20061085 Ver 2_More Info Received_20061117

Project No. DWQ EXP 06-1085
Project Name: Elem School G 1
Bio-retention 1~~~
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations
Permanent Pool (ft) 655
Temporary Pool (ft) 655.6
areas
Permanent Pool SA (sq ft) 5773.67
Drainage Area (ac)
Impervious Area (ac) 1.39
Rational C 0.78
Size % 3
0.6 ft. depth check depth
J
44544 sq. ft. check surfac
c
31.8 % impervious / ~
no sand underdrain 1~,~~Q,tt,L~- ~ 5 ~"
volumes
Inlet Velocity 5.95 0 fps check veloci
Inlet Flow Depth 10 in
Depth to Ground Water 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration 0.6 0.00 in/hr ok

DWQ Project No.
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name : Fi PmPnra,-~ grhnn?_G
Contact Person: F~di _--_M~r.Eldaume3• Phone Number: (3,,~ ~) gS ~.~ Q~ i
For projects with multiple basins, specify which basin this worksheet applies to: gr,~,; „~~~ ~
Permanent Pool Elevation
Temporary Pool Elevation
tt.
tt.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Inflltration Rate
REQUIRED ITEMS CHECKLIST
5773.67 sq. ft.
4.37 ac.
~ _ 3 A ac.
°~
5 q5 fps
i n in
> ~ ft.
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in wlsand under drain or 7°~ in wlo)
p 5,2 _ y ~, ~ in.lhr. (the soil layer down to 4 feet)
0.6 - 6.0 in.mr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aaplicants Initials
:rNr No vertical sand bed is proposed
.TUr_ The bioretention area is at least 40 feet by 15 feet.
___ Sheet flow is provided at inlet. .
Tom' Water table depth is greater than 6 feet.
T~.1r_ Minimum of 6" ponding is provided.
?BUG The ponded area will draw down in less than 4 days.
~~ Planting soil infiltration rate is greater than 0.52 in/hr.
-Jt•7~ The in-situ soil infiltration rate is greater than 0.2 in/hr.
J~T6 A planting plan with species and densities is provided.
a~T6 Mulch layer is specified in plans,
d~Ts; Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
JNG Plan details for the bioretention area provided.
JNG Plan details for the inlet and outlet are provided.
JNG An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains

Project Name: Elem School G
Project No. DWQ 061085
DA 3
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 675
Permanent Pool (ft) 680
Temporary Pool (ft) 681.5
areas
Permanent Pool SA (sq ft) 9696.7
Drainage Area (ac) 5.32
Impervious Area (ac) 4.08
volumes
Permanent Pool (cu ft) 26151.66
Temporary Pool (cu ft) 26162.32
Forebay (cu ft) 1597.22
other parameters
SA/DA 3.2
Orifice Diameter (in)
Design Rainfall (in) 1
Linear Interpolation of Correct SA/DA
Im ervious
Next Lowest 70
Project Impervious 76.7
Next Highest 80
REQUIRED DESIGN:
2.7 average depth status
5 ft. depth ok
1.5 ft. depth ok
5278 sq. ft. ok
5954 based on avg depth ok
76.7 % -
14 ft. ok
6.1 %' check forebc
2.28 -
0.06 cfs drawdown -
5.2 y drawdown check drawG
5 ft Permanent Pool Depth
A/DA fron (Avg. Depth)
2.370004703 I: 08
2.28 2.57 1.31
2.667883301 1.43
3 ft 4

Project No. DWQ (to be provided by DWQJ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following infornnabion):
Project Name : Elementary School G
Contact Person: Eddie MacEldownpy Phone Number: j336 ) 886-4821
For projects with multiple basins, specify which basin this worksheet applies to: ,-~-~i~ge-n~i~ 3
Basin Bottom Elevation 675.00 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ~Rn _ nn ft. (elevation of the orifice invert out)
Temporary Pool Elevation 681.50 ft. (elevation of the outlet structure invert in)

Permanent Fool Surface Area ~6.4~ ~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area 5.3 2 ac. (on-site and off-site drainage to the basin)
Impervious Area 4.08 ac. (on-site and off-site drainage to the basin)

Permanent Pool Volume 26151.66 cu. ft.~ (combine'd volume of main basin and forebay)
. Temporary Pool Volume 26162.32 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 1597.22 cu. ft.

SA/DA used 3.2 (surface area to drainage area ratio)
Dzameter of Orifice 1.6 in. (draw down orifice diameter)
II REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C..Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
.Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
The temporary pool controls runoff from the 1 inch storm event.
JNG The basin length to width ratio is greater than 3:1.
JNG The basin side slopes are no steeper than 3:1.
JNG A submerged and vegetated perimeter shelf at less than 6:1 is provided.
JNG ~ Vegetation to the permanent pool elevation is specified.
JNG An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
--- The forebay volume is approximately equal to 20% of the total basin volume.
JNG Sediment storage is provided in the permanent pool. .
JNG Access is provided for maintenance.
JNG A m;n;mum 30-foot vegetative filter is provided at the outlet.
.rur A site specific operation and maintenance (O&M) plan is provided.
JNG A vegetation management/mowing schedule is provided in the O&M plan.
JNG Semi-annual inspections are specified in the O&M plan.
JNG A debris check is specified in the O&M plan to be performed after every storm event.
JNG A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 ~ Page 1 of 1

Project No. DWQ EXP 06-1085
Project Name: Elem School G
DA 4
SUBMITTED DESIGN.•
elevations
Permanent Pool (ft) 666.5
Temporary Pool (ft) 666.9
areas
.~
Permanent Pool SA (sq ft) 1748.54
Drainage Area (ac)
Impervious Area (ac) 0.45
Rational C 0.78
Size % 3.35
volumes
REQUIRED DESIGN:
0.4 ft. depth
13659 sq. ft.
ac
37.5 % impervious
check depth
check surfac
no sand underdrain
Inlet Velocity 1.93 0 fps check veloci
Inlet Flow Depth 6 in
Depth to Ground Water 6 6 ft
Planting Soil Infiltration 0.52 0.52 ir>/hr ok
In-Situ Soil Infiltration 0.6 0.00 in/hr ok

DWQ Project No.
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: Elementary School G
Contact Person: Eddie MacEldowney Phone Number. [phone]
For projects with multiple basins, specify which basin this worksheet applies in: Drainage Basin 4
Permanent Pool Elevation 666.5p ft (elevation of the orifice invert out)
Temporary Pool Elevation 666.9 0 tt. (elevation of the outlet structure invert in)
Bioretention Surface Area 148.54 sq, tt,
Drainage Area 1.20 ac. (on-site and off-site drainage to the basin)
Impervious Area 0.45 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient 0.78
Size % 3.35 °~ (either 5% in wlsand under drain or 7°~ in wlo)
Inlet Velocity 1.93 fps
Inlet flow depth 6 in
Depth to Ground Water ~ 6 ft.
Planting Soil Infiltration Rate 0.52 - 2.41 in./hr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate 0.6 - 6.0 in./hr. (the soil layer below 4 feet or below the sand bed)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanafion of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
~~G ~ No vertical sand bed is proposed
7NG The bioretention area is at least 40 feet by 15 feet.
--- Sheet flow is provided at inlet.
~'NG Water table depth is greater than 6 feet
JNG Minimum of 6" ponding is provided.
JNG The ponded area will draw down in less than 4 days.
JNG Planting soil infiltration rate is greater than 0.52 in/hr. .
FTNG The in-situ soil infiltration rate is greater than 0.2 inlhr.
JNG A planting plan with species and densities is provided.
JNG Mulch layer is specified in plans.
JNG Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
JNG Plan details for the bioretention area provided.
JNG Plan details for the inlet and outlet are provided.
NNG An operation and maintenance agreement signed and notarized by the responsible parry is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains

The following explanation for not meeting all the requirements under Item II of the Bio-
Retention Worksheets and 401 Wet Detention Basin Worksheets for Elementary School
G.
Drainage Basin #1
Sheet flow is not provided into the bio retention area. The storm drainage system
dischazges into the bio retention area. An adequately sized energy dissipator is located at
the discharge point.
Drainage Basin #3
The forebay volume is not approximately 20% of the total pond volume, however the
forebay volume is approximately 24% of the permanent sediment storage volume
provided by the pond.
Drainage Basin #4
Sheet flow is not provided into the bio retention area. The storm drainage system
discharges into the bio retention area. An adequately sized energy dissipator is located at
the discharge point.

11/17f2006 08:22 13368864458 DMP PAGE 01
~~ aavis-MARTiiV-PVw~~,~ ~ assvc~a~s, iiVC.
EN6IME~I~It16 ~ LAND PLAMNIN6 SUIkVEYING
64'15 Old Plank Fiord, FBgh Print, NC 27265
{33~ 885-4821 • Fax {3as) ees-458 • wruw.dmp-fnaco~n
FCC TRANSMITTAL
Date: November 17, 2t7t7G
Ta: Cynthia Van Der Wie1e
Ncdwq Wetlands Unit
Fax No: 919-~33-6893
From: Say Guf9~y, EI
Project:
Project No: E3938
Comments:
Cynta~ia,
Eddie asked that I send you the calculations for the bio retention areas and the revised cak~ulatlons
fiar the pond. I iftt7uyht- {had included those with the package, but apparently I didn't, I apologize
fivr that oversight, Maintainende for die bio retention areas is shown on die plans. Eddie is out of
the oHrc~e today, but 1 will look at die rarion and Maintance Agra°ement and see what is needed
He is more familiar wfnh these forms, so it maybe Monday before we can send the O&M
AgreemenL~ to you. If you have any questions, please call. I will try my best cb answer them.
.If the !axis hard io read, I can send you a pdf file with aU the calculations, My email address is
~guffey~7dmp-i>yC.COm Just !et me know.
Thanks
Pages •~ (including this page)
The !r-formation canteined fn this facsimile (unless othenNise indiCet9d) is privileged end confidential infarrnatron for the
use of the lrrdlvldual or errtlty named above. !t the reader of this a'~eSSBg@ is not the intended recipient you are heroby
noflfred that any dlsseminetion distribertion ar copying of this communication is Strictly prohibited.
If yoc+ received this communk;aNen fn error please notify us by telephone end destroy af! Dopier.
T:1PersonallFBx.tlOt
NOV-17-2006 FRI 08:09 TEL:[phone] NAME:DWQ-WETLANDS P. 1

11!1712086 08:22 13368864458 DMP
PAGE 02
wetpond.xls
PERMANENT WET DETENTIQN POND DESIGN

PROJECT: School G INpEX NO:
CIiECKED BY: etm
LOCATION: DATE:
REVISED: 11-15-05 JNG

SITE DATA
TOTAL SiTEAREA = 5.32 acres WATERSHED
PROPOSED BUILT UPON AREA = 4.08 acres CLASSIFICATION : V115 -
FUTURE BUILT UPON AREA = OAp acres
TOTAL ON-SITt: BUILT UPON AREA = 4.08 acres
PERCENT BUILT-UPON = 76.59°Yo CWAIWCA =
ON-SITE pRAINAGE AREA TO POND = 5.32 acres MAX. 01=F--SITE B.U.°!°
OFF-SITE DRAINAGE AREA TO POND ~ 0.00 acres
TOTAL WATERSHED AREA TO POND ~ 5.32 acres
DISTUR$t=D AREA = 5.32 acres
TEM P. 9ED. STOR. USED /N Y

DESIGN DAT
TEMPORARY SEDIMENT STORAGE 0.5 acre-inch per disturbed acre
PERMANENT SEDIMENT STORAGE 0.125 acre-in per total drains a area
PERMANENT WATER QUALITY
COMPOSITE S.U. °I° t 76.69 rcent
pEPTN minimum 3 feet 3A feet
SAlDA (Figure 5.6-2) 3.2 peroen#
TEMPORARY WATER QUALITY 1.0 lnch rainfall to be controlled

PRINCIPAL SPILLWAY
~- TYPE X corrugated aluminum
reinforced concrete .
DESIGN STOl~M 10 ar
RAINFALL (NT1rNSITY 5.32 inches per hour
RUNOFF COEFFICIENT 0.7

EMERGENCY SPILLWAY
TYPE X gras$ lined
rip~rap lined
DESIGN STORM 100 ear
RAINFALL INTENSITY 8.15 inches per hour
RUNOFF COEFFICIENT 0.7

POND DATA
ELlnV. 130T. OF POND = 675 SURFACE AREA = 2519 SF
ELEV. BOT. OF PSS = 675 SURFACE AREA = 2519 SF
ELEV. BOT. OF PWQ ^ 677 SURFACE ARIwA = 4221 SF
ELEV. @ BOT. OF TWQ ^ 680 SURFACE AREA = 9697 SF
ELEV. TOP. OF TWO ~ 6$1.5 SURFACE AREA = ;1988 SF
EL EV.
a~7 EAAER. SPILLWAY = 683 ~~,-
^
ELEV. a~7 TOP OF DAM = 685 ~
.. _...- -_,~„_,,._ . -,.__ _ ,~-,
~ INVERT OF BARREL = 909 I
P3nd ~
NOV-17-2006 FRI 08:09 TEL:[phone] NAME:DWQ-WETLANDS P. 2

11f17f2006 08:22 13368864458 DMP PAGE 03
wetpond.xls

POND DESIGN
~~~ ~
TEMPORARY SEDIMENT S
TORA VO
LUME RE UII'ifwD
9656 Cubic Feet

VOLUME PROVIDED?

ELEV. (c~ BOT. OF POND=
ELEV. BOT. QF TINQ = 675.00
680.00 SURFACE AREA =
SURFACE AREA = X5113 Square Feet
9657 Square Feet
ALLOW 75% OF BASNV V OLUME TO WQ ORIFICE -' 22903 Cubic Feet
_
OK
I
PERMANENT SEDIMENT S
TORAG O
E UIRED
U
2494 Cublc Feat
_
VOLUME PROVIDED

ELEV. BOT. OF PSS W 575.00 SURFACE Ai~EA = 251$ Square Feet
ELEV. BOT. OF P1NQ = 577Ap SURFACE AREA - 4221 uare Feet

VOLUME PROVIDED = 6 39 C i Feet
OIC

PERMANENT WATER U SU AC AREA RE 'd 7496 S uare Fact

NDRMAI. PQOL ELEVATION = 680A0
SURFACE AREA PROVIDED ~ 9697 are Feet
OK

TEMPORARY WATER UA LITI/ STORA GE RE UIRED
Rv~ 0.740 in!'m
VOLUME REQUIRED - 14295 Cublo Feet

VOLUME PROVIDED

ELEV. (ib 130T. OF TWQ = 6$U.00 SURFACE AREA = 9697 Square Feet
ELEV. @ TOP OF TWQ = 881.50 SURFACE AREA - 149118 Square Feet

VOLUME PROVIDED = 1 499 Cubic Feet
OK
P2~ge 2
NOV-17-20D6 FRI 0S: D9 TEL:[phone] NAME:DWQ-WETLANDS P. 3

11!1712006 08:22 13368864458 DMP PAGE 04
wetpond.~ds
f
PRINCIPAL SPILLWAY

DESIGN STORM P>=AK FLOW = 19.8 CFS
HEAD ABOVE TOP OF RISER = 1.50
ELEVATION AT TOP OF RISER = 681,50

BA RE : ELEV. OF BARREL INV. = 909
TRY BARREL 171A. = 24.00 in. dia. h = -227
ORIFICE EQUATION Q = #NUM! ~NUMI

RISER: RISER AREA) =1.5 TIMES BARR£.L(AREA)
TRY RISER DIA. = 36 in, dia.
WEIR EQUATION q = 57.7 CFS bK

ORIFICE EQUATION Q= 41.7 CFS aK

ORIFICE CONTROLS

WATER QUAD E EASE HOLE

ELEV. BOT. OF WATER QUALITY RELEASE HOLE = 680.00
MAXIMUM RELEASE RATE = 4 aaYe
MINIMUM RELEASE RATE = 8 pays
MAXIMUM HOL1= SIZE = 0.014273539 1.82 in, dia.
MINIMUM HOLE SIZE = 0.009515693 1.32 in. dia.

EMERCyENCY SPILLWAY

ELEV. EMER. SPILLWAY = 683
DESIGN STORM PEAK FLOW = 30.4 CFS
FLOW THROUGH EMER. SPILLWAY = 1 p.5 CFS
HEAD ABOVE TOP OF RIS ER = 1
BOTTOM W IDTH = 3.51

FLOTATION QF RtS R

ELEV. @ TOP OF RISER = 681 •~
ELEV. ~7 BOT. OF PSS = 675.00
H = !3.50 ft
AREA OF RISER = 7.1 SF
VOLUME OF RISER = 45.9 Cubic Feet

AREA OF BARREL = 3.1 SF
EXPOSED LENGTH = 10.00 ft
VOLUME OF BARREL = 31.4 Cubic Feet

WEIGHT OF WATER DISPLACED - 4$27.371b
FACTOR OF SAFETY 10% 5310.11 Ib
I
VOLUME OF CONCRETE ANCHOR = 35.4 Cubla Feat
Paoe 3
NOV-17-2006 FRI 08:10 TEL:919~336893 NAME:DWG!-WETLANDS P. 4

11/17/2006 08:22 13368864458 DMP PAGE 05

Wat Detention Pond
Volume Worksheet

Sediment Foreba 20% of permanent sed iment storage 1340.274 cf

EI Araa Av, Area Volume Sum Volume

675 517.67
652.15 652.1 S
676 786.83 652.15
945.065 84S.OS5
677 1103.5 1597.715

Sediment story in foreba is 23.$°do of ermanent sedi ment story

Overall Volume
I
EI Area Volume
Av. Area Sum Vaiume

675 2518.13
2924.995 2924.995
676 3331.$8 2924.995
3776.375 3776.375
677 422A,89 6701.37
4701.4951 4701.495
678 5182.1 11402.87
62a5.7~4 62~F5.74
679 7309.38 17645.61
8503.04 8503.04
680 9898.7 26151.65
~ 1 s53.a5 1 ~ 953.05
681 14209.4 38104.7
14947.63 14947.63
682 1'5685 _$6 53052.33
16452.37 16452.37
683 17216.86 69504.7
1721$.$8
NOV-17-2006 FRI 08:10 TEL:[phone] NAME:DWQ-WETLANDS P. 5

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10 Year Storm
PROJECT: School G JOB 1JUMBER: >= 3G9iB
10-Year
0 22.41 D 24 REA 3v14 EMERGENCY S PILLWAY
P 19.4808 BAAFiEL INVERT UP 75 ELEVATION 6835
dT 4 Cw 3.33 BARFELINVERTOR lEFIGTN 25
Ks 2392.410083 L 190 DOWNSTREAM W.L. 874 C FACTOR 3
b i.49 36 N FACTOR 0.027
N 1 ARTB~[6 L EL fi$0 1
Cd Oar9 PILLWAY LE-11=L 681.:5
L WAYAREA 7. PILLWAYLENG iH
f
INFLOW O .GRADE OTAL EILIERGENCY
TDdfi C1°S CFS FT FLOW FLOW FLOW FLAW FLdW SPILLWAY

0.0 0.00 0 BB0.00 0.00 0,00 0.00 4.00 O.OD 0
1.9 0.54 63 680.09 33.53 0,00 4.00 19.99 D. 0
2.9 1.20 133 680.14 33.72 0.00 0.00 4D.08 0.00 0
3.9 2.1 . i 0
4.9 3.22 444 680.32 34,30 0,00 4.00 20.37 0.00 0
5.8 0.54 709 660.44 34. 0.00 D.00 20.50 0.00 0
8.8 8.01 1C6D 6BD.fiB 38.11 0.00 D.00 2D.78 0,00 0
7.6 7.60 1505 680.73 35.519 0.00. 0.00 21.02 0.00 0
8.6 9.28 2047 680.90 36.11 4.00 a00 21.26 0.00 0
9.7 11.00 2691 6ei.ae 3887 Q.00 aoo z1.50 o,oa o
io.7 1x.73 3934 6ei.2$ !724 O.oD D.ao 21.BS a.00 a
1f.7 14.40 4278 88i.4B 37.84 4.OD 0.00 22.15 0.00 0
127 16.00 8211 881.88 38.48 14„54 2,47 22.46 2.57 0
13.6 17.47 6082 681.87 38.98 20.48 7.17 22.73 7.17 0
14.8 18.79 878i 88201 39.37 23.95 11.49 22,9Ci 11.49 D
1516 11!.97 7753 682.11 39.64 26.13 14.42 23,07 14.92 0
16.8 20.81 7597 68218 39.83 27.53 17,44 23.1 17.44 0
17.3 21.47 7833 682.22 39.95 26A3 18,22 23.23 192z D
18.5 41 J87 798$ 882.45 dOA 2QA4 20.41 70.41 D
19.5 22.01 8081 86227 44. B 29.35 21.14 73.30 21.i d 0
20.5 21.87 8124 BB22B 40.1D 29.bD ~i.47 23,31 21.47 0
21.4 21.47 8124 062.2$ 40.10 29.E0 21.47 23.31 21.47 0
72.4 2081 BOB6 682.27 40.0$ 28.36 21.17 23.30 21.17 0
23.4 79.91 8012 86228 40. 29.09 20.60 23,28 20.60 0
24.4 18.79 7904 682.24 39.98 26.71 t9.7B 2325 19.76 0
20.3 17.63 7780 8B22i 39.92 28.23 10.82 23,21 18.82 0
26.3 16.52 7646 68219 39.85 27.72 17.80 23.18 17.80 0
27.3 15.48 7509 66216 39.78 27.16 16.79 23.14 16.79 0
Z6.2 14.50 7376 68213 39.71 26.64 15.81 33.1 15.Bf 0
29.2 1359 7296 68211 39.84 2ERi0 14.87 23A7 14.67 0
30.2 17.7 39.5 7 f3.98
31.2 11.83 7002 68204 39.511 25.45 13.14 23.00 131 d 0
32.1 11.18 6887 68204 39.44 24.53 12.35 22.97 1234 0
33.1 10.98 6778 082.Q2 39.38 24.00 11.80 2294 11.80 0
34.1 9.62 6673 661.99 39.32 23.54 14.90 2291 f0.90 0
35.1 9.20 6574 681.97 39,26 23,015 14.25 2288 10.25 U
36.0 S.B2 6479 881.96 39.21 22.58 9.83 2285 9.83 0
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10 Year Storm

INTEIJS ITY 5.91 S C N 1

C" fACTQR
6.7 'Nelghled C -gee
Bebw
PREClP DEPTH
3.fi4
_ _ DRAINAGEAREA 5.32 T 19.48082221
~ 22.

5 Z
COi~ITOUR CONTOUR IPtCR ACCUit
AREA VOLUME VOLUME STAGE In $ In Z Z esl
875 2519.13 0 0 0
678 3331,89 2924.986 2924.995 1 7.9810 0.0006 ?.0771
_ 877 d2T0.88 3776,375 6761.37 2 8.8101 0.8931 2,1759
878 5182.1 4701.495 11402886 3 9,3418 1.0886 2.88
879 7309.38 8246.74 17648.865 4 8,7784 1.3883 3.84
fi80 9898.7 B58Ci 28152 S 10.1717 1,8094 5.06

__ Ka 2392.410083
b 1.49

--- - Area 'C' C'A

-- 4.96 0.22 1.0912
8.04 0.6 3.924
_...__
t 1 4.7152

We' hied C 0.4

Rage 2
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iQ0 yearStorrrr
PRO.IE~T:
100-Y03f
Oo 3dwc1O

30,

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a J06 NUMBER

eA1sR~LmrrERr L'.1698

&11
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ENCYS
etE:va N

P
6921
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~~ ~ 1 r4 3
D 1A4 a9 FAC7UR 0.027
N 1 0 1
C4 4.5@ 9LLWAYLEV 981.5
CIWAYAREA
1
1l6~lahV AGE EApWAlER ORFICE IR .4RAQE AL Y
71ME CPS P3 OtY FLOW ROW FLAW FLOW B1YfAY

0 69a e. a.aa o96 0
eeo.13 a. a.66 0
+. 7 @a 6.Da 291t6

3 88 31.74 6.OD
7.8 6.26
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0.1 0.4@ 2 1
11. 12. 3963 661.39
1 8 961.80 1 7 0.98 6
13.8 17.66
~ .1 r 3x62 a~.1e 13.32 2 3.
16.a n6e
fi. t 6140 662.2a 1 0
18.6 95.91 30
7. 6773 89210
21.4 2a 1 32.96 ?368
x27 2@.6f
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1 4L11x 87.02 28.98
zas 3ata 11 7. 1
27.7 t 11 69286 i1 r f 26.E 2
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7 11 1 11.60 3233 2AU 28.78 3
7.5 694 16 •1.18 38.96 3. 21.19
32.8 24,31 1 7 1 2
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i 70904 682.}8 / 1
.5 .90 70812 684.71 11 41 2 0
1 74 70124 99294 1
.1 17 1098 34.38 33.98 7.#16 0
90.3 16.46
4 .e 681.31 4
12.6 14A6 9@.9Mt 28.32 t8~.8B 43 18.64 D
43.7 13.94 7381 68Q.14 3@J2 29.76 tSti92, 29.11 13.9x D
95.4 12.64 7147 68Q.09 3@.38 25..68 74.16 73.04 14.16 0
43.6 1t,e4 a@73 982.06 3@~i9 2495 1285 22947 t2@B 0
47.9 11.14 6836 962.00 39111 24.51 17A1 22.@6 t2.01 0
4@.7 1 .44 e71 @ 9629a x9.34 rasa 1117 rr.OZ 1117 D
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Page 1
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100 year Shim

__ 9Y11]15fTY 8115 SCSCURYE~10, 61

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9888.7 4245.74
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10.1717 1.96CS
1.8094 5.61
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F-'
m Bioreten#ion S#zing (#1 Basin #1~
m
H
m
N
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w
w
m
ao
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Watershed Size
--- - 4;37 acres
Percent Gonn~cted Impervious
Water Quality S#arm
in
Far Discor~nectecflCamposite Area
Sail Type- GN
-_- =__=-'=~~tl~ A 49
-_t r.==_=~- - =~t iii s9
SelecEed Curve Number
note; Select Soi] Group with "1"
3
m
0
Q
m
r
D
Z
(J]
m
First Flush Runoff
__ , . ~~'T< ac-in equation: based oiY SC5 CN M®tfrad. No Compasfte CN
A_ ve_rage Depth
- ':9.in
Sarface Area
.r« ac egaaation: Volume I f?sptb
FIII SoiF Choice
Nitrogen Removal -Sandy Loam
K= f inlhr Soil Type: 12°!o Fines (Silt+Giay}, $2-8546 Sand, 3-$% Organic
41her Pollutant Removal -Loamy Sand
K= 2 inlhr Soil Type: 8% Fines 4Siit+Clay}, 86-9[?°!o Sand, 2-49b Organic

Underdrains
Minimum Flow
equairor~: {,2 = 2.3E-6 " K ! A
IFactar of Safety (range between 2 and 10}
- ;_ _ _'d
Design Flow
Note to User;
.:-E-_,.~,~~1$ Require User Input
eve Been Qreviousty Determined
e Calculations within this Spreadsheet
$r4a~kdowrr of Runoff
Connected Irrpperv RD in ac-rn
Campasite RO (the rest) !n _ a~~n
i
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~.
- ~`f cfs
Manning's Roughness Coefficient
0.01 ~ smooth wail
U.fl15 corrugated wali
-- .: 0.0~`1~-n
Internal Slope (recommended minimum 0.5910}
- Q5; °/a
Pipes} Diamster(s}
_ . inches
# of 4" diam. # of 6" diam. calcUlaiior~s assurrre n=(}.049
tlnderdrains Underdrains
(Vote : A minimum of 2 underdrains recommended
Equivalent Pipe t]iarneters
D= (in} h1c. of 4" diam
5.13 2
5.95 3
B.66 4
7.~2 5
7.75 B
8.2 7
i!7- (in} No of 6" diam
7.84 2
9.11 3
1Q.13 4
N
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00
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m
m
m
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A
cn
as
a
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m
b
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a
c
N
m Biore#ention Sizing ~#2 Basin #4)
m
H
oa
N
m
r
lD
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w
w
m
~./.~
Watershed Size
:. - 7.2 acres
Percent Connected Impervious
- . = - 37;8: °16
Water 4ualify 3torrn
For DlecoanectedlComposite Area
Soil Type CN
=~'U>
~~__ A 46
_
-__~=-:~ ~ B 89
Wis.=
= k-~
.
AE>jh C i9
_~s~~x~
- -
- - D 84
-
-
..
$eleCted CurYB lriumber
note: Selec t Soii Grqup with "1"
3
m
0
E
0
m
-~
r
D
Z
Q
U7
m
First Flush Runoff
'-'-r~~ ac-in equaliar: based off 5C3 CN Method. Na Cornposlfe CN
y:. _
Average Depth
- ~ ~ in
Surface Area
... ; ... ~~> aC egvatforr. Volume / Depfb
_ ~ -- ~
Fill Sail Ghaice
Nitrogen Removal -Sandy Leam
K= 1 in~ihr Soii Type: 12% Fines {SiR+Ciay), 82-85°lt+ Sand, 3-8°I° Organic
Other Pollutant Removal -Loamy Sand
K=2 inlhr Soii Zype: ~8°~6 Fines (SIIi+Clay}, 8i~90°Io Sand, 2-4% Organic

Underdrains
Minimum Flow
eQe~atfo n. Q = 2- 3E-~' ' ?C ' ~4
efs
- ~.,~-
Factor of Safety (range between 2 and 14}
_ _ -. ..~
Design Flory
Note to User:
~fai~"i~~ll~ Require User Input
avs Bean Previously Determined
a Calculations v~e€thin this Spreadsheet
BreakdawR of Runoff
Canrtectad Fmperu RO Ir? ac-In
Composite RO {the rest} to ac-1n
r
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N
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m
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W
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ro
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w
m
m
w
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D
3
m
0
0
m
r
z
0
-n
Gi`S
Manning's Roughness Coefftcient
0.011 smooth wali
_ 0.015 corrugated wail
Internal ~i!ope ~reco3nmended minimum 0.5°l0)
Pipes) b#ameter(sy
equallon: D = 7B • {Q * ~ * ano.s)^{~iaj
# of 4" diam. # of fi" diem. ca~cu~ai'lons assurrre n=0.0?!
Ur<derdrains Unclerdrein9
~{~.
Note: A minimum of 2 underdrafes recommended
Equivalent ripe Diameters
D= {in) ~1a. of 4"diam
5.13 2
5.95 3
s.ss a
7.22 5
7.7~a S
8.2 7
D= din) No of 8" diam
7.84 2
9.11 3
14.13 4
w