20180455 Ver 1_More Info Received_20180808

C. MICHAEL ALBERTO, III, P. E., PLLC
LICENSE NO. P-1753
58020TH AVENUE COURT NW
HICKORY N C 28601
CIVIL ENGINEERING
STRUCTURAL ENGINEERING
SITE PLANNING
CONSTRUCTION CONSULTANT
Rodgers Mechanical, Inc.
Mechanical Office
PO Box 2403
Boone, NC 28607
RE: Rogers Mechanical Storage Buildings at
176 IJ Bingham Place
Boone, NC 28607
Mr. Rogers, Mr. Seldomridge, et all,
PHONE [phone]
FAX [phone]
[e-mail]
7-23-2018
Below find the requisite project calculations requested and associated attachments.
PROJECT CALCULATIONS
Method: Rational Method
Site Information:
1. Site Location: Watauga County
2. Hydroligic Soil Group Gravelly Sandy Loam: B
3. Site paved with lined and vegetated swales
4. Average Site Slope: 1 1/2% (Use 3% for calculations, conservative)
5. 3.476 acres in site
6. 24%, 0.834 acres contributing runoff
a. This estimate is conservative since much of the existing development does not drain
through proposed swale.
7. Off-site runoff into project area, i.e. runoff from woods into swale at south end of site.

a. Existing topography has a slope break at the road to the south of the site. Drainage to the
south of the road ends up in the existing seasonal stream by way of existing DOT installed
culvert.
b. For analysis of swale erosion potential assume that the remainder of the area between the
site and the road drains into the swale. Most of the drainage path between the road and the
swale is on the order of 5% slope with steeper slopes (20%+/-) near the road over
approximately 10 to 20 feet horizontal to the north of the road. Assume 10% average
slope, conservative.
c. Offsite drainage area is 1.55 acres between site swale and road to south of the site. (see
attached sketch).
Off Site Contributing Runoff to Swale at Node B
- Average Velocity = 0.85 ft/sec (See attached sheet 1)
Distance to Node B via Path 4 = 525 feet (See attached sheet 3)
Time of Concentration = 10.29 minutes
10 year Rain Intensity (i) = 6.00 inches/hr (See attached sheet 2)
- Runoff Coefficient ( C ) = 0.2 (for forested land)
- Tributary Acres (A) = 1.55 acres (See attached sheet 3)
Flow from Path 4 to Node B = CiA = 1.86 CFS
On Site Contributing Runoff to Swale at Node A
- Average Velocity = 3.75 ft/sec (See attached sheet 1, Slope Conservative)
- Distance to Node A via Path 1 = 375 feet (See attached sheet 3, Path 1 Conservative)
- Time of Concentration = 1.67 minutes
- 10 year Rain Intensity (i) = 7.50 inches/hr (See attached sheet 2)
- Runoff Coefficient ( C ) = 0.9 (for Asphalt Pavement)
- Tributary Acres (A) = 0.834 acres (See attached sheet 3)
Flow from Path 1 to Node A = CiA = 5.63 CFS
Swale Runoff to Node B
- Swale width = 20'
- Swale Length (Path 3) = 375'
- Average Velocity = 2.8 ft/sec (See attached sheet 1, Slope Conservative)
- Distance to Node B via Path 3 = 375 feet (See attached sheet 3, Path 1 Conservative)
- Time of Concentration = 2.23 minutes
- 10 year Rain Intensity (i) = 7.50 inches/hr (See attached sheet 2)
- Runoff Coefficient ( C ) = 0.25 (for Grass Swale)
- Tributary Acres (A) = 0.172 acres (See attached sheet 3)
Flow from Path 3 to Node B = CiA = 0.323 CFS
Max CFS at Node A = 5.63 CFS
Max CFS at Node B = 7.813 CFS

Channel Flow Capacity and Bed Shear
- At Node A Swale Section is 2'-0" bottom 1'-0" deep with 3:1 side slopes. Channel Bed Slope
Assumed is 3%, Conservative. Manning n value = 0.025
Resulting Flow = 5.656 cfs
Velocity = 4.415 ft/sec
- At Node B Swale Section is 2'-0" bottom 3'-0" deep with 3:1 side slopes. Channel Bed Slope
Assumed is 3%, Conservative. Manning n value = 0.025
Resulting Flow = 7.808 cfs
Velocity = 4.872 ft/sec
Flow Area = 1.603 ft/12
Wetted Perimeter = 4.924 ft
Hydraulic Radius = 0.326 ft
Tractive Force, tau = 0.933 psf (double check with alternate calculation below)
- At Node B Swale Section is 2'-0" bottom 3'-0" deep with 3:1 side slopes. Channel Bed Slope
Actual 0.5%. Manning n value = 0.025
Resulting Flow = 8.034 cfs
Velocity = 2.6356 ft/sec
Area Flow = 3.0483 ft/12
Wetted Perimeter = 6.1382
Hydraulic Radius = 0.496 ft

Use conservative results at 3% slope at Node B above for calculation of bed shear capacity required for Swale
liner.
CLIENT: Rogers Mech JOB NO.:
Jul -
PROJECT: Storage Building Site DESIGNER: CMA DATE: 18
Jul -
SUBJECT: Bed Shear Calculation for Liners CHECKER: CMA DATE: 18
Use worst case at 4.872 ft/sec at node B and 3% slope,
Bed Shear Calculation Conservative
UNITS Feet, sec, radians, and lbs 4.872 ft/s Velocity
KEY Input Output
Channel Slopes
Channel Bed Slope
Comments and Definitions
So
0.030000
ft/ft
Riverbed Slope, Direction of Flow
Sf
0.030000
ft/ft
Energy Grade Line
Bank Slope
H
V
3
1
feet
Design Shear Stress, (See Drawings for details)
Channel Geometry
Comments and Definitions
b
2.00
feet
Width of Channel Base, See attached Channel
Yo
0.5
feet
Depth of flow
2
0.333
ratio
Side slope ratio
Flow
A
1.60
ft^2
Area
P
4.92
feet
Wetted Perimeter
R
0.326
feet
Hydraulic Radius
Gamma
62.4
ft^3
Weight of water
Bed Shear
Ides
0.609
psf
Design Bed Shear
TC
2.00
psf
Critical Bed Shear (Per Liner Brochure for SC150)
3.28
OK
Factor of Safety Max
FS
2.14
OK
Factor of Safety Min

Conclusion: 3% slopes are well in excess of those that will be provided in channels at the Storage building
site. Actual slopes will tend toward 0.5% in swale and 1.5% max on pavement. Therefore, time of
concentration utilized for calcs is conservative. Therefore, required flow capacity is conservative.
Therefore, velocity is conservative. Even with conservative formulation, bed shear capacity of SC150 liner
is more than adequate. No erosion should be expected in the swale, or at the swale transition to the seasonal
stream with use of SC150 liner. Arrangements shall be made to minimize erosion at swale to stream
intersection with the same liner wrapped around corner of intersection. After pipe removal to 49 feet
remaining, seasonal stream shall also be outfitted with SC150 liner to prevent erosion of stream banks until
vegetation takes root. Once vegetated, bed shear capacity can be expected to exceed 10 psf.
Attachments:
1. Velocity
2. Rain Intensity Boone, NC
3. Drainage Area and Flow Paths for Time of Concentration
4. Vmx SC150 brochure with Bed Shear Capacity
IF YOU SHOULD HAVE ANY QUESTIONS PLEASE GIVE ME A CALL.
THANK YOU,
C. MICHAEL ALBERTO, PE

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Hydraulics Manual

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Table 8.03c,- Intensity Duration fMggency
ARI*
5 min.
10 min.
For use with Rational Metnocr'
30 min.
60 min.
120 min.
3 hr.
Urg Y
RlQ h Carolina
35.0261N,84.0239W
(years)
ARI*
6 min.
10 min.
15 min, 30 min. 60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2.41
0
1.51
0.89
M3
0.38
0.24
0.14
10
2
4.93
3.94
3.30 2.28 1.43
0.89
0.62
0.38
0.24
0.15
10
6.78
5.42
4.57 3.31 2.16
1.29
0.92
0.55
0.34
0.21
25
7.90
6.29
5.31 3.94 2.62
1.57
1.13
0.68
0.41
0.25
100
9.62
7.64
6.44 4.93 3.40
2.06
1.50
0.90
0.53
033
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.21
4.16
3.46
2.41
0
1.51
0.89
M3
0.38
0.24
0.14
10
7.06
5.65
4.76
3.45
2.25
1.30
0.91
0.55
0.34
0.20
25
8,09
6.44
5.45
4.03
2.69
1.56
1.10
0.66
0.40
0.24
100
9.68
7.69
6.48
4.96
3.42
2.00
1.43
0.86
0-50
0.30
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.71
4,57
3.83
164
1.66
1.00
0.72
0.48
0.31
0.18
10
7.50
6.00
5.06
3.67
2.39
1.46
1.06
0.69
0.44
0.28
25
8.59
6.85
5.78
4.28
2.85
1.77
1.29
0.83
0.52
0.34
100
10.38
8.25
6.95
5.32
3.67
2.35
1.72
1.08
0.65
0.44
ARI*
5 min.
10 min.
15 snip.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.68
4.54
3.80
2.63
1.65
0.96
0.68
1 0.41
0.24
0.14
10
7.26
5.80
4.89
3.55
2.31
1.36
0.98
0.59
0.35
0.20
25
8.02
6.38
5.40
4.00
2.66
1.59
1.15
0.70
0.42
0.24
100
9.00
7.15
6.03
4.62
3.18
1.93
1.43
0.87
0.53
0.30
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
i (years)
2
5.46
4.36
3.66
2.52
1.58
0.93
0.66
0.40
0.23
0.14
10
6.85
5.48
4.62
3.35
2.18
1.30
0.92
0.56
0.33
0.20
25
7.39
5.89
4.98
3.69
2.46
1.49
1.06
0.65
0.39
0.23
100
7.93
6.30
5.31
4.07
2.80
1.75
1.24
0.78
0.48
0.29
ARI is the Average Return Interval.
** Intensity Duration Frequency table is measured in inches per hour,
8.03.8
Rev. 6106

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*0�11, ROLLMA?CTM
V� ROLLED EROSION CONTROL
ROLLED
EROSION CONTROL
SYSTEMS BROCHURE

EroNet" SC1501 Extended -Term Photodegradable
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Designed for high maintenance areas where close mowing will
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With our Erosion Control Materials Design Software (ECMDS), you can select
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7
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Strickland, Bev
From: Sean Martin <[e-mail]>
Sent: Wednesday, August 08, 2018 1:34 PM
To: Homewood, Sue; Fuemmeler, Amanda J CIV (US)
Cc: Justin Rogers; John Seldomridge; Charles Alberto
Subject: Re: [External] Fwd: Update on 404/401 re -submittal
Attachments: Rogers Mech Storage Building Permit Drawings Rl_7-27-2018.pdf; Roger Mechanical
Calculations 7-27-2018.pdf
Report Spam.
Please find attached the revised plans for the Roger's Mechanical project in Watauga County, which have reduced the
proposed permanent stream impacts. Also attached are the supporting calculations for the vegetated swale. If the
permittee has reduced the permanent stream impacts and the associated trout buffer clearing to approximately 50 If for
the entrance drive, and the permittee intends to replant any previously cleared trout buffer areas, is a trout buffer
variance still required for the project?
Thank you,
On Tue, Jul 10, 2018 at 9:49 AM, Homewood, Sue <[e-mail]> wrote:
Sean, I can issue a 401 once all my questions/concerns have been addressed and the applicant has
submitted their application for the trout buffer variance. Let me know if you habe any other questions
Sent from my Verizon, Samsung Galaxy smartphone
Original message
From: Sean Martin <[e-mail]>
Date: 7/9/18 8:19 AM (GMT -05:00)
To: "Homewood, Sue" <[e-mail]>
Subject: [External] Fwd: Update on 404/401 re -submittal
---------- Forwarded message ----------
From: Fuemmeler, Amanda J CIV (US) <[e-mail]>
Date: Fri, Jul 6, 2018 at 10:22 AM
Subject: Update on 404/401 re -submittal
To: Justin Church <[e-mail]>
Cc: Sean Martin <[e-mail]>
Justin,

I'm just following back up since our last meeting back in May. I have not received any updated plans or revised permit
application per our discussions. Please let me know where you are with this. I'll have to send out another notice of
violation letter unless you plan on sending that information soon.
Amanda Jones
Regulatory Specialist
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
828-271-7980 ext. 4225
Sean Martin
Sr. Scientist
Carolina Wetland Services, Inc.
550 E. Westinghouse Boulevard
Charlotte, NC 28273
Phone: [phone]
Cell: 828-719-1320
Fax: [phone]
i www.cws-inc.net
Sean Martin
Sr. Scientist
Carolina Wetland Services, Inc.
....1'Ga�wZaB iwaocvt� �'ioo.o-H.fXar,ly
550 E. Westinghouse Boulevard
Charlotte, NC 28273
Phone: [phone]
Cell: 828-719-1320
Fax: [phone]
www ewc-ine net