SW4170401- The Reserve At Regents Center - Phase 2 (3)

HYDRAULIC & EROSION
CONTROL CALCULATIONS
FOR
THE RESERVE AT REGENTS CENTER
PHASE 2
LEXINGTON, NC
PROJECT.
2016-087
MARCH 2017
CAR°
cs§Ess9<
047q%% NE. .•'
R. GLI3N6'
3f,a'i1
JAMESTOWN ENGINEERING GROUP, INC
117 EAST MAIN STREET P 0. BOX 365
JAMESTOWN, NC 27282
(336) 886-5523
C — 0626

JAMESTOWN ENGINEERING GROUP,INC
117 E MAIN STREET
JAMESTOWN,NC 27282
DESIGN OF BIO-RETENTION CELL
I GENERAL
A DESIGN CRITERIA
DESIGN IS BASED UPON NCDEQ SrORMWATER GUIDELINES
B SITE INFORMATION
THE PROPOSED SITE IS LOCATED WITHIN THE YADKIN PEE-DEE NON-WATER SUPPLY WATERSHED
GENERAL SITE DATA IS LISTED BELOW
RESERVE
BIO-RETENTION
#1
SITE AREA 33 43
OFF-SITE AREA 0 00
TOTAL SITE AREA 33 43
OFF-SITE DRAINAGE AREA 0 87
SITE DRAINAGE AREA 4 31
DIVERTED AREA 0
DISTURBED AREA 4 2
#UNITS PROPOSED 0
IMPERVIOUS AREA SF/UNIT 0
FUTURE ALLOWABLE ISA 0 00
STREETS,DRIVEWAYS&SIDEWALKS 2 63
TOTAL 2 63
%BUILT UPON(FOR SITE DRAINAGE AREA) 50 77%
DU/ACRE(SITE) 0 00
C DRY POND INFORMATION/REQUIREMENTS
VOLUME REQUIREMENTS OF BMP 1 WQV=PRvDA/12
50 8% IMPERVIOUS 1 FIRST 1 IN OF RUNOFF(HIGH DENSITY)
WATER QUALITY VOLUME 1 0 x 22 x 43560 = 9532 CF
1/8 PERM SED STORAGE 0 x 5 18 x 3630 = 0 CF
1/2 TEMP SED STORAGE 0 x 4 20 x 3630 = 0 CF
D METHOD OF ANALYSIS
INFLOW HYDROGRAPHS SMALL WATERSHED METHOD
PEAK INFLOWS RATIONAL METHOD
POND ROUTING REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP

II'BMP#1 DESIGN
A INFLOW HYDROGRAPHS
1 PRE-DEVELOPEMENT
OFF-SITE AREA 0 87 ACRES
(APT LOTS) C= 0 70
ON-SITE AREA 4 31 ACRES
(UNIMPROVED) C= 0 45
5,2 ACRES C= 0 49
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW 5 fps 267 ft 534 sec
CHANNEL FLOW 8 0 fps ft sec
PIPE FLOW 14 0 fps 930 ft 66 sec
600 sec
Tc= 10 0 min
PEAK FLOW 0=CIA
1(1)= 2 9 in/hr
1(10)= 5 8 in/hr
1(100)= 8 0 in/hr
Q(2)= 7 4 CFS
Q(10)= 14 8 CFS
Q(100)= 20 4 CFS
2 POST-DEVELOPEMENT
OFF-SITE AREA
(APT LOTS) 0 87 ACRES C= 0 10
ON-SITE AREA 50 77% IMPERVIOUS
IMPERVIOUS 2 63 ACRES C= 0 95
LAWN 1 68 ACRES 0 40
DIVERTED AREA 0 00 ACRES 0 8
SITE DRAINAGE AREA AVERAGE 0 74
COMPOSITE 5 2 ACRES C= 0 73
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW 5 fps 267 ft 534 sec
CHANNEL FLOW 8 0 fps ft sec
PIPE FLOW 14 0 fps 930 ft 66 sec I g I Iii f Td)
600 sec 1d _DURATION(MIN)
Tc= 10 0 min R q h
10-YEAR EVENT INTENSITY 2 121 19
PEAK FLOW 0=CIA FROM(ABLE 5 161 21
10 MIN 5 78 in/hr 10 185 22
1(1)= 2 9 in/hr 30 MIN 3 56 in/hr 25 220 23
1(10)= 5 8 in/hr 120 MIN 1 30 in/hr 50 246 24
1(100)= 8 0 in/hr 6 HR 0 58 in/hr (FROM NOAA) 100 713 74
12 HR 0 35 in/hr (FROM NOAA)
Q(1)= 10 8 CFS
Q(10)= 21 9 CFS 1-YEAR EVENT INTENSITY
0(100)= 30 2 CFS 24 HR 0 119 in/hr (FROM NOAA)
100-YEAR EVENT INTENSITY
10 MIN 8 03 in/hr
6 HR 0 83 in/hr (FROM NOAA)
DEPTH OF RUNOFF PEAK FLOW RUNOFF Q' TIME TO PEAK
24 HR 1-YEAR PRECIPATION(P)= 05 in 0 45 CFS 03 in 13 min
10 MIN 10-YEAR PRECIPATION(P)= 96 in 21 9 CFS 33 in 3 min
30 MIN 10-YEAR PRECIPATION(P)= 1 78 in 13 4 CFS 97 in 16 min
120 MIN 10-YEAR PRECIPATION(P)= 2 61 in 4 9 CFS 1 71 in 78 min
6 HR 10-YEAR PRECIPATION(P)= 3 48 in 2 2 CFS 2 52 in 259 min
12 HR 10-YEAR PRECIPATION(P)= 4 20 in 1 3 CFS 3 21 in 547 min
10 MIN 100-YEAR PRECIPATION(P)= 1 34 in 30 3 CFS 61 in 5 min
6 HR 100-YEAR PRECIPATION(P)= 4 98 in 3 1 CFS 3 96 in 285 min
CN= 91
S=(1000/CN)-10= 99 in
RUNOFF DEPTH(Q')=(P-0 2 x S)^2/(P+0 8 x S)
TIME TO PEAK=RUNOFF VOLUME/(1 39 x Qp)
B ESTIMATE STORAGE
1 S=(Q(Post)-Q(Pre))•Tp
S= 2766 CF

Char-Meck Bioretention Design Guidance (Hahne, 2004)
note• this is provided for you to see an alternative sizing guideline
WATER QUALITY VOLUME (WQv)
Rv= runoff coefficient(Runoff/Rainfall)
Rv= 0.05 + 0.009( I ) Where "I" = % Impervious
("Simple Method"- Schueler, 1987)
NCDENR April 1999
WQv= 1.0"RvA
12
Fill in Values:
"I" = 50.8 Percent Impervious of Site
'#1 "A" = 5.19 Acres
Answer:
WQv= 0.219 ]Ac. Ft.
9555 ]Cubic Feet Required
BIORETENTION AREA
Formula:
Af= (WQv) (Df) Where:
((k) (Hf+Df) (Tf)) Af = Surface area of Rain Garden (S.F.)
From Georgia Design Manual WQv= Water Quality Volume to be Captured
Section 3.2.3.6 Df = Filter Bed Depth (2 feet minimum)
(Based on Darcy's Law) k = permeability coefficient of filter media
(use 1.0 ft/day for sandy-loam)
Hf = Average height of water above filter bed
(use 6 inches, which is half of 12" ponding depth)
Tf = Design filter bed drain time in days
(2 Days or 48 hours )
Fill in Values:
"k" = 1 ft./day (1/2"/Hour)
Df = 2 Feet
Hf = 6 inches
Tf = 2 Days
Answer:
Af = 3822]Square Feet Required •
For Bioretention
44 Width Approximate Size
87 Length FiglegfirMOTE '

Permit Number
(to be provided by DWQ)
v�F C 151 F T
EXIK
NCDENR
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 1
Project name The Reserve at Regents Center Phase 2
Contact name Thomas R.(Rich)Glover,Jr.,PE
Phone number [phone]
Date March 21,2017
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 225,976 ft2
Impervious area 114,718 ft2
Percent impervious 50 8% %
Design rainfall depth 1 0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr,24-hr peak flow required? y (Y or N)
1-yr,24-hr runoff depth 2 86 in
1-yr,24-hr intensity 0 119 in/hr
Pre-development 1-yr,24-hr peak flow 8 500 ft3/sec
Post-development 1-yr,24-hr peak flow 13 200 ft3/sec
Pre/Post 1-yr,24-hr peak control 4 700 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 9,555.0 ft3
Volume provided 9,607.8 ft3 OK
Storage Volume: SA Waters
1 5"runoff volume ft3
Pre-development 1-yr,24-hr runoff ft3
Post-development 1-yr,24-hr runoff `ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Pending depth of water 12 inches OK
Pending depth of water 1 00 ft
Surface area of the top of the bioretention cell 4,664.0 ft2 OK
Length 88 ft OK
Width 53 ft OK
-or-Radius ft
Media and Soils Summary
Drawdown time,ponded volume 12 hr OK
Drawdown time,to 24 inches below surface 12 hr OK
Drawdown time,total. 24 hr
In-situ soil
Soil permeability 0 20 in/hr Insufficient Increase infiltration rate or include undo'drains
Planting media soil
Soil permeability 0 52 in/hr OK
Soil composition
Sand(by volume) 85% OK
Fines(by volume) 10% OK
°/o Organic(by volume) 5% OK
Total' 100%
Phosphorus Index(P-Index)of media 30 (unitless) OK
Form SW401-Bioretention-Rev 8
June 25,2010 Parts I and H Design Summary,Page 1 of 2

Permit Number___ _
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 669 81 fms1
Type of bioretention cell(answer"Y"to only one of the two
following questions):
Is this a grassed cell'? y (Y or N) OK
Is this a cell with trees/shrubs? n (Y or N)
Planting elevation(top of the mulch or grass sod layer) 668 81 fmsl
Depth of mulch 0 inches Insufficient mulch depth,unless installing grassed cell
Bottom of the planting media soil 666.81 fmsl
Planting media depth 2 ft
Depth of washed sand below planting media soil 0.33 ft
Are underdrains being installed? y (Y or N)
How many clean out pipes are being installed? 9 OK
What factor of safety is used for sizing the underdrains?(See 4 OK
BMP Manual Section 12 3 6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 665 48 fmsl
SHWT elevation 661 fmsl
Distance from bottom to SHWT 4.48 ft OK
Internal Water Storage Zone(IWS)
Does the design include IWS n (Y or N)
Elevation of the top of the upturned elbow 0 fmsl
Separation of IWS and Surface 668.81 ft OK
Planting Plan
Number of tree species _ 0
Number of shrub species
Number of herbaceous groundcover species _
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell'?
Does volume in excess of the design volume flow evenly distributed Y (Y or N) OK
through a vegetated filter'?
What is the length of the vegetated filter? ft
Does the design use a level spreader to evenly distribute flow'? N (Y or N) Show how flow is evenly distributed
Is the BMP located at least 30 feet from surface waters(50 feet if Y (Y or N) OK
SA waters)?
^_ _
Is the BMP localed at least 100 feet from water supply wells'? Y� (Y or N) OK
Are the vegetated side slopes equal to or less than 3 1'? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access Y (Y or N) OK
to a public Right of Way(ROW)?
Inlet velocity(from treatment system) 9 1 ft/sec Insufficient inlet velocity unless energy dissipating device:,arc
being used.
Is the area surrounding the cell likely to undergo development in N Y N OK
the future? ( or )
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized'? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an"X"in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed swale OK
Forebay X
Other
Form SW401-Bioretention-Rev 8
June 25,2010 Parts I and II Design Summary,Page 2 of 2

•
' JAMESTOWN ENGINEERING GROUP,INC
117 E MAIN STREET
JAMESTOWN,NC 27282
DESIGN OF BIO-RETENTION CELL
I GENERAL
A DESIGN CRITERIA
DESIGN IS BASED UPON NCDEQ STORMWATER GUIDELINES
B SITE INFORMATION
THE PROPOSED SITE IS LOCATED WITHIN THE YADKIN PEE-DEE NON-WATER SUPPLY WATERSHED
GENERAL SITE DATA IS LISTED BELOW
RESERVE
BIO-RETENTION
#2
SITE AREA 33 43
OFF-SITE AREA 0 00
TOTAL SITE AREA 33 43
OFF-SITE DRAINAGE AREA 0 00
SITE DRAINAGE AREA 1 3
DIVERTED AREA 0
DISTURBED AREA 1 3
#UNITS PROPOSED 0
IMPERVIOUS AREA SF/UNIT 0
FUTURE ALLOWABLE ISA 0 00
STREETS,DRIVEWAYS&SIDEWALKS 0 90
TOTAL 0 90
%BUILT UPON(FOR SITE DRAINAGE AREA) 69 23%
DU/ACRE(SITE) 0 00
C DRY POND INFORMATION/REQUIREMENTS
VOLUME REQUIREMENTS OF BMP 1 WQV=PRvDA/12
69 2% IMPERVIOUS 1 FIRST 1 IN OF RUNOFF(HIGH DENSITY)
WATER QUALITY VOLUME 1 0 x 07 x 43560 = 3176 CF
1/8 PERM SED STORAGE 0 x 1 30 x 3630 = 0 CF
1/2 TEMP SED STORAGE 0 x 1 30 x 3630 = 0 CF
D METHOD OF ANALYSIS
INFLOW HYDROGRAPHS SMALL WATERSHED METHOD
PEAK INFLOWS RATIONAL METHOD
POND ROUTING REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP

II 8MP#2 DESIGN
A INFLOW HYDROGRAPHS
1 PRE-DEVELOPEMENT
OFF-SITE AREA 0 00 ACRES
(APT I OTS) C= 0 70
ON-SITE AREA 1 30 ACRES
(UNIMPROVED) C. 0 45
1 3 ACRES C= 0 45
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW 5 fps 267 ft 534 sec
CHANNEL FLOW 8 0 fps ft sec
PIPE FLOW 14 0 fps 930 ft 66 sec
600 sec
Tc= 10 0 min
PEAK FLOW 0=CIA
1(1)= 2 9 In/hr
1(10)= 5 8 in/hr
1(100)= 8 0 In/hr
Q(2)= 1 7 CFS
Q(10)= 3 4 CFS
Q(100)= 4 7 CFS
2 POST-DEVELOPEMENT
OFF-SITE AREA
(APT LOTS) 0 ACRES C= 0 70
ON-SITE AREA 69 23% IMPERVIOUS
IMPERVIOUS 0 90 ACRES C= 0 95
LAWN 0.40 ACRES 0 40
DIVERTED AREA 0 00 ACRES 0 8
SITE DRAINAGE AREA AVERAGE 0 78
COMPOSITE 1 3 ACRES C= 0 78
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW 5 fps 267 ft 534 sec
CHANNEL FLOW 8 0 fps ft sec
PIPE FLOW 14 0 fps 930 ft 66 sec I= g f(h f Td)
600 sec Td=DURATION(MIN)
Tc= 10 0 min R g h
10-YEAR EVENT INTENSITY 2 127 19
PEAK FLOW Q=CIA FROM TABLE 5 161 71
10 MIN 5 78 in/hr 10 185 72
1(1)= 2 9 In/hr 30 MIN 3 56 in/hr 25 220 23
1(10)= 5 8 in/hr 120 MIN 1 30 in/hr 50 246 24
1(100)= 8 0 in/hr 6 HR 0 58 in/hr (FROM NOAA) 100 213 24
12 HR 0 35 in/hr (FROM NOAA)
Q(1)= 2 9 CFS
Q(10)= 5 9 CFS 1-YEAR EVENT INTENSITY
Q(100)= 8 1 CFS 24 HR 0 119 in/hr (FROM NOAA)
100-YEAR EVENT INTENSITY
10 MIN 8 03 in/hr
6 HR 0 83 in/hr (FROM NOAA)
DEPTH OF RUNOFF PEAK FLOW RUNOFF Cl* TIME TO PEAK
24 HR 1-YEAR PRECIPATION(P)= 05 in 0 12 CFS 03 in 13 min
10 MIN 10-YEAR PRECIPATION(P)= 96 in 5 9 CFS 33 in 3 min
30 MIN 10-YEAR PRECIPATION(P)= 1 78 in 3 6 CFS 97 in 15 min
120 MIN 10-YEAR PRECIPATION(P)= 2 61 in 1 3 CFS 1 71 in 73 min
6 HR 10-YEAR PRECIPATION(P)= 3 48 in 0 6 CFS 2 52 in 242 mm
12 HR 10-YEAR PRECIPATION(P)= 4 20 in 0 4 CFS 3 21 in 511 min
10 MIN 100-YEAR PRECIPATION(P)= 1.34 in 8 1 CFS 61 in 4 min
6 HR 100-YEAR PRECIPATION(P)= 4 98 in 0 8 CFS 3 96 in 266 min
CN= 91
S=(1000/CN)-10= 99 in
RUNOFF DEPTH(Q`)=(P-0 2 x S)^2/(P+0 8 x S)
TIME TO PEAK=RUNOFF VOLUME/(1 39 x Qp)
B ES TIMATE STORAGE
1 S=(Q(Post)-Q(Pre))•Tp
S= 912 CF

Char-Meck Bioretention Design Guidance (Hahne, 2004)
note. this is provided for you to see an alternative sizing guideline
WATER QUALITY VOLUME (WQv)
Rv= runoff coefficient(Runoff/Rainfall)
Rv= 0.05+ 0.009( I ) Where "I" = % Impervious
("Simple Method" -Schueler, 1987)
NCDENR April 1999
WQv= 1.0"RvA
12
Fill in Values:
"I" = 69.6 Percent Impervious of Site
"A" = 1.3 Acres
Answer:
WQv= 0.073 Ac. Ft.
3192 Cubic Feet Required
RAIN GARDEN AREA
Formula:
Af= (WQv) (Df) Where:
((k) (Hf+Df) (Tf)) Af = Surface area of Rain Garden (S.F.)
From Georgia Design Manual WQv= Water Quality Volume to be Captured
Section 3.2 3.6 Df = Filter Bed Depth (2 feet minimum)
(Based on Darcy's Law) k = permeability coefficient of filter media
(use 1.0 ft/day for sandy-loam)
Hf = Average height of water above filter bed
(use 3 inches, which is half of 6" ponding depth)
Tf = Design filter bed drain time in days
(2 Days or 48 hours )
Fill in Values:
"k" = I 1l ft./day (1/2"/Hour)
Df = 3 Feet
Hf = 6 inches
Tf = 2 Days
Answer:
Af = 1368 Square Feet Required
For Rain Garden
26 Width Approximate Size
52 Length 40111003.015.1:0711)

•
Permit Number _ _
(to be provided by fJWQ)
TA
NC®ENR "#
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 III)must be printed, filled out and submitted along with all of the required information
I. PROJECT INFORMATION
Project name The Reserve at Regents Center Phase 2
Contact name Thomas R (Rich)Glover,Jr,PE
Phone number [phone]
Date March 21,2017
Drainage area number 2
`II. DESIGN INFORMATION -- 1
Site Characteristics ^�
Drainage area 56,628 ft2
Impervious area 39,419 ft2
Percent impervious 69 6% %
Design rainfall depth 1 0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr,24-hr peak flow required? y _(Y or N)
1-yr,24-hr runoff depth 2 86 in
1-yr,24-hr intensity 0.119 in/hr
Pre-development 1-yr,24-hr peak flow 1.860 ft3/sec
Post-development 1-yr,24-hr peak flow 2.940 ft3/sec
Pre/Post 1-yr,24-hr peak control 1 080 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 3,192 0 ft3
Volume provided 3,2301 ft3 OK
Storage Volume: SA Waters
1 5"runoff volume ft3
Pre-development 1-yr,24-hr runoff ft3
Post-development 1-yr,24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided f13
Cell Dimensions
Ponding depth of water 12 inches OK
Pending depth of water 1 00 ft
Surface area of the top of the bioretention cell 1,568.0 ft2 OK
Length. 56 ft OK
Width 28 ft OK
-or-Radius ft
Media and Soils Summary
Drawdown time,ponded volume 12 hr OK
Drawdown time,to 24 inches below surface 12 hr OK
Drawdown time,total 24 hr
In-situ soil
Soil permeability 0.20 in/hr Insufficient. Increase infiltration rate or include underdrains
Planting media soil'
Soil permeability 0.52 in/hr OK ,
Soil composition
%Sand(by volume) 85% OK
Fines(by volume) _ 10% OK
%Organic(by volume) 5% OK
Total 100%
Phosphorus Index(P-Index)of media 30 (unitless) OK
Form SW401-Bioretention-Rev 8
June 25,2010 Parts I and II Design Summary,Page 1 of 2

Permit Number
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 663 11 fmsl
Type of bioretention cell(answer"Y"to only one of the two
following questions).
Is this a grassed cell? y (Y or N) OK
Is this a cell with trees/shrubs? n (Y or N)
Planting elevation(top of the mulch or grass sod layer) 66211 fmsl
Depth of mulch 0 inches Insufficient mulch depth,unless installing grassed cell
Bottom of the planting media soil 66011 fmsl
Planting media depth 2 ft
Depth of washed sand below planting media soil 0.33 ft
Are underdrains being installed? y (Y or N)
How many clean out pipes are being installed? 2 OK
What factor of safety is used for sizing the underdrains?(See 4 OK
BMP Manual Section 12 3 6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 658 78 fmsl
SHWT elevation 656 fmsl
Distance from bottom to SHWT 2.78 ft OK
Internal Water Storage Zone(IWS)
Does the design include IWS n (Y or N)
Elevation of the top of the upturned elbow 0 fmsl
Separation of IWS and Surface 662 11 ft OK
Planting Plan
Number of tree species 0
Number of shrub species 0
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed Y Y N OK
through a vegetated filter? ( or )
What is the length of the vegetated filter? ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed
Is the BMP located at least 30 feet from surface waters(50 feet if YOK
SA waters)? (Y or N)
Is the BMP localed at least 100 feet from water supply wells? — Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3 1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access Y (Y or N) OK
to a public Right of Way(ROW)?
Inlet veloclt (from treatment s stem Insufficient inlet velocity unless energy dissipating devices arc
Y Y ) 7 ft/sec being used
Is the area surrounding the cell likely to undergo development in N (Y or N) OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y _(Y or N) OK
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 OK
Forebay X
Other
Form SW401-Bioretention-Rev 8
June 25,2010 Parts I and II Design Summary,Page 2 of 2

v _ !
J �
'� n f7RIFN tJ Wrnc c;, rnWEll t" O
tJO Vi to - 7
11
MEMBER
O p U �
111111111
1111111111011
N N Cd
oOO�O o(OA 11OoJ oCOA cfC/�J•
MillO O CJ r)
IIHI_ti
In '�
N
•b v
11111111
iIIIiIiIIllhIiiIF
111111111
.� Cr
oENE
N
O
C-, oI
�_ o �_ - -� � o- o - eo - o - 0 0 n •�
n
n
� d d O d d d d d n b CJ rn
D C7 X V1
N IJ W
HiO W -
7�

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RESERVE BIO #1
Comment: INLET FES 1
Solve For Actual Depth
Given Input Data:
Diameter 2.00 ft
Slope 0.0060 ft/ft
Manning's n 0.009
Discharge 21.70 cfs
Computed Results:
Depth 1.43 ft
Velocity . . 9.06 fps
Flow Area. 2.40 sf
Critical Depth1.67 ft
Percent Full 71.30 %
Full Capacity 25.31 cfs
QMAX @.94D. . . . 27.23 cfs
Froude Number 1.39 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc * 37 Brookside Rd * Waterbury, Ct 06708

i
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RESERVE BIO *2
Comment: INLET FES 17
Solve For Actual Depth
Given Input Data:
Diameter 1.25 ft
Slope. . . . . 0.0090 ft/ft
Manning's n. . . 0.010
Discharge 5.40 cfs
Computed Results:
Depth 0.75 ft
Velocity. . . . . 6.98 fps
Flow Area 0.77 sf
Critical Depth0.94 ft
Percent Full. 60.35 %
Full Capacity 7.97 cfs
QMAX @.94D 8.57 cfs
Froude Number. . . . 1 55 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

RESERVE AT REGENTS CENTER
SUPPLEMENTARY BIO-CELL CLACULATIONS
BIO-CELL#1
FLOW 21,7 CFS
INLET VELOCITY 9.1 FPS NEED < 4.0 (FOR SOD)
PLUNGE POOL 1.0 FT h=(02/2g)
WEIR LENGTH 36 FT
WEIR HEAD 0.34 FT Q=CwLH^(1.5)
OVERFLOW VELOCITY 2.6 FPS V=Cw(1,837)(SQRT(.667H))
BIO-CELL#2
FLOW 5.4 CFS
INLET VELOCITY 7.0 FPS NEED < 4.0 (FOR SOD)
PLUNGE POOL 0.6 FT h=(02/2g) ,
WEIR LENGTH 24 FT
WEIR HEAD 0.18 FT Q=CwLH^(1.5)
OVERFLOW VELOCITY 1.9 FPS V=Cw(1.837)(SQRT(.667H))
VOID RATIO RANGE AVG. %VOIDS % COMP. REL. DEPTH VOID DEPTH
0.3-0.6 0.45 31% GRAVEL 100% 0,67 FT 0.21 FT
0.29-0.74 0.52 34% WASHED SAND 100% 0.33 FT 0.11 FT
0.30-0.75 0.53 35% SAND 86% 1.7 FT 0.60 FT
0.26-1.28 0.77 44% FINES 10% 0.2 FT 0.09 FT
0.74-2.23 1.5 60% ORGANICS 4% 0.1 FT 0.05 FT
1.05 FT
MEDIA DEPTH 2.0 FT
WASHED SAND DEPTH 4.0 IN
GRAVEL DEPTH 8.0 IN

SKIMMER SEDIMENT SKIMMER SEDIMENT
BASIN#1 BASIN#2
C (UNDISTURBED AREA) 0.40 0.40
C (DISTURBED AREA) 0.50 0.50
I-10 5.8 in/hr 5.8 in/hr
TOTAL AREA 5.70 ac 1.70 ac
DISTURBED AREA 3.60 ac 1.70 ac
Q(10) Q=CIA 15.31 cfs 4.93 cfs
REQUIRED VOLUME V=1800 x DIST. AREA 6480 cf 3060 cf
REQUIRES SURFACE AREA SA=325*(Q10) 4976 sf 1602 sf
DEPTH 2 ft 2 ft
TOP POND DIMENSIONS (W x L) 58 ft x 88 ft 29 ft x 58 ft
BOTTOM POND DIMENSIONS (W x L) 50 ft x 80 ft 21 ft x 50 ft
VOLUME PROVIDED 9104 cf 2732 cf
SURFACE AREA PROVIDED 5104 sf 1682 sf
AVERAGE AREA 4552 sf 1366 sf
WEIR LENGTH REQUIRED (Q10) 15 ft 5 ft
L=Q(10)/(3*h^.5)
where h= 0.5'
SKIMMER SIZE (ORIFICE) 2.5" (2") 2" (2")

Q
O O O O O O O O O O O O O O O O O O O O O O O O
C.. O N N O O DD N (O (0 N C) c0 M O O 00 O N N (O 00 N r C)
(DO O O r O O O O O O O r r r O O O O O O O r O
C`. U) U) U) U) C/) U) U) (I) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U U)
Y• W W W W W W W W W W W W W W W W W W W W W W W W
O Qfir) U) U) U) If) U) 0 OW U) U) U) 1/7 u) u) U) U) U) O O (n U) U) U)
J W L (p (() N (p M O (() L() (() h (C) (C) (p M O 1 W.
J = (V CC)
Q UJ
C U)
< ; (() d' CO O W d' d' (0 NP00 (p (0 - U) r (C) Y) M r 00
W W O O O O r 0 tt M O O O O r r r O O O M N O O r 0
000000000000000000000000
U) U)
N U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) U) M
Y W W W W W W W W W W W W W W W W W W W W W W W W
Q } } } } } } } } } } } } } } } } } } } } } } } }
_I0000000 O 00000000000 ° 0000
o W O O O O O O O O O O O O O O O O O O O O 0000
J¢ > v �r �r �r �ry N � � v � vvv � d �t �tr � � Vv �
J CO N M (!) (O (O O N N O 0) r 0) (n M N CO r N
W O N c d' M r r N O (O N 0) (n (n M N r M (C O O O V N
2
F- V M V' M 00 (n M C M N o M 0) C) (n O (`') N o M C) N
a 0 0 0 0 0 0 o 0 0 0 0 0 0 r 0 0 0 0 c 0 0 0 0 0 0 0
W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O In C (n (O to O (n O In O In O Ln (O (n C U) O In (fl (n O In
(O M (O M (O M O M O M (O M (O M O M O M O M O M (O M
C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0
0
co O O
2 -1 r r r r
ui ui 66
mm mm
W Ln (n Ln Nl NZ In (n Ln (n to O W (C to
F- N. U) N. U) N. U) J J N. U) N. U) N U) N U) N U0 J J N U) N U)
U) W W N w W W M
• C7 Q 0 Q U' Q U 0 U' Q 0 Q U` Q O Q 0 0 0 O 0 Q 0 Q
z 0 Z 0 z W W z z z 0 Z 0 z o w W Z o z 0
• 0 0 0 o c c o 0 0 0 0 0 0 0 0 o c 0 „c, 0
O 0 0 O O O O O O O O O O O O O O O O O O 0 0 0 0
-JN N N N N N N N N N N N N N N N N N N N N N N N
r T T T T T T T T T
. . . . . T r r' . . . . . .
• W M M M N M M M N (0 N M M M N M M M N M N M M M N
• M M M M M M M M M M M M M M M M M M M M M M M M
o Q LU L LO LU L(0 LU LU LU L(0 LO Ln LU LL0 L(0 Ln LO LC0 (C0 LC) LU (() Ln Ll) LU
H i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
CO (.O N r 00 Cb m Cp Ln Ln 00 Cp m .qT T M M M M L() Ln Lo Ln
3 0 r r T r M M M M T r N N 0 N N N N T T d. cY
-O O O O 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O
0N. N N N N N N N N N N N N N N N N N N N N N N N
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
_ p co M M CO c0 co 0o M M 00 CX) 0 M co 00 0) a0 c0 M 00 00 00 (0 0o
T (n (n (n C Ln (U (ri (n (ri (n In (n (n Ln Ln Ln (ri Lri (n (n (n Ln (n Ln
Q 4- M M 0 0 0 0 V' N N N N r r (0 (p (p (p d' N N
UO O O O r r r r O 0 0 0 r r r r O 0 0 0 0 0 r r
Q O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d 0 0 0 0 0 0 0
W
Z• O r r N N M M < m 't V' In In (C O N N 00 0) < < CA C O O

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RESERVE
Comment: BIO-CELL #2 OUTLET
Solve For Actual Depth
Given Input Data:
Diameter 1.50 ft
Slope 0.0100 ft/ft
Manning's n 0.009
Discharge 6.20 cfs
Computed Results:
Depth 0.67 ft
Velocity 8.15 fps
Flow Area 0.76 sf
Critical Depth0.96 ft
Percent Full 44.52 %
Full Capacity 15.17 cfs
QMAX @.94D 16.32 cfs
Froude Number. . . 2.01 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qio
(3) V full
(4) Vio
where Q=discharge in cfs and V=Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch,arch and box culverts,and paved channel outlets,
Do=Ao, where A.=cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10%or steeper, use recommendations
t\,......,, For next higher zone. (Zones 1 through 6).
25 . 5
N. „ i , , ,
20 ,.� ' ' \ ; :SIM
®� ,
„ • ,
15
®'
i® , , " „ ' ll ,
O : v
J 10 ® �_�
Lu
'': : ., i ,
n L
5 ' : ��' 4)—
vv
IIII 1 \
' i ,
po
0 I ¢' ae as'aa" I � , I
0' i a3' 5' 10' 15' 20' 25'
73,
DIAMETER (Ft)
Figure 8.06.b.1
Rev. 12/93 8.06.5

8
m t_ENG.TH of APRON
Z
TO PROTECT CVLVERT TO PREVENT SCOUR
2 APRON MATERIAL Ll HOLE USE ALWAYS
1 STONE FILLING(FINE) CL.A 3 x Do 4 x Do
2 STONE FILLING(LIGHT) CL. B 3 x Do 6 x Do <
3 STONE FILLING(MEDIUM) CL. 1 4 x Do 8 x Do
4 STONE FILLING(HEAVY) CL. 1 4 x Do 8 x Do
5 STONE FILLING(HEAVY) CL 2 5 x Do 10 x Do
6 STONE FILLING(HEAVY) CL.2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS,STILLING
—BASIN OR LARGER SIZE STONE).
Fig.8.06.b.2
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size(e.g.for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone �--
(for 12 FPS it is 125-500 lbs.for 75%of stone,and the maximum
and minimum range in weight should be 25-500 lbs.)
Note:In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
=�Light 6 0.035 12 18�—
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev. 1293