20001195 Ver 12_Stormwater Info_20100826

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Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2008 by Autodesk, Inc. v6.052
Taxiway D
Bio Retention
Project: Bioretention Basin.gpw Thursday, Aug 26, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052 Thursday, Aug 26, 2010
Hyd. No. 2
Bio Retention
Hydrograph type = Reservoir Peak discharge = 6.223 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 0.839 acft
Inflow hyd. No. = 1 - Taxiway D Max. Elevation = 716.30 ft
Reservoir name = Bio Basin Max. Storage = 0.251 acft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 -' '
0 2 4
Hyd No. 2
Bio Retention
Hyd. No. 2 -- 1 Year
4
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 1 111 1 I I I I Total storage used = 0.251 acft Time (hrs)
6
Pond Report 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2008 by Autodesk, Inc. v6.052 Thursday, Aug 26, 2010
Pond No. 1 - Bio Basin
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 715.30 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft)
0.00 715.30 10,500 0.000 0.000
1.00 716.30 11,400 0.251 0.251
2.00 717.30 11,400 0.262 0.513
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) Inactive 5.10 0.00 0.00 Crest Len (ft) Inactive 40.00 0.00 0.00
Span (in) = 4.00 5.10 0.00 0.00 Crest El. (ft) = 716.30 716.30 0.00 0.00
No. Barrels = 12 12 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 715.30 715.30 0.00 0.00 Weir Type = Rect Rect --- ---
Length(ft) = 1.00 26.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No 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 (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80 -
0.60 -
0.40 -
0.20 -
Stage / Discharge
Elev (ft)
717.30
717.10
716.90
716.70
716.50
716.30
716.10
715.90
715.70
715.50
0.00 ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 715.30
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0 150.0
Total Q Discharge (cfs)
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(acft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(acft) Hydrograph
description
1 SCS Runoff 37.87 2 716 1.777 ------ ------ ------ Taxiway D
2 Reservoir 35.78 2 718 1.777 1 716.66 0.344 Bio Retention
Bioretention Basin.gpw Return Period: 10 Year Thursday, Aug 26, 2010
Hydrograph Report
7
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2008 by Autodesk, Inc. v6.052 Thursday, Aug 26, 2010
Hyd. No. 1
Taxiway D
Hydrograph type = SCS Runoff Peak discharge = 37.87 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 1.777 acft
Drainage area = 7.700 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
` Composite (Area/CN) = [(2.600 x 98) + (5.100 x 74)] / 7.700
Q (cfs)
40.00
Taxiway D
Hyd. No. 1 -- 10 Year
30.00
20.00
10.00
0.00 ' '
0.0 2.0
Hyd No. 1
4.0 6.0 8.0 10.0 12.0 14.0
Q (cfs)
40.00
30.00
20.00
10.00
0.00
16.0 18.0 20.0 22.0
Time (hrs)
Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2008 by Autodesk, Inc. v6.052 Thursday, Aug 26, 2010
Hyd. No. 2
Bio Retention
Hydrograph type = Reservoir Peak discharge = 35.78 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 1.777 acft
Inflow hyd. No. = 1 - Taxiway D Max. Elevation = 716.66 ft
Reservoir name = Bio Basin Max. Storage = 0.344 acft
Storage Indication method used
0 (cfs)
40.00
30.00
20.00
10.00
0.00 '
0 2 4
Hyd No. 2
Bio Retention
Hyd. No. 2 -- 10 Year
6 8 10 12 14 16 18 20 22
Hyd No. 1 1 LLH 111 Total storage used = 0.344 acft
0 (cfs)
40.00
30.00
20.00
10.00
1 0.00
24
Time (hrs)
Hydrograph Summary Report,
ydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(acft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(acft) Hydrograph
description
1 SCS Runoff 47.83 2 716 2.266 ------ ------ ------ Taxiway D
2 Reservoir 46.42 2 718 2.266 1 716.74 0.366 Bio Retention
Bioretention Basin.gpw Return Period: 25 Year Thursday, Aug 26, 2010
Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2008 by Autodesk, Inc. v6.052 Thursday, Aug 26, 2010
Hyd. No. 1
Taxiway D
Hydrograph type = SCS Runoff Peak discharge = 47.83 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 2.266 acft
Drainage area = 7.700 ac Curve number = 82*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
" Composite (Area/CN) = [(2.600 x 98) + (5.100 x 74)] / 7.700
Q (cfs)
50.00
Taxiway D
Hyd. No. 1 -- 25 Year
40.00
30.00
20.00
10.00
0.00
0.0 2.0
Hyd No. 1
4.0 6.0 8.0 10.0 12.0 14.0
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
16.0 18.0 20.0 22.0
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D(9 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Bio Retention
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyd. No. = 1 - Taxiway D
Reservoir name = Bio Basin
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
11
Thursday, Aug 26, 2010
= 46.42 cfs
= 11.97 hrs
= 2.266 acft
= 716.74 ft
= 0.366 acft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2
Hyd No. 2
Bio Retention
Hyd. No. 2 -- 25 Year
4 6 8 10
Hyd No. 1
12 14 16 18 20 22
CU H1 I k Total storage used = 0.366 acft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
z 0.00
24
Time (hrs)
Permit No:
(to be assigned by DWQ)
Haim- ?Y
OD - I ?°1S V 10 I
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Charlotte Douglas International Airport SWMP for Taxiway D
Contact name Ron Geiger
Phone number 704-338-6825
Date May 14, 2010
Drainage area number A
II. DESIGN INFORMATION
Site Characteristics
Drainage area 441,000.00 ftz
Impervious area 125,000.00 ftz
Percent impervious 28.3% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume
Storage Volume: SR Waters
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Soils Report Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight)
Phosphorus Index (P-Index)
Form SW401-Bioretention-Rev.3
3.02 in
0.13 in/hr
31.28 ft3/sec
33.37 ft3/sec
2.09 ft3/sec
11,212.50 ft3
ft3
ft3
ft3
ft3
12.00 inches
1.00 ft
11400.00 ft
300.00 ft
38.00 ft
ft
Q = CIA = 0.6*5.15*142,040/43560
Q = CIA = 0.64*5.15*142,040/43560
OK
OK
OK
OK
8.00 hr OK
16.00 hr OK
24.00 hr
0.52 in/hr OK
1.50 in/hr OK
85% OK
10% OK
5% OK
Total: 100%
20 (unitless) OK
AUG 2 6 2010
DENR-WATEWQUAUTY
WETLANDS W STQRMTER BRANCH
Part I II, Page 1 of 2
Permit No:
(to be assigned by DWQ)
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (frorrrtreatment system)
14
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
716.30 fmsl
715.30 fmsl OK
713.10 fmsl
2.20 ft
2.00 inches OK
706.00 fmsl OK
Y (Y or N)
16 OK
2.00 OK
1.00 ft
712.10 fmsl
6.10 ft OK
Y (Y or N) OK
N (Y or N)
0 More species are recommended.
0 More species are recommended.
1 More species are recommended.
Y (Y or N) OK
Y (Y or N) OK
LV IL
Y (Y or N) Submit a level spreader supplement.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
fUsec
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
N
N
Form SW401-Bioretention-Rev.3 Part III, Page 2 of 2
Designed By: BCK Date: 25-Jul-10
Checked By: RG Date: 5-Aug-10
Company: HDR
Project Name: Taxiway D Bio Basin
Project No.:
Site Location (City/Town) Charlotte
Culvert Id. S-9
Total Drainage Area (acres) 6.8
Step 1. Det+ennine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe, If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum talwater condition,
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto tcide Sat areas with no defined channel area assumed
to Iaave a minimum tailwater condition unless reliable flood stage elevations
show other%ise_
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
6
Min TW (Fig. 8.06a)
36
12
Step L. Based on the tailwater : onditions determmed in step 1, enter Figure
9 _(,6 a orF jnire E_06b, and dete ii a d5„ riprap size and minimum apron length
2). The d size i3 the median stone size in a well-graded riprap apron-
Step 3. Determine apron width at the -31pe outlet, the apron shape, and the
apron width at the outlet end from the same kgwe rased in Step 2_
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.77
Maximum TW
Figure 8.06b
User Input Data
Calculated Value
Reference Data
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.) 6
Apron shape
Apron width at outlet end (ft.) 22
Step 4. Determine the maximum stone diameter:
drnax= 1.5 x d50
Minimum TW
Max Stone Diameter, dmax (ft.) 1.155
Step 5. Determine the apron thickness:
,Apron thickness = 1.5 x d flax
Apron Thickness(ft.)
Minimum TW
1.7325
20
6
2
Maximum TW
0
Maximum TW
0
Step 6. Fit tae riprap apron to the site by making it Level for the minirntun
length, L., from Figure 8.06a or Eg ze 8.06b_ Extend the apron farther
downstream and along channel hanks until stability is assured. Keep the
apron as straight as possible and ahgn it Nvith the flow of the receiving stream.
Nfake any necessary alignment bends near the pipe cutlet so that the entrance
into the receiving stream is straight-
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increavice the size of riprap where protection of the
charnel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8_C6.8_
Designed By: BCK Date: 25-Jul-10
Checked By: RG Date: 5-Aug-10
Company: HDR
Project Name: Taxiway D Bio Basin
Project No.:
Site Location (City/Town) Charlotte
Culvert Id. S-7
Total Drainage Area (acres) 1.6
Step 1. Determine the tailwater depth from channel characteristics below: the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
dhan half the outlet pipe diameter, it is classified n inimum to lwaater condition-
lf it is greater than half the pipe diameter, it is classified maximum condition.
?ipes that outlet cnto 'Wide Sat areas with no defined channel are assumed
to have a mini*nuun tailwater condition unless reliable flood stage eletimtionss
show othe xNise-
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
-24
6
Min TW (Fig. 8.06a)
18
10
Step 2. Based on the tailwater zonditions dete nrned in step 1, enter Figure
3_06a orFigure 8.06b, and deterrure d,, r prap size acid minimum apron length
'Q. The d siDe is the median stone size in a well-graded riprap apron.
Strp 3. Determine apron width at the Sipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used iu Step 2 _
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
Maximum TW
Figure 8.06b
0.4 0
User Input Data
Calculated Value
Reference Data
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.) 6
Apron shape
Apron width at outlet end (ft.) 16
Step 4. Determine the maximum stone diameter:
cirrum = 1.5 x d5o
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Determine the apron thickness: -
Apro,i thickness = 1.5 x dMax
Apron Thickness(ft.)
Minimum TW
0.9
14
6
2
Maximum TW
0
Maximum TW
0
Step 6. Fit the rigrap apron to the site by making it l- vel for the minimum
length, L, from Figure 8.06a or Frgtxe 8.06b. Extend the apron farther
downstream and along channel hanks until stability is assured- Deep the
apron as straight as possible and align it with the flow of the recerving stream-
Make any necessary alignment bends near the pig= cutlet so that the entrance
into the receiving stream is straight-
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary 1' Appendix 8. 0-Fi. Where ot-erfalls exist. at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8-C6.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3?0
Outlet y Do + L I'
b a 9a --
p pe s
d arreter (Do
.-La --
..
..
70,
67.
.. i i 4
I
••,?\? a I t'O?-? I ?..._ ' .. ? . .1t ?T!'T' _`41 ?. ?'?}?. 1J '4
+F
m
N Q
.L`
tI
O
'o
3 5 10
59 :00
Discharge Ofsec)
" 0
loan
Curies may not be extrapolated.
Figme 8.059 Clssign or ousiet protectbn protection from a round pipe flawing fill, mir4murn tailwater condition (Tw < 0.5 diameter).
Rar.1193 8.06.3
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~ ~ EXISTING STORM DRAIN ~yJ
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PROPOSED DRAINAGE BOUNDARY ENGINEMING 8c PLANNING CONSULTANTS
! q HDR Engineering, Inc. 029856 49-4-4 PARKWAY , of the Carolinas PLAZA BOULEVARD, SUITE 350
0 N PROPOSED CONCRETE PAVEMENT SCALE IN FEET 0 J FEET n'~ F o HARLOTTEa NORTH CAROLINA x'8217 S€~ v
t~' a e~ l?~IY44~a°~[. `oo ?0' ;yY~~q~~,......_cc¢~°bo° PHONE: 70,x-4?6-60'-/'0 FAX: [phone]
PROPOSED BITUMINOUS PAVEMENT 1 =1 00 eCypsi0 ° N.C.B.E.L.S.LicenseNumber F-0116
(A 128 S Tryon Street, Suite 1400 ( Charlotte, NC 28202 NC LICEN `;E NO. C--' 163 Z Phone: [phone] "O
a Fax: [phone] WV, tclbtandk ri g1t.com
U

- ~
~a
_ v BIO-RETENTION SWALE TABLE ~
- SURFACE L _ W
BIO SWALE ID ELEVATION (FEET) (FEET ~
E1 715.3 300' 38' ~

« _ 4" UNDERDRAIN,
5 LENGTH=0.8(W) A
c~ r__ - _ r ~
1 ° L
" ~ J - 3p ~ ~ N-_ . s o r- i
I
_ _ u F _
,f . B I - _ ~ I B
9, ~ r I ~ ~ I
S.. ,i VV ~ ~ I W I r~_.
~ Z
`a j = _ _ ~I ~
aF
s~ ` ,
v. i LIMITS OF MEDIA ~ NOTE 1
- 'wy~^., .,w, e CONNECT UNDERDRAIN A LONGITUDINAL
, , t.. TO INLET OR DAYLIGHT UNDERDRAIN
'~~~F•w hA'j4 ~ 4~ I AS SHOWN ON PLANS CLEAN-OUT RISER
y, ~ . , (TYP.)
r I ~ ELEV r
~ 716.9 ~ v, 1 i r r ,11 4 i,~i
. 111 ~ r --1
' . 11- ',..M* ~ ~ ~ 6.9 ELEV ~ N ~ r ,111 - L I I - TI
W 716.7 w...,, , ~ ~ ~ o , 11 ` , pa ~
5, , ~ ~ ; CLASS 1 RIPRA r 11% ,,y, 11 NOT TO SCALE
' 18" W GEOTEXTILE r 1% . . ~ -'a r / ~ ~ c~
r .3 ~ W=22' 111' ' ~ ~ , c~ ~ ~
~ ~ r _ ~ 7 6.7 1 , c, , ( 71 s.4 /
~ , ' 'w....._ nlss' r TRANSITION AREA BOUNDARY , I ~ r 11 BOUNDARY - ~ -W ~ ~ ~_i
. - M . , ~ ~ ' ( ~ r 111 ELEV. - 716.3'
/ r 1'1 , ~ K - - 3.1 SLOPE TO BASIN ~ ; %11 ~'y - LEV - . ',SIN 3 4" CLEAN OUT 3 ~ ~ ~
GRASSED SWALE _ _ ~ " . ~ ~ ~ ~ ~ ~ / ..716.3' ~ ~ -'1 RISER W/CAP 1'- ~ ~ - Ul C7 C)
• r ~ - Ell ~
/ 1 m., = / 1-- ~r ~w ` .y , , . f ~S"~.
- e ~ b * ~r 1,,~.._ ~ ~ _ , , ~ ~ %1 BIORETENTION BASIN v _ ~ , 7~ ~ r ~a GRASS _ . ~ ~~,tir
~ ~ , 1, A" : PG 1 _ , ~`n. i.~ / . ' ~ BOUN ~ w.. 71ss' ' 41 DARY ro.. IN-SITU SOIL G ' j ~ ~"r ESTABLISHED r r ~ IN-SITU SOIL r, n ti c' ~ u
, p w,~ 1~- - ELEV. = 71 . ~ ~ ~ . ,111 i J / l ' E 7 _ t K , ~ 42 .>r v>` EY SODDING f` ~ ~x`~, t
" ~ ~ ~ i - ~1$ :ai , C t 1~ t°n1 ~ 4' r t. ` ~s Y X~ ~ ~
. ,
k~LEV ' s ` , ~ ' ~ ~ _ /111 7,25 - ~ /11 20' WE
- 1s s - 7 , 1.~ ~ ~ RA ` I CLASS 1 RIP P r ,
~ , r..~.. ~ ~ ELEV 16 3' _ 7 a
5 ~ , k ~ ;i _ - i. i ~ , w, s ; ELEV. ~ ~ .e y~ - CLASS __1. RIPRAP FILTER FABRIC AMOK ( Co PROPER- 4" WASHED SAND
E ' . , / ~ 18 W/GEOTEXTIL _4 _ . 4551, MIRAFI 160N, OR APPROVED
e - ~ , ~ - ` an;. ~ ~ t i _ .5 ~ - _ w. EQUAL) 8" N0. 57 STONE (TYP.)
/ - . ..~.y ~ 1 ~ _ , a. LEV SSED ~ - ~ ~1 s " - 6" LONGITUDINAL UNDERDRAIN
I ~ , ~ ~ ~ _ - - ri . ~ ..M . : s , , 716.3 4 I f SWALE _ - - _ . N - 4" UNDERDRAIN,
I~~ r ~ ~ _ _ - - - -1!` , BIORETENTION- BASIN ` Ir .E PERFORATED PIPE 2' FILL SOIL MEDIA 85% SAND
~I ~ ~ 1 ELEV E _ -~..'-"ELEV t _ r _ - . ELEV 1 ELEV ~ ~ ; _ - 1 - 7tss -B.QUNDARY / 1%III j ~ p ~f ~ ~ - ~ 3' - - , . 1 6" LONGITUDINAL UNDERDRAIN 10% FINES
I e' I 71 s.7 716:5 716.6; - 71 s > . E[~v ELE~J.: X1=5, ~%111" . I 1 I ~ i t 3 , 716.3' ~ - % 11/ ~ ~ ' S% ORGANIC ~.,o
E M . F ~ 71 s.5 V. _.....716.0' % z_ / 1 r ~ ELE ~~1
. , 1 _ , - t
F ~ - '11 _ ~:--'k~r TRANSITION AREA BOUNDARY '20 WEIR, CLASS`~7`.RIPRAP " - _ - - 716.6, , ~ _ I - I SALE '
X111= ' _ _ ~ ELEV. = 716.3 ELEV. - 716.3 ' . , .
1 ~ ~ , /11 » , I, 3.1 SLOPE TO BASIN ~ 6 PVC ! ~ 11 4 _ ~11~= "INV OUT- - 71-1.80 " - - ~ NOT TO SCALE
! i~ E 1 / ~ ~ I ~ ~ h ! ; ~ ~ //1 k
1 r f ~ CLASS 1 RIPRAP APRON %111%- ~ I ~ r s ~ _
h i ~ » , ~ ~ti 1I ~ 18 W/GEOTEXTILE - ' ~ -111%111 { ~ 1 1 ' ~ Il/111// EARTHEN BERM BIORETENTION SURFACE BIO-SWALE
YYY ..-.._4 ~ , , ~ ~ 11,111 / _ , ELEVATION 715.3 OVERFLOW ,
' 1 1- ,1 ~ _ %Il / tn ~ ~ 1- 1 ~ , ~ 1 ~ ; L,
. ~ ~ ~ , --lr T s.~ll ..ter 3;,2~ ~ ,1/1 / 1 1 / ii !111'', -
,'r ~ ~ 1 r 1 ~ ,o ~ ~ d ~ ~ 11-111" 4" CLEAN OUT RISER W/CAP
N , ' N ` i >--``'l , %111%1%% I , t ~ ° / 1%111-,
~ ~ --111---- ~0 i ~ d I' 1 1 / Il-- /1 r I 1'
,x-111 -1C-111- I i ! , : ~ Illl ,111=~- 1111 - - r~ ~ , _ ~
r I ~ ~ - ~il~,y~~ «t ~ ? ~ ~ ~rN .r,~ z C d,~
x r , - I 2 r i ~ ` '~4 I ; `-1 , 7~~ ~ , , TO UNDERDRAIN
f ? ~ ~ CLASS 1 -RIPRAP ~ r; i r 18 W/GEOTEXTILE COLLECTOR
l EARTH~N BER _ , ~ E ~ - EARTHEN BERM , ~ ' TOP ELEV. - 717.0 .
; ' I = TOP ELEV. = 717.0' TOP WIDTH 2 o ~ j - FILTER FABRIC 6" LONGITUDINAL 2' FILL/SOIL MEDIA
r' - TOP WIDTH - 2 ' BOTTOM WIDTH - 6 - , " 1,, ~ SILT' FENCE i~. ~ a ~ , ' ~ _ (AMOCO PROPER UNDERDRAIN, GRADE --4" WASHED SAND 85% SAND, ~~1-
~ ~ _ SIDE SLOPE ='2:1 BOTTOM WIDTM 6 1 z 4551, MIRAFI 160N, TO DAYLIGHT AS 8" N0. 57 STONE 10% FINES, J_
" 1 ~ , e ` SIDE SLOPE = 2' 1 ' r ~^i ~ OR APPROVED SHOWN ON PLANS 5% ORGANIC I GRASS ESTABLISHED I__.
~ , I~ : EQUAL) BY SODDING
i ~ - , . d Y-~ X d , ` l~e.~
F ~ F a ` ~ . J ~ ~ , ~ _ i ~ I yr, i.... II
i t { ~ " r 1} ~ ! mma.... 9 .,gym. I.....__I
a" ~ kf w '
~ _ ~ _ _ - ~ - tom,,' `r~~;:
F ~ i , ~I ~ ~ 7 r 1 dd r e~ _ ~ _ ~ t ~ - ` r ~ d ~ i NOT TO SCALE ~ ~
,P r i ~ r -3 t :f - ~ _ n
_ _ r---
r ( - a r,~ ~ ~ NOTES: , , .w_~.
~ p , rs. ~ ~ ~ , a
~ _ _ 1. UNDERDRAIN PIPE OUTSIDE OF MEDIA, AND CLEAN-OUT RISERS TO BE SOLID
~ ~ 6" PIPE. LONGITUDINAL PIPES SHALL BE 6" PERFORATED AND LATERAL ~--~-~I ~
D ~ ' ~ _ PIPES SHALL BE 4" PERFORATED. ALL PERFORATED PIPES SHALL HAVE A IW.=~
r 1 i.. MIMIMUM OF 4" N0. 57 STONE AROUND ALL SIDES AND WRAPPED WITH _
r - ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ . FILTER FABRIC. ~~J
__~_:_~_r---- 2. ALL PIPING WITHIN THE UNDERDRAIN SYSTEM SHALL HAVE A MINIMUM SLOPE dry
. - ~ - " 1 ~ OF 0.5 PERCENT AND SHALL BE CONSTRUCTED OF SCHEDULE 40 ~ I_~I
0 v s m 9 ~ ~ ~ ~ ~ ~ (PERFORATED AND NON PERFORATED) PVC PIPE.
3. PLANTING MEDIA SOIL MUST BE TESTED PRIOR TO INSTALLATION TO ENSURE ~ -h-~ ~~~a
o ~ ~ ~ ~ ~ e ~ ~ THE PHOSPHORUS INDEX IS EQUAL TO 20 5. w~)
al ~ ~ ~ ~ ~ ~ ~ ~ ~ titi ~ ~ ~ ~ ~ ~ ~ y ~ 4. DO NOT INSTALL BIORETENTION FILTER MEDIA LAYERS AND UNDERDRAIN
N LEGEND m ~ ~ ~ ~ ~ SYSTEM UNTIL AREAS DRAINING TO BIORETENTION SWALE ARE STABILIZED.
a a
EXISTING CONTOUR z '
5 o EXISTING STORM DRAIN ~
0
m 9 PROPOSED CONTOUR 20' ~ 20 10 0 a 'O6. tea. ; a 20' 40' 60' risl~~-'y-~ ' 3
M
d .a EIN NEERINC & PLANNING CONSULTANTS
m PROPOSED INDEX CONTOUR =4 EA L s HDREngineering, Inc. q.~,4 9PARKWAY PLAZA EOUL.EVARD SUITE 330 ;K: 1. r
0 PROPOSED BITUMINOUS PAVEMENT SCALE IN FEET N O V I N FEET ; 029856 of the Carolinas c I I. o CHARLOTTE, NORTH CAROLINA 28217
O yy W =20' PHONL 704-426-60'i`0 FAX: 704_26-6080 y ! bo+o0ae 0 \ bb
m _C ?y I! t,\ ee yeq~ C ~~P'`ea N.C.B.E.L.S. License Number F-0116 ~
O cc'aaaaa:~y~\o 128 S Tryon Street, Suite 1400 1 Charlotte, NC 28202 NC LICENSE NO. C-1163 OF J r Jol Phone: [phone] y~, (t JE (t€fhC~ P'It)Nt ,.4;(7CT1
6 Fax: [phone]
U