20100766 Ver 1_Stormwater Info_20101116

LETTER OF TRANSMITTAL
AWB ENGINEERS
1942 NORTHWOOD DRIVE ae?R-WATER OUv.rrr
SALISBURY, MARYLAND 21801-7824WEUwsmDsTwwATmrmcH
410-742-7299
FAX [phone] axp to ^ 07 tP to
CORR 10-JRS-1156 JOB NO.: 090802 DATE: 10/29/2010
TO: Bill Mullin RE:
J.H. Carter & Associates
515 Midland Road Mountaire VRT & Freezer
Suite F
Southern Pines, NC 28387
WE ARE SENDING YOU THE FOLLOWING:
ATTACHED- ? BLUELINE PRINTS - CHANGE ORDER -
SUBMITTALS - ? SHOP DRAWINGS - COPY OF LETTER -
SPECIFICATIONS - APPLICATION FOR PAYMENT - BLACKLINE PRINTS-
OTHER-
NO. OF COPIES DESCRIPTION
2 Sets of Drawing #s SP-1, 2, 3, 3.1, 4, 5, 6 & 7.
2 Copies of Narrative & Calculations.
1 CD Containing DWG & H droCad Files for NCDENR - DWQ Submittal.

THESE TRANSMISSIONS ARE:
FOR APPROVAL - ? FOR USE IN FABRICATION - ? FOR YOUR DISTRIBUTION - ?
FOR ESTIMATING - F-1 FOR USE IN CONSTRUCTION - AS PER YOUR REQUEST -
FOR CORRECTION - F-] FOR YOUR INFORMATION - FOR YOUR REVIEW & COMMENT
FOR YOUR USE - ? RET'D AFTER LOAN TO US - FOR OBTAINING PERMITS
THIS TRANSMITTAL IS SENT BY:
FIRST CLASS MAIL - OVERNIGHT UPS - GROUND UPS -
HAND DELIVERY - PICK UP - OTHER - ?
REMARKS:
By earlier email, I have requested the completion of the Maintenance Agreement be forwarded to you. The
proposed easement will be recorded after DWQ comments are received. Please call with an questions.

SENT BY: John R. Shahan, P.E.
COPY TO. John Wren - Mt. Aire (1) SIGNATURE:
w

1
11
I AWBENGIN
1
1
EERS
October 29, 2010
10-DRT-1153
Mr. Joseph Gyamfi, P.E.
North Carolina Department of Environment and Natural Resources
Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604

RE: Mountaire Farms
2010 VRT & Freezer Storage
Storm Water Management Plan
Dear Mr. Gyamfi,
10
The Mountaire VRT & Freezer Storage project is currently under construction. All approvals have
been obtained from the Land Quality section. Based on a recent meeting between DWQ and AWB Engineers,
we were informed that water quality treatment needs to be provided for all water discharging to a wetland area.
The following describes our storm water management plan.
' The rooftop of the proposed addition has been sectioned off into various drainage areas (A, B, C, etc.)
as shown on sheet SP-3 of the construction plans. The existing pavement between the two buildings currently
drains to E-CB5. From there it flows through an existing 12-inch pipe to E-MH6. E-MH6 drains to E-LS 1 (an
' existing lift station) through a 12-inch pipe. The storm water travels to the wastewater treatment facility from
there.
We are proposing to install piping along the north and west sides of the new addition to capture all
rooftop runoff and direct it to either E-LS 1 or to a newly constructed infiltration basin to be located at the south
end of the new building. Catch basin E-CB5 will remain in place and connected to manhole E-MH6. The new
pipe along the north wall of the new building will start in the northeast corner and run to the existing manhole
' (E-MH6). Two catch basins will be placed evenly along this run of pipe. Rooftop areas "C" and "E" will be
split into thirds with each third going to one of the new catch basins and existing manhole. Rooftop area "D"
will flow into CB20. A new 24-inch pipe will exit E-MH6 and connect to new manhole MH20. Another new
' manhole (MH23) will be installed in line with the existing 12-inch pipe connecting E-MH6 with E-LS 1. MH20
and MH23 will connect with a new 12-inch pipe. Runoff from the l -inch storm event (first-flush) for these
areas will be pumped to the wastewater treatment plant.
' For storm events larger than the 1-inch, a 24-inch pipe, with an invert set approximately 6 inches above
the 12-inch pipe going to MH23, will exit MH20 and run along the west side of the building. Rooftop area "B"
will be picked up by this pipe. MH21 will be placed near the middle of pipe run to allow better access for
' cleaning the pipes if necessary. This pipe will end at MH24. From here, flow for the "first flush" will be
diverted to the new infiltration basin. Larger storm events will flow out of MH24 trough a 24-inch pipe with an
invert set at the maximum water elevation of the "first flush".

UONF !4 I Q 742-%299 FAX ; 4 10) 742-0273
L
?y s
o ?"•I r ?? s

' Mr. Joseph GYamfi P.E.
' 10-DRT-1153
Page 2 of 2
The infiltration basin is sized for rooftop area "A" and all of the grassed area surrounding the southeast
corner of the building. An emergency spillway will be used to allow larger storm events to be safely conveyed
' toward the wetland area. The basin will hold the 1-year storm event. The only discharge for this event will be
from MH24 and the rate is slightly below the pre-development rate.
' The new truck dock will drain into a 12-inch concrete trench. Flow will be directed to a junction box
where a 12-inch pipe will carry the water to E-LS 1.
Existing and proposed runoff rates and pipe sizes were determined by using Hydrocad. We have
included calculations for both the 1-inch and 2-inch storm events (using the SCS method), the 10-year event for
pipe sizing (using the Rational Method), the 1-year pre-development discharge rate, and the 1-year post-
development discharge rate.
' In conclusion, the 1-inch storm event will be captured and sent to the wastewater treatment facility or to
the proposed infiltration basin. It is necessary for the bypass for the infiltration basin to be "inline" instead of
the required "oflFline". Due to the placement of the basin between the building and the new railroad, there is not
sufficient space to provide an "offline" system. To waive the offline requirement, as specified in Section 16.3.9
of the BMP Manual, we have designed the basin to handle 2 times the 1-inch storm event volume while using
' half the infiltration rate in the calculations. The deeded easement is shown around the infiltration basin and
extends to security fencing (Public Area) around employee parking. A locked gate will be maintained at this
point. For food plant security reasons, anyone wishing to gain access will have to approach the guard station
t (manned 24/7/365), submit documentation for approval and be escorted to the area desired. In addition, an
access easement can not extend from the basin to North Carolina Rt. 71 due to the railroad property that lies
between them.
' If there is additional information that you require from us, please let me know.
Sincerely,
Daniel R. Tolbert ohn R. Shahan, P.E.
Civil Engineer Technician Principal Engineer
1
cc: John Wren
Permit
QFwarF
0 RQG
SUM* - .L STORMWATER MANAGEMENT PERMIT APPLICATION FORM
HCDENR 401 CERTIFICATION APPLICATION FORM
1. PROJECT iNl ORMA110N
Project Name
Contact Person
Phone Number
Date
Drainage Area Number
11. DESIGNN INR5RMAT1pN ,
Site Characteristics
Drainage area
impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr discharge
Post-development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non-SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
Form SW401-Infiftration Basin-Rev.4
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
MOUNTAIRE FARh7S 2010 VRT & STORAGE 1
HALLEY ONDONP.
910-359-5286
29-Oct-10
1
91,432.00 ftz
43,637.75fe
0,48 %
2.00' < in
3.30 in
528; in/hr
3-93 _
ft3lsec
3.6; -ft3lsec
-0.26 ft3lsec
7,345.00 ft3
7,41.0.00
ft3
ft3
ft3
'ft3
ft3
to
OK for non-SA waters
rUB, Bp =
4.00 in/hr
]86.00 fmsl
0.50 days
1-00 :1
188.00 fmsl
159.50 fmsl
6,104.00 ftz
190.50 fmsl
237.00 ft
18.00, . ft
3,797.00 y2
OK
OK
OK
(to be pmvided by DWQ)

Paris I. & II. Design Summary, page 1 of 2
Additional Information
Maximum runoff to each inlet to the basin?
Length of vegetative filter for overflow
Distance to structure
Distance from surface waters
Distance.from water supply well(s)
Separation from impervious soil layer
Naturally occuring soil above shwt
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build-out?
Bypass provided for larger storms?
Pretreatment device provided
Permit
.0.38 ac-in OK
30.00 ft OK
OK
625.00 ft . OK
100:00 ft OK
2.00 ft OK
2.00 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
PUMP.TO LS=4
(to be provided by r)WQ)
Form SW404-Infiltration Basin-Rev,4
Parts J. & 11. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been me#. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
SP- 3 1. Plans (1" a 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
iD -r SP 3. I 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cfeanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
t 5P- 3. 3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
nn r?
D k `lr R 6 - Inlet and outlet structures.
4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
DkT Q 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests
The
.
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information

Ikl ?+1" 110 ,
6. A construction sequence that shows how the infitlration basin will be protected from sediment until the
entire drainage area is stabilized:
??27 P. r 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
Farm SW401 -Infiltration Basin-Rev.4 Page 1 of 1 Part 111. Required Items Checklist, Page 1 of 1
090802_POST Lumberton,North Carolina 70-Year Duration=5 min, Inten=8.16 in/hr
Prepared by AWE Engineers Printed 1012812010
HydroCAD® 9.00 s/n 02300 © 2909 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 0-3: INFILTRATION BASIN
Elevation Surface Storage
feet (sq-ft) {cubic-feet)
188.00 3,797 0
188.05 3,873 192
188.10 3,949 387
188.15 4,025 587
188.20 4,100 790
188.25 4,176 997
188.30 4,252 1,207
188.35 4,328 1,422
188.40 4,404 1,640
188.45 4,480 1,862
188.50 4,556 2,088
188.55 4,631 2,318
188.60 4,707 2,551
188.65 4,783 2,789
188.70 4,859 3,030
188.75 4,935 3,274
188.80 5,011 3,523
188.85 5,086 3,775
188.90 5,162 4,032
188.95 5,238 4,292
189.00 5,314 4,556
189.05 5,393 4,823
189.10 5,472 5,095
189.15 5,551 5,370
189.20 5,630 5,650
189.25 5,709 5,933
189.30 5,788 6,221
189.35 5,867 6,512
189.40 5,946 6,807
189.45 6,025 7,107
189.50 6,104 7,410
189.55 6,182 7,717
189.60 6,261 8,028
189.65 6,340 8,343
189.70 6,419 8,662
189.75 6,498 8,985
189.80 6,577 9,312
189.85 6,656 9,643
189.90 6,735 9,978
189.95 6,814 10,316
190.00 6,893 10,659
190.05 6,974 11,006
190.10 7,056 11,356
190.15 7,137 11,711
190.20 7,218 12,070
190.25 7,300 12,433
190.30 7,381 12,800
190.35 7,462 13,171
190.40 7,543 13,546
190.45 7,625 13,925
190.50 7,706. 14,309
TM:
s _ r?36'tin the Standard for Service"
3?3 _?4y to l?r ical = _tra.i _, r?rt ivli?feriais - Environmental Fac;lities
October 14, 2€10
Mr. Kyle Fordham
Evans Builders fine:
2329 Womble-Brooms Rd.
Wilson, N .C. 27893
IRE; In-wsitir InfUtrition Testing ? Mountalre Farms
Lumberbridge, North Carolina
ECS project no. 33:1360
Dear Mr. Fordham:
ECS has completed the infiltration testing for the above referenced rei ect, Piease see the
attached boring togs for all pertinent information regarding
the iecatians explored.
If you have any questions, please contact me at your earliest convenience.
Best regards;
dom.
Miguel Santiago, RE_
No P.E. License 033082
Vice President I Branch Manager
72 T'910-401-3288 :91 323-0539 e vv w.ecs€1mfted.com
E CS Cara! nas, LL€, E rar a w ECS ilii ;ss LLB' A EGS Md-A' lantie; LLC. e I`cS Southeast, LLG > EC S Texas, LLP

Infiltration Evaluation
Mountaire Farms
Lumberbridgo, North Carolina
ECS Project No. 33.1350
October 14, .2010
Loci Del2t Soil Description
BA 0-36" Tarp, Fine to Medium SAID wl Little.Silt
Seasonal' High Water Table was estimated to be at 24.0 inches below the
existing grade elevation.
.Infiltration. Rate, 1O.a inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 34.0 inches below the existing grade
elevation.
Location Degth Soil Description
132 0-48,, Tan, Grange, Fine to Medium, SAND Sul
Some Snit
Seasonal High Water Table was estimated to be at 24.0 inches below the
existing grade elevation.
Infiltration bate. 8.1inches per hour
Test was conducted at 10 inches below existing grade elevation.
Groundwater was encountered at 38.0 inches below the existing. grade
elevation,
CLIENT
Evans Builders Inc.
PROJECT NAIiiE
Mounkire Firms
SM LOCAMN
Lumberbridccie N C

I
JOB #. I BOMNG #
33:1351 8--1
ARCMTECT-ENGINEER
SHEEN`
OF
?.
LLP
a .4 s+.
PLASTIC MATER. UQUI D
Irwr % Car rT x LMT Z.
_ DESCRIPTION OF MATERIAL. ENGLISH UNIT$
c : ROCK QUALITY MONATION & REcovEgy
BOTTOM. OF CASING _ LOSS OF CIRCULATION REC.jd

SURFACE
SURFACE ELEVATION
I 20X-40%-60%-80%-l00%-
l00%-
STANDARD PENETR

.. ATION
BMWSf
. :
10 20 30 40 SRk
T®n,. Fine to Medium, SArd#3 with Uffle
Silt (Sm)
END OF BARMG 0 3.00'
SfiWT 0 24.0 inches
Test performed of 10.0 Inches
Ground wafer encountered 0 34.0 Inches
In4iif.ration. rate 10.0 inches: per hour
I I I I-- I
THE STRATIFICATIIIN LIKES REPRESENT THE RPPMXIMATE BIJUN 1ARY LINES BETWEEM SML 'TYPES IN-SITU THE INNSITION MAY BE GRAW4L
!9wL 34.0 Inches OR RaRMG srAIaTTRI) 08/08/10,
M -TWLCaCR) TWL(AeR) 130rdmo compi?TED
10 CAVT Ira DEPTH NA
08/08/
-7WL R10 HA FOREMAN B. Wa l1 DIZI NG HQD
HA
CLIENT
Evans Builders Inc.
PROJECT NAME
wouni ire Farms .
SITE LOCATION
JOB # BORING #
33:1350 B-2
ARCIiEOT-ENGINEER.
-o-
SHEET
OF

A[aAu?1IC WATER LI uw
LMIT :7. QOMNT X ma, x
DESCRIPTION OF MATERIAL ENGLISH UNITS`
ROM QUAEM DESIGNATION Ea AECOVMY
z BOTTOM OF CASMG - L08S OF CIRCil TI£?IV
20%: 40%-60%80%_...'100%-
SITRF'ACE -ELEVATION' STANDAR
D PENETRATION
Wn
B
10 20 30 40 6t1?
Ton, Orange, Fine to Miedii? SAND with
1 7
.Some Sal (SM)
..........
THE STRATIFICATION L(MES REPRESENT Td±E APPRaXINATE DGUNDq{gY LINES' BETWEEN SUIL. TYP£S IN-SITU THE TRANSITION MAY BE GRADUAL
3$. inches ws ORO
H.OMNO START D 08/0$/10
. WL(BCP): WL(ACIR) Eit FLING. COMPLETED 08 ' OS . 10 end u? n?r?1 6 NA.
?;WL MG HA FORUM B.wall, DRULINc MMOD HA
PRE-DEVELOPMENT
1-YR PRE-DEVELOPED
O9O8O2_PRE
Prepared by AWB Engineers Printed 10128/2010
H droCAD@ 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 2
Area
(acres)
0.815
1.284
2.099
Area Listing (all nodes)
CM Description
(subcatchment-numbers)
61 775% Grass cover, Good, HSG B (1S)
98 Paved parking, HSG B.(1S)
TOTAL AREA
1-YR PRE-DEVELOPED
090802_PRE Type ?I2¢hr 9-YR Rainfal1-3.30"
Prepared by AW13 Engineers Printed 10/28/2010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Palle 3
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS. TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 1S: PRE-DEVELOPMENT . Runoff Area=91,433 sf 61.19% Impervious Runoff Depth=1.77'"
Flow Length=100' Slope=0.0200 '1' Tc=8.9 min CN=84 Runoff=3.93 cfs 0.309 of
Total Runoff Area = 2.099 ac Runoff Volume : 0.309 of Average Runoff Depth = 1.77"
38.81% Pervious = 0.815 ac 61.19% Impervious = 1.284 ac
1-YR PRE-DEVELOPED
090802 PRE Type 1/124-hr 9-YR Rainfall=3.30"
Prepared by AWB Engineers Printed 10/28/2010
HydroCAD® 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1 S: PRE-DEVELOPMENT
Runoff = 3.93 cis @ 92.13 hrs, Volume= 0.309 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.30"
Area (sf) CN Description
35,486 61 >75% Grass corner, Good, HSG B
. 55,947 98 Paved parking, HSG B
91,433 84 Weighted Average
35,486 38.81% Pervious Area
55,947 61.19% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 100 0.0200 0.19 Sheet Flow,
Grass: Short n= 0.150 P2= 3.90"
Subcatchment 1S: PRE-DEVELOPMENT
Hydrograph .
p Runoff
----- --------
------------------------------------------------------
-------- --------------
[:3::.:9:3 cfs
4
24-hr .1-YR
Type Ill.
y Rainfall 3.30
---------- - - - ------
Runoff Area=91,433 sf
Runoff Volume 0.309 of
Runoff Depth 1.77"
-------------------------------- ------- ---- - ----
2 Flow Length=100'
r.r Slope=0.0200T
.
-,, Tc=8 0 min
'.
r CN=94
Q 1 2 3 4 5 6 7 6 9 16 11 12 13 14 15 16 17 18 t9 20 21 22 23 24 25 26 27 28 29 3tl 31 32 33 34 35 36 37 38 39 46
Time (hours)
L LStf & -
(83
EXISTING LIFT
STATION 3 /PAVEMENT
//E CES
CB B
i
MI)2D E-MH6
I
f
I ROOFTOP "B" C 1 C p ROOFTOP "D"
D
6"
n,.H21,.
M 21
82 CE3, ;.CE2?, CET
ROOFTOP "B" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E"
ce
A
MH24 INFILTRATION BASIN ROOFTOP "A" &
GRASSED AREA
Subcaf. ReachF Pond`, Link Drainage Diagram forOS0802 POST
Prepared by AWB Engineers, Printed 10/28/2010
FHydroCAE)@ 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC
1-YR POST-DEVELOPED
090802 POST
Prepared by AWE Engineers Printed 10/28/2010
HydroCAD@ 9.00 s/n 02300 Q 2009 H droCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.097 51 >75% Grass cover, Good, HSG B (A)
1.142 98 (CE7, CE2, D)
0.438 98 Paved parking & roofs (Bi, 132)
1.413 98 Paved parking, HSG B (8S, A)
0.308 98 Unconnected roofs, HSG B (CE3)
4.398 TOTAL AREA

1-YR POST-DEVELOPED
090802_POST
Prepared by AWB Engineers

HydroCAD® 9.00 sln 02300 © 2009 HydroCAD S
ft
S Printed 10128/2010
o
war e
olution s LLC
Page 3

Pipe Listing (all nodes)
Line# Node In-invert Out-invert Length Slope n DiamMidth Height
Number (feet) (feet) (feet) ("t) (inches) (inches)
1 C820 192.43 191.47 135.0 0.0071 0.013 18.0 0.0
2 CB21 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 CO 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-C85 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 148.0 0.0049 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
.9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 0.0
10 MH24 188.33 187.67. 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.00 187.00 25.0 0.0800 0.013 24.0 0.0
1-YR POST-DEVELOPED
090802_POST Type I// 24-hr 9-YR Rainfall-3.30"
Prepared by AWB Engineers Printed 1012812010
HydroCADS 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff bySCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method Pond routing by Dyn-Stor-Ind rnethod
Subcatchment SS: PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=175' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=2.11 cfs 0.162 of
Subcatchment A: ROOFTOP "A" $ GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=1.22"
Flow Length=50' Slope=0.0200 T Tc=7.4 min CN=76 Runoff=2.48 cfs 0.191 of
Subcatchment 81: ROOFTOP "B" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=3.07-
Flow Length=50' Slope=0.0200 '1' Tc=5.0 min CN=98 Runoff=0.71 cfs 0.055 of
Subcatchment.62: ROOFTOP "B Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.74 cfs 0.057 of
Subcatchment CEi: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CM=98 Runoff=0.98 cfs 0.076 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CH=98 Runoff=2.01 cfs 0.154 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff =1.02 cfs 0.079 of
Subcatchment D: ROOFTOP "D.. Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=3.07"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min CN=98 Runoff=0.80 cfs 0.062 of
Pond 0020: CB20
Pond 0821: CB21
Pond CO: CO
Pond E-CBS: E-CES
Pond E-MH6: E-MH6
Pond MH20: MH20
Pond MH21: MH21
Pond MH23: MH23
Peak Elev=193.52' Inflow=3.79 cfs 0.292 of
18.0" Round Culvert n=0.013 L=135.0' S=0.0071 T Outflow=3.79 cfs 0.292 of
Peak Elev=192.66' Inflow=4.81 cfs 0.371 of
18.0" Round Culvert n=0.013 L=66.0' S=0.0071 T outflow=4.81 cfs 0.371 of
Peak Elev=193.89' Inflow=1.79 cfs 0.138 of
15.0° Round Culvert n=0.013 L=80.0' S=0.0071 T outflow=1.79 cfs 0.138 of
Peak Elev=195.00' Storage=0 cf Inflow=2.11 cfs 0.162 of
Primary=2.11 cfs 0.162 of Secondary=0.00 cfs 0.000 of Outflow=2.11 cfs 0.162 of
Peak Elev=191.55' Inflow=6.92 cfs 0.633 of
24.0" Round Culvert n=0,013 L=81.0' S=0.0049 '1' Outflow=6.92.cfs 0.533 of
Peak Elev=191.26' Inflow=7.64 cfs 0.588 of
Primary=3.89 cfs 0.471 of Secondary=7.64 cfs 0.117 of Outflow=7.64 cfs 0.588 of
Peak EIev=190.55' lnflow=8.38 cfs 0.174 of
24.0" Round Culvert n=0.013 L=152.0' 3=0.0049T Outflow=8.38 cfs 0.174 of
Peak EIev=193.19' Inflow=3.89 cfs 0.471 of
12.0" Round Culvert n=0.013 L=328,0' S=0.0043 'r Outflow=3.89 cfs 0.471 of
1-YR POST-DEVELOPED
090802 POST Type /if 24-hr I-YR Rainfa11-3,3o-
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Pa e 5
Pond MH24; MH24 Peak Elev=189.81' Inflow=8.38 cfs 0.1742f
Primary-4.71 cfs 0.129 of Secondary=3.67 cfs 0.045 of Outflow=8.38 cfs 0.174 of
Pond 0-3: INFILTRATION BASIN Peak Elev=189.26" Stor2ge=6,013 cf Inflow=7.04 cfs 0.3202f
discarded=0.80 cfs 0.320 of Primary=0.00 cfs 0.000 of Outflow=0.80 cfs 0.320 of
Link E-LS1. EXISTING LIFT STATION Inflow=3.89 cfs 0.471 of
Primary=3.89 cfs 0.471 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.836 of Average Runoff Depth = 2.28"
24.95% Pervious = 1.097 ac 75.05% Impervious 3.301 ac
1-YR POST-DEVELOPED
090802 POST Type 1II24-hr l-YR Rainfall=3.30-
Prepared by AWB Engineers Printed 1012812010
H droCAD8 9.00 stn 02300 O 2009 H droCAD Software Solutions LLC Pa e 6
Summary for Subcatchment $S: PAVEMENT
Runoff = 2.11 cis @ 12.07 hrs, Volume= 0.162 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3.30"
Area (sf) CM Description
27,626 98 Paved parking, HSG B
27,626 100.00% Impervious Are a
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (efs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
1.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.8 175 Total, Increased to minimum Tc = 5.0 min
Subcatchment 8S: PAVEMENT
Hydrograph
u 2.t
0
3
a
-----------
2-
----------------------

v
r.

j
a
a
0 f
0 1 2 3 4 5 6 7 8 '6"10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type III24hr I-YR Rainfall=3.30"
Prepared by AWB Engineers Printed 10/28/2010
HydroCA00 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment A: ROOFTOP "A" & GRASSED AREA
Runoff = 2.48 cfs @ 12.11 hrs, Volume= 0.191 af, Depth= 1.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.30"
Area (sf) CM Description
33,925 98 Paved parking, HSG B
47,801 61 >75% Grass cover, Good, HSG B
81,726 76 Weighted Average
47,801 58.49% Pervious Area
33,925 41.51% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.4 50 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90'
Subcatchment A: ROOFTOP "A° & GRASSED AREA
Hydrograph
F
U
9
D
LL
€3 Runoff
0 € 2 3 4 5 6 7 8 9 10 11 12 13 14 1 S 16 17 9 23
24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 312021
9 40
i i m (hours)
1-YR. POST-DEVELOPED
090802 POST Type III24hr 1-YR Rainfall=3-30-
Prepared by AWE Engineers Printed 1012812010
HydroCAD® 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Pa e 8
Summary for Subcatchment B7: ROOFTOP "B"
Runoff 0.71 cfs a 12.07 hrs, Volume= 0.055 af, Depth= 3.07'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3.30"
Area (sf) CH Description
9,371 98 Paved parking & roofs
9,371 100.000/6 Impervious Area
Tc Length. Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.6 50 Total, Increased to minimum Tc = SA min
Subcatchment B9: ROOFTOP "B"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type ?I24-hr t-YR Rainfa1/=3.30"
Prepared by AWE Engineers Printed 10/28/2010
HydroCAD® 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment B2: ROOFTOP "B"
Runoff - 0.74 cfs @ 12.07 hrs, Volume= 0.057 af, Depth= 3.07'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3,30"
Area (sf) CN Description
9,706 98 Paved parking & roofs
9,706 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum 'Te = 5.0 min
Subcatchment B2: ROOFTOP "B""
Hydrograph
0.$

-

---. -----
i Runoff

0.75 0.74 cf6 -
0.7 Type III 24-hr.1-YR
0.65 1 Rainfall 3.30"
0
55
Runoff Area=9
706 sf
. ,
-------------------
0.5 Run®ff Volume 0:057 of
0.45-
------ ---------
J ---- Runoff De
0 0.4

G.35
----------------
-- Flow- Length=50'
?-
0.3=
- --- -------- SIQpe=0.0200 7
0.2s
0.2-
:.. Tc= 5.0 min
---
0.,5.- --- r ' CN-98
0.1-
0
05
-
.
-
0 1 2 3 4 5 6 7$ 9 10 11 121314 1516 17 18 ,9202,22 213,214
215 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type llf2SFhr'-YR Rainfall-3.30"
Prepared by AWE Engineers Printed 10/2812010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CEI: ROOFTOP "C' AND "E"
Runoff - 0.98 cfs @ 12.07 hrs, Volume= 0.076 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3.30"
Area (sf) CM Description
* 12,896 98
12,896 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
- (min) (feet) (ft/ft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum To = 5.0 min
Subcatchment M: ROOFTOP "C" AND "E"
Hydrograph
13 Runoff
1 0.98 r(5 i
Type 111.24-hr 1-YR
Rainfall-X3.30"'
Runoff Area=12,$96 sf
Runoff Volume-0.076 of
Runoff Depth=3.07°`
Flow Length=50
Slope=0,0100 'f
r Tc=5.0 min
' CN=98
.r.. .?.... ?. ... _. _.?... ?. .. ?...? .. .. ?. .. .. .. ..... .. ?.. .i.. .. r. ..r t r r r r . . r
.. r
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type III 24-hr I-YR Ralntall=3.30"
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9,00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment CE2: ROOFTOP "C" AND -E-
Runoff = 2.01 cfs @ 12.07 hrs, Volume= 0.154 af, Depth= 3.07°
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type Ill 24-hr 7-YR. Rainfall=3.30"
Area (sf) CM Description
26,300 98
26,300 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description.
(min) (feet) (ft/ft) (ft/sec) (efs)
0.8 50 0.0100 1.00 Sheet Flow,.
Smooth surfaces n=0.011 P2=3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE2: ROOFTOP ""C- AND "E""
Hydrograph
- - - ? Runoff
2.a1 ns ---
-------------
2-
Type 11124-hr 1-YR
Rainfal1=130„
Runoff Area=26 300
sf
Runoff Volume=0.154 of
Runoff Depth 3.07"
l
I
Flow Length-50'
Slope=0.0100 '1'
T'c=5.0 m i n:
CN=98
t?
i.
2 3 4 5 6 7 8 9 10 11 12 13 14 15 1$ 17 18 19 20 21.22 23 24 25 26 2'7..2'8'29 30 31 32 33 34 35 36 37 38 39 40
0 k /
Time (hours)
1-YR POST-DEVELOPED
090802-POST Type 11I24-hr 9-YR Rainfa/1=3.30"
Prepared by AWS Engineers Printed 1012812010
HydroCAD@ 9.00 sin 02300 Q 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment CE3: ROOFTOP "C" AND °E"
Runoff = 1.02 cfs @ 12.07 hrs, Volume= 0.079 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr i-YR Rainfall-3.30"
Area (sf) CN Description
13,404 98 Unconnected roofs, HSG B
13,404 100.00% Impervious Area
13,404 100.00% Unconnected
Tc Length . Slope Velocity Capacity Description
(min) (feet) (ftlft) (ft/sec) (cfs)
0.8 s0 0.0100 .1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90-
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE3: ROOFTOP "C" AND "E"
Hydrograph
® Runoff
l ,y'.02 cfs
- - ---- - - -----
Type III 24-hr I YR
Rainfal1=3.30" .
j Runoff /area=13,404 sf
Runoff Volume=0.079 of
Runoff Depth=3.07"
'
o ,
,
Flow Length=50
. Slope=0.0100
k Tc=5 0 min
CN=98
i
34 35 36 37 38 39 40
00 1 2 3 4 5.6.:.7 8 9 10111213141516171819202122232425262728 29 30 31 32 33 34
Time (hours)
1-YR POST-DEVELOPED
090802 POST
Type III 24-hr I-YR Rainfall-3.30"
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 stn 02300 0 2009 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment D: ROOFTOP -D"
Runoff = 0.80 cfs @ 12.07 hrs, Volume= . 0.062 af, Depth= 3.07'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1-YR Rainfall=3,30"
Area (sf) CN Description
* 10,552 98
10,552 100.00% impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flown,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment D: ROOFTOP "D"
Hydrograph
0.9- I
0.85-
------ 964 CF. - ----
------------------- S Runoff
f Type 11124-
h r 1-YR
0.75
.
0.7-
------ ---- -
Rainfall=3.30"
-
-
-
Oa
= -- ---
-
-
-- -
Runoff Area 10
552 sf
6 ,
0.55=
-
?uno?
Volume=0 062
-
of

0.5= ----
-
_
--
Runoff Depth=3
07
3 0.45 .

o
LL U.4 .
It .:
---
- - Flor?u
Len th
=50'_
:
6.35-

.3 _.
.
_
--------------
fy
-------------- ----- ---- ------ ------
---- - -- -- -Slope=0.0'10
0'/,--
----- ------

0.25 .
--- --------
Tc=5.0 min
0.2
-

0.15 -:
- - -
------------
- _------ C1V-98

0.1 -
------- ---- -- ----- ---
0.05.
0 1 2 3 4 5 6 7 8 9 1011 121314151617
819 20 21 i2 232425 2 .,.. `
26 27 28 29 30 31 32 33 34
35 36 37.38 39 40
"
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type III 24-hr 7-YR Rainfall=3.30-
Prepared by AWB Engineers Printed 10/28/2010
HydroCADO 9.00 sfn 02300 @ 2009 HydroCAD Software Solutions LLC Pa a 14
Summary for Pond CB20: C820
Inflow Area = 1,142 ac,100.00% Impervious, Inflow Depth 3-07" for 1-YR event
Inflow = 3.79 cfs @ 12.07 hrs, Volume= 0.292 of
Outflow = 3.79 cfs @ 12.07 hrs, Volume= 0,292 af, Atten= 0%, Lag= 0.0 min
Primary - 3.79 cfs @ 12-07 hrs, Volume= 0,292 of
Routing by Dyn-Star-Ind method, Time Span= 0,00-40.00 hrs, dt= 0.01 hrs
Peale Elcv= 193.52'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 . Primary 192.43' 18.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.00717 Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=3.78 cfs @ 12,07 hrs HW=193.52' TW=192.66' (Dynamic Tailwater)
t--1=Culvert (Outlet Controls 3.78 cfs @ 3.83 fps)
Pond CB20: CB20
Hydrograph
® Inflow
azs
mary
p Pri
3.79 fn flow Area=1.142 ac
-'
-------- - ---- - Pe Elev=' 93-.52°
3 18 Orr

Round Culvert
3 n=-0.013
02
0°
L =135
,
- ----- -- ---- ------ ---- - - ---
S-0.ft071 1
1

"
0? 1 2 .4' .6..?..8 9 101 :
1'3 1.9 2....:0 . .....:23...24 2,5 28 27 , 28 2 29 9 - 30 3 31 32 3 33 3 ..,
1 12 14 15 1617 18 21 22 34 35 38 37 38 39 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type III 24-hr I-YR Raimal1-3.30-
Prepared by AWB Engineers Printed 10/28/2010
HydroCAD0 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Pa a 15
Summary for Pond CB21.- CB21
Inflow Area = 1.450 ac,100.00% impervious, Inflow Depth= 3.07" for 1-YR event
Inflow _ 4.81 cfs @ 12.07 hrs, Volume= 0.371 of
Outflow = 4.81 cfs @ 12.07 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 thin
Primary = 4.81 cfs @ 12.07 hrs, Volume= 0.371 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs.
Peak Elev= 192.66'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 191.47' 18.0" Round Culvert L= 66.0' . CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=4.81 cfs @ 12.07 hrs HW=192.66' TW=191.35' (Dynamic Tail water)
'L-'1=Culvert (Barrel Controls 4.81 cfs @ 4.40 fps)
Pond CB21.- CB21
1-YR POST-DEVELOPED
090802_POST Type 11124-hr I-YR Rainfall=3.30" . .
Prepared by AWS Engineers Printed 10128/2010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LL,C Page 16
Summary for Pond CO: CO
Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth = 3.07" for i-YR event
inflow = 1.79 cfs @ 12.07 hrs, Volume= 0.138 of
Outflow = 1.79 cfs @ 12.07 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 min
Primary _ 1.79 cfs @ 12.07 hrs, Volume= 0.138 of
Routing by Dyn-Stor-Ind method, Time Sp2n= 0.00-40,00 hrs, dt= 0.01 hrs
Peak Elev= 193.89'@ 12.08 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0" Round Culvert L= 80.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 T Cc= 0.900
n= 0,093 Corrugated PE, smooth interior
Primary OutFlow Max=1.76 cfs @ 12.07 hrs HW=193.88' TW=193.52' (Dynamic Tallwater)
t°--1=Culvert (Outlet Controls 1.75 cfs @ 2.66 fps)
Pond CO. CO
Hydrograph
2 Inflow
El Primary
1.7ecfs _ _ -
Inflow Area=0.538 ac
Peak EIev 193.89
15,0"
Round--C
- - ulver
a :
3 1 n=0.013
0
L=80.0
S=0.00;71 T.
,7i1 -: '
0
0 1 2 3 4 5 6 7 8 9 1tl11 12 1314 15 1617 18 192021 22 2324 25 2827 28 2930 31 32313 34 3536 37 3839 40
Time (hours)
1-YR POST-DEVELOPED
090802 POST Type/// 24-hr I-YR Rainfall=3.30-
Prepared by AWB Engineers Printed 10/2812010
HydroCAD@ 9.00 sin 02300 O 2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-CBS: E-CB5
Inflow Area 0.634 ac,100.00% Impervious, Inflow Depth = 3.07" for 1-YR event
Inflow - 2.11 cfs @ 12.07 hrs, Volume= 0.162 of
Outflow = 2.11 cfs @ 12.07 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min
Primary - 2.11 cfs @ 12.07 hrs, Volume= 0.162 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 195.00'@ 12.07 hrs Surf.Area= 27,522 sf Storage= 0 cf
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 cf
Plug-Flow detention time= (not calculated. outflow precedes inflow)
Center-of-Mass det. time= 0.0 min ( 754.8 - 754.8 )
Volume Invert Avail.Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum,Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
195.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.0260T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
. Limited to weir flow at low heads
#3 Secondary 195.25' 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction (s)
Primary Outflow Max=4.18 cfs @ 12.07 hrs HW=195.00' TW=191,35' (Dynamic Tallwater)
t--1=Culvert (Inlet Controls 4.18 cfs @ 5.32 fps)
t--2=Orifice/Grate (Passes 4.18 cfs of 14.44 cfs potential flow)
Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
t--3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)
1-YR POST-DEVELOPED
090802 POST Type III 24-hr 9-YR Rainfall=3 30-
Prepared by AWB Engineers Printed 10/2812010
. HydroCAD® 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CBS: E-CB5
Hydrograph
1-YR POST-DEVELOPED
090802 POST Type IN 24-hr f-YR Rainfaff=3.30"
Prepared by AWE Engineers printed 10/2812010
HydroCAD® 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 19
Sutnrnary for Pond E-MH6: E-MH6
Inflow Area 2.084 ac,100.00% Impervious, Inflow Depth= 3.07" for 1-YR event
Inflow = 6.92 cfs @ 12.07 hrs, Volume= 0.533 of
Outflow = 6.92 cfs @ 12.07 hrs, Volume= 0.533 af, Atten= 0%, Lag= 0.0 min
Primary - 6.92 cfs @ 12.07 hrs, Volume= 0.533 of
Routing by Dyn-Stor--Ind method, Time Span= 0.00-40.00 firs, dt= 0.01 hrs
Peak Elev= 191.55'@ 12.08 hrs
Flood E1ev= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64" 24.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Inverts 189.24" S= 0.0049 T Cc=.0.900 n= 0.013
Primary OutFlow Max=3.44 cfs @ 12.07 hrs HW=191.35° TW=191.25' (Dynamic Tailwater)
t-1=Culvert (Outlet Controls 3.44 cfs @ 1.62 fps)
Pond E-MH6: E-MH6
Hydrograph
0 Inflow
ID Primary
1-YR POST-DEVELOPED
090802 POST TYPe ill 24-hr I-YR Rainfall-3 30?
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond MH20- MH20
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 3.07" for i-YR event
Inflow = 7.64 cfs @ 12.07 hrs, Volume= 0.588 of
Outflow - 7.64 cfs C 12.07 hrs, Volume= 0.588 af, Atten= 0%, Lag= 0.0 min
Primary = 3.89 cfs Q 12.08 hrs, Volume= 0.471 of
Secondary = 7.64 cfs @ 12.07 hrs, Volume= 0.117 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 191.26'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.24' 12,0" Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 '1' Cc= 0.900 n= 0.013
#2 Secondary 189.80' 24,0" Round Culvert L= 148.0' CPP, square edge headwall, Ke= 0.500'
Outlet Invert= 189.07' S= 0.0049'1' Cc= 0.900 n= 0.013
?Prim?ary Outflow Max=0.00 cfs Q 12.08 hrs HW=190.97' TW=193:'13' (Dynamic Tallwater)
?1=Culvert (Controls 0.00 cfs)
Secondary OutFlow Max=6.60 cfs @ 12.07 hrs HW=191.26' TW=190.55' (Dynamic Tallwater)
t2=Culvert (Outlet Controls 6.60 cfs @ 3.76 fps)
Pond MH20: MH20
Hydrograph
Inflow
?4 rfa 71 Outflow
M Primary
- =;64 --- --- . .. Inflow Area=2,299 ac--- ®Secondary
$ . , 7.84 cfs I, ,. i .
---- 4 ----------------------- Peak- Elev-l 91-.26'---
--- ------- ------ -------------------------- -------------- ------------------
6 - ---- ----- --- ----------------
-------------- ;
------
k
0 4
2 ? ?$ I
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type IM24Fhr I-YR Rainfal1=3,30"
Prepared by AWE Engineers Printed 10!2812010
HydroCAD® 9.00 s/n 02300 @2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21. MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 9.36" for 1-YR event
Inflow = 8.38 cfs @ 12.07 hrs, Volume= 0.174 of
Outflow 8.38 cis @ 12.07 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.0 min
Primary = 8.38 cfs @ 12.07 hrs, Volume= 0.174 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.55'0 12.07 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
#1 Primary 189.07' 24.0" Round Culvert L= 152.0'. CPP, square edge headwall, Ke= 0.500
Outlet Invert= 188.33' S= 0.0049 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior.
Primary OutFlow Max=6.84 cfs @ 12.07 hrs HW=190.55' TW=189.81' (Dynamic Tailwater)
t--1 =Culvert (Outlet Controls 6.84 cfs @ 3.83 fps)
Pond MH21. MH21
Hydrograph
9
8
7
- --------- ------ --------
6
---------------------------
N

O
u 4-
3- "
2-
1 "
1 2 3 4 6 6' 7 8 9 1011 1213141516171819 ;
2d 21 22 2324 25 26 27 28 29 360- 31 32 33 34 35 36 37 38 3940
0
Time (hours)
M In ow
0 Primary
r
1-YR POST-DEVELOPED
090802 POST Type III24r hr I-YR Rainfall=3.30"
Prepared by AWB Engineers Printed 1012812010
HydroCAD0 9.00 sin 02300 0 2009 HydroCAD Software Solutions LLG Page 22
Surnmary for Pond MH23: MH23
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 2.46" for 1-YR event
Inflow = 3.89 cfs @ 12.08 hrs, Volume= 0.471 of
Outflow = 3.89 cfs @ 12.08 hrs, Volume= 0.471 af, Atten= 0%, Lag= 0.0 min
Primary -. 3.89 cfs @ 12.08 hrs, Volume= 0.471 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00.40.00 hrs, dt= 0.01 hrs
Peak Elev= 193.19'@ 12.08 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' 12.0" Round Culvert L= 328.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0.0043r Cc= 0.900 n= 0.013
Primary OutFlow Max=3.89 cfs @ 12.08 hrs HW=193.19' TW-0.00` (Dynamic Tailwater)
t--1=Culvert (Barrel Controls 3.89 cfs @ 4.95 fps)
Pond MH23: MH23
1-YR POST-DEVELOPED
090802_POST Type IN2SFhr I- YR. Rainfa11=3.30-
Prepared by AWS Engineers Printed 1012812010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 9.36" for i-YR event
Inflow = 8.38 cfs @ 12.07 hrs, Volume= 0.174 of
Outflow 8.38 cfs @ 12.07 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.0 min
Primary = 4.71 cfs @ 12.07 hrs, Volume= 0.129 of
Secondary= 3.67 cfs @ 12.07 hrs, Volume= 0.045 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.40 hrs, dt= 0.01 hrs
Peak Elev= 189.81"@ 12.07 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0° Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.00' 24.0" Round Culvert. L= 25.0' CPP, square edge headwall, Ko= 0.500
Outlet Invert= 187.00' S= 0.0800'1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=4.70 cfs @ 12.07 hrs HW=189.81' TW=188.64 (Dynamic Tailwater)
t--1=Culvert (Barrel Controls 4.70 cfs @ 4.09 fps)
Secondary OutFlow Max=3.65 cfs @ 12.07 hrs HW=189.81' (Free Discharge)
t_2=Culvert (Inlet Controls 3.65 cfs @ 3.06 fps)
Inflow
M Outflow
111 Primary
Secondary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type 11124-hr l-YR Rainfall-3.30"
Prepared by AWE Engineers Printed 1012812010
HydroCAD® 9.00 s1n 02304 @ 2009 HydroCAD Software Solutions LLC Page 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72%o Impervious, Inflow Depth= 1.83" for 1-YR event
Inflow = 7.04 cfs @ 12.09 hrs, Volume= 0.320 of
Outflow = 0.80 cfs @ 12.49 hrs, Volume= 0.320 af, Atten= 89%, Lag= 24.0 min
Discarded 0.80 cfs @ 12.49 hrs, Volume= 0.320 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 189.26'@ 12.49 hrs Surf.Area= 5;731 sf Storage= 6,013 cf
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage= 14,309 cf
Plug-Flow detention' time= (not calculated: outflow.precedes inflow)
Center-of-Mass det. time= 67.8 min ( 874.4 806.7 )
Volume Invert Avall.Storage Storage Description
#1 188.00' 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sy-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
190.00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 Primary 189.50' 8.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 186.00'
Discarded OutFlow Max=0.80 cis @ 12.49 hrs HW=189.26' (Free Discharge)
t--2=Exfiltration ( Controls 0.80 c€s)
Primary OutFiow Max=0.00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
t-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
1-YR POST-DEVELOPED
09.0802-POST Type 11124-hr f-YR Ralnfall-3.30-
Prepared by AWS Engineers Printed 1012812010
HydroCA00 9.00 sln 02300 Q 2009 HydroCAD Software Solutions LLC Patio 25
Pond 0-3: INFILTRATION BASIN
Hydrograph
Inflow
2 Outflow
99 Discarded
M Primary
i
1-
AM cis T ,
J 0 2 4 8 8 Tt) 12 14 16 18? 20 422 2
4 26 28 30 3,2 34 `36 38 4D
Time (hours)
1-YR POST-DEVELOPED
090802_POST Type/// 24-hr 9-YR Rainfa/1=3.30"
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 26
Summary for Link E-LSi: EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth 2.46". for 1-YR event
Inflow - 3.89 cfs @ 12.08 hrs, Volume 0.471 of
Primary = .3.89 cfs @ 12.08 hrs, Volume= 0.471 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt 0.01 hrs
Link E-LS1: EXISTING LIFT STATION

CB
E Liz`
IL I
EXISTING LIFT
STATION 3
PAVEMENT

ca,
H2 , n,
c8;
MN E-CB5
MH2O E-MH6?
I.
ca ce, ' \

3
ROOFTOP "B" C 1 C 0 ROOFTOP "D"
Q
CB

M 21 B2 ? CE3'1 GE2 CE1
i
ROOFTOP "E" ROOFTOP "C" AND "E" ROOFTOP 'C" AND "E" ROOFTOP "C" AND "E"
B.
LQ ;5\ A

MH24 INFILTRATION BASIN ROOFTOP "A'&
GRASSED AREA
n
Subcar.% Reach; Pond\, Link Drainage Diagram for 090802 POST
Prepared by AWB Engineers, Printed 10/28/2010
HydroCAEM 9.00 sin 02300 © 2009 HydroCAD Software Sofuflons. LLC
1-INCH STORM EVENT
090802_POST
Prepared by AWB Engineers Printed 10/2612010
HydroCAD@ 9.00 stn 02300 © 2009 HydroCAD Software Solutions LLC Page 2

Area Listing (all nodes)
Area CN Description
(acres) (subcatchment numbers)
1.097 61 >75% Grass cover, Good, HSG B (A)
1.142 98 (CEi, CE2, D)
0.438 98 Paved parking & roofs (BI, 112)
1.413 98 Paved parking, HSG B (8S, A)
0.308 98 Unconnected. roofs, HSG B (CE3)
4.398 TOTAL AREA

090802 POST
Prepared by AWE Engineers
HydroCAD0 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC 1-INCH STORM EVENT

Printed 10/2812010
Pane 3
Pipe Li sting (all nodes)
Une# Node In-invert Out-invert Length slope n DiamMlidth Height
Number (feet) (Feet) (feet) (ftlft) (inches) (inches)
1 C820 192.43 191.47 135.0 0.0071 0.013 15.0 0.0
2 CB21 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 CO 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-CB5 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 148.0 0.0049 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 0.0
10 MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.00 187.00 25.0 0.0800 0.013 24.0 0.0
I-INCH STORM EVENT
090802 POST Type I//24-hr 9.9- Rain fallm 1. 00
Prepared by AWB Engineers Printed 10128/2010
HydroCAD® 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-End method
Subcatchment 8S: PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=175' Slope=0.0100 1' Tc=5.0 min CN=98 Runoff=0.58 cfs 0.042 of
Subcatchment A: ROOFTOP "A" $ GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=0.04"
Flow Length=50' Slope=0.0200 T Tc=7.4 min CN=76. Runoff=0.01 cfs 0.006 of
Subcatchment B1: ROOFTOP "B" Runoff Area=9,371 sf 100.00%a Impervious Runoff Depth=0.79-
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.20 cfs 0.014 of
Subcatchment B2: ROOFTOP "B" Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0200 T Tc=5.0 min CN=98 Runoff=0.21 cfs 0.015 of
Subcatchment CE1: ROOFTOP '"C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 T Tc=5.0 min . CN=98 Runoff=0.27 cfs 0.020 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min CN=98 Runoff=0.56 cfs 0.040 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98. Runoff=0.28 cfs 0.020 of
Subcatchment D: ROOFTOP "D" Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=0.79"
Flow Length=50' Slope=0.0100'1' Tc=5.0 min CN=98 Runoff=0.22 cfs 0.016 of
Pond CB20: CB20
Pond C821: CB21
Pond CO: CO
Pond E-CBS: E-CBS
Pond E-MH6: E-MH6
Pond MH20: MH20
Pond MH21.- MH21
Pond MH23: MH23
Peak Elev=192.94' Inflow=1.05 cis 0.075 of
18.0" Round Culvert n=0.013 L=135.0' 5=0.0071 T Outflow=1.05 cfs 0.075 of
Peak Elev=192.03` Inflow=1.34 cfs 0.096 of
18.0" Round Culvert n=0.013 L=66.0' 5=0.0071 T Outflow=1.34 cfs 0.096 of
Peak EIev=193.39' lnflow=0.50 cfs' 0.035 of
15.0" Round Culvert n=0.013 L=80.0' 5=0.0071 T Outflow=0.50 cfs 0.035 of
Peak EIev=195.00' Storage=0 cf lnflow=0.58 cfs 0.042 of
Primary=0.58 cfs 0.042 of Secondary=0.00 cfs 0.000 of 0utflow=0.58 cfs 0.042 of
Peak EIev=190.44' inflow=1.92 cis 0.137 of
24.0" Round Culvert n=0.013 L=81.0' S=0.0049 T Outflow=1.92 efs 0.137 of
Peak EIev=190.16' Inflow=2.12 cfs ©.152 of
Primary=1.57 cfs 0.145 of Secondary=0.55 cfs 0.006 of Outflow=2.12 cfs 0.152 of
Peak Elev=189.49' Inflow=0.76 cfs 0.021 of
24.0" Round Culvert n=0.013 L=152.0' S=0.0049 T Outflow=0.76 cfs 0.021 of
Peak Elev=189.92' Inflow-1.57 cfs 0.145 of
12.0" Round Culvert n=0.013 L=328.0' S=0.0043"/' Outflow=1.57 efs 0;145 of
1-INCH STORM EVENT
090802_POST Type 11124-hr 7.0" RainfalIzI.00"
Prepared by AWB Engineers . Printed 10/2812010
Hydro CADO 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 5
Pored MH24 MH24 Peak Elev=188.80' Inflow=0.76 cfs 0.021 of
Primary=0.76 cfs 0.021 of Secondary=0.00 cfs 0.000 of Outflow=0.76 cfs 0.021 of
Pond 0-3: INFILTRATION BASIN Peak Elev=188.03' Storage=124 cf Inflow=0.76 cfs 0.027 of
Discarded=0.36 cfs 0.027 of Primary=0.00 cfs 0.000 of Outflow=0.36 cfs 0.027 of
Link E-LS7: EXISTING LIFT STATION Inflow=1.57 cfs 0.145 of
Primary=1.57 cfs 0.145 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.1722 of Average Runoff Depth = 0.47"
24.95% Pervious = 1.097 ac 75.05% Impervious = 3.301 ac
1-INCH STORM EVENT
090802 POST Type III 24-hr 1.0- Rainfall-LOO"
Prepared by AWE Engineers Printed 1012812010
HydroCAD® 9.00 s!n 02300 © 2009 H droCAD Software Solutions LLC Page 6
Summary for Subcatchment 8S: PAVEMENT
Runoff - 0.58 cfs @ 92.07 hrs, Volume= 0.042 af, Depth= 0.79"
Runoff by SCS TR-20 method, t1H=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1.0" Rainfall=1.00-
Area (sf) CN Description
27,626 98 Paved parking, HSG B
27,626 100.00% Impervious Area
. Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 s0 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
9.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.8 175 Total, Increased to minimum Tc = 5.0 min
Subcatchment 8S: PAVEMENT
Hydrograph
0.65-:
Runoff
6.58 cfc
0.6-
Type 111 24-hr 1.0
0.55 ,
-------- ------------ _... -- ---- ----. .
0:5 a - --- --Rainfall 1?.00'?
0.45= Runoff Area=27,626 sf
0.4 Runoff Volume :0.042 of
0.35 Runoff Depth= IF
-- -- -- -- ---- --
LL 0.3 Flow_ Length .175'_
---- 1
0.25_ , SI'ope, 0.0'1.00 '1'..
0.2- -
Tc
CN=9S
---- -' ---- --- ------------ --- - --- -------------
0.05-: , .,..,, : ,,,,,,, .. ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2930 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802_POST Type /Y24-hr L0" Rainfal/=1.00"
Prepared by AWS Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Saftware Solutions LLC Pa e 7
Summary for Subcatchment A: ROOFTOP "A" & GRASSED AREA
Runoff = 0.01 cfs aQ 12.51 hrs, Volume= 0.006 af, Depth= 0.04
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40,00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0 Rainfall=1.00"
Area (sf) CN Description
33,925 98 Paved parking, HSG B
47,801 61 '75% Grass cover, Good, HSG B
81,726 76 Weighted Average
47,801 58.49% Pervious Area
33,925 41.51% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) . {ft/sec) (cfs)
7,4 50 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90"
Subcatchment A: ROOFTOP "A" & GRASSED AREA
Hydrograph
0.013 Runoff
-- --- 0.01'k
- - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - -
0.012
0.011 Type I 1124-h r 7.0
- ---------- ------- ------- -------
--- -Rainfall-1.0.0- _.
0.01-
0,009- Runoff Area. sf
-- -------------
Runoft VoFume-0.006 a
"
0.008-
0.007 Runoff Depth-0.04"
4r
CD
0.006 Flow Length=50`
0.005-
Slope=0.0200'1'
0.004
- --
a ---- - - - ---To*T4 mi:n
0.003 [; I ,1
- CN=76
0.002
1
0.001-'
0
0 1 2,3 4 5 6 7 8 91011121314151 6 17 18192021 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3,8 39 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type I// 24-hr f.0 Rainfall= 1_00 Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sIn 02300 a 2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment B9: ROOFTOP "B"
Runoff - 0.20 cfs (a? 12.07 hrs, Volume= 0.014 af, Depth= 0,79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1.0" Rainfall=1.00"
Area (sf) CN Description
9,371 98 Paved parking & roofs
9,371 100.00% Impervious Area
. Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftfsec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0,011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment B7: ROOFTOP "B"
Hydrograph
------------------------------------------
0.22-
0.21 o.zo cts -

--- --- -- - - -
1.0
T @ -111-24---hr -
p
0.19 1 ,
J
0.18
:00"
Rainfall-
0.17 : ---- -=-------- --- -'- --- ---- --
-'1
0.,6 371 sf
Runoff :Area=9
0.15- ,
._,..
0.14- -- --- ---- -----Runoff Volume=0.0'14.af -
0.13 - -- -•-- - - - -
0.12- Runoff Depth-0.79"

0.11
0.1
--

----- -----

---------
- -- -

-- - ----------- ------------- ---------- ------------- -------- ---------------------------

-------- - --------------------- --------
ow Length=50'_
00.09-
0.08
- - Slope=0.0200 T --
0.07
0.06- -- - - --- ------------ - ----- --=-,-- ---- -- --
Tc=5.0 min
0.05
. '
- - -- -.- -- _ C
N-9S
-
-
0.04 --.r - ---
------ -
0.03
0.02

-
---

0.01 r
T
--?'T 1 -_r

? ,- , -•,-..?--?-;-,-- - - - •;
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30.3132 33 34 35 36 37 38 39 40
Time (hours)
10 Runoff
r
1-INCH STORM EVENT
090802_POST Type 1/1 24-hr ;r.0" Rainfa//=7x00"
Prepared by AWB Engineers Printed 10/2812010
HydroCADO 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC pa e 9
Summary for Subcatchment B2. ROOFTOP "B"
Runoff = 0.21 cfs @ 12,07 firs, Volume= 0,015 af, Depth= 0.79"°
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-40,00 hrs, dt= 0.01 hrs .
Type III 24-hr 1.0" Rainfall=1.00
Area (sf) CN Description
9,706 98 Paved parking & roofs
9,706 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftift) (Riser-) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment 132. ROOFTOP "B"
"
Hydrograph
0.23 ----------------------------
----- -- --- ----
------------
------------------------------------------------------ -------------
-
FE I Runoff ii,
0,21' ' 0.21 cis
0.2 Type 111 24 hr 1
r:
0"
0.19- ;
.
-; -..._...
0.18
------ ---------------------
5 -.. Rainfall
1.00"
-- ---
a.17 : -
0.16-

---------
__ Runoff Area=9
7
06 sf

0.14:

" ,
.
i
j
Volume=0
015 of
m 0.13

w

U
0.12 _ .
-

R
unoff Depth-0:7J
0.11 "
.° 0.1 .

Flow Len9th=50'
0.09 -
fl.flB=

fl7 -
fl

_
------------------ --
-
Slope-0:02Q0 'L' -
: ,
:
0.06 - - TC=5
0
min

fl.05
0,04 .
.
.
r _CN 98
0.03-

OM:
----------------------
i
0.01- Tom'
y
0 .
? ..,...,... ".. ., -
,.

0 1 ?
?
2 3
4 5
7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
1-INCH STORM EVENT
090802 POST Type III24hr 1.0" Rainfall=1.00"
Prepared by AWB Engineers printed 10/2812010
HydroCAD0 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CEi: ROOFTOP "VE AND "E"'
Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1.0" Rainfall=1,00"
Area (sf) CN Description
* 12,896 98
12,896 100.00% Impervious Area
Tc . Length Slope Velocity Capacity Description
(min) (feet) (Rift) (ft/sec) (cfs)
0.8 s0 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 80 Total, Increased to minimum Tc = 8.0 min
Subcatchment CE1: ROOFTOP "C" AND -15"
Hydrograph
0.3- ®Runoff
------------------- --- .
Q.28 u 27 ?
- --------------------------------- - -- -- ---------
0.26 Type 111 24=hr T 0.,
-- ------------ --- - - ---
0.24 Rainfall .1.00"
._.. --
Q.22 -----Runoff-Area=1 2,$96,sf
---------------------------------- ---- ----------------------------
0.2- Runoff
=0 020 a1
0.18 -
0.16- Runoff Depth 0.79
0 0.14 Flow Length=50'
Q.12 ? .? Slope=0.0100 'l
0.1
Tc=5.0'min-
0.08
Q.Q6 , CN=98
-
0.04 -
102 -
Q
0 1 2 3 4 5 6 7 8 9 101112131415161T18 19 20 21 22 23 24 25 2627 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type /If 24-hr f, 0'" (Rainfall=1.00"
Prepared by AWE Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Pa a 11
Summary for Subcatchment CE2: ROOFTOP "C AND "E"'
Runoff = 0.56 cis @ 12.07 firs, Volume= 0.040 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1.0° Rainfall=1.001-
Area (sf) CN Description
* 26,300 98
26,300 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f 1sec) (cis)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE2: ROOFTOP "C" AND -Ell
Hydrograph
Ll Runoff
---------- ------ ------
--- --
0.55 --
-- ----- ------- Type III 24-hr '1.0"_
-------------
r
--- ---- -------------- --------------
Runoff Area=26,300 sf
4 1 Runoff Volume=0.040 of
uy.: 0.35-
0,3 {{
- { Runoff .Depth=0..79'
---------------
- --
F_ow-Length-50'
025-
----- - '
- - - Slope-0.0400-1/
0.2
Tc=5.0 min
0.1= CN=98
- - - ----- - --- -------
---------- - --- ----
0.05-
r
0 1 2 3 4 5 6 7 $ 9 10 11 12 13 14 15 1 fi 17 18 19 2021 2 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time
1-INCH STORM EVENT
090802 POST Type 11124hr 7.0® Rainfaf/-7.00"
Prepared by AWB Engineers Printed 10/28/2010
HydraCAD® 9.00 sln 02300 @ 2009 HydraCAD Software Solutions LLC Page 12
Summary. for Subcatchment CE& ROOFTOP "C" AND "E"
Runoff = 0,28 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 0.78"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 1.0" Rainfall=1.00-
Area (sf) CN Description
13,404 98 Unconnected roofs, HSG B
13,404 100.00% Impervious Area
13,404 100.00% Unconnected
Te Length. Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 s0 0.0100 1.00 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
[3 Runoff
09 1 2 ..3..45 6 7 8 9 10111213141516171819202122232
4 25 26 27 28 29 30 31 32 33 34 35 36 37 36 39 40
Time (hours)
1-INCH STORM EVENT
090802_POST Type III2¢hr 1.0" Rainfall=1.0o°
Prepared by AWB Engineers Printed 10/2812010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 13
Surnmary for Subcatchment D; ROOFTOP "D"
Runoff. - 0.22 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 1.0" Rainfall= 1.00"
Area (sf) CN Description
* 10,552 98
10,552 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet). (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
€? Runoff
1-INCH STORM EVENT
090802 POST Type /I/24hr I.0" Rainfall=f.00"
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 14
Summary for Pond CB20: CB20
Inflow Area = 1.142 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
Inflow = 1.05 cfs @ 12.07 hrs, Volume= 0.075 of
Outflow = 1.05 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min
Primary _ 1.05 cfs @ 12.07 hrs, Volume= 0.075 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 192.94'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 192.43' 18.0" Round Culvert L= 135,0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#Prim?ary Outflow Max=1.05 cfs @ 12.07 hrs HW=192.93' TW=192.03' (Dynamic Tailwater)
t--1 =Culvert (Outlet Controls 1.05 cfs @ 3.00 fps)
Pond CB20: CB20
Hydrograph

?- - ---.--- 1?5 ds --

1 r
Ilf
I r ' :•
w I
Y ?

.k

k

0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
1-INCH STORM EVENT
090802-POST Type I// 2¢6r 1_O" Rainfall=LOO"
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sin 02300 ©2009 HydroCAD Software Solutions LLC Page 15
Summaryfor Pond CB21: C1321
Inflow Area = 1.450 ac,400.00% impervious, Inflow Depth= 0.79" for 1.0" event
Inflow - 1.34 cfs @ 12.07 hrs, Volume= 0.096 of .
Outflow = 1.34 cfs @ 12.07 hrs Volume=
: 0.096 a#, Atten= 0%, Lag= 0.0 rain
Primary - 1.34 cfs @ 12.07 hrs, Volume= 0.096 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 192.03' @ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 191.47' 18.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Out Fiow Max=1.33 cfs @ 12.07 hrs HW=192.03' TW=190,44' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 1.33 cis @ 3.28 fps)
Pond CB21: CB21
1-INCH STORM EVENT
090802 POST Type 1112¢hr 9.0" Rainfall-f.00"
Prepared by AWB Engineers Printed 10/2812010
.
HydroCAD@ 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 16
Summary for Pond CO: CO
Inflow Area = 0.538 2c,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
Inflow 0.50 cfs @ 12.07 hrs, Volume= 0.035 of
outflow = 0.50 cis @ 12.07 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min
Primary - 0.50 cis @ 12.07 hrs, Volume= 0.035 of .
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 firs, dt= 0.01 hrs
Peak Elev= 193.39'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert . Outlet Devices
#1 Primary 193.00' 15.0". Round Culvert L= 80.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=0.49 cfs @ 12.07 firs HW=193,39' TW=192.93' (Dynamic Tallwater)
't-1=Culvert (Outlet Controls 0.49 cfs @ 2.28 fps)
Pond CO: CO
Hydrograph
0
55 - ------ ----- --- - ----- -------------------
Primary
. ----------- - -- -
0.50 d
-
- :- 0.50 cfs
-
53-ac---
floe -Area-0
-1
0.5 -- ,
..---
.
- ---
0
45- 39'
PeakEle4=1-93
. -
°
0.4- ; . :
-15.0":..
035; ' (Round Culvert
0.3
i n=0.013
3
LL 0.25 it

E:

L-8- - - 0. --- --.
0"
0.2 - -.
.
S 0.0071
0.15=
0.1 G r'
0.05
77 t

0 1 2 3 4 5 6 7 8 910111213141516171819202122232425262728293031323334353637383940
Time (hours)
1-INCH STORM EVENT
090802_POST - Type /1124-hr 1.0" Rainfall=1.00"
Prepared by. AWB Engineers Printed 1 0/2812 01 0
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-C]35: E-CB5
Inflow Area = 0.634.ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
inflow = 0.58 cfs @ 12.07 hrs, Volume= 0.042 of
Outflow = 0.58 cfs @ 12.07 hrs, Volume= 0.042 at, Atten= 0%, Lag= 0.0 min
Primary = 0.58 cfs @ 12.07 hrs, Volume= 0.042 of
Secondary = 0.00 cfs @ 0.00 WS, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 195.00'@ 0.00 hrs Surf.Area= 27,622 sf Storage= 0 cf .
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of--Mass det. time= 0.0 min (786.9 - 786.9 )
Volume Invert Avall.Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
195.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.02607 Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
93 Secondary 195.25" 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction (s)
{P.rimary OutFow Max=0.00 cfs @ 12.07 hrs HW=195.00' TW=190.44' (Dynamic Tallwater)
'-'1=Culvert (Passes 0.00 cfs of 4.18 cfs potential flow)
t-2=Orifice/Grate (Passes 0.00 cfs of 14.44 cfs potential flow)
Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
t--3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
1-INCH STORM EVENT
090802_POST Type IM 24-hr 1.0- Rainfall=f.00°
Prepared by AWB Engineers Printed 10/28/2010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CB5: E-CB5
. Hydrograph
------------------------------------------------------------
------------------------------------------------------------
--------- -------- -----`-- ------'- ------- ------
----- -- -
- -------------
> Inflow

- -
- El Outflow
, - ---------------------
1?.5BM -- - -- ------- ---
63 ac---
Inflow-Area=0 M Prima
0.65 0.58
fl
- .
'-- S. da y
R
0.6
-
-
- _Peak Elev=195.60

0.55
- ----- -------- - - -
-----
- -----
?, - ----------------------------- -------------------------

Storage
-
--
- -.-- - ---
----
-
-

0-45- ------------------------
1 ---------------- -----------------
--
---
----------------------------
.-. - _
? -- -- - ------------------

0.4
0.4
{7
?
N
0.35- . ' -_-------- - .. 1.- -- --- -' ------------ -----------------------

t? ---------------- i .._ -----

-
-
------------
0.25

0.2
-------
------------------------------ ------------ ---- -----------
------
---------- --- ------------------------ ------
0.15 -
y
0.1- ??.

0.05-

0 2
4 fi 8' 10 2 14 18 18 20 22 24
1
26 28 30 32 34 36 38 40
Time (hogs)
1-INCH STORM EVENT
090802_POST Type 11124-hr 9.0° Rainfa//=7.OD"
Prepared by AWB Engineers Printed 10/28/2010
HydroCAD® 9.00 stn 02300 @ 2009 HydroCAD Software Solutions LLC Pa a 19
Summary for Pond E-MH6: E-MH6
Inflow Area = 2.084 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event .
Inflow = 1.92 cfs @ 12.07 hrs, Volume= 0.137 of
Outflow 1.92 cfs @ 12.07 hrs, Volume= 0.137 af, Atten=.0%, Lag= 0.0 min
Primary = 1.92 cfs @ 12.07 hrs, Volume= 0.137 of
Routing by Dyn-Star-Ind method, Time Span 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.44'@ 12.08 hrs
Flood Elev= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64' 24,0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' Sm O.0049'/' Cc= 0.900 n= 0.013
Primary OutFlow Max=1.90 cfs @ 12.07 hrs HW=190.44' TW=190.16' (Dynamic Tallwater)
t--1 =Culvert (Outlet Controls 1.90 cfs @ 2.39 fps)
Pond E-MH6: E-MH6
Hydrograph
2
N
U
o ?
LL
6 i 2 3 4 6 6 7 8
M Inflow
® Primary
1-INCH STORM EVENT
090802 POST Type //121-hr 1.O" Rainfall=9.00"
Prepared by AWB Engineers Printed 1012812010
HydroCAM5 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond MH20: MH20
Inflow Area = . 2.299 ac,100.00% Impervious, Inflow Depth = 0.79" for 1.0" event
Inflow = 2.12 cfs @ 12.07 hrs, Volume= 0.152 of
Outflow - 2.12 cfs @ 12.07 hrs, Volume= . 0.152 af, Atten= 0%, Lag= 0.0 min
Primary. = 1.57 cfs @ 12.07 hrs, Volume= 0.145 of
Secondary= 0.55 cfs @ 12.07 hrs, Volume= 0.006 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00.40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.16' @ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.24' 12.0" Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 '1' Cc= 0.900 n= 0.013
#2 Secondary. 189.80' 24.0" Round Culvert t.= 148.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.07' S= 0.0049T Cc= 0.900 n= 0.013
Primary Outflow Max=1.56 cfs @ 12.07 hrs HW=190.16' TW=189.92' (Dynamic Taliwater)
L1=Culvert (Outlet Controls 1.56 cfs @ 2.69 fps)
Secondary Outflow Max=0.55 cfs @ 12.07 hrs HW-190.16" TW=189.49' (Dynamic Tallwater)
t--2=Culvert (Outlet Controls 0.55 cfs @ 2.15 fps)
Pond MH20: MH20
Hydrograph
® Inflow
2.12cr M Outflow
F212,1 Inflow Area=2.299 ac 0 Prima
Se ondary
j
Peak Elegy-190.16'
2
J57cf
_.055cf
I r. ?Yi
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
7-INCH STORM EVENT
090802_POST Type 11/24-hr f.0" Rainfall=1.00"
Prepared by AWE Engineers Printed 10128/2010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21: MH21
Inflow Area = 0,223 ac,100.000/a Impervious, Inflow Depth = 1.13" for 1.0" event
Inflow = 0.76 cis @ 12.07 hrs, Volume= 0.021 of
Outflow 0.76 cfs @ 12.07 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 rain
Primary = 0.76 cfs @ 12.07 hrs, Volume= 0.021 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 189.49' @ 12.07 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
.#I Primary 189.07' 24.0" Round Culvert L= 152.0° CPP, square edge headwall, Ke= 0.500
Outlet Invert= 188.33' S= 0.0049 T Cc= 0,900
n= 0,013 Corrugated PE, smooth interior
Primary OutFlow Max=0.75 cfs @ 12.07 hrs HW=189.49' TW=188.80'. (Dynamic Tailwater)
t -I=C
ulvert (Outlet Controls 0.75 cis @ 2.34 fps)
Pond MH21: MH21
Hydrograph
inflow
0.8 o.7sMg
07B ds1 . Primary
0.75 _
Inflows Area=0.223 ac
0.7
--------- -- --- ------ - ------- ------------ -
Peak Elev- 89
49'
0.65
.

0.6 -

01 F
---- - ------ --------
24
0.55- a
y o.5= - Round Culvert
V a.4s

0 04
----.
F - --n=0
0'13
.
0 3- L=152.0'
1
.
0.25
o?oos/1
s
0.2-
0.15-
----
0.05
s'

1] 77 Z'

.
_.....:
-ice/
0 1 i ? .
..
3 4 5 6 7 6 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
1-INCH STORM EVENT
090802_POST Type W 24-hr 1.0" Rainfall=9.00"
Prepared by AWS Engineers Printed 10128/2010
HydroCAD@ 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 22
Summary for Pond MH23: MH23
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth .= 0.76" for 1.0" event
Inflow - 1.57 cfs @ 12.07 hrs;. Volume= 0.145 of
Outflow = 1.57 cfs @ 12.07 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min
Primary - 1.57 cfs @ 12.07 hrs, Volume= 0.145 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40,60 hrs, dt= 0.01 hrs
Peak Elev= 189.92'@ 12.07 hrs
Flood Elev= 195,00'
Device Routing Invert Outlet Devices
#1 Primary 189.12` 12.0" Round Culvert L= 328:0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0.0043T Cc= 0.900 n= 0.013
?Primary OutFlow Max=1.57 cfs @ 12.07 hrs HW=189.92' TW=0.00' (Dynamic Tailwater)
?-I =Culvert (Barrel Controls 1.57 cfs @ 3.17 fps)
Pond MH23:. MH23
M Inflow
0 Primary
.
T.?i
0 1 2 3 4 5 6 78 9 101112131415161718192021"22.2324 25 2627 28 2930 31 3233 34 3536 37 3839 40
Time (hours)
1-INCH STORM EVENT
090802 POST Type IU2¢hr f.0- Rainfall=f.00".
Prepared by AWB. Engineers Printed 10128/2010
HydroCAD@ 9.00 stn 02300 @2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area = 0.223 ac,100.00% Im pervious, Inflow Depth = 1.13" for 1.0" event
Inflow = 0.76 cfs @ 12.07 hrs, Volume= 0.021 of
Outflow = 0.76 cfs @ 12.07 hrs, Volume= 0.021 af, Atten= 0%, . Lag= 0.0 min
Primary 0.76 cfs @ 12.07 hrs, Volume= 0.021 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.0040.00 hrs, dt= 0.01 hrs
Peak Elev= 188.80'@ 12.07 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049Y Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.00' 24.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.00' S= 0.0800T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=0.75 cfs @ 12.07 hrs HW=188.80' TW=188.02' (Dynamic Tallwater)
t--1=Culvert (Barrel Controls 0.75 cfs @ 2.66 fps)
Secondary OutFiow Max=0.00 cfs @ 0.00 hrs HW=188.33' (Free Discharge)
t-2=Culvert ( Controls 0.00 cfs)
Pond MH24: MH24
Hydrograph

Inflow Area=0
223 ac

-' .
--- r,
0.76
a.s-
--
--------------

Pak
El
ev
188.80'
0.75- _
---------------
.
.
-
O.7-: ------------ - ------- --------- -- -------------------------- --------
0.65
- --- ..
Q.s k:
0.55 - --- ---------
- 0.5°
0.45-
0.4-'
0
-- - - -------
----------------------------------------------------------------------------
1.

0.25 ..- --- --------------------------
-------- ------ ------ ----------------- ---------- ----------- ---------- --
0.15
0
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
® Inflow
o.tFlo.
G Primary
? Sewndary
1-INCH STORM EVENT
090802_POST Type III2¢hr 1.0" Rainfall-1.00"
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 s!n 02300 @2009 HydroCAD Software Solutions LLC Page 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Im pervious, Inflow Depth= 0.15" for 1.0" event
Inflow - 0.76 cfs @ 12.07 hrs, Volume= 0.027 of
Outflow = 0.36 cfs @ 12.15 hrs, Volume= 0.027 af, Atten= 52%, Lag= 4.6 min
Discarded = 0.36 cfs @ 12.15 hrs, Volume= 0.027 of
Primary -- 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 188.03'@ 12.15 hrs .Surf.Area= 3,846 sf Storage= 124 cf
Flood Elev= 190.50' Surf.Area= 7,706 s€ Storage= 14,309 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of=Mass det. time= 1.0 min ( 824.3 - 823.3 )
Volume Invert Avail.Storage Storage Description
.#1 188.00' 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
190,00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 Primary 189.50' 8.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater. Elevation = 186.00'
Discarded OutFlow Max=0.36 cfs @ 12.15 hrs HW=188.03' (Free Discharge)
t--2=Exfiltration ( Can 0.36 cfs) .
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
L°1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
1-INCH STORM EVENT
090802_POST Type 11724-hr 1.Q" Rainfall=1.00-
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 s!n 02300 O 2009 HydroCAD Software Solutions LLC Page 25
Pond 0-3: INFILTRATION BASIN
Hydrograph

o.rs ?s M Inflow
Outflow
#
Inflow Area=
2
099 r
ar
:
.
ac P
y
rimmary
P
0.8

__ ---

--
- ----
-------- --------- --
Peak Elev 1
8
8
0.75 ------ --- --- _
.
--
0.7 ----

_.-- ---- -- -

- ---
--- Stora9e-124-cf
0.65 --.. -- --
a.6_
0.55
asF n
0.45 s-c
as
0 0.4
El 0.35
0.3
0.25 --- ------.. -'---
-------------------- ---------------- ----------------------
0.2
? --- ------"
0.15' • -? ?.- ?. :. ?" ?--. .,r.,____
0:1
0. CA,

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 4Q
Time (hours)
1-INCH STORM EVENT
090802 POST Type/I/24-hr7.0° Rainfall=l.00"
Prepared byAWB Engineers Printed 10/28/2010
HydroCAD8 9.04 sln 02300 @2009 HydraCAD Software Solutions LLC _ Page 26
Summary for Link E-LS1: EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 0.76" for 1.0" event
Inflow = 1.57 cfs @ 12.07 hrs, Volume= 0.145 of
Primary = 1.57. cfs @ 12.07 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-40.00 hrs,. dt= 0.01 hrs
Inflow
® Primary
? r
ca
EXISTING LIFT 3 /PAVEMENT
STATION
n
H2...: ^ :k?ir E-CB5
MH20 E-MH67\ -
n r _
If
B] Ica; i A\ -- -- ; COQ o- -( U
I
ROOFTOP "B" C 1 C 0 ROOFTOP "D"
o?
're\
M 21 _
B2 i CE3 CE2.' CE9i
ROOFTOP "B" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E" ROOFTOP "C" AND "E"
ca.
H2_ A
A
MH24 INFILTRATION BASIN ROOFTOP "K&
GRASSED AREA,
A _
(Subcat) . Reach !PondLink'
L ._.
e
2-INCH STORM EVENT
090802 POST
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.097 fit >75% Grass cover, Good, HSG B (A)
1.142 98 (CE1, CE2, D)
0.438 98 Paved parking & roofs (131, B2)
1,413 98 Paved parking, HSG B (8S, A)
0.308 98 Unconnected roofs, HSG B (CE3)
4.398 TOTAL AREA
2-INCH STORM EVENT
090802_POST
Prepared by AWB Engineers Printed 10/28/2010
HydroCAD® 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 3

Pipe Li sting (all nodes)
Line# Node In-Invert Out-Invert Length Slope n DiamWidth Height
Number (feet) (feet) (feet) (f IN (inches) (inches)
1 CB20 192.43 191.47 135.0 0.0071 0.013 18.0 0.0
2 C821 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 Co 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-CBS 193.28 189.64 140.0 0.0260 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MM20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 145.0 0.0049 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 0.0
10 MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.00 187.00 25.0 0.0800 0.013 24.0 0.0
2-INCH STORM EVENT
090802 POST Type 11124-hr2.0- Rainfall=2.00-
Prepared by AWE Engineers Printed 10128/2010
HydroCAD@ 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor Ind method
Subcatchment 8S: PAVEMENT Runoff Area=27,626 at 100.00% Impervious Runoff Depth=l.17-
Flow Length=175' Slope=0.0100 T Tc=6.0 min CH=98 Runoff=1.25 cfs 0.094 of
Subcatchment A: ROOFTOP "A" & GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=0.41"
Flow Length=50' Slope=0.0200 'P Tc=7.4 min CH=76 Runoff=0.71 cfs 0.065 of
Subcatchment B1: ROOFTOP "8" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=1.77'
Flow Length=50' Slope=0.0200 '1' Tc=S.o min CN=98 Runoff=0.42 cfs 0.032 of
Subcatchment B2: ROOFTOP "B" Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=1.77"
Flow Length=50' Slope=0.0200 "1' Tc=5.0 min CH=98 Runoff=0.44 cfs 0.033 of
Subcatchment CE1: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff Depth=1.77'
Flow Length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.58 cfs 0.044 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100,00% Impervious Runoff Depth=1,77"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min CN=98 Runoff=1.19 cfs 0.089 of
Subcatchment CEM ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=1.77"
Flow length=50' Slope=0.0100 T Tc=5.0 min CN=98 Runoff=0.61 cfs 0.045 of
Subcatchment D: ROOFTOP "D" Runoff Area=10,552 sf 100.00% Impervious Runoff Depth=1.77"
Flow Length=50' Slope=0.0100 7' Tc=5.0 min CN=98 Runoff=0.48 cfs 0.036 of
Pond CB20: C820 Peak Elev=193.21' Inflow=2.26 c€s 0.169 of
18.0" Round Culvert n=0.013 L=135.0' S=0.0071 T Outflow=2.26 cfs 0.169 of
Pond C821: C821 Peak Elev=192.33' Inflow=2.86 cfs 0.214 of
18.0" Round Culvert n=0.013 L=66.0' 5=0.0071 T Outflow=2.86 cfs 0.214 of
Pond CO: CO Peak Elev=193.62' Inflow=1.06 cfs 0.080 of
15.0" Round Culvert n=0.013 L=80.0' 5=0.0071 T Outflow=1.06 cfs 0.080 of
Pond E-C85: E-C85 Peak Elev=195.00' Storage=0 cf Inflow=1.25 cfs 0.094 of
Primary=1.25 cfs 0.094 of Secondary=0.00 cfs 0.000 of Outflow=1.25 cfs 0.094 of
Pond E-MH6: E-MH6 Peak Elev=190.89' Inflow=4.12 cfs 0.308 of
24.0" Round Culvert n=0.013 L=81.0' S=0.0049 T Outflow=4.12 eft 0.308 of
Pond MH20: MH20 Peak Elev=190.56' Inflow=4.54 cfs 0.340 of
Primary=2.31 cfs 0.300 of Secondary=2.24 cfs 0.040 of Outflow=4.54 cfs 0.340 of
Pond MH21: MH21 Peak Elev=189.91' lnflow=2.68 cfs 0.073 of
24.0" Round Culvert n=0.013 L=152.0' S=0.0049 T Outflow=2.68 cfs 0.073 of
Pond MH23: MR23 Peak Elev=190.20' Inflow=2.31 efs 0.300 of
12.0" Round Culvert n=0.013 L=328.0' S=0.0043 T Outflow=2.31 cfs 0.300 of
2-INCH STORM EVENT
090802_POST Type /if 24-hr 2 0- Rainfall=2.00"
Prepared by AW13 Engineers Printed 10128/2010
HydroCAD® 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 5
Pond MH24: MH24 Peak Elev=189,22' Inflow=2.68 cfs 0.073 of
Primary=2.38 cfs 0.079 of Secondary=0.30 cfs 0.002 of Outflow=2.68 cfs 0.073 of
Pond 0-3: INFILTRATION BASIN Peak Elev=1$8.47' Storage=1,972 cf Inflow=2.97 cfs 0.135 of
Discarded=0.51 efs 0.135 of Primary=0.00 cfs 0.000 of Outflow=0.S1 cfs 0.135 of
Link E-LS1: EXISTING LIFT STATION Inflow=2.31 cfs 0.300 of
Primary=2.31 cfs 0.300 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.438 of Average Runoff Depth = 1.19"
24.95% Pervious = 1.097° ac 75.05% Impervious = 3.301 ac
2-INCH STORM EVENT
090802 POST Type U124-hr2.0° Rainfall=2.00"
Prepared by AWB Engineers Printed 9012812010
HydroCAD0 9.00 s!n 02300 © 2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment SS: PAVEMENT
Runoff - 1.25 cfs @ 92.07 hrs, Volume= 0.094 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt- 0.09 hrs
Type III 24-hr 2.0" Rainfall=2.00-
Area (sf) CN Description
27,626 98 Paved parking, HSG B
27,626 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 9.00 Sheet Flow,
smooth surfaces n= 0.011 P2= 3.90"
1.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved iKv= 20.3 fps
1.8 175 Total, Increased to minimum Tc = 5.0 min
Subcatchment 8S: PAVEMENT
28 29 30 31 32 33 34 35 36 37 38 39 40
0 3 2 3 4 5 6 7 . 8 9 13d T'9 13 14 15 76-1,,7 1, 9 20 21 22 23 24 25'-26 27
Time (hours)
2-INCH STORM EVENT
090802?POST Type 11124hr2.0" Rainfall=2.00-
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 s!n 02300 O 2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment A: ROOFTOP "AX' & GRASSED AREA
Runoff - 0.71 cfs @ . 12.13 hrs, Volume= 0.065 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type 111 24-hr 2.0" Rainfall=2.00"
Area (sf) CN Description
33,925 98 Paved parking, HSG B
47,801 61 X75% Grass cover, Good, HSG B
81,726 76 Weighted Average
47,801 58.496/. Pervious Area
33,925 41.51 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.4 50 0.0200 0.11 Sheet Flow,
Grass- Dense n= 0.240 P2= 3.90"
Subcatchment A: ROOFTOP "A" & GRASSED AREA
Hydrograph
8 Runoff

...
Type'lll 24-hr 2.0"
- ----- ------- -- -- ------ -------- ---Rainfall-2-.00"---
Runoff Area. Sf
Runoff Volume=0.065 of
----- -- -- -- -- ---- Runoff -Gepth-x,41 "--

- Flow Length=50°
----- - --- ---- ---------------------
--------------------------------
Slope=0.0200 'I'- -
--- -- Tc= 4--min
--------------- ---

r /
102
..., E .3 .... .. ... E.. ..
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
I
2-INCH STORM EVENT
090802 POST Type 11124-hr2.0" Rainfall-2.00-
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment B7: ROOFTOP "B"
Runoff = 0.42 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 1.77'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0" Rainfall=2.00
Area (sf) CH Description .
9,371 98 Paved parkins & roofs
9,371 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment B7: ROOFTOP "B"
2-INCH STORM EVENT
090802_POST Type 11124-hr2.0" Rainfall=2.00-
Prepared by AWE Engineers Printed 1012812010
HydroCAD® 9.00 stn 02300 @ 2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 82; ROOFTOP "B"
Runoff - 0.44 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 1.77`
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2,0" Rainfall=2.00"
Area (sf) CN Description
9,706 98 Paved parking & roofs
9,706 100,00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n=0.011 P2=3.90"
0.6 . 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment B2: ROOFTOP "B"
Hydrograph

0.48_ ------------------------------------
0.46
-- - a.44 cr --
- - ----- - - --- - -
0.42 Type tit 24-hr 2.0
0.4- ------ -- ------
f --
Ra1nfaIt
0.38
0.36
0.34 -- - - - ;
-Run®ff.Area-9,-706 sf
0.3- -
-------------
--------------------

Volume=.0.033--of
-------------------
---

Runoff
0.28
-
0.26
----- ------

- --- --- r

---- Runoff Depth--1.771----
0.24- 0.24-
--------- -- --

-
---
----- -- _.. --- -- -

--.Flow-Length =50'
0.2
0.18: Shope 0
0200 'l'
0.16 - -- -- - .
- -- --- - ----.
0.14- Tc-5
0 m i n
0.12- - - .
- ----, ---- - -- ---------------
CN=98
0.08-
:
0.06
0.04- -ji ...
0.02--
_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3738 3940
Time (hours)
Runoff

2-INCH STORM EVENT
090802 POST Type III24-hr2.0" Rainfz11=2.00-
Prepared by AWS Engineers Printed 10/2812010
HydroCAD@ 9.00 stn 02300 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CEI * ROOFTOP "C'.' AND "E"
Runoff = 0.58 cis @ 12.07 hrs, Volume 0.044 af, Depth= 1.77
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0" Rainfall=2.00"
Area (sf) CN Description
* 12,896 98
12,896 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (fusee) (Cfs)
.0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Totai, Increased to minimum Te = 5.0 min
Subcatchment CE1- ROOFTOP "C" AND "E"
Hydrograph
0.65
FEI ftunaff

0.6-

--------
--------------
0.58 cfs

------- ---------- ------ . --- -- --- - --. -.

------------

---- ---------- -- ---------- -----
Type -Hl 24-hr 2-.0"---
0.55-
Rainfall=2.00„

- -------------------
Run®ff Area=12;-89F sf
0.45
0 044 of
Runoff Volume=0
.4- .
0.35 C. _ Runoff Depth 117"
? 0.3 a
ength=50'
Flo

..
------
0.25-
--------
---__SI_opa-0 0100 '1---

0.2 .

TC =5.0 min
'
0.15 -- '- -----------

0.05-
1-2 3 4 5 6 1"8- 9 10 11 12 13 14 15 1 fi 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
6'
Time (hours)
2-INCH STORM EVENT
090802_POST Type III2¢hr2.0" Rainfall=2.00"
Prepared by AWE Engineers Printed 10/28/2010
HydroCADII 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC page 11
Summary for Subcatchment CE2: ROOFTOP "C" AND "E"
Runoff = 1.19 cfs Q 12.07 hrs, Volume= 0.089 af, Depth= 1=-
Runoff by SCS.TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type Ili 24-hr 2.0" Rainfall=2.00°
Area (sf) CN Description
26,306 98
26,300 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE2: ROOFTOP "C" AND "E"
Hydrograph
D Runoff
. .7179 Ms
Type III 24-hr 2.0
- ---------- ----- - - -----
---- Rainfall=2.00 -- -
Runoff Area=26,300 sf
Runoff Volume=0.089 of
2
Runoff Depth=1.77"
Flow Length=50'
Slope=0.0100.
Tc=5.0 min
CN=98.
•r; ! ;; .?..f-- ''- -?-c-cc_ l ;i " ,ice •, , -
0 11 `..., .: l
0 1 2 3 4 5 6 7 S 9 1 12 13 14 15 1 fi 1'71'8 l9"2'0""2'1""2'2'23"242526'27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
2-INCH STORM EVENT
090802 POST Type /V 24-hr 2.0' Ralnfall=2.00"
Prepared by AWB Engineers Printed 10128120+10
HydroCAD@ 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment CE3: ROOFTOP "W"AND "E"
Runoff = 0.61 cis @ 12.07 hrs, Volume= 0.045 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Type III 24-hr 2.0" Rainfall=2.00"
Area (sf) CN . Description
13,404 98 Unconnected roofs, HSG 8
13,404 100.00% Impervious Area
13,404 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50. Total, Increased to minimum Tc = 5.0 min
Subcatchment CE3: ROOFTOP "C" AND "E"
Hydrograph

.. .. ... .
® Runoff
0.65 asp ?
0.6
-- --
. --- T ype'Ill 24-hr 2.0"
- - --------------------------
, Rainfall=2.00"
0.5
- -
--
- - -- --- --Runoff Area=43,404 sf
0.45- "
.
Runoff Volume=0.045 af-
y 0.4
w
0 35
Runoff'Depth=1.77'•
03 Flow Length=50y..._

-
0.25-

' {

Slope=0.0'i 00 '1'
0 2 v Tc=5.0 min

0.15 pp
CN=9®
0.1
-----------
-- K
__.-l'
-
? --?.
0 1 2 3 4 5 6 7.8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
a
2-INCH STORM EVENT
090802_POST Type //124-hr2.0" Rainfall 2,00"
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment D: ROOFTOP "D"
Runoff - 0.48 cfs Q 12.07 hrs, Volume= 0.038 af, Depth= 1.77^
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.01. hrs
Type III 24-hr 2A"Rainfall=2.00°
Area (sf) CN Description
10,552 98 . ,...._.?s__„_.._.,.
10,552 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces. n= 0.011 P2= 3.90°
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment D: ROOFTOP "D"
Hydrograph
0 Runoff
0.5- 0:48 cfs
-----------------
-- ------ - -.--- - Type-III-24-hr-2-.-0" -
0.45 -
-- -- --- --- ---- Rainfall=2.00"--
0.4-
----------------- -
- ---_--- --- .-.. Runoff Ar-ea='I 0,552f
0.35-
Runoff Volume=0.036 of
03 i
Runoff Depth-1.77"
i° 0.25
Flow Len9th=50'
-- ------------------ ----------------- - -- ------------ ----------------------------------------------
1 - 42i^r%^--n ninn 110
a.2
0.1
0.1
0.
0 1 2 3 4 5 6 .7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
r
2-INCH STORM EVENT
090802_POST Type III 24-hr 2.0° Ralnfaff=2.00"
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 14
Summary for Pond CB20: C820
Inflow Area = 1.142 ac,100.00% Impervious,
Inflow - 2.26 cfs @ 12.07 hrs, Volume=
Outflow 2.26 cfs @ 12.07 hrs, Volume=
Primary = 2.26 cfs @ 12.07 hrs, Volume=
Inflow Depth = 1.77" for 2.0" event
0.169 of
0.169 af, Atten= 0%, Lag= 0.0 min
0.169 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 193.21'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 192.43' 18.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
PrimaryOutFlow Max=2.25 cfs @ 12.07 hrs HW=193.21' TW=192°33' (Dynamic Tailwater)
t--1=Culvert (Outlet Controls 2.25 cfs @ 3.51 fps)
Pond CB20: CB20
Hydrograpt
n
U
O
LL
1

...
iI „1... i.. ., 7
32 33 34 35 36 37 38 39 40
0 1 2 3 ?? 4 b B 891011 12 13 14 15 161718 19 2021 22 23 24 25 2627 28 2930 31
Time (hours)
2-INCH STORM EVENT
090802_POST Type I//24-hr2.0- Rainfall 2 00°
Prepared by AWB Engineers Printed 10/2812010
HydroCAD@ 9.00 sin 02300 02009 HydroCAD Software Solutions LLC Page 15
Summary for Pond CB21: CB21
Inflow Area = 1.450 ac,100.00% Impervious, Inflow Depth= 1.77" for 2.0" event
Inflow - 2.86 cfs @ 12.07 hrs, Volume= 0.214 of
Outflow - . 2.86 cfs @ 12.07 hrs, Volume= 0.214 af, Atten= 0%, Lag= 0.0 min
Primary - 2.86 cfs @ 12.07 hrs, Volume= 0.214 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 192.33'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 191.47' 18.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=2.86 cfs @ 12.07 hrs HMV=192.33' TW=190.88' (Dynamic Taliwater)
'LA=Culvert (Barrel Controls 2.86 cfs 0 3.92 fps)
Pond CB21: CB21
Hydrograph
w
v
3
0
k
Inflow
El Primary
0 1 2 3 4 5 6 7 8 9 10111213141516171$ 192621 22 2324 25 2627 28 2930 31 3233 34 3536
37 38 39 40
Time (hours)
2-INCH STORM EVENT
090802_POST Type lll24-hr2.0" Rainfall=2.00-
Prepared by AWE Engineers Printed 10/2812010
HydroCAD@ 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 16
Summary for Pond CO: CO
Inflow Area = 0.538 ac, 100.00% Impervious, Inflow Depth= 1.77" for 2.0" event
Inflow = 1.06 cfs @ 12.07 hrs, Volume= 0.080 of
Outflow = 1.05 cfs @ 12.07 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min
Primary = 1.06 cfs @ 12.07 hrs, Volume= 0.080 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 193.62'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0" Round Culvert L= 80:0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 't' Cc= 0.900
n=0.013 Corrugated PE, smooth interior
Primary OutFlow Max=1.05 cfs @ 12.07 hrs HW=193.62' TW=193.21' (Dynamic Tailwater)
'LA =Culvert (Outlet Controls 1.05 cfs @ 2.56 fps)
Pond CO: CO
2-INCH STORM EVENT
090802_POST Type IM24-hr2.0" Rainfall=2.00"
Prepared by AWE Engineers Printed 10128/2010
HydroCAD® 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-CB5: E-CB5
Inflow Area = 0.634 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow - 1.25 cfs @ 12.07 hrs, Volume= 0.094 of
Outflow = 1.25 cfs @ 12.07 hrs, Volume= 0.094 af, . Atten= 0%, Lag= 0.0 min
Primary = 1.25 cfs @ 12.07 hrs, Volume= 0.094 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stowlnd method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peals Elev= 195.00'00.00 hrs Surf.Area= 27,622 sf Storage= 0 cf
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.0 min ( 766.5 - 766.5 )
Volume Invert Avail.Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Sur€.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
195.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.0260 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 195.25' 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction (s)
Primary Outflow Max=0.00 cfs @ 12.07 hrs HW=195,00' TW=190.88' (Dynamic Tailwater)
t-1=Culvert (Passes 0.00 cfs of 4.18 cfs potential flow)
t-2=OrificelGrate (Passes 0.00 cfs of 14.44 cfs potential flow)
Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
t--3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)
2-INCH STORM EVENT
090802_POST Type lll2• -hr 2.0" Rainfall =2, 00"
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CB5: E-CBS
Hydrograph
1-
w
3
0
iL
2-INCH STORM EVENT
090802 POST Type III24-hr2.0- Rainfall=2.00"
Prepared by AWS Engineers Printed 10128/2010
HydroCAD0 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 19
Summary for Pond E-MH6; E-MH6
Inflow Area = 2.084 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow = 4.12 cfs @ 92.07 hrs, Volume= 0.308 of
Outflow. - 4.12 cfs @ 12.07 hrs, Volume= 0.308 af, Atten= 0%, Lag= 0.0 min
Primary - 4.12 cfs @ 12.07 hrs, Volume= 0.308 of .
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.89'@ 12.08 hrs
Flood Elev= 195.14'
Device Routing Invert Outlet Devices
#1 Primary 189.64' 24.0" Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' . S= 0.0049 T Cc= 0.900 n=0.013
?Primary OutFlow Max=4.04 cfs @ 12.07 hrs HW=190.88' TW=190.56' (Dynamic Tailwater)
t-7=Culvert (Outlet Controls 4.04 cfs @ 2.82 fps)
Pond E-MH6: E-MH6
Hydrograph
Inflow
a.z_rr Primary
Inflow Area=2.084 ac
Peak Elev=190.89'
---- ---
?. 24.Drr
3Round Culvert
n-
0
.o,
--- - ---- --- - ---- - ------ - s=o.a049 71---
19 20 21 22 25 27 39 40
O 01 2 3 4 5 6 7 8 9 1011 12131415161718 2324 ? 26 28 29 30 3132 33 34 3536 37 38 `
Time (hours)
2-INCH STORM EVENT
090802_POST Type /i124-hr 2.0" Rainfall=2.00-
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond MH20: MH20
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 1.77" for 2.0" event
Inflow - 4.54 cfs @ 12.07 hrs, Volume= 0.340 of
Outflow = 4.54 cfs @ 12.07 hrs, Volume= 0.340 af, Atten= 0%, Lag= 0.0 min
Primary = 2.31 cfs @ 12.06 hrs, Volume= 0.300 of
Secondary = 2.24 cfs @ 12.07 hrs, Volume= 0.040 of
Routing by Dyn-Stor--Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 190.56'@ 12.07 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary. 189.24' 12.0 Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 T Cc= 0.900 n= 0.013
#2 Secondary 189.80' 24.0 Round Culvert L= 148.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.07' S= 0.0049 T Cc= 0.900 n= 0.013
Primary OutFlow Max=2.28 cfs @ 12.06 hrs HW=190.56' TW=190:19' (Dynamic Tailwater)
t-'1=Culvert (Inlet Controls 2.28 cfs @ 2.91 fps)
Secondary OutF'low Max=2.22 cfs @ 12.07 hrs HW=190.56' TW=789.91' (Dynamic Tailwater)
L2=Culvert (Outlet Controls 2.22 cfs @ 2.99 fps)
Pond MH20: MH20
Hydrograph
mm5a tt5 .
:1 34
Infl
w Area=2
299 ac
5 .
o
j
Peak Elev=190.56'

?- 3- -- - - - - _ ---- . - - ------_
2.31 cfs
224o -
O
LL.
2-
- ------

ti
0 `
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
Inflow
El Outflow
® Primary
Secondary
2-INCH STORM EVENT
090802_POST Type /II2¢hr2.0" Ra?nfal/--Z.QO"'
Prepared by AWB Engineers Printed 10128/2010
HydroCAO@ 9.00 sin 02300 a 2009 HydroCAD Software Solutions LLC Pa a 21
Summary for Pond MM21: MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 3.91" for 2.0" event
Inflow = 2.68 cfs @ 12.07 hrs, Volume= 0.073 of
Outflow - 2.68 cfs @ 12.07 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 thin
Primary = 2.68 cfs @ 12.07 hrs, Volume= 01073 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 189.91' @ 12.07 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
#1 Primary 189.07' 24.0" Round Culvert L= 152.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 188.33' S= 0.0049 T Cc= 0.900
no 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=2.67 cfs @ 12.07 hrs HW=189.91' TW=189.22' (Dynamic Tallwater)
*--l=Cuivert (Outlet Controls 2.67 cfs @ 3.15 fps)
Pond MH21: MH21
Hydrograph
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
4
2-INCH STORM EVENT
090802 POST Type/// 24-hr 2 0- Ralnfall=2-00"
Prepared by AWS Engineers Printed 10128/2010
iHydroCAD0 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 22
Summary for Pond MH23: MH23
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 1.57" for 2.0" event
Inflow = 2.31 cfs @ 12.06 hrs, Volume= 0.300 of
Outflow = 2.31 cfs @ 12.06 hrs, Volume= 0.300 af, Atten= 0%, Lag= 0.0 min
Primary 2.39 cfs @ 12.06 hrs, Volume= 0.300 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 firs, dt= 0.01 hrs
Peak Elev= 190.20'@ 12.06 hrs
Flood Elev= 995.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' 12.0" 'Round Culvert L= 328.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' 5=0.0043'Y' Cc= 0.900 n=0.013
Primary Outflow Max=2.30 cfs @ 12.06 hrs HW=190.19' TW=0.00' (Dynamic Tallwater)
t-1=Culvert (Barrel Controls 2.30 cfs @.3.40 fps)
Pond.MH23: MH23
Hydrograph
. 131
s
d
2.31 cFS
-- ----- -- ----------------------

i
+
Y
r
v
a - - k
[

r 4 r

0 1 2 3 4 5 fi 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3839 40
Time (hours)
2-INCH STORM EVENT
090802_POST Type 11/24-hr 2.D Rainfall=2.©O"
Prepared by AWE Engineers Printed 10/2812010
HydroCAD@ 9.00 sln 02300 02009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24; MH24
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 3.91° for 2.0" event
inflow = 2.68 cfs @ 12.07 hrs, Volume= 0.073 of
Outflow = 2.68 cfs @ 12.07 hrs, Volume= 0.0.73 af, Atten= 0%0, Lag= 0.0 min
Primary - 2.38 cis @ 12.07 hrs, Volume= 0.071 of
Secondary= 0.30 cfs @ 12.07 hrs, Volume= 0.002 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrss dt= 0.01 hrs
Peak Elev= 189.22'@ 12.07 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0° Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.0049 'C Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.00' 24.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.00' S= 0.0800 11' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow M2x=2.38 cfs @ 12.07 hrs HW=989.22' TW-188.20' .(Dynamic Taliwater)
t--I=Culvert (Barrel Controls 2.38 cfs @ 3.56 fps)
Secondary OutFlow Max=0.30 cis @ 12.07 hrs HW=189.22' (Free Discharge)
t-2=Culvert (inlet Controls 0.30 cis @ 1.60 fps)
Pond MH24: MH24
El Inflow
Outflow
Primary
I Secondary
2-
v
3
0
iL
1-
-? 1 3
..2....4 6 B 10 12 14 1' 18 26 22 24 26 28 30 32 34 36 38 40
Time (hours)
2-INCH STORM EVENT
090802 POST Type III24~ hr2 O" Rainfall=2.00-
Prepared by AWB Engineers Printed 10128/2010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC Page 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Impervious, Inflow Depth = 0.77" for 2.0" event
Inflow - 2.97 cfs @ 12.08 hrs, Volume= 0.135 of
Outflow - 0.51 cfs @ 12.45 hrs, Volume= 0.135 af, Atten= 83%, Lag= 22.0 min
Discarded = 0.51 cfs @ 12.45 hrs, Volume= 0.135 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= . 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs
Peak Elev= 188.47'@ 12.45 hrs Surf.Area= 4,517 sf Storage= 1,972 cf
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage= 14,309 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 26.7 min (840.9 - 814.2 )
Volume Invert Avail.Storage Storage Description
#1 188.00' 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
190.00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 Primary 189.50' 8.0' long x 10.0' breadth.Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 186.00'
Discarded OutFlow Max=0.51 cfs @ 12.45 hrs HW=188.47' (Free Discharge)
t--2=Exfiltration ( Controls 0.51 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
t....1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
2-INCH STORM EVENT
090802_POST Type l/l24-hr2.0^ Rainfall=2.00-
Prepared by AWB Engineers Printed 1012812010
HydroCAD0 9.00 s/n 02300 © 2009 HydroCAD Software Solutions LLC Page 25
Pond 0-3: INFILTRATION BASIN
Hydrograph
N
V
0
O
LL
1]
Inflow
23 Outflow
Discarded
99 Primary
10-YR RATIONAL METHOD
090802 POST
Prepared by AWE Engineers Printed 10/28/2010
HydroCAD0 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
1.097 0.15 >75% Grass cover, Good, HSG B (A)
1.413. 0.95 Paved parking, HSG B (83, A)
1.142 1.00 (CE1, CE2, 0)
0.438 1.00 Paved parking & roofs (131, 132)
0.308 1.00 Unconnected roofs, HSG B (CE3)
4.398 TOTAL AREA
10-YR RATIONAL METHOD
090802 POST
Prepared by AWB Engineers Printed 1 012 812 01 0
HydroCAD® 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 3
Pipe Listing (all nodes)
Une# Node
Number In-Invert
(feet) Out-invert
(feet) Length
(feet) Slope
(ftift) n DiamMidth
(inches) Height
(inches)
i CB20 192.43 191.47 135.0 0.0071 0.013 18.0. 0.0
2 CB21 191.47 191.00 66.0 0.0071 0.013 18.0 0.0
3 CO 193.00 192.43 80.0 0.0071 0.013 15.0 0.0
4 E-C85 193.28 189.64 140.0 0.0260 " 0.013 12.0 0.0
5 E-MH6 189.64 189.24 81.0 0.0049 0.013 24.0 0.0
6 MH20 189.24 189.12 23.5 0.0051 0.013 12.0 0.0
7 MH20 189.80 189.07 148.0 0.0049 _ 0.013 24.0 0.0
8 MH21 189.07 188.33 152.0 0.0049 0.013 24.0 0.0
9 MH23 189.12 187.70 328.0 0.0043 0.013 12.0 0.0
10 . MH24 188.33 187.67 135.0 0.0049 0.013 15.0 0.0
11 MH24 189.00 187.00 25.0 0.0800 0.013 24.0 0.0
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 1O--Year Duration=5 min, Inten=S- 96 in/hr
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 s/n 02300 O 2009 HydroCAD Software Solutions LLC Page 4
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Dyn-Stor-Ind method Pond routing by Dyn-Stor-Ind method
Subcatchment 8S: PAVEMENT Runoff Area=27,626 sf 100.00% Impervious Runoff Depth=0.64"
Flow Length=175' Slope=0.0100 'P Tc=5.0 min C=0.95 Runoff=4.78 cfs 0.034 of
Subcatchment A: ROOFTOP "A" & GRASSED Runoff Area=81,726 sf 41.51% Impervious Runoff Depth=0.22'
Flow Length=50' Slope=0.0200 'P Tc=7.4 min C=0.48 Runoff=4.83 cfs 0.034 of
Subcatchment Bia ROOFTOP "B" Runoff Area=9,371 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0200 T Tc=5.0 min C=1.00 Runoff=9.71 cfs 0.012 of
Subcatchment 132: ROOFTOP "B" Runoff Area=9,706 sf 100.00% Impervious Runoff Depth=0.68°
Flow Length=50' Slope=0.0200 '1' Tc=5.0 min C=1.00 Runoff=1.77 cfs 0.013 of
Subcatchment CE1: ROOFTOP "C" AND "E" Runoff Area=12,896 sf 100.00% Impervious Runoff. Depth=0.68"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min C=1.00 Runoff=2.35 cfs 0.017 of
Subcatchment CE2: ROOFTOP "C" AND "E" Runoff Area=26,300 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 '1' Tc=5.0 min C=1.00 Runoff=4.79 cfs 0.034 of
Subcatchment CE3: ROOFTOP "C" AND "E" Runoff Area=13,404 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 T Tc=5.0 min C=1.00 Runoff=2.44 cfs 0.017 of
Subcatchment D: ROOFTOP "D" Runoff Area =10,552 sf 100.00% Impervious Runoff Depth=0.68"
Flow Length=50' Slope=0.0100 T Tc=5.0 min C=1.00 Runoff=1.92 cfs 0.014 of
Pond CB20: CB20 Peak Elev=196.05' Inflow=9.07 cfs 0.065 of
18.0" Round Culvert n=0.013 L=135.0' S=0.0071 T Outflow=9.07 cfs 0.065 of
Pond CB21: C621 Peak Elev=194.95' inflow=11.51 cfs 0.082 of
18.0" Round Culvert n=0.013 L=66.0' S=0.0071 T Outflow=11.51 cfs 0.082 of
Pond CO: CO Peak Elev=196.39' Inflow=4.27 cfs 0.030 of
15.0" Round Culvert n=0.013 L=80.0' S=0.0071 T Outflow=4.27 cfs 0.030 of
Pond E-CBS: E-CB5 Peak Elev=195.00' Storage=97 cf Inflow=4.78 cfs 0.034 of
Primary=4.19 cfs 0.034 of Secondary=0.00 cfs 0.000 of Outflow=4.19 cfs 0.034 of
Pond E-MH6: E-MH6 Peak Elev=193.55' lnflow=15.59 cfs 0.116 of
24.0" Round Culvert n=0.013 L=81.0' S=0.0049 '1' Outflow=15.59 cfs 0.116 of
Pond MH20: MH20 Peak Elev=192.79' Inflow=17.29 cfs 0.128 of
Primary=6.31 cfs 0.031 of Secondary=16.10 cfs' 0.097 of Outflow=17.29 cfs 0.128 of
Pond MH21: MH21 Peak Elev=192.01' Inflow=17.81 cfs 0.110 of
24.0" Round Culvert n=0.013 L=152.0' S=0.0049 'P Outflow=17.81 cfs 0.110 of
Pond MH23: MH23 Peak Elev=200.52' Inflow=6.31 cfs 0.031 of
12:0" Round Culvert. n=0.013 L=328.0' S=0.0043 T Outflow=6.31 cfs 0.031 of
10-YR RATIONAL .METHOD
090802_POST Lumberton North Carolina 90--Year Duration=5 min, /nten=g f61n1hr
Prepared by AWB Engineers Printed 10128/2010
HydroCAD@ 9.00 sln 02300 O 2009 HydroCAD Software Solutions LLC page 5
Pond MH24: MH24 Peak Elev=190.62' Inf1ow=17.81 cfs 0.110 of
Primary=5.95 cfs 0.052 of Secondary=11.85 cfs 0.058 of OutflowW 17.81 cfs 0.110 of
Pond 0-3: INFILTRATION BASIN Peak Elev=188.79' Storage=3,469 cf Inflow=10.62 cfs 0,086 of
Discarded=0.62 cfs 0.086 of Primary=0.00 cfs 0.000 of Outflow=0.62 cfs 0.086 of
Link E-LS1; EXISTING LIFT STATION
lnflow=6.31 cfs 0.031 of
Primary=6.31 cfs 0.031 of
Total Runoff Area = 4.398 ac Runoff Volume = 0.175 of Average Runoff Depth = 0.48"
24.95% Pervious = 1.097 ac 75.05% Impervious = 3.301 ac
10-YR RATIONAL METHOD
090802_POST Lumberton Nortlz Carolina 10--Year Duration=5 min, Inten=8.16 Whr
Prepared by AWB Engineers Printed 1012812010
HydroCAD@ 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 8S: PAVEMENT
Runoff = 4.78 cfs @ 0.08 hrs, Volume= 0.034 af, Depth= 0.64"
Runoff by Rational method, RiselFall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumbertan,North Carolina 10-Year Duration=5 min, Inten=8.16 in/hr
Area (sf) C Description
27,626 0.95 Paved parking, HSG 0
27,626 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
1.0 125 0.0100 2.03 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.8 175 Tatal, Increased to minimum Tc = 5.0 min
Subcatchment 8S: PAVEMENT
Hydrograph
1z-.6
N
v-
y
O
LL
? Runoff
t 2 s
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lum6ert0n,North Carolina 10-Year Duration=S min, Inten=8.16 in/hr
Prepared by AWE Engineers Printed 10/28/2010
HydroCAD@ 9.00 sln 02300 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment A: ROOFTOP "A" & GRASSED AREA
Runoff - 4.83 cfs @ 0.08 hrs, Volume= 0.034 af, Depth= 0.22"
Runoff by Rational method, Rise/Fall=1.011.0 xTc, Time Span= .0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.16 inlhr
Area (sf) C Description
33,925 0.95 Paved parking, HSG B
47,801 0.95 >75% Grass cover, Good, HSG B
89,726 0.48 Weighted Average.
47,801 58.49% Pervious Area
33,925 4151% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (Wft) (ft/sec) (cfs)
7.4 50 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.90..
Subcatchment A: ROOFTOP 'W& GRASSED AREA
Hydrograph
F93 R.T.ff

4
?r ---- ---------

w
3- -------------

i
2-
1
0
Lumberton,North Carolina 10-Year
Duration=5 min,
---------- - ---------------- lnten=8-.16-in1hr -
Runoff Area=81,726 sf
Runoff Volume=0.034 of
---------------------------- Runoff Depth=0.22"--
Flow Length=50'
Slope=0.0200 7°
------- ------- --- ----- --------Tc=7.4 min.-
C=0.48
Time (hours)
10-YR RATIONAL METHOD
090802-POST Lumberfon North Carofhw 10-Year Duration-5 min, Inters=8. y6 in/hr
Prepared by AWB Engineers Printed 10/2812010
HydroCAD0 9.00 sln 02300 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 131: ROOFTOP "B"
Runoff = 1.71 cfs a@ 0.08 hrs, Volume= 0.012 af, Depth=' 0.68"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0,01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, lnten=8.16 in/hr
Area (sf) C Description
9,371 1.00 Paved parking & roofs
9,371 100.00% Impervious Area
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
0.8 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Te = 5.0 min
Subcatchment 61: ROOFTOP "B"
Hydrograph
w
a
LL
. rf7 c is 'Lumberto.n,North Carolina 10-Year
Duration=5 rain,
Inters=8.16 in/hr
Runoff Area=9,371 sf
Runoff Volume=0.012 of
Runoff Depth=0.68"
-----------------------------------------------... ------------------------- ----------------- -----...
r Flow Length=50'
Slope=0.0200 T
Tc=5.0 lain
C=1.00
j
-
0
3 2
Time (hours)
3
? Runnff
10-YR RATIONAL METHOD
090802 POST LuMbOrton,North Carolina 10- Year Duration=5 min, Inten=I in/hr
Prepared by AWB Engineers Printed 10/2812010
HydroCAD® 9.00 s/n 02300 0 2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 112: ROOFTOP "B"
Runoff = 1.77 cfs @ 0.08 hrs, Volume=. . 0.013 af, Depth= 0.68
Runoff by Rational methad,.Rise/Fall=1.011.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, Inten=8,16 in/hr
Area (sf) C Description
9,706 9.00 Paved parking $ roofs
9,706 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 . 50 0.0200 1.32 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.6 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment B2: ROOFTOP °B"
Hydrograph
Runoff
U
o ?
LL
a
Lumberton,North Carolina 10-Year
Duration=5 rain,
Inten=8.16 in/hr
Runoff Area=9,706 sf
Runoff Volume=0.013 of
Runoff Depth=0.68,.
Ftow-Length=50'--
Slope=0.0200 '1`
Tc=5.0 rain
C=1.00
77
a i
s
Time (hours)
10-YR RATIONAL METHOD
090802 POST L.umberfon,North Carolina 1O-Year Duration=5 min, Inten=8.16 in/hr
Prepared by AWS Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300 @ 2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment CE1: ROOFTOP "C" AND "E"
Runoff = 2.35 cfs @ 0.08 hrs, Volume= 0.017 af, depth= 0.68"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, lnten=8.16 inlhr
Area (sf) C Description
12,896 1.00
12,896 100.00% Impervious Area
Te Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0 min
Subcatchment CE1: ROOFTOP "C" AND "E"
Hydrograph
0
0
LL
;s L.umbert©n,North Carolina 10-Year
Duration=6 min,
,_ I Inten=8.16 in/hr
Runoff Area=12,896 sf
J Runoff Volume=0.017 a€
Runoff Depth=0.68"
Flow Length^50,.
Slope=0.0100 7'
-- -- ---- ------- - -------- - -- ---------. -- ----- ------------ --Tc=5.0 min--
' i -? C=1.00
J

Time (hours)
Z
v
® Runoff
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.96 in/hr
Prepared by AWB Engineers Printed 10/2812010
Hydro=)0 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment CE2: ROOFTOP "C" AND "E"
Runoff = 4.79 cfs @ 0.08 hrs, Volume= 0.034 af, Depth= 0.68°
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Lumberton,North Carolina 10-Year Duration=5 min, lnten=8.16 in/hr
Area (sf) C Description
26,300 1.00
26,300 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
0.8 50 0.0100 1.00 Sheet Flow,
Smooth surfaces n= 0,011 P2= 3.90"
0.8 50 Total, Increased to minimum Tc = 5.0-min
Subcatchment CE2: ROOFTOP "C" AND "E"
Hydrograph
L7 Runoff
5 4.n as
Lumberton,North Carolina 10-Year
Duration=5 min,
Inten=8.16 in/hr
Runoff Area=26,300 sf
Runoff Volume=0.034 at
Runoff Depth=0.68"
H 3-
Flow Length=50'
Slope=0.01007'
E
------------------------- -------- Tc-&0 min--
z ,j' C=1.00
a i
- ---- ------------------------------------------------------------- --- --------------- --------------------- -
0-1 L
0 1 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lum6erton,Narth Carolina. 1O--Year Duration=5 nun, Inten=8.151n1hr
Prepared by AWB Engineers Printed 1 012 812 0 1 0
HydroCADS 9.00 sln 02300 @ 2009.HydroCAD Software Solutions LLC Page 14
Summary for Pond CB20: C820
Inflow Area = 1.142 ac,100.00% Impervious, Inflow Depth = 0.68" for 10-Year event
Inflow - 9.07 cfs @. 0.08 hrs, Volume= 0.065 of
Outflow = 9.07 cfs @ 0.08 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 thin
Primary = 9.07 cfs @ 0.08 hrs, Volume= .0.065 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 196.05' @ 0.10 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 192.43' 18.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.47' S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=7.43 cfs @ 0.08 hrs HW=195.53' TW=194.44' (Dynamic Tailwater)
?i =Culvert (Outlet Controls 7.43 cfs @ 4.21 fps)
Pond CB20: C820
Hydrograph
10-YR RATIONAL METHOD
090802_POST LumbertoH Morth Carolina 70-Year Duration=5 min, lnten=8. f6 in/hr
Prepared by AWE Engineers Printed 1012812010
HydroCAD® 9.00 s!n 02300 @ 2009 HydroCAD Software Solutions LLC Page 15
Summary for Pond CB21: CB21
Inflow Area = 1.450 ac,100,00% Impervious, Inflow Depth= . 0.68° for 10-Year event.
Inflow - 11.51 cfs @ 0.08 hrs, Volume= 0.082 of
Outflow = 11,51 cfs @ 0.08 hrs, Volume= 0,082 af, Atten= 0%, Lag= 0.0 min
Primary = 11.51 cfs @ 0,08 hrs, Volume= 0,082 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 194.95'0 0.09 hrs
Flood Elev= 195,00`
Device Routing Invert Outlet Devices
#1 Primary 191.47' 18.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 191.00' S= 0.0071 '1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFiow Max=9.07 cfs @ 0.08 hrs HW=194.44' TW-193.31' (Dynamic Tailwater)
=Culvert (Inlet Controls 9.07 cfs @ 5.13 fps)
Pond CE21: CB21
Hydrograph
-----------------
-------- ------------ -
0 Inflow
LCf. ' ® Primary
12 „5, Inflow Area-1.450 ac
it- - --- ---- -------- - ----- ----.-- -- .....- -------- - - - --------- --------- --.-..------
Peak Elev=194.95'
--------- -------- ----- -- - - ---- ------ .18
-
Culvert -
-- ------------------------ -- ---
7----
--- -- --------- ----------------
-
0 6 - -
L=66.0"--
4- t?
3- f
is
2- - - .. ........
U 1 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 10-Year Daration=5 min, Inten=8.16 in/hr
Prepared by AWE Engineers Printed 10128/2010
HydroCAD® 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 16
Summary for Pond CO: CO
Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth = 0.68" for 10-Year event
Inflow = 4.27 cfs @ 0.08 hrs, Volume= 0.030 of
Outflow = 4.27 cfs @ 0.08 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min
Primary = 4.27 cfs @ 0.08 hrs, Volume 0.030 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs; dt= 0.01 hrs
Peale Elev= 196.39' @ 0.11 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 193.00' 15.0" Round Culvert L= 80.0'. CPP, square edge headwall, Ke= 0.500
Outlet Invert= 192.43' S= 0.0071 'P Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=0.00 cfs @ 0.08 hrs HW=195.45' TW=195.53' (Dynamic Tailwater)
=Culvert ( Controls 0.00 cfs)
Pond CO: CO
Hydrograph .
N
o.
UL
4.27 cls
4
t
{
3?
2-
f i
0
Time (hours)
Inflow Area=0.538 ac
Peak Elev=196.39°
15.0"
Round Culvert
n=0.013
L=80.0°
S=0.0071 T
i
2 3
Inflow
10 Primary
: 10-YR RATIONAL METHOD
090802_POST Lumberton,IVorth Carolina 100-Year Duration=5 min, Inten=&fS in/hr
Prepared by AWB Engineers Printed 10/28/2010
HydroCAD@ 9.00 sin 02300 @_2009 HydroCAD Software Solutions LLC Page 17
Summary for Pond E-CB5: E-CB5
Inflow Area = 0.634 ac,100.00% Impervious, Inflow Depth = 0.64" for 10-Year event
Inflow = 4.78 cfs @ 0.08 hrs, Volume= 0.034 of
Outflow 4.19 cfs @ 0.08 hrs, Volume= 0.034 af, Atten= 12%, Lag= 0.0 min
Primary . = 4.19 cis @ 0.08 hrs, Volume= 0.034 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 195.00' @ 0.11 hrs Surf.Area= 27,622 sf Storage= 97 cf
Flood Elev= 194.42' Surf.Area= 0 sf Storage= 0 cf
plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.2 min ( 5.2 - 5.0 )
Volume Invert Avall.Storage Storage Description
#1 195.00' 6,906 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
195.00 27,622 0 0
195.25 27,622 6,906 6,906
Device Routing Invert Outlet Devices
#1 Primary 193.28' 12.0" Round Culvert L= 140.0' CRP, square edge headwall, Ke= 0.500
Outlet Invert= 189.64' S= 0.0260'1' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 194.42' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 195.25' 100.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=3.72 cfs @ 0.08 hrs HW=195.00' TW=192.95' (Dynamic Tailwater)
t--I=Culvert (Outlet Controls 3.72 cis @ 4.73 fps)
t 2=OrificelGrate (Passes 3.72 cfs of 14.46 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=195.00' (Free Discharge)
L3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
10-YR RATIONAL METHOD
090802_POST Lumberton North Carolina 9U-Year Duration-5 min, Inten=S. 16 in/hr
Prepared by AWS Engineers Printed 1 0/281201 0
HydroCAOO 9.00 sin 02300 © 2009 HydroCAD Software Solutions LLC Page 18
Pond E-CBS: E-CB5
Hydrograph
a
3
O
Lt.
10-YR RATIONAL METHOD
090802_POST Lumberton, Aforth Carolina 10-Year Duration=5 min, Inten=8.16 in/hr
Prepared by AWB Engineers Printed 10/2812010
HydroCAD@ 9.00 s/n 02300 @ 2009 HydroCAD Software Solutions LLC page 19
Summary for Pond E-MH6: E-MH6
Inflow Area = . 2.084 ac,100.00% Impervious, Inflow Depth = 0.67° for 10-Year event
Inflow = 15.59 cfs @ 0.08 hrs, Volume= 0.116 of
Outflow _ 15.59 cfs @. 0.08 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min
Primary = 15.59 cfs @ 0.08 hrs, Volume= 0.116 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 193.55'@ 0.10 hrs
Flood Elev= 195.14`
Device Routing Invert Outlet Devices
#1 Primary 189.64' 24.0". Round Culvert L= 81.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.24' S= 0.0049'1' Cc= 0.900 n= 0.013
Primary OutFow Max=12.96 cfs @ 0.08 hrs. HW=193.27' TW=192.54" (Dynamic Tailwater)
t--1=Culvert (inlet Controls 12.96 cfs @ 4.13 fps)
El Inflow
U Primary
10-YR RATIONAL METHOD
090802_POST Lumberton, North Carolina 70- Year Duration=5 min, Inten=S. f6 in/hr
Prepared by AWB Engineers Printed 1012812010
HydroCAD® 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond MH20. MH20
Inflow Area 2.299 ac,100.00% Impervious, Inflow Depth = 0.67" for 10-Year event
Inflow = 17.29 cfs @ 0.08 hrs, Volume= 0.128 of
Outflow = 17.29 cfs @ 0.08 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min
Primary - 6.31 cfs @ 0.08 hrs, Volume= 0.031 of
Secondary = 16.10 cfs @ 0.09 hrs, Volume= 0.097 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 192.79'@ 0.09 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.24' .12.0° Round Culvert L= 23.5' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.12' S= 0.0051 '1' Cc= 0.900 n= 0.013
##2 . Secondary 189.80' 24.0" Round Culvert L= 148.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 189.07' S=0.0049'1' Cc= 0.900 n=0.013
Primary OutFlow Max=0.00 cfs @ 0.08 hrs HW =192.52' TW=200.52' (Dynamic Tailwater)
t_1=Culvert (Controls 0.00 cfs)
Secondary OutFlow Max=12.43 cfs @ 0.09 hrs HW=192.76' TW=191.94' (Dynamic Tailwater)
t-2=Culvert (Outlet Controls 12.43 cis @ 3.96 fps)
Inflow
- Oukflow
Ej Primary
rI Secondary
Time (hours)
10-YR RATIONAL METHOD
09.0802_POST Lumberton,North Carolina 90-Year Duration=5 min, Inten=8.96 in/hr
Prepared by AWS Engineers Printed 10128/2010.
HydroCAb® 9.00 sin 02300 @_2009 HydroCAD Software Solutions LLC Page 21
Summary for Pond MH21: MH21
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 5.90" for 10-Year event
Inflow - 17.81 cfs @ 0.09 hrs, Volume=. 0.110 of
Outflow = 17.81 cfs @ 0.09 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min
Primary = 17.81 cfs @ 0.09 hrs, Volume= 0.110 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 192.01'@ 0.09 hrs
Flood Elev= 191.72'
Device Routing Invert Outlet Devices
#1 Primary 189.07' .24.0" Round Culvert L= 152.0' CPP, square edge headwall, 1(e= 0.500
Outlet Invert= 188.33' S= 0.0049T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary Outflow Max=16.01 cfs @ 0.09 hrs HW=191.94' TW=190.57' (Dynamic Tailwater)
t--1 =Culvert (Outlet Controls 16.01 cfs @ 5.10 fps)
Pond MH21: MH21
Hydrograph
N
U
3
a
LL
5
4
3
i
2-
. _r
]-flaw
FM-1 --fl --
10 Primary 1 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 10-Year Duration=5 min, Inten=8.76 in/hr
Prepared by AWB. Engineers Printed 1012812010
HydroCAD® 9.00 s/n 02300 02€109 HydroCAD Software Solutions LLC Page 22
Summary for Pond MH23: M.H23
Inflow Area . 2.299 ac,100.00% Impervious, Inflow Depth = 0.16" for 10-Year event
Inflow = 6.31 cfs @ 0.08 hrs, Volume= 0.031 of
Outflow = 6.31 cfs @ 0.08 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min
Primary 6.31 cfs @ 0.08 hrs, Volume= 0.031 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 200-52'@ 0.08 hrs
Flood Elev= 195.00'
Device Routing Invert Outlet Devices
#1 Primary 189.12' 12.0° Round Culvert L= 328.0'. CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.70' S= 0.00437 Cc= 0.900 n= 0.013
Primary OutFlow Max=6.31 cfs @ 0.08 hrs HW=200.52' TW=0.00' (Dynamic Tailwater)
t--1 =Culvert (Barrel Controls 6.31 cfs @ 8.03 fps)
Pond MH23: MH23
Hydrog raph
-------------------------------------------------------------
w 4-
Y

F ----------------------------------- ------------------
0
LL 3
0 Primary
Inflow Area=2.299 ac
-------- Peak- Elev=20-0,52'----
12.0"
--- ---------------------------------------
R®und Culvert
--=---------------------- - -- - n=0.x'13
L=328.0'
Inflow
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton, North Carolina 10--Year Duration=5 min, Inten=8,161n1hr
Prepared by AWB Engineers Printed 10/2812010
HydroCAD@ 9.00 sin 02300 @ 2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond MH24: MH24
Inflow Area = 0.223 ac,100.00% Impervious, Inflow Depth = 5.90" for 10-Year event
Inflow = 17.81 cfs @ 0.09 hrs, Volume= 0.110 of
Outflow W 17.81 cfs @ 0.09 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min
Primary = 5.95 cfs @ 0.09 hrs, Volume= 0.052 of
Secondary = 11.85 cfs @ 0.09 hrs, Volume= 0.058 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 190.62'@ 0.09 hrs
Flood Elev= 193.00'
Device Routing Invert Outlet Devices
#1 Primary 188.33' 15.0" Round Culvert L= 135.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.67' S= 0.00497 Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Secondary 189.00' 24.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500
Outlet Invert= 187.00' 5=0.0800'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
Primary OutFlow Max=5.89 cfs @ 0.09 hrs HW=190.58' TW=188.47' (Dynamic.Tailwater)
t°-9 =Culvert (Barrel Controls 5.89 cfs @ 4.80 fps)
Secondary Outflow Max=11.24 cfs @ 0.09 hrs HW=190.57' (Free Discharge)
t-2=Culvert (Inlet Controls 11.24 cfs @ 4.26 fps)
Pond MH24; MH24
Hydrograph
---- --- --- ---- --- ---- ----------------------------------------
29 lr)flcw
1787 as - Outflow
M Prima
1TSt ----- - - ---- --: - ---- -------Inflow- Area"-0..?L3.1C---
Se ondary
19 - .' I
,8 -- ---- - Peak Eiev 19.0.52'_
17 .
16=
-- --- ---------- ------- - -------------
15= - -
14=
13 "11.ea rf- - ... .. ...... ......... .. .
12
11 i
10

o g

8-

7:
-
6-
-----
-----------------------------------
----------- ----- ----- --------- -
------- ------- ---..---------
5" ?
4
3

0
0 1 2
Time (hours)
10-YR RATIONAL METHOD
090802_POST Lumberton Aforth Carolina 70-Year Duratfon=5 min, lnten=8.16 in/far
Prepared by AWE Engineers Printed 10/2812010
HydroCAD® 9.00 sln 02300.0 2009 HydroCAD Software Solutions LLC Page 24
Summary for Pond 0-3: INFILTRATION BASIN
Inflow Area = 2.099 ac, 47.72% Impervious, Inflow Depth= 0.49" for 10-Year event
Inflow _ 10.62 cfs @ 0.09 hrs, Volume= 0.086 of
Outflow = 0.62 cfs @ 0.16 hrs, Volume= 0.086 af, Atten= 94%, Lag= 4.5 min
Discarded 0.62 cfs @ . 0.16 hrs, Volume= 0.086 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 188.79'@ 0.16 hrs Surf.Area= 4,994 sf Storage= 3,469 cf
Flood Elev= 190.50' Surf.Area= 7,706 sf Storage= 14,309 cf
Plug-Flow detention time= 55.2 min calculated for 0A86 of (100% of inflow)
Center-of-Mass det. time= 55.4 min ( 60.4 - 5.0 )
Volume Invert Avall.Storage Storage Description
#1 188.00' 14,309 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
188.00 3,797 0 0
189.00 5,314 4,556 4,556
190.00 6,893 6,104 10,659
190.50 7,706 3,650 14,309
Device Routing Invert Outlet Devices
#1 Primary 189.50' 8.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 188.00' 4.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 186.00'
Discarded OutFlaw Max=0:62 cfs @ 0.16 hrs HW=188.79' (Free Discharge)
t-2=Exfiltration ( Controls 0.62 cfs)
Primary Outfolow Max=0.00 cfs @ 0.00 hrs HW=188.00' (Free Discharge)
L1=13road-Crested Rectangular Weir ( Controls 0.00 cfs)
10-YR RATIONAL METHOD
090802_POST Lumberton,North Carolina 1O-Year Duration=5 min, Inten =8.16 in/hr
Prepared by AWB Engineers Printed 10128/2010
HydroCA[f(2)9.00 sIn 02300 (D2009 HydroCAD Software Solutions LLC Page 25
Pond 0-3: INFILTRATION BASIN
Hydrograph
Inflow
10.62 ens - - Oufflow

----------
---------------------------------------------- ---Inflow-Area-2.099--ec--- 11 Discarded
Primary

11 -
- - Peak--Eiev='! 88.79'

- --------- ---
Storage=3,4¢69 cf
9
8

3 6
0

LL ------- --------------------------------------------------------------- - ----------------------------------------
4-
3

2
_
0.62cr ?
- '

(M cfs

0 1 2 3
Time (hours)
10-YR RATIONAL METHOD
090802_POST LumbertOB NOrth Carolina 10-Year Durati017=5 n71n, Ie#e17=8.16 1n1hr
Prepared by AWE Engineers Printed 10/28/2010
HydroCAD® 9.00 s!n 02300 O 2009 HydroCAD Software Solutions LLC Page 26
Summary for Link E-LS1: EXISTING LIFT STATION
Inflow Area = 2.299 ac,100.00% Impervious, Inflow Depth = 0.15" for 10-Year event
Inflow = 5.39 cfs @ 0.08 hrs, Volume= 0.031 of
Primary = 6.31 efs @ . 0.08 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Link E-LS9: EXISTING LIFT STATION
Hydrograph
R Inflow
0 Primary
5
3
0
LL
Time (hours)
0 1 2 3