Junction Box
TIME. OF CONCENTRAHON =15.MIN.;,TIME
OF PEAK FLOW =+/-735MRV. = +/-12.151W.
F1 FO (Outlet) ( 134
0.000 Pond+F1+F2
49.150 j
2836.7
1 2836.0 0.50 1 CMP j 0.022 1 44.5 ( 60 j 32.0 (
4.6
2863.21 26.5 Junction Box
Vote:' = Total discharge is calculated from stormwater basin modeling.