19940328 Ver 1_COMPLETE FILE_19940408

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B, Howes, Secretary
A. Preston Howard, Jr„ P.E„ Director
April. 12, 1994
Windsong Estates, Inc.
Mr. Rex Ballard, Pres.
1238 Hendersonville Rd.
Asheville, N.C. 28803
Dear Mr. Ballard:
Subject: Proposed fill in Wetlands or Waters
Sediment pit construction
Buncombe County
DEM Project #94328
DEHNR
We have reviewed your request for 401 Water Quality Certification to
place fill material in 0.3 acres of wetlands or waters which are tributary to
Gap Creek for sediment pit construction located at Lots 34 and 35, Windsong
Estates in Buncombe County as described in your submittal dated 7 April 1994.
Based on this review, we have determined that the proposed fill is covered by
General Water Quality Certification No. 2671. A copy of the General
Certification is attached. This Certification is necessary for coverage under
Corps of Engineers' Nationwide Permit No. 26. This action completes DEM's
review under Section 401 of the Clean Water Act.
If this Certification is unacceptable to you, you have the right to an
adjudicatory hearing upon written request within thirty (30) days following
receipt of this Certification. This request must be in the form of a written
petition conforming to Chapter 150B of the North Carolina General Statutes and
filed with the Office of Administrative Hearings, P.O. Box 27447, Raleigh,
N.C. 27611-7447. Unless such demands are made, this Certification shall be
final and binding.
If you have any questions, please contact John Derney at 919-733-•1786.
Sincerely,
4 estor. Howard, Jr. P.E.
94328.1tr
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Asheville DEM Regional Office
Mr. John Dorney
Central Files
P.O. Box 29535, Raleigh. North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
4th 1 ISSUED
DEM ID: ?l J ACTION ID:
Nationwide Pen-nit Requested (Provide Nationwide Permit #): 2 (o
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER
CORPS OF ENGINEERS
DEPARTMENT OF THE ARMY
P.O. Box 1890
Wilmington, NC 28402-1890
ATTN: CESAW-CO-E
Telephone [phone]
WATER QUALITY PLANNING
DIVISION OF ENVIRONMENT
EI?I T"
NC DEPARTMENT OF ENVIRO HEALTH,
AND NATURAL RESOURCES
P.O. Box 29535
?f?
Raleigh, NC 27626-0535
ATTN: MR- JOHN DORNEY
Telephone [phone] WETL Ns 5
WATER
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF ENGINEERS.
SEVEN (7) COPIES OULIP SENT TO
,N .C_ DI7ISION , OF ENVIRONMENTAL MANAGEMENT.
PLEASE PRINT. (?J t PZ SENT TO
-
1. Owners Name: >6 L -_LA
I? 1neLt-
2. Owners Address:
C, a V I
i'-L6
0
3. Owners Phone Number (Home): 5A0,-% A (Work): (70+) Z-74-0
4. If Applicable: gent's name or responsible corporate official, address, phone number_
5. Location of work (MUST
Nearest Town or City:
MAP). County: -T )) lit h{ JCS /?i1 ? c:
IL
Specific Location (Include road numbers, landmarks, etc.): T " d
6. Name of Closest S tream/River. GrA ° P- ,F ,:
7. River Basin: ?' C N E i?O A D
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS H? YES [ ] NO
9. Have any Section 404 permits?een previously requested for use on this property? YES [ ] NO [
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on ro'ect si
o? 3 A ??-
11. Number of acres of waters of the U.S.. including wetlands, impacted by the proposed project:
V'Frlled: 0, O cj A-a
Drained: L?11
Flooded: oil A G
Excavated:
f Total Impacted: 0,1 ;? G
12. Description of proposed work (Attach PLANS-8 1R" X 11" drawings only):
S?o14d o?j7 Pr-r
13. Purpose of proposed work:
ake State reasons why the applicant believes that this activity must be carried out in wetlands. Also, note measures
I
n to minims wetland impacts.
x You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine. Fisheries Service
(vIFS) regarding the presence or any Federally listed orproposed for listing endangered orthreatened species or critical
habitat in the permit area that may be affected by the proposed project. Have you done so? YES[ J NO [ J
RESPONSES FROM THE USFWS AND/OR NMFS SHOULD BE FORWARDED TO CORPS.
You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence of historic
roperties in the permit area which may be affected by the proposed project? Have you done so? YES [ ] NO [ J
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS.
Additional information required by DEM:
A. Wetland delineation map showing all wetlands, streams, and lakes on the property.
B. If available, representative photograph of wetlands to be impacted by project.
C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the
delineation line.
D. If a stormwater management plan is required for this project, attach copy.
E. What is land use of surrounding property?
F. If applicable, what is proposed method of sewage disposal?
Owner's Signature Date
JOHN A. BROADBOOKS, ASLA
Landscape Architect/Planner
ASHEVILLE, NC 28801
[phone]
,SOB � ) 1 til ��)k=�C�I GFj 1/L i�l�l V
SHEET NO. 1`" ( OF
CALCULATED BY DATE ~� I
CHECKED BY ATE
11
SI

7W I t? G?till? p4?
- Exhibit 2-2
Page 1 of 2
RUNOFF CURVE NUMBERS (CN'S)
URBAN AREAS - DEVELOPMENT COMPLETED AND VEGETATION ESTABLISHED
Description Hydrologic Soil Group
A B C D
Lawns, Parks, Golf Courses,
Cemeteries, etc. 39 61 74 .80
Pavement and Roots - Commercial
and Business Areas 98 98 98 98
Row Houses, Town Houses, and
Residential with Lot Sizes
1/8 Acre or Less 80 85 90 95
Residential
Lot sizes of 1/4 acre 61 75 83 87
Lot sizes of 1/2 acre 53 70 80 85
Lot sizes of 1 acre 50 418 79 84
Lot sizes of 2 acres 47 66 77 81

RUNOFF CURVE NUMBERS (CN'S)
URBAN AREAS - DEVELOPMENT UNDER WAY, NO VEGETATION ESTABLISHED
Description Hydrologic Soil Group
A B C D
Newly Graded Area 81 89 93 95
Pavement and Roots - Commercial
and Business Areas 98 98 98 98
Row Houses, Town Houses, and
Residential with Lot Sizes
1/8 Acre 6r-Less 93 96 97 98.'
Residential
Lot sizes of 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
Reference SCS-TP-149 RTSC-NE-ENG.
B-9
w -3 Table 2-2
INTERPOLATING FACTORS FOR VARIOUS SLOPES AND DRAINAGE AREAS
Flat Slopes-.round to
nearest % slope shown
Use discharge values from
ES sheets labeled "Flat")
Slope Acres
7. 1-50 51-500 501-2000
.1 .47 .43 .40
.2 .58 .55 .53
.3 .66 .64 .62
.4 .74 .71 .70
.5 .79 .77 .76
.7 .89 .88 .87
1.0 1.00 1.00 1.00
2.0 1.13 1.16 1.18
Steep Slopes - round to
nearest % slope shown
(Use discharge values from
ES sheets labeled "Steep")
Slope
%
1-50 Acres
51-500
501-20
8 .92 .88 .83
9 .93 .90 .85
10 .94 .91 .87
11 .95 .93 .89
12 .96 .94. .91
13 .97 .96 .94
14 .98 .97 .96
15 .99 .99 .98
16 1.00 1.00 1.00
17 1.01 1.02 1.02
18 1.02 1.03 1.04
19 1.03 1.05 1.06
20 1.04 1.08 .1.08
.25 1.08 1;14 1.17
30 1.11 --- 1.20 <-- 1.23
35 1.13 "1.24 1.28
40 1.16 1.29 _ 1.33
45 1.18 1'.31 1.37
50 1.21 1.34 1.40
55 1.23 1.35 1.43
60 1.26 1.37 1.46
65 1.28 1.39 1.48
70 1.30 1.40 1.50
75 1.32 1.42 1.52
Moderate Slopes - round
to nearest % slope shown
(Use discharge values from
ES sheets labeled "Moderate")
.Slope
%
1-50 Acres
51-500
501-2000
3 .96 .95 .94
4 1.00 1.00 1.00
5 1.04 1.05 1.06
6 1.07 1.10 1.11
7 1.09 1.13 1.15
Example:
Given
1. D.A. = 1000 acres
2. Rainfall = 4"
3. C.N. = 80
4. Slope = 41%
Determine
Peak flow
Solution
1.. 41% slope is in the steep
category.
From ES 1027 - slopes., steep;
CN 80 - peak discharge
= 1000 pf s .
2. From table for steep slopes
and under 501-2000-acres
drainage area and on line
with 40% slope (41 rounded
to 40) find factor 1.33.
3. Peak flow =
1000 x 1.33 = 1330 cfs.
Reference SCS-TP-149 RTSC-NE-ENG
B-11
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PEAK RATES OF DISCHARGE FOR SMALL WATERSHEDS
TYPE II STORM DISTRIBUTION
SLOPES- STEEP
CURVE NUMBER - 70
24 HOUR RAINFALL FROM US WB TP•40
- -- - °
2000
1000
900
800
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1000
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STANDARD OWO. NO.
REFERENCE
U. S. DEPARTMNT OF AGRICULTURE ES- 1027
"Chapter 2, Engineering Field Manual SOIL CONSERVATION SERVICE SHEET17 OF 21
for Conservation Practices" ENGINEERWO DrnSION • HYDROLOGY BRANCH DATE 2-15-71

L? i6 r, a5 as Z5 K 26 ?h Z5
DRAINAGE AREA IN ACRES
Exhibit 2-10
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PEAK RATES OF DISCHARGE FOR SMALL WATERSHEDS
TYPE II STORM DISTRIBUTION
SLOPES- STEEP
CURVE NUMBER - 65
24 HOUR RAINFALL FROM US WB TP•40
,n to ,. corns R ?i -, S S 1828 8 8 § § 8§§
2000
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DRAINAGE AREA IN ACRES
Exhibit 2-10
EFM Notice-4, 5/71

REFERENCE STANDARD DWG. NO.
U. S. DEPARTMENT OF AGRICULTURE ES-1027
"Chapter 2, Engineering Field Manual SOIL CONSERVATION SERVICE SHEET 16 OF 21
for Conservation Practices"
ENGINEERINO DTVIBION - HYDROLOGY BRANCH DATE 2-I5-71
B-34
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LOSS

tt e,ooo
. VARIOUS ENTRANCE (2)
FOR
156 6,000 TYPES 8.
(3)

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HW
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ENTRANCE
COEFFICIENT 5' e.
D TYPE
• . 132 3,000
(11
H.od.
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0.3
5
S.ulon wnlorminQ to fill 4
120 u
2,000
Ilop. .
y, (2) miw.d 1o conform 1o do9- 0.7 3 4.
106 (3) Prol•otinq Iron fill 0.9
3.
96 1,000 ,
'A too T..,- it-l- (A -r (7) CroIl-u

54
600 horUonl.lly Is c-ol. (1), 11?.. 2
?,- 11ro19h1 Indln-d lint lhco.gh
600 0 and a cool--, of I.. i?o.-d.
?00
30o 1.5
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40 EXAMPLE
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$Col. HW HW =
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CA- 27 10 (71 1.0 I.0 0.7 0.7
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0 24
5
L? 21 4 0.6 0.6
0.6
0 3
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°
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• 0.5
1s 0.5
1,0
HEADWATER DEPTH FOR
CORRUGATED STEEL PIPE CULVERTS
12 WITH INLET CONTROL
FHWA HEC 5
Figure 4-28 Inlet control nomograph for corrugated steel pipe culverts. The manu-
facturers recommended keeping HWID to a maximum of 1.5 and preferably to no
more than 1.0.
JOB r? "' N ?YI?J?1 Y I
JOHN A. BROADBOOKS, ASLA w - O)
Lands,cppe Architect/Planner SHEET NO. OF
ASNEVILLE; NC 28801 CALCULATED BY DATE
[phone] CHECKED BY TPTE
mOr YL+ /;7pmtq (- .- 01171

DISCHARGE PEP, FOOT
ET QI WEIR OF WEIR VDTH
OVEQ C
(COMMONLY USED W$4rp END GON-fRHCTION CONDITIONS EXIST)
C/pollcHl Formula
Q= 3.367 L 04
I For general notes see
drawing ofrectanqulor
c
Y cueir.
D Q=DIJCh0r9C !n Curt per Sd'CC.
PLAN L = Wldth of wejr in fee f
S/ope N for. 710 4 {bit. H=Head in Ater
_ T=?.- qxK min, ??
L
SECTION C-C SECTION D'0
Q IN CV,FT/5CC. QIN GU•F'L/SCG.
H IN FEET PCRrT.OFWLIR H M FEET. P!RVT.OFWLItt
0.l 0.107 l.6 6.614
0.2 0.301 /.7 .462
0.3 0.553 1.8 6.130
0.4 0.852 1.9 8.817
0.5 1.190 z'0 9225
6 1. 65 2.1 .245
0.7 1. 972 --?i 2.2 10.966
0.8 2.409 2.3 /1.743
0.9 2.875 2.4 12.517
l.0 3.367 2.5 13.308
1.1 a58 22.6
.7 14.9 6
1.2 .1.42G
1,3 4.990 2.8 /5.?74
1,4 5.577 2.9 16.626
1.5 6.185 J.- /7. 94

Table 8.05f
Manning's Roughness Coefficient for Riprap and Gravel
Materlal dso (inches) 0-0.5 ft
Gravel 1 0.033
2 0.045
Rlprap 6 0.106
9 0.215
12 0.797
15 -
18 -
21 -
24 -
n value for Depth Ranges
0.5-1.0 ft 1.0-2.0 ft > 2.0 ft
0.028 0.026 0.025
0.034 0.034 0.031
0.054 a . OCo 3
-
'
- " 0.044 t 0.041
°?04
"os?
0.0
0 6
8 0.0s2 0.047
0.084 0.060 0.053
0.104 0.068 0.059
0.127 0.076 0.064
0.158 0.085 0.070
0.199 0.095 0.076
DETERMIMNG SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T=yds
i
where:
T = shear stress in lb/ft2
y = unit weight of water, 62.4 lb/ft3
d = flow depth in ft
s = channel gradient in ft/ft.
If the permissible shear stress, Td, given in Table 8.05g is greater than the com-
puted shear stress, the riprap or temporary lining is considered acceptable. If a
lining is unacceptable, select a lining with a higher permissible shear stress and
repeat the calculations for normal depth and shear stress. In some cases it may
be necessary to alter channel dimensions to reduce the shear stress.
Computing tractive force around a channel bend requires special considerations
because the change in flow direction imposes higher shear stress on the chan-
nel bottom and banks. The maximum shear stress in a bend, Tb, is given by the
following equation:
Tb = KbT
where:
Tb = bend shear stress in lb/ft2
Kb = bend factor
T = computed stress for straight channel in lb/ft2

The value of Kb is related to the radius of curvature of the, channel at its center
line, Rc, and the bottom width of the channel, B, Figure 8.05e. The length of
channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
8.05f.
8.05.12

JOHN A. BROADBOOKS, ASLA roe ML l fJ -?ilil t, D I I/ ,
- ? ?
Landscape. Architect/Planner SHEET NO. w OF ASHEVILLE, NC 28801 CALCULATED BY DATE ((-5-7* q 3
[phone] CHECKED BY DATE

i
p ? a ..........._

- .. I .......... ............

c1
i
I . ... I..
DEPTH OF FLOW
TOP WIDTH
SIDE SLOPES, X:1
BOTTOM, FT.
SLOPE, FT./FT.
MANNING'S 'n'
DISCHARGE, CFS
VELOCITY, FPS
I..
..... I
.....

?..

i

i i
:
TRAPEZOIDAL DITCH : UNIFORM FLOW ............ ........... ............ 1 ............ .1......... .-
1.04
18.22
3.00:1
12.00
.2000
.0560
166.00
10.60
RIP RAP SPILLWAY OUTFALL SECTION FOR Q100 - Q10
... ..
TRAPEZOIDAL DITCH UNIFORM FLOW
DEPTH OF FLOW 1.95
TOP WIDTH 23 .71 ,
„_..,,•..i.•,.,... SIDE SLOPES, X:1 3.00:1
BOTTOM, FT. 12.00
SLOPE, FT./FT. .0200
MANNING'S 'n' .0560
DISCHARGE, CFS 166.00
VELOCITY, FPS 4.77
RIP RAP SPILLWAY CREST SECTION FOR Q100 - Q10
i
1ron,ct}cti®?H t.a.n u,n01111
JOHN A. BROADBOOKS, ASLA
Landscape Architect/Planner
ASHEVILLE; NC 28801
[phone]
p F=mI fi?,iK C'GM Wu 01111

SHEET NO
OF
CALCULATED BY DATE
CHECKED 13Y
DATE
g3a?a-aZ

JOHN A. BROADBOOKS, ASLA
Landsc.ape.Architect/Planner
ASHEVILLE,' NC 28801
[phone]

L l ti e:
l t.J
nI ?,

Oj 0

`?? 7"f?7 r
w I Q K
308. 01 Rip Rap is frequently required for scour protection, in W_15
channels. At pres.ent, the NCSHC specifications include
only two'(2) classes of rip rap. It has been found that
these, satisfy most needs.
l- C7 x LA V,13"57- 'Sr ? 5
--? 308-02 As a rule of thumb, for channels with base widths less
than 201 and velocities less than 15 fps).. Class I rip
rap is used. Generally, only the banks require pro-
tection, and the rip rap is carried 21 below stream
bed, with 21 toe wall on beginning end. ! _ ,???,?p2(?ES.r
1,C5 ?rblJ?
-308.03 On streams more than 20' base width, Class II rip
rap is used if velocities do not exceed 15 fps.
The rip rap is carried 3' below stream bed and the
toe wall as above carried 3' into the bank. 3' = 2 t,
308.04 Where rip rap is required outside the above criteria,
the method in. Hydraulic-Engineering Circular No.
11 is used.
308.05 Where rip rap is required in lakes for prevention
of wave erosion, Class I 12" thick with a filter
blanket is used. As an alternate, quarry run stone
may be substituted. The thickness required is 3
feet with the following approximate gradation with
{ no filter blanket:
20-50 lbs. 60%
10-20 lbs. 30%
less than 10 lbs. 10%
308.06 Where a filter blanket. is needed, it will be No.
1 stone 6" thick, or an approved filter cloth may
be used.
308.07 The required height above normal water surface for
wave. run up is determined from chart No. C400.9
with a minimum of 21.
308.08 On lakes with fluctuating water levels, emban,kmen:t
protection is required between elevations. 2' above
the 25 year pool and 2' below maximum drawdown.
?. Nis ? IT75
73
JOB
JOHN A. BROADBOOKS, ASLA - ?(p of
Landscape Architect/Planner SHEET NO.
BY ? ^ ? • ' ? I ??
ASHEVILLE, NC 28801 CALCULATED DATE
[phone] CHECKED BY DATE
....... Lj. .... ?.......1...._. ................
.....
t..... -T-1 ca..:.. r..........r.....
I
............... .............:. ........... ?1--.L._.?.'-" r...........?...................
'........._. ....
TRAPEZOIDAL DITCH UNIFORM FLOW ............A/1./N..II...N...S...
DEPTH OF FLOW 1.97
- TOP WIDTH 23.83
...............
SIDE SLOPES, X:1 3.00:1 .............i..._........ ..............
BOTTOM, FT. 12.00 I i I
-I° SLOPE, FT./FT. .0833
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