20121049 Ver 1_More Info Received_20130429

Strickland, Bev
From: lallen @mbakercorp.com
Sent: Monday, April 29, 2013 2:47 PM
To: Strickland, Bev
Cc: lallen @mbakercorp.com
Subject: Honda Connector SWMP documentation
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F fi1 41-1
Roadway
H
Management Stormwater
The purpose of the Honda Connector Roadway project is to provide a means of circulation
and access between the two Honda sites, the existing R &D /Production campus and the
proposed MRO Maintenance campus. The need for this roadway is necessary due to the
number of non - licensed vehicles that Honda will be proposing to move between the two
sites (ie, aircraft tugs, golf carts, scissor lifts, aircraft maintenance vehicles, etc), and
Honda's desire for all truck traffic to enter the property from the R &D /Production entrance
for security and quality control purposes.
The roadway is proposed as a two -lane, 24 -foot wide roadway, with grass -lined ditches on
both sides diverting runoff from the roadway to a BMP measure located in the southwest
quadrant of the intersection of the Honda Connector Roadway and the MRO Entrance Road.
A closed drainage system will be installed along the lower section of the road, on the
southeast side of the road, in order to catch runoff and divert it to the BMP listed above.
.. ., r
As this project is located on an active airport, the need for a BMP system that does not have
a permanent pool of water (ie, wet retention basin) is necessary to meet the FAA's
requirement for not providing wildlife attractants near an active airport. As such, a sand
filter basin was selected from the list of available BMPs in the NCDENR -DWQ BMP manual.
This sand filter basin is located in the southwest quadrant of the intersection of the Honda
Connector Roadway and the MRO Entrance Road. Only runoff from the Honda Connector
Roadway will be introduced to this BMP. Runoff from the remainder of the MRO site will
be handled by other BMPs covered by the stormwater management plan developed by
Barge Waggoner Sumner and Cannon, Inc.
The sand filter basin is designed to handle the 1" runoff for the WQV. A weir is proposed in
the sedimentation basin that will serve as a bypass for volumes above this WQV to be
released to the adjacent stream during storm events that produce runoffs greater than the
1" WQV requirement. All water exiting the basin will be channeled to the adjacent stream

via a rip rap channel, in order to divert water away from the adjacent roadway
embankment as it crosses the stream.
The existing site conditions consist of wooded and grassed areas, with a stream tributary to
Horsepen Creels passing through the Honda Connector Roadway alignment. The drainage
area of the site is approximately 1.37 acres. The c factor for this area, in its existing
condition is approximately 0.25, due to the steep terrain adjacent to the stream. Based on
these conditions, the 10 -year peak discharge attributed to this area is approximately 2.35
cfs.
The proposed conditions will be modified from the existing by introducing a 24 -foot wide
road through the area, along with replacing much of the forested topography with grassed
slopes for the roadway embankment. With a composite C factor of 0.51 for this 1.37 acre
area, the 10 -year peak discharge for this area in its post- construction state is
approximately 4.79 cfs. Since much of the MRO site runoff is being diverted away from this
stream, under BWSC's proposed approach, this increase in runoff volume is negligible
compared to the amount of runoff diverted to the other drainage outfall from the MRO site.
The proposed sand filter basin will be constructed within the limits of a proposed sediment
trap that will be constructed for this project. At the conclusion of the construction
activities for the roadway embankment, and the site has been stabilized. The sediment trap
will be converted to a sand filter basin.

Project name
Contact name
Phone number
Date
Drainage area number
Honda Connector
Larry J. Allen, PE
336- 662 -4242
February 28, 2013
HC -1
II. DESIGN INFORMATION
2,043.90 ft'
Site Characteristics
1 -yr, 24 -hr runoff depth
Drainage area (AD)
59,500.00 ft OK
Impervious area
23,760.00 ft2
% Impervious (IA)
39.9% %
Design rainfall depth (RD)
1.00 in
Peak Flow Calculations
2,043.90 ft'
Adjusted water quality volume (WQVAd)
1 -yr, 24 -hr runoff depth
2.74
in
1 -yr, 24 -hr intensity
0.11
in /hr
Pre - development 1 -yr, 24 -hr runoff
0.03
ft3 /sec
Post - development 1 -yr, 24 -hr runoff
0.08
ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
0.05
ft3 /sec
Storage Volume
Design volume (WQV)
2,043.90 ft'
Adjusted water quality volume (WQVAd)
1,532.93 ft'
Volume contained in the sedimentation basin and on top of the sand filter
4,500.00 ft'
Top of sand filter /grate elevation
811 ft amsl
Weir elevation (between chambers)
813 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxHter)
2.00 ft
Average head on the sedimentation basin and sand filter (hA)
1.00 ft
Runoff Coefficient (Rv)
0.41 (unitless)
Type of Sand Filter
Open sand filter?
Y Y or N
SHWT elevation
807.00 ft amsl
Bottom of the sand filter elevation
809.00 ft amsl
Clearance (dSHWT)
2.00
Closed /pre -cast sand filter?
N Y or N
SHWT elevation
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (dsHwr)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
ft
structure (dspace)
OK
OK
OK
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 1 of 2

Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin /chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed /drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge /flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off -line flow - splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 1 00f from water supply wells?
Are the vegetated side slopes equal to or less than 3 :1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber /forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
Permit Number:
(to be provided by DWQ)
1,500.00 ft' vr\. ivieers inuuniuni, uut nidy iieeu to ue niuiedseu ru
2.00 ft
750.00 ft vr\. iweers nnnuiiuni, uui uidy neeu ru ue uwiadsau iu
810.50 ft amsl
809.00 It amsl
1.50 ft
3.50 (ft/day)
6.00 in
0.09 ft3 /sec
13.90 hours OK. Submit drainage calculations.
0.58 days
Y
Y or N
OK
Y
Y or N
OK
NA
Y or N
Enter Data
ft
YorN
Y
YorN
OK
Y
YorN
OK
Y
YorN
OK
Y
Y or N
OK
30.00 ft
OK
1.00 ft
OK
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and 11. Project 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 met. If the applicant has designated an agent,
the agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
Maintenance access,
Flow splitting device,
Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement.
2, Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
Maintenance access,
Flow splitting device,
Vegetative filter strip dimensions and slope (if SA waters),
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
- Off -site drainage (if applicable), and
- Boundaries of drainage easement,
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
4. 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.
5. Supporting calculations (including drainage calculations)
6. Signed and notarized operation and maintenance (0 &M) agreement
7. A copy of the deed restrictions (if required).
Form SW401 -Sand Filter -Rev.5 2009Sept17 Part III, Page 1 of 1

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HMO
w"n
HONDA AIRCRAFT C PA \ Y , / C
J R FACILITY
10�6 =»
American d # 2d _ \ # > #< Company,
430 Ballinger Roa
Greensboro, N »«Y °#
Prepared y:

Existing Conditions
The existing site conditions were determined from a site aerial survey from the Peidmont
Triad International Airport Authority (PTAA) and were supplied to BWSC by the
developer. The approximately 62.73 acre site is a previously undeveloped lease parcel
owned by the PTAA that is southeast and immediately adjacent to the Piedmont Triad
International Airport. The site was previously used as pasture, forest, and low- density
residential. Soils map information was from the U.S. Department of Agriculture, Natural
Resources Conservation Service web site
(lrttp -vc ii- es_tisda.��ov %art71)r'Wcl S(.)i]Sur=vey.as) ). A copy of the soils
mapping is included. The soil survey shows primarily sandy clay loams which are
classed as type C soils by for the SCS method.
The Pre - Developed conditions had two outfall locations, Outfall 0 (OF -0) and Outfall I
(OF -1), shown in drawing EX -1. Catchment 1 (CM -1), totaling 59.56 acres, drained to
the south of the site into an 8 -foot x 6 -foot CMP under Ballinger Road, OF -0. Catchment
2 (CM -2), totaling 29.42 acres, drained to the east of the site into a 42 -inch RCP under
Chimney Rock Road, OF -1. The Time of Concentration was calculated using the TR -55
method in Bentley CivilStorm V8i (SELECTseries 1), version 08.11.01.36. The curve
number for CM -1 was 70. The time of concentration for CM -1 was calculated to be 25.6
minutes. The curve number for CM -1 was 74. The time of concentration for CM -2 was
calculated to be 41.7 minutes. Peak flows were calculated for the 1, 2, 10, and 100 -year
storm events at OF -1. Pre - Developed drainage summary calculations at OF -1 are shown
in Table 1.
Proposed Conditions
The site is proposed to be used as an aircraft maintenance facility. The current planned
facility will contain offices and hangar bays for maintenance. Preliminary grading and
drainage was performed by the PTAA. The site topography for the area planned for the
offices and hangar bays contains an apron that slopes to the northwest and is collected in
a swale and piped to the southeast to the design detention basin. The areas east of the
intersection of the entrance road and loop road is collected and piped to the southeast to
the designed detention basin. Areas west of the intersection are collected and piped to
skimmer basins west of the entrance road.
The detention basin drains to a 42 -inch RCP running under Chimney Rock Road, noted
as OF -1 on drawings EX -I and EX -2. The detention basin is designed to serve potential
future development of 8.3 acres along the road to the southeast. The Post- Developed
drainage areas and detention pond are shown in drawing EX -2. The Post - Developed
drainage area for OF -0 is reduced by 23.9 acres. Therefore, all Post - Developed flows at
OF -0 will be less than the Pre - Developed flows. The Post - Developed drainage
calculations are included in the Drainage Calculations section. Post - Developed drainage
summary calculations at OF -1 are shown in Table 1.
1

Methods and Assnmptions
The hydrology and hydraulics for both areas were simulated in the Bentley CivilStorm
software, V8 XM Edition. An SCS approach was used for the curve numbers and times
of concentration and 24 -hour, Type II, SCS storm events were used. All catch basins
were assumed to be full capture type with no bypass assumed. Structure head losses were
calculated using a HEC -22 approach. The detention pond was designed as a dry pond in
order to avoid classification by the Federal Aviation Administration as a hazardous
wildlife attractant (Section 3, FAA Advisory Circular AC No. 150/5200 -33) and the
resulting wildlife hazard mitigation techniques.
Pond Results
The stage - storage relationship for the detention pond was calculated using Microsoft
Excel and an average end area approach. Data and graphs are enclosed for this pond.
The 1 inch rainfall runoff storage volume (as required by paragraph 3.1 of the City of
Greensboro, NC Stoi7nwater Management Manual dated May 2009) for water quality
was calculated using MathCad V14, shown in the Drainage Calculations section. The
volume required was 129,638.2 cubic feet. The stage /storage relationship for this pond
shows required volume met at approximately 816.2, therefore the volume provided at
elevation 816.3, 130.840.85 cubic feet, is more than required. The pond surface area at
this elevation was calculated at 62,787.7 square feet. The pond was designed for an
elevation of 819.79 and storage of 372,312.1 cubic feet to contain the 100 -yr storm event
and provide 1.0 foot of fi-eeboard. The model indicates that the 1 inch rainfall runoff will
store and draw down 129,642 cubic feet, over a period of approximately 2.5 days, which
exceeds this requirement.
Table 1.
DRAINAGE CALCULATIONS SUMMARY
CONSTRUCTION SITE PEAK FLOWS INTO DETENTION POND (PO -1)
1 -Year
2 -Year
10 -Year
100 -Year
Pre - Development (cfs)
-
-
-
-
Post - Development (c£s)
49.57
64.52
102.30
161.84
CONSTRUCTION SITE PEAK FLOWS AT OUTFALL 1 (OF -1)
1 -Year
2 -Year
10 -Year
100 -Year
Pre - Development (cfs)
12.52
19.66
39.85
76.28
Post - Development (cfs)
11.20
19.25
39.76
69.53
DETENTION POND
1 -Year
2 -Year
10 -Year
100 -Year
Surface Elevation (ft)
815.75
816.17
817.24
818.79
Max. Storage Volune (efl
100,845
125,958
193,287
298,463
Freeboard (ft)
4.04
3.62
2.55
1.00
2

i?

36° 6' 3
36° 5'56"
Hydrologic Soil Group — Guilford County, North Carolina
(Proposed Honda MRO Facility Site)
ry Map Scale: 1:6,380 ff printed on A size (8.5" x 11 ") sheet.
r N Meters
0 50 100 200 300
Feet
0 200 400 800 1,200
USIA Natural Resources Web Soil Survey 4/2/2012
Conservation Service National Cooperative Soil Survey Page 1 of 4
36'6'39"
6° 5'56"

Hydrologic Soil Group — Guilford County, North Carolina
Proposed Honda MRO Facility Site
Hydrologic Soil Group® Summary by Map Unit ® Guilford County, North Carolina (NC081)
Map unit symbol
flap unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2 percent slopes,
C
4.6
4.4%
frequently flooded
CI132
Clifford sandy clay loam, 2 to 6 percent
B
4.7
4.5%
slopes, moderately eroded
CIC2
Clifford sandy clay loam, 6 to 10 percent
B
2.1
2.0%
slopes, moderately eroded
CoA
Congaree loam, 0 to 2 percent slopes,
C
2.0
1.9%
frequently flooded
EnB
Enon fine sandy loam, 2 to 6 percent
C
4.0
3.8%
slopes
MhB2
Mecklenburg sandy clay loam, 2 to 6
C
53.7
51.2%
percent slopes, moderately eroded
MhC2
Mecklenburg sandy clay loam, 6 to 10
C
28.6
27.2%
percent slopes, moderately eroded
PpE2
Poplar Forest clay loam, 15 to 25 percent
B
5.1
4.9%
slopes, eroded
Totals for Area of Interest
104.8
100.0%
Natural Resources Web Soil Survey 4/2/2012
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group — Guilford County, North Carolina Proposed Honda MRO Facility Site
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long- duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B /D, and C /D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B /D, or C /D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Aggregation Method: Dominant Component
Component Percent Cutoff: None Specified
Tie -break Rule: Higher
LJSDA Natural Resources Web Soil Survey 4/2/2012
Conservation Service National Cooperative Soil Survey Page 4 of 4

Revised 5115109
Precipitation Frequency Estimates (inches)
Rainfall Annual Exceedance Probability (1 in ears)
Duration 1- r 2 -yr 5 -yr 10- r 25 -yr 50 -yr 100 -yr
5 min 0.38 0.45 0.53 0.57 0.63 0.66 0.69
10 min
10 min
0.61
0.72
0.85
0.91
1.00
1.06
1.1
3.05
15 min
0.76
0.91
1.07
1.16
1.27
1.34
1.39
2.52
30 min
1.04
1.26
1.52
1.68
1.88
2.01
2.13
1.95
60 min
1.3
1.58
1.95
2.18
2.51
2.73
2.93
1.31
2 hr
1.53
1.86
2.32
2.62
3.06
3.36
3.66
1.09
3 hr
1.64
1.99
2.48
2.81
3.28
3.62
3.95
0.75
6 hr
1.99
2.41
3.00
3.42
4.03
4.49
4.95
0.51
12 hr
2.36
2.86
3.57
4.1
4.9
5.52
6.16
24 hr
2.79
3.38 1
4.21 1
4.82
5.73 1
6.43
7.15
A 1 A 1 1 1 i' -
Precipitation Intensity Estimates (inches /hour)
Rainfall Annual Exceedance Probability (1 in years)
Duration 1 -yr 2- r 5- r 10 -yr 25- r 50 -yr 100 -yr
5 min 4.57 5.44 6.34 6.87 7.55 7.96 8.31
10 min
3.65
4.35
5.08
5.49
6.02
6.33
6.6
15 min
3.05
3.65
4.28
4.63
5.09
5.35
5.56
30 min
2.09
2.52
3.04
3.35
3.77
4.03
4.26
60 min
1.3
1.58
1.95
2.18
2.51
2.73
2.93
2 hr
0.77
0.93
1.16
1.31
1.53
1.68
1.83
3 hr
0.55
0.66
0.83
0.94
1.09
1.21
1.31
6 hr
0.33
0.4
0.5
0.57
0.67
0.75
0.83
12 hr
0.2
0.24
0.30
0.34
0.41
0.46
0.51
24 ht
0.12
0.14
0.18
0.20
0.24
0.27
0.3
Source: NOAA Atlas 14, Vol. 2, Version 3 (2004) for Greensboro Pump Station 36.089 N 79.769 W
Note: Precipitation values for the 1, 2, and 5 year recurrence intervals were obtained from partial duration
series and those for the 10, 25, 50, and 100 year recurrence interval were obtained from annual maximum
series
City of Greensboro 115
Stormwater Management Manual

R
Chapter Revised 5/15/09
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City of Greensboro 117
Stonnwater Management Manual

4 4

Storm v nt Detailed Report: I- Year Event
<General>
Label 1 -Year Event Notes
Rainfall
Storm Event Data Type Depth End Time 1440.0 min
Start Time 0.0 min Storm Event Depth Cumulative
Type
Increment 30.0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.015
60.0
0.030
90.0
0.046
120.0
0.062
150.0
0.079
180.0
0.097
210.0
0.116
240.0
0.135
270.0
0.155
300.0
0.176
330.0
0.199
360.0
0.222
390.0
0.247
420.0
0.275
450.0
0.304
480.0
0.336
510.0
0.371
540.0
0.409
570.0
0.453
600.0
0.504
630.0
0.570
660.0
0.656
690.0
0.790
720.0
1.850
750.0
2.051
780.0
2.155
810.0
2.229
840.0
2.282
870.0
2.338
900.0
2.382
930.0
2.421
960.0
2.455
990.0
2.487
1020.0
2.516
Bentley Systems, Inc. Haestad Methods Solution
3323820 Drainage.csd
Center
6/18/2012
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley CivilStorm V8i (SELECTseries 1)
[08.11.01.36)
Page 1 of 2

F17 IT III IN 1 71 i
iiiiiiiiiiiiiijiiiil
Depths
Time
Depth
(min)
(in)
1050.0
2.543
1080.0
2.568
1110.0
2.592
1140.0
2.615
1170.0
2.635
1200.0
2.656
1230.0
2.675
1260.0
2.693
1290.0
2.712
1320.0
2.728
1350.0
2.744
1380.0
2.760
1410.0
2.775
1440.0
2.790
Bentley Systems, Inc. Haestad Methods Solution
3323820_Drainage.csd
Center
6/18/2012
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1- 203 - 755 -1666
Bentley CivilStorm V8i (SELECTserleS 1)
[08.11.01.36]
Page 2 of 2

CM -1
<None>
2596088.9
70.00
25.6
(N /A)
(N /A)
CM -2
CS -1
1281535.2
74.00
41.7
(N /A)
(N /A)
CM -3
CB -1
5270.8
98.00
5.0
0.14
632.00
CM -4
CB -3
6708.2
96.13
5.0
0.32
1319.00
CM -5
CB -4
4748.0
91.39
5.0
0.20
755.00
CM -6
CB -5
348.5
98.00
5.0
0.02
71.00
CM -7
CB -6
11151.4
90.03
10.6
0.43
1664.00
CM -8
CB -8
9191.2
91.40
5.4
0.38
1461.00
CM -9
CB -7
6098.4
96.11
5.0
0.29
1201.00
CM -10
CB -10
7361.6
95.44
5.0
0.34
1402.00
CM -11
CB -9
8973.4
92.76
5.0
0.39
1522.00
CM -12
CB -11
7318.1
92.00
5.0
0.31
1197.00
CM -13
CB -13
6795.4
96.00
5.0
0.32
1324.00
CM -14
CB -12
9147.6
91.26
5.0
0.38
1448.00
CM -15
CB -14
9278.3
92.14
5.0
0.40
1529.00
CM -16
CB -16
115913.2
96.51
5.0
5.50
23165.00
CM -17
CB -17
56279.5
93.06
5.0
2.47
9657.00
CM -18
CB -18
59503.0
90.27
5.0
3.63
13593.00
CM -19
CB -19
5619.2
98.00
5.0
0.27
1194.00
CM -20
CB -21
21605.8
98.00
5.0
1.05
4607.00
CM -21
CB -15
17772.5
98.00
5.0
0.86
3793.00
CM -22
CB -23
1786.0
98.00
5.0
0.09
382.00
CM -23
CB -24
15681.6
79.07
5.0
0.32
1073.00
CM -24
CB -25
4356.0
98.00
5.0
0.21
930.00
CM -25
CB -26
4573.8
98.00
5.0
0.22
975.00
CM -26
CB -27
4356.0
98.00
5.0
0.21
932.00
CM -27
CB -28
4225.3
98.00
5.0
0.20
898.00
CM -28
CB -29
4748.0
98.00
5.0
0.23
1010.00
CM -29
CB -30
3267.0
98.00
5.0
0.16
700.00
CM -30
MH -9
20380.0
98.00
5.0
0.99
4346.00
CM -31
CB -2
2701.0
98.00
5.0
0.13
576.00
CM -32
MH -3
16340.0
98.00
5.0
0.79
3485.00
CM -33
MH -7
9154.0
98.00
5.0
0.44
1952.00
CM -34
MH -8
8286.0
98.00
5.0
0.40
1767.00
CM -35
MH -6
8674.0
98.00
5.0
0.42
1850.00
CM -36
MH -10
20380.0
98.00
5.0
0.99
4346.00
CM -37
CS -3
7100.3
79.01
5.0
0.18
614.00
CM -38
CS -4
46435.0
78.14
5.0
1.13
3829.00
CM -39
CS -5
101102.8
76.29
5.0
2.52
8480.00
CM -40
CS -6
27137.9
74.00
5.0
0.53
1760.00
CM -41
CS -7
34281.7
74.00
5.0
0.67
2223.00
CM -42
CS -8
37418.0
74.00
5.0
0.73
2425.00
CM -43
CS -9
10280.2
74.00
5.0
0.20
666.00
CM -44
CS -14
373251.0
91.00
5.0
15.44
58357.00
CM -45
CS -10
17946.7
74.00
5.0
0.35
1163.00',
CM -46
CS -11
8624.9
74.00
5.0
0.17
558.00',
CM -47
CS -12
13394.5
74.00
5.0
0.26
868.00
CM -48
CS -12
3455.8
74.00
5.0
0.07
224.00
CM -52
CB -22
784.1
98.00
5.0
0.04
170.00
CM -55
CS -11
69608.9
74.00
29.7
0.83
4512.00
CM -56
CS -10
280224.0
74.78
17.5
4.46
19039.00
CM -57
CB -38
2541.8
98.00
5.0
0.12
542.00
Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.75]
10/2/2012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 1 of 2
06795 USA +1- 203 - 755 -1666

6 eA;. x w< Y I r Catchment # b 3 hv,1 ., 8 {!r D ! i r t +i . s
Current Time: 0.0 min
Label
Outflow Node
Area
SCS CN
Time of
Flow (Peak)
Volume (Total
(ft2)
Concentration
(ft3 /s)
Runoff)
(min)
(ft3)
CM -58
CB -39
2648.9
98.00
5.0
0.13
565.00
CM -59
CB -40
4518.9
98.00
5.0
0.22
964.00
CM -60
CB -41
4324.3
98.00
5.0
0.21
922.00
CM -61
CB -42
4355.2
98.00
5.0
0.21
929.00
CM -62
CB -43
4424.5
98.00
5.0
0.21
944.00
CM -63
MH -13
1664.0
98.00
5.0
0.08
355.00
CM -64
MH -14
2904.0
98.00
5.0
0.14
619.00
CM -65
MH -15
3584.0
98.00
5.0
0.17
764.00
CM -66
CB -45
7023.7
98.00
5.0
0.34
1498.00
CM -67
CB -46
6113.5
98.00
5.0
0.30
1304.00
CM -68
CB -47
4332.8
98.00
5.0
0.21
924.00
CM -69
CB -48
5571.0
98.00
5.0
0.27
1188.00
CM -70
CB -51
4339.0
98.00
5.0
0.21
925.00
CM -71
CB -52
3425.5
98.00
5.0
0.17
731.00
CM -72
CB -49
9270.3
98.00
5.0
0.45
1977.00
CM -73
CS -27
29711.4
74.00
18.3
0.44
1926.00
CM -74
CS -28
31103.7
74.00
18.5
0.46
2016.00
CM -75
CS-29
24819.3
74.00
5.0
0.48
1608.00
CM -76
CS -30
17525.3
74.00
5.0
0.34
1136.00
CM -77
CS -31
39118.2
74.00
26.6
0.50
2536.00
CM -78
CB -53
1598.8
98.00
5.0
0.08
341.00
CM -79
CB -50
1905.5
98.00
5.0
0.09
406.00
CM -80
CB -55
16901.3
98.00
5.0
(N /A)
(N /A)
CM -81
CB -54
4965.8
98.00
5.0
(N /A)
(N /A)
CM -82
CB -44
11456.3
87.69
5.0
(N /A)
(N /A)
Bentley CivilStorm V8i (SELECTseries 2)
3323820 Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.75]
10/212012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 2 of 2
06795 USA [phone]

C13-1
880.67
876.03
4.00
HEC -22 Energy
0.14
876.44
C13-2
881.15
876.94
4.00
HEC -22 Energy
0.13
877.11
C13-3
879.45
875.24
4.00
HEC -22 Energy
0.32
875.74
C13-4
878.55
871,68
4.00
HEC -22 Energy
0.20
872.21
CB -5
879.25
871.16
4.00
HEC -22 Energy
0.02
871.66
C13-6
877.02
869.34
5.00
HEC -22 Energy
0.42
870.00
C13-7
876.38
873.63
4.00
HEC -22 Energy
0.29
873.84
C13-8
877.25
868.88
5.00
HEC -22 Energy
0.38
869.57
C13-9
877.53
868.42
5.00
HEC -22 Energy
0.39
869.17
CB -10
876.38
873.30
4.00
HEC -22 Energy
0.34
873.53
CB -11
877.37
867.96
5.00
HEC -22 Energy
0.31
868.74
CB -12
877.20
867.10
6.00
HEC -22 Energy
0.38
867.88
CB -13
876.39
866.80
6.00
HEC -22 Energy
0.32
867.49
CB -14
877.09
873.98
4.00
HEC -22 Energy
0.39
874.23
CB -15
869.25
864.65
6.00
HEC -22 Energy
0.86
865.47
CB -16
876.80
873.64
4.00
HEC -22 Energy
5.49
874.45
CB -17
876.80
872.79
4.00
HEC -22 Energy
2.45
873.79
CB -18
876.80
871.54
5.00
HEC -22 Energy
3.59
872.75
CB -19
880.76
877.26
4.00
HEC -22 Energy
0.27
877.45
CB -20
880.55
869.44
5.00
HEC -22 Energy
0.00
870.68
CB -21
879.00
868.94
5.00
HEC -22 Energy
1.05
869.97
CB -22
877.61
873.61
4.00
HEC-22 Energy
0.04
873.70
CB -23
877.89
867.79
5.00
HEC-22 Energy
0.09
868.72
CB -24
863.75
858.51
5.00
HEC -22 Energy
0.31
859.37
CB -25
856.26
851.50
5.00
HEC -22 Energy
0.21
852.35
CB -26
848.76
844.00
5.00
HEC -22 Energy
0.22
844.86
CB -27
841.26
836.55
5.00
HEC -22 Energy
0.21
837.41
CB -28
833.77
829.00
5.00
HEC -22 Energy
0.20
829.96
CB -29
828.96
824.00
5.00
HEC -22 Energy
0.23
825.07
CB -30
828.53
822.00
5.00
HEC -22 Energy
0.16
822.72
CB -38
828.12
817.98
4.00
HEC -22 Energy
0.12
818.91
CB -39
827.66
818.55
4.00
HEC -22 Energy
0.13
818.96
CB -40
826.87
819.41
4.00
HEC -22 Energy
0.22
819.78
CB -41
826.09
820.26
4.00
HEC -22 Energy
0.21
820.58
CB -42
825.31
821.11
4.00
HEC -22 Energy
0.21
821.37
CB -43
824.52
821.96
4.00
HEC -22 Energy
0.21
822.15
CB -44
877.32
874.99
4.00
HEC -22 Energy
0.00
874.99
CB -45
822.11
818.11
4.00
HEC -22 Energy
0.34
818.28
CB -46
819.08
815.03
4.00
HEC -22 Energy
0.30
815.26
CB -47
817.21
812.95
4.00
HEC -22 Energy
0.21
813.21
CB -48
815.08
810.97
4.00
HEC -22 Energy
0.27
811.31
CB -49
814.10
810.22
4.00
HEC -22 Energy
0.45
809.76
CB -50
814.50
809.49
4.00
HEC -22 Energy
0.09
809.48
CB -51
823.74
819.74
4.00
HEC -22 Energy
0.21
819.86
CB -52
817.61
813.61
4.00
HEC -22 Energy
0.17
813.91
CB -53
815.83
811.28
4.00
HEC -22 Energy
0.08
810.03
CB -54
812.19
808.69
4.00
Absolute
(N /A)
(N /A)
CB -55
812.19
808.21
4.00
Absolute
(N /A)
(N /A)
Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center (08.11.02.75]
10/212012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 1 of 1
06795 USA [phone]

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M H -1
4.00
HEC -22 Energy
879.66
875.53
875.96
MH -2
5.00
HEC -22 Energy
880.94
870.12
870.70
MH -3
4.00
HEC -22 Energy
881.06
878.00
878.40
MH-4
5.00
HEC -22 Energy
880.42
870.55
871.93
MH -5
5.00
HEC -22 Energy
881.10
869.75
871.10
M H -6
4.00
HEC -22 Energy
881.00
877.40
877.66
MH -7
4.00
HEC -22 Energy
881,00
877.65
877.92
M H -8
4.00
HEC -22 Energy
880.87
876.93
877.22
MH -9
4.00
HEC -22 Energy
881.16
877.21
877.61
M H -10
4.00
HEC-22 Energy
881.51
877.40
877.80
MH -11
6.00
HEC -22 Energy
828.00
817.08
818.89
MH -12
6.00
HEC -22 Energy
821.27
817.27
819.42
MH -13
4,00
HEC -22 Energy
881.15
876.73
877.14
MH -14
4.00
HEC -22 Energy
881.00
876.43
876.61
M H -15
3.00
HEC -22 Energy
881.00
878.45
878.65
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Center [08.11.02.75)
10/2/2012 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1- 203 - 755 -1666

CS -1
0.030
Trapezoidal
10,000
0.00
10.000
1.00
823.00
(N /A)
Cross Section
-S -2
0,030
Trapezoidal
10,000
0.00
10.000
1.00
812.09
(N /A)
Cross Section
'S -3
0.030
Trapezoidal
10.000
3.00
10.000
1.00
832.00
832.09
Cross Section
'S -4
0.030
Trapezoidal
10.000
3.00
10.000
1.00
830.67
830.90
Cross Section
:S -5
0.030
Trapezoidal
10.000
3.00
10.000
1.00
829.34
829.73
Cross Section
CS -6
0.030
Trapezoidal
10.000
3.00
10,000
1.00
828.00
828.39
Cross Section
-S -7
0.030
Trapezoidal
10,000
3.00
10.000
1.00
826.67
827.08
Cross Section
CS -8
0.030
Trapezoidal
10.000
3.00
10.000
1.00
826.06
826.49
Cross Section
CS -9
0.030
Trapezoidal
10.000
3.00
10.000
1.00
825.45
825.89
Cross Section
-10
0.030
Trapezoidal
10.000
3.00
10.000
1.00
824.00
824.52
ICS
Cross Section
CS -11
0.030
Trapezoidal
10.000
3.00
10.000
1.00
823.00
823.52
Cross Section
CS -12
0.030
Trapezoidal
10.000
3.00
10.000
1.00
819.00
820,11
Cross Section
CS -14
0.030
Trapezoidal
6.000
100
15.000
2.00
823.00
824.02
Cross Section
CS -15
0.030
Trapezoidal
10.000
3.00
10.000
2,00
821,34
821.97
Cross Section
CS -25
0.030
Trapezoidal
10.000
3.00
10.000
2.00
817,43
819.59
Cross Section
CS -26
0.035
Trapezoidal
5.000
6.00
5.000
1.00
814,34
814.60
Cross Section
CS -27
0.030
Trapezoidal
33.000
1.00
3.000
1.50
828.00
828,17
Cross Section
ICS -28
0.030
Trapezoidal
10.000
1.00
3.000
1.50
827.00
827.17
Cross Section
CS -29
0.030
Trapezoidal
5.000
6.00
5.000
1,00
826.00
826.11
Cross Section
(
CS -30
0.030
Trapezoidal
5.000
6.00
5.000
1.00
819.00
819,13
Cross Section
CS -31
0.030
Trapezoidal
5.000
6.00
5.000
1.00
816.00
816.14
Cross Section
Bentley CivilStorm V8i (SELECTseries 2)
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CH -1
CS -1
CS -2
823.00
812.09
305.92
(N /A)
(N /A)
(N /A)
-I-2
CS -3
CS -4
832.00
830.67
202.83
0.66
0.18
0.51
H-3
CS -4
CS -5
830.67
829.34
198.43
0.67
1.27
1.11
CH -4
CS -5
CS -6
829.34
828.00
202.53
0.66
3.69
1.51
CH -5
CS -6
CS -7
828.00
826.67
199.59
0,67
4.15
1.57
H -6
CS -7
CS -8
826.67
826.06
81.57
0.75
4.70
1.68
_;H-7
CS -8
CS -9
826.06
825.45
82.68
0.74
5.35
1.74
CH -8
CS -9
CS -10
825.45
824.00
211.86
0.68
5.45
1.70
1+9
CS -10
CS -11
824.00
823.00
74.97
1.33
10.10
2.56
H -10
CS -11
CS -12
823.00
819.00
300.11
1.33
10.95
2.62
CH -11
CS -14
CS -15
823.00
821.34
331.83
0.50
15.17
1.53
CH -12
CS -15
CS -25
821.34
817.43
373.16
1.05
15.23
0.73
H -13
CS -12
CS -25
819.00
817.43
117.66
1.33
11.07
0.35
_H -20
CS -25
MH -12
817.43
817.27
22.88
0.70
25.96
0.49
CH -21
CS -27
CS -28
828.00
827.00
215.73
0.46
0.44
0.72
-H -22
CS -28
CS -29
827.00
826.00
38.31
2.61
0.88
1.65
H -24
CS -29
CS -30
826.00
819.00
279.89
2.50
1.21
1.51
CH -26
CS -30
CS -31
819.00
816.00
120.33
2.49
1.49
1.66
CH -27
CS -31
CS -26
816.00
814.34
78.19
2.51
1.90
1.84
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4: °s` .i p!° i,_ "• r�' `f: f'9 I .. pj rk. k =� [!U v� .i
Current Time: 0.0 min
Label Volume Type Initial Elevation Hydraulic Grade Storage
(ft) (Maximum) (Maximum)
(ft) (ft3)
PO -1 Elevation -Area Curve 812.36 815.75 100845.32
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y
s
a
0
z
G
o o O o o o o 0� o o o c o 0 o o o o o o o o o o o
0 0 0 o N o 0 0 0 0 o o o 0 0 0 0 0
N o 0 0 0 o 0 o o o 0 0 0
.. .. .. o o o o o O o o 0 o
o o a o o
(]d) aw-1 ape15 D!IIRIP (H (s��!I o] inc)) Mold u; S
0 0] .1 o r^ N i
N O uf � O �
-• .-• (s]d) awnlOA
a
E

W 1

Storm nt Detailed Report: 2- Year Event
<General>
Label 2 -Year Event Notes
Rainfall
Storm Event Data Type Depth End Time 1440.0 min
Start Time 0.0 min Storm Event Depth Cumulative
Type
Increment 30.0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.018
60.0
0.037
90.0
0.055
120.0
0.075
150.0
0.096
180.0
0.117
210.0
0.140
240.0
0.163
270.0
0.188
300.0
0.214
330.0
0.241
360.0
0.269
390.0
0.300
420.0
0.333
450.0
0.368
480.0
0.407
510.0
0.449
540.0
0.496
570.0
0.549
600.0
0.611
630.0
0.690
660.0
0.795
690.0
0.958
720.0
2.242
750.0
2.485
780.0
2.611
810.0
2.700
840.0
2.765
870.0
2.832
900.0
2.886
930.0
2.932
960.0
2.975
990.0
3.013
1020.0
3.048
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Depths
Time
Depth
(min)
(in)
1050.0
3.081
1080.0
3.112
1110.0
3.140
1140.0
3.167
1170.0
3.193
1200.0
3.217
1230.0
3.241
1260.0
3.263
1290.0
3.285
1320.0
3.305
1350.0
3.325
1380.0
3.343
1410.0
3.362
1440.0
3.380
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CM -1
<None>
2596088.9
70.00
25.6
(N /A)
(N /A)
CM -2
CS -1
1281535.2
74.00
41.7
(N /A)
(N /A)
CM -3
CB -1
5270.8
98.00
5.0
0.17
777.00
CM -4
CB -3
6708.2
96.13
5.0
0.39
1644.00
CM -5
CB -4
4748.0
91.39
5.0
0.25
974.00
CM -6
CB -5
348.5
98.00
5.0
0.02
87.00
CM -7
CB -6
11151,4
90.03
10.6
0.55
2169.00
CM-8
C13-8
9191.2
91.40
5.4
0.48
1884.00
CM -9
C13-7
6098.4
96.11
5.0
0.35
1498.00
CM -10
CB -10
7361.6
95.44
5.0
0.42
1756.00
CM -11
CB -9
8973.4
92.76
5.0
0.49
1944.00
CM -12
CB -11
7318.1
92.00
5.0
0.39
1538.00
CM -13
CB -13
6795.4
96.00
5.0
0.39
1652.00
CM -14
CB -12
9147.6
91.26
5.0
0.48
1870.00
CM -15
CB -14
9278.3
92.14
5.0
0.50
1962.00
CM -16
CB -16
115913.2
96.51
5.0
6.73
28798.00
CM -17
CB -17
56279.5
93.06
5.0
3.08
12309.00
CM -18
CB -18
59503.0
90.27
5.0
4.62
17681.00
CM -19
CB -19
5619.2
98.00
5.0
0.33
1469.00
CM -20
CB -21
21605.8
98.00
5.0
1.27
5665.00
CM -21
CB -15
17772.5
98.00
5.0
1.05
4664.00
CM -22
CB -23
1786.0
98.00
5.0
0.11
469.00
CM -23
CB -24
15681.6
79.07
5.0
0.44
1523.00
CM -24
CB -25
4356.0
98.00
5.0
0.26
1143.00
CM -25
CB -26
4573.8
98.00
5.0
0.27
1198.00
CM -26
CB -27
4356.0
98.00
5.0
0.26
1146.00
CM -27
CB -28
4225.3
98.00
5.0
0.25
1105.00
CM -28
CB -29
4748.0
98.00
5.0
0.28
1242.00
CM -29
CB -30
3267.0
98.00
5.0
0.19
860.00
CM -30
MH -9
20380.0
98.00
5.0
1.20
5344.00
CM -31
CB -2
2701.0
98.00
5.0
0.16
708.00
CM-32
MH -3
16340.0
98.00
5.0
0.96
4285.00
CM -33
MH -7
9154.0
98.00
5.0
0.54
2401.00
CM -34
MH -8
8286.0
98.00
5.0
0.49
2173.00
CM -35
MH -6
8674.0
98.00
5.0
0.51
2275.00
CM -36
MH -10
20380.0
98.00
5.0
1.20
5344.00
CM -37
CS -3
7100.3
79.01
5.0
0.25
872.00
CM -38
CS -4
46435.0
78.14
5.0
1.60
5480.00
CM -39
CS -5
101102.8
76.29
5.0
3.61
12311.00
CM -40
CS -6
27137.9
74.00
5.0
0.78
2620.00
CM -41
CS -7
34281.7
74.00
5.0
0.98
3308.00
CM -42
CS -8
37418.0
74.00
5.0
1.07
3609.00
CM -43
CS -9
10280.2
74.00
5.0
0.29
992.00
CM -44
CS -14
373251.0
91.00
5.0
19.53
75507.00
CM -45
CS -10
17946.7
74.00
5.0
0.51
1731.00
CM -46
CS -11
8624.9
74.00
5.0
0.25
830.00
CM -47
CS-12
13394.5
74.00
5.0
0.38
1292.00
CM -48
CS -12
3455.8
74.00
5.0
0,10
333.00
CM -52
CB -22
784.1
98.00
5.0
0.05
210.00
CM -55
CS -11
69608.9
74.00
29.7
1.30
6716.00
CM -56
CS -10
280224.0
74.78
17.5
6.78
28118.00
CM -57
CB -38
2541.8
98.00
5.0
0.15
667.00
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r .i =. b f . Catchment Table ( t ." 2 tr, 20 D F , '? ; ;, (f'1 1
Curre-it
Label
Outflow Node
Area
SCS CN
Time of
Flow (Peak)
Volume (Total
(ft2)
Concentration
(ft3/s)
Runoff)
(min)
(ft3)
CM -58
CB -39
2648.9
98.00
5.0
0.16
695.0
CM -59
CB -40
4518.9
98.00
5.0
0.27
1185.0
CM -60
CB -41
4324.3
98.00
5.0
0.25
1134.0
CM -61
CB -42
4355.2
98.00
5.0
0.26
1142.0
CM -62
CB -43
4424.5
98.00
5.0
0.26
1160.0
CM -63
MH -13
1664.0
98.00
5.0
0.10
436,01
CM -64
MH -14
2904.0
98.00
5.0
0.17
762.01
CM -65
MH -15
3584.0
98.00
5.0
0.21
940.01
CM -66
CB -45
7023.7
98.00
5.0
0.41
1842.01
CM -67
CB -46
6113.5
98.00
5.0
0.36
1603.01
CM -68
CB -47
4332.8
98.00
5.0
0.26
1136.01
CM -69
CB -48
5571.0
98.00
5.0
0.33
1461.01
CM -70
CB -51
4339.0
98.00
5.0
0.26
1138.01
CM -71
CB -52
3425.5
98.00
5.0
0.20
898.01
CM -72
CB -49
9270.3
98.00
5.0
0.55
2431.01
CM -73
CS -27
29711.4
74.00
18.3
0.68
2867.01
CM -74
CS -28
31103.7
74.00
18.5
0.70
3001.01
CM -75
CS -29
24819.3
74.00
5.0
0.71
2394.01
CM -76
CS -30
17525.3
74.00
5.0
0.50
1691.01
CM -77
CS -31
39118.2
74.00
26.6
0.77
3774.01
CM -78
CB -53
1598.8
98.00
5.0
0.09
419.01
CM -79
CB -50
1905.5
98.00
5.0
0.11
500.01
CM -80
CB -55
16901.3
98.00
5.0
(N /A)
(N /A
CM -81
CB -54
4965.8
98.00
5.0
(N /A)
(N /A
CM -82
CB -44
11456.3
87.69
5.0
(N /A)
(N /A
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(, P �} P {_, t -.!a c �:�. `.� €, � R} � � �1z R i - r r � � �t '„If .r i ...i � ♦� t- -�
1 1
Label Manning's n Section Type Left Side Slope Bottom Width Right Side Slope Height Invert Hydraulic Grade
(H:V) (ft) (H:V) (ft) Elevation (Maximum)
(ft) (ft)
CS -1
0.030
Trapezoidal
10.000
0.00
10.000
1.00
823.00
(N /A)
Cross Section
:S -2
0.030
Trapezoidal
10.000
0.00
10.000
1,00
812.09
(N /A)
Cross Section
S -3
0.030
Trapezoidal
10.000
3.00
10.000
1.00
832.00
832,10
Cross Section
-4
0.030
Trapezoidal
10.000
3.00
10.000
1.00
830.67
830.94
I.:S
Cross Section
S -5
0.030
Trapezoidal
10,000
3.00
10.000
1.00
829.34
829.80
Cross Section
6
0,030
Trapezoidal
10.000
3.00
10.000
1,00
828.00
828,47
ICS
Cross Section
"5 -7
0.030
Trapezoidal
10.000
3,00
10.000
1.00
826.67
827.16
Cross Section
8
0.030
Trapezoidal
10.000
3.00
10,000
1.00
826.06
826,58
ICS
Cross Section
:S -9
0.030
Trapezoidal
10.000
3.00
10.000
1.00
825.45
825.97
Cross Section
ICS -10
0.030
Trapezoidal
10.000
3.00
10.000
1.00
824.00
824.63
Cross Section
'S -11
0.030
Trapezoidal
10.000
3.00
10.000
1.00
823.00
823.62
Cross Section
ICS -12
0.030
Trapezoidal
10.000
3.00
10.000
1.00
819.00
820.73
Cross Section
:S -14
0.030
Trapezoidal
6.000
3.00
15.000
2.00
823.00
825.25
Cross Section
CS -15
0.030
Trapezoidal
10.000
3.00
10.000
2.00
821.34
822.77
Cross Section
:S -25
0.030
Trapezoidal
10.000
3.00
10.000
2.00
817.43
819.95
Cross Section
CS -26
0.035
Trapezoidal
5.000
6.00
5.000
1.00
814.34
814.92
Cross Section
-S -27
0.030
Trapezoidal
33.000
1.00
3.000
1.50
828.00
828.20
Cross Section
CS -28
0.030
Trapezoidal
10.000
1.00
3.000
1.50
827.00
827.21
Cross Section
CS -29
0.030
Trapezoidal
5.000
6.00
5.000
1.00
826.00
826.14
Cross Section
ZS -30
0.030
Trapezoidal
5.000
6.00
5.000
1.00
819.00
819.16
Cross Section
CS -31
0.030
Trapezoidal
5.000
6.00
5.000
1.00
816.00
816.19
Cross Section
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CH -1
CS -1
CS -2
823.00
812.09
305.92
(N /A)
(N /A)
(N /A)
1 -2
CS -3
CS -4
832.00
830.67
202.83
0.66
0.25
0.60
1 -3
CS -4
CS-5
830.67
829.34
198.43
0.67
1.79
1.23
CH -4
CS -5
CS -6
829.34
828.00
202.53
0.66
5.27
1.66
CH -5
CS -6
CS -7
828.00
826.67
199.59
0.67
6.00
1.73
-i-6
CS -7
CS -8
826.67
826.06
81.57
0.75
6.86
1.86
-I-7
CS -8
CS -9
826.06
825.45
82.68
0.74
7.84
1.92
CH -8
CS -9
CS -10
825.45
824.00
211.86
0.68
8.05
1.89
1 -9
CS -10
CS -11
824.00
823.00
74.97
1.33
14.94
2.84
+10
CS -11
CS -12
823.00
819.00
300.11
1.33
16.39
2.25
CH -11
CS -14
CS -15
823.00
821.34
331.83
0.50
19.27
0.50
C'H -12
CS -15
CS-25
821.34
817.43
373.16
1.05
19.31
0.44
9 -13
CS -12
CS -25
819.00
817.43
117.66
1.33
16.70
0.33
-H -20
CS -25
MH -12
817.43
817.27
22.88
0.70
35.34
0.50
CH -21
CS -27
CS -28
828.00
827.00
215.73
0.46
0.67
0.80
+22
CS -28
CS -29
827.00
826.00
38.31
2.61
1.35
1.96
1-24
CS -29
CS -30
826.00
819.00
279.89
2.50
1.90
1.84
CH -26
CS -30
CS -31
819.00
816.00
120.33
2.49
2.34
2.01
CH -27
CS -31
CS -26
816.00
814.34
78.19
2.51
2.98
2.21
Bentley CivilStorm V8i (SELECTseries 2)
3323820 Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.75)
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" Ili �)
r_ �1.� �
Label Volume Type Initial Elevation Hydraulic Grade Storage
(ft) (Maximum) (Maximum)
(ft) (ft3)
PO -1 Elevation -Area Curve 812.36 816.17 125957.98
Bentley Systems, Inc. Haestad Methods Bentley CivilStorm V8i (SELECTseries 2)
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Storm Event Detailed Report: 10-Year v t
<General>
Label 10 -Year Event Notes
Rainfall
Storm Event Data Type Depth End Time 1440.0 min
Start Time 0.0 min Storm Event Depth Cumulative
Type
Increment 30,0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.026
60.0
0.052
90.0
0.079
120.0
0.107
150.0
0.137
180.0
0.167
210.0
0.200
240.0
0.233
270.0
0.268
300.0
0.305
330.0
0.343
360.0
0.384
390.0
0.428
420.0
0.474
450.0
0.525
480.0
0.580
510.0
0.640
540.0
0.707
570.0
0.783
600.0
0.871
630.0
0.984
660.0
1.133
690.0
1.366
720.0
3.197
750.0
3.543
780.0
3.723
810.0
3.851
840.0
3.942
870.0
4.039
900.0
4.115
930.0
4.182
960.0
4.242
990.0
4.297
1020.0
4347
Bentley Systems, Inc. Haestad Methods Solution
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Page 1 of 2

Storm Event Detailed Report: 10-Year Event
Depths
Time
Depth
(min)
(in)
1050.0
4.393
1080.0
4.437
1110.0
4.478
1140.0
4.517
1170.0
4.553
1200.0
4.588
1230.0
4.621
1260.0
4.653
1290.0
4.685
1320.0
4.713
1350.0
4.741
1380.0
4.768
1410.0
4.794
1440.0
4.820
Bentley Systems, Inc. Haestad Methods Solution
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Bentley CivilStorm V8i (SELECTseries 1)
[08.11.01.36]
Page 2 of 2

CM -1
<None>
2596088.9
70.00
25.6
(N /A)
(N /A)
CM -2
CS -1
1281535.2
74.00
41.7
(N /A)
(N /A)
CM -3
C13-1
5270.8
98.00
5.0
0.25
1132.00
CM -4
CB -3
6708.2
96.13
5.0
0.56
2442.00
CM -5
C13-4
4748.0
91.39
5.0
0.38
1522.00
CM -6
C13-5
348.5
98.00
5.0
0.03
127.00
CM -7
CB -6
11151.4
90.03
10.6
0.85
3437.00
CM -8
CB -8
9191.2
91.40
5.4
0.73
2943.00
CM -9
CB -7
6098.4
96.11
5.0
0.51
2225.00
CM -10
CB -10
7361.6
95.44
5.0
0.61
2628.00
CM -11
CB -9
8973.4
92.76
5.0
0.73
2993.00
CM -12
CB -11
7318.1
92.00
5.0
0.59
2387.00
CM -13
CB -13
6795.4
96.00
5.0
0.57
2465.00
CM -14
CB -12
9147.6
91.26
5.0
0.72
2925.00
CM -15
CB -14
9278.3
92.14
5.0
0.74
3041.00
CM -16
CB -16
115913.2
96.51
5.0
9.70
42608.00
CM -17
CB -17
56279.5
93.06
5.0
4.56
18888.00
CM -18
CB -18
59503.0
90.27
5.0
7.01
27948.00
CM -19
CB -19
5619.2
98.00
5.0
0.47
2139.00
CM -20
CB -21
21605.8
98.00
5.0
1.82
8251.00
CM-21
CB -15
17772.5
98.00
5.0
1.50
6794.00
CM -22
CB -23
1786.0
98.00
5.0
0.15
684.00
CM -23
CB -24
15681.6
79.07
5.0
0.76
2735.00
CM -24
CB -25
4356.0
98.00
5.0
0.37
1665.00
CM -25
CB -26
4573.8
98.00
5.0
0.39
1745.00
CM -26
CB -27
4356.0
98.00
5.0
0.37
1670.00
CM -27
CB -28
4225.3
98.00
5.0
0.36
1609.00
CM -28
CB -29
4748.0
98.00
5.0
0.40
1808.00
CM -29
CB -30
3267.0
98.00
5.0
0.28
1253.00
CM -30
MH -9
20380.0
98.00
5.0
1.72
7784.00
CM -31
CB -2
2701.0
98.00
5.0
0.23
1032.00
CM -32
MH -3
16340.0
98.00
5.0
1.38
6241.00
CM -33
MH -7
9154.0
98.00
5.0
0.77
3496.00
CM -34
MH -8
8286.0
98.00
5.0
0.70
3165.00
CM -35
MH -6
8674.0
98.00
5.0
0.73
3313.00
CM -36
MH -10
20380.0
98.00
5.0
1.72
7784.00
CM -37
CS -3
7100.3
79.01
5.0
0.44
1567.00
CM -38
CS -4
46435.0
78.14
5.0
2.79
9953.00
CM -39
CS -5
101102.8
76.29
5.0
5.72
20113.00
CM -40
CS -6
27137.9
74.00
5.0
1.45
5027.00
CM -41
CS -7
34281.7
74.00
5.0
1.83
6348.00
CM -42
CS -8
37418.0
74.00
5.0
1.99
6925.00
CM -43
CS -9
10280.2
74.00
5.0
0.55
1903.00
CM -44
CS -14
373251.0
91.00
5.0
29.43
118425.00
CM -45
CS -10
17946.7
74.00
5.0
0.96
3322.00
CM -46
CS-11
8624.9
74.00
5.0
0.46
1593.00
CM-47
CS -12
13394.5
74.00
5.0
0.71
2479.00
CM-48
CS -12
3455.8
74.00
5.0
0.18
640.00
CM -52
CB -22
784.1
98.00
5.0
0.07
305.00
CM -55
CS -11
69608.9
74.00
29.7
2.61
12887.00
CM -56
CS -10
280224.0
74.78
17.5
13.09
53373.00
CM -57
CB -38
2541.8
98.00
5.0
0.21
971.00
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
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I r,- E ,, Catchment 8 (I,, )1,, a a g = d
Label
Outflow Node
Area
SCS CN
Time of
Flow (Peak)
Volume (Total
(ftz)
Concentration
(ft3 /S)
Runoff)
(min)
(ft3)
CM -58
CB -39
2648.9
98.00
5.0
0.22
1012.00
CM -59
CB -40
4518.9
98.00
5.0
0.38
1726.00
CM -60
CB -41
4324.3
98.00
5.0
0.37
1652.00
CM -61
CB -42
4355.2
98.00
5.0
0.37
1663.00
CM-62
CB -43
4424.5
98.00
5.0
0.37
1690.00
CM -63
MH -13
1664.0
98.00
5.0
0.14
636.00
CM -64
MH -14
2904.0
98.00
5.0
0.25
1109.00
CM -65
MH -15
3584.0
98.00
5.0
0.30
1369.00
CM -66
CB -45
7023.7
98.00
5.0
0.59
2683.00
CM -67
CB -46
6113.5
98.00
5.0
0.52
2335.00
CM -68
CB -47
4332.8
98.00
5.0
0.37
1655.00
CM -69
CB -48
5571.0
98.00
5.0
0.47
2128.00
CM -70
CB -51
4339.0
98.00
5.0
0.37
1657.00
CM -71
CB -52
3425.5
98.00
5.0
0.29
1308.00
CM-72
CB -49
9270.3
98.00
5.0
0.78
3541.00
CM -73
CS -27
29711.4
74.00
18.3
1.33
5500.00
CM -74
CS -28
31103.7
74.00
18.5
1.38
5759.00
CM -75
CS-29
24819.3
74.00
5.0
1.32
4594.00
CM -76
CS -30
175253
74.00
5.0
0.93
3244.00
CM -77
CS -31
39118.2
74.00
26.6
1.53
7241.00
CM -78
CB -53
1598.8
98.00
5.0
0.13
611.00
CM -79
CB -50
1905.5
98.00
5.0
0.16
728.00
CM -80
CB -55
16901.3
98.00
5.0
1.43
6462.00
CM -81
CB -54
4965.8
98.00
5.0
0.42
1893.00
CM -82
CB -44
11456.3
87.69
5.0
0.86
3333.00
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-lexTable: Catch Basin Table (3323820 Drainage.csd"
/ 1
Label
Ground
Elevation
(ft)
880.67
881.15
Invert Elevation
(ft)
876,03
876.94
Diameter
(ft)
4.00
4.00
Headloss
Method
HEC -22 Energy
HEC -22 Energy
Flow (Captured
Maximum)
(ft3 /s)
0.25
0.23
Hydraulic Grade
(Maximum)
(ft)
876.58
877.17
CB -1
C13-2
CB -3
879.45
875.24
4.00
HEC -22 Energy
0.56
875.92
CB -4
878.55
871.68
4.00
HEC -22 Energy
0.37
872.50
CB -5
879.25
871.16
4.00
HEC -22 Energy
0.03
871.93
C13-6
877,02
869.34
5.00
HEC -22 Energy
0.84
870.30
C13-7
876,38
873.63
4.00
HEC -22 Energy
0.51
873.91
C13-8
877.25
868,88
5.00
HEC -22 Energy
0.72
870.01
C13-9
877.53
868.42
5.00
HEC -22 Energy
0.72
869.52
CB -10
876.38
873.30
4.00
HEC -22 Energy
0.61
873.61
CB -11
877.37
867.96
5.00
HEC -22 Energy
0.58
869.11
CB -12
877.20
867.10
6.00
HEC -22 Energy
0.72
868.22
CB -13
876.39
866.80
6.00
HEC -22 Energy
0.57
867.78
CB -14
877.09
873.98
4.00
HEC -22 Energy
0.74
874.32
CB -15
869.25
864.65
6,00
HEC -22 Energy
1.50
865.80
CB -16
876.80
873.64
4.00
HEC -22 Energy
9.69
876.25
CB -17
876.80
872.79
4.00
HEC -22 Energy
4.54
875.64
CB -18
876.80
871.54
5.00
HEC -22 Energy
6.97
874.76
CB -19
880.76
877.26
4.00
HEC -22 Energy
0.47
877.51
CB -20
880.55
869.44
5.00
HEC -22 Energy
0.00
871.39
CB -21
879.00
868.94
5.00
HEC -22 Energy
1.82
870.41
CB -22
877.61
873.61
4.00
HEC -22 Energy
0.07
873.72
CB -23
877.89
867.79
5.00
HEC -22 Energy
0.15
869.10
CB -24
863.75
858.51
5.00
HEC -22 Energy
0.75
859.72
CB -25
856.26
851.50
5.00
HEC -22 Energy
0.37
852.70
CB -26
848.76
844.00
5,00
HEC -22 Energy
0.39
845.20
CB -27
841.26
836.55
5.00
HEC -22 Energy
0.37
837.76
CB -28
833,77
829.00
5.00
HEC -22 Energy
0.36
830.37
CB -29
828,96
824.00
5.00
HEC -22 Energy
0.40
825.54
CB -30
828.53
822.00
5.00
HEC -22 Energy
0.28
823.00
CB -38
828.12
817.98
4.00
HEC -22 Energy
0.21
819.97
CB -39
827.66
818.55
4.00
HEC -22 Energy
0.22
820.03
CB -40
826.87
819.41
4.00
HEC -22 Energy
0.38
820.12
CB -41
826.09
820.26
4.00
HEC -22 Energy
0.36
820.68
CB -42
825.31
821,11
4.00
HEC -22 Energy
0.37
821.45
CB -43
824.52
821.96
4.00
HEC -22 Energy
0.37
822.20
CB -44
877.32
874.99
4.00
HEC -22 Energy
0.85
875.36
CB -45
822.11
818.11
4.00
HEC -22 Energy
0.59
818.33
CB -46
819.08
815.03
4.00
HEC -22 Energy
0.52
815.33
CB -47
817.21
812.95
4.00
HEC -22 Energy
0.37
813.30
CB -48
815.08
810.97
4.00
HEC -22 Energy
0.47
811.70
CB -49
814.10
810.22
4.00
HEC -22 Energy
0.78
811.64
CB-50
814.50
809.49
4.00
HEC -22 Energy
0.16
810.83
CB -51
823.74
819.74
4.00
HEC -22 Energy
0.37
819.89
CB -52
817.61
813.61
4.00
HEC -22 Energy
0.29
814.31
CB -53
815.83
811.28
4.00
HEC -22 Energy
12.10
812.60
CB -54
812.19
808.69
4.00
Absolute
0.42
808.93
CB -55
812.19
808.21
4.00
Absolute
1.43
808.66
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MH -1
4.00
HEC-22 Energy
879.66
875.53
876.11
M H -2
5.00
HEC -22 Energy
880.94
870.12
870.97
M H -3
4.00
HEC -22 Energy
881.06
878.00
878.54
MH-4
5.00
HEC -22 Energy
880.42
870.55
873.34
M H -5
5.00
HEC -22 Energy
881.10
869.75
871.99
M H -6
4.00
HEC -22 Energy
881.00
877.40
877.74
M H -7
4.00
HEC -22 Energy
881.00
877.65
878.02
M H -8
4.00
HEC -22 Energy
880.87
876.93
877.31
MH -9
4,00
HEC -22 Energy
881.16
877.21
877.74
MH -10
4.00
HEC -22 Energy
881.51
877.40
877.93
M H -11
6.00
HEC -22 Energy
828.00
817.08
819.94
M H -12
6.00
HEC -22 Energy
821.27
817.27
820.53
MH -13
4.00
HEC -22 Energy
881.15
876.73
877.29
M H -14
4.00
HEC -22 Energy
881.00
876.43
876.67
M H -15
3.00
HEC -22 Energy
881.00
878.45
878.71
Bentley Systems, Inc. Haestad Methods Solution Bentley Civil Storm V8i (SELECTseries 2)
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C'S-1
0.030
Trapezoidal
10.000
0.00
10.000
1.00
823.00
(N /A)
Cross Section
S Z
0.030
Trapezoidal
10.000
0.00
10.000
1.00
812.09
(N /A)
Cross Section
-S-3
0.030
Trapezoidal
10.000
3.00
10.000
1.00
832.00
832.13
Cross Section
-4
0.030
Trapezoidal
10.000
3.00
10.000
1.00
830.67
831.03
Cross Section
I.:S
S -5
0.030
Trapezoidal
10.000
3.00
10.000
1.00
829.34
829.92
Cross Section
6
0.030
Trapezoidal
10.000
3.00
10.000
1.00
828.00
828.59
ICS
Cross Section
S 7
0.030
Trapezoidal
10.000
3.00
10.000
1,00
826.67
827.29
Cross Section
CS 8
0.030
Trapezoidal
10.000
3.00
10.000
1.00
826.06
826.72
Cross Section
:S -9
0.030
Trapezoidal
10.000
3.00
10.000
1.00
825.45
826.12
Cross Section
CS -10
0.030
Trapezoidal
10.000
3.00
10.000
1.00
824.00
824.83
Cross Section
:S -11
0.030
Trapezoidal
10.000
3.00
10.000
1.00
823.00
824.05
Cross Section
CS -12
0.030
Trapezoidal
10.000
3.00
10.000
1.00
819.00
821.65
Cross Section
:S -14
0.030
Trapezoidal
6.000
3.00
15.000
2.00
823.00
826.30
Cross Section
CS -15
0.030
Trapezoidal
10.000
3.00
10.000
2.00
821.34
823.67
Cross Section
>S -25
0.030
Trapezoidal
10.000
3.00
10.000
2.00
817.43
820.71
Cross Section
CS -26
0,035
Trapezoidal
5.000
6.00
5.000
1.00
814.34
816.11
Cross Section
;S -27
0.030
Trapezoidal
33.000
1.00
3.000
1.50
828.00
828.26
Cross Section
`S -28
0.030
Trapezoidal
10.000
1.00
3.000
1.50
827.00
827.28
Cross Section
.S -29
0.030
Trapezoidal
5.000
6.00
5.000
1.00
826.00
826.21
Cross Section
S -30
0.030
Trapezoidal
5.000
6.00
5.000
1.00
819.00
819.24
Cross Section
CS -31
0.030
Trapezoidal
5.000
6.00
5.000
1.00
816.00
816.29
Cross Section
Bentley CivilStorm V8i (SELECTseries 2)
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�i. T T . i
Label Start -node Id Stop -node Id Invert (Start) Invert (Stop) Length Constructed Flow Velocity
(ft) (ft) (Scaled) Slope (Maximum) (Maximum)
(ft) ( %) (ft3 /s) (ft /s)
CH -1
CS -1
CS -2
823.00
812.09
305.92
(N /A)
(N /A)
(N /A)
CH -2
CS -3
CS -4
832.00
830.67
202.83
0.66
0.43
0.75
CH -3
CS -4
CS -5
830.67
829.34
198.43
0.67
3.13
1.45
CH -4
CS -5
CS -6
829.34
828.00
202.53
0.66
8.67
1.90
CH -5
CS -6
CS -7
828.00
826.67
199.59
0.67
10.11
1.99
CH -6
CS -7
CS -8
826.67
826.06
81.57
0.75
11.79
2.13
CH -7
CS -8
CS -9
826.06
825.45
82.68
0.74
13.66
2.22
CH -8
CS -9
CS -10
825.45
824.00
211.86
0.68
14.18
2.05
CH -9
CS -10
CS -11
824.00
823.00
74.97
1.33
27.75
2.94
CH -10
CS -11
CS -12
823.00
819.00
300.11
1.33
30.18
0.77
CH -11
CS -14
CS -15
823.00
821.34
331.83
0.50
29.20
0.34
CH -12
CS -15
CS -25
821.34
817.43
373.16
1.05
29.15
0.34
1 CH -13
CS-12
CS -25
819.00
817.43
117.66
1.33
31.08
0.32
CH -20
CS-25
M H -12
817.43
817.27
22.88
0.70
58.88
0.50
CH -21
CS -27
CS -28
828.00
827.00
215.73
0.46
1.32
0.95
CH -22
CS -28
CS -29
827.00
826.00
38.31
2.61
2.67
2.53
CH -24
CS -29
CS -30
826.00
819.00
279.89
2.50
3.79
2.43
CH -26
CS -30
CS -31
819.00
816.00
120.33
2.49
4.63
2.61
CH -27
CS -31
CS -26
816.00
814.34
78.19
2.12
5.85
0.58
Bentley CivilStorm V8i (SELECTseries 2)
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"air d
'1 " at 11 V-1 9 1 1' r, 1 ,
Label Volume Type Initial Elevation Hydraulic Grade Storage
(ft) (Maximum) (Maximum)
(ft) (ft3)
PO-1 Elevation -Area Curve 812,36 817.24 193286.56
Bentley Systems, Inc. Haestad Methods Bentley CivilStorm V8i (SELECTseries 2)
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J
c_
7
O
i
D
E
O
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m
Y
O
O
0
o_
3
0
o v
r
E
H
°o
a
0
0
v
0
0 0 0 00 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 o 0 00 0 0 0 0 0 0
0 0 0 0 o a o a a o 0 0 0 0 0 0 0 0 0
o 0 0 0 0 0 0 0
m w ro m m (S /c7)) (S>lull oa ]n0) molj o oo o
(1)) aul0.1-1 ape15 ln ollneapAH m w ro o oo n �
(c1J) awnlOA
v
a
l7
r
0
O
I

i, W

Storm Event Data Type Depth End Time 1440.0 min
Start Time 0.0 min Storm Event Depth
Cumulative
Type
Increment 30.0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.038
60.0
0.077
90.0
0.117
120.0
0.159
150.0
0.203
180.0
0.248
210.0
0.296
240.0
0.345
270.0
0.397
300.0
0.452
330.0
0.509
360.0
0.570
390.0
0.634
420.0
0.704
450.0
0.779
480.0
0.860
510.0
0.950
540.0
1.049
570.0
1.162
600.0
1.293
630.0
1.460
660.0
1.681
690.0
2.026
720.0
4.742
750.0
5.256
780.0
5.523
810.0
5.712
840.0
5.848
870.0
5.992
900.0
6.105
930.0
6.203
960.0
6.293
990.0
6.374
1020.0
6.449
Bentley Systems, Inc. Haestad Methods Solution
3323820 Drainage.csd
Center
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Bentley CivilStorm V8i (SELECTseries 1)
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Page 1 of 2

Time
(min)
3323820_Drai nage. csd
6/18/2012
7'
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Depth
(in)
1050.0
6.517
1080.0
6.582
1110.0
6.643
1140.0
6.700
1170.0
6.754
1200.0
6.806
1230.0
6.855
1260.0
6.902
1290.0
6.949
1320.0
6.991
1350.0
7.033
1380.0
7.073
1410.0
7.112
1440.0
7.150
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 1)
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CM -1
<None>
2596088.9
70.00
25.6
(N /A)
(N /A)
CM -2
CS -1
1281535.2
74.00
41.7
(N /A)
(N /A)
CM -3
CB -1
5270.8
98.00
5.0
0.37
1706.00
CM -4
CB -3
6708.2
96.13
5.0
0.84
3739.00
CM -5
CB -4
4748.0
91.39
5.0
0.58
2424.00
CM -6
CB -5
348.5
98.00
5.0
0.04
191.00
CM -7
CB -6
11151.4
90.03
10.6
1.32
5540.00
CM -8
CB -8
9191.2
91.40
5.4
1.11
4688.00
CM -9
CB -7
6098.4
96.11
5.0
0.76
3407.00
CM -10
CB -10
7361.6
95.44
5.0
0.91
4046.00
CM -11
CB -9
8973.4
92.76
5.0
1.10
4714.00
CM -12
CB -11
7318.1
92.00
5.0
0.89
3783.00
CM -13
CB -13
6795.4
96.00
5.0
0.85
3767.00
CM -14
CB -12
9147.6
91.26
5.0
1.11
4666.00
CM -15
CB -14
9278.3
92.14
5.0
1.13
4814.00
CM -16
CB -16
115913.2
96.51
5.0
14.49
65033.00
CM -17
CB -17
56279.5
93.06
5.0
6.92
29671.00
CM -18
CB -18
59503.0
90.27
5.0
10.82
44957.00
CM -19
CB -19
5619.2
98.00
5.0
0.70
3225.00
CM -20
CB -21
21605.8
98.00
5.0
2.71
12441.00
CM -21
CB -15
17772.5
98.00
5.0
2.23
10244.00
CM -22
CB -23
1786.0
98.00
5.0
0.22
1031.00
CM -23
CB -24
15681.6
79.07
5.0
1.30
4875.00
CM -24
CB -25
4356.0
98.00
5.0
0.55
2510.00
CM -25
CB -26
4573.8
98.00
5.0
0.57
2632.00
CM -26
CB -27
4356.0
98.00
5.0
0.55
2517.00
CM -27
CB -28
4225.3
98.00
5.0
0.53
2426.00
CM -28
CB -29
4748.0
98.00
5.0
0.59
2727.00
CM -29
CB -30
3267.0
98.00
5.0
0.41
1890.00
CM -30
MH -9
20380.0
98.00
5.0
2.56
11737.00
CM -31
CB -2
2701.0
98.00
5.0
0.34
1555.00
CM -32
MH -3
16340.0
98.00
5.0
2.05
9410.00
CM -33
MH -7
9154.0
98.00
5.0
1.15
5272.00
CM -34
MH -8
8286.0
98.00
5.0
1.04
4772,00.
CM -35
MH -6
8674.0
98.00
5.0
1.09
4995.00
CM -36
MH -10
20380.0
98.00
5.0
2.56
11737.00
CM -37
CS -3
7100.3
79.01
5.0
0.74
2795.00
CM -38
CS -4
46435.0
78.14
5.0
4.79
17905.00
CM -39
CS -5
101102.8
76.29
5.0
11.29
41711.00
CM -40
CS -6
27137.9
74.00
5.0
2.60
9443.00
CM -41
CS -7
34281.7
74.00
5.0
3.28
11926.00
CM -42
C5 -8
37418.0
74.00
5.0
3.58
13010.00
CM -43
CS -9
10280.2
74.00
5.0
0.98
3574.00
CM -44
CS -14
373251.0
91.00
5.0
45.21
189307.00
CM -45
CS -10
17946.7
74.00
5.0
1.72
6241.00
CM -46
CS -11
8624.9
74.00
5.0
0.82
2992.00
CM -47
CS -12
13394.5
74.00
5.0
1.28
4658.00
CM -48
CS -12
3455.8
74.00
5.0
0.33
1202.00
CM -52
CB -22
784.1
98.00
5.0
0.10
460.00
CM -55
CS -11
69608.9
74.00
29.7
4.96
24208.00
CM -56
CS -10
280224.0
74.78
17.5
24.18
99421.00
CM -57
CB -38
2541.8
98.00
5.0
0.32
1464.00
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
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CT 06795 USA +1- 203 - 755 -1666

"''lexTable: Catchment Table 0 rRi M; d 7
Current Time: 1 min
Label
Outflow Node
Area
SCS CN
Time of
Flow (Peak)
Volume (Total
(ftz)
Concentration
(ft3 /s)
Runoff)
(min)
(ft3)
CM -58
CB -39
2648.9
98.00
5.0
0.33
1525.00
CM -59
CB -40
4518.9
98.00
5.0
0.57
2602.00
CM -60
CB -41
4324.3
98.00
5.0
0.54
2490.00
CM -61
CB -42
4355.2
98.00
5.0
0.55
2508.00
CM -62
CB -43
4424.5
98.00
5.0
0.56
2548.00
CM -63
MH -13
1664.0
98.00
5.0
0.21
958.00
CM -64
MH -14
2904.0
98.00
5.0
0.36
1672.00
CM -65
MH -15
3584,0
98.00
5.0
0.45
2064.00
CM -66
CB -45
7023.7
98.00
5.0
0.88
4045.00
CM -67
CB -46
6113.5
98.00
5.0
0.77
3521,00
CM -68
CB -47
4332.8
98.00
5.0
0.54
2495.00
CM -69
CB -48
5571.0
98.00
5.0
0.70
3208.00
CM -70
CB -51
4339.0
98.00
5.0
0.54
2499.00
CM -71
CB -52
3425.5
98.00
5.0
0.43
1973.00
CM -72
CB -49
9270.3
98.00
5.0
1.16
5339.00
CM -73
CS -27
29711.4
74.00
18.3
2.50
10332.00
CM -74
CS -28
31103.7
74.00
18.5
2.60
10818.00
CM-75
CS -29
24819.3
74.00
5.0
2.37
8630.00
CM -76
CS-30
17525.3
74.00
5.0
1.68
6094.00
CM -77
CS -31
39118.2
74.00
26.6
2.91
13602.00
CM -78
CB -53
1598.8
98.00
5.0
0.20
921.00
CM -79
CB -50
1905.5
98.00
5.0
0.24
1097.00
CM -80
CB -55
16901.3
98.00
5.0
(N /A)
(N /A)
CM -81
CB -54
4965.8
98.00
5.0
(N /A)
(N /A)
CM -82
CB -44
11456.3
87.69
5.0
(N /A)
(N /A)
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Center [08.11.02.75)
10/2/2012 27 Siemon Company Drive Suite 200 W Watertown, Page 2 of 2
CT 06795 USA +1- 203 - 755 -1666

C13-1
880.67
876.03
4.00
HEC -22 Energy
0.37
876.71
C13-2
881.15
876.94
4.00
HEC -22 Energy
0.34
877.22
CB -3
879,45
875.24
4.00
HEC -22 Energy
0.84
876.09
C13-4
878.55
871.68
4.00
HEC -22 Energy
0.57
872.60
C13-5
879.25
871.16
4.00
HEC -22 Energy
0.04
872.03
C13-6
877.02
869.34
5.00
HEC -22 Energy
1.31
870.68
C13-7
876.38
873.63
4.00
HEC -22 Energy
0.76
873.98
C13-8
877.25
868.88
5.00
HEC -22 Energy
1.11
870.36
CB -9
877.53
868.42
5.00
HEC -22 Energy
1.10
869.76
CB -10
876.38
873.30
4.00
HEC -22 Energy
0.91
873.68
CB -11
877.37
867.96
5.00
HEC -22 Energy
0.89
869.35
CB -12
877.20
867.10
6.00
HEC -22 Energy
1.11
868.49
CB -13
876.39
866.80
6.00
HEC -22 Energy
0.84
867.98
CB -14
877.09
873.98
4.00
HEC -22 Energy
1.13
874.41
CB -15
869.25
864.65
6.00
HEC -22 Energy
2.23
866.10
CB -16
876.80
873.64
4.00
HEC -22 Energy
14.48
877.64
CB -17
876.80
872.79
4.00
HEC -22 Energy
6.90
876.73
CB -18
876.80
871.54
5.00
HEC -22 Energy
10.79
875.50
CB -19
880.76
877.26
4.00
HEC -22 Energy
0.70
877.56
CB -20
880.55
869.44
5.00
HEC -22 Energy
0.00
871.99
CB -21
879.00
868.94
5.00
HEC -22 Energy
2.71
870.94
CB -22
877.61
873.61
4.00
HEC -22 Energy
0.10
873.74
CB -23
877.89
867.79
5.00
HEC -22 Energy
0.22
869.51
CB -24
863.75
858.51
5.00
HEC -22 Energy
1.28
860.06
CB -25
856.26
851.50
5.00
HEC -22 Energy
0.55
853.02
CB -26
848.76
844.00
5.00
HEC -22 Energy
0.57
845.54
CB -27
841.26
836.55
5.00
HEC -22 Energy
0.55
838.09
CB -28
833.77
829.00
5.00
HEC -22 Energy
0.53
830.80
CB -29
828.96
824.00
5.00
HEC -22 Energy
0.59
826.14
CB -30
828.53
822.00
5.00
HEC -22 Energy
0.41
823.26
CB -38
828.12
817.98
4.00
HEC -22 Energy
0.32
820.98
CB -39
827.66
818.55
4.00
HEC -22 Energy
0.33
821.09
CB -40
826.87
819.41
4.00
HEC -22 Energy
0.57
821.23
CB -41
826.09
820.26
4.00
HEC -22 Energy
0.54
821.34
CB -42
825.31
821.11
4.00
HEC -22 Energy
0.55
821.53
CB -43
824.52
821.96
4.00
HEC -22 Energy
0.56
822.26
CB -44
877.32
874.99
4.00
HEC -22 Energy
0.00
874.99
CB -45
822.11
818.11
4.00
HEC -22 Energy
0.88
818.37
CB -46
819.08
815.03
4.00
HEC -22 Energy
0.77
815.40
CB -47
817.21
812.95
4.00
HEC -22 Energy
0.54
813.37
CB -48
815.08
810.97
4.00
HEC -22 Energy
0.70
811.54
CB -49
814.10
810.22
4.00
HEC -22 Energy
1.16
810.74
CB -50
814.50
809.49
4.00
HEC -22 Energy
0.24
810.39
CB -51
823.74
819.74
4.00
HEC -22 Energy
0.54
819.92
CB -52
817.61
813.61
4.00
HEC -22 Energy
0.43
814.29
CB -53
815.83
811.28
4.00
HEC -22 Energy
0.20
811.40
CB -54
812.19
808.69
4.00
Absolute
(N /A)
(N /A)
CB -55
812.19
808.21
4.00
Absolute
(N /A)
(N /A)
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Center [08.11.02.75]
10/212012 27 Siemon Company Drive Suite 200 W Watertown, Page 1 of 1
CT 06795 USA +1- 203 - 755 -1666

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M H -1
4.00
HEC -22 Energy
879.66
875.53
876.36
M H -2
5.00
HEC -22 Energy
880.94
870.12
871.36
MH -3
4.00
HEC -22 Energy
881.06
878.00
878.70
M H -4
5.00
HEC -22 Energy
880.42
870.55
874.08
M H -5
5.00
HEC -22 Energy
881.10
869.75
872.66
M H -6
4.00
HEC -22 Energy
881.00
877.40
877.82
MH -7
4.00
HEC -22 Energy
881.00
877.65
878.10
MH -8
4.00
HEC -22 Energy
880.87
876.93
877.40
MH -9
4.00
HEC -22 Energy
881.16
877.21
877.88
M H -10
4.00
HEC -22 Energy
881.51
877.40
878.07
MH -11
6.00
HEC -22 Energy
828.00
817.08
820.93
MH -12
6.00
HEC -22 Energy
821.27
817.27
821.58
M H -13
4.00
HEC -22 Energy
881.15
876.73
877.43
MH -14
4.00
HEC -22 Energy
881.00
876.43
876.73
MH -15
3.00
HEC -22 Energy
881.00
878.45
878.78
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Center [08.11.02.751
10/2/2012 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

`1.7 ,7;
Current Time: 720.0 min
Label Manning's n Section Type Left Side Slope Bottom Width Right Side Slope Height Invert Hydraulic Grade
(H:V) (ft) (H:V) (ft) Elevation (Maximum)
(ft) (ft)
CS 1
0,030
Trapezoidal
10.000
0.00
10.000
1,00
823.00
(N /A)
Cross Section
:S -2
0.030
Trapezoidal
10.000
0.00
10.000
1.00
812.09
(N /A)
Cross Section
I' S -3
0.030
Trapezoidal
10.000
3.00
10.000
1.00
832.00
832,17
Cross Section
S 4
0.030
Trapezoidal
10.000
3.00
10.000
1.00
830.67
831.89
Cross Section
"S -5
0.030
Trapezoidal
10.000
3.00
10.000
1.00
829.34
831.47
Cross Section
CS -6
0,030
Trapezoidal
10.000
3.00
10.000
1.00
828.00
830.16
Cross Section
:S -7
0.030
Trapezoidal
10.000
3.00
10.000
1.00
826.67
828.66
Cross Section
CS -8
0.030
Trapezoidal
10.000
3.00
10.000
1.00
826.06
828.04
Cross Section
:S -9
0.030
Trapezoidal
10.000
3.00
10.000
1.00
825.45
827.38
Cross Section
-10
0.030
Trapezoidal
10.000
3.00
10.000
1.00
824.00
825.70
ICS
Cross Section
'S-11
0.030
Trapezoidal
10.000
3.00
10.000
1.00
823.00
825.10
Cross Section
ICS -12
0.030
Trapezoidal
10.000
3.00
10.000
1.00
819.00
822.70
Cross Section
:S -14
0.030
Trapezoidal
6.000
3.00
15.000
2.00
823.00
827.36
Cross Section
ICS -15
0.030
Trapezoidal
10.000
3.00
10.000
2.00
821.34
824.72
Cross Section
;S -25
0.030
Trapezoidal
10.000
3.00
10.000
2,00
817.43
821.76
Cross Section
CS -26
0.035
Trapezoidal
5.000
6.00
5.000
1.00
814.34
816.33
Cross Section
;S -27
0.030
Trapezoidal
33.000
1.00
3.000
1.50
828.00
828.34
Cross Section
(-S -28
0.030
Trapezoidal
10.000
1.00
3,000
1.50
827.00
827.38
Cross Section
-:S -29
0.030
Trapezoidal
5.000
6.00
5.000
1.00
826.00
826.29
Cross Section
,S -30
0.030
Trapezoidal
5.000
6.00
5.000
1.00
819.00
819.34
Cross Section
CS -31
0.030
Trapezoidal
5.000
6.00
5.000
1.00
816.00
816.69
Cross Section
Bentley CivilStorm V8i (SELECTseries 2)
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06795 USA +1- 203 - 755 -1666

CH -1
CS -1
CS -2
823.00
812.09
305.92
(N /A)
(N /A)
(N /A)
H -2
CS -3
CS -4
832.00
830.67
202.83
0.66
0.73
0.19
H -3
CS -4
CS -5
830.67
829.34
198.43
0.67
5.42
0.18
CH -4
CS -5
CS -6
829.34
828.00
202.53
0.66
16.43
0.34
CH -5
CS -6
CS -7
828.00
826.67
199.59
0.67
19.02
0.38
H -6
CS -7
CS -8
826.67
826.06
81.57
0.75
22.14
0.49
, H -7
CS -8
CS -9
826.06
825.45
82.68
0.74
25.54
0.59
CH -8
CS -9
CS -10
825.45
824.00
211.86
0.68
26.60
0.71
H -9
CS -10
CS -11
824.00
823.00
74.97
1.33
52.02
1.27
H -10
CS -11
CS -12
823.00
819.00
300.11
1.33
57.05
0.62
CH -11
CS -14
CS -15
823.00
821.34
331.83
0.50
45.03
0.29
CH -12
CS -15
CS -25
821.34
817.43
373.16
1.05
44.22
0.29
H 13
CS -12
CS -25
819.00
817.43
117.66
1.33
58.21
0.34
.:H -20
CS -25
MH -12
817.43
817.27
22.88
0.70
100.04
0.54
CH -21
CS -27
CS -28
828.00
827.00
215.73
0.46
2.48
1.11
H -22
CS -28
CS -29
827.00
826.00
38.31
2.61
5.03
3.14
H -24
CS -29
CS -30
826.00
819.00
279.89
2.50
7.13
3.05
CH -26
CS -30
CS -31
819.00
816.00
120.33
2.49
8.69
3.26
CH -27
CS -31
CS -26
816.00
814.34
78.19
2,51
10.99
0.55
Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center (08.11.02.75]
'2/2012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 1 of 1
06795 USA [phone]

Current Time: 720.0 min
Label Volume Type Initial Elevation Hydraulic Grade Storage
(ft) (Maximum) (Maximum)
(ft) M)
PO -1 Elevation -Area curve 812.36 818.79 298462.63
Bentley Systems, Inc. Haestad Methods Solution Bentley CivilStorm V8i (SELECTseries 2)
3323820_Drainage.csd Center [08.11.02.75)
10/2/2012 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1- 203 - 755 -1666

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Stage - Storage Data for Detention Pond, Honda MRO Facility, Greensboro, NC
Elevation
Contour Area (sq ft)
Storage ( cu.ft.)
Cum. Storage (cu.ft.)
812.36
0.0
0.0
0.0
813.00
2621.7
838.9
838.9
814.00
29835.6
16228.7
17067.6
815.00
53197.9
41516.8
58584.3
816.00
60679.0
56938.5
115522.8
817.00
64124.4
62401.7
177924.5
818.00
67869.1
65996.8
243921.2
819.00
71613.8
69741.5
313662.7
819.65
74000.0
47324.5
360987.2
819.79
87784.5
11 324.9
372312.1
Stage - Storage Data for Detention Pond, Honda MRO Facility,
Greensboro, SIC
400
350
300
250
c�
® 200
150
0
100
50
0
811 812 813 814 815 816 817 818 819 820 821
Elevation
�
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i
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Control Structure Detailed Report: Control Structure-13
Flennent Details
Control Notes
_abet Structure -13
eadwater Range
User Defined Increment (Headwater) 0.70 ft
Headwater Type Headwater
Minimum (Headwater) 812.36 ft Maximum (Headwater) 819.65 ft
Spot Elevation
(ft)
ailwater Setup
Interconnecte Increment (Tailwater) 0.50 ft
Tailwater Type d Ponds
Minimum (Tailwater) 812.00 ft Maximum (Tailwater) 812.50 ft
Spot Elevation
(ft)
Tailwater Tolerances
Maximum Iterations
30 Maximum Tw Tolerance 0.50 ft
Minimum Hw Tolerance
0.01 ft Minimum Q Tolerance 0.001 ft3 /s
Maximum Hw Tolerance
0.50 ft Maximum Q Tolerance 10.000 ft3 /s
Minimum Tw Tolerance
0.01 ft
Jutlet Structure (Convergence Tolerances)
Outlet Structure Type Riser
Weir Coefficient
3.00 ft ^(1 /2) /s
Forward Flow
Orifice Coefficient
0.60
Flow Direction Only
Riser Type Stand Pipe
Transition Elevation
0.00 ft
Elevation 818.86 ft
Transition Height
0.00 ft
Diameter 84.0 in
K Reverse
1.00
Outlet Structure (IDs and Direction)
Outlet ID Riser - 1
Notes
Downstream ID Tailwater
)utlet Structure (Advanced)
Elevation (On) 0.00 ft
Elevation (Off)
0.00 ft
-)utlet Structure (Riser, Advanced)
Use Orifice Depth to Crest? False
Use Submerged Weir
False
Equation?
Bentley CivilStorm V8i (SELECTseries 2)
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820.00
818.75
F
w
C
817.50
�a
v
8816.25
U
t0
L
cn 815.00
L
Y
f�
'0
813.75
c
0
CL
812.50
Control S Ct r Detailed n e p o " b Control Structure-7
811.25 -'
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Flow (ft3 /s)
RATING TABLE FOR ONE OUTLET TYPE
`'tructure ID = Riser - 1 (Stand Pipe)
--------------------------------------
upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (ft3 /s) (ft) (ft)
Iff\
812.36
0.00
812.00
0.00
HW &TW < Inv.El.= 818.860
812.50
0.00
812.00
0.00
HW &TW < Inv. El. = 818.860
813.06
0.00
812.00
0.00
HW & TW < Inv.El.= 818.860
813.76
0.00
812.00
0.00
HW &TW < Inv.El.= 818.860
814.46
0.00
812.00
0.00
HW &TW < Inv. El. = 818.860
815.16
0.00
812.00
0.00
HW &TW < Inv.El.= 818.860
815.19
0.00
812.00
0.00
HW &TW < Inv,El.= 818.860
815.86
0.00
812.00
0.00
HW &TW < Inv. El. = 818.860
816.56
0.00
812.00
0.00
HW &TW < Inv. El. = 818.860
817.26
0.00
812.00
0.00
HW &TW < Inv.El.= 818.860
817.96
0.00
812.00
0.00
HW &TW < Inv.El.= 818.860
818.66
0.00
812.00
0.00
HW &TW < Inv.El.= 818.860
818.86
0.00
812.00
0.00
Weir: H =Oft
819.36
23.33
812.00
0.00
Weir: H =0.5ft
819.65
46.32
812.00
0.00
Weir: H = 0.79ft
ATING TABLE FOR ONE OUTLET TYPE
.structure ID = Riser - 1 (Stand Pipe)
---------------------------------------
pstream ID = (Pond Water Surface)
ownstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (ft3 /s) (ft) (ft)
(ft)
812.36 0.00 812.36 0.00 HW &TW < Inv.El,= 818.860
Bentley CivilStorm V8i (SELECTseries 2)
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06795 USA [phone]

111 I t
[ TING TABLE FOR ONE OUTLET TYPE
0.00
812.50
0.00
! ucture ID =Riser-1 (Stand Pipe)
812.50
0.00
812.50
---------------------------------------
('- stream ID = (Pond Water Surface)
HW &TW < Inv.El.= 818.860
813.06
0.00
[ wnstream ID = Tailwater (Pond Outfall)
0.00
HW &TW < Inv.El.= 818.860
813.76
Water Surface Flow
Tailwater Elevation
Convergence Error
Computation Messages
Elevation (ft3 /s)
(ft)
(ft)
0.00
(ft)
815.16
0.00
812.50
812.50 0.00
812.36
0.00
HW &TW < Inv. El. = 818.860
813.06 0.00
812.36
0.00
HW &TW < Inv. El. = 818.860
813.76 0.00
812.36
0.00
HW &TW < Inv. El. = 818.860
814.46 0.00
812.36
0.00
HW &TW < Inv. El. = 818.860
815.16 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
815.19 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
815.86 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
816.56 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
817.26 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
817.96 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
818.66 0.00
812.36
0.00
HW &TW < Inv.El.= 818.860
818.86 0.00
812.36
0.00
Weir: H =Oft
819.36 23.33
812.36
0.00
Weir: H =0.5ft
819.65 46.32
812.36
0.00
Weir: H = 0.79ft
[ TING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Stand Pipe)
---------------------------------------
( stream ID = (Pond Water Surface)
L,,,wnstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (ft3 /s) (ft) (ft)
(ff)
812.36
0.00
812.50
0.00
REVERSE: Flow is closed off
812.50
0.00
812.50
0.00
HW &TW < Inv.El.= 818.860
813.06
0.00
812.50
0.00
HW &TW < Inv.El.= 818.860
813.76
0.00
812.50
0.00
HW &TW < Inv.El.= 818.860
814.46
0.00
812.50
0.00
HW & TW < Inv, El. = 818.860
815.16
0.00
812.50
0.00
HW &TW < Inv.E[.= 818.860
815.19
0.00
812.50
0.00
HW &TW < Inv,El,= 818.860
815.86
0.00
812.50
0.00
HW &TW < Inv. El. = 818.860
816.56
0.00
812.50
0,00
HW &TW < Inv.El,= 818.860
817.26
0.00
812.50
0.00
HW &TW < Inv. El. = 818.860
817.96
0.00
812.50
0.00
HW &TW < Inv. El. = 818.860
818.66
0.00
812.50
0.00
HW &TW < Inv. El. = 818.860
818.86
0.00
812,50
0.00
Weir: H =Oft
819.36
23.33
812.50
0.00
Weir: H =0.5ft
819.65
46.32
812.50
0.00
Weir: H = 0.79ft
Outlet Structure (Convergence Tolerances)
Dutlet Structure Type Orifice Orifice Coefficient 0.60
Flow Direction Forward Flow Elevation 812.36 ft
Only
Circular Orifice Diameter 3.0 in
Orifice Type Orifice
Vumber of Openings 1
Bentley CivilStorm V8i (SELECTseries 2)
< 3820_Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.75]
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Control Structure Detailed Control Structure-13
Outlet Structure (IDs and Direction)
Outlet ID Orifice- 1 Notes
Downstream ID Tailwater
Dutlet Structure (Advanced)
Elevation (On) 0.00 ft Elevation (Off) 0,00 ft
820.00
818.75
C
0 817.50
m
816.25
U
t0
815.00
L
1-�
/d
813.75
c
0
(I-
812.50
811.25
0.00
0.10 0.20 0.30 0.40 0.50 0.60
Flow (ft3 /s)
- ATING TABLE FOR ONE OUTLET TYPE
.ructure ID = Orifice - 1 (Orifice - Circular)
---------------------------------------
Upstream ID = (Pond Water Surface)
ownstream ID = Tailwater (Pond Outfall)
Water Surface
Flow
Tailwater Elevation
Elevation
MIN
(ft)
(ft)
812.36
0.00
812.00
812.50
0.03
812.00
813.06
0.18
812.00
813.76
0.27
812.00
814.46
0.33
812.00
815.16
0.39
812.00
815.19
0.39
812.00
815.86
0.43
812.00
816.56
0.48
812.00
817.26
0.52
812.00
817,96
0.55
812.00
818.66
0.59
812.00
818.86
0.60
812.00
819.36
0.62
812.00
819.65
0.63
812.00
--
Convergence Error Computation Messages
(ft)
0.00 Upstream HW & DNstream TW < Inv.El
0.00 CRIT.DEPTH CONTROL Vh= ,038ft
Dcr= .102ft CRIT.DEPTH Hev= .00ft
0.00 H =.58
0.00 H =1.28
0.00 H =1.98
0.00 H =2.68
0.00 H =2.71
0.00 H =3.38
0.00 H =4.08
0.00 H =4.78
0.00 H =5.48
0.00 H =6.18
0.00 H =6.38
0.00 H =6.88
0.00 H =7.17
Bentley CivilStorm V8i (SELECTseries 2)
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10/2/2012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 4 of 12
06795 USA +1- 203 - 755 -1666

Control Structure Detailed Report: Control r i ' ` r t 1 '
F TING TABLE FOR ONE OUTLET TYPE
SLructure ID = Orifice - 1 (Orifice - Circular)
---------------------------------------
t stream ID = (Pond Water Surface)
I wnstream ID = Tailwater (Pond Outfall)
Water Surface
Elevation
(ft)
812.36
812.50
813.06
813.76
814.46
815.16
815.19
815.86
816.56
817.26
817.96
818.66
818.86
819.36
819.65
Flow Tailwater Elevation Convergence Error Computation Messages
(ft3 /s) (ft) (ft)
F -TING TABLE FOR ONE OUTLET TYPE
ucture ID = Orifice - 1 (Orifice - Circular)
- -------------------------------------
U7stream ID = (Pond Water Surface)
[. innstream ID = Tailwater (Pond Outfall)
Water Surface
Elevation
(ft)
812.36
812.50
813.06
813.76
814.46
815.16
815.19
815.86
816.56
817.26
817.96
818.66
818.8E
819.3E
819.6E
Flow Tailwater Elevation Convergence Error Computation Messages
(ft3 /s) (ft) (ft)
0.00
812.36
0.00
Upstream HW & DNstream TW < Inv.El
0.00
812.50
0.00
CRIT.DEPTH CONTROL Vh= .038ft
0.03
812.36
0.00
Dcr= .102ft CRIT,DEPTH Hev= .00ft
0.18
812.36
0.00
H =.58
0,27
812.36
0.00
H =1.28
0.33
812.36
0.00
H =1.98
0.39
812.36
0.00
H =2.68
0.39
812.36
0.00
H =2.71
0.43
812.36
0.00
H =3.38
0.48
812.36
0.00
H =4.08
0.52
812.36
0.00
H =4.78
0.55
812.36
0.00
H =5.48
0.59
812.36
0.00
H =6.18
0.60
812.36
0.00
H =6.38
0.62
812.36
0.00
H =6.88
0.63
812.36
0.00
H =7.17
F -TING TABLE FOR ONE OUTLET TYPE
ucture ID = Orifice - 1 (Orifice - Circular)
- -------------------------------------
U7stream ID = (Pond Water Surface)
[. innstream ID = Tailwater (Pond Outfall)
Water Surface
Elevation
(ft)
812.36
812.50
813.06
813.76
814.46
815.16
815.19
815.86
816.56
817.26
817.96
818.66
818.8E
819.3E
819.6E
Flow Tailwater Elevation Convergence Error Computation Messages
(ft3 /s) (ft) (ft)
0.00
812.50
0.00
REVERSE: Flow is closed off
0.00
812.50
0.00
HW = TW elev
0.18
812.50
0.00
H =.56
0.27
812.50
0.00
H =1.26
0.33
812.50
0.00
H =1.96
0.39
812.50
0.00
H =2.66
0.39
812.50
0.00
H =2.69
0.43
812.50
0.00
H =3.36
0.48
812.50
0.00
H =4.06
0.52
812.50
0.00
H =4.76
0.55
812.50
0.00
H =5.46
0.59
812.50
0.00
H =6.16
0.60
812.50
0.00
H =636
0.62
812.50
0.00
H =6.86
0.63
812.50
0.00
H =7.15
Cutlet Structure (Convergence Tolerances)
Outlet Structure Type Weir Weir Coefficient 3.00 ft ^(1 /2) /s
Forward Flow Rectangular Weir Supressed
flow Direction Only
Rectangular Weir Length 21.99 ft
Weir Type Weir
Bentley CivilStorm V8i (SELECTseries 2)
Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.75]
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nR7Gri I ISA +1- 203- 7,59 -1666

t= e'
Outlet Structure (Convergence Tolerances)
RATING TABLE FOR ONE OUTLET TYPE
Tucture ID = Weir - 1 (Rectangular Weir)
upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (ft3 /s) (ft) (ft)
812.36
0.00
812.00
0.00
HW & TW below Inv. El. = 818.860
812.50
0.00
812.00
0.00
HW &TW below Inv.El.= 818.860
813.06
0.00
812.00
0.00
HW &TW below Inv.El.= 818.860
813.76
0.00
812.00
0.00
HW &TW below Inv. El. = 818.860
814.46
0.00
812.00
0.00
HW & TW below Inv.El.= 818.860
815.16
0.00
812.00
0.00
HW & TW below Inv.El.= 818.860
815.19
0.00
812.00
0.00
HW & TW below Inv.El.= 818.860
815.86
0.00
812.00
0.00
HW & TW below Inv. El. = 818.860
816.56
0.00
812.00
0.00
HW &TW below Inv.El.= 818.860
Bentley CivilStorm V8i (SELECTseries 2)
:?3820 Drainage.csd Bentley Systems, Inc. Haestad Methods Solution Center (08.11.02.751
2/2012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 6 of 12
06795 USA +1- 203 - 755 -1666

Honda MRO Facility, Greensboro, NC
33238 -20
ft ft3
define constants: fps :_ — cfs :_ s s s
Vol w:= fit(Vol)-ft 3 Vol = 130777.34 ft3 required 1 inch rainfall volume (see calculation above)
pond surface area at elevation 816.3 AS := 62787.76•ft2
Vol Qo = 1.514-as
24-hr
set desired trap efficiency: E:= 85-%
set guess value for particle settling velocity: Nv := 0.0004. ft
s
calculate particle settling velocity provided in pond for 85% efficiency:
Given
A, = � • E)
W
= Find(w) w = 0.000046•fps
AW
set specific weight and kinematic viscosity for water at 60 decrees F.
- 5 lb•s 5 ft
2
yf:= 62.37. lb µ:= 2.359.10 v:= 1.21710 .
ft 3 ft2 s
set particle specific gravity (quartz assumed): SG := 2.65
set guess value for particle size: dia := 20- micron
calculate 85% efficiency particle size based on pond settling velocity provided:
Given
1 [±1 al Stokes relationship, eqn. 7.4, Design Hydrology and Sedinlentology for
W = g-(SG - 1) Small Catchments, C.T. Haan, B.J. Barfield and J.C. Hayes, Academic
18 v Press, Inc., San Diego, CA, 1994.
dam= Find (dia) dia = 4.187-micron 5 microns is break between silt & clay by AASHTO T -88
check that Reynolds number < 0.5
eqn. 7.3, Design Hydrology and Sedimentology for Small
Re' _ w•dia -5 Catchments, C.T. Haan, B.J. Barfield and J.C. Hayes,
V R, = 5.162x 10 Academic Press, Inc., San Diego, CA, 1994.
therefore, pond will collect sediment down to 4.2 microns at 85% or greater efficiency

Calculate volume of concrete for riser base in detention pond to prevent flotation.
find volume of riser:
riser invert and crest elevations are: crest := 818.79•ft invert:= 812.36•ft
riser inside diameter is: ID := 84-in Wall := ID + I -in
12
riser- outside diameter is: OD := ID + 2•(Wall) OD = 100-in
riser bottom thickness is: bottom := 8-in
find possible riser submerged hen4ht: H.:= crest — invert H = 6.43 ft
find riser- inside volume: riserVo1 :_ 7r • ID2 H riser\,o1 = 247.46 ft 3
4
ASSUMED: - weight of water = 62.4 lbs /ef
set variable: Y := 62.4• ]b lb
ft
find bouyant force: Fbouyant _ riser,01''Y Fbouyant
= 15441.22 lb
ASSUMED: 4 weight of concrete = 4000 lbs /cu.yd.
set variable: Wconc := 4000• l 3 change units:
Wconc = 148.15. lb
yd
ft
Find equivalent weight of concrete.
lb
Wequiv := Wconc — Y Wequiv = 85.75• -
ft3
ASSUMED: a factor of safety = 1.1
Wequiv lb
W := W = 77.95•
A" 1.1 ft
Find volume of concrete in riser- bottom and sides:
OD 2
7r •
bottom: vbottom = -bottom
3
vbottom = 36.36ft
4
7r•OD2 7r•ID2
sides: vsides = –
H
3
vsides = 103.25 ft
4 4
eliminate concrete volume for holes:
Wholes =
124 •[(3.5•ft)2
+ (4•in)2]
+ 2.083•ft•3.667•ft]
Waf vholes = 11.56ft3
total: Vriser := 'bottom + vsides – vholes
3
vriser = 128.04 ft
find required additional concrete volume:
Fbouyant
Volreq = W - - Vriser 3.00
VolTeq = 70.04 ft
ASSUME : m additional volume attained by pouting concrete in bottom of base:
•
Concretedepth Vol,.eq Coneretedepth = 21.84-in Therefore, fill base with 22" ln.ei}nerete
7r• ID 2 .. ..
4

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