20191641 Ver 1_DWR - DEQ Comment Response_20200221

Engineers, Surveyors, Planners, Scientists
February 21, 2020
Hendrick Automotive Group - Reggie Jackson Airport Honda DWR #20191641 — DEQ Comment Response
North Carolina department of Environmental Quality
Paul Wojoski
401 & Buffer Permitting Branch
Division of Water Resources
1. Please provide supporting documentation for parking needs. The application states that a total of
860 parking spaces are required with the following breakdown:
a. New vehicle inventory: 150 display spaces and 250 storage spaces
b. Used vehicle inventory: 200 display spaces
c. Customer Parking: 30 spaces
d. Service Center Parking: 120 spaces
e. Employee Parking: 110 spaces
Please provide documentation for these estimated parking requirements such as analysis for
similar sized dealerships or other dealerships in the vicinity. Are the proposed 860 spaces in
compliance with the City of Raleigh zoning requirements? Further, please provide documentation
as to the number of parking spaces proposed for Phase 1 of the project development (pre -Lumley
Road re -alignment). [15A NCAC 02B.0506(f)]
Response:
Please note some numbers associated with building square footage and parking numbers
have been updated based upon increased building size. The proposed building is 75,601 sf
(34,117sf sales, 41,424sf service). The city of Raleigh requires the following code minimum
spaces:
Vehicle Sales: 1 space per 1,000sf of GFA (34,117sf/1,000sf = 34 spaces)
Vehicle Service: 1 space per 600sf of GFA (41,424sf/600sf = 69 spaces)
Total Code Required Parking (Non -Inventory): 103 spaces
Beyond the identified City of Raleigh code minimum spaces, the number of customer, service
center, and employee parking are estimated based on Hendrick's projected needs based on
over 100 automotive dealerships they own across the country.
In addition to customer, service center, and employee parking, there are additional inventory
space needs. Attached is a more detailed plan identifying the location of each anticipated
used space.
The below breakdown identifies two other Hendrick owned Honda dealership facilities, one in
Wilmington, North Carolina and the other in Newnan, Georgia. Parking calculations are as
follows:
Wilmington, North Carolina (currently under construction):
o 990 spaces/66,985sf = 14.78 spaces/1000sf parking ratio
Newnan, Georgia (constructed in 2017):
o 1,274 spaces/51,188sf = 24.89 spaces/1000sf parking ratio
This development (Phase 1):
o 1,207 spaces/75,601sf = 15.96 spaces/1000sf parking ratio
301 McCullough Drive, Suite 109, Charlotte, NC 28262 - Phone [phone] - Fox 704.548,0334
Columbus - Chadolle
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Hendrick Automotive Group Reggie Jackson Airport Honda DWR #20191641 February 21, 2020
This development (Phase 2):
o 783 spaces/75,601 = 10.36 spaces/1000sf parking ratio
As indicated by the above parking calculations, the Phase 1 parking is within Hendrick's
target parking ratios, Phase 2 will yield less parking than is standard for similar size Hendrick
Dealerships of this franchise so parking is at a premium. Further, the spaces directly adjacent
to the building serve service and customer needs and omitting these spaces will cause issues
for function of the site.
A portion of the proposed project is on 1.65 acres of property that will be leased from RDU
Airport Authority. The application states that this property is unable to be purchased. If this lease
were to terminate, the Division's Certification of the project could be negated as the 1.65 acres
could then be developed with a purpose and need different from the project's purpose and need.
Please address this. [15A NCAC 02H .0506(g)]
Response: RDU has been contacted and is producing a document that will be forwarded once
complete. The document will outline the leasing process. Please note that impacts to the
stream would not be modified regardless of the 1.65 acre lease tract and no further stream or
buffer impacts are proposed as part of the development of this specific tract of land.
3. The Division has concerns that the small stream segment in the Southeast corner of the site,
downstream of the proposed culvert will cease to function due to its short length between two
culverts. Historically, the Division has required mitigation for a small stream segment in this situation
as they have shown to lose function. (The Division does not count this length as permanent impact
for permitting thresholds.) Please provide a mitigation proposal for this stream segment. If
mitigation is not provided for this segment the Certification may be conditioned to require post -
construction functional monitoring for 3 years after development if completed. If monitoring shows
functional loss to this segment, mitigation will be required. [15A NCAC 02B .0506(g)]
Response: From our follow up questions with the Department of Environmental Quality
(DEQ), the specific concerns are that the avoided stream segment has appropriate hydrologic
flow, has a stable bed and bank, and provides aquatic habitat for aquatic life in its post
development condition. The applicant is not proposing to purchase mitigation for the avoided
portions of the on -site stream. In addition, functional monitoring seems excessive in this case
due to the degraded condition of the stream channel. The stream segment to be avoided in the
southwest corner of the site is 106 linear feet in length, which is 26.5% of the 400 linear feet
of open channel stream on the subject property. This is a significant amount of avoidance to
the stream and is arguably more than a small stream segment. The applicant has designed a
retaining wall, at a significant expense, to minimize direct impacts to this headwater stream in
the southeastern corner of the development. It is our opinion that the applicant should not
have to mitigate for avoided portions of the stream channel.
In regards to hydrologic flow, the stream currently has an off -site watershed that is comprised
of wooded area and developments along Mt. Herman Road. The on -site stream appears to
have a seasonal connection to the groundwater table due to the presence of bank seepage
with iron oxidizing bacteria in the winter and spring. However, its baseflow also includes
stormwater runoff from other developments along the east side of Mt. Herman Road and
approximately one-third of the existing onsite parking lots. Most of these existing
developments were built prior to the mid-1990s. Only one existing development, a 1.8 acre
site that was constructed in 2008-2009, appears to have associated stormwater detention.
Stormwater releases without detention can affect stream hydrology by delivering high energy
flows to the channel, which increases channel instability. Although 73.5% of the stream on
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Hendrick Automotive Group Reggie Jackson Airport Honda DWR #20191641 February 21, 2020
this site is proposed to be impacted, the applicant is proposing to route all of the offsite
watershed through the development and release it directly back into the avoided stream
segment. All stormwater from the current site development is being treated and detained
within an underground stormwater system before being released back to the avoided stream
segment. Rock Channel Protection will diffuse all the released flow prior to reaching the
avoided stream segment. It is our opinion that the baseflow for this avoided stream segment
is not likely to be significantly affected by the proposed development.
The stream is currently degraded showing signs of excessive downcutting, sedimentation,
bank erosion, and unsuitable habitat, as shown in the attached photographs and the NC SAM
that was submitted with the permit application. This stream also has a deeply incised channel
that showed signs of headcutting at its upstream end. The NC SAM is a tool used to analyze
the stream with "an accurate, consistent, rapid, observational, science based field method to
determine the level of function of streams in North Carolina." EMH&T used the NC SAM which
generated an overall low function rating for this stream. In its current condition, the stream
received a low rating for channel stability, sediment transport, substrate, stream stability, and
in -stream habitat. It should also be noted that this stream is located in a triassic basin, which
naturally contains flashy streams that are unstable. Triassic streams produce a stream bottom
naturally comprised of sand and clay. The banks of the stream showed heavy signs of
erosion that likely is causing sedimentation in the channel, although sedimentation is difficult
to identify in triassic basin streams due to the channel already being comprised of sand and
clay substrates.
The stream does not have the habitat characteristics or baseflow that would support diverse
aquatic life. The stream was observed to lack fish during a site visit in February 2019. Triassic
basin streams often go dry in the summer, which is one reason the stream is unlikely to
contain diverse macroinvertebrates or other aquatic life. The stream was also observed to
contain clay and sand substrate typical of streams in the triassic basin. The stream showed
signs of downcutting, headcutting, and bank erosion that are causing sedimentation in the
stream channel. Although a formal aquatic life study was not conducted in the stream, the
stream's substrate does not appear to support a diverse fauna of macroinvertebrates or other
aquatic life
The stream in its current condition is providing low function and value to the watershed due to
stressors already present within the watershed. This is supported the by NC SAM that was
submitted within the permit application. The applicant is treating and detaining all stormwater
in accordance with the stormwater regulations before releasing it into the avoided stream
segment. Due to the previously stated reasons, it is our opinion that further stream mitigation
or monitoring, beyond that previously proposed, are not warranted on this project.
4. Please demonstrate to the Division how the project meets the definition of Airport Impacted
Property as defined in House Bill 206. Specifically demonstrate how the relocation of Lumley Road
accommodates "expansion of relocation of airport operations" [H.B. 206 Section 3.1(a)(1)].
Response: The proposed relocation of Lumley Road is driven by the runway expansion
proposed with RDU's 2040 plan (see included attachment). Lumley Road is required to be
relocated out of the projection zone of the expanded runway. Because the proposed Lumley
Road realignment passes through a substantial portion of the Hendrick property, the project
meets the definition of "Airport Impacted Property". Although this is part of RDU's 2040 plan,
W.K. Dickson & Co., Inc. has already been hired to move forward with designing the roadway
realignment, so that can occur ahead of the runway expansion.
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Hendrick Automotive Group Reggie Jackson Airport Honda DWR #20191641 February 21, 2020
5. Please provide a plan sheet that indicates the location of proposed stormwater measures for this
project including drainage areas, inlets, and discharge points. [15A NCAC 02H .0506(b)(5) and
(c)(5)]
Response: Please see Exhibit 2 within the stormwater management report for the location of
the proposed underground sand filters and oversized pipe that will be used for water quality
and quantity control for the proposed project.
If you have any questions on the responses provided, don't hesitate to give me a call at 614-775-4518 or
e-mail at enagy�piemht.com.
Thank you,
r'
Eric Nagy
Senior Environmental Scientist
EMHBT Engineers, Surveyors, Planners, Scientists
5500 New Albany Road, Columbus, OH 43054
v. 614.775.4518 1 f. 614.775.4802 1 ENaaVOemhf.cam
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APPENDIX A
Dealership Site Plans to Support Comment Response #1

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LEGEND
•-- `---
EXJUNQ
Right of Way
Property Line
—
PROPQSED
Easement
Building
Pavement
Pond
Prop. Heavy Duty Flexible
ON, NN
Pavement, See Sheet C9.0
Prop. Dumpster Pad Concrete
Pavement, See Sheet C9.0
Prop. Light Duty Flexible
Pavement, See Sheet C9,0
'
Prop. Heavy Duty Concrete
'
Pavement, See Sheet C9.0
Prop. Sidewalk, See Sheet
C9.2
Curb, See Sheet C9.2
X
Fence, See Sheet C9.4
Bollard Fencing, See Sheet
C9.4
Electric Transformer
Q Light Pole (See Electrical
a Plans for Details)
® Electric Vehicle Charger, See
Electrical Plans for Details
Prop. KeYcard Klosk See
Electrical
V Prop, FDC, See C7.0-'C7.4
w Prop. Fire Hydrant, See
C7.0-C7.4
Note: See Sheets C2.0 for Overall Existing
Conditions Legend.
SITE DATA
Project Name:
Hendrick Honda of Wilmington
Proposed Site Use:
Automotive Sales & Service
Existing Site Use:
Restaurant, Temp. Ambulatory Facility, Vacant Land
Project Address:.
6720 Market Street, Wilmington, NC 28405
Parcel ID Number:
R04320--002--022-000, R04320-002-023-000
Parcel Owner:
Wilmington HO RE, LLC (both parcels)
Zoning District(s):
RB/R--15
Overlay District(s) Designation:
N/A
Building Setbacks:
Required:
25' Front Setback, 0' Side Setbacks, 25' Rear Setback
Proposed:
238' Front, 235' Side (E), 131' Side (W), 195' Rear
Combined Parcel Size:
14.28 Ac.
Total Project Boundary Size:
15.12 Ac.
Building Footprint Size:
Existing:
378 + 663 + 122 + 37 + 181 + 474 + 283 + 866 + 205 = 3,209 Total SF
Proposed:
52,905 + 1,785 = 54,690 Total SF
Building Lot Coverage Calculations:
Existing:
0.5X Covered
Proposed:
8..7% Covered
Number of Units:
1
Number of Buildings:
2
Building Height(s):
Dealership _ 32'-4", Car Wash - 18'-0"
Number of Stories:
Dealership - 2, Car Wash - 1
Square feet per Floor.
Car Dealership: 1st: 52905 SF, 2nd: 12,295 SF
Car Wash: 1,785 SF
Total Amount of Impervious Area:
Before Development:
12,160 (Pavement) + 599 (Sidewalk) + 3,146 (Bldg.) 15,905 SF
After Development:
396,576 (Pavement) + 15,554 (Sidewalk) + 54,690 (Bldg.) - 466,820 SF
Percent Impervious:
Before Development:
2.6X
After Development:
75.i
Off -Street Vehicle Parking Calculations. -
Required Parking:
Automotive Dealership & Corwosh (66,985 SF) 134 Spots (1 per 500 sf gfo)
ADA Parking 5 Spots (of 134 Total)
Proposed Parking:
Standard Parking: 139 Spots
ADA Parking: 5 Spots
Inventory Parking: 851 Spots
Total Parking: 990 Spots
Basis of Determination: Wilmington Code of Ordinances, Chapter 18, Article 9, Section 18--532
Bicycle Parking Calculations:
Required Parking:
10 (5 for the first 25 parking spots, plus 5 per 100 additional parking spots)
Proposed Parking:
10.
Basis of Determination: Wilmington Code of Ordinances, Chapter 18, Article 9, Section 18-528
CAMA Land Use Classification:
Urban
IC SCALE
0 30 60 120
1 inch = 60 feet
CITY oP
a l GTON
�.' „ "n,.'r WORTH CAROLM
Public Services • engineering Division
APPROVED STORMWATER MANAGEMENT PLAN
Date: `Zg - Iq Permit# 20150411 --
Approved Construction Plan
Name Date
Planning 7-3/ `
Traffic
Fire
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HAMBLETON &-
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DATE
February 11, 2019
SCALE
1 " = 60'
JOB NO.
20180410
SKEET
C4.a

EX. PRIVATE DRIVE
b
9 If�II
r=! 4 Ex. Misc. I
Retail Shops I I II
IL
}F-- 'il t III li
Imo_
Ex. Wendy's
�. L Fut. Car Wash (879 SF)
(By Separate Plan)
P iN 1
� Prop. Car Wash (1,317 SF) -
'� (By Separate Plan)
P.
------------
T` EX. PRIVATE DRIVE
i}
Prop. Bollard
Fencing
+t
it
Stacking shown
for car wash.
0= A�� \N
Prop. Keypad YP
a:
a j Car Wash Space
°
Prop. Dump
Enclosure
Prop. Sliding G
0
s
Prop. Canopy
Employee and
Inventory
Employee -�
Prop. Building
391 Newnan Bypass Crossing
GFA = 51,188 SF
k
Office = 35,241 SF
` General
o�Q
Service
1
Prop. Bollard -
Fencing -
FF
FFT1
4-
­►
General
r
J\ , Sidewalk To Be Constructed.
- ,I\
j77777 kJ77�
Ilk
// /
CELEBRATE LIFE PARKWAY
AREA 5
AREA 3
SHEET C5.05
SHEET C5.03
I�
AREA 4
AREA 2
a"
SHEET C5.04
SH T C5.02
C3
a
I
is
�I
AREA i
SHEET C5.01
NEWNAN CRO SING BYPASS
^! /, // // Zoning: CCS; and within QDC Overlay District
,4,%// / // Total Site Area: 16.95 Acres
j 'Phase 2 Area Impervious Surface Calculations:
(See Sheet C6.00) Allowed: 75% Total Site Area (0.75 x 16.95 = 12.71 Acres)
BC+PA+IOS=IS
LOT 2 (All Inventory Spaces) 54,855 SF + 510,989 + 0 SF = 565,844 SF
Proposed: 565,844 SF = 12.99 Acres (76.6%)
�Z��//�
41
i Parking Summary:
REQUIRED PARKING
:✓ // // 1. Automobile Showroom: 1 Space Per 1,000 SF of Showroom
!" + 1 Space Per Service Bay
(1,750 SF/1000) = 2 Spaces
(49 Bays) = 49 Spaces
Subtotal (Automobile Spaces)Required = 51 Spaces
2. General Office: 1 Space Per 250 SF Plus 1 Space Per Employee
Prop. Sliding Gate �xk (35,241 SF/250) = 141 Spaces
' / (93 Employees) = 93 Spaces
s
k Subtotal (General Office) Required = 234 Spaces
�a
3. Carwash: 1 Space per Bay
(1 Bay) = 1 Space
Subtotal (Carwash) Required = 1 Space
/ I
s
Required Parking 286
Maximum Allowed Parkin 1 =
g ( 10% of Required) 315
t v (
PROVIDED PARKING
i w tia� 5 x r �• I
�» � � ,���„ ��., ,•..•� t�,,a�,� � s� 4F.� a ,,.,�.a��-�,�.�.��� .,� .,�_�ro��,��.. .. i j j! It Total Parking Spaces = 293
(Of the 293, 8 HC spaces are provided)
i INVENTORY PARKING
' I 1 Space Per 300 SF of Impervious Surface Area
I � � A. Inventory (Carwash/Dumpster Area)
f ll W II
f
p. Bollard I) II
Prop. Arm Gate Pro
„�. Fencing
� LOT 1 (All Inventory Spaces)
I
�1,4'�!
i
r=i
I�rl
N •a t �} II
' * Prop. Arm Gate
k � P -► f: iIt i
II II �I II
f , II II fI II
I :! II II �II of
�;:� .- r� ; III �► II �f I
i t ;; II II I II
(I II II
I II
<''i I I� �► I I 1
II I I�
t i I
Opp j
� �i� �� �. � � � �i � i�i��r`f a' ��l��rs� �.�.� w.�.i � � � c�.��^,� �"�.s.� � � �.w�wr wfs� a.�.i.� � / • i 4
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cs
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tt
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a
�77
� NOTE
�, �------------------ ------ -�--�- - Prop. Arm Gate to have card reader
entry and pressure pad exit.
Contractor to install necessary
-------------
EX. MCINTOSH PARKWAY
(R/W WIDTH VARIES) _ �r _
telecom and electric service for gates.
GRAPHIC SCALE
0 25 50 100
1 inch = 50 feet
(36,860SF/300) =
122 Allowed Spaces
Subtotal
Provided
= 31 Spaces
B. Inventory
Lot #1
(146,324
SF/300)
= 487 Allowed Spaces
Subtotal
Provided:
427 Spaces
C. Inventory
Lot #2
(167,055
SF/300)
= 556 Allowed Spaces
Subtotal
Provided:
523 Spaces
Total Provided
Inventory
Parking: 981 Spaces
Total Site Parking
(Required + Inventory) = 1274 Spaces
SITE DATA
Project Name:
Hendrick Honda Newnan -
Address:
391 Newnan Crossing Bypass
Overall Site Area:
PID 086-5044-001-Tract 16:
13.83 AC
PID 086-5044-001-Tract 19:
1.97 AC
PID 086-5044-001-Tract 20:
1.15 AC
Total Area:
16.95 AC
Disturbed Area:
PID 086-5044-001-Tract 16:
13.20 AC
PID 086-5044-001-Tract 19:
1.85 AC
PID 086-5044-001-Tract 20:
1.15 AC
R/W:
0.23 AC
Total Area:
16.20AC
Existing Zoning:
CCS
QDC Overlay District
Ex. Impervious Area:
PID 086-5044-001-Tract 16:
0.74
PID 086-5044-001-Tract 19:
0.11 AC
PID 086-5044-001-Tract 20:
0 AC
Total Area:
0.85 AC
Prop. Impervious Area:
PID 086-5044-001-Tract 16:
10.56 AC
PID 086-5044-001-Tract 19:
1.53 AC
PID 086-5044-001-Tract 20:
0.90 AC
Total Area:
12.99 AC
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APPENDIX B
Photographs to Support Comment Response #3

Photograph 1
View of Stream 1 on the western portion of the property.
Note severe entrenchment, eroded/undercut banks, and triassic basin substrates.
(EMH&T; 2/18/2019)
Photograph 2
View of Stream 1 on the western portion of the property.
Note severe entrenchment, sloughed bank, and triassic basin substrates.
(EMH&T; 2/18/2019)
Reggie Jackson Airport Honda

Photograph 3
View of Stream 1 on the eastern portion of the property.
Note severe entrenchment and bank erosion.
(EMH&T; 2/18/2019)
Photograph 4
Past RCP stabilization of a headcut near the start of Stream 1 on the property.
Note the exposed utility line within the streambed.
(EMH&T; 2/18/2019)
Reggie Jackson Airport Honda

Photograph 5
Stream 1 substrate containing sand and clay, typical of streams in the triassic basin.
(EMH&T; 2/18/2019)
Photograph 6
Stream 1 substrate containing sand and clay, typical of streams in the triassic basin.
(EMH&T; 2/18/2019)
Reggie Jackson Airport Honda

APPENDIX C
RDU 2040 Plan to Support Comment Response #4

Future Buildings:
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Inset - Future Terminal Area
Q

APPENDIX D
Stormwater Management Plan to Support Comment Response #5

Engineers, Surveyors, Planners, Scientists
Del iveri ng Solutions.
LUMLEY ROAD HONDA
301 McCullough Drive, Suite 109 Charlotte, North
Carolina 28262
p. 704.548.0333
[e-mail]
Job Number: 2019-1012
Stormwater Management Plan (SWMP)
Prepared For: Hendrick Automotive Group
February 18, 2020
Tort
a
SEAL
032059
q.
+e. pal 11

A lego Cy of experience- A repu to lion for excellence.
PROJECT SUMMARY
Project Name: Lumley Road Honda
Location: City of Raleigh, Wake County, North Carolina
Type: Stormwater Management Plan
Reviewing Agency: City of Raleigh, North Carolina DEQ
HYDROLOGIC SUMMARY
Rainfall Data:
Rainfall Distribution:
Detention Policy:
Water Quality:
Hydrology Modeling Program:
DESIGN SUMMARY
City of Raleigh Stormwater Manual
1-yr
3.00"
2-yr
3.60"
5-yr
4.56"
10-yr
5.28"
25-yr
6.48"
50-yr
7.20"
100-yr
8.00"
NRCS Type II 24 hour
City of Raleigh
City of Raleigh, North Carolina DEQ
HydroCAD 10.0
Detention: Underground Sand Filters
Water Quality: Underground Sand Filters
Receiving Water Body: Unnamed Tributary of Sycamore Creek
REVISIONS

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TABLE OF CONTENTS
1.0
Introduction............................................................................................................................................ 1
2.0
Hydrologic Analysis............................................................................................................................. 1
3.0
Existing Conditions Analysis................................................................................................................ 2
4.0
Post -Developed Analysis....................................................................................................................3
5.0
Outlet Design........................................................................................................................................ 6
6.0
Water Quality......................................................................................................................................7
7.0
Nutrient Management......................................................................................................................... 7
8.0
Offsite Bypass Culvert........................................................................................................................ 8
9.0
Conclusion.............................................................................................................................................. 9
TABLES
Table 1 -
Existing Subarea Characteristics........................................................................................... 2
Table 2 -
Existing Peak Flow Rates to Outfall 01............................................................................... 3
Table 3 -
Existing Peak Flow Rates to Outfall 02............................................................................... 3
Table 4 -
Existing Peak Flow Rates to Outfall 03 and Outfall 04.................................................. 3
Table 5 -
Post -developed Subarea Characteristics............................................................................4
Table 6 -
Allowable and Proposed Release Rates for Outfall 01.................................................. 5
Table 7 -
Allowable and Proposed Release Rates for Outfall 02.................................................. 5
Table 8 -
Allowable and Proposed Release Rates for Outfall 03.................................................. 5
Table 9 -
Allowable and Proposed Release Rates for Outfall 04.................................................. 6
Table 10 -
Sand Filter and Oversized Pipe Performance Summary ................................................. 6
Table 11 -
Water Quality Calculations................................................................................................... 7
Table 12 -
Nutrient calculations................................................................................................................ 8
Table 13 -
Existing vs. Proposed Water Surface Elevations at the Proposed Headwall .............. 9
Table 14 -
Existing vs. Proposed Water Surface Elevations Just Upstream of the Property Line 9
Appendix A: USDA Soils Report
Appendix B: Water Quality Calculations and HydroCAD Output
Appendix C: SSA Output
Appendix D: HECRAS Output
Appendix E: Exhibits

A lego Cy of experience- A repu to lion for excellence.
1.0 INTRODUCTION
The following report provides a detailed analysis and design of the Stormwater Management Plan
for Lumley Road Honda. The proposed site is located on the northeast corner of the Mt. Herman
Road and Lumley Road intersection in Raleigh, North Carolina. The proposed project area involves
the redevelopment of existing parking lot area and development of wooded area into a
commercial building and associated parking lots. The Stormwater Management Plan was prepared
in accordance with the requirements of both the City of Raleigh and the North Carolina DEQ. The
runoff from this site will be routed through a series of sand filters and oversized pipe for water
quality, nutrient management, and quantity control before discharging to an unnamed tributary of
Sycamore Creek.
Figure 1 — Site Location Map
2.0 HYDROLOGIC ANALYSIS
Hydrologic parameters such as Runoff Curve Number (RCN) and Time of Concentration were
determined using standard Natural Resources Conservation Service (NRCS) methodology. The 2-,
10-, 25-, 50-, and 100-year storm event discharge amounts were calculated using the NRCS TR-
55 method. This analysis reflects the NRCS Type II distribution, 24-hr storm duration. Rainfall depths
were obtained from the City of Raleigh Stormwater Manual. The peak flow rates were computed
using the Autodesk Storm and Sanitary Analysis (SSA) 2018 computer program. The HydroCAD
10.0 program was used to compute the time of concentration and water quality drawdown times.
Lumley Road Honda emht.com I 1

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3.0 EXISTING CONDITIONS ANALYSIS
The existing condition, as seen on Exhibit 1 in Appendix E, consists of parking lots and wooded area
in good condition in Type "B and C" soils (Chewacla and Creedmoor-Green level complex). Existing
01, Existing 03, Offsite 01, and Offsite 02 all naturally drain to the stream in the center of the site,
to the unnamed tributary of Sycamore Creek or Outfall 01. Existing 02 and Existing 04 naturally
drain to the southeast into the storm sewers along Lumley Road, Outfall 02. The storm sewer
eventually discharges into the same unnamed tributary of Sycamore Creek that Outfall 01 releases
to.
Existing 05 and Existing 06 are tributary to Sycamore Creek at a point further downstream than
the rest of the area discharge. These areas will not be useable as parking lot in the future when
Lumley Road is relocated.
All pre -developed subarea characteristics are summarized in Table 1. Existing peak flow rates are
provided in Tables 2 through 4 for Outfall 01, Outfall 02, and Outfalls 03 and 04, respectively.
All time of concentration calculations can be found in the HydroCAD output in Appendix C. Peak
flow rates can be found in the SSA output in Appendix C.
Table 1-Existinq Subarea Characteristics
Runoff
Time of
Tributar
Curve
%
Concentrati
Subarea
y Area
Numbe
Imperviou
on
Identifier
(acres)
Outfall ID
Land Usage
r
s (%)
(min)
Existing
Existing Parking
01
2.00
01
Lot
97
97%
5.0
Existing
Existing Parking
02
1.87
02
Lot
97
98%
5.0
Existing
03
4.16
01
Wooded Area
65
0%
23.5
Existing
04
2.31
02
Wooded Area
70
0%
18.8
Existing
Existing Parking
05
0.51
04
Lot
97
95%
5.0
Existing
Existing Parking
06
0.88
03
Lot
98
99%
5.0
Offsite 01
30.89
01
Mixed Land use
81
40%
19.8
Offsite 02
0.48
1 01
Wooded Area
1 58
1 0%
1 11.5
Lumley Road Honda emht.com 1 2

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Table 2 -Existinq Peak Flow Rates to Outfall 01
Storm
Event
(year)
Subarea
Existing 01
Peak Flow Rates
(cfs)
Subarea
Existing 03
Peak Flow Rates
(cfs)
Offsite 01
Peak Flow
Rates
(cfs)
Offsite 02
Peak Flow
Rates
(cfs)
Existing Outfall
01
Peak Flow Rates*
(cfs)
1
7.70
1.62
44.49
0.10
47.95
2
9.31
2.92
61.05
0.25
65.85
5
11.86
5.41
88.81
0.55
97.72
10
13.78
7.50
110.26
0.81
121.96
25
16.96
11.30
146.10
1.30
158.25
50
18.86
13.69
168.14
1.62
181.19
100
20.98
16.44
192.69
2.00
211.09
*From the combined hydrograph of Existing 01, Existing 03, Offsite 01, and Offsite 02 produced in SSA; node
"Outfa1101_pre" plus node "Road pre"
Table 3 -Existinq Peak Flow Rates to Outfall 02
Storm Event
(year)
Subarea
Existing 02
Peak Flow Rates
(cfs)
Subarea
Existing 04
Peak Flow Rates
(cfs)
Existing Outfall
02
Peak Flow Rates*
(cfs)
1
7.22
1.66
7.80
2
8.72
2.64
9.84
5
1 1.1 1
4.40
13.26
10
12.90
5.83
15.95
25
15.87
8.35
20.56
50
17.65
9.90
23.35
100
19.63
11.67
26.46
*From the combined hydrograph of Existing 02 and Existing 04 produced in SSA; node "OutfaII02_pre"
Table 4 -Existinq Peak Flow Rates to Outfall 03 and Outfall 04
Storm Event
(year)
Existing
05/Outfall04
Peak Flow Rates
(cfs)
Existing
06/Outfall03
Peak Flow Rates
(cfs)
1
1.93
3.43
2
2.34
4.14
5
2.99
5.27
10
3.47
6.11
25
4.28
7.51
50
4.76
8.35
100
5.30
9.29
4.0 POST -DEVELOPED ANALYSIS
Exhibit 2, provided within Appendix E, shows the post -developed condition. The Lumley Road Honda
project will utilize two underground sand filters to provide water quality, nutrient management, and
Lumley Road Honda emht.com 1 3

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quantity control for the proposed development. Both sand filters will spill over into oversized pipe
for the remaining quantity control.
Post 01 will drain to Sand Filter 01 for water quality treatment, while Post 02 will drain to Sand
Filter 02 for water quality treatment; both discharging into three 10-foot diameter oversized pipes
called Vault 01. Vault 01 has a staged outlet which allows it to release water to both Outfall 01
and Outfall 02. Undetained 01 will flow to Outfall 01 without being treated. Undetained 02 will
drain to Outfall 02 without being treated. Post 03 and Post 04 will be demolished and replaced
with pervious surface to build credit for those outfalls.
Offsite 01 will be bypassed through the site by storm sewers, which have been sized in SSA. See
Section 8.0 for more detail. Offsite 02 will continue to flow to Outfall 01. The post -developed
subarea characteristics are summarized in Table 5.
Table 5 -Post-developed Subarea Characteristics
Tributary
Runoff
%
Time of
Subarea
Area
Curve
Impervious
Concentration
Identifier
(acres)
Land Usage
Number
(%)
(min)
Proposed Building
Post 01
2.64
and Lots
93
81 %
5.0
Proposed Building
Post 02
4.32
and Lots
93
79%
5.0
Existing Parking
Post 03
0.51
Lot
74
0%
5.0
Existing Parking
Post 04
0.88
Lot
74
0%
5.0
Existing/Proposed
Undetained 01
1.69
Parking Lot
96
92%
5.0
Proposed
Undetained 02
2.02
Driveways
95
88%
5.0
Offsite 01
30.89
Mixed Land use
81
40%
19.80
Offsite 02
0.48
Wooded Area
1 58
1 0%
1 11.50
The City of Raleigh requires the 2-, 10-, 25-, 50-, and 100-year storms be detained to the pre -
developed or existing rates. The post -developed allowable release rates and proposed release
rates can be found in Tables 6 through 9 for Outfall 01, Outfall 02, Outfall 03, and Outfall 04,
respectively. Table 10 provides the performance summary for the sand filters and the oversized
pipe. SSA output has been provided in Appendix C.
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Table 6 -Allowable and Proposed Release Rates for Outfall 01
Storm
Event
(yr.)
Existing Outfall 01
Peak Flow Rates
(cfs)
Allowable
Release Rates
(cfs.)
Total Proposed
to Outfall 01
(cfs.)
1
47.95
-
48.08
2
65.85
65.85
65.65
5
97.72
-
96.06
10
121.96
121.96
118.41
25
158.25
158.25
151.94
50
181.19
181.19
168.92
100
211.09
211.09
195.96
Table 7 -Allowable
Storm
Event
(yr.)
and Proposed
Existing Outfall
02
Peak Flow Rates
(cfs)
Release Rates
Allowable
Release Rates
(cfs.)
for Outfall 0
Total
Proposed to
Outfall 02
(cfs.)
1
7.80
-
4.89
2
9.84
9.84
5.76
5
13.26
-
6.94
10
15.95
15.95
8.13
25
20.56
20.56
9.97
50
23.35
23.35
11.02
100
26.46
26.46
12.40
Table 8 -Allowable
Storm
Event
(yr.)
and Proposed
Existing Outfall
03
Peak Flow Rates
(cfs)
Release Rates
Allowable
Release Rates
(cfs.)
for Outfall 0
Total
Proposed to
Outfall 03
(cfs.)
1
3.43
-
1.21
2
4.14
4.14
1.80
5
5.27
-
2.81
10
6.11
6.11
3.62
25
7.51
7.51
5.02
50
8.35
8.35
5.88
100
9.29
9.29
6.85
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Table 9 -Allowable
Storm
Event
(yr.)
and Proposed
Existing Outfall
04
Peak Flow Rates
(cfs)
Release Rates
Allowable
Release Rates
(cfs.)
for Outfall 0
Total
Proposed to
Outfall 04
(cfs.)
1
1.93
-
0.70
2
2.34
2.34
1.03
5
2.99
-
1.61
10
3.47
3.47
2.07
25
4.28
4.28
2.87
50
4.76
4.76
3.37
100
5.30
5.30
3.93
4
Table 10 -Sand Filter and Oversized Pipe Performance Summary
Storm
Event
(yr.)
Sand Filter 01
Storage
Volume
Utilized
I (cu-ft)
Maximum
W.S.E.,
T.O.S. =
376.50
(feet)
Sand Filter 02
Storage
Volume
Utilized
(cu-ft)
Maximum
W.S.E.,
T.O.S. =
376.50
j (feet)
Vault 01
Storage
Volume
Utilized
I (cu-ft)
Maximum
W.S.E.,
T.O.S. =
376.50
j (feet)
Total
Storage
Volume
Utilized
j (ac-ft)
1
8,843
371.72
13,783
371.74
13,921
369.87
36,547
2
9,126
371.79
14,221
371.81
23,341
371.47
46,688
5
11,158
372.29
17,230
372.29
28,275
372.29
56,663
10
14,152
373.05
21,851
373.05
32,677
373.05
68,680
25
18,517
374.24
28,593
1 374.24 11
39,090
374.24
j 86,201
50
21,023
375.03
32,464
1 375.03_�j
42,768
375.03
96,256
100
23,698
376.22
36,597
1 376.22 11
46,681
376.21
106,976
Storage Utilized (100-yr event): 106,976 cu-ft
Storage Provided (Top of Storage = 376.50 ft.): 107,985 cu-ft
5.0 OUTLET DESIGN
The outlet structure for Sand Filter 01 will be located on the southwest side of the detention system.
The outlet structure for Sand Filter 02 will be located on the northeast side of the detention system.
Finally, the outlet structure for Vault 01 will be located on the northeast side of the detention system.
Sand Filter 01 - Outlet Control Structure
• Area of sand required = 870 sf.
• Area of sand provided = 1009 sf.
• Top of sand - 369.50 ft.
• Bottom of sand/top of gravel - 367.50 ft.
• Bottom of gravel - 366.50 ft.
• 1 sf stage outlet - Sand filter to underdrain pipes, invert at 366.50 ft.
• 2nd stage outlet - (2) 10-foot long sharp crested weirs, crest of weir at 371.50 ft.
• Tailwater control - Vault 01
Lumley Road Honda emht.com 1 6

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Sand Filter 02 — Outlet Control Structure
• Area of sand required = 1381 sf.
• Area of sand provided = 1513 sf.
• Top of sand — 369.50 ft.
• Bottom of sand/top of gravel — 367.50 ft.
• Bottom of gravel — 366.50 ft.
• 1 It stage outlet — Sand filter to underdrain pipes, invert at 366.50 ft.
• 2nd stage outlet — (3) 10-foot long sharp crested weirs, crest of weir at 371.50 ft.
• Tailwater control — Vault 01
Vault 01 - Outlet Control Structure
• Bottom of Storage — 366.50 ft.
• Top of Storage — 376.50 ft.
• 100-year elevation — 376.25 ft.
• 1 It stage outlet — 6-inch orifice, cut into weir wall, invert at 366.50 ft.
• 2nd stage outlet — 10-foot long sharp crested weir, crest of weir at 371.50 ft.
• Outfall 01 tailwater control — 9-inch orifice on 15-inch outlet pipe with 0.50% slope, invert at
366.50 ft.
• Outfall 02 tailwater control — 18-inch outlet pipe with 0.27% slope, invert at 373.00 ft.
6.0 WATER QUALITY
The North Carolina DEQ requires that the first flush (or first 1 " of rainfall) gets treated for water
quality. Water quality will be provided by the sand filters for the Post 01 and Post 02 areas.
Table 11 -Water Quality Calculations
Tributary Percent Water Quality Water Quality Required Sand Provided
area Impervious Volume Elevation Area Sand Area
Basin Identifier (acres) (% (ac-ft) (feet) (sf.) (sf.)
Sand Filter 01 2.64 81 0.172 371.40 870 1009
Sand Filter 02 4.32 79 0.275 371.46 1381 1513
7.0 NUTRIENT MANAGEMENT
The proposed underground sand filters will provide nutrient management for the majority of the
new impervious area created by the development. As seen in Exhibit 3 in Appendix E, a portion of
the site is exempt from nutrient management as developed area exists onsite today. Nutrient
calculations are summarized in Table 12 and included in Appendix B. The calculations result in a TN
export of 9.15 Ibs/acre/year for the 11.81 acres of onsite area. The nutrient requirement is 9.15
— 3.6 Ibs/acre/year for 30 years over the 11.81 acres of development area for a mitigation
burden of 1966.29 Ibs of nitrogen.
Lumley Road Honda emht.com 1 7

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Table 12 -Nutrient calculations
TN Export
Coeff. With
Site
TN Export
Sand Filter
TN Export
TN Export
Area
Coefficient
35% reduction
by Land Use
from Site
Type of Land Cover
(acres)
(lbs/ac/yr)
(lbs/ac/yr)
(lbs/yr)
(lbs/ac/yr)
Impervious surfaces -
I
Undetained Driveways
0.93
21.2
21.2
19.62
Permanently preserved
I
undisturbed open space
0.60
0.6
0.6
0.36
Permanently preserved
I
managed open space
3.31
1.2
1.2
3.97
BMP - Permanently
preserved undisturbed
open space
0.22
0.6
0.42
0.09
BMP - Permanently
preserved managed
open space
1.16
1.2
0.84
0.98
BMP - Impervious
surfaces
5.60
21.2
14.84
83.04
Tota 1
11.81
108.05
Average for site
1
1 9.15
8.0 OFFSITE BYPASS CULVERT
In the existing conditions 37.05 acres of mixed -use area drains to a stream that is then piped across
Lumley Road by an elliptical culvert to an unnamed tributary of Sycamore Creek. The proposed
development involves filling in a portion of the existing stream and bypassing the remaining 30.89
acres (Offsite 01) through a storm sewer that releases to the elliptical pipe. A HECRAS model was
completed to establish the existing water surface elevations in the stream at the location of the
proposed headwall and just upstream of the property line. Exhibit 4 in Appendix E displays the
location of the modelled cross sections, the 100-year elevation at each cross section, and the existing
100-year floodplain of the stream. HECRAS output has been provided in Appendix D.
The SSA model was established to utilize the natural storage area created upstream of the bypass
pipe. The project is proposing a deep headwall with a 78-inch pipe to bypass the flow from the
30.89 acres upstream of the site. The City of Raleigh requires a proposed structure to have half a
foot of rise (at most) at the headwall of the structure. Furthermore, no -rise shall occur on the adjacent
properties. Table 13 summarizes the existing and proposed water surface elevations at the
proposed headwall location (Existing Cross Section 350). Table 14 summarizes the existing and
proposed water surface elevations at the upstream property line (Existing Cross Section 400).
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Table
13 -Existing
Storm
Event
(yr.)
vs. Proposed Water
Existing W.S.E. at
Cross Section
350
(ft.)
Surface Elevations
Propose W.S.E.
at Proposed
Headwall
(ft.)
at the Proposed H
Rise in W.S.E
(ft.)
1
374.12
372.27
-1.85
2
374.26
372.66
-1.60
5
374.50
373.32
-1.18
10
374.65
373.80
-0.85
25
374.83
374.57
-0.27
50
374.97
375.04
0.07
100
375.13
375.58
0.45
leadwall
Table 14 -Existing vs. Proposed Water Surface Elevations Just Upstream of the Property
Line
Storm
Event
(yr.)
Existing W.S.E. at
Cross Section
400
(ft.)
Propose W.S.E.
at Proposed
Headwall
(ft.)
Rise in W.S.E
(ft.)
1
374.88
372.27
-2.61
2
375.04
372.66
-2.38
5
375.39
373.32
-2.07
10
375.61
373.80
-1.81
25
375.88
374.57
-1.31
50
376.32
375.04
-1.28
100
375.86
375.58
-0.28
9.0 CONCLUSION
The proposed stormwater management plan for Lumley Road Honda meets all requirements for
detention and water quality as set forth by the City of Raleigh and the North Carolina DEQ.
Lumley Road Honda emht.com 1 9

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APPENDIX A:
USDA Soils Report

3
N
700900
35o 54' 11" N ___L..
701000
701100
i
Hydrologic Soil Group —Wake County, North Carolina
701200 701300 701400 701500
it m=a n — - •Ir=^- - i
35o 53' 51" N
700900 701000 701100 701200 701300 701400
3
Map Scale: 1:4,260 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
701600 701700
701500 701600 701700
P
8
m
10/23/2019
Page 1 of 4
35' 54' 11" N
35' 53' 51" N

Hydrologic Soil Group —Wake County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating
Lines
r r
A
r r
A/D
ry
B
B/D
r .r
C
rwr
CID
D
r r
Not rated or not available
Soil Rating Points
■
A
■
A/D
■
B
■
B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0 CID
■ D
Warning: Soil Map may not be valid at this scale.
0 Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
Fi-F Rails
Please rely on the bar scale on each map sheet for map
r Interstate Highways
measurements.
rrr US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 18, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 27, 2014—May
6, 2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 10/23/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Wake County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla and
B/D
3.6
10.5%
Wehadkee soils, 0 to
2 percent slopes,
frequently flooded
4.4
CrB
Creedmoor-Green Level
C/D
12.9%
complex, 2 to 6
percent slopes
CrC
Creedmoor-Green Level
C/D
1.1
3.2%
complex, 6 to 10
percent slopes
CrD
Creedmoor-Green Level
C/D
4.3
12.6%
complex, 10 to 15
percent slopes
Ur
Urban land
20.9
60.8%
Totals for Area of Interest
34.4
100.0%
usDA Natural Resources Web Soil Survey 10/23/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Wake County, North Carolina
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 10/23/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

A legacy of experience. A repufaflon for excellence.
APPENDIX B:
Water Quality Calculations and HydroCAD Output

Stormwater Management, Water Quality, and Nutrient Calculations
Please refer to pre and post tributary maps
From Borina B-17
Depth to seasonal high water table (SHWT)
N/A inches
Surface elevation of boring
380 ft
Elevation of SHWT
N/A ft
Bottom of Sand Filter Elevation
366.5 ft
Step 1, Determine Dredevelcmed peak flow rates
Predeveloped
Rainfall Depths
Subarea
Pre Outfoll 01
Pre Outfall 02
Pre Outfall 03
Existing 05
Year 24-hr
Rain (in)
Area (ac)
37.527
4.180
0.882
0.507
1
3.00
Tc (min)
23.5
18.8
5.0
5.0
2
3.60
Soil Type
B/C
C
C
C
5
4.56
Existing Impervious,
Existing
Impervious,
Existing Impervious, Open
Existing Impervious, Open
Land Use
Woods, Fair Condition
Woods, Fair Condition
space, Fair Condition
space, Fair Condition
10
5.28
RCN
75
82
98
97
25
6.48
50
7.20
100
8.00
Note: Predeveloped area is equal
to post -developed area
tributary to onsite
BMP system,
perimeter areas not able to be treated are mainly
grass areas with a small area of sidewalk that sheet flows through open space.
Predeveloped Peak Flow Rates
Outfall 01
Outfall 02
Outfall 03
Existing 05
Year
(cfs)
(cfs)
(cfs)
(cfs)
1
47.95
7.80
3.43
1.93
2
65.85
9.84
4.14
2.34
5
97.72
13.26
5.27
2.99
10
121.96
15.95
6.11
3.47
25
151.84
20.56
7.51
4.28
50
168.76
23.35
8.35
4.76
100
196.45
26.46
9.29
5.3
Step 2, Determine post-develooed
peak flow rates
Post -developed
Subarea
Post 01
Post 02
Post 03
Post 04
Undetained 01 Undetained 02
Area(sf)
114911
188353
22085
38420
73442
87904
Tc (min)
5.0
5.0
5.0
5.0
5.0
5.0
Soil Type
C
C
C
C
C
C
Impervious Area (sf)
93436
149541
0
0
67213
77101
RCN
93
93
74
74
96
95
Post -developed Peak Flow Rates (w/o
detentionl
Storm Event
Post 01
Post 02
Post 03
Post 04
Undetained 01 Undetained
02
(yr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1
9.16
14.97
0.70
1.22
6.31
7.39
2
5
10
25
50
100
Step 3, Design Sand Filter for Post
01 Area
Sand Filter Design - NC DENR Chaff
Omite Area =
2.64 acres
Offsite Area =
0 acres
%Impervious=
81%
Rv =
0.78
WQ Rain =
1 "
WQv =
7487 cu-ft
75% WQV =
5615 cu-ft
Determine filter bed and sedimentation
basin surface areas
with respect to
water quality
volume and maximum
head
Hmox=
WQv(odj)/(As+At)
Hmox =
1.90 It
As + At =
2955 sq-ft
Minimum surface area of filter bed
Minimum At = (WQv)(df)/(k)(t)(ha +df)
Minimum Width of filter (per Lane.
enterprises)
WQv =
7487 cu-ft
water quality volume
Wf =
9.17
df =
2 ft
depth of sand filter bed
Minimum Length of filter (per
Land - enterprises)
k =
3.5 ft/day
coefficient of permeability
Lf =
94.94
t =
1.67 days
time required to drain
ha =
0.95 It
average head
Min. Af =
870 sq-ft
Width of Chamber =
9.17 It
Width of Chamber =
9.17 ft
Minimum Length =
94.89 ft
Minimum Length =
94.94 ft
Design Length =
110 ft
Design Length =
110 ft
Actual Area =
1009 sq-ft
Actual Area =
1009 sq-ft
Volume Contained =
1917 cu-ft
Volume Contained =
cu-ft
Minimum surface area of sedimentation
chamber
Min. As =
1947 sq-ft
(per As + At)
Min. As =
495 sq-ft
(per Camp Hazen Equation)
Width of Chamber =
9.2 ft
Minimum Length =
53.98 ft
Design Length =
298 ft
Actual Area =
2733
Volume Contained =
5465 cu-ft

Stacie Dischame Calculation - Sand Filter Onl
Qo = Af(k)(hf+df)/df
Af =
1009 sf
k =
3.5 ft/day
df =
1.5 ft
hf
Qo
Qo
(ft)
0.00
0.00 cf/day
0.000 cis
369.5
0.10
3766 cf/day
0.044 cis
369.6
0.20
4001 cf/day
0.046 cis
369.7
0.50
4707 cf/day
0.054 cis
370.0
1.00
5884 cf/day
0.068 cis
370.5
2.00
8238 cf/day
0.095 cis
371.5
3.00
10591 cf/day
0.123 cis
372.5
4.00
12945 cf/day
0.150 cis
373.5
5.00
15299 cf/day
0.177 cis
374.5
6.00
17652 cf/day
0.204 cis
375.5
7.00
20006 cf/day
0.232 cis
376.5
Determine Drawdown Time of Sand Filter
Drawdown time must be less than 40 hours
Drainage Area =
2.64 acres
WQv =
7487 cu-ft
Water Quality Event: 1 ", 6-hr event, Type II distribution
Drawdown Time =
46 hours
(see HydroCAD output)
Step 3: Desian Sand Filter for Post 02 Area
Sand Filter Desian - NC DENR Chapter 11
Onsite Area =
4.32 acres
Offsite Area =
0 acres
%Impervious=
79%
Rv =
0.76
WQ Rain =
1 "
WQv =
12000 --ft
75 % WQV =
9000 cu-ft
Determine filter bed and sedimentation basin surface areas with
respect to water quality volume and maximum head
Hmaz = WQv(adi)/(As +Af)
Hmaz =
1.96 ft
As + Af =
4592 sq-ft
Minimum surface area of filter bed
Minimum Af = (WQv)(df)/(k)(t)(ha +df)
Minimum
Width of filter (per
Lane- enterprises)
WQv =
12000 cu-ft
water quality volume
Wf =
9.17
df =
2 ft
depth of sand filter bed
Minimum
Length of filter (per
Land -
enterprises)
k =
3.5 ft/day
coefficient of permeability
Lf =
150.64
t =
1.67 days
time required to drain
ha =
0.98 ft
average head
Min. Af =
1381 sq-ft
Width of Chamber =
9.17 ft
Width of Chamber =
9.17 ft
Minimum Length =
150.56 ft
Minimum Length =
150.64 ft
Design Length =
165 ft
Design Length =
165 ft
Actual Area =
1513 sq-ft
Actual Area =
1513 sq-ft
Volume Contained =
2966 cu-ft
Volume Contained =
cu-ft
Minimum surface area of sedimentation chamber
Min. As =
3079 sq-ft
(per As + Af)
Min. As =
793 sq-ft
(per Camp Hazen Equation)
Width of Chamber =
9.17 ft
Minimum Length =
86.52 ft
Design Length =
465 ft
Actual Area =
4264
Volume Contained =
8528 cu-ft
Stacie Dischame Calculation -Sand Filter Only
Qo = Af(k)(hf+df)/df
Af =
1513 sf
k =
3.5 ft/day
df =
2 ft
hf
Qo
Qo
(ft)
0.00
0.00 cf/day
0.000 cis
369.5
0.10
5560 cf/day
0.064 cis
369.6
0.20
5825 cf/day
0.067 cis
369.7
0.50
6620 cf/day
0.077 cis
370.0
1.00
7944 cf/day
0.092 cis
370.5
2.00
10591 cf/day
0.123 cis
371.5
3.00
13239 cf/day
0.153 cis
372.5
4.00
15887 cf/day
0.184 cis
373.5
5.00
18535 cf/day
0.215 cis
374.5
6.00
21183 cf/day
0.245 cis
375.5
7.00
23831 cf/day
0.276 cis
376.5
Determine Drawdown Time of Sand Filter
Drawdown time must be less than 40 hours
Drainage Area =
4.32 acres
WQv =
12000 cu-ft
Water Quality Event: I", 6-hr event, Type II distribution
Drawdown Time =
52 hours
(see HydroCAD output)

Type of Land Cover
Site Area (acres)
TN Export Coeff. (Ibs/ac/yr)
TN Export Coeff. With Sand Filter
30% reduction (Ibs/ac/yr)
TN Export by Land Use (Ibs/yr)
TN Export from Site
(Ibs/ac/yr)
Impervious surfaces - Undetained Driveways/lot
0.93
21.2
21.2
19.62
Permanently reserved undisturbed open sace
0.60
0.6
0.6
0.36
Permanently reserved managed open sace
3.31
1.2
1.2
3.97
BMP - Permanently reserved undisturbed open sace
0.22
0.6
0.42
0.09
BMP - Permanently reserved managed open sace
1.16
1.2
0.84
0.98
BMP - Impervious surfaces
5.60
21.2
14.84
83.04
Tota 1
1 1 .81
108.05
Average for site
9.15
Requirement is 3.6 Ibs/ac/yr, therefore mitigation payment is: 9.15
3.60
5.55 Ibs/ac/yr
The site acre over 30 years will produce: 1966.29 Ibs of nitrogen

Sediment and Sand
Filter 01 WQ 371.40
A
Sediment and Sand
Filter 02 WQ @ 371.46
oSubcat Reach Pon I Link i

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCADO 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 2
Summary for Pond 41 P: Sediment and Sand Filter 02 WQ @ 371.46
Inflow = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Outflow = 0.12 cfs @
0.00 hrs, Volume=
0.276 af, Atten= 0%, Lag= 0.0 min
Primary = 0.12 cfs @
0.00 hrs, Volume=
0.276 of
Secondary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routing by Dyn-Stor-Ind method,
Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 371.46' Surf.Area=
6,300 sf Storage=
12,003 cf
Peak Elev= 371.46' @ 0.00 hrs
Surf.Area= 6,300 sf
Storage= 12,003 cf
Plug -Flow detention time= (not calculated: no plugs found)
Center -of -Mass det. time= (not calculated: no inflow)
Volume Invert Avail.Storage Storage Description
#1 369.50' 36,969 cf Sand and Sed (half of 10-ft diameter pipe, 3 @ 210 feet long) (Prismatic) Li;

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 3
Elevation
(feet)
Surf.Area
(sq-ft)
Inc.Store
(cubic -feet)
Cum.Store
(cubic -feet)
369.50
5,774
0
0
369.60
5,827
580
580
369.70
5,878
585
1,165
369.80
5,925
590
1,755
369.90
5,969
595
2,350
370.00
6,010
599
2,949
370.10
6,048
603
3,552
370.20
6,083
607
4,159
370.30
6,116
610
4,769
370.40
6,146
613
5,382
370.50
6,173
616
5,998
370.60
6,197
619
6,616
370.70
6,219
621
7,237
370.80
6,238
623
7,860
370.90
6,254
625
8,484
371.00
6,268
626
9,110
371.10
6,280
627
9,738
371.20
6,289
628
10,366
371.30
6,295
629
10,995
371.40
6,299
630
11,625
371.50
6,300
630
12,255
371.60
6,299
630
12,885
371.70
6,295
630
13,515
371.80
6,289
629
14,144
371.90
6,280
628
14,772
372.00
6,268
627
15,400
372.10
6,254
626
16,026
372.20
6,238
625
16,650
372.30
6,219
623
17,273
372.40
6,197
621
17,894
372.50
6,173
619
18,513
372.60
6,146
616
19,129
372.70
6,116
613
19,742
372.80
6,083
610
20,352
372.90
6,048
607
20,958
373.00
6,010
603
21,561
373.10
5,969
599
22,160
373.20
5,925
595
22,755
373.30
5,878
590
23,345
373.40
5,827
585
23,930
373.50
5,774
580
24,510
373.60
5,717
575
25,085
373.70
5,657
569
25,653
373.80
5,594
563
26,216
373.90
5,527
556
26,772
374.00
5,456
549
27,321
374.10
5,381
542
27,863
374.20
5,302
534
28,397
374.30
5,220
526
28,923
374.40
5,132
518
29,441

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 4
374.50
5,040
509
29,949
374.60
4,943
499
30,449
374.70
4,841
489
30,938
374.80
4,733
479
31,417
374.90
4,619
468
31,884
375.00
4,499
456
32,340
375.10
4,372
444
32,784
375.20
4,237
430
33,214
375.30
4,095
417
33,631
375.40
3,942
402
34,032
375.50
3,780
386
34,419
375.60
3,606
369
34,788
375.70
3,418
351
35,139
375.80
3,215
332
35,471
375.90
2,992
310
35,781
376.00
2,746
287
36,068
376.10
2,469
261
36,329
376.20
2,149
231
36,560
376.30
1,764
196
36,755
376.40
1,254
151
36,906
376.50
0
63
36,969
Device Routing
Invert
Outlet Devices
#1 Primary
369.50'
Sand Filter
Head (feet) 0.00
0.10 0.20 0.50 1.00 2.00 3.00 4.00 5.00 6.00
7.00
Disch. (cfs) 0.000
0.064 0.067 0.077 0.092 0.123 0.153 0.184
0.215 0.245 0.276
#2 Secondary
371.50'
30.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.12 cfs @ 0.00 hrs HW=371.46' (Free Discharge)
L1=Sand Filter (Custom Controls 0.12 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=371.46' (Free Discharge)
L2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 5
Pond 41 P: Sediment and Sand Filter 02 WQ @ 371.46
Hydrograph
❑ Inflow
7 Outflow
❑ Primary
❑ Secondary
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 6
Hydrograph for Pond 41P: Sediment and Sand Filter 02 WQ @ 371.46
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
12,003
371.46
0.12
0.12
0.00
2.00
0.00
11,142
371.32
0.12
0.12
0.00
4.00
0.00
10,310
371.19
0.11
0.11
0.00
6.00
0.00
9,508
371.06
0.11
0.11
0.00
8.00
0.00
8,734
370.94
0.11
0.11
0.00
10.00
0.00
7,987
370.82
0.10
0.10
0.00
12.00
0.00
7,266
370.70
0.10
0.10
0.00
14.00
0.00
6,570
370.59
0.09
0.09
0.00
16.00
0.00
5,899
370.48
0.09
0.09
0.00
18.00
0.00
5,252
370.38
0.09
0.09
0.00
20.00
0.00
4,627
370.28
0.09
0.09
0.00
22.00
0.00
4,023
370.18
0.08
0.08
0.00
24.00
0.00
3,441
370.08
0.08
0.08
0.00
26.00
0.00
2,879
369.99
0.08
0.08
0.00
28.00
0.00
2,338
369.90
0.07
0.07
0.00
30.00
0.00
1,819
369.81
0.07
0.07
0.00
32.00
0.00
1,320
369.73
0.07
0.07
0.00
34.00
0.00
841
369.64
0.07
0.07
0.00
36.00
0.00
409
369.57
0.05
0.05
0.00
38.00
0.00
184
369.53
0.02
0.02
0.00
40.00
0.00
83
369.51
0.01
0.01
0.00
42.00
0.00
37
369.51
0.00
0.00
0.00
44.00
0.00
17
369.50
0.00
0.00
0.00
46.00
0.00
8
369.50
0.00
0.00
0.00
48.00
0.00
3
369.50
0.00
0.00
0.00
50.00
0.00
2
369.50
0.00
0.00
0.00
52.00
0.00
1
369.50
0.00
0.00
0.00
54.00
0.00
0
369.50
0.00
0.00
0.00
56.00
0.00
0
369.50
0.00
0.00
0.00
58.00
0.00
0
369.50
0.00
0.00
0.00
60.00
0.00
0
369.50
0.00
0.00
0.00

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCADO 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 7
Summary for Pond 45P: Sediment and Sand Filter 01 WQ 371.40
Inflow = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Outflow = 0.09 cfs @
0.00 hrs, Volume=
0.173 af, Atten= 0%, Lag= 0.0 min
Primary = 0.09 cfs @
0.00 hrs, Volume=
0.173 of
Secondary = 0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routing by Dyn-Stor-Ind method,
Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 371.40' Surf.Area= 4,079 sf Storage= 7,529 cf
Peak Elev= 371.40' @ 0.00 hrs
Surf.Area= 4,079 sf
Storage= 7,529 cf
Plug -Flow detention time= (not calculated: no plugs found)
Center -of -Mass det. time= (not calculated: no inflow)
Volume Invert Avail.Storage Storage Description
#1 369.50' 23,942 cf Sand and Sed (half of 10-ft diameter pipe, 2 @ 204 feet long) (Prismatic) Li;

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 8
Elevation
(feet)
Surf.Area
(sq-ft)
Inc.Store
(cubic -feet)
Cum.Store
(cubic -feet)
369.50
3,739
0
0
369.60
3,774
376
376
369.70
3,806
379
755
369.80
3,837
382
1,137
369.90
3,865
385
1,522
370.00
3,892
388
1,910
370.10
3,917
390
2,300
370.20
3,940
393
2,693
370.30
3,961
395
3,088
370.40
3,980
397
3,485
370.50
3,998
399
3,884
370.60
4,013
401
4,285
370.70
4,027
402
4,687
370.80
4,040
403
5,090
370.90
4,051
405
5,494
371.00
4,060
406
5,900
371.10
4,067
406
6,306
371.20
4,073
407
6,713
371.30
4,077
408
7,121
371.40
4,079
408
7,529
371.50
4,080
408
7,937
371.60
4,079
408
8,345
371.70
4,077
408
8,752
371.80
4,073
408
9,160
371.90
4,067
407
9,567
372.00
4,060
406
9,973
372.10
4,051
406
10,379
372.20
4,040
405
10,783
372.30
4,027
403
11,187
372.40
4,013
402
11,589
372.50
3,998
401
11,989
372.60
3,980
399
12,388
372.70
3,961
397
12,785
372.80
3,940
395
13,180
372.90
3,917
393
13,573
373.00
3,892
390
13,964
373.10
3,865
388
14,351
373.20
3,837
385
14,736
373.30
3,806
382
15,119
373.40
3,774
379
15,498
373.50
3,739
376
15,873
373.60
3,703
372
16,245
373.70
3,664
368
16,614
373.80
3,623
364
16,978
373.90
3,579
360
17,338
374.00
3,533
356
17,694
374.10
3,485
351
18,045
374.20
3,434
346
18,391
374.30
3,380
341
18,731
374.40
3,324
335
19,067

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 9
374.50
3,264
329
19,396
374.60
3,201
323
19,719
374.70
3,135
317
20,036
374.80
3,065
310
20,346
374.90
2,992
303
20,649
375.00
2,914
295
20,944
375.10
2,831
287
21,231
375.20
2,744
279
21,510
375.30
2,652
270
21,780
375.40
2,553
260
22,040
375.50
2,448
250
22,290
375.60
2,335
239
22,529
375.70
2,214
227
22,757
375.80
2,082
215
22,972
375.90
1,938
201
23,173
376.00
1,778
186
23,358
376.10
1,599
169
23,527
376.20
1,392
150
23,677
376.30
1,142
127
23,804
376.40
812
98
23,901
376.50
0
41
23,942
Device Routing
Invert
Outlet Devices
#1 Primary
369.50'
Sand Filter
Head (feet) 0.00
0.10 0.20 0.50 1.00 2.00 3.00 4.00 5.00 6.00
7.00
Disch. (cfs) 0.000
0.044 0.046 0.054 0.068 0.095 0.123 0.150
0.177 0.204 0.232
#2 Secondary
371.50'
20.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.09 cfs @ 0.00 hrs HW=371.40' (Free Discharge)
L1=Sand Filter (Custom Controls 0.09 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=371.40' (Free Discharge)
L2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 10
N
V
3
0
LL
Pond 45P: Sediment and Sand Filter 01 WQ 371.40
Hydrograph
Time (hours)
❑ Inflow
Outflow
❑ Primary
❑ Secondary

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 11
Hydrograph for Pond 45P: Sediment and Sand Filter 01 WQ 371.40
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
7,529
371.40
0.09
0.09
0.00
2.00
0.00
6,880
371.24
0.09
0.09
0.00
4.00
0.00
6,261
371.09
0.08
0.08
0.00
6.00
0.00
5,671
370.94
0.08
0.08
0.00
8.00
0.00
5,109
370.80
0.08
0.08
0.00
10.00
0.00
4,573
370.67
0.07
0.07
0.00
12.00
0.00
4,063
370.54
0.07
0.07
0.00
14.00
0.00
3,576
370.42
0.07
0.07
0.00
16.00
0.00
3,114
370.31
0.06
0.06
0.00
18.00
0.00
2,675
370.20
0.06
0.06
0.00
20.00
0.00
2,257
370.09
0.06
0.06
0.00
22.00
0.00
1,861
369.99
0.05
0.05
0.00
24.00
0.00
1,484
369.89
0.05
0.05
0.00
26.00
0.00
1,125
369.80
0.05
0.05
0.00
28.00
0.00
784
369.71
0.05
0.05
0.00
30.00
0.00
458
369.62
0.04
0.04
0.00
32.00
0.00
201
369.55
0.02
0.02
0.00
34.00
0.00
86
369.52
0.01
0.01
0.00
36.00
0.00
37
369.51
0.00
0.00
0.00
38.00
0.00
16
369.50
0.00
0.00
0.00
40.00
0.00
7
369.50
0.00
0.00
0.00
42.00
0.00
3
369.50
0.00
0.00
0.00
44.00
0.00
1
369.50
0.00
0.00
0.00
46.00
0.00
1
369.50
0.00
0.00
0.00
48.00
0.00
0
369.50
0.00
0.00
0.00
50.00
0.00
0
369.50
0.00
0.00
0.00
52.00
0.00
0
369.50
0.00
0.00
0.00
54.00
0.00
0
369.50
0.00
0.00
0.00
56.00
0.00
0
369.50
0.00
0.00
0.00
58.00
0.00
0
369.50
0.00
0.00
0.00
60.00
0.00
0
369.50
0.00
0.00
0.00

A legacy of experience. A repufaflon for excellence.
APPENDIX C:
SSA Output

24S
Existing 01
(2S
Offsite 02
20S
Existing 02
27S
Existing 04
31S
Existing 05
Existing 06
oSubcat Reach Pon I Link i

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 2S: Existing 03
Runoff = 1.56 cfs @ 12.22 hrs, Volume= 0.175 af, Depth= 0.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
Subcatchment 2S: Existing 03
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 20S: Existing 02
Runoff = 8.06 cfs @ 11.96 hrs, Volume= 0.414 af, Depth= 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entrv. to 5 minute minimum TC
5.0 757 Total
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 24S: Existing 01
Runoff = 8.61 cfs @ 11.96 hrs, Volume= 0.443 af, Depth= 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
5.0 420 Total
N
V
3
0
LL
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 27S: Existing 04
Runoff = 1.67 cfs @ 12.14 hrs, Volume= 0.137 af, Depth= 0.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.3 101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5 228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
18.8 329 Total
N
V
3
0
LL
Subcatchment 27S: Existing 04
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 29S: Existing 06
Runoff = 3.86 cfs @ 11.96 hrs, Volume= 0.203 af, Depth= 2.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
5.0 342 Total
N
V
3
0
LL
❑ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 31S: Existing 05
Runoff = 2.18 cfs @ 11.96 hrs, Volume= 0.112 af, Depth= 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
■ Runoff
N
V
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 43S: Offsite 01
Runoff = 44.92 cfs @ 12.13 hrs, Volume= 3.381 af, Depth= 1.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 9
N
U
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 1-yearRaleigh Rainfall=3.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 44S: Offsite 02
Runoff = 0.10 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 0.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yearRaleigh Rainfall=3.00"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
11.5 166 Total
Subcatchment 44S: Offsite 02
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2S: Existing 03
Runoff = 2.85 cfs @ 12.20 hrs, Volume= 0.279 af, Depth= 0.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
Subcatchment 2S: Existing 03
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 20S: Existing 02
Runoff = 9.75 cfs @ 11.96 hrs, Volume= 0.507 af, Depth= 3.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entry, to 5 minute minimum TC
5.0 757 Total
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 24S: Existing 01
Runoff = 10.41 cfs @ 11.96 hrs, Volume= 0.542 af, Depth= 3.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
N
V
3
0
LL
5.0 420 Total
Subcatchment 24S: Existing 01
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 27S: Existing 04
Runoff = 2.66 cfs @ 12.13 hrs, Volume= 0.206 af, Depth= 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.3 101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5 228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
18.8 329 Total
❑ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 29S: Existing 06
Runoff = 4.64 cfs @ 11.96 hrs, Volume= 0.247 af, Depth= 3.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
5.0 342 Total
N
V
3
0
LL
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 31S: Existing 05
Runoff = 2.64 cfs @ 11.96 hrs, Volume= 0.137 af, Depth= 3.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 31S: Existing 05
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 43S: Offsite 01
Runoff = 61.82 cfs @ 12.12 hrs, Volume= 4.608 af, Depth= 1.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 18
N
U
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 2-yearRaleigh Rainfall=3.60"
Prepared by Symanetc Printed 2/17/2020
HydroCADO 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 44S: Offsite 02
Runoff = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Depth= 0.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yearRaleigh Rainfall=3.60"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fos
11.5 166 Total
fA
U
3
0
LL
Subcatchment 44S: Offsite 02
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Runoff

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCADO 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 2S: Existing 03
Runoff = 5.33 cfs @ 12.19 hrs, Volume= 0.474 af, Depth= 1.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 7' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
Subcatchment 2S: Existing 03
Hydrograph
❑ Runoff
Type II 24-hr
5 5-yearRaleigh Rainfall=4.56"
Runoff Area=4.161 ac
4 Runoff Volume=0.474 of
y Runoff Depth=1.37"
...... _... ..
3 3 Flow Length=481'
LL Tc=23.5 m i n
CN=65
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 20S: Existing 02
Runoff = 12.43 cfs @ 11.96 hrs, Volume= 0.656 af, Depth= 4.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entry, to 5 minute minimum TC
5.0 757 Total
1
1
1
1
N
U
3
0
LL
Subcatchment 20S: Existing 02
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 24S: Existing 01
Runoff = 13.28 cfs @ 11.96 hrs, Volume= 0.701 af, Depth= 4.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
N
V
3
0
LL
5.0 420 Total
Subcatchment 24S: Existing 01
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 27S: Existing 04
Runoff = 4.45 cfs @ 12.12 hrs, Volume= 0.330 af, Depth= 1.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.3 101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5 228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
18.8 329 Total
N
V
3
0
LL
Subcatchment 27S: Existing 04
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 29S: Existing 06
Runoff = 5.90 cfs @ 11.96 hrs, Volume= 0.318 af, Depth= 4.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
N
V
3
0
LL
5.0 342 Total
Subcatchment 29S: Existing 06
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 31S: Existing 05
Runoff = 3.37 cfs @ 11.96 hrs, Volume= 0.178 af, Depth= 4.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
■ Runoff
N
V
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 43S: Offsite 01
Runoff = 90.05 cfs @ 12.12 hrs, Volume= 6.693 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 27
N
V
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 5-yearRaleigh Rainfall=4.56"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 44S: Offsite 02
Runoff = 0.57 cfs @ 12.05 hrs, Volume= 0.037 af, Depth= 0.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yearRaleigh Rainfall=4.56"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
11.5 166 Total
Subcatchment 44S: Offsite 02
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 11 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCADO 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 2S: Existing 03
Runoff = 7.41 cfs @ 12.19 hrs, Volume= 0.639 af, Depth= 1.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 7' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
❑ Runoff
N
U
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 20S: Existing 02
Runoff = 14.44 cfs @ 11.96 hrs, Volume= 0.768 af, Depth= 4.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entry, to 5 minute minimum TC
5.0 757 Total
1
1
1
1
1
1
1
N
U
3
0
LL
Subcatchment 20S: Existing 02
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 24S: Existing 01
Runoff = 15.43 cfs @ 11.96 hrs, Volume= 0.821 af, Depth= 4.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
5.0 420 Total
N 1
3
0
LL
Subcatchment 24S: Existing 01
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 27S: Existing 04
Runoff = 5.90 cfs @ 12.12 hrs, Volume= 0.432 af, Depth= 2.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.3 101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5 228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
18.8 329 Total
N
V
3
0
LL
Subcatchment 27S: Existing 04
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 29S: Existing 06
Runoff = 6.84 cfs @ 11.96 hrs, Volume= 0.371 af, Depth= 5.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
5.0 342 Total
N
V
3
0
LL
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 31S: Existing 05
Runoff = 3.91 cfs @ 11.96 hrs, Volume= 0.208 af, Depth= 4.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
■ Runoff
N
V
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 43S: Offsite 01
Runoff = 111.79 cfs @ 12.12 hrs, Volume= 8.325 af, Depth= 3.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 36
N
U
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 10-yearRaleigh Rainfall=5.28"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 44S: Offsite 02
Runoff = 0.86 cfs @ 12.05 hrs, Volume= 0.053 af, Depth= 1.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yearRaleigh Rainfall=5.28"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
11.5 166 Total
Subcatchment 44S: Offsite 02
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 2S: Existing 03
Runoff = 11.17 cfs @ 12.17 hrs, Volume= 0.938 af, Depth= 2.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
Subcatchment 2S: Existing 03
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 20S: Existing 02
Runoff = 17.78 cfs @ 11.96 hrs, Volume= 0.955 af, Depth= 6.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entry, to 5 minute minimum TC
5.0 757 Total
1
1
1
1
1
1
1
1
w 1
U
3 1
0
LL
Subcatchment 20S: Existing 02
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 24S: Existing 01
Runoff = 19.00 cfs @ 11.96 hrs, Volume= 1.020 af, Depth= 6.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
5.0 420 Total
Subcatchment 24S: Existing 01
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 27S: Existing 04
Runoff = 8.47 cfs @ 12.12 hrs, Volume= 0.614 af, Depth= 3.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.3 101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5 228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
18.8 329 Total
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 29S: Existing 06
Runoff = 8.41 cfs @ 11.96 hrs, Volume= 0.459 af, Depth= 6.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
5.0 342 Total
N
V
3
0
LL
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 31S: Existing 05
Runoff = 4.82 cfs @ 11.96 hrs, Volume= 0.259 af, Depth= 6.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
■ Runoff
N
V
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 43S: Offsite 01
Runoff = 148.55 cfs @ 12.12 hrs, Volume= 11.130 af, Depth= 4.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 45
N
V
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 25-yearRaleigh Rainfall=6.48"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 44S: Offsite 02
Runoff = 1.39 cfs @ 12.04 hrs, Volume= 0.082 af, Depth= 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yearRaleigh Rainfall=6.48"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
11.5 166 Total
Subcatchment 44S: Offsite 02
Hydrograph
❑ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 2S: Existing 03
Runoff = 13.56 cfs @ 12.17 hrs, Volume= 1.130 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
Subcatchment 2S: Existing 03
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 20S: Existing 02
Runoff = 19.78 cfs @ 11.96 hrs, Volume= 1.067 af, Depth= 6.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entry, to 5 minute minimum TC
5.0 757 Total
Subcatchment 20S: Existing 02
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 24S: Existing 01
Runoff = 21.13 cfs @ 11.96 hrs, Volume= 1.140 af, Depth= 6.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
5.0 420 Total
Subcatchment 24S: Existing 01
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 27S: Existing 04
Runoff = 10.06 cfs @ 12.11 hrs, Volume= 0.728 af, Depth= 3.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
15.3
101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fos
18.8 329 Total
■ Runoff
N
V
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 29S: Existing 06
Runoff = 9.35 cfs @ 11.96 hrs, Volume= 0.512 af, Depth= 6.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
N
V
3
0
LL
5.0 342 Total
Subcatchment 29S: Existing 06
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 31S: Existing 05
Runoff = 5.36 cfs @ 11.96 hrs, Volume= 0.289 af, Depth= 6.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 31S: Existing 05
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 43S: Offsite 01
Runoff = 170.75 cfs @ 12.12 hrs, Volume= 12.849 af, Depth= 4.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 54
N
V
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type // 24-hr 50-yearRaleigh Rainfall=7.20"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 44S: Offsite 02
Runoff = 1.74 cfs @ 12.04 hrs, Volume= 0.101 af, Depth= 2.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yearRaleigh Rainfall=7.20"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
11.5 166 Total
Subcatchment 44S: Offsite 02
Hydrograph
❑ Runoff
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 2S: Existing 03
Runoff = 16.30 cfs @ 12.17 hrs, Volume= 1.350 af, Depth= 3.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac)
CN
Description
2.798
70
Woods, Good, HSG C
1.363
55
Woods, Good, HSG B
4.161
65
Weighted Average
4.161
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
20.5
100
0.0773
0.08
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.60"
2.6
255
0.1084
1.65
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
126
0.0124
5.66
90.58 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
23.5 481 Total
1
w 1
U
3
0
LL
Subcatchment 2S: Existing 03
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 20S: Existing 02
Runoff = 22.00 cfs @ 11.96 hrs, Volume= 1.191 af, Depth= 7.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac) CN Description
1.828 98
0.043 74 >75% Grass cover, Good, HSG C
1.871 97 Weighted Average
0.043 2.30% Pervious Area
1.828 97.70% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
100
0.0268
1.64
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
3.1
621
0.0268
3.32
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.2
36
3.00
Direct Entry, pipe flow
0.7
Direct Entry, to 5 minute minimum TC
5.0 757 Total
Subcatchment 20S: Existing 02
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 24S: Existing 01
Runoff = 23.51 cfs @ 11.96 hrs, Volume= 1.273 af, Depth= 7.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac)
CN
Description
1.948
98
Paved parking, HSG C
0.051
74
>75% Grass cover, Good, HSG C
1.999
97
Weighted Average
0.051
2.55% Pervious Area
1.948
97.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.5
100
0.0100
1.11
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
2.6
320
0.0100
2.03
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9
Direct Entry,
5.0 420 Total
Subcatchment 24S: Existing 01
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment 27S: Existing 04
Runoff = 11.87 cfs @ 12.11 hrs, Volume= 0.859 af, Depth= 4.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac) CN Description
2.309 70 Woods, Good, HSG C
2.309 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
15.3 101
0.0414
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5 228
0.0476
1.09
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
18.8 329 Total
N
V
3
0
LL
Subcatchment 27S: Existing 04
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment 29S: Existing 06
Runoff = 10.40 cfs @ 11.96 hrs, Volume= 0.570 af, Depth= 7.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac) CN Description
0.006 74 >75% Grass cover, Good, HSG C
0.876 98
0.882 98 Weighted Average
0.006 0.68% Pervious Area
0.876 99.32% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.9
100
0.0341
1.81
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.60"
0.9
242
0.0509
4.58
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.2
Direct Entry, to minimum TC of 5 minutes
N
V
3
0
LL
5.0 342 Total
Subcatchment 29S: Existing 06
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment 31S: Existing 05
Runoff = 5.96 cfs @ 11.96 hrs, Volume= 0.323 af, Depth= 7.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac) CN Description
0.025 74 >75% Grass cover, Good, HSG C
0.482 98
0.507 97 Weighted Average
0.025 4.93% Pervious Area
0.482 95.07% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
■ Runoff
N
V
3
0
LL

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 43S: Offsite 01
Runoff = 195.46 cfs @ 12.12 hrs, Volume= 14.782 af, Depth= 5.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac) CN Descri
2.872
55
Woods, Good, HSG B
9.871
70
Woods, Good, HSG C
2.835
74
>75% Grass cover, Good, HSG C
2.871
78
Small grain, C&T + CR, Poor, HSG C
12.442
98
impervious
30.891
81
Weighted Average
18.449
59.72% Pervious Area
12.442
40.28% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.7
104
0.0340
0.47
Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
6.0
597
0.0340
1.66
Shallow Concentrated Flow,
Cultivated Straight Rows Kv= 9.0 fps
1.5
269
3.00
Direct Entry,
1.4
131
0.0526
1.61
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2
40
3.00
Direct Entry,
6.8
466
0.0527
1.15
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
73
0.0178
6.78
108.52 Trap/Vee/Rect Channel Flow,
Bot.W=5.00' D=2.00' Z= 1.5 '/' Top.W=11.00'
n= 0.035 Earth, dense weeds
19.8 1,680 Total

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 63
N
U
Subcatchment 43S: Offsite 01
Hydrograph
Time (hours)
■ Runoff

2019-1012 Prelim SW 2020-02-16 Type 1124-hr 100-yearRaleigh Rainfall=8.00"
Prepared by Symanetc Printed 2/17/2020
HydroCAD® 10.10-1 s/n 03828 ©2019 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 44S: Offsite 02
Runoff = 2.14 cfs @ 12.04 hrs, Volume= 0.123 af, Depth= 3.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yearRaleigh Rainfall=8.00"
Area (ac)
CN
Description
0.367
55
Woods, Good, HSG B
0.109
70
Woods, Good, HSG C
0.476
58
Weighted Average
0.476
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 101
0.1012
0.16
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
0.8 65
0.0710
1.33
Shallow Concentrated Flow,
Woodland Kv= 5.0 fas
11.5 166 Total
Subcatchment 44S: Offsite 02
Hydrograph
■ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

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Autodesk Storm and Sanitary Analysis

Project Description
File Name ......................................................
2019-1012 Lumley_alternatives.SPF
Project Options
Flow Units ......................................................
CFS
Elevation Type ...............................................
Elevation
Hydrology Method .........................................
SCS TR-55
Time of Concentration (TOC) Method ...........
User -Defined
Link Routing Method ......................................
Hydrodynamic
Enable Overflow Ponding at Nodes ...............
YES
Skip Steady State Analysis Time Periods .....
NO
Analysis Options
Start Analysis On ...........................................
Jan 25, 2020
00:00:00
End Analysis On ............................................
Jan 26, 2020
00:00:00
Start Reporting On .........................................
Jan 25, 2020
00:00:00
Antecedent Dry Days .....................................
0
days
Runoff (Dry Weather) Time Step ...................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ..................
0 00:05:00
days hh:mm:ss
Reporting Time Step .....................................
0 00:01:00
days hh:mm:ss
Routing Time Step .........................................
1
seconds
Number of Elements
aty
RainGages ....................................................
1
Su bbasi ns.......................................................
16
Nodes.............................................................
25
Junctions ...............................................
7
Outfalls..................................................
10
Flow Diversions .....................................
0
Inlets.....................................................
0
Storage Nodes ......................................
8
Links...............................................................
25
Channels...............................................
0
Pipes.....................................................
12
Pumps...................................................
0
Orifices..................................................
2
Weirs.....................................................
9
Outlets...................................................
2
Pollutants.......................................................
0
LandUses .....................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 1-year
Cumulative
inches North Carolina Wake
1 3.00 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
3.00
2.70
5.40
7.70
0 00:05:00
2 Existing02
1.87
97.45
3.00
2.71
5.06
7.22
0 00:05:00
3 Existing03
4.16
65.09
3.00
0.51
2.12
1.62
0 00:23:30
4 Existing04
2.31
70.00
3.00
0.71
1.65
1.66
0 00:18:48
5 Existing05
0.51
96.82
3.00
2.64
1.34
1.93
0 00:05:00
6 Existing06
0.88
97.84
3.00
2.75
2.43
3.43
0 00:05:00
7 Offsite0l_post
30.89
80.99
3.00
1.31
40.56
44.49
0 00:19:48
8 Offsite0l_pre
30.89
80.99
3.00
1.31
40.56
44.49
0 00:19:48
9 Offsite02_post
0.48
58.43
3.00
0.29
0.14
0.10
0 00:11:30
10 Offsite02_pre
0.48
58.43
3.00
0.29
0.14
0.10
0 00:11:30
11 Post01
2.64
93.18
3.00
2.27
5.99
9.16
0 00:05:00
12 Post02
4.32
93.05
3.00
2.26
9.77
14.97
0 00:05:00
13 Post03
0.51
74.00
3.00
0.91
0.46
0.70
0 00:05:00
14 Post04
0.88
74.00
3.00
0.91
0.80
1.22
0 00:05:00
15 Undetained0l
1.69
95.96
3.00
2.55
4.30
6.31
0 00:05:00
16 Undetained02
2.02
95.05
3.00
2.45
4.95
7.39
0 00:05:00

Node Summary
SIN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft) (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 47.97
366.94
0.00
14.96
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 46.16
367.85
0.00
12.55
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 46.15
368.71
0.00
14.71
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 46.15
369.95
0.00
12.98
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 46.15
371.54
0.00
11.23
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 7.39
373.93
0.00
4.07
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 2.14
367.13
0.00
9.37
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
48.08
363.34
9 OuNall0l_pre
Outfall
362.16
47.95
363.34
10 OutfaII02_post
Outfall
372.47
4.89
373.59
11 OutfaII02_pre
Outfall
0.00
7.80
0.00
12 OutfaII03_post
Outfall
0.00
1.21
0.00
13 OutfaII03_pre
Outfall
0.00
3.43
0.00
14 OutfaII04_post
Outfall
0.00
0.70
0.00
15 OutfaII04_pre
Outfall
0.00
1.93
0.00
16 Road_post
Outfall
369.00
0.00
369.00
17 Road_pre
Outfall
369.00
0.00
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 47.96
365.36
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 46.63
368.65
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 46.15
372.27
0.00
0.00
21 OutletStructure0l
Storage Node
366.50
376.50
366.50
0.00 2.46
368.12
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 9.16
371.72
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 14.96
371.74
0.00
0.00
24 Stream0l_post
Storage Node
363.88
370.00
363.88
0.00 48.07
365.36
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 19.12
369.87
0.00
0.00

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 46.16
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 46.16
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 46.15
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 46.15
5 (20191012-CU-STRM-N).HW2->5 Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 46.15
6 1->HW2
Pipe
1
StreamOl_post
29.94
365.38
365.14
0.8000
48.000
0.0130 47.97
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 2.10
8 Link-02
Pipe
StreamOl_post
Outfall01_post
110.20
363.88
362.16
1.5600
38.000
0.0130 48.08
9 Link-04
Pipe
OutletStructure0l
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 2.46
10 Link-05
Pipe
Outlet02
Outfall02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 4.89
11 Link-06
Pipe
ExistingStreamOl
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 47.95
12 Link-07
Pipe
ExistingUSculvert
ExistingStreamOl
20.90
366.23
365.80
2.0600
36.000
0.0130 46.48
13 OrificePlate0l
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
2.14
14 SmallOrifice01
Orifice
Vault01
OutletStructureOl
366.50
366.50
6.000
1.46
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.10
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.13
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
0.00
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
3.99
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
3.99
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
3.99
21 Weir-09
Weir
ExistingUSculvert
ExistingStreamOl
366.00
363.88
0.00
22 Weir-10
Weir
ExistingStreamOl
Road -pre
363.88
369.00
0.00
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
3.50
24 Weir-11
Weir
StreamOl_post
Road_post
363.88
369.00
0.00
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
3.50
470.48
0.10
7.07
1.63
0.25
0.00
468.73
0.10
6.35
1.76
0.27
0.00
468.42
0.10
6.63
1.71
0.26
0.00
469.42
0.10
7.19
1.61
0.25
0.00
468.93
0.10
6.64
1.71
0.26
0.00
257.21
0.19
6.32
1.37
0.34
0.00
4.57
0.46
3.22
0.94
0.75
0.00
178.02
0.27
9.78
1.33
0.42
0.00
5.49
0.45
2.09
0.95
0.63
0.00
5.36
0.91
3.19
1.21
0.81
0.00
178.02
0.27
9.78
1.33
0.42
0.00
95.67
0.49
9.57
1.95
0.65
0.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated

Subbasin Hydrology
Subbasin : Existing01
Input Data
#### 2.00
#### 97.39
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
1.95
98.00
0.05
74.00
Comp 2.00
97.39
Subbasin Runoff Results
#### 3.00
#### 2.70
#### 7.70
#### 97.39
#### 0 00:05:00

Subbasin : Existing01
3.
3.
3.
3.
0.
0.
0.
0.
6.5
8
7.5
7
6.5
6
5.5
_ 5
N
4.5
0 4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing02
Input Data
#### 1.87
#### 97.45
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
1.83
98.00
0.04
74.00
ComK 1.87
97.45
Subbasin Runoff Results
#### 3.00
#### 2.71
#### 7.22
#### 97.45
#### 0 00:05:00

3.
3.
3.
3.
2
0.
0.
0.
0.
7
6
5
N 4.
u
0
3.
2
0
Subbasin : Existing02
0
5
7
5
6
5
5
4
5
3
5
2
5
5
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
#### 4.16
#### 65.09
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
2.80
70.00
1.36
55.00
ComK 4.16
65.09
Subbasin Runoff Results
#### 3.00
#### 0.51
#### 1.62
#### 65.09
#### 0 00:23:30

3.
3.
3.
3.
2
0.
0.
0.
0.
Subbasin : Existing03
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing04
Input Data
#### 2.31
#### 70.00
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
2.31 -
70.00
Comr 2.31
70.00
Subbasin Runoff Results
#### 3.00
#### 0.71
#### 1.66
#### 70.00
#### 0 00:18:48

3.
3.
3.
3.
2
0.
0.
0.
0.
Subbasin : Existing04
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
#### 0.51
#### 96.82
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
imper
0.48
c 98.00
grass
0.03
c 74.00
Comp
0.51
96.82
Subbasin Runoff Results
#### 3.00
#### 2.64
#### 1.93
#### 96.82
#### 0 00:05:00

3.
3.
3.
3.
2
0.
0.
0.
0.
1.
1.
1.
1.
1.
1.
1.
N 1.
1.
0
0.
0.
0.
0.
0.
0.
0.
0.
0.
Subbasin : Existing05
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
#### 0.88
#### 97.84
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
imper
0.88
c 98.00
grass
0.01
c 74.00
Comp
0.89
97.84
Subbasin Runoff Results
#### 3.00
#### 2.75
#### 3.43
#### 97.84
#### 0 00:05:00

3.
3.
3.
3.
2
0.
0.
0.
0.
2
2
2
0.
0
0.
0.
Subbasin : Existing06
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_post
Input Data
#### 30.89
#### 80.99
#### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
SOWS
(acres)
Group
Number
wood:
2.87
b
55.00
grass
2.84
c
74.00
imper
12.44
c
98.00
wood:
9.87
c
70.00
field
2.87
c
78.00
ComF
30.89
80.99
Subbasin Runoff Results
#### 3.00
#### 1.31
#### 44.49
#### 80.99
#### 0 00:19:48

Subbasin : Offsite01_post
3.
3.
3.
3.
2
0.
0.
0.
0.
6
4
2
0
;8
;6
14
12
0
6
4
2
0
B
6
4
2
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_pre
Input Data
#### 30.89
#### 80.99
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
ComF 30.89
80.99
Subbasin Runoff Results
#### 3.00
#### 1.31
#### 44.49
#### 80.99
#### 0 00:19:48

Subbasin : Offsite01_pre
3.
3.
3.
3.
2
0.
0.
0.
0.
6
4
2
0
;8
;6
14
12
0
6
4
2
0
B
6
4
2
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
#### 0.48
#### 58.43
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
wood:
0.37
b 55.00
wood:
0.11
c 70.00
ComF
0.48
58.43
Subbasin Runoff Results
#### 3.00
#### 0.29
#### 0.10
#### 58.43
#### 0 00:11:30

3.
3.
3.
3.
2
0.
0.
0.
0.
Subbasin : Offsite02_post
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0.11
0.105
0.1
0.095
0.09
0.085
0.08
0.075
0.07
0.065
N
u 0.06
00.055
0.05
0.045
0.04
0.035
0.03
0 025
0.02
0.015
0.01
0.005
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
#### 0.48
#### 58.43
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
0.37
55.00
0.11
70.00
ComK 0.48
58.43
Subbasin Runoff Results
#### 3.00
#### 0.29
#### 0.10
#### 58.43
#### 0 00:11:30

3.
3.
3.
3.
2
0.
0.
0.
0.
Subbasin : Offsite02_pre
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0.11
0.105
0.1
0.095
0.09
0.085
0.08
0.075
0.07
0.065
N
u 0.06
00.055
0.05
0.045
0.04
0.035
0.03
0 025
0.02
0.015
0.01
0.005
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
#### 2.64
#### 93.18
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
imper 2.15 C
98.00
grass 0.27 C
74.00
wood 0.22 C
70.00
ComF 2.64
93.18
Subbasin Runoff Results
#### 3.00
#### 2.27
#### 9.16
#### 93.18
#### 0 00:05:00

Subbasin : Post01
3.
3.
3.
3.
2
0.
0.
0.
0.
9
8
7
6
3
2
1
0
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
#### 4.32
#### 93.05
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
grass
0.89
c 74.00
imper
3.43
c 98.00
ComF
4.32
93.05
Subbasin Runoff Results
#### 3.00
#### 2.26
#### 14.97
#### 93.05
#### 0 00:05:00

Subbasin : Post02
3.
3.
3.
3.
2
0.
0.
0.
0.
1
14.
1
13.
1
12.
1
11.
1
10.
1
9.
N 8.
u
0 7.
6.
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
#### 0.51
#### 74.00
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
0.51 -
74.00
Comr 0.51
74.00
Subbasin Runoff Results
#### 3.00
#### 0.91
#### 0.70
#### 74.00
#### 0 00:05:00

Subbasin : Post03
3.
3.
3.
3.
2
0.
0.
0.
0.
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
U./0
0.7
0.65
0.6
0.55 —
0.5
0.45
04
0.35
C3
0.25
0.2
0.15 ——--
0.1
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
Time (hrs)

Subbasin : Post04
Input Data
#### 0.88
#### 74.00
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
0.88 -
74.00
Comr 0.88
74.00
Subbasin Runoff Results
#### 3.00
#### 0.91
#### 1.22
#### 74.00
#### 0 00:05:00

Subbasin : Post04
3.
3.
3.
3.
2
0.
0.
0.
0.
.25
1.2
.15
1.1
.05
1
1.95
0.9
].85
0.8
0.7
C 6-
0.5
1.45
0.4
].35
0.3
1.25
C2
1.15
0.1
1.05
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
#### 1.69
#### 95.96
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
grass
0.14
c 74.00
imper
1.54
c 98.00
ComF
1.68
95.96
Subbasin Runoff Results
#### 3.00
#### 2.55
#### 6.31
#### 95.96
#### 0 00:05:00

Subbasin : Undetained0l
3.
3.
3.
3.
2
0.
0.
0.
0.
6.
5.
4.
N
u
0 3.
2.
1.
0.
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
5
6
5
5
5
4
5�
5
2
5
1
5 i —
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
#### 2.02
#### 95.05
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
imper
1.77
c 98.00
grass
0.25
c 74.00
ComF
2.02
95.05
Subbasin Runoff Results
#### 3.00
#### 2.45
#### 7.39
#### 95.05
#### 0 00:05:00

Subbasin : Undetained02
3.
3.
3.
3.
2
0.
0.
0.
0.
7
6
5
N 4.
u
0
3.
2
0
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0
5
7
5
6
5
5
4
5
3
5
2 l
5.
1
5-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OutletO2
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth
Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
47.97
0.00
366.94
1.56
0.00
14.96
365.60
0.22
0 12:05
0 00:00
0.00
0.00
2 2
46.16
0.00
367.85
1.80
0.00
12.55
366.27
0.22
0 12:06
0 00:00
0.00
0.00
3 3
46.15
0.00
368.71
1.82
0.00
14.71
367.11
0.22
0 12:06
0 00:00
0.00
0.00
4 4
46.15
0.00
369.95
1.70
0.00
12.98
368.46
0.21
0 12:05
0 00:00
0.00
0.00
5 5
46.15
0.00
371.54
1.63
0.00
11.23
370.12
0.21
0 12:05
0 00:00
0.00
0.00
6 Outlet02
7.39
7.39
373.93
1.30
0.00
4.07
372.78
0.15
0 11:56
0 00:00
0.00
0.00
7 OutletPipe01
2.14
0.00
367.13
0.63
0.00
9.37
366.71
0.21
0 12:04
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 (20191012-CU-STRM-N}.2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 (20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 (20191012-CU-STRM-N}.4->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 (20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 (20191012-CU-STRM-N}.HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 (20191012-CU-STRM-N).2->1
46.16
0 12:06
470.48
0.10
7.07
0.17
1.63
0.25
0.00
Calculated
2 (20191012-CU-STRM-N}.3->2
46.16
0 12:06
468.73
0.10
6.35
0.24
1.76
0.27
0.00
Calculated
3 (20191012-CU-STRM-N).4->3
46.15
0 12:06
468.42
0.10
6.63
0.40
1.71
0.26
0.00
Calculated
4 (20191012-CU-STRM-N}.5->4
46.15
0 12:05
469.42
0.10
7.19
0.45
1.61
0.25
0.00
Calculated
5 (20191012-CU-STRM-N).HW2->5
46.15
0 12:06
468.93
0.10
6.64
0.12
1.71
0.26
0.00
Calculated
61->HW2
47.97
0 12:05
257.21
0.19
6.32
0.08
1.37
0.34
0.00
Calculated
7 Link-01
2.10
0 12:02
4.57
0.46
3.22
0.92
0.94
0.75
0.00
Calculated
8 Link-02
48.08
0 12:05
178.02
0.27
9.78
0.19
1.33
0.42
0.00
Calculated
9 Link-04
2.46
0 11:56
5.49
0.45
2.09
1.08
0.95
0.63
0.00
Calculated
10 Link-05
4.89
0 11:56
5.36
0.91
3.19
0.33
1.21
0.81
0.00
Calculated
11 Link-06
47.95
0 12:06
178.02
0.27
9.78
0.19
1.33
0.42
0.00
Calculated
12 Link-07
46.48
0 12:06
95.67
0.49
9.57
0.04
1.95
0.65
0.00
Calculated

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft).............................................
363.88
Max (Rim) Elevation (ft)......................................
370.00
Max (Rim) Offset (ft)...........................................
6.12
Initial Water Elevation (ft)...................................
363.88
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
100.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(It)
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

w
m
m
Storage Area Volume Curves
storage Vohlme {fr}
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
s---------------------------------------- ----- 6
i
i
S.4 - - -= - - -' - = = - ' = ' 5.4
i
i .
5- - - - - -- - --
5
i
La------------ ----------- ----------------------- 4.8
L6------------------------------------'---------J------------------------------------ `-----------J---- 4.6
i
1.4------------ '------------ --------- --'--------------------i `------------------------ `-----------J
i---- 4.4
1.2---------------------------- ------ ------------------i ------------------------------- i---- 4.2
4 ________________________--- _____________________---- _--- _--- _____--- _--- __--- _--- _--- _____--- _--- _______ 4
i
i
3.6 =--- - - - - -- - - ----- - - - - -= --- -- 3.6
i
1.4------------ ------ -------------------------------------------------------------- -I-----------I- --- 3.4
i
1.2------------'---- ---'------------'-----------J------------i `------------------------;---------- --- 3.2
3 ----------- -- ---- --- ----------- ----------- ----------------------- ----------- ----------- 3
t.6 ----- -------- -----------7----------- --- - - ------------------ ----------- --- 2.6
t.2 -- ------------------%----------------------------------- ---------------------- --- 2.2
2 --- -- ----------------------- -------- -------- -------- 2
1.8 -----'- ---------'------------'-----------'------------`-----------I-------------`--------------- 1.8
1.2 --- -------=-----------=------------=------------------------=------------------------`--------------- 1.2
1 - 1
1.8 - -- - -- i i i 0.8
}.6 - - -----------I------------ ---- 0.6
i i
0 - - - - 4
0 500 1,000 1,600 2,000 2,600 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (M
— Storage Area — Storage Volume
w
c,
m

Storage Node : ExistingStrearl (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
47.96
Peak Lateral Inflow (cfs).....................................
1.69
Peak Outflow (cfs)..............................................
47.95
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
365.36
Max HGL Depth Attained (ft) ..............................
1.48
Average HGL Elevation Attained (ft) ..................
364.06
Average HGL Depth Attained (ft) .......................
0.18
Time of Max HGL Occurrence (days hh:mm) .....
0 12:06
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft).............................................
366.00
Max (Rim) Elevation (ft)......................................
371.00
Max (Rim) Offset (ft)...........................................
5.00
Initial Water Elevation (ft)...................................
366.00
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft2)................................................
100.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

w
cM
:°
CA
Storage Area Volume Curves
Storage Volume (ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000
5 5
L9 --- --- ---- ---- -- --- -- --- --- --- -- -- - 4.9
L7-------- `-------------------- ---- -- `----'-------`------`------'-------------'---- 4.7
L6 ,-------- ---- -- 4.6
L4------------------------------ ------ ------ ------------- -I ------ I- ------ I- ------------- -- -- 4.4
L2 - - - _ - - - - - ------ 42
L1'-----------`------'---------- --- -------------`------`-- 4.1
4 -- --- ---- --- --- -- -- -- --- -- --- -- -- --- 4
3.9 - --`----- ----i------------- ---------------------------- - ---- 3.9
`- --- ----- i 3.8
3.7------------- ------ i------------r----- --- 3.7
-----------------------------------------
3.6-------`------`------------ '------J------------ ------ `------
`------ '------ -----' -- --- -- 3.6
3.5 - - - --
3.1 *- - - - -- -- ---- - - - - -- - - --- - --
------ ------ --- 3.1
t.9- - - - - -------- -I - - - - - - -- - - - -- - - - -- -- - - -------- - --I --------- -- ------ -- ------- - - - - -- - - - -- -- 2.9
------------------ ;------;-------'---------------- - - - ------ 2.8
?.7------------ ----•--------------------------
� -------------------------- ----- --- 2.7
?.s
- ,-------------;------;------ ;--------------- x.s
----- '--------- ------- '------j---------------`------`-- 2.5
t.4 =-----'------'------=---------------------------------- -------------i --------- 2.4
0.3----------------------------------------- ------ ------------- ------------;------- ------ ----- -- 2.3
t.2 '-------'------'------------------------------------------'-------------i------ ---------------------- 2.2
?.1-------`------`--- --`------ J-----------------`------`------ ------ ------ --- 2.1
2 --------------- . - - - - ---- ,-- - - - - ---------- ---- - - - - -- 2
I.$ *------ ------- - ------------ - - , 1.8
1.7 `------ ' ----- -----------------`------'----- `----- -- 1.7
1.6 - --- --------4-------------
------•------ 1 - --- 1.6
1.4 - -- I --- -- -- _ -- -- 1.-- --- - - - -- - - - --- - - - - -------- T------- I- - - - - - - I- - - - - - - - - - - - - - - -- - - - -- -- 1.4
1.3-------'------------- ----------- ;------;------;---------------------i---------------------- ----- --- 1.3
1.2 ------------------------- •------------ --------------------------------------------------------- --- 1.2
3.9
---------- -, - - - - r - -
3.7
- r , 0.7
3.6------`------'------J- - - -- `----'-------`------`------'------j--------'-------`------`--- 0.6
3.3 ---- ------�------ �------ --- 0.3
M------ ----- ---- --- ------ --------------------------------4----- -- --- -- 0.1
0 0
200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600
Storage Area (ftq
- Storage Area - Storage Volume
w
ti
in

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
46.63
Peak Lateral Inflow (cfs).....................................
46.63
Peak Outflow (cfs)..............................................
46.48
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
368.65
Max HGL Depth Attained (ft) ..............................
2.65
Average HGL Elevation Attained (ft) ..................
366.47
Average HGL Depth Attained (ft) .......................
0.47
Time of Max HGL Occurrence (days hh:mm) .....
0 12:06
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft).............................................
370.39
Max (Rim) Elevation (ft)......................................
381.00
Max (Rim) Offset (ft)...........................................
10.61
Initial Water Elevation (ft)...................................
370.39
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

Storage Area Volume Curves
Storage Volume (ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
- - 10.
----- --- 70
i
___ 9.6
----------- --------- ---------- ----------- 9
----------- ---------- ----- ----- ----------------------- --------- ---------- ----------- 8.6
i
i
----------- ----------------------------------------- ---------- ---------- ----------- 7.6
_________ ___ ____ __________----------- ----------- ------------ __________ __________ ______________ 7
---- --- --------- ------------------------------------------ ------------------- ----------- 6.6
i
6
i
-- -- ---- - - 5.5
- - --------------------------------- ---------------------- 45
--- - - - - ---------------------------- - - - - ------ - - - - ----------------------------------------------- 3.5
------------------------------------------------------------------------------------------------------- 3
i
i
------------------------------------------------------------------------------------------------- 1.5
------------------------------------------------------------------------------------------------
0
0
0 6,000 10,000 15,000 20.000 25,000 30,000 35,000 40,000 45,000
Stoiage Aiei (ft=1
— Storage Area — Storage Volume
w
c,
m
y

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs).................................................
46.15
Peak Lateral Inflow (cfs).....................................
46.15
Peak Outflow (cfs)..............................................
46.15
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
372.27
Max HGL Depth Attained (ft) ..............................
1.88
Average HGL Elevation Attained (ft) ..................
370.62
Average HGL Depth Attained (ft) .......................
0.23
Time of Max HGL Occurrence (days hh:mm) .....
0 12:06
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
366.50
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft2)................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
60
0.000
10
60
600.00

w
cn
y
Storage Area Volume Curves
Storage Volume M
50 100 750 200 250 300 350 400 450 500 550 600
90
3.8 ---- ---- ---- ---- ---- ------ ----- ---- ---- ---- ---- --
1.6
- ,
3.4 ---- ---- ----- ---- ---- ------ ----- ---- ---- ---- ------ ---
Q ,
i
3.8-------------- ------ - -
3.4 --------------------- ------ - ------
i
8 ---- ---- ----- ---- ---- ------ ----- ---- ---- ---- -----
i.8 -------- -------- ------- ----------------- ------- ----- - ------- --------- -----------------------
i.d i-
---------- -------- ----------------- - - - - -- ------------------ - - - - -- --------------------------
-
�? ----- ----- ----- ----- ----- ------ ------ ----- - - ----- ----- ------
7 , ,
3.8 ----- ----- ----- ----- ----- ------ ------ ----- ----- ----- ----- ------
r.
i.2 ------- ------- -------- - ---
i
s.s ------------- -----------
s.6 - - - - - - - - - - ---
------- -------------------------------
s.x -- - ---------------- - --- ------------------------ -----------------
5 ---- ----- ----------- ---- ----- ---- ---- ---- ------ -----
L8------- ----
L2--------j --------L ------- I -------- -------- ------- -------- I -------j -------- I ----------------j --------
d
3.6
3.2----------------- - - - - -- ---------------------------
0.$- - - - - --- - - - - --- - - - - -- ------
!.6 i-------- ---------------------------------------------------- ---- i
t.d - --- -------------------------------------------
---- i
2 - - - - ------ ----- ----- - - ----- ---- -----
1.8
I.4
1.2 - - -- - - - - -- - - -- - - -- ------ ----- ---- ---- ---- - - - - -- - - - --
3.$-------------- `
3.6 ------- ----- - ------ -------- --------------- --------
3.2 --- ---- ----- ---- ---- ------ ----- ---- ---- ---- ---- -----
0
60
Storage Area {ftj
- Storage Area - Storage Volume
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side
Output Summary Results
CIRCULAR No 9.00
Peak Inflow (cfs).................................................
2.46
Peak Lateral Inflow (cfs).....................................
0.00
Peak Outflow (cfs)..............................................
2.40
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
368.12
Max HGL Depth Attained (ft) ..............................
1.62
Average HGL Elevation Attained (ft) ..................
366.86
Average HGL Depth Attained (ft) .......................
0.36
Time of Max HGL Occurrence (days hh:mm) .....
0 12:02
Total Exfiltration Volume (1000-ft') ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
369.50
Initial Water Depth (ft)........................................
3.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8 3806.4454
23187.05
6.9 3773.9449
23566.07
7 3739.3818
23941.74
7.1 3702.6983
24313.84
7.2 3663.8309
24682.17
7.3 3622.7092
25046.50
7.4 3579.2554
25406.60
7.5 3533.3836
25762.23
7.6 3484.9983
26113.15
7.7 3433.9933
26459.10
7.8 3380.2498
26799.81
7.9 3323.6352
27135.00
8 3264.0000
27464.38
8.1 3201.1754
27787.64
8.2 3134.9696
28104.45
8.3 3065.1636
28414.46
8.4 2991.5054
28717.29
8.5 2913.7028
29012.55
8.6 2831.4142
29299.81
8.7 2744.2360
29578.59
8.8 2651.6861
29848.39
8.9 2553.1804
30108.63
9 2448.0000
30358.69
9.1 2335.2432
30597.85
9.2 2213.7525
30825.30
9.3 2081.9997
31040.09
9.4 1937.8926
31241.08
9.5 1778.4308
31426.90
9.6 1599.0269
31595.77
9.7 1391.9917
31745.32
9.8 1142.4000
31872.04
9.9 811.9097
31969.76
10 0.0000
32010.36

w
m
y
Storage Area Volume Curves
Stol.ige Vohlme (ft)
0 2,000 4,000 4.000 3.00 i0.000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
10
?.8 -- -- -- --- -- -- --- - -- --- -- I --- -
U.4 -- -- --- - --- --- -- -- --- ---
}.2
--------------
1.8 ---------------- ---- ----- ---- ----- --------------- - - ----- ---- ------ -- ------
1.4
8 -- -- --- - --- - - -- --- -- -- -- --- --
i.8 ------------------------------- ------------------- ----- ----- ------------ ----- ------- j -------
i.6
r.4_____--- ________________________--- _____f______________________________ _______ _____________
--- -- -- - -- - - -- -- -- - -- --
7 ; , ,
i.2 ------ ------------ ----- ------ ----- ------ ----- ------------ --------- ----- ------ ----- --- -
i
-- -- - - - - -- - - -- - - - - - - - -
s.6 - - - - ------ ------ ----------------------------------------- ----- - -
i.4 ---------------- ----- ------ - -----
S.2-------------- �------- _______________________________________________
5 - - - --- -- -- --- --- ----
L8------ _------------ L----- _------ _____________L_________------ ___________________________------ ______
L2------------------ L-----I ------ L----- - --- ----------------------------- I ----- I ------ ----- ----
4 - - -
• - i i
t.$ - - -- - - - - -- ------
!.6 F------------------F----------------------------------- ---- - - - - - - - - - - -
0.4 - - - - ---- - - - - -- - - - -- - - - - -- - - - - -- - - ------- - ----- ----- ----- ----- - - - - --
i
2 - - -- --- -- -- -- -- -- --
1.8
i
1.4 1 1
----- -----, �-----,
1.2 - -- -- - --- - -- - -- --- - -- - -- --
-------------
U-- ------------ r ------ r ------ - ----- ----- ------------ ---- ------ ---- ------
U--- -- --- -- -- -- -- -- -- -- -- -- -- --
0 -
500 1,000 7,500 2,000 2,500 3,000
Storage Area (ftj
- Storage Area - Storage Volume
3,600 4,000
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : SedAndSarl (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
9.16
Peak Lateral Inflow (cfs).....................................
9.16
Peak Outflow (cfs)..............................................
7.10
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
371.72
Max HGL Depth Attained (ft) ..............................
5.22
Average HGL Elevation Attained (ft) ..................
370.57
Average HGL Depth Attained (ft) .......................
4.07
Time of Max HGL Occurrence (days hh:mm) .....
0 12:01
Total Exfiltration Volume (1000-ft') ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
369.50
Initial Water Depth (ft)........................................
3.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8 5877.5995
35803.50
6.9 5827.4149
36388.75
7 5774.0454
36968.82
7.1 5717.4019
37543.39
7.2 5657.3860
38112.13
7.3 5593.8892
38674.69
7.4 5526.7915
39230.72
7.5 5455.9600
39779.86
7.6 5381.2474
40321.72
7.7 5302.4896
40855.91
7.8 5219.5034
41382.01
7.9 5132.0838
41899.59
8 5040.0000
42408.19
8.1 4942.9914
42907.34
8.2 4840.7619
43396.53
8.3 4732.9733
43875.22
8.4 4619.2363
44342.83
8.5 4499.0999
44798.75
8.6 4372.0366
45242.31
8.7 4237.4233
45672.78
8.8 4094.5154
46089.38
8.9 3942.4109
46491.23
9 3780.0000
46877.35
9.1 3605.8902
47246.64
9.2 3418.2943
47597.85
9.3 3214.8524
47929.51
9.4 2992.3342
48239.87
9.5 2746.1063
48526.79
9.6 2469.0857
48787.55
9.7 2149.3990
49018.47
9.8 1764.0000
49214.14
9.9 1253.6842
49365.02
10 0.0000
49427.70

w
cn
y
Storage Area Volume Curves
Storage Volume (ft)
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
10 - 10
).8 i------------------------------------------------------------------------------------i-------- - 9.8
0.4 '----------`--------- '----------`---------J--------------- '---------- `--------- '---------- '------ --- 9.4
9---------------------------------------------------------------------------------------- ----- 9
3.$ 8.8
1.4 - 8.4
$---------------------------- --------------------------- ----------- 8
i.8 ---- -------------------`--------------------- -------------------- ---------- ---- ---------- 7.8
i.4'---------- =---------=
---------- `---------- ---------- '----------=-------------------------------------- 7.4
r.2---------- `---------- ----------`---------J----------`---------'----------`----- --- ---------------- 7.2
;.2 r ; ;---- ---- ; ------ --- 6.2
;.$ -I-------- --------- ; - - - - --
s.6--------------------;-------------------;---------- --------;--------------------------------------- - 6.6
5.2 ---------------------------`---------;----------r ' 5.2
5 ------ ------ ------------- ---- ------ ------ ------ --------------- 5
La.'----------=---------=----------`---------'------ --------- ' ---------------'----------'-------- 4.8
L6---------- i -------------------------- ---------- ----------i-------------------i------------------- 4.6
L2---------- `---------- ---------- `-------- ----------`--------- '----------`---------------- - 4.2
t.$ -- ------ -- 2.8
!.6 --= `-------------------------'-------------------;---- 2.6
0.4 ---------- ------ ---------- ---------I----------- - 2.4
U - - - ' 2.2
2 - - - - - - ------ ---- -------------- 2
1.8
----------r- ------- - - - - , - - r - - ,- - - r 1.8
1.4
-r - 1.4
1.2---------------'----------`---------J----------`---------'--------`---------'----------'---------- 1.2
i
---------
1.6 ----------r- ------- ------ 7--------- I- ---------- r---------I--------------------- 0.6
).2 - ------------------- ----- --------- ----------�-------------------------------------------------- 0.2
0 - 0
0 500 1,000 1,500 2,000 2,600 3,000 3,500 4,000 4,600 6,000 6,600 6,000
Storage Area (ftj
- Storage Area - Storage Volume
w
m
ti

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
14.96
Peak Lateral Inflow (cfs).....................................
14.96
Peak Outflow (cfs)..............................................
12.09
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
371.74
Max HGL Depth Attained (ft) ..............................
5.24
Average HGL Elevation Attained (ft) ..................
370.58
Average HGL Depth Attained (ft) .......................
4.08
Time of Max HGL Occurrence (days hh:mm) .....
0 12:00
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft).............................................
363.88
Max (Rim) Elevation (ft)......................................
370.00
Max (Rim) Offset (ft)...........................................
6.12
Initial Water Elevation (ft)...................................
363.88
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

w
m
m
Storage Area Volume Curves
Storage Volume (ft'j
0 1,000 2,000 3,000 4,000 6,000 6,000 7,000 9,000 9,000 10,000 11,000 12,000 13,000 14,000 15,000
6 - 6
. i
5 ----- --- - ---- ---- 5
�8 �------------------ ------------ -----------'------------- ----------- 4.8
L6------ '------; --------`------'----- ------------------ ------ 4.6
L4'------ '------`-----J------`----- ----- ---------'-------------------`-----'----- 4.4
i
L2----- ----- ---- ----- - --- -- - ------ ----- ---- ---------------- ----- ---- ----- 4.2
4------------- ----- ----- - --------------------------- ------------------------------------ ----- 4
i
1.6------ I- ------ ----- ------ ------ - - ------ ------ ------ ----- ---- ----- 3.6
1.4 ------------------ - ------------------------ ---- -- 3.4
1.2------ ' ----- -- - J------`-----------'------`------`------'------------ ' ----- -- 3.2
t.2 ------------ ----- ----- ---- -------- ------ - ---- 2.2
2 -- -- --- -- -- -- -- -- -- -- -- -- --- -- -- -- 2
1.8 ----- -----'------`----- '------'------` ------` '------ '------ '------ --- -- -- 1.8
9 r-----,----- 4
}.6------- - 0.6
0 4
0 600 1,000 1,600 2,000 2,600 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (M
— Storage Area — Storage Volume
w
c,
m

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
48.07
Peak Lateral Inflow (cfs).....................................
0.10
Peak Outflow (cfs)..............................................
48.08
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
365.36
Max HGL Depth Attained (ft) ..............................
1.48
Average HGL Elevation Attained (ft) ..................
364.08
Average HGL Depth Attained (ft) .......................
0.2
Time of Max HGL Occurrence (days hh:mm) .....
0 12:05
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
366.50
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8 5597.7138
34098.57
6.9 5549.9189
34655.95
7 5499.0908
35208.40
7.1 5445.1446
35755.61
7.2 5387.9866
36297.27
7.3 5327.5135
36833.05
7.4 5263.6109
37362.61
7.5 5196.1524
37885.60
7.6 5124.9976
38401.66
7.7 5049.9901
38910.41
7.8 4970.9556
39411.46
7.9 4887.6988
39904.39
8 4800.0000
40388.77
8.1 4707.6109
40864.15
8.2 4610.2495
41330.04
8.3 4507.5936
41785.93
8.4 4399.2727
42231.27
8.5 4284.8571
42665.48
8.6 4163.8444
43087.92
8.7 4035.6412
43497.89
8.8 3899.5384
43894.65
8.9 3754.6771
44277.36
9 3600.0000
44645.09
9.1 3434.1811
44996.80
9.2 3255.5184
45331.28
9.3 3061.7642
45647.14
9.4 2849.8421
45942.72
9.5 2615.3394
46215.98
9.6 2351.5102
46464.32
9.7 2047.0467
46684.25
9.8 1680.0000
46870.60
9.9 1193.9849
47014.30
10 0.0000
47074.00

w
cn
y
Storage Area Volume Curves
Storage Volume M
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,600 45,000
10 - 10
?.8 -- ----- ------ ------ ------ ------ ------- 9.8
).6----------, 9.6
0.4 '---------- `-------- '---------- '-----------'---- -------------- ------- ---- --- 9.4
9------------------------------------------------------ --------------------------------- ----- 9
3.$ : , ; ; ; 8.8
3.4 ; ;----------T -- ------ 8.4
8 ------------- ------ ------ ------ ------ ------ --------- --- 8
i.8 ---------- ----- -------- -----------------------------'----------'-------- '---------- ----- 7.8
r.4'----------=----------=----------=-----------'------------------------------------- --- --------------- 7.4
r.2---- - - - - -- `-- - - - - -- '---- - - - - --'-----------'---------- J-------------- - - - - -- -- - - - - -- - - -- - - -- - - - -- 7.2
7
i.8 '---------- '---------- ;-----------i---------- ;-----------------------------------------;-------- 6.8
i.2 ; ;---------; ; --- 6.2
s.8 ; ; ; ; 6.8
s.6----------;----------=----------;----------;----------;---------;------------------------------------ - 5.6
5.2 ------ --------------- ------ i-------------------- i---------- '---------- ---------- 5.2
5 - - - - -- - - - - ---- - - - - -- - - - - -- -- ------ ------ - - - - -- - - - - -- - 5
L8'---------------------=----------=-----------------------------------------'----------'--------------- 48
L6----------------------------------------- -------------------------------------------------------- ---- 4.6
L2----------- ----------- ----------- ------- -----------J---------- -- -- - 4.2
4----- ----- -----, ,-- -- 4
-- -
1.6------------------------------=------------------ ;----------' ---- 3.6
i i
t.$ ----- ; ; ;--------;---- 2.8
!.6----------;--------------------;----------;----------- ----------- ----------- ----------- ------ 2.6
0.4---------- ------------------------------------------------------------------------------ ---- 2.4
2 ------ ---- ------ ------ ------------- ------ - ------ --- 2
1.81.8
1.6-------------------------------------------------- J---------- I- -------- ---------- ---------- 1.6
1.4
1.2------------------------------------------------J----------------------------------------- ------ 1.2
1 -- -------------------------- ------- ---------- --- --------- ----- 1
1.6 ---------- ---------- I- ---------- 0.6
).2 -------- :--------------------- ---------------------------------------------------------------0.2
0 0
0 600 1,000 1,600 2,000 2,600 3,000 3,600 4,000 4,500 5,000 5,500 6,000
Storage Area {ffl
- Storage Area - Storage Volume
w
m
ti

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet01_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side
Output Summary Results
CIRCULAR No 6.00
Peak Inflow (cfs).................................................
19.12
Peak Lateral Inflow (cfs).....................................
0.00
Peak Outflow (cfs)..............................................
1.46
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
369.87
Max HGL Depth Attained (ft) ..............................
3.37
Average HGL Elevation Attained (ft) ..................
367.35
Average HGL Depth Attained (ft) .......................
0.85
Time of Max HGL Occurrence (days hh:mm) .....
0 12:53
Total Exfiltration Volume (1000-ft') ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00
366.50 0.60

Project Description
File Name...........................................................
2019-1012 Lumley_alternatives.SPF
Project Options
Flow Units..........................................................
CFS
Elevation Type ...................................................
Elevation
Hydrology Method ..............................................
SCS TR-55
Time of Concentration (TOC) Method ................
User -Defined
Link Routing Method ..........................................
Hydrodynamic
Enable Overflow Ponding at Nodes ...................
YES
Skip Steady State Analysis Time Periods ..........
NO
Analysis Options
Start Analysis On ...............................................
Jan 25, 2020
00:00:00
End Analysis On .................................................
Jan 26, 2020
00:00:00
Start Reporting On .............................................
Jan 25, 2020
00:00:00
Antecedent Dry Days .........................................
0
days
Runoff (Dry Weather) Time Step .......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ......................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..........................................
0 00:01:00
days hh:mm:ss
Routing Time Step .............................................
1
seconds
Number of Elements
aty
RainGages ........................................................
1
Su bbasi ns...........................................................
16
Nodes..................................................................
25
Junctions ...................................................
7
Outfalls......................................................
10
Flow Diversions .........................................
0
Inlets..........................................................
0
Storage Nodes ..........................................
8
Links....................................................................
25
Channels...................................................
0
Pipes..........................................................
12
Pumps.......................................................
0
Orifices......................................................
2
Weirs.........................................................
9
Outlets.......................................................
2
Pollutants...........................................................
0
LandUses..........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 2-year
Cumulative
inches North Carolina Wake
2 3.60 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
3.60
3.30
6.59
9.31
0 00:05:00
2 Existing02
1.87
97.45
3.60
3.30
6.18
8.72
0 00:05:00
3 Existing03
4.16
65.09
3.60
0.81
3.37
2.92
0 00:23:30
4 Existing04
2.31
70.00
3.60
1.07
2.47
2.64
0 00:18:48
5 Existing05
0.51
96.82
3.60
3.23
1.64
2.34
0 00:05:00
6 Existing06
0.88
97.84
3.60
3.35
2.95
4.14
0 00:05:00
7 Offsite0l_post
30.89
80.99
3.60
1.79
55.26
61.05
0 00:19:48
8 Offsite0l_pre
30.89
80.99
3.60
1.79
55.26
61.05
0 00:19:48
9 Offsite02_post
0.48
58.43
3.60
0.51
0.24
0.25
0 00:11:30
10 Offsite02_pre
0.48
58.43
3.60
0.51
0.24
0.25
0 00:11:30
11 Post01
2.64
93.18
3.60
2.85
7.52
11.35
0 00:05:00
12 Post02
4.32
93.05
3.60
2.84
12.27
18.56
0 00:05:00
13 Post03
0.51
74.00
3.60
1.31
0.66
1.03
0 00:05:00
14 Post04
0.88
74.00
3.60
1.31
1.15
1.80
0 00:05:00
15 Undetained0l
1.69
95.96
3.60
3.14
5.29
7.68
0 00:05:00
16 Undetained02
2.02
95.05
3.60
3.04
6.14
9.05
0 00:05:00

Node Summary
SIN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation
Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft) (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 65.41
367.24
0.00
14.66
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 63.08
368.22
0.00
12.18
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 63.08
369.11
0.00
14.31
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 63.08
370.31
0.00
12.62
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 63.09
371.88
0.00
10.89
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 9.04
374.83
0.00
3.17
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 2.87
367.57
0.00
8.93
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
65.65
363.52
9 OuNall0l_pre
Outfall
362.16
65.85
363.53
10 OutfaII02_post
Outfall
372.47
5.76
373.97
11 OutfaII02_pre
Ouffall
0.00
9.84
0.00
12 OutfaII03_post
Outfall
0.00
1.80
0.00
13 OutfaII03_pre
Ouffall
0.00
4.14
0.00
14 OutfaII04_post
Outfall
0.00
1.03
0.00
15 OutfaII04_pre
Outfall
0.00
2.34
0.00
16 Road_post
Outfall
369.00
0.00
369.00
17 Road_pre
Outfall
369.00
0.00
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 65.86
365.68
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 63.73
369.41
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 63.09
372.66
0.00
0.00
21 OutletStructure0l
Storage Node
366.50
376.50
366.50
0.00 4.07
369.35
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 11.34
371.79
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 18.55
371.81
0.00
0.00
24 Stream0l_post
Storage Node
363.88
370.00
363.88
0.00 65.65
365.67
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 28.89
371.47
0.00
0.00

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 63.09
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 63.08
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 63.08
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 63.08
5 (20191012-CU-STRM-N).HW2->5 Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 63.09
6 1->HW2
Pipe
1
Stream0l_post
29.94
365.38
365.14
0.8000
48.000
0.0130 65.41
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 2.79
8 Link-02
Pipe
Stream0l_post
Outfall01_post
110.20
363.88
362.16
1.5600
38.000
0.0130 65.65
9 Link-04
Pipe
OutletStructure01
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 4.07
10 Link-05
Pipe
Outlet02
Outfall02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 5.76
11 Link-06
Pipe
ExistingStream01
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 65.85
12 Link-07
Pipe
ExistingUSculvert
ExistingStream0l
20.90
366.23
365.80
2.0600
36.000
0.0130 62.89
13 OrificePlate01
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
2.87
14 SmallOrifice01
Orifice
Vault01
OutletStructure0l
366.50
366.50
6.000
1.81
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.10
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.13
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
0.00
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
5.84
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
5.84
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
5.84
21 Weir-09
Weir
ExistingUSculvert
ExistingStream01
366.00
363.88
0.00
22 Weir-10
Weir
ExistingStream0l
Road -pre
363.88
369.00
0.00
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
5.25
24 Weir-11
Weir
Stream01_post
Road_post
363.88
369.00
0.00
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
5.25
470.48
0.13
7.47
1.96
0.30
0.00
468.73
0.13
6.61
2.14
0.33
0.00
468.42
0.13
6.83
2.09
0.32
0.00
469.42
0.13
7.44
1.97
0.30
0.00
468.93
0.13
6.93
2.07
0.32
0.00
257.21
0.25
6.86
1.62
0.40
0.00
4.57
0.61
3.41
1.16
0.93
0.00
178.02
0.37
10.35
1.58
0.50
0.00
5.49
0.74
2.84
1.12
0.76
0.00
5.36
1.08
3.29
1.48
1.00
1.00
178.02
0.37
10.36
1.58
0.50
0.00
95.67
0.66
10.42
2.39
0.80
0.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
SURCHARGED
Calculated
Calculated

Subbasin Hydrology
Subbasin : Existing01
Input Data
###### 2.00
###### 97.39
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf (acres) Group
Number
1.95
98.00
0.05
74.00
CompoS 2.00
97.39
Subbasin Runoff Results
###### 3.60
###### 3.30
###### 9.31
###### 97.39
###### 0 00:05:00

Subbasin : Existing01
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
m 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
5
9
5
B
5
7
5
6
5
5--
5
4
5
3
5
2
5
1
5
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing02
Input Data
###### 1.87
###### 97.45
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf (acres)
Group Number
1.83
98.00
0.04
74.00
Compos 1.87
97.45
Subbasin Runoff Results
#####!# 3.60
###### 3.30
#####!# 8.72
###### 97.45
###### 0 00:05:00

Subbasin : Existing02
1.6 $
9.5
9
8.5
8
7.5
7
6.5
6
5.5
N
u 5
0 45
4
3.5
3
2.5
2
15
0.5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
###### 4.16
###### 65.09
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf (acres)
Group Number
2.80
70.00
1.36
55.00
Compos 4.16
65.09
Subbasin Runoff Results
#####!# 3.60
###### 0.81
#####!# 2.92
###### 65.09
###### 0 00:23:30

Subbasin : Existing03
1.6 $
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
0 1.5
� 1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
03
0.2
0.1
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing04
Input Data
###### 2.31
###### 70.00
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf (acres) Group
Number
2.31 -
70.00
Compos 2.31
70.00
Subbasin Runoff Results
###### 3.60
###### 1.07
###### 2.64
###### 70.00
###### 0 00:18:48

Subbasin : Existing04
1.6 $
2.8
27
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
N 1.6
1.5
w 1.4
0
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
###### 0.51
###### 96.82
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf
(acres)
Group Number
impervio
0.48
c 98.00
grass
0.03
c 74.00
Compos
0.51
96.82
Subbasin Runoff Results
#####!# 3.60
###### 3.23
#####!# 2.34
###### 96.82
###### 0 00:05:00

Subbasin : Existing05
1.6 $
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
N 1.4
u
1.3
1.2
� 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
###### 0.88
###### 97.84
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf
(acres)
Group Number
impervio
0.88
c 98.00
grass
0.01
c 74.00
Compos
0.89
97.84
Subbasin Runoff Results
#####!# 3.60
###### 3.35
###### 4.14
###### 97.84
###### 0 00:05:00

Subbasin : Existing06
Rainfall Intensity Graph
1.6 $
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
Time (hrs)
Runoff Hydrograph
I
1.2 +-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_post
Input Data
###### 30.89
###### 80.99
###### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Surf
(acres)
Group
Number
woods
2.87
b
55.00
grass
2.84
c
74.00
impervio
12.44
c
98.00
woods
9.87
c
70.00
field
2.87
c
78.00
Compos
30.89
80.99
Subbasin Runoff Results
###### 3.60
#####!# 1.79
###### 61.05
#####!# 80.99
###### 0 00:19:48

Subbasin : Offsite01_post
1.6 $
70
65
60
55
60
45
N 40
u
w 35
0
30
25
20
15
10
5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_pre
Input Data
###### 30.89
###### 80.99
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
Compos 30.89
80.99
Subbasin Runoff Results
###### 3.60
###### 1.79
###### 61.05
###### 80.99
###### 0 00:19:48

Subbasin : Offsite01_pre
1.6 $
70
65
60
55
60
45
N 40
u
w 35
0
30
25
20
15
10
5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
###### 0.48
###### 58.43
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf
(acres)
Group Number
woods
0.37
b 55.00
woods
0.11
c 70.00
Compos
0.48
58.43
Subbasin Runoff Results
#####!# 3.60
###### 0.51
#####!# 0.25
###### 58.43
###### 0 00:11:30

Subbasin : Offsite02_post
1.6 $
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0.15
N
u 0.14
w 0.13
0
0.12
0.11
0.1
009
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
###### 0.48
###### 58.43
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf (acres)
Group Number
0.37
55.00
0.11
70.00
Compos 0.48
58.43
Subbasin Runoff Results
#####!# 3.60
###### 0.51
#####!# 0.25
###### 58.43
###### 0 00:11:30

Subbasin : Offsite02_pre
1.6 $
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0.15
N
u 0.14
w 0.13
0
0.12
0.11
0.1
009
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
###### 2.64
###### 93.18
###### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Surf
(acres)
Group
Number
impervio
2.15
C
98.00
grass
0.27
C
74.00
woods
0.22
C
70.00
Compos
2.64
93.18
Subbasin Runoff Results
###### 3.60
###### 2.85
###### 11.35
###### 93.18
###### 0 00:05:00

Subbasin : Post01
1.6 $
11
1
10.
1
9.
6.
7.
N
u 6.
0
4.
3.
2.
1.
0.
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
###### 4.32
###### 93.05
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf
(acres)
Group Number
grass
0.89
c 74.00
impervic
3.43
c 98.00
Compos
4.32
93.05
Subbasin Runoff Results
###### 3.60
###### 2.84
####I## 18.56
###### 93.05
###### 0 00:05:00

Subbasin : Post02
Rainfall Intensity Graph
1.6 $
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
Time (hrs)
Runoff Hydrograph
ii
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
###### 0.51
###### 74.00
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf (acres) Group
Number
0.51 -
74.00
Compos 0.51
74.00
Subbasin Runoff Results
###### 3.60
#### ## 1.31
###### 1.03
#####!# 74.00
###### 0 00:05:00

Subbasin : Post03
1.6 $
0.95
0.9
0.85
0.8
0.75
0.7
_ 0.65
N
0.6
w 0.55
0
0.5
G'
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post04
Input Data
###### 0.88
###### 74.00
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf (acres) Group
Number
0.88 -
74.00
Compos 0.88
74.00
Subbasin Runoff Results
###### 3.60
#### ## 1.31
###### 1.80
#####!# 74.00
###### 0 00:05:00

Subbasin : Post04
1.6 $
1.9
1.8
1.7
16
1.5
1.4
1.3
1.2
N
u 1
0.9
0.8
0.7
0.6
0.5
0:4
0.3
0.2
0.1
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
1.69
###### 95.96
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf
(acres)
Group Number
grass
0.14
c 74.00
impervic
1.54
c 98.00
Compos
1.68
95.96
Subbasin Runoff Results
###### 3.60
###### 3.14
#####!# 7.68
###### 95.96
#### ## 0 00:05:00

Subbasin : Undetained0l
1.6 $
6.5
8
7.5
7
6.5
6
5.5
_ 5
N
4.5
0 4
3.5
3
2.5
2
t5
0.5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
###### 2.02
###### 95.05
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf
(acres)
Group Number
impervio
1.77
c 98.00
grass
0.25
c 74.00
Compos
2.02
95.05
Subbasin Runoff Results
#####!# 3.60
###### 3.04
#####!# 9.05
###### 95.05
###### 0 00:05:00

Subbasin : Undetained02
Rainfall Intensity Graph
1.6 $
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
Time (hrs)
Runoff Hydrograph
5
9
5
B
5
7
5
6
5
5--
5
4
5
3
5
2
5
1
5
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OUtlet02
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
65.41
0.00
367.24
1.86
0.00
14.66
365.64
0.26
0 12:05
0 00:00
0.00
0.00
2 2
63.08
0.00
368.22
2.17
0.00
12.18
366.32
0.27
0 12:06
0 00:00
0.00
0.00
3 3
63.08
0.00
369.11
2.22
0.00
14.31
367.15
0.26
0 12:06
0 00:00
0.00
0.00
4 4
63.08
0.00
370.31
2.06
0.00
12.62
368.51
0.26
0 12:06
0 00:00
0.00
0.00
5 5
63.09
0.00
371.88
1.97
0.00
10.89
370.16
0.25
0 12:06
0 00:00
0.00
0.00
6 Outlet02
9.04
9.04
374.83
2.20
0.00
3.17
372.81
0.18
0 11:56
0 00:00
0.00
0.00
7 OutletPipe01
2.87
0.00
367.57
1.07
0.00
8.93
366.76
0.26
0 12:03
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 (20191012-CU-STRM-N}.2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 (20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 (20191012-CU-STRM-N}A->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 (20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 (20191012-CU-STRM-N}.HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 (20191012-CU-STRM-N).2->1
63.09
0 12:06
470.48
0.13
7.47
0.16
1.96
0.30
0.00
Calculated
2 (20191012-CU-STRM-N}.3->2
63.08
0 12:06
468.73
0.13
6.61
0.23
2.14
0.33
0.00
Calculated
3 (20191012-CU-STRM-N).4->3
63.08
0 12:06
468.42
0.13
6.83
0.39
2.09
0.32
0.00
Calculated
4 (20191012-CU-STRM-N}.5->4
63.08
0 12:06
469.42
0.13
7.44
0.44
1.97
0.30
0.00
Calculated
5 (20191012-CU-STRM-N).HW2->5
63.09
0 12:06
468.93
0.13
6.93
0.11
2.07
0.32
0.00
Calculated
61->HW2
65.41
0 12:05
257.21
0.25
6.86
0.07
1.62
0.40
0.00
Calculated
7 Link-01
2.79
0 12:02
4.57
0.61
3.41
0.87
1.16
0.93
0.00
Calculated
8 Link-02
65.65
0 12:06
178.02
0.37
10.35
0.18
1.58
0.50
0.00
Calculated
9 Link-04
4.07
0 11:56
5.49
0.74
2.84
0.80
1.12
0.76
0.00
Calculated
10 Link-05
5.76
0 11:54
5.36
1.08
3.29
0.32
1.48
1.00
1.00
SURCHARGED
11 Link-06
65.85
0 12:07
178.02
0.37
10.36
0.18
1.58
0.50
0.00
Calculated
12 Link-07
62.89
0 12:07
95.67
0.66
10.42
0.03
2.39
0.80
0.00
Calculated

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft)..................................................
363.88
Max (Rim) Elevation (ft)..........................................
370.00
Max (Rim) Offset (ft)...............................................
6.12
Initial Water Elevation (ft).......................................
363.88
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft')....................................................
100.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(It)
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
V 3.2
as
¢ 3
m
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
n
Storage Area Volume Curves
Storage Volume (ft)
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
--------------------------------------- ----------------- ---- - 6
i
i
i
-- - - - -- - --
5
------------------------------------ --- ------------------------ ---------------- ---- 4.8
------------------------------ ---------------------------- - 4.6
--------------- ---- ------------------------------------- - -M
i
----------------------- ----- ------ -------------------i ------------------------------- - -- 4.2
_______________________ ___________________________________________________________________________ 4
i
- --------- 3.6
i
------- --- -------------------------------------------------- - 3.4
----------- 3.2
------------ -- ---- ---------------- ---------- ------------I---------- ---------------------- 3
- - - - - ------------ ---- 2.6
--- ------- --- - -- -- -- - -- --- * - r - , ,
------ - -------------------- ---------- ------------------------------------------ --- 2.2
-- -- ------------- -------- -------- ---------------- -------- - 2
- --- ----------------------- -------- ---------------- --------- 1.8
----- - - - - - ` - 6
------------------------- - - - - -- --- -------------- `----------- --- 1.2
7
- -- - -- --- 0.3
- ----------------- --------- o.s
i
i
i
0 500 1.000 1,600 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (ft5
- Storage Area - Storage Volu m e
w
c,
ti
L4

Storage Node : ExistingStrearl (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs).....................................................
65.86
Peak Lateral Inflow (cfs).........................................
3.08
Peak Outflow (cfs)...................................................
65.85
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
365.68
Max HGL Depth Attained (ft)...................................
1.8
Average HGL Elevation Attained (ft) .......................
364.10
Average HGL Depth Attained (ft) ............................
0.22
Time of Max HGL Occurrence (days hh:mm) .........
0 12:07
Total Exfiltration Volume (1000-ft3) .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft)..................................................
366.00
Max (Rim) Elevation (ft)..........................................
371.00
Max (Rim) Offset (ft)...............................................
5.00
Initial Water Elevation (ft).......................................
366.00
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft2)....................................................
100.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(tt')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

6
4.9
4.8
4.7
4.6
4.5
4.4
4.3
4.2
4.1
4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Stange Volume (ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,060 6,500 7,000
i
i
`------`------'------'-------------'- - - - -------- . - - - --
i
-------------- i----------------- ----i---- -------- ----------------- --------- -- -- ---- ----- ---------
---
-------------------- --- ----- I - - - - - - -- - - - - - -- - - - - - - - - - - - - ------------- I - - - - - - -- - - - - - -- - - - - ---------
--
i
`------`---- - - I - ----- - ----- --'- --- -'- ----- '- ---- ---
*------ -- -- --- - - -*-- -
----------------------------�------�---------------------r- ---------------------------------------
---
--- - - - -• - - - -- - - - - ---------'--- - - - --- - - - -- - - - - -- - - - - -- - - - - ---------'- - - - - -- - - - - --
------�----- ------- -------,- - - - -- ---,------,-- - - - - -- ------ I - - - - - -
� --
------------
- -
-------------- ------------- - ---- -----
i- - - ---- - ---- i--- --- ---- --- - ---- ----- --
5
4.9
4.8
4.7
4.6
4.5
4.4
4.3
12
4.1
4
3.9
3.8
3.7
3.6
3.6
3.4
3.3
3.2
3.1
3
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.9
0.1
0
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600
Storage Area (ft)
- Storage Area - Storage Volu m e
w

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs).....................................................
63.73
Peak Lateral Inflow (cfs).........................................
63.73
Peak Outflow (cfs)...................................................
62.89
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
369.41
Max HGL Depth Attained (ft)...................................
3.41
Average HGL Elevation Attained (ft) .......................
366.53
Average HGL Depth Attained (ft) ............................
0.53
Time of Max HGL Occurrence (days hh:mm) .........
0 12:07
Total Exfiltration Volume (1000-ft3) .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft)..................................................
370.39
Max (Rim) Elevation (ft)..........................................
381.00
Max (Rim) Offset (ft)...............................................
10.61
Initial Water Elevation (ft).......................................
370.39
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft')....................................................
0.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

10.5
70
9.6
9
8.6
8
7.6
7
6.5
6
w
V 5.5
as
4}
m
5
4.5
4
3.5
3
2.5
2
1.5
7
0.5
n
Storage Area Volume Curves
Storage Volume (ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
- -
----- --- 70
i
- - - 9.5
i
---------- ---------- --------- ------ ---- ---------- --------- --------- ---------- :---.9
----------- --------- ----- ---------------------------- ---------- ---------- ----------- 8.5
i
___________ ________ ______________________________________ __________ __________ ______________ 8
i
----------- --- ------------------------------------------ ---------- ---------- ----------- 7.5
i
i
------------------------------------------ ------------------- -------------- 6.5
i
6
i
i
i
-- --- ---- --- --------------------- ------------------------------------------------------- - 45
i
------------ --------------------------------- - - - - 3.5
i
i
i i
i
------------------------------------------------------------------------ ------------
- 7.5
i
i
------------------------------------------------------------------------------------------------ 4.5
i
0
9 5,000 10,000 75,000 20,000 25,000 30,000 35,000 40,000 45,000
Storage Area (ft)
— Storage Area — Storage Volu m e
w
G�
m

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs).....................................................
63.09
Peak Lateral Inflow (cfs).........................................
63.09
Peak Outflow (cfs)...................................................
63.09
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
372.66
Max HGL Depth Attained (ft)...................................
2.27
Average HGL Elevation Attained (ft) .......................
370.66
Average HGL Depth Attained (ft) ............................
0.27
Time of Max HGL Occurrence (days hh:mm) .........
0 12:06
Total Exfiltration Volume (1000-ft3) .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)..........................................
376.50
Max (Rim) Offset (ft)...............................................
10.00
Initial Water Elevation (ft).......................................
366.50
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft2)....................................................
0.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
60
0.000
10
60
600.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
72
7
6.8
6.6
6.4
6.2
6
5.8
5.6
F 5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
50 100
Storage Area Volume Curves
Storage Volume (ft)
150 200 250 300 360 400 450 50o 550 600
-;-- - - - ---- - - - - ---- - - - - --- - - - - --
--------`-------j--------I--------`-------
i
-------i------------------------------------------
' ---- ---- ---- -
'----- ---- ---- ---- ------
i
- - - - - - --
----- -----------i----------------------------------
-- -- - - -- - - --------'- - - - --
--i-- - - - ------------ - - - - ---- - - - - --
----- ---- ---- ---------- ' ------
i
--i-- ----- -- ---- --- - --- ----------
60
Storage Area (ft5
- Storage Area - Storage Volu m e
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side CIRCULAR No 9.00
Output Summary Results
Peak Inflow (cfs).....................................................
4.07
Peak Lateral Inflow (cfs).........................................
0.00
Peak Outflow (cfs)...................................................
3.54
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
369.35
Max HGL Depth Attained (ft)...................................
2.85
Average HGL Elevation Attained (ft) .......................
366.99
Average HGL Depth Attained (ft) ............................
0.49
Time of Max HGL Occurrence (days hh:mm) .........
0 12:02
Total Exfiltration Volume (1000-ft') .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)..........................................
376.50
Max (Rim) Offset (ft)...............................................
10.00
Initial Water Elevation (ft).......................................
369.50
Initial Water Depth (ft).............................................
3.00
Ponded Area (ft')....................................................
0.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8
3806.4454
23187.05
6.9
3773.9449
23566.07
7
3739.3818
23941.74
7.1
3702.6983
24313.84
7.2
3663.8309
24682.17
7.3
3622.7092
25046.50
7.4
3579.2554
25406.60
7.5
3533.3836
25762.23
7.6
3484.9983
26113.15
7.7
3433.9933
26459.10
7.8
3380.2498
26799.81
7.9
3323.6352
27135.00
8
3264.0000
27464.38
8.1
3201.1754
27787.64
8.2
3134.9696
28104.45
8.3
3065.1636
28414.46
8.4
2991.5054
28717.29
8.5
2913.7028
29012.55
8.6
2831.4142
29299.81
8.7
2744.2360
29578.59
8.8
2651.6861
29848.39
8.9
2553.1804
30108.63
9
2448.0000
30358.69
9.1
2335.2432
30597.85
9.2
2213.7525
30825.30
9.3
2081.9997
31040.09
9.4
1937.8926
31241.08
9.5
1778.4308
31426.90
9.6
1599.0269
31595.77
9.7
1391.9917
31745.32
9.8
1142.4000
31872.04
9.9
811.9097
31969.76
10
0.0000
32010.36

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
72
7
6.8
6.6
6.4
6.2
6
5.8
5.6
F 5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage volume (ft)
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 16,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
-------------------------- r------------r------------------ --------------------------------------
i
------ `-----J- - - - - -- - - --- . - - - --
I I
- - - - - -- -------------- - - - - -- - - - -- - - -- -- -- - - - -- ---- i - - - --
------ --- - - - - -;-----------,------;-----,------ - - - -- T - - - -- - - - - -- - - - -------- - - - - -- ---- - - - - --- - - - - -;
_________________________--- ___________--- _____f___________--- ___________--- _________ --- _____ _____________
i
i
'- ------
I
------------------- ------------- ------------- ------ ------------------------------------------------
-
i
--------------- ------------------------ --- -----f_______--_------_----___________________________--- _____
______•____________•_____y______•_____y______•____•_____--- _____•_____--- _____•_____y______•_____y______
- - -
i
- - - - -- -- - - -- - - - --
I
-------- ------ - ,------------ - ,------ ------ *------ ------ ,- -- ,------r-----,------r
,-----,- ----- -- ----
i
-----•------'------•------'------•------I------------I------
500 1,000 1,500 2,000 2,600 3,000
Storage Area (ft)
- Storage Area - Storage Volu m e
3,500 4,000
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w
c,
ti

Storage Node : SedAndSarl (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs).....................................................
11.34
Peak Lateral Inflow (cfs).........................................
11.34
Peak Outflow (cfs)...................................................
10.61
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
371.79
Max HGL Depth Attained (ft)...................................
5.29
Average HGL Elevation Attained (ft) .......................
370.60
Average HGL Depth Attained (ft) ............................
4.1
Time of Max HGL Occurrence (days hh:mm) .........
0 11:57
Total Exfiltration Volume (1000-ft') .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)..........................................
376.50
Max (Rim) Offset (ft)...............................................
10.00
Initial Water Elevation (ft).......................................
369.50
Initial Water Depth (ft).............................................
3.00
Ponded Area (ft')....................................................
0.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8
5877.5995
35803.50
6.9
5827.4149
36388.75
7
5774.0454
36968.82
7.1
5717.4019
37543.39
7.2
5657.3860
38112.13
7.3
5593.8892
38674.69
7.4
5526.7915
39230.72
7.5
5455.9600
39779.86
7.6
5381.2474
40321.72
7.7
5302.4896
40855.91
7.8
5219.5034
41382.01
7.9
5132.0838
41899.59
8
5040.0000
42408.19
8.1
4942.9914
42907.34
8.2
4840.7619
43396.53
8.3
4732.9733
43875.22
8.4
4619.2363
44342.83
8.5
4499.0999
44798.75
8.6
4372.0366
45242.31
8.7
4237.4233
45672.78
8.8
4094.5154
46089.38
8.9
3942.4109
46491.23
9
3780.0000
46877.35
9.1
3605.8902
47246.64
9.2
3418.2943
47597.85
9.3
3214.8524
47929.51
9.4
2992.3342
48239.87
9.5
2746.1063
48526.79
9.6
2469.0857
48787.55
9.7
2149.3990
49018.47
9.8
1764.0000
49214.14
9.9
1253.6842
49365.02
10
0.0000
49427.70

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
72
7
6.8
6.6
6.4
6.2
6
5.8
5.6
F 5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
i
----------i------------------------------------------------------------------ ----
------ j-- - - - - --
- - ; - ------------------------------------------ ------ --
i
------- ---- ------ -- -- ------- --- ------- --- ------ --- ------ -- -----i---- ----- -- -- ----
---------------------------- -- -- -- -----------------------
-------------------
i
---------------------------------------------------- ----------------------------i-------------------
-- - - - -- - - - - -- - - - - -- - - - - -- --------- '- - - - - -- - - - - -- - - - - --- - - - - --
------------------------------ - -
-------i-------------------
*---- - - - - ----- - - - - -- - - - - -- - -, - - - -- - - - - -- -
--- - - - - -- '--- - - - - ----------- '---- - - - - -- - - - -- - - - --
i---- ----,--- -- ----- -,- --- ---- -- --- -- -------- --- ---- --- ----
i
500 1,000 1,500 2,000 2,500 3,000 3,600 4,000 4,600 6,000 5,600 6,000
Storage Area (ft5
- Storage Area - Storage Volu m e
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs).....................................................
18.55
Peak Lateral Inflow (cfs).........................................
18.55
Peak Outflow (cfs)...................................................
17.66
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
371.81
Max HGL Depth Attained (ft)...................................
5.31
Average HGL Elevation Attained (ft) .......................
370.61
Average HGL Depth Attained (ft) ............................
4.11
Time of Max HGL Occurrence (days hh:mm) .........
0 11:57
Total Exfiltration Volume (1000-ft3) .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft)..................................................
363.88
Max (Rim) Elevation (ft)..........................................
370.00
Max (Rim) Offset (ft)...............................................
6.12
Initial Water Elevation (ft).......................................
363.88
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft')....................................................
0.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
V 3.2
as
¢ 3
m
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
n
Storage Area Volume Curves
Storage Volume (ft)
0 1,000 2,000 3,000 4,000 5.000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 14,000 i5,000
6
-------------
-- -- - - -- 5
i
------ ------ ------ ------------ ----- ---- - ----- ----- ----- ---- ---- 4.8
- --- - -- -- -- --- -- -- -- -- -- --- 4.6
- - -- -- --- -- -- -- -- --- --- -M
i
------ ------ ------ - ------ - ----- --- - ----- ---- ----------------- ----- ---- ----- 4.2
________________________ ______________-___------------ _------------ ___-_______-___-___-_______-____ 4
i
------ ----- - - - - - ----- ---- ----- 3.6
i
-- -- --- ---- -- -- -- -- -- -- 3.4
----------- - --- ------------------------------i-------------------1----- ------------------------ 2.6
- - - - - - ---- ------ ----------- - 2.2
- - - - - - - 2
- ---- -- -- -- -- -- -- ---- - -- -- -- -- -- -- 1.8
------------------ ----- ---- 1.2
1
-- -- - - - -- - - - - - - -- -- - - -- 0.3
- 0
0 500 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (ft5
- Storage Area - Storage Volu m e
w
c,
ti

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs).....................................................
65.65
Peak Lateral Inflow (cfs).........................................
0.25
Peak Outflow (cfs)...................................................
65.65
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
365.67
Max HGL Depth Attained (ft)...................................
1.79
Average HGL Elevation Attained (ft) .......................
364.13
Average HGL Depth Attained (ft) ............................
0.25
Time of Max HGL Occurrence (days hh:mm) .........
0 12:06
Total Exfiltration Volume (1000-ft3) .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)..........................................
376.50
Max (Rim) Offset (ft)...............................................
10.00
Initial Water Elevation (ft).......................................
366.50
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft')....................................................
0.00
Evaporation Loss ....................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft)
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8
5597.7138
34098.57
6.9
5549.9189
34655.95
7
5499.0908
35208.40
7.1
5445.1446
35755.61
7.2
5387.9866
36297.27
7.3
5327.5135
36833.05
7.4
5263.6109
37362.61
7.5
5196.1524
37885.60
7.6
5124.9976
38401.66
7.7
5049.9901
38910.41
7.8
4970.9556
39411.46
7.9
4887.6988
39904.39
8
4800.0000
40388.77
8.1
4707.6109
40864.15
8.2
4610.2495
41330.04
8.3
4507.5936
41785.93
8.4
4399.2727
42231.27
8.5
4284.8571
42665.48
8.6
4163.8444
43087.92
8.7
4035.6412
43497.89
8.8
3899.5384
43894.65
8.9
3754.6771
44277.36
9
3600.0000
44645.09
9.1
3434.1811
44996.80
9.2
3255.5184
45331.28
9.3
3061.7642
45647.14
9.4
2849.8421
45942.72
9.5
2615.3394
46215.98
9.6
2351.5102
46464.32
9.7
2047.0467
46684.25
9.8
1680.0000
46870.60
9.9
1193.9849
47014.30
10
0.0000
47074.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7-)
7
6.8
6.6
6.4
6.2
6
5.8
5.6
F 5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
0 Soo 1,000 1,600 2,000 2,600 3,000 3,600 4,000 4,600 5,000 S,500 6,000
Storage Area (ft)
- Storage Area - Storage Volu m e
w

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet0l_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side CIRCULAR No 6.00
Output Summary Results
Peak Inflow (cfs).....................................................
28.89
Peak Lateral Inflow (cfs).........................................
0.00
Peak Outflow (cfs)...................................................
1.81
Peak Exfiltration Flow Rate (cfm) ...........................
0.00
Max HGL Elevation Attained (ft) .............................
371.47
Max HGL Depth Attained (ft)...................................
4.97
Average HGL Elevation Attained (ft) .......................
367.87
Average HGL Depth Attained (ft) ............................
1.37
Time of Max HGL Occurrence (days hh:mm) .........
0 12:51
Total Exfiltration Volume (1000-ft') .........................
0.000
Total Flooded Volume (ac-in).................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) .....................................
0.00
366.50 0.60

Project Description
File Name...........................................................
2019-1012 Lumley_alternatives.SPF
Project Options
FlowUnits...........................................................
CFS
Elevation Type ....................................................
Elevation
Hydrology Method ..............................................
SCS TR-55
Time of Concentration (TOC) Method ................
User -Defined
Link Routing Method ...........................................
Hydrodynamic
Enable Overflow Ponding at Nodes ....................
YES
Skip Steady State Analysis Time Periods ..........
NO
Analysis Options
Start Analysis On ................................................
Jan 25, 2020
00:00:00
End Analysis On .................................................
Jan 26, 2020
00:00:00
Start Reporting On ..............................................
Jan 25, 2020
00:00:00
Antecedent Dry Days ..........................................
0
days
Runoff (Dry Weather) Time Step ........................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .......................
0 00:05:00
days hh:mm:ss
Reporting Time Step ...........................................
0 00:01:00
days hh:mm:ss
Routing Time Step ..............................................
1
seconds
Number of Elements
aty
RainGages.........................................................
1
Su bbasi ns............................................................
16
Nodes..................................................................
25
Junctions ....................................................
7
Outfalls.......................................................
10
Flow Diversions ..........................................
0
Inlets..........................................................
0
Storage Nodes ...........................................
8
Links....................................................................
25
Channels....................................................
0
Pipes..........................................................
12
Pumps........................................................
0
Orifices.......................................................
2
Weirs..........................................................
9
Outlets........................................................
2
Pollutants............................................................
0
LandUses..........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 5-year
Cumulative
inches North Carolina Wake
5 4.56 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
4.56
4.25
8.50
11.86
0 00:05:00
2 Existing02
1.87
97.45
4.56
4.26
7.97
11.11
0 00:05:00
3 Existing03
4.16
65.09
4.56
1.37
5.72
5.41
0 00:23:30
4 Existing04
2.31
70.00
4.56
1.72
3.96
4.40
0 00:18:48
5 Existing05
0.51
96.82
4.56
4.19
2.12
2.99
0 00:05:00
6 Existing06
0.88
97.84
4.56
4.31
3.80
5.27
0 00:05:00
7 Offsite0l_post
30.89
80.99
4.56
2.60
80.29
88.81
0 00:19:48
8 Offsite0l_pre
30.89
80.99
4.56
2.60
80.29
88.81
0 00:19:48
9 Offsite02_post
0.48
58.43
4.56
0.96
0.46
0.55
0 00:11:30
10 Offsite02_pre
0.48
58.43
4.56
0.96
0.46
0.55
0 00:11:30
11 Postol
2.64
93.18
4.56
3.79
9.99
14.83
0 00:05:00
12 Post02
4.32
93.05
4.56
3.77
16.31
24.27
0 00:05:00
13 Post03
0.51
74.00
4.56
2.02
1.02
1.62
0 00:05:00
14 Post04
0.88
74.00
4.56
2.02
1.78
2.83
0 00:05:00
15 Undetained0l
1.69
95.96
4.56
4.09
6.90
9.86
0 00:05:00
16 Undetained02
2.02
95.05
4.56
3.99
8.05
11.67
0 00:05:00

Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft) (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 95.59
367.70
0.00
14.20
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 91.55
368.76
0.00
11.64
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 91.56
369.73
0.00
13.69
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 91.59
370.89
0.00
12.04
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 91.59
372.41
0.00
10.36
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 11.67
374.83
0.00
3.17
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 4.54
368.58
0.00
7.92
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
96.06
363.82
9 OuNall0l_pre
Outfall
362.16
97.72
363.83
10 OutfaII02_post
Outfall
372.47
6.94
373.97
11 OutfaII02_pre
Ouffall
0.00
13.26
0.00
12 OutfaII03_post
Outfall
0.00
2.81
0.00
13 OutfaII03_pre
Ouffall
0.00
5.27
0.00
14 OutfaII04_post
Outfall
0.00
1.61
0.00
15 OutfaII04_pre
Ouffall
0.00
2.99
0.00
16 Road_post
Outfall
369.00
0.00
369.00
17 Road_pre
Outfall
369.00
0.00
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 97.78
366.23
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 92.44
370.16
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 91.61
373.32
0.00
0.00
21 OutletStructure0l
Storage Node
366.50
376.50
366.50
0.00 6.00
372.28
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 14.83
372.29
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 24.26
372.29
0.00
0.00
24 Stream0l_post
Storage Node
363.88
370.00
363.88
0.00 96.08
366.20
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 38.75
372.29
0.00
0.00

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 91.54
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 91.55
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 91.56
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 91.59
5 (20191012-CU-STRM-N).HW2->5
Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 91.59
6 1->HW2
Pipe
1
Stream0l_post
29.94
365.38
365.14
0.8000
48.000
0.0130 95.59
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 4.55
8 Link-02
Pipe
Stream0l_post
Outfall01_post
110.20
363.88
362.16
1.5600
38.000
0.0130 96.06
9 Link-04
Pipe
OutletStructure01
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 4.73
10 Link-05
Pipe
Outlet02
Outfall02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 6.94
11 Link-06
Pipe
ExistingStreamOl
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 97.72
12 Link-07
Pipe
ExistingUSculvert
ExistingStream0l
20.90
366.23
365.80
2.0600
36.000
0.0130 74.34
13 OrificePlate01
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
4.54
14 SmallOrifice0l
Orifice
Vault01
OutletStructure0l
366.50
366.50
6.000
1.81
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.12
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.15
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
5.79
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
7.83
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
7.83
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
7.83
21 Weir-09
Weir
ExistingUSculvert
ExistingStream01
366.00
363.88
18.07
22 Weir-10
Weir
ExistingStream0l
Road -pre
363.88
369.00
0.00
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
7.16
24 Weir-11
Weir
Stream01_post
Road_post
363.88
369.00
0.00
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
7.16
470.48
0.19
7.93
2.47
0.38
0.00
468.73
0.20
6.94
2.72
0.42
0.00
468.42
0.20
7.07
2.69
0.41
0.00
469.42
0.20
7.71
2.52
0.39
0.00
468.93
0.20
7.14
2.67
0.41
0.00
257.21
0.37
7.58
2.00
0.50
0.00
4.57
1.00
4.20
1.25
1.00
25.00
178.02
0.54
11.19
1.99
0.63
0.00
5.49
0.86
3.21
1.17
0.78
0.00
5.36
1.30
3.93
1.50
1.00
8.00
178.02
0.55
11.19
2.01
0.64
0.00
95.67
0.78
11.84
2.49
0.83
0.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
SURCHARGED
Calculated
Calculated
SURCHARGED
Calculated
Calculated

Subbasin Hydrology
Subbasin : Existing01
Input Data
###### 2.00
#####!# 97.39
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf, (acres) Group
Number
1.95
98.00
0.05
74.00
Composi 2.00
97.39
Subbasin Runoff Results
###### 4.56
###### 4.25
###### 11.86
###### 97.39
###### 0 00:05:00

Subbasin : Existing01
12.5
12
11.5
11
10.6
10
9.5
9
6.5
8
7.5
N 7
0
6.5
0 6
5.5
6
4.5
4
3.6
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing02
Input Data
###### 1.87
###### 97.45
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf, (acres)
Group Number
1.83
98.00
0.04
74.00
Composi 1.87
97.45
Subbasin Runoff Results
###### 4.56
###### 4.26
###### 11.11
###### 97.45
####f## 0 00:05:00

Subbasin : Existing02
5.
4.
m
3.
2.
0.
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
12
11.5
11
10.5
10
9.5
9
6.6
8
7.5
7
N
0 6.5
0
� 5.5
� 5
4.5
3
2
1
0
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
###### 4.16
###### 65.09
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf, (acres)
Group Number
2.80
70.00
1.36
55.00
Composi 4.16
65.09
Subbasin Runoff Results
###### 4.56
###### 1.37
####I## 5.41
###### 65.09
####f## 0 00:23:30

Subbasin : Existing03
5.
4.
m
3.
2.
0.
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing04
Input Data
###### 2.31
####f## 70.00
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf, (acres) Group
Number
2.31 -
70.00
Composi 2.31
70.00
Subbasin Runoff Results
###### 4.56
###### 1.72
###### 4.40
###t1## 70.00
###### 0 00:18:48

Subbasin : Existing04
5.
4.
m
3.
2.
0.
1.4
1.2 -
4
3.8
3.6
3.4
3.2
3
?.8
?.4
?.2
2
1.8
1.6
1.4
1.2
1
1.8
1.6
1.4
1.2 -
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
###### 0.51
####f## 96.82
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf,
(acres)
Group Number
impervio
0.48
c 98.00
grass
0.03
c 74.00
Composi
0.51
96.82
Subbasin Runoff Results
###### 4.56
###### 4.19
###### 2.99
###### 96.82
####f## 0 00:05:00

Subbasin : Existing05
5.
4.
m
3.
2.
0.
N
0
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
###### 0.88
###### 97.84
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf,
(acres)
Group Number
impervio
0.88
c 98.00
grass
0.01
c 74.00
Composi
0.89
97.84
Subbasin Runoff Results
###### 4.56
###### 4.31
###### 5.27
###### 97.84
####f## 0 00:05:00

Subbasin : Existing06
5.
4.
m
3.
2.
0.
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_post
Input Data
###### 30.89
###### 80.99
###### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Surf,
(acres)
Group
Number
woods
2.87
b
55.00
grass
2.84
c
74.00
impervio
12.44
c
98.00
woods
9.87
c
70.00
field
2.87
c
78.00
Composi
30.89
80.99
Subbasin Runoff Results
###### 4.56
###### 2.60
###### 88.81
###### 80.99
###### 0 00:19:48

Subbasin : Offsite01_post
5.
4.
m
3.
2.
0.
95
90
86
80
75
70
65
60
55
N
60
0 45
40
35
30
25
20
15
10
5
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_pre
Input Data
###### 30.89
###### 80.99
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf, (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
Composi 30.89
80.99
Subbasin Runoff Results
###### 4.56
###### 2.60
###### 88.81
###### 80.99
###### 0 00:19:48

Subbasin : Offsite01_pre
5.
4.
m
3.
2.
0.
95
90
86
80
75
70
65
60
55
N
60
0 45
40
35
30
25
20
15
10
5
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
###### 0.48
###### 58.43
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf,
(acres)
Group Number
woods
0.37
b 55.00
woods
0.11
c 70.00
Composi
0.48
58.43
Subbasin Runoff Results
###### 4.56
0.96
###### 0.55
###### 58.43
###### 0 00:11:30

Subbasin : Offsite02_post
5.
4
2
0.
0.66
0.64
0.62
0.5
0.48
0.46
0.44
0.42
0.4
038
0.36
_ 0.34
u
0.32
0.3
`0 0.28
0.26
0.24
0.22
02
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
###### 0.48
###### 58.43
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf, (acres)
Group Number
0.37
55.00
0.11
70.00
Composi 0.48
58.43
Subbasin Runoff Results
###### 4.56
0.96
###### 0.55
###### 58.43
###### 0 00:11:30

Subbasin : Offsite02_pre
5.
4
2
0.
0.66
0.64
0.62
0.5
0.48
0.46
0.44
0.42
0.4
038
0.36
_ 0.34
u
0.32
0.3
`0 0.28
0.26
0.24
0.22
02
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
###### 2.64
###### 93.18
###### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Sufi (acres)
Group
Number
impervio 2.15
C
98.00
grass 0.27
C
74.00
woods 0.22
C
70.00
Composi 2.64
93.18
Subbasin Runoff Results
###### 4.56
###### 3.79
###### 14.83
###### 93.18
###### 0 00:05:00

Subbasin : Post01
5.
4.
m
3.
2.
0.
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
15.5
15
14.5
14
13.5
13
12.5
12
11.5
11
10.5
10
QG
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
###### 4.32
###t1## 93.05
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf,
(acres)
Group Number
grass
0.89
c 74.00
impervio
3.43
c 98.00
Composi
4.32
93.05
Subbasin Runoff Results
###### 4.56
###### 3.77
###t1## 24.27
###### 93.05
####f## 0 00:05:00

Subbasin : Post02
5.
4.
m
3.
2.
0.
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
26
26
24
23
22
21
20
19
18
17
16
16
N
u 14----
13.---
12
11
10
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
###### 0.51
####f## 74.00
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf, (acres) Group
Number
0.51 -
74.00
Composi 0.51
74.00
Subbasin Runoff Results
###### 4.56
###### 2.02
###### 1.62
###### 74.00
###### 0 00:05:00

Subbasin : Post03
Rainfall Intensity Graph
5.
4.
m
3.
2.
0.
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1.8
1.7
1.6
1.6
1.4
1.3
1.2
1.1
N 1
u
w 0.9
0
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Post04
Input Data
###### 0.88
###### 74.00
###### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Surf, (acres) Group
Number
0.88 -
74.00
Composi 0.88
74.00
Subbasin Runoff Results
###### 4.56
###### 2.02
###### 2.83
###### 74.00
###### 0 00:05:00

Subbasin : Post04
5.
4.
m
3.
2.
0.
N
0
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
###### 1.69
###### 95.96
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf,
(acres)
Group Number
grass
0.14
c 74.00
impervio
1.54
c 98.00
Composi
1.68
95.96
Subbasin Runoff Results
###### 4.56
###### 4.09
###### 9.86
###### 95.96
####f## 0 00:05:00

Subbasin : Undetained0l
5.
4.
m
3.
2.
0.
10
3.5
9
3.5
8
'5.-
7
3.5
6
3.6
5
1.5
4
3.5
3
?.5
2
1.6
1
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
###### 2.02
###### 95.05
###### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Surf,
(acres)
Group Number
impervio
1.77
c 98.00
grass
0.25
c 74.00
Composi
2.02
95.05
Subbasin Runoff Results
###### 4.56
###### 3.99
###### 11.67
###### 95.05
#####!# 0 00:05:00

Subbasin : Undetained02
5.
4.
m
3.
2.
0.
12.5
12
11.5
11
10.6
10
9.5
9
6.5
8
7.5
N 7
0
6.5
0 6
5.5
6
4.5
4
3.6
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OUtlet02
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
95.59
0.00
367.70
2.32
0.00
14.20
365.71
0.33
0 12:06
0 00:00
0.00
0.00
2 2
91.55
0.00
368.76
2.71
0.00
11.64
366.38
0.33
0 12:06
0 00:00
0.00
0.00
3 3
91.56
0.00
369.73
2.84
0.00
13.69
367.22
0.33
0 12:06
0 00:00
0.00
0.00
4 4
91.59
0.00
370.89
2.64
0.00
12.04
368.57
0.32
0 12:05
0 00:00
0.00
0.00
5 5
91.59
0.00
372.41
2.50
0.00
10.36
370.22
0.31
0 12:05
0 00:00
0.00
0.00
6 Outlet02
11.67
11.67
374.83
2.20
0.00
3.17
372.84
0.21
0 12:00
0 00:00
0.00
0.00
7 OutletPipe01
4.54
0.00
368.58
2.08
0.00
7.92
366.85
0.35
0 12:06
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 (20191012-CU-STRM-N}.2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 (20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 (20191012-CU-STRM-N}.4->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 (20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 (20191012-CU-STRM-N}.HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 (20191012-CU-STRM-N).2->1
91.54
0 12:06
470.48
0.19
7.93
0.15
2.47
0.38
0.00
Calculated
2 (20191012-CU-STRM-N}.3->2
91.55
0 12:06
468.73
0.20
6.94
0.22
2.72
0.42
0.00
Calculated
3 (20191012-CU-STRM-N).4->3
91.56
0 12:05
468.42
0.20
7.07
0.37
2.69
0.41
0.00
Calculated
4 (20191012-CU-STRM-N}.5->4
91.59
0 12:05
469.42
0.20
7.71
0.42
2.52
0.39
0.00
Calculated
5 (20191012-CU-STRM-N).HW2->5
91.59
0 12:05
468.93
0.20
7.14
0.11
2.67
0.41
0.00
Calculated
61->HW2
95.59
0 12:06
257.21
0.37
7.58
0.07
2.00
0.50
0.00
Calculated
7 Link-01
4.55
0 12:25
4.57
1.00
4.20
0.71
1.25
1.00
25.00
SURCHARGED
8 Link-02
96.06
0 12:06
178.02
0.54
11.19
0.16
1.99
0.63
0.00
Calculated
9 Link-04
4.73
0 11:56
5.49
0.86
3.21
0.70
1.17
0.78
0.00
Calculated
10 Link-05
6.94
0 11:56
5.36
1.30
3.93
0.27
1.50
1.00
8.00
SURCHARGED
11 Link-06
97.72
0 12:05
178.02
0.55
11.19
0.16
2.01
0.64
0.00
Calculated
12 Link-07
74.34
0 12:05
95.67
0.78
11.84
0.03
2.49
0.83
0.00
Calculated

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft)..................................................
363.88
Max (Rim) Elevation (ft)...........................................
370.00
Max (Rim) Offset (ft)................................................
6.12
Initial Water Elevation (ft)........................................
363.88
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft').....................................................
100.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(It)
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
V 3.2
as
¢ 3
m
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
n
Storage Area Volume Curves
Storage Volume Ifrj
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
------- -------- ----------------- -------- - -------- -------- ---- - 6
---------------------------------------------------------------- ---------------------------- --- 5.4
-- - - - -- - -- - - -- 5
------------------------------------ --- ------------------------ ---------------- ---- 4.8
------------------------------ ---------------------------- -- 4.6
i
--------------- ---- ------------------------------------- - 4.4
----------------------------- ----- --------------------------------------------------- - - -- 4.2
i
_______________________________________________________________________________ 4
i
-- - -- -- - - - - -- - - -- 3.6
- --------------------------------------------------- -- 3.4
------- ------------------------------------------------- - 3.2
----------- ----------- ----------- ----------- ----------- --- 3
--------- ----- ---------------------------- - ----------------------------- 2.6
------------ - - - - - - - - - - 2.2
------------------ -------- -------- -------- - - 2
- ------------------ -------- -------- -------- -------- --------- 1.8
------------------------------------------------------------------`------------ 1.2
1
- - -- - - -- i -- -- 0.8
i
i
0 600 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area {ftj
- Storage Area - Storage Volum e
w
IM
m

Storage Node : ExistingStream01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)......................................................
97.78
Peak Lateral Inflow (cfs)..........................................
5.76
Peak Outflow (cfs)...................................................
97.72
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
366.23
Max HGL Depth Attained (ft)...................................
2.35
Average HGL Elevation Attained (ft) .......................
364.16
Average HGL Depth Attained (ft) .............................
0.28
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:05
Total Exfiltration Volume (1000-ft3) ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft)..................................................
366.00
Max (Rim) Elevation (ft)...........................................
371.00
Max (Rim) Offset (ft)................................................
5.00
Initial Water Elevation (ft)........................................
366.00
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft2).....................................................
100.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

5
4.9
4.8
4.7
4.6
4.5
4.4
4.3
4.2
4.1
4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
r 2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Stonage Volume Ifr)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,600 6,000 6,500 7,000
----------------------------------------- ------ ------------------------------
i i
i
J
i
---- ------- -------------------- ----- ---- ------------------------- --------- ---- -- --- --------
- ---- ----
------------------------- ---i----------- ---------------- ------------- I - - - - ---- ----------- --------
----
i
` -
-------------------------------- -----------------r------ -- ---------------------------------------
----
i
--- - - - -- - - - ----------------'--- - - - --------`------- - - - - -- - - - - -- --------- ------`------•---
,------ ,---------------I------r---
-- -------- - - - - -- - -,------- -I - - - --
i
- r ---- ----- ----- --- ------- - -
i
- - - - - ------ ----- ---
5
4.9
4.8
4.7
4.6
4.6
4.4
4.3
4.2
4.1
4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
1.7
1.6
1.6
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.1
0.1
0
200 400 600 800 1,000 1,200 1.400 1,600 1,900 2,000 2,200 2,400 2,600
Storage Aiea {fo
- Storage Area - Storage Volum e
w
c�
m

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs)......................................................
92.44
Peak Lateral Inflow (cfs)..........................................
92.44
Peak Outflow (cfs)...................................................
92.41
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
370.16
Max HGL Depth Attained (ft)...................................
4.16
Average HGL Elevation Attained (ft) .......................
366.62
Average HGL Depth Attained (ft) .............................
0.62
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:05
Total Exfiltration Volume (1000-ft3) ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft)..................................................
370.39
Max (Rim) Elevation (ft)...........................................
381.00
Max (Rim) Offset (ft)................................................
10.61
Initial Water Elevation (ft)........................................
370.39
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft').....................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

10.6
10
9.6
9
8.6
a
7.6
7
6.6
6
w
V 3.3
as
5
4.3
4
3.5
3
2.5
a
1.5
1
0.5
Storage Area Volume Curves
Storage Volume (ft)
0 10,000 ?0,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
------- -- - 1a.
1a
9.6
---------- ------ ----- ----------- ---------- ---------- ----------- 9
i
- - ----- ----------------------I---------- ------ - - 8.5
----------I------- ---- ---------- ---------- --- ----------- 8
---------- ------------------------------- --------- - - - 7.5
_________ ___ ____ __________----------- ----------- ------------ __________ __________ ______________ 7
------------------------------------------ ---------- --------- ---- - 6.5
6
-------------------- 5.5
i
- - - ---------- ---------- ----------- --------------------- ----------- 4.6
- - - ----------- -- 3.5
i
i
--- - - - - -- --------- - - - - ------------------ - - - - ---------------------------- - - - - -- -- 1.5
- - o
0 6,000 10,000 15,000 ?0,000 25.000 30.000 36,000 40,000 45,000
Storage Area {ft)
— Storage Area — Storage Volum e
m
2
V)

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs)......................................................
91.61
Peak Lateral Inflow (cfs)..........................................
91.61
Peak Outflow (cfs)...................................................
91.59
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
373.32
Max HGL Depth Attained (ft)...................................
2.93
Average HGL Elevation Attained (ft) .......................
370.74
Average HGL Depth Attained (ft) .............................
0.35
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:05
Total Exfiltration Volume (1000-ft3) ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)...........................................
376.50
Max (Rim) Offset (ft)................................................
10.00
Initial Water Elevation (ft)........................................
366.50
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft2).....................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage Storage
Storage
Area
Volume
(ft) (ft')
(ft')
0 60
0.000
10 60
600.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
1.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
w 5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
50 100
Storage Area Volume Curves
S101-age Volume (ft)
150 200 250 300 350 400 450 500 550 600
--------------------------------------------------
i
--------------------------------
-- -- - - -- - - -- -
` J-- - - - - -- -------,`-------
-- - -- - - -- - - -- - - -- - - - - --
--- - - ---- - - - - ---- - - - - ---- - - - --
------------------------------------------�--------
- - - - - --
-----------------i----------- ----------------------
----- ---------------------------------------------
-
------- i------- ------------------------
60
Storage Aiei {fil
- Storage Area - Storage Volum e
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side CIRCULAR No 9.00
Output Summary Results
Peak Inflow (cfs)......................................................
6.00
Peak Lateral Inflow (cfs)..........................................
0.00
Peak Outflow (cfs)...................................................
4.70
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
372.28
Max HGL Depth Attained (ft)...................................
5.78
Average HGL Elevation Attained (ft) .......................
367.39
Average HGL Depth Attained (ft) .............................
0.89
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:20
Total Exfiltration Volume (1000-ft') ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)...........................................
376.50
Max (Rim) Offset (ft)................................................
10.00
Initial Water Elevation (ft)........................................
369.50
Initial Water Depth (ft).............................................
3.00
Ponded Area (ft').....................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve : SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8
3806.4454
23187.05
6.9
3773.9449
23566.07
7
3739.3818
23941.74
7.1
3702.6983
24313.84
7.2
3663.8309
24682.17
7.3
3622.7092
25046.50
7.4
3579.2554
25406.60
7.5
3533.3836
25762.23
7.6
3484.9983
26113.15
7.7
3433.9933
26459.10
7.8
3380.2498
26799.81
7.9
3323.6352
27135.00
8
3264.0000
27464.38
8.1
3201.1754
27787.64
8.2
3134.9696
28104.45
8.3
3065.1636
28414.46
8.4
2991.5054
28717.29
8.5
2913.7028
29012.55
8.6
2831.4142
29299.81
8.7
2744.2360
29578.59
8.8
2651.6861
29848.39
8.9
2553.1804
30108.63
9
2448.0000
30358.69
9.1
2335.2432
30597.85
9.2
2213.7525
30825.30
9.3
2081.9997
31040.09
9.4
1937.8926
31241.08
9.5
1778.4308
31426.90
9.6
1599.0269
31595.77
9.7
1391.9917
31745.32
9.8
1142.4000
31872.04
9.9
811.9097
31969.76
10
0.0000
32010.36

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
w 5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume Ifrj
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 19,000 20,000 22,000 24,000 26,000 20,000 30,000 32,000
------------------------------------------------------- ,------ ----- ----- ------ ----- ------
------------ i i
i
I I
------ - - - - -- ------ -----
------r-------------r- --- ------ --- r--- ----- ---- --- - --- -- ---- -- -- ---- ------ -- ---- ----------i-------
____________--- ___________--- _____f___________--- ___________--- _________ --- _____ _____--- ______
-
-------------- r--- ---- ---- -r--- ---------r-----,-------------r------------
I I I
____a______
r______,____ ___
------ -------'- - - -- - - - -- - - - - -- - - - - - -- - - --
------- ------r - ,---------,---
i i
--- -- •- -----'--- - - - I- - - - - - ------ -- ---• --'-----
500 1,000 1,500 2,000 2,600 3,000
Storage Area (ftj
- Storage Area - Storage Volum e
3,500 4,000
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w
Mm

Storage Node : SedAndSand01 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)......................................................
14.83
Peak Lateral Inflow (cfs)..........................................
14.83
Peak Outflow (cfs)...................................................
14.42
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
372.29
Max HGL Depth Attained (ft)...................................
5.79
Average HGL Elevation Attained (ft) .......................
370.70
Average HGL Depth Attained (ft) .............................
4.2
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:21
Total Exfiltration Volume (1000-ft') ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)...........................................
376.50
Max (Rim) Offset (ft)................................................
10.00
Initial Water Elevation (ft)........................................
369.50
Initial Water Depth (ft).............................................
3.00
Ponded Area (ft').....................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve : SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8
5877.5995
35803.50
6.9
5827.4149
36388.75
7
5774.0454
36968.82
7.1
5717.4019
37543.39
7.2
5657.3860
38112.13
7.3
5593.8892
38674.69
7.4
5526.7915
39230.72
7.5
5455.9600
39779.86
7.6
5381.2474
40321.72
7.7
5302.4896
40855.91
7.8
5219.5034
41382.01
7.9
5132.0838
41899.59
8
5040.0000
42408.19
8.1
4942.9914
42907.34
8.2
4840.7619
43396.53
8.3
4732.9733
43875.22
8.4
4619.2363
44342.83
8.5
4499.0999
44798.75
8.6
4372.0366
45242.31
8.7
4237.4233
45672.78
8.8
4094.5154
46089.38
8.9
3942.4109
46491.23
9
3780.0000
46877.35
9.1
3605.8902
47246.64
9.2
3418.2943
47597.85
9.3
3214.8524
47929.51
9.4
2992.3342
48239.87
9.5
2746.1063
48526.79
9.6
2469.0857
48787.55
9.7
2149.3990
49018.47
9.8
1764.0000
49214.14
9.9
1253.6842
49365.02
10
0.0000
49427.70

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
1.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4,6
4.4
4,2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
---- --------------------- --------------------- --------------------- --------- ---------- ---------
--------------------------- --------- ---------- --------- ---------- --------- ---------- -------- -
---------- ---------------------- ------ -------------------- ---------- --------- ---------- -------
---------- ---------- ----------- I - -------- ------ --------- -------------------- ---------- ------ ---
---------- ---------- ----------- I --------- I ---------- I -- ----- I ---------- I --------- I ---------- ----- ----
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- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------- ---------- --------- -------- - - - - - - - - - - - - - - - - - - -- - - - - - - - - -
- - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
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-------------- --------------------- ------- ------- -------------
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
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---------- T ---------- ----------- r --------- I ---------- r --------- I --------- I ---------
-
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - I - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - -- - --- - ----- --- - --- - - - - - --- - --- --- - - --- - - -- - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - --- - - - -- - - -
- - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - --- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- r - - - - - - - -- - - - - - - - - - --- - - - - - - - - - -- - - - - - - - - - --- - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - --- - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - -- - - -- --- -- - - -- - - - - - - - - - - - - - -- - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - L - - - - - - - - - I - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - -
---------- ---------- ---- ---- --------- ---------- --------- ---------- --------- ---------- ---------
- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - j - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - --- - - - - - - - - - L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - --- - - - - - - - - - -- - - - - - -- - --- - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - -
---------- ---------- L --------- J ---------- L --------- J ---------- ----------
-
- - - - --- - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - --- - - - - - - - - -
- - - - - - - - - -- - - - - -
Soo 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,500 6,000 5,600 6,000
Storage Area (ftj
I- Storage Area - Storage
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2: a
26
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
z
L4n

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)......................................................
24.26
Peak Lateral Inflow (cfs)..........................................
24.26
Peak Outflow (cfs)...................................................
23.63
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
372.29
Max HGL Depth Attained (ft)...................................
5.79
Average HGL Elevation Attained (ft) .......................
370.71
Average HGL Depth Attained (ft) .............................
4.21
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:21
Total Exfiltration Volume (1000-ft3) ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft)..................................................
363.88
Max (Rim) Elevation (ft)...........................................
370.00
Max (Rim) Offset (ft)................................................
6.12
Initial Water Elevation (ft)........................................
363.88
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft').....................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
V 3.2
as
¢ 3
m
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
n
Storage Area Volume Curves
Storage Volume Ifrj
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 14,000 15,000
6
- -' - - `- -' - -` - 5.6
----------- ------------------------------------ - --------------- 5.4
-- -- - - - ------- - - - - -- - - - - -- - - - - -- -- - - -- - - - -- - - -- - - -- - - - -- 5
i
------ ------ ------ ------------ ------ - ------------ ------ ----- 4.8
i
- --- - -- -- -- --- -- -- -- ---- 4.6
i
- - - - --- -- -- --- 44
i
------ --- - ------ ----------------- ----- ---- ----- 42
______________________ ---- ----------
------ _------------ __________________________________----- _----- 4
----- ----- ---- - ------ - ------ ------ ------ ------ ---- 3.6
i
- - - -- -- -- ---- 3.4
- - - i i i - - -
----------- - --- ------------ ------------------i------ ------ ------ ----- ------------------- ----- 2.6
------ ----- - - - - - ---- ----------- ------ ---- ---- 2.2
- - - - - - -- -- -- 2
- ---- -- -- -- -- -- -- --- -- -- -- -- --- - --- 1.8
------------------ ------------------`------------------------------------ ---- 1.2
-----,-----
1
- - - - - 0.8
- 0
0 500 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area {ftj
- Storage Area - Storage Volum e
w
IM
m

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)......................................................
96.08
Peak Lateral Inflow (cfs)..........................................
0.55
Peak Outflow (cfs)...................................................
96.06
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
366.20
Max HGL Depth Attained (ft)...................................
2.32
Average HGL Elevation Attained (ft) .......................
364.19
Average HGL Depth Attained (ft) .............................
0.31
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:06
Total Exfiltration Volume (1000-ft3) ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft)..................................................
366.50
Max (Rim) Elevation (ft)...........................................
376.50
Max (Rim) Offset (ft)................................................
10.00
Initial Water Elevation (ft)........................................
366.50
Initial Water Depth (ft).............................................
0.00
Ponded Area (ft').....................................................
0.00
Evaporation Loss .....................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8
5597.7138
34098.57
6.9
5549.9189
34655.95
7
5499.0908
35208.40
7.1
5445.1446
35755.61
7.2
5387.9866
36297.27
7.3
5327.5135
36833.05
7.4
5263.6109
37362.61
7.5
5196.1524
37885.60
7.6
5124.9976
38401.66
7.7
5049.9901
38910.41
7.8
4970.9556
39411.46
7.9
4887.6988
39904.39
8
4800.0000
40388.77
8.1
4707.6109
40864.15
8.2
4610.2495
41330.04
8.3
4507.5936
41785.93
8.4
4399.2727
42231.27
8.5
4284.8571
42665.48
8.6
4163.8444
43087.92
8.7
4035.6412
43497.89
8.8
3899.5384
43894.65
8.9
3754.6771
44277.36
9
3600.0000
44645.09
9.1
3434.1811
44996.80
9.2
3255.5184
45331.28
9.3
3061.7642
45647.14
9.4
2849.8421
45942.72
9.5
2615.3394
46215.98
9.6
2351.5102
46464.32
9.7
2047.0467
46684.25
9.8
1680.0000
46870.60
9.9
1193.9849
47014.30
10
0.0000
47074.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
w 5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft'j
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
0 Soo 1,000 1,600 2,000 2,500 3,000 3,600 4,000 4,600 6,000 3,600 6.000
Storage Area (ftj
- Storage Area - Storage Volum e
w

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet0l_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side CIRCULAR No 6.00
Output Summary Results
Peak Inflow (cfs)......................................................
38.75
Peak Lateral Inflow (cfs)..........................................
0.00
Peak Outflow (cfs)...................................................
5.90
Peak Exfiltration Flow Rate (cfm) ............................
0.00
Max HGL Elevation Attained (ft) ..............................
372.29
Max HGL Depth Attained (ft)...................................
5.79
Average HGL Elevation Attained (ft) .......................
368.19
Average HGL Depth Attained (ft) .............................
1.69
Time of Max HGL Occurrence (days hh:mm) ..........
0 12:21
Total Exfiltration Volume (1000-ft') ..........................
0.000
Total Flooded Volume (ac-in)..................................
0
Total Time Flooded (min) ........................................
0
Total Retention Time (sec) ......................................
0.00
366.50 0.60

Project Description
File Name .........................................................
2019-1012 Lumley_alternatives.SPF
Project Options
Flow Units ........................................................
CFS
Elevation Type .................................................
Elevation
Hydrology Method ............................................
SCS TR-55
Time of Concentration (TOC) Method ..............
User -Defined
Link Routing Method ........................................
Hydrodynamic
Enable Overflow Ponding at Nodes .................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On .............................................
Jan 25, 2020
00:00:00
End Analysis On ...............................................
Jan 26, 2020
00:00:00
Start Reporting On ...........................................
Jan 25, 2020
00:00:00
Antecedent Dry Days .......................................
0
days
Runoff (Dry Weather) Time Step .....................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ....................
0 00:05:00
days hh:mm:ss
Reporting Time Step ........................................
0 00:01:00
days hh:mm:ss
Routing Time Step ...........................................
1
seconds
Number of Elements
aty
RainGages ......................................................
1
Su bbasi ns.........................................................
16
Nodes................................................................
25
Junctions .................................................
7
Outfalls....................................................
10
Flow Diversions .......................................
0
Inlets........................................................
0
Storage Nodes ........................................
8
Links..................................................................
25
Channels.................................................
0
Pipes........................................................
12
Pumps.....................................................
0
Orifices....................................................
2
Weirs.......................................................
9
Outlets.....................................................
2
Pollutants.........................................................
0
LandUses ........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 10-year
Cumulative
inches North Carolina Wake
10 5.28 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
5.28
4.97
9.94
13.78
0 00:05:00
2 Existing02
1.87
97.45
5.28
4.98
9.31
12.90
0 00:05:00
3 Existing03
4.16
65.09
5.28
1.85
7.70
7.50
0 00:23:30
4 Existing04
2.31
70.00
5.28
2.25
5.19
5.83
0 00:18:48
5 Existing05
0.51
96.82
5.28
4.91
2.49
3.47
0 00:05:00
6 Existing06
0.88
97.84
5.28
5.02
4.43
6.11
0 00:05:00
7 Offsite0l_post
30.89
80.99
5.28
3.23
99.87
110.26
0 00:19:48
8 Offsite0l_pre
30.89
80.99
5.28
3.23
99.87
110.26
0 00:19:48
9 Offsite02_post
0.48
58.43
5.28
1.36
0.65
0.81
0 00:11:30
10 Offsite02_pre
0.48
58.43
5.28
1.36
0.65
0.81
0 00:11:30
11 Post01
2.64
93.18
5.28
4.49
11.85
17.42
0 00:05:00
12 Post02
4.32
93.05
5.28
4.48
19.37
28.53
0 00:05:00
13 Post03
0.51
74.00
5.28
2.59
1.31
2.08
0 00:05:00
14 Post04
0.88
74.00
5.28
2.59
2.28
3.64
0 00:05:00
15 Undetained0l
1.69
95.96
5.28
4.81
8.10
11.49
0 00:05:00
16 Undetained02
2.02
95.05
5.28
4.70
9.49
13.63
0 00:05:00

Node Summary
SIN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation
Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft) (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 117.78
368.01
0.00
13.89
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 113.56
369.15
0.00
11.25
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 113.59
370.17
0.00
13.25
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 113.65
371.31
0.00
11.62
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 113.65
372.81
0.00
9.96
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 13.63
375.36
0.00
2.64
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 4.84
368.97
0.00
7.53
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
118.41
364.00
9 Outfall0l_pre
Outfall
362.16
121.96
364.03
10 OutfaII02_post
Outfall
372.47
8.13
373.97
11 OutfaII02_pre
Outfall
0.00
15.95
0.00
12 OutfaII03_post
Outfall
0.00
3.62
0.00
13 OutfaII03_pre
Outfall
0.00
6.11
0.00
14 OutfaII04_post
Outfall
0.00
2.07
0.00
15 OutfaII04_pre
Outfall
0.00
3.47
0.00
16 Road_post
Outfall
369.00
0.00
369.00
17 Road_pre
Outfall
369.00
0.00
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 122.16
366.76
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 114.59
370.27
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 113.70
373.80
0.00
0.00
21 OutletStructure0l
Storage Node
366.50
376.50
366.50
0.00 11.71
373.06
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 17.42
373.05
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 28.51
373.05
0.00
0.00
24 Stream01_post
Storage Node
363.88
370.00
363.88
0.00 118.49
366.67
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 46.21
373.05
0.00
0.00

Link Summary
SN Element
ID
Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 113.56
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 113.56
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 113.59
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 113.65
5 (20191012-CU-STRM-N).HW2->5
Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 113.65
61->HW2
Pipe
1
StreamOl_post
29.94
365.38
365.14
0.8000
48.000
0.0130 117.78
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 4.84
8 Link-02
Pipe
StreamOl_post
Outfall01_post
110.20
363.88
362.16
1.5600
38.000
0.0130 118.41
9 Link-04
Pipe
OutletStructure01
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 5.50
10 Link-05
Pipe
Outlet02
Outfall02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 8.13
11 Link-06
Pipe
ExistingStreamOl
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 121.96
12 Link-07
Pipe
ExistingUSculvert
ExistingStreamOl
20.90
366.23
365.80
2.0600
36.000
0.0130 75.87
13 OrificePlate01
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
4.84
14 SmallOrifice01
Orifice
Vault01
OutletStructureOl
366.50
366.50
6.000
1.81
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.14
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.17
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
11.44
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
9.21
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
9.21
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
9.21
21 Weir-09
Weir
ExistingUSculvert
ExistingStreamOl
366.00
363.88
38.69
22 Weir-10
Weir
ExistingStreamOl
Road -pre
363.88
369.00
0.00
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
8.43
24 Weir-11
Weir
Stream01_post
Road_post
363.88
369.00
0.00
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
8.43
470.48
0.24
8.24
2.81
0.43
0.00
468.73
0.24
7.16
3.14
0.48
0.00
468.42
0.24
7.22
3.12
0.48
0.00
469.42
0.24
7.85
2.93
0.45
0.00
468.93
0.24
7.27
3.10
0.48
0.00
257.21
0.46
8.02
2.27
0.57
0.00
4.57
1.06
4.31
1.25
1.00
31.00
178.02
0.67
11.55
2.31
0.73
0.00
5.49
1.00
3.62
1.20
0.80
0.00
5.36
1.52
4.60
1.50
1.00
11.00
178.02
0.69
11.63
2.37
0.75
0.00
95.67
0.79
12.02
2.51
0.84
0.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
SURCHARGED
Calculated
> CAPACITY
SURCHARGED
Calculated
Calculated

Subbasin Hydrology
Subbasin : Existing01
Input Data
##### 2.00
##### 97.39
##### RaleighRainfall
Composite Curve Number
Area Sail
Curve
Soil/Su (acres) Group
Number
1.95
98.00
0.05
74.00
Compo 2.00
97.39
Subbasin Runoff Results
##### 5.28
##### 4.97
##### 13.78
##### 97.39
##### 0 00:05:00

Subbasin : Existing01
Rainfall Intensity Graph
7
6
5
4
3
Fr
2
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1414.4
13.5 — --
13
12.5
12
11.5
11
10.5
10
95
9
_ 8.5
N 8
u
75
0 7
6.5
� 6
5.5
5
4.5
4
3.5
3
2.5
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
Time (hrs)

Subbasin : Existing02
Input Data
##### 1.87
##### 97.45
##### RaleighRainfall
Composite Curve Number
Area Sail
Curve
Soil/Su (acres) Group
Number
1.83
98.00
0.04
74.00
Compo 1.87
97.45
Subbasin Runoff Results
##### 5.28
##### 4.98
##### 12.90
##### 97.45
##### 0 00:05:00

Subbasin : Existing02
7
6
5
4
FU 3
Fr
2
1
0
13.5
13
12.5
12
11.5
11
10.6
10
9.5
9
6.5
_ 8
N 75
u
7
`0 6.5
Fr6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
##### 4.16
##### 65.09
##### RaleighRainfall
Composite Curve Number
Area Sail
Curve
Soil/Su (acres) Group
Number
2.80
70.00
1.36
55.00
Compo 4.16
65.09
Subbasin Runoff Results
##### 5.28
##### 1.85
##### 7.50
##### 65.09
##### 0 00:23:30

4
FU 3
Fr
2
0
2
0
Subbasin : Existing03
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2
Time (hrs)

Subbasin : Existing04
Input Data
##### 2.31
##### 70.00
##### RaleighRainfall
Composite Curve Number
Area Sail
Curve
Soil/Su (acres) Group
Number
2.31 -
70.00
Compo 2.31
70.00
Subbasin Runoff Results
##### 5.28
##### 2.25
##### 5.83
##### 70.00
##### 0 00:18:48

7
6
5
4
FU 3
Fr
2
1
0
Subbasin : Existing04
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
##### 0.51
##### 96.82
##{# RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su
(acres)
Group Number
impervi
0.48
c 98.00
grass
0.03
c 74.00
Compo
0.51
96.82
Subbasin Runoff Results
##### 5.28
##### 4.91
##### 3.47
##### 96.82
##### 0 00:05:00

7
6
5
4
FU 3
Fr
2
1
0
Subbasin : Existing05
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
3.8
3.6
3.4
32
3
2.8
2.6
2.4
2.2
N
u 2
° 1.8
1.6
1.4
1.2
1
0.8
06
0.4 -
0.2
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
##### 0.88
##### 97.84
##### RaleighRainfall
Composite Curve Number
Area
Sail Curve
Soil/Su
(acres)
Group Number
impervi
0.88
c 98.00
grass
0.01
c 74.00
Compo
0.89
97.84
Subbasin Runoff Results
##### 5.28
##### 5.02
##### 6.11
##### 97.84
##### 0 00:05:00

Subbasin : Existing06
7
6
5
4
FU 3
Fr
2
1
0
7
6.5
6
5.5
5
4.5
N 4
u
w 3.5
0
I
Fr 3
2.5
2
1.5
0.5
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_post
Input Data
##### 30.89
##### 80.99
##{# RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Su
(acres)
Group
Number
woods
2.87
b
55.00
grass
2.84
c
74.00
impervi
12.44
c
98.00
woods
9.87
c
70.00
field
2.87
c
78.00
Compo
30.89
80.99
Subbasin Runoff Results
##### 5.28
##### 3.23
##### 110.26
##### 80.99
##### 0 00:19:48

Subbasin : Offsite01_post
7
6
5
4
FU 3
Fr
2
1
0
12
10
10
9
9
8
8
7
7
N
u 6
w 6
0
5
� 5
4
4
3
3
2
2
1
1
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_pre
Input Data
##### 30.89
##### 80.99
##### RaleighRainfall
Composite Curve Number
Area
Sail Curve
Soil/Su (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
Compo 30.89
80.99
Subbasin Runoff Results
##### 5.28
##### 3.23
##### 110.26
##### 80.99
##### 0 00:19:48

Subbasin : Offsite01_pre
7
6
5
4
FU 3
Fr
2
1
0
12
10
10
9
9
8
8
7
7
N
u 6
w 6
0
5
� 5
4
4
3
3
2
2
1
1
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
##### 0.48
##### 58.43
##### RaleighRainfall
Composite Curve Number
Area
Sail Curve
Soil/Su
(acres)
Group Number
woods
0.37
b 55.00
woods
0.11
c 70.00
Compo
0.48
58.43
Subbasin Runoff Results
##### 5.28
##### 1.36
##### 0.81
##### 58.43
##### 0 00:11:30

Subbasin : Offsite02_post
7
6
5
4
FU 3
Fr
2
1
0
0.9
0.85
0.8
0.76
0.7
0.65
0.6
0.55
0.5
u
w 0.45
0
I
Fr 0.4
0.35
0.3
0.26
02
0.15
0.1
0.05
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
##### 0.48
##### 58.43
##{# RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su (acres)
Group Number
0.37
55.00
0.11
70.00
Compo 0.48
58.43
Subbasin Runoff Results
##### 5.28
##### 1.36
##### 0.81
##### 58.43
##### 0 00:11:30

Subbasin : Offsite02_pre
7
6
5
4
FU 3
Fr
2
1
0
0.9
0.85
0.8
0.76
0.7
0.65
0.6
0.55
0.5
u
w 0.45
0
I
Fr 0.4
0.35
0.3
0.26
02
0.15
0.1
0.05
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
##### 2.64
##### 93.18
##{# RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Su (acres)
Group
Number
impervi 2.15
C
98.00
grass 0.27
C
74.00
woods 0.22
C
70.00
Compo 2.64
93.18
Subbasin Runoff Results
##### 5.28
##### 4.49
##### 17.42
##### 93.18
##### 0 00:05:00

Subbasin : Post01
7
6
5
4
FU 3
Fr
2
1
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
##### 4.32
##### 93.05
##{# RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su
(acres)
Group Number
grass
0.89
c 74.00
impervi
3.43
c 98.00
Compo
4.32
93.05
Subbasin Runoff Results
##### 5.28
##### 4.48
##### 28.53
##### 93.05
##### 0 00:05:00

Subbasin : Post02
7
6
5
4
FU 3
Fr
2
1
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
##### 0.51
##### 74.00
##{# RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Su (acres) Group
Number
0.51 -
74.00
Compo 0.51
74.00
Subbasin Runoff Results
##### 5.28
##### 2.59
##### 2.08
##### 74.00
##### 0 00:05:00

Subbasin : Post03
7
6
5
4
FU 3
Fr
2
1
0
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
_ 1.3
N
1.2
w 1.1
0
� 1
Fr
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post04
Input Data
##### 0.88
##### 74.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Su (acres) Group
Number
0.88 -
74.00
Compo 0.88
74.00
Subbasin Runoff Results
##### 5.28
##### 2.59
##### 3.64
##### 74.00
##### 0 00:05:00

Subbasin : Post04
7
6
5
4
FU 3
Fr
2
1
0
3
3
3
2
2
2
N 2
u
0
� 1
1
1
1
0
0
0
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
##### 1.69
##### 95.96
##{# RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su
(acres)
Group Number
grass
0.14
c 74.00
impervi
1.54
c 98.00
Compo
1.68
95.96
Subbasin Runoff Results
##### 5.28
##### 4.81
##### 11.49
##### 95.96
##### 0 00:05:00

Subbasin : Undetained0l
7
6
5
4
FU 3
Fr
2
1
0
3
2
1
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
##### 2.02
##### 95.05
##### RaleighRainfall
Composite Curve Number
Area
Sail Curve
Soil/Su
(acres)
Group Number
impervi
1.77
c 98.00
grass
0.25
c 74.00
Compo
2.02
95.05
Subbasin Runoff Results
##### 5.28
##### 4.70
##### 13.63
##### 95.05
##### 0 00:05:00

Subbasin : Undetained02
7
6
5
4
FU 3
Fr
2
1
0
14.
1
13.
1
12.
1
11.
1
10.
1
9
N
u
7
0
r 6.
5.
4.
3.
2.
0
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OutletO2
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth
Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
117.78
0.00
368.01
2.63
0.00
13.89
365.75
0.37
0 12:06
0 00:00
0.00
0.00
2 2
113.56
0.00
369.15
3.10
0.00
11.25
366.43
0.38
0 12:06
0 00:00
0.00
0.00
3 3
113.59
0.00
370.17
3.28
0.00
13.25
367.27
0.38
0 12:06
0 00:00
0.00
0.00
4 4
113.65
0.00
371.31
3.06
0.00
11.62
368.61
0.36
0 12:05
0 00:00
0.00
0.00
5 5
113.65
0.00
372.81
2.90
0.00
9.96
370.27
0.36
0 12:05
0 00:00
0.00
0.00
6 Outlet02
13.63
13.63
375.36
2.73
0.00
2.64
372.86
0.23
0 11:51
0 00:00
0.00
0.00
7 OutletPipe01
4.84
0.00
368.97
2.47
0.00
7.53
366.91
0.41
0 12:06
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 (20191012-CU-STRM-N}.2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 (20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 (20191012-CU-STRM-N}A->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 (20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 (20191012-CU-STRM-N}.HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 (20191012-CU-STRM-N).2->1
113.56
0 12:06
470.48
0.24
8.24
0.14
2.81
0.43
0.00
Calculated
2 (20191012-CU-STRM-N}.3->2
113.56
0 12:06
468.73
0.24
7.16
0.22
3.14
0.48
0.00
Calculated
3 (20191012-CU-STRM-N).4->3
113.59
0 12:05
468.42
0.24
7.22
0.36
3.12
0.48
0.00
Calculated
4 (20191012-CU-STRM-N}.5->4
113.65
0 12:05
469.42
0.24
7.85
0.41
2.93
0.45
0.00
Calculated
5 (20191012-CU-STRM-N).HW2->5 113.65
0 12:05
468.93
0.24
7.27
0.11
3.10
0.48
0.00
Calculated
61->HW2
117.78
0 12:06
257.21
0.46
8.02
0.06
2.27
0.57
0.00
Calculated
7 Link-01
4.84
0 12:29
4.57
1.06
4.31
0.69
1.25
1.00
31.00
SURCHARGED
8 Link-02
118.41
0 12:06
178.02
0.67
11.55
0.16
2.31
0.73
0.00
Calculated
9 Link-04
5.50
0 11:56
5.49
1.00
3.62
0.62
1.20
0.80
0.00
> CAPACITY
10 Link-05
8.13
0 11:56
5.36
1.52
4.60
0.23
1.50
1.00
11.00
SURCHARGED
11 Link-06
121.96
0 12:05
178.02
0.69
11.63
0.16
2.37
0.75
0.00
Calculated
12 Link-07
75.87
0 12:05
95.67
0.79
12.02
0.03
2.51
0.84
0.00
Calculated

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft)................................................
363.88
Max (Rim) Elevation (ft)........................................
370.00
Max (Rim) Offset (ft).............................................
6.12
Initial Water Elevation (ft).....................................
363.88
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')..................................................
100.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(It)
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

5.8
5.6
5.4
5.2
5
4,8
4,6
4.4
,L2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Star age Volume (fr)
a 2,000 4,000 6,004) 8,000 10,000
12,000 14,000 16,000
------------ ------------ ------------ ----------- I -------------- I ----------- I -------------- I ---------
------------ ------------ ------------ ----------- I -------------- I ----------- -------------- ---------
------------ ------------ ------------ ----------- I -------------- L ----------- I ----- ------- L ----------- j.---
----------------------------------------------------------------------- -------------------------------
- - - - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - T - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r - - - - - - - - - - - --- - - - - - - - - - - - - r - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - j -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
------------ ------------ -- ------ -- ----------- ------------------- ----------------
------------ T ------------ ----- ----- T ----------- I ------------ r ------------------------ r ---------------
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I I - - - - - - - - - - -
- - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
0 500 1,000 1,600 2,000 2,500 3,000 3,600 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (ft)
I— Storage Area — Storage
Z

Storage Node : ExistingStream01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)...................................................
122.16
Peak Lateral Inflow (cfs).......................................
8.05
Peak Outflow (cfs).................................................
121.96
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
366.76
Max HGL Depth Attained (ft).................................
2.88
Average HGL Elevation Attained (ft) .....................
364.20
Average HGL Depth Attained (ft) ..........................
0.32
Time of Max HGL Occurrence (days hh:mm) .......
0 12:05
Total Exfiltration Volume (1000-ft3) .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft)................................................
366.00
Max (Rim) Elevation (ft)........................................
371.00
Max (Rim) Offset (ft).............................................
5.00
Initial Water Elevation (ft).....................................
366.00
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft2)..................................................
100.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

5
4.9
4.8
4.7
16
4.5
4A
4.3
12
4.1
4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
2.7
V 2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Storage Volume ("
500 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000
---------------------------------------------------------------------------------r-
i
i
i
` -- --
i- - - - --------- - - - - -- - - - - --
'-------------- r---- --�----------------------------- r------- --------- ---- -- -- ----- ---------
---
i
------- ------'------J------ ----
- *------ -- -- --- - - -*--
- - i -- - - ------ - - - - -- -- - - - - -- - - - - --- - - - - -- - - - -- i- - - - -- - - - - --- - - - - -- - - - - --
--------------------- I - - - - - - --------------------------- --------------i----------------------------
---
- •- - - ------- •--------------'--- - - - --------`------ •------i- - - - -- ---------------`------•--
i
------- --- - - - - --- - - - - ----- - - -r --
-- -------- -- - - -- - -,------- r - - - - --
i
--- - - -- - - -- - - -- - -- - -- - -- - -------1----- - - -- - -- - -- - - -- -
--------r------.------,------,------ --- - --- ---- -
�
i
---- ------ ----- ------ ------ ------------- ------- ------ ---- --i----- --- ----- - ---- ------
200 400 600 800 1,000 1,200 1,400 1.600 1.800 2,000 2,200 2,400 2,600
Storage Aiea {ft9
- Storage Area - Storage Volu m e
w
rn

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs)...................................................
114.59
Peak Lateral Inflow (cfs).......................................
114.59
Peak Outflow (cfs).................................................
114.55
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
370.27
Max HGL Depth Attained (ft).................................
4.27
Average HGL Elevation Attained (ft) .....................
366.68
Average HGL Depth Attained (ft) ..........................
0.68
Time of Max HGL Occurrence (days hh:mm) .......
0 12:05
Total Exfiltration Volume (1000-ft3) .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft)................................................
370.39
Max (Rim) Elevation (ft)........................................
381.00
Max (Rim) Offset (ft).............................................
10.61
Initial Water Elevation (ft).....................................
370.39
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')..................................................
0.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

10.5
10
9.6
9
8.6
8
7.6
7
6.5
6
w
V 55
m
m
5
15
4
3.5
3
2.5
2
1.5
1
0.5
Storage Area Volume Curves
Storage Volume (ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
7.6
7
0 6,000 10,000 15,000 20,000 25.000 30,000 36,000 40,000 45,000
Storage Aiea ("
— Storage Area — Storage Volu m e
w

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs)...................................................
113.70
Peak Lateral Inflow (cfs).......................................
113.70
Peak Outflow (cfs).................................................
113.65
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
373.80
Max HGL Depth Attained (ft).................................
3.41
Average HGL Elevation Attained (ft) .....................
370.78
Average HGL Depth Attained (ft) ..........................
0.39
Time of Max HGL Occurrence (days hh:mm) .......
0 12:05
Total Exfiltration Volume (1000-ft3) .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft)........................................
376.50
Max (Rim) Offset (ft).............................................
10.00
Initial Water Elevation (ft).....................................
366.50
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft2)..................................................
0.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage Storage
Storage
Area
Volume
(ft) (ft')
(ft')
0 60
0.000
10 60
600.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
50 100
Storage Area Volume Curves
Storage Volume ("
150 200 250 300 350 400
---------------------------------------------------
----------- ------- ----------------- -------
---------i------------------------------------------
` I- - - - - - - - - ` - - - - - - -
- ,
--------i---------------------------------------
--------i------------------------------------------
- - i ---------------- --- ---
' - - - -- - - -- - - -- - - -- - - - - ----------------------------------
-
450 Soo 550 600
--------r------------------------ - ----- ------ 10
----- ----- ---- ----- ---- -- 9.8
9.6
- ---- ----- ----- - --- 9.4
---------------------------- 9
- - 8.8
-- - - - -- - - - - -- - - - - - -- 8.4
- - ---- ---- ------ 8
-------- ------- -------- ---- ------------------ 7.8
----- ---- ---- ---- ---- ----- 7.6
------------------------------------------------- 7.4
-- - -- - - -- - - - -- - - - - -- ----- 7.2
----- ---- ---- ---- ---- ----- 6.8
6.6
-------- - --- 6.2
i
-- -- - - - - -- 5.8
-- ---------------------------------------- 6.6
- -------------------------------------------- 5.4
----- ------- -------- ------------------------- 5.2
- ----- ----- ------ ----- 5
-- - - - ---- - - - - --- - - - - ---------- i--- - - - - -
- 4 8
---------------------------------------------- 4.6
-- - - - ---- - - - - --- - - - - ------------- - - - - -- 4.4
---------------------------------------j -------- 4.2
4
------- ----- ------------------ ----- 3.8
---------------� 3.2
---------------------- ' 2.6
--------------------------------------------- 2.4
-------- ------ I-------- ------- ------------------ 2.2
- - ----- ----- ---- ------ 2
----- ---- ---- ----- ---- ----- 1.6
-------------------------------------------- 1.2
------ -------- --------------- -------- 1
------- ------ ------- --------------- ------- 0.6
----- ---- ----- ----- ---- ----- 0.2
so
Storage Area {ftj
- Storage Area - Storage Volu m e
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side
Output Summary Results
CIRCULAR No 9.00
Peak Inflow (cfs)...................................................
11.71
Peak Lateral Inflow (cfs).......................................
0.00
Peak Outflow (cfs).................................................
9.85
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
373.06
Max HGL Depth Attained (ft).................................
6.56
Average HGL Elevation Attained (ft) .....................
367.70
Average HGL Depth Attained (ft) ..........................
1.2
Time of Max HGL Occurrence (days hh:mm) .......
0 12:25
Total Exfiltration Volume (1000-ft') .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft)........................................
376.50
Max (Rim) Offset (ft).............................................
10.00
Initial Water Elevation (ft).....................................
369.50
Initial Water Depth (ft)...........................................
3.00
Ponded Area (ft')..................................................
0.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8 3806.4454
23187.05
6.9 3773.9449
23566.07
7 3739.3818
23941.74
7.1 3702.6983
24313.84
7.2 3663.8309
24682.17
7.3 3622.7092
25046.50
7.4 3579.2554
25406.60
7.5 3533.3836
25762.23
7.6 3484.9983
26113.15
7.7 3433.9933
26459.10
7.8 3380.2498
26799.81
7.9 3323.6352
27135.00
8 3264.0000
27464.38
8.1 3201.1754
27787.64
8.2 3134.9696
28104.45
8.3 3065.1636
28414.46
8.4 2991.5054
28717.29
8.5 2913.7028
29012.55
8.6 2831.4142
29299.81
8.7 2744.2360
29578.59
8.8 2651.6861
29848.39
8.9 2553.1804
30108.63
9 2448.0000
30358.69
9.1 2335.2432
30597.85
9.2 2213.7525
30825.30
9.3 2081.9997
31040.09
9.4 1937.8926
31241.08
9.5 1778.4308
31426.90
9.6 1599.0269
31595.77
9.7 1391.9917
31745.32
9.8 1142.4000
31872.04
9.9 811.9097
31969.76
10 0.0000
32010.36

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume {ft}
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
----------------------------------------------------IM
___ ___ ___ ___ _ _ ___ ------------ ___ ___ ___ ___ ___
9.6
- -- -- --- --- --- -- --- -- --- 9.4
9.2
i I
r r
9
-- ----- 8.8
-- - - -------- - - - - -- - ------ - - - - - -------- - - - - -- - - - - -- ----- -- ----- 8.4
i i
- -- --- - --- - - -- --- -- -- -- --- --- 8
- ----- ------------ ------------------------ ----- ------ ----- ------ ----- ------- ------- 7.8
-
--------------------------------------------- F-------------------------------- ----------------------- 7.4
- -- --- - --- - --- -- -- ---- -- -- - -- -- 7.2
I I
------------------- ----- ------ ----- ------ -------------------------- ----- ------ ----- --- - r 6.2
- ----- ------ ----- ------ ----- ------ ----- ------ ----------------------------- ----- ----- 5.6
----------------- ----- ------ ----- ------ ----- -- ------------------ ----- ------ ----- ------ 5.4
-------------------- -------------------- f----- __---------- _------------- _------ --------------------- 5.2
__ ___ ___ _ ___ __ ___ __ ____ ___ ___ ___ ___ ___ ____ 5
i i I
------- I ------------ L-----I ------ L----- - --- ----- ------------ I ------------ -----I ------ ----- ---- 4.2
I
I I
----- ------ --- ------ ----- ------ ----- ------ ----- ------ ----- --- ----- ------ 2.6
----- ----- -- ----- ------ ----- ---------------------------- - - ----- 2.4
----- ------- ------- ------------ ------------ ----- ------ ----- ------ ---------- ------- 2.2
- -- --- - --- - - -- --- -- -- --- --- -- 2
i I i i i
I 1
----- ----------- ---- ----- 0.6
0.4
--- -- -- -- -- -- -- -- -- -- -- -- -- -- 0.2
0
500 11000 1,500 2.000 21300 3,000
Storage Aiei (W-
- Storage Area - Storage Volu m e
3,500 4,000
w

Storage Node : SedAndSand01 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)...................................................
17.42
Peak Lateral Inflow (cfs).......................................
17.42
Peak Outflow (cfs).................................................
16.96
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
373.05
Max HGL Depth Attained (ft).................................
6.55
Average HGL Elevation Attained (ft) .....................
370.82
Average HGL Depth Attained (ft) ..........................
4.32
Time of Max HGL Occurrence (days hh:mm) .......
0 12:23
Total Exfiltration Volume (1000-ft') .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft)........................................
376.50
Max (Rim) Offset (ft).............................................
10.00
Initial Water Elevation (ft).....................................
369.50
Initial Water Depth (ft)...........................................
3.00
Ponded Area (ft')..................................................
0.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8 5877.5995
35803.50
6.9 5827.4149
36388.75
7 5774.0454
36968.82
7.1 5717.4019
37543.39
7.2 5657.3860
38112.13
7.3 5593.8892
38674.69
7.4 5526.7915
39230.72
7.5 5455.9600
39779.86
7.6 5381.2474
40321.72
7.7 5302.4896
40855.91
7.8 5219.5034
41382.01
7.9 5132.0838
41899.59
8 5040.0000
42408.19
8.1 4942.9914
42907.34
8.2 4840.7619
43396.53
8.3 4732.9733
43875.22
8.4 4619.2363
44342.83
8.5 4499.0999
44798.75
8.6 4372.0366
45242.31
8.7 4237.4233
45672.78
8.8 4094.5154
46089.38
8.9 3942.4109
46491.23
9 3780.0000
46877.35
9.1 3605.8902
47246.64
9.2 3418.2943
47597.85
9.3 3214.8524
47929.51
9.4 2992.3342
48239.87
9.5 2746.1063
48526.79
9.6 2469.0857
48787.55
9.7 2149.3990
49018.47
9.8 1764.0000
49214.14
9.9 1253.6842
49365.02
10 0.0000
49427.70

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
5,000 10,000 15,000 20,000 25,000 30,000 35,600 46,060 45,000
----------------------------------------------r-------------------r---------�-------------------
r - r , ,-- r-
i
----------'--------------------`--- - - - - ------------ `- - - - - -- `---------'----------'
-------- -- - - - -
I I
-- - - ---- - - - - --
'----------r----------r------------------------------r--------------------------------- ----------------
----------`----------'----------`--------------------`------------------- ----- -----'
-
---------------------r------------------------------r------ -------------r----------------------------
i---------------------- ------------------------------- ----------------------------i-------------------
_______ _______ ________ L________ __ ________J________ _______ _______ _______
-__________ __________i__________t_________ y____
---------- r--------------------r- - - - -- - - - - - -- -
---- - - - - -------------- - - - - -- ---------'----------`---------'---------
i
'---- - - - - -- ---------I----------
--------------------------- - I -- ---------- - - - - --
-- - , - - ,- - - r ,
500 1,000 't,500 2,000 2,500 3.000 3,500 4,000 4,500 5,000 5,600 6,000
Storage Area (ft5
- Storage Area - Storage Volu m e
7.8
7.6
7.4
7.2
7
w

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)...................................................
28.51
Peak Lateral Inflow (cfs).......................................
28.51
Peak Outflow (cfs).................................................
27.77
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
373.05
Max HGL Depth Attained (ft).................................
6.55
Average HGL Elevation Attained (ft) .....................
370.83
Average HGL Depth Attained (ft) ..........................
4.33
Time of Max HGL Occurrence (days hh:mm) .......
0 12:24
Total Exfiltration Volume (1000-ft3) .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft)................................................
363.88
Max (Rim) Elevation (ft)........................................
370.00
Max (Rim) Offset (ft).............................................
6.12
Initial Water Elevation (ft).....................................
363.88
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')..................................................
0.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(tt')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
V 3.2
m
4 3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Storage Volume ("
0 1,000 2,000 3,000 4.000 5.000 6,000 7,000 8,000 9,060 10,000 11,000 12,000 13,000 14,000 15,000
i
i
--,- -- ------ ,------ ------- , -- - - -- -- - - ------- - - - - - -- - - - - -
-
- - ` - - -- - --
-----
----`------'------'-------- ---
----------- -- -----------------------i------------i--------------------------------------------------
'---- - - IL - -- -- -- -- - - --
i i
0 500 1,000 1,600 2,000 2,500 3,000 3,600 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (ftz)
— Storage Area — Storage Volu m e
w

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)...................................................
118.49
Peak Lateral Inflow (cfs).......................................
0.81
Peak Outflow (cfs).................................................
118.41
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
366.67
Max HGL Depth Attained (ft).................................
2.79
Average HGL Elevation Attained (ft) .....................
364.23
Average HGL Depth Attained (ft) ..........................
0.35
Time of Max HGL Occurrence (days hh:mm) .......
0 12:06
Total Exfiltration Volume (1000-ft3) .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft)........................................
376.50
Max (Rim) Offset (ft).............................................
10.00
Initial Water Elevation (ft).....................................
366.50
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')..................................................
0.00
Evaporation Loss ..................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8 5597.7138
34098.57
6.9 5549.9189
34655.95
7 5499.0908
35208.40
7.1 5445.1446
35755.61
7.2 5387.9866
36297.27
7.3 5327.5135
36833.05
7.4 5263.6109
37362.61
7.5 5196.1524
37885.60
7.6 5124.9976
38401.66
7.7 5049.9901
38910.41
7.8 4970.9556
39411.46
7.9 4887.6988
39904.39
8 4800.0000
40388.77
8.1 4707.6109
40864.15
8.2 4610.2495
41330.04
8.3 4507.5936
41785.93
8.4 4399.2727
42231.27
8.5 4284.8571
42665.48
8.6 4163.8444
43087.92
8.7 4035.6412
43497.89
8.8 3899.5384
43894.65
8.9 3754.6771
44277.36
9 3600.0000
44645.09
9.1 3434.1811
44996.80
9.2 3255.5184
45331.28
9.3 3061.7642
45647.14
9.4 2849.8421
45942.72
9.5 2615.3394
46215.98
9.6 2351.5102
46464.32
9.7 2047.0467
46684.25
9.8 1680.0000
46870.60
9.9 1193.9849
47014.30
10 0.0000
47074.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
6.2
5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume ("
5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,600 45;000
7.8
7.6
7.4
7.2
7
500 1,000 1,600 2,000 2,600 3,000 3,600 4,000 4,500 5.000 51500 6,000
Storage Area {ftj
- Storage Area - Storage Volu m e
w

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet0l_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side
Output Summary Results
CIRCULAR No 6.00
Peak Inflow (cfs)...................................................
46.21
Peak Lateral Inflow (cfs).......................................
0.00
Peak Outflow (cfs).................................................
22.52
Peak Exfiltration Flow Rate (cfm) .........................
0.00
Max HGL Elevation Attained (ft) ...........................
373.05
Max HGL Depth Attained (ft).................................
6.55
Average HGL Elevation Attained (ft) .....................
368.47
Average HGL Depth Attained (ft) ..........................
1.97
Time of Max HGL Occurrence (days hh:mm) .......
0 12:23
Total Exfiltration Volume (1000-ft') .......................
0.000
Total Flooded Volume (ac-in) ...............................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ...................................
0.00
366.50 0.60

Project Description
File Name ......................................................
2019-1012 Lumley_alternatives.SPF
Project Options
Flow Units ......................................................
CFS
Elevation Type ...............................................
Elevation
Hydrology Method .........................................
SCS TR-55
Time of Concentration (TOC) Method ...........
User -Defined
Link Routing Method ......................................
Hydrodynamic
Enable Overflow Ponding at Nodes ...............
YES
Skip Steady State Analysis Time Periods .....
NO
Analysis Options
Start Analysis On ...........................................
Jan 25, 2020
00:00:00
End Analysis On ............................................
Jan 26, 2020
00:00:00
Start Reporting On .........................................
Jan 25, 2020
00:00:00
Antecedent Dry Days .....................................
0
days
Runoff (Dry Weather) Time Step ...................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ..................
0 00:05:00
days hh:mm:ss
Reporting Time Step .....................................
0 00:01:00
days hh:mm:ss
Routing Time Step .........................................
1
seconds
Number of Elements
aty
RainGages ....................................................
1
Su bbasi ns.......................................................
16
Nodes.............................................................
25
Junctions ...............................................
7
Outfalls..................................................
10
Flow Diversions .....................................
0
Inlets.....................................................
0
Storage Nodes ......................................
8
Links...............................................................
25
Channels...............................................
0
Pipes.....................................................
12
Pumps...................................................
0
Orifices..................................................
2
Weirs.....................................................
9
Outlets...................................................
2
Pollutants.......................................................
0
LandUses .....................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 25-year
Cumulative
inches North Carolina Wake
25 6.48 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
6.48
6.17
12.33
16.96
0 00:05:00
2 Existing02
1.87
97.45
6.48
6.18
11.56
15.87
0 00:05:00
3 Existing03
4.16
65.09
6.48
2.72
11.30
11.30
0 00:23:30
4 Existing04
2.31
70.00
6.48
3.19
7.37
8.35
0 00:18:48
5 Existing05
0.51
96.82
6.48
6.10
3.09
4.28
0 00:05:00
6 Existing06
0.88
97.84
6.48
6.22
5.49
7.51
0 00:05:00
7 Offsite0l_post
30.89
80.99
6.48
4.32
133.54
146.10
0 00:19:48
8 Offsite0l_pre
30.89
80.99
6.48
4.32
133.54
146.10
0 00:19:48
9 Offsite02_post
0.48
58.43
6.48
2.10
1.00
1.30
0 00:11:30
10 Offsite02_pre
0.48
58.43
6.48
2.10
1.00
1.30
0 00:11:30
11 Post01
2.64
93.18
6.48
5.68
14.98
21.71
0 00:05:00
12 Post02
4.32
93.05
6.48
5.66
24.48
35.57
0 00:05:00
13 Post03
0.51
74.00
6.48
3.59
1.82
2.89
0 00:05:00
14 Post04
0.88
74.00
6.48
3.59
3.17
5.04
0 00:05:00
15 Undetained0l
1.69
95.96
6.48
6.00
10.12
14.18
0 00:05:00
16 Undetained02
2.02
95.05
6.48
5.89
11.89
16.88
0 00:05:00

Node Summary
SIN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft) (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 153.82
369.21
0.00
12.69
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 149.85
370.21
0.00
10.19
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 150.19
371.09
0.00
12.33
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 150.49
372.07
0.00
10.86
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 150.57
373.46
0.00
9.31
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 16.87
375.20
0.00
2.80
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 5.20
370.18
0.00
6.32
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
151.94
364.30
9 OuNall0l_pre
Outfall
362.16
158.25
364.37
10 OutfaII02_post
Outfall
372.47
9.97
373.97
11 OutfaII02_pre
Outfall
0.00
20.56
0.00
12 OutfaII03_post
Outfall
0.00
5.02
0.00
13 OutfaII03_pre
Outfall
0.00
7.51
0.00
14 OutfaII04_post
Outfall
0.00
2.87
0.00
15 OutfaII04_pre
Outfall
0.00
4.28
0.00
16 Road_post
Outfall
369.00
0.00
369.00
17 Road_pre
Outfall
369.00
0.00
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 163.17
368.62
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 151.74
370.43
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 150.76
374.57
0.00
0.00
21 OutletStructure0l
Storage Node
366.50
376.50
366.50
0.00 19.42
374.22
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 23.81
374.24
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 35.55
374.24
0.00
0.00
24 Stream0l_post
Storage Node
363.88
370.00
363.88
0.00 154.59
368.28
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 53.56
374.24
0.00
0.00

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 149.55
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 149.85
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 150.19
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 150.49
5 (20191012-CU-STRM-N).HW2->5 Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 150.57
61->HW2
Pipe
1
StreamOl_post
29.94
365.38
365.14
0.8000
48.000
0.0130 153.51
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 5.20
8 Link-02
Pipe
StreamOl_post
Outfall01_post
110.20
363.88
362.16
1.5600
38.000
0.0130 151.94
9 Link-04
Pipe
OutletStructure0l
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 6.90
10 Link-05
Pipe
Outlet02
Outfall02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 9.97
11 Link-06
Pipe
ExistingStreamOl
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 158.25
12 Link-07
Pipe
ExistingUSculvert
ExistingStreamOl
20.90
366.23
365.80
2.0600
36.000
0.0130 77.59
13 OrificePlate0l
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
5.20
14 SmallOrifice01
Orifice
Vault01
OutletStructureOl
366.50
366.50
6.000
1.81
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.17
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.21
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
18.97
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
10.00
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
10.00
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
10.00
21 Weir-09
Weir
ExistingUSculvert
ExistingStreamOl
366.00
363.88
80.01
22 Weir-10
Weir
ExistingStreamOl
Road -pre
363.88
369.00
0.00
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
9.83
24 Weir-11
Weir
StreamOl_post
Road_post
363.88
369.00
0.00
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
9.83
470.48
0.32
8.43
3.94
0.61
0.00
468.73
0.32
7.29
4.12
0.63
0.00
468.42
0.32
7.35
3.96
0.61
0.00
469.42
0.32
7.99
3.64
0.56
0.00
468.93
0.32
7.46
3.81
0.59
0.00
257.21
0.60
8.35
3.48
0.87
0.00
4.57
1.14
4.54
1.25
1.00
39.00
178.02
0.85
13.21
2.66
0.84
0.00
5.49
1.26
4.36
1.36
0.91
0.00
5.36
1.86
5.64
1.50
1.00
16.00
178.02
0.89
13.64
2.69
0.85
0.00
95.67
0.81
12.22
2.91
0.97
0.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
SURCHARGED
Calculated
> CAPACITY
SURCHARGED
Calculated
Calculated

Subbasin Hydrology
Subbasin : Existing01
Input Data
#### 2.00
#### 97.39
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
1.95
98.00
0.05
74.00
Comp 2.00
97.39
Subbasin Runoff Results
#### 6.48
#### 6.17
#### 16.96
#### 97.39
#### 0 00:05:00

Subbasin : Existing01
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing02
Input Data
#### 1.87
#### 97.45
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
1.83
98.00
0.04
74.00
ComK 1.87
97.45
Subbasin Runoff Results
#### 6.48
#### 6.18
#### 15.87
#### 97.45
#### 0 00:05:00

3
2.
0.
Subbasin : Existing02
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
#### 4.16
#### 65.09
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
2.80
70.00
1.36
55.00
ComK 4.16
65.09
Subbasin Runoff Results
#### 6.48
#### 2.72
#### 11.30
#### 65.09
#### 0 00:23:30

3
2.
0.
Subbasin : Existing03
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing04
Input Data
#### 2.31
#### 70.00
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
2.31 -
70.00
Comr 2.31
70.00
Subbasin Runoff Results
#### 6.48
#### 3.19
#### 8.35
#### 70.00
#### 0 00:18:48

3
2.
0.
Subbasin : Existing04
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
#### 0.51
#### 96.82
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
imper
0.48
c 98.00
grass
0.03
c 74.00
Comp
0.51
96.82
Subbasin Runoff Results
#### 6.48
#### 6.10
#### 4.28
#### 96.82
#### 0 00:05:00

3
2.
0.
3.
3.
3.
3.
2
0.
0.
0.
0.
Subbasin : Existing05
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
#### 0.88
#### 97.84
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
imper
0.88
c 98.00
grass
0.01
c 74.00
Comp
0.89
97.84
Subbasin Runoff Results
#### 6.48
#### 6.22
#### 7.51
#### 97.84
#### 0 00:05:00

Subbasin : Existing06
3
2.
0.
8.5
8
7.5
7
6.5
6
5.5
_ 5
N
4.5
0 4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_post
Input Data
#### 30.89
#### 80.99
#### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
SOWS
(acres)
Group
Number
wood:
2.87
b
55.00
grass
2.84
c
74.00
imper
12.44
c
98.00
wood:
9.87
c
70.00
field
2.87
c
78.00
ComF
30.89
80.99
Subbasin Runoff Results
#### 6.48
#### 4.32
#### 146.10
#### 80.99
#### 0 00:19:48

Subbasin : Offsite01_post
9.5
9
8.5
B
7-5
7
6.5
6
5.5
L
5
6 4.5
`c
4
3.5
3
2.5
2
15
0.5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_pre
Input Data
#### 30.89
#### 80.99
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
ComF 30.89
80.99
Subbasin Runoff Results
#### 6.48
#### 4.32
#### 146.10
#### 80.99
#### 0 00:19:48

Subbasin : Offsite01_pre
9.5
9
8.5
B
7-5
7
6.5
6
5.5
L
5
6 4.5
`c
4
3.5
3
2.5
2
15
0.5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
#### 0.48
#### 58.43
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
wood:
0.37
b 55.00
wood:
0.11
c 70.00
ComF
0.48
58.43
Subbasin Runoff Results
#### 6.48
#### 2.10
#### 1.30
#### 58.43
#### 0 00:11:30

Subbasin : Offsite02_post
3
2.
0.
35
1.3
.25
1.2
.15
1.1
.05
1
1.95
0.9
1.85
0.8
1.75
0.7
].65
0.6
].55
0.5
1.45
0.4
1.35
C3
1.25
02
1.15
0.1
1.05
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
#### 0.48
#### 58.43
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS (acres)
Group Number
0.37
55.00
0.11
70.00
ComK 0.48
58.43
Subbasin Runoff Results
#### 6.48
#### 2.10
#### 1.30
#### 58.43
#### 0 00:11:30

Subbasin : Offsite02_pre
3
2.
0.
35
1.3
.25
1.2
.15
1.1
.05
1
1.95
0.9
1.85
0.8
1.75
0.7
].65
0.6
].55
0.5
1.45
0.4
1.35
C3
1.25
02
1.15
0.1
1.05
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
#### 2.64
#### 93.18
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
imper 2.15 C
98.00
grass 0.27 C
74.00
woad: 0.22 C
70.00
Comr 2.64
93.18
Subbasin Runoff Results
#### 6.48
#### 5.68
#### 21.71
#### 93.18
#### 0 00:05:00

Subbasin : Post01
9.5
9
8.5
B
7-5
7
6.5
6�
5.5
L
5
6 4.5
`c
Lr_ 4
3.5
3
2.5
2
15
1
0.5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
#### 4.32
#### 93.05
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
grass
0.89
c 74.00
imper
3.43
c 98.00
ComF
4.32
93.05
Subbasin Runoff Results
#### 6.48
#### 5.66
#### 35.57
#### 93.05
#### 0 00:05:00

Subbasin : Post02
3
2.
0.
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
2
0
8
6
4 -
2
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
#### 0.51
#### 74.00
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
0.51 -
74.00
Comr 0.51
74.00
Subbasin Runoff Results
#### 6.48
#### 3.59
#### 2.89
#### 74.00
#### 0 00:05:00

Subbasin : Post03
9.5
9
8.5
B
7-5
7
6.5
6�
5.5
L
5
6 4.5
`c
Lr_ 4
3.5
3
2.5
2
15
1
0.5
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post04
Input Data
#### 0.88
#### 74.00
#### RaleighRainfall
Composite Curve Number
Area Soil
Curve
SOWS (acres) Group
Number
0.88 -
74.00
Comr 0.88
74.00
Subbasin Runoff Results
#### 6.48
#### 3.59
#### 5.04
#### 74.00
#### 0 00:05:00

Subbasin : Post04
3
2.
0.
4.
4.
4.
4.
0.
0.
0.
0.
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
#### 1.69
#### 95.96
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
grass
0.14
c 74.00
imper
1.54
c 98.00
ComF
1.68
95.96
Subbasin Runoff Results
#### 6.48
#### 6.00
#### 14.18
#### 95.96
#### 0 00:05:00

Subbasin : Undetained0l
9.5
9
8.5
B
7-5
7
6.5
6
5.5
L
5
6 4.5
`c
4
3.5
3
2.5
2
15
0.5
1
14.
1
13.
1
12.
1
11.
1
10.
1
9.
N 8.
u
0 7.
6.
Rainfall Intensity Graph
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
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
#### 2.02
#### 95.05
#### RaleighRainfall
Composite Curve Number
Area
Soil Curve
SOWS
(acres)
Group Number
imper
1.77
c 98.00
grass
0.25
c 74.00
ComF
2.02
95.05
Subbasin Runoff Results
#### 6.48
#### 5.89
#### 16.88
#### 95.05
#### 0 00:05:00

Subbasin : Undetained02
3
2.
0.
Rainfall Intensity Graph
] 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OutletO2
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(fl)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
153.82
0.00
369.21
3.83
0.00
12.69
365.83
0.45
0 12:08
0 00:00
0.00
0.00
2 2
149.85
0.00
370.21
4.16
0.00
10.19
366.51
0.46
0 12:07
0 00:00
0.00
0.00
3 3
150.19
0.00
371.09
4.20
0.00
12.33
367.35
0.46
0 12:06
0 00:00
0.00
0.00
4 4
150.49
0.00
372.07
3.82
0.00
10.86
368.68
0.43
0 12:06
0 00:00
0.00
0.00
5 5
150.57
0.00
373.46
3.55
0.00
9.31
370.34
0.43
0 12:05
0 00:00
0.00
0.00
6 Outlet02
16.87
16.87
375.20
2.57
0.00
2.80
372.93
0.30
0 12:06
0 00:00
0.00
0.00
7 OutletPipe01
5.20
0.00
370.18
3.68
0.00
6.32
367.00
0.50
0 12:08
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 (20191012-CU-STRM-N}.2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 (20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 (20191012-CU-STRM-N}.4->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 (20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 (20191012-CU-STRM-N}.HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 (20191012-CU-STRM-N).2->1
149.55
0 12:06
470.48
0.32
8.43
0.14
3.94
0.61
0.00
Calculated
2 (20191012-CU-STRM-N}.3->2
149.85
0 12:06
468.73
0.32
7.29
0.21
4.12
0.63
0.00
Calculated
3 (20191012-CU-STRM-N).4->3
150.19
0 12:05
468.42
0.32
7.35
0.36
3.96
0.61
0.00
Calculated
4 (20191012-CU-STRM-N}.5->4
150.49
0 12:05
469.42
0.32
7.99
0.41
3.64
0.56
0.00
Calculated
5 (20191012-CU-STRM-N).HW2->5
150.57
0 12:05
468.93
0.32
7.46
0.11
3.81
0.59
0.00
Calculated
61->HW2
153.51
0 12:06
257.21
0.60
8.35
0.06
3.48
0.87
0.00
Calculated
7 Link-01
5.20
0 12:33
4.57
1.14
4.54
0.65
1.25
1.00
39.00
SURCHARGED
8 Link-02
151.94
0 12:08
178.02
0.85
13.21
0.14
2.66
0.84
0.00
Calculated
9 Link-04
6.90
0 11:56
5.49
1.26
4.36
0.52
1.36
0.91
0.00
> CAPACITY
10 Link-05
9.97
0 11:56
5.36
1.86
5.64
0.19
1.50
1.00
16.00
SURCHARGED
11 Link-06
158.25
0 12:08
178.02
0.89
13.64
0.13
2.69
0.85
0.00
Calculated
12 Link-07
77.59
0 12:02
95.67
0.81
12.22
0.03
2.91
0.97
0.00
Calculated

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft).............................................
363.88
Max (Rim) Elevation (ft)......................................
370.00
Max (Rim) Offset (ft)...........................................
6.12
Initial Water Elevation (ft)...................................
363.88
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
100.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(It)
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

w
m
m
Storage Area Volume Curves
storage Vohlme {fr}
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
s---------------------------------------- ----- 6
i
i
S.4 - - -= - - -' - = = - ' = ' 5.4
i
i .
5- - - - - -- - --
5
i
La------------ ----------- ----------------------- 4.8
L6------------------------------------'---------J------------------------------------ `-----------J---- 4.6
i
1.4------------ '------------ --------- --'--------------------i `------------------------ `-----------J
i---- 4.4
1.2---------------------------- ------ ------------------i ------------------------------- i---- 4.2
4 ________________________--- _____________________---- _--- _--- _____--- _--- __--- _--- _--- _____--- _--- _______ 4
i
i
3.6 =--- - - - - -- - - ----- - - - - -= --- -- 3.6
i
1.4------------ ------ -------------------------------------------------------------- -I-----------I- --- 3.4
i
1.2------------'---- ---'------------'-----------J------------i `------------------------;---------- --- 3.2
3 ----------- -- ---- --- ----------- ----------- ----------------------- ----------- ----------- 3
t.6 ----- -------- -----------7----------- --- - - ------------------ ----------- --- 2.6
t.2 -- ------------------%----------------------------------- ---------------------- --- 2.2
2 --- -- ----------------------- -------- -------- -------- 2
1.8 -----'- ---------'------------'-----------'------------`-----------I-------------`--------------- 1.8
1.2 --- -------=-----------=------------=------------------------=------------------------`--------------- 1.2
1 - 1
1.8 - -- - -- i i i 0.8
}.6 - - -----------I------------ ---- 0.6
i i
0 - - - - 4
0 500 1,000 1,600 2,000 2,600 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (M
— Storage Area — Storage Volume
w
c,
m

Storage Node : ExistingStrearl (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
163.17
Peak Lateral Inflow (cfs).....................................
12.17
Peak Outflow (cfs)..............................................
158.25
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
368.62
Max HGL Depth Attained (ft) ..............................
4.74
Average HGL Elevation Attained (ft) ..................
364.29
Average HGL Depth Attained (ft) .......................
0.41
Time of Max HGL Occurrence (days hh:mm) .....
0 12:08
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft).............................................
366.00
Max (Rim) Elevation (ft)......................................
371.00
Max (Rim) Offset (ft)...........................................
5.00
Initial Water Elevation (ft)...................................
366.00
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft2)................................................
100.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

w
cM
:°
CA
Storage Area Volume Curves
Storage Volume (ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000
5 5
L9 --- --- ---- ---- -- --- -- --- --- --- -- -- - 4.9
L7-------- `-------------------- ---- -- `----'-------`------`------'-------------'---- 4.7
L6 ,-------- ---- -- 4.6
L4------------------------------ ------ ------ ------------- -I ------ I- ------ I- ------------- -- -- 4.4
L2 - - - _ - - - - - ------ 42
L1'-----------`------'---------- --- -------------`------`-- 4.1
4 -- --- ---- --- --- -- -- -- --- -- --- -- -- --- 4
3.9 - --`----- ----i------------- ---------------------------- - ---- 3.9
`- --- ----- i 3.8
3.7------------- ------ i------------r----- --- 3.7
-----------------------------------------
3.6-------`------`------------ '------J------------ ------ `------
`------ '------ -----' -- --- -- 3.6
3.5 - - - --
3.1 *- - - - -- -- ---- - - - - -- - - --- - --
------ ------ --- 3.1
t.9- - - - - -------- -I - - - - - - -- - - - -- - - - -- -- - - -------- - --I --------- -- ------ -- ------- - - - - -- - - - -- -- 2.9
------------------ ;------;-------'---------------- - - - ------ 2.8
?.7------------ ----•--------------------------
� -------------------------- ----- --- 2.7
?.s
- ,-------------;------;------ ;--------------- x.s
----- '--------- ------- '------j---------------`------`-- 2.5
t.4 =-----'------'------=---------------------------------- -------------i --------- 2.4
0.3----------------------------------------- ------ ------------- ------------;------- ------ ----- -- 2.3
t.2 '-------'------'------------------------------------------'-------------i------ ---------------------- 2.2
?.1-------`------`--- --`------ J-----------------`------`------ ------ ------ --- 2.1
2 --------------- . - - - - ---- ,-- - - - - ---------- ---- - - - - -- 2
I.$ *------ ------- - ------------ - - , 1.8
1.7 `------ ' ----- -----------------`------'----- `----- -- 1.7
1.6 - --- --------4-------------
------•------ 1 - --- 1.6
1.4 - -- I --- -- -- _ -- -- 1.-- --- - - - -- - - - --- - - - - -------- T------- I- - - - - - - I- - - - - - - - - - - - - - - -- - - - -- -- 1.4
1.3-------'------------- ----------- ;------;------;---------------------i---------------------- ----- --- 1.3
1.2 ------------------------- •------------ --------------------------------------------------------- --- 1.2
3.9
---------- -, - - - - r - -
3.7
- r , 0.7
3.6------`------'------J- - - -- `----'-------`------`------'------j--------'-------`------`--- 0.6
3.3 ---- ------�------ �------ --- 0.3
M------ ----- ---- --- ------ --------------------------------4----- -- --- -- 0.1
0 0
200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600
Storage Area (ftq
- Storage Area - Storage Volume
w
ti
in

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
151.74
Peak Lateral Inflow (cfs).....................................
151.74
Peak Outflow (cfs)..............................................
151.50
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
370.43
Max HGL Depth Attained (ft) ..............................
4.43
Average HGL Elevation Attained (ft) ..................
366.77
Average HGL Depth Attained (ft) .......................
0.77
Time of Max HGL Occurrence (days hh:mm) .....
0 12:05
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft).............................................
370.39
Max (Rim) Elevation (ft)......................................
381.00
Max (Rim) Offset (ft)...........................................
10.61
Initial Water Elevation (ft)...................................
370.39
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

Storage Area Volume Curves
Storage Volume (ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
- - 10.
----- --- 70
i
___ 9.6
----------- --------- ---------- ----------- 9
----------- ---------- ----- ----- ----------------------- --------- ---------- ----------- 8.6
i
i
----------- ----------------------------------------- ---------- ---------- ----------- 7.6
_________ ___ ____ __________----------- ----------- ------------ __________ __________ ______________ 7
---- --- --------- ------------------------------------------ ------------------- ----------- 6.6
i
6
i
-- -- ---- - - 5.5
- - --------------------------------- ---------------------- 45
--- - - - - ---------------------------- - - - - ------ - - - - ----------------------------------------------- 3.5
------------------------------------------------------------------------------------------------------- 3
i
i
------------------------------------------------------------------------------------------------- 1.5
------------------------------------------------------------------------------------------------
0
0
0 6,000 10,000 15,000 20.000 25,000 30,000 35,000 40,000 45,000
Stoiage Aiei (ft=1
— Storage Area — Storage Volume
w
c,
m
y

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs).................................................
150.76
Peak Lateral Inflow (cfs).....................................
150.76
Peak Outflow (cfs)..............................................
150.57
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
374.57
Max HGL Depth Attained (ft) ..............................
4.18
Average HGL Elevation Attained (ft) ..................
370.86
Average HGL Depth Attained (ft) .......................
0.47
Time of Max HGL Occurrence (days hh:mm) .....
0 12:05
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
366.50
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft2)................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
60
0.000
10
60
600.00

w
cn
y
Storage Area Volume Curves
Storage Volume M
50 100 750 200 250 300 350 400 450 500 550 600
90
3.8 ---- ---- ---- ---- ---- ------ ----- ---- ---- ---- ---- --
1.6
- ,
3.4 ---- ---- ----- ---- ---- ------ ----- ---- ---- ---- ------ ---
Q ,
i
3.8-------------- ------ - -
3.4 --------------------- ------ - ------
i
8 ---- ---- ----- ---- ---- ------ ----- ---- ---- ---- -----
i.8 -------- -------- ------- ----------------- ------- ----- - ------- --------- -----------------------
i.d i-
---------- -------- ----------------- - - - - -- ------------------ - - - - -- --------------------------
-
�? ----- ----- ----- ----- ----- ------ ------ ----- - - ----- ----- ------
7 , ,
3.8 ----- ----- ----- ----- ----- ------ ------ ----- ----- ----- ----- ------
r.
i.2 ------- ------- -------- - ---
i
s.s ------------- -----------
s.6 - - - - - - - - - - ---
------- -------------------------------
s.x -- - ---------------- - --- ------------------------ -----------------
5 ---- ----- ----------- ---- ----- ---- ---- ---- ------ -----
L8------- ----
L2--------j --------L ------- I -------- -------- ------- -------- I -------j -------- I ----------------j --------
d
3.6
3.2----------------- - - - - -- ---------------------------
0.$- - - - - --- - - - - --- - - - - -- ------
!.6 i-------- ---------------------------------------------------- ---- i
t.d - --- -------------------------------------------
---- i
2 - - - - ------ ----- ----- - - ----- ---- -----
1.8
I.4
1.2 - - -- - - - - -- - - -- - - -- ------ ----- ---- ---- ---- - - - - -- - - - --
3.$-------------- `
3.6 ------- ----- - ------ -------- --------------- --------
3.2 --- ---- ----- ---- ---- ------ ----- ---- ---- ---- ---- -----
0
60
Storage Area {ftj
- Storage Area - Storage Volume
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side
Output Summary Results
CIRCULAR No 9.00
Peak Inflow (cfs).................................................
19.42
Peak Lateral Inflow (cfs).....................................
0.00
Peak Outflow (cfs)..............................................
18.70
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
374.22
Max HGL Depth Attained (ft) ..............................
7.72
Average HGL Elevation Attained (ft) ..................
368.04
Average HGL Depth Attained (ft) .......................
1.54
Time of Max HGL Occurrence (days hh:mm) .....
0 12:12
Total Exfiltration Volume (1000-ft') ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
369.50
Initial Water Depth (ft)........................................
3.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8 3806.4454
23187.05
6.9 3773.9449
23566.07
7 3739.3818
23941.74
7.1 3702.6983
24313.84
7.2 3663.8309
24682.17
7.3 3622.7092
25046.50
7.4 3579.2554
25406.60
7.5 3533.3836
25762.23
7.6 3484.9983
26113.15
7.7 3433.9933
26459.10
7.8 3380.2498
26799.81
7.9 3323.6352
27135.00
8 3264.0000
27464.38
8.1 3201.1754
27787.64
8.2 3134.9696
28104.45
8.3 3065.1636
28414.46
8.4 2991.5054
28717.29
8.5 2913.7028
29012.55
8.6 2831.4142
29299.81
8.7 2744.2360
29578.59
8.8 2651.6861
29848.39
8.9 2553.1804
30108.63
9 2448.0000
30358.69
9.1 2335.2432
30597.85
9.2 2213.7525
30825.30
9.3 2081.9997
31040.09
9.4 1937.8926
31241.08
9.5 1778.4308
31426.90
9.6 1599.0269
31595.77
9.7 1391.9917
31745.32
9.8 1142.4000
31872.04
9.9 811.9097
31969.76
10 0.0000
32010.36

w
m
y
Storage Area Volume Curves
Stol.ige Vohlme (ft)
0 2,000 4,000 4.000 3.00 i0.000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
10
?.8 -- -- -- --- -- -- --- - -- --- -- I --- -
U.4 -- -- --- - --- --- -- -- --- ---
}.2
--------------
1.8 ---------------- ---- ----- ---- ----- --------------- - - ----- ---- ------ -- ------
1.4
8 -- -- --- - --- - - -- --- -- -- -- --- --
i.8 ------------------------------- ------------------- ----- ----- ------------ ----- ------- j -------
i.6
r.4_____--- ________________________--- _____f______________________________ _______ _____________
--- -- -- - -- - - -- -- -- - -- --
7 ; , ,
i.2 ------ ------------ ----- ------ ----- ------ ----- ------------ --------- ----- ------ ----- --- -
i
-- -- - - - - -- - - -- - - - - - - - -
s.6 - - - - ------ ------ ----------------------------------------- ----- - -
i.4 ---------------- ----- ------ - -----
S.2-------------- �------- _______________________________________________
5 - - - --- -- -- --- --- ----
L8------ _------------ L----- _------ _____________L_________------ ___________________________------ ______
L2------------------ L-----I ------ L----- - --- ----------------------------- I ----- I ------ ----- ----
4 - - -
• - i i
t.$ - - -- - - - - -- ------
!.6 F------------------F----------------------------------- ---- - - - - - - - - - - -
0.4 - - - - ---- - - - - -- - - - -- - - - - -- - - - - -- - - ------- - ----- ----- ----- ----- - - - - --
i
2 - - -- --- -- -- -- -- -- --
1.8
i
1.4 1 1
----- -----, �-----,
1.2 - -- -- - --- - -- - -- --- - -- - -- --
-------------
U-- ------------ r ------ r ------ - ----- ----- ------------ ---- ------ ---- ------
U--- -- --- -- -- -- -- -- -- -- -- -- -- --
0 -
500 1,000 7,500 2,000 2,500 3,000
Storage Area (ftj
- Storage Area - Storage Volume
3,600 4,000
10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : SedAndSarl (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
23.81
Peak Lateral Inflow (cfs).....................................
21.70
Peak Outflow (cfs)..............................................
19.82
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
374.24
Max HGL Depth Attained (ft) ..............................
7.74
Average HGL Elevation Attained (ft) ..................
371.02
Average HGL Depth Attained (ft) .......................
4.52
Time of Max HGL Occurrence (days hh:mm) .....
0 12:13
Total Exfiltration Volume (1000-ft') ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
369.50
Initial Water Depth (ft)........................................
3.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8 5877.5995
35803.50
6.9 5827.4149
36388.75
7 5774.0454
36968.82
7.1 5717.4019
37543.39
7.2 5657.3860
38112.13
7.3 5593.8892
38674.69
7.4 5526.7915
39230.72
7.5 5455.9600
39779.86
7.6 5381.2474
40321.72
7.7 5302.4896
40855.91
7.8 5219.5034
41382.01
7.9 5132.0838
41899.59
8 5040.0000
42408.19
8.1 4942.9914
42907.34
8.2 4840.7619
43396.53
8.3 4732.9733
43875.22
8.4 4619.2363
44342.83
8.5 4499.0999
44798.75
8.6 4372.0366
45242.31
8.7 4237.4233
45672.78
8.8 4094.5154
46089.38
8.9 3942.4109
46491.23
9 3780.0000
46877.35
9.1 3605.8902
47246.64
9.2 3418.2943
47597.85
9.3 3214.8524
47929.51
9.4 2992.3342
48239.87
9.5 2746.1063
48526.79
9.6 2469.0857
48787.55
9.7 2149.3990
49018.47
9.8 1764.0000
49214.14
9.9 1253.6842
49365.02
10 0.0000
49427.70

w
cn
y
Storage Area Volume Curves
Storage Volume (ft)
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
10 - 10
).8 i------------------------------------------------------------------------------------i-------- - 9.8
0.4 '----------`--------- '----------`---------J--------------- '---------- `--------- '---------- '------ --- 9.4
9---------------------------------------------------------------------------------------- ----- 9
3.$ 8.8
1.4 - 8.4
$---------------------------- --------------------------- ----------- 8
i.8 ---- -------------------`--------------------- -------------------- ---------- ---- ---------- 7.8
i.4'---------- =---------=
---------- `---------- ---------- '----------=-------------------------------------- 7.4
r.2---------- `---------- ----------`---------J----------`---------'----------`----- --- ---------------- 7.2
;.2 r ; ;---- ---- ; ------ --- 6.2
;.$ -I-------- --------- ; - - - - --
s.6--------------------;-------------------;---------- --------;--------------------------------------- - 6.6
5.2 ---------------------------`---------;----------r ' 5.2
5 ------ ------ ------------- ---- ------ ------ ------ --------------- 5
La.'----------=---------=----------`---------'------ --------- ' ---------------'----------'-------- 4.8
L6---------- i -------------------------- ---------- ----------i-------------------i------------------- 4.6
L2---------- `---------- ---------- `-------- ----------`--------- '----------`---------------- - 4.2
t.$ -- ------ -- 2.8
!.6 --= `-------------------------'-------------------;---- 2.6
0.4 ---------- ------ ---------- ---------I----------- - 2.4
U - - - ' 2.2
2 - - - - - - ------ ---- -------------- 2
1.8
----------r- ------- - - - - , - - r - - ,- - - r 1.8
1.4
-r - 1.4
1.2---------------'----------`---------J----------`---------'--------`---------'----------'---------- 1.2
i
---------
1.6 ----------r- ------- ------ 7--------- I- ---------- r---------I--------------------- 0.6
).2 - ------------------- ----- --------- ----------�-------------------------------------------------- 0.2
0 - 0
0 500 1,000 1,500 2,000 2,600 3,000 3,500 4,000 4,600 6,000 6,600 6,000
Storage Area (ftj
- Storage Area - Storage Volume
w
m
ti

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
35.55
Peak Lateral Inflow (cfs).....................................
35.55
Peak Outflow (cfs)..............................................
30.20
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
374.24
Max HGL Depth Attained (ft) ..............................
7.74
Average HGL Elevation Attained (ft) ..................
371.04
Average HGL Depth Attained (ft) .......................
4.54
Time of Max HGL Occurrence (days hh:mm) .....
0 12:13
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft).............................................
363.88
Max (Rim) Elevation (ft)......................................
370.00
Max (Rim) Offset (ft)...........................................
6.12
Initial Water Elevation (ft)...................................
363.88
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

w
m
m
Storage Area Volume Curves
Storage Volume (ft'j
0 1,000 2,000 3,000 4,000 6,000 6,000 7,000 9,000 9,000 10,000 11,000 12,000 13,000 14,000 15,000
6 - 6
. i
5 ----- --- - ---- ---- 5
�8 �------------------ ------------ -----------'------------- ----------- 4.8
L6------ '------; --------`------'----- ------------------ ------ 4.6
L4'------ '------`-----J------`----- ----- ---------'-------------------`-----'----- 4.4
i
L2----- ----- ---- ----- - --- -- - ------ ----- ---- ---------------- ----- ---- ----- 4.2
4------------- ----- ----- - --------------------------- ------------------------------------ ----- 4
i
1.6------ I- ------ ----- ------ ------ - - ------ ------ ------ ----- ---- ----- 3.6
1.4 ------------------ - ------------------------ ---- -- 3.4
1.2------ ' ----- -- - J------`-----------'------`------`------'------------ ' ----- -- 3.2
t.2 ------------ ----- ----- ---- -------- ------ - ---- 2.2
2 -- -- --- -- -- -- -- -- -- -- -- -- --- -- -- -- 2
1.8 ----- -----'------`----- '------'------` ------` '------ '------ '------ --- -- -- 1.8
9 r-----,----- 4
}.6------- - 0.6
0 4
0 600 1,000 1,600 2,000 2,600 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (M
— Storage Area — Storage Volume
w
c,
m

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs).................................................
154.59
Peak Lateral Inflow (cfs).....................................
1.30
Peak Outflow (cfs)..............................................
151.94
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
368.28
Max HGL Depth Attained (ft) ..............................
4.4
Average HGL Elevation Attained (ft) ..................
364.31
Average HGL Depth Attained (ft) .......................
0.43
Time of Max HGL Occurrence (days hh:mm) .....
0 12:08
Total Exfiltration Volume (1000-ft3) ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft).............................................
366.50
Max (Rim) Elevation (ft)......................................
376.50
Max (Rim) Offset (ft)...........................................
10.00
Initial Water Elevation (ft)...................................
366.50
Initial Water Depth (ft)........................................
0.00
Ponded Area (ft')................................................
0.00
Evaporation Loss ................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8 5597.7138
34098.57
6.9 5549.9189
34655.95
7 5499.0908
35208.40
7.1 5445.1446
35755.61
7.2 5387.9866
36297.27
7.3 5327.5135
36833.05
7.4 5263.6109
37362.61
7.5 5196.1524
37885.60
7.6 5124.9976
38401.66
7.7 5049.9901
38910.41
7.8 4970.9556
39411.46
7.9 4887.6988
39904.39
8 4800.0000
40388.77
8.1 4707.6109
40864.15
8.2 4610.2495
41330.04
8.3 4507.5936
41785.93
8.4 4399.2727
42231.27
8.5 4284.8571
42665.48
8.6 4163.8444
43087.92
8.7 4035.6412
43497.89
8.8 3899.5384
43894.65
8.9 3754.6771
44277.36
9 3600.0000
44645.09
9.1 3434.1811
44996.80
9.2 3255.5184
45331.28
9.3 3061.7642
45647.14
9.4 2849.8421
45942.72
9.5 2615.3394
46215.98
9.6 2351.5102
46464.32
9.7 2047.0467
46684.25
9.8 1680.0000
46870.60
9.9 1193.9849
47014.30
10 0.0000
47074.00

w
cn
y
Storage Area Volume Curves
Storage Volume M
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,600 45,000
10 - 10
?.8 -- ----- ------ ------ ------ ------ ------- 9.8
).6----------, 9.6
0.4 '---------- `-------- '---------- '-----------'---- -------------- ------- ---- --- 9.4
9------------------------------------------------------ --------------------------------- ----- 9
3.$ : , ; ; ; 8.8
3.4 ; ;----------T -- ------ 8.4
8 ------------- ------ ------ ------ ------ ------ --------- --- 8
i.8 ---------- ----- -------- -----------------------------'----------'-------- '---------- ----- 7.8
r.4'----------=----------=----------=-----------'------------------------------------- --- --------------- 7.4
r.2---- - - - - -- `-- - - - - -- '---- - - - - --'-----------'---------- J-------------- - - - - -- -- - - - - -- - - -- - - -- - - - -- 7.2
7
i.8 '---------- '---------- ;-----------i---------- ;-----------------------------------------;-------- 6.8
i.2 ; ;---------; ; --- 6.2
s.8 ; ; ; ; 6.8
s.6----------;----------=----------;----------;----------;---------;------------------------------------ - 5.6
5.2 ------ --------------- ------ i-------------------- i---------- '---------- ---------- 5.2
5 - - - - -- - - - - ---- - - - - -- - - - - -- -- ------ ------ - - - - -- - - - - -- - 5
L8'---------------------=----------=-----------------------------------------'----------'--------------- 48
L6----------------------------------------- -------------------------------------------------------- ---- 4.6
L2----------- ----------- ----------- ------- -----------J---------- -- -- - 4.2
4----- ----- -----, ,-- -- 4
-- -
1.6------------------------------=------------------ ;----------' ---- 3.6
i i
t.$ ----- ; ; ;--------;---- 2.8
!.6----------;--------------------;----------;----------- ----------- ----------- ----------- ------ 2.6
0.4---------- ------------------------------------------------------------------------------ ---- 2.4
2 ------ ---- ------ ------ ------------- ------ - ------ --- 2
1.81.8
1.6-------------------------------------------------- J---------- I- -------- ---------- ---------- 1.6
1.4
1.2------------------------------------------------J----------------------------------------- ------ 1.2
1 -- -------------------------- ------- ---------- --- --------- ----- 1
1.6 ---------- ---------- I- ---------- 0.6
).2 -------- :--------------------- ---------------------------------------------------------------0.2
0 0
0 600 1,000 1,600 2,000 2,600 3,000 3,600 4,000 4,500 5,000 5,500 6,000
Storage Area {ffl
- Storage Area - Storage Volume
w
m
ti

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet01_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side
Output Summary Results
CIRCULAR No 6.00
Peak Inflow (cfs).................................................
53.56
Peak Lateral Inflow (cfs).....................................
0.00
Peak Outflow (cfs)..............................................
29.99
Peak Exfiltration Flow Rate (cfm) .......................
0.00
Max HGL Elevation Attained (ft) .........................
374.24
Max HGL Depth Attained (ft) ..............................
7.74
Average HGL Elevation Attained (ft) ..................
368.84
Average HGL Depth Attained (ft) .......................
2.34
Time of Max HGL Occurrence (days hh:mm) .....
0 12:13
Total Exfiltration Volume (1000-ft') ....................
0.000
Total Flooded Volume (ac-in) .............................
0
Total Time Flooded (min) ...................................
0
Total Retention Time (sec) .................................
0.00
366.50 0.60

Project Description
File Name .........................................................
2019-1012 Lumley_alternatives.SPF
Project Options
Flow Units.........................................................
CFS
Elevation Type ..................................................
Elevation
Hydrology Method ............................................
SCS TR-55
Time of Concentration (TOC) Method ..............
User -Defined
Link Routing Method .........................................
Hydrodynamic
Enable Overflow Ponding at Nodes ..................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On ..............................................
Jan 25, 2020
00:00:00
End Analysis On ...............................................
Jan 26, 2020
00:00:00
Start Reporting On ............................................
Jan 25, 2020
00:00:00
Antecedent Dry Days ........................................
0
days
Runoff (Dry Weather) Time Step ......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .....................
0 00:05:00
days hh:mm:ss
Reporting Time Step .........................................
0 00:01:00
days hh:mm:ss
Routing Time Step ............................................
1
seconds
Number of Elements
aty
RainGages .......................................................
1
Su bbasi ns..........................................................
16
Nodes................................................................
25
Junctions ..................................................
7
Outfalls.....................................................
10
Flow Diversions ........................................
0
Inlets........................................................
0
Storage Nodes .........................................
8
Links..................................................................
25
Channels..................................................
0
Pipes........................................................
12
Pumps......................................................
0
Orifices.....................................................
2
Weirs........................................................
9
Outlets......................................................
2
Pollutants..........................................................
0
LandUses ........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 50-year
Cumulative
inches North Carolina Wake
50 7.20 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
7.20
6.89
13.77
18.86
0 00:05:00
2 Existing02
1.87
97.45
7.20
6.90
12.90
17.65
0 00:05:00
3 Existing03
4.16
65.09
7.20
3.27
13.59
13.69
0 00:23:30
4 Existing04
2.31
70.00
7.20
3.79
8.74
9.90
0 00:18:48
5 Existing05
0.51
96.82
7.20
6.82
3.46
4.77
0 00:05:00
6 Existing06
0.88
97.84
7.20
6.94
6.12
8.36
0 00:05:00
7 Offsite0l_post
30.89
80.99
7.20
4.99
154.15
168.14
0 00:19:48
8 Offsite0l_pre
30.89
80.99
7.20
4.99
154.15
168.14
0 00:19:48
9 Offsite02_post
0.48
58.43
7.20
2.59
1.23
1.62
0 00:11:30
10 Offsite02_pre
0.48
58.43
7.20
2.59
1.23
1.62
0 00:11:30
11 Postol
2.64
93.18
7.20
6.39
16.86
24.27
0 00:05:00
12 Post02
4.32
93.05
7.20
6.38
27.57
39.78
0 00:05:00
13 Post03
0.51
74.00
7.20
4.22
2.14
3.38
0 00:05:00
14 Post04
0.88
74.00
7.20
4.22
3.72
5.91
0 00:05:00
15 Undetained0l
1.69
95.96
7.20
6.72
11.33
15.79
0 00:05:00
16 Undetained02
2.02
95.05
7.20
6.61
13.34
18.81
0 00:05:00

Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft) (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 175.85
369.94
0.00
11.96
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 171.90
370.82
0.00
9.58
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 172.29
371.65
0.00
11.77
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 172.68
372.58
0.00
10.35
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 172.80
373.88
0.00
8.89
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 18.81
375.43
0.00
2.57
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 5.42
370.94
0.00
5.56
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
167.35
364.47
9 Outfall0l_pre
Outfall
362.16
172.18
364.53
10 OutfaII02_post
Outfall
372.47
11.02
373.97
11 OutfaII02_pre
Outfall
0.00
23.35
0.00
12 OutfaII03_post
Outfall
0.00
5.88
0.00
13 OutfaII03_pre
Outfall
0.00
8.35
0.00
14 OutfaII04_post
Outfall
0.00
3.37
0.00
15 OutfaII04_pre
Outfall
0.00
4.76
0.00
16 Road_post
Outfall
369.00
1.57
369.00
17 Road_pre
Outfall
369.00
9.01
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 187.96
369.41
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 174.26
370.55
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 173.10
375.04
0.00
0.00
21 OutletStructure01
Storage Node
366.50
376.50
366.50
0.00 40.28
375.07
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 49.39
375.03
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 73.91
375.03
0.00
0.00
24 Stream01_post
Storage Node
363.88
370.00
363.88
0.00 176.78
369.13
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 138.49
375.03
0.00
0.00

Link Summary
SN Element
ID
Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 171.52
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 171.90
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 172.29
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 172.68
5 (20191012-CU-STRM-N).HW2->5
Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 172.80
61->HW2
Pipe
1
Stream0l_post
29.94
365.38
365.14
0.8000
48.000
0.0130 175.42
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 5.40
8 Link-02
Pipe
Stream0l_post
Outfall01_post
110.20
363.88
362.16
1.5600
38.000
0.0130 167.35
9 Link-04
Pipe
OutletStructure01
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 7.79
10 Link-05
Pipe
Outlet02
Outfall02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 11.02
11 Link-06
Pipe
ExistingStream01
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 172.18
12 Link-07
Pipe
ExistingUSculvert
ExistingStream0l
20.90
366.23
365.80
2.0600
36.000
0.0130 77.75
13 OrificePlate0l
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
5.42
14 SmallOrifice01
Orifice
Vault01
OutletStructure0l
366.50
366.50
6.000
1.81
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.19
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.23
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
40.11
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
24.95
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
24.95
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
24.95
21 Weir-09
Weir
ExistingUSculvert
ExistingStream01
366.00
363.88
114.11
22 Weir-10
Weir
ExistingStream0l
Road -pre
363.88
369.00
9.01
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
24.89
24 Weir-11
Weir
Stream01_post
Road_post
363.88
369.00
1.57
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
24.89
470.48
0.36
8.43
4.61
0.71
0.00
468.73
0.37
7.31
4.71
0.72
0.00
468.42
0.37
7.38
4.49
0.69
0.00
469.42
0.37
8.03
4.10
0.63
0.00
468.93
0.37
7.54
4.26
0.66
0.00
257.21
0.68
8.37
3.99
1.00
0.00
4.57
1.18
4.68
1.25
1.00
44.00
178.02
0.94
14.24
2.74
0.86
0.00
5.49
1.42
4.82
1.50
1.00
38.00
5.36
2.06
6.24
1.50
1.00
52.00
178.02
0.97
14.54
2.77
0.87
0.00
95.67
0.81
12.24
3.00
1.00
11.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
Calculated
SURCHARGED
Calculated
SURCHARGED
SURCHARGED
Calculated
SURCHARGED

Subbasin Hydrology
Subbasin : Existing01
Input Data
##### 2.00
##### 97.39
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sul (acres) Group
Number
1.95
98.00
0.05
74.00
Compo: 2.00
97.39
Subbasin Runoff Results
##### 7.20
##### 6.89
##### 18.86
##### 97.39
##### 0 00:05:00

Subbasin : Existing01
I
Rainfall Intensity Graph
7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing02
Input Data
##### 1.87
##### 97.45
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sul (acres) Group
Number
1.83
98.00
0.04
74.00
Compo: 1.87
97.45
Subbasin Runoff Results
##### 7.20
##### 6.90
##### 17.65
##### 97.45
##### 0 00:05:00

Subbasin : Existing02
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
19
18
17
16
15
14
13
12
11
N
10
0 9
c 8
7
E
6
4
3
2
1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
##### 4.16
##### 65.09
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su (acres)
Group Number
2.80
70.00
1.36
55.00
Compo: 4.16
65.09
Subbasin Runoff Results
##### 7.20
##### 3.27
##### 13.69
##### 65.09
##### 0 00:23:30

Subbasin : Existing03
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
14.
1
13.
1
12.
1
11.
1
10.
1
9
N
u
7
0
6.
5.
4.
3.
2:
0
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing04
Input Data
##### 2.31
##### 70.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sul (acres) Group
Number
2.31 -
70.00
Compu 2.31
70.00
Subbasin Runoff Results
##### 7.20
##### 3.79
##### 9.90
##### 70.00
##### 0 00:18:48

Subbasin : Existing04
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
10
3.5
9
3.5
8
'.5
7
3.5
6
i.5
5
IIIM!
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
##### 0.51
##### 96.82
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sul
(acres)
Group Number
impervi
0.48
c 98.00
grass
0.03
c 74.00
Compo:
0.51
96.82
Subbasin Runoff Results
##### 7.20
##### 6.82
##### 4.77
##### 96.82
##### 0 00:05:00

Subbasin : Existing05
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
N 2.8
u
2.6
`0 2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
##### 0.88
##### 97.84
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sul
(acres)
Group Number
impervi
0.88
c 98.00
grass
0.01
c 74.00
Compo:
0.89
97.84
Subbasin Runoff Results
##### 7.20
##### 6.94
##### 8.36
##### 97.84
##### 0 00:05:00

Subbasin : Existing06
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
3.5
8
'.5
7
3.5
6
i.5
5
l.5
4
3.5
2
1.5
1
1.5
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_post
Input Data
##### 30.89
##### 80.99
##### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Su
(acres)
Group
Number
woods
2.87
b
55.00
grass
2.84
c
74.00
impervi
12.44
c
98.00
woods
9.87
c
70.00
field
2.87
c
78.00
Compo:
30.89
80.99
Subbasin Runoff Results
##### 7.20
##### 4.99
##### 168.14
##### 80.99
##### 0 00:19:48

Subbasin : Offsite01_post
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
160
170
160
150
140
130
120
110
100
u
w 90
0
60
70
60
50
40
30
20
10
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_pre
Input Data
##### 30.89
##### 80.99
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
Compo 30.89
80.99
Subbasin Runoff Results
##### 7.20
##### 4.99
##### 168.14
##### 80.99
##### 0 00:19:48

Subbasin : Offsite01_pre
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
160
170
160
150
140
130
120
110
100
u
w 90
0
60
70
60
50
40
30
20
10
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
##### 0.48
##### 58.43
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su
(acres)
Group Number
woods
0.37
b 55.00
woods
0.11
c 70.00
Compo:
0.48
58.43
Subbasin Runoff Results
##### 7.20
##### 2.59
##### 1.62
##### 58.43
##### 0 00:11:30

Subbasin : Offsite02_post
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
N 1
u
w 0.9
0
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
##### 0.48
##### 58.43
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su (acres)
Group Number
0.37
55.00
0.11
70.00
Compo: 0.48
58.43
Subbasin Runoff Results
##### 7.20
##### 2.59
##### 1.62
##### 58.43
##### 0 00:11:30

Subbasin : Offsite02_pre
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
N 1
u
w 0.9
0
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
##### 2.64
##### 93.18
##### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Sul
(acres)
Group
Number
impervi
2.15
C
98.00
grass
0.27
C
74.00
woods
0.22
C
70.00
Compu
2.64
93.18
Subbasin Runoff Results
##### 7.20
##### 6.39
##### 24.27
##### 93.18
##### 0 00:05:00

Subbasin : Post01
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
I
2
2
2
2
2
2
1
1
1
1
N
u 1
w 1
0
� 1
� 1
1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time [hrs)
Runoff Hydrograph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
##### 4.32
##### 93.05
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su
(acres)
Group Number
grass
0.89
c 74.00
impervi
3.43
c 98.00
Compa
4.32
93.05
Subbasin Runoff Results
##### 7.20
##### 6.38
##### 39.78
##### 93.05
##### 0 00:05:00

Subbasin : Post02
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
4
4
3
3
3
3
3
2
2
N 2
u 2
0 2
� 1
1
1
1
1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time [hrs)
Runoff Hydrograph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
##### 0.51
##### 74.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sul (acres) Group
Number
0.51 -
74.00
Compu 0.51
74.00
Subbasin Runoff Results
##### 7.20
##### 4.22
##### 3.38
##### 74.00
##### 0 00:05:00

Subbasin : Post03
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
j
3
3
0
0
0
0
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time [hrs)
Runoff Hydrograph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post04
Input Data
##### 0.88
##### 74.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sul (acres) Group
Number
0.88 -
74.00
Compu 0.88
74.00
Subbasin Runoff Results
##### 7.20
##### 4.22
##### 5.91
##### 74.00
##### 0 00:05:00

Subbasin : Post04
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
0 3
� 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
06
0.4
0.2
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
##### 1.69
##### 95.96
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Su
(acres)
Group Number
grass
0.14
c 74.00
impervi
1.54
c 98.00
Compa
1.68
95.96
Subbasin Runoff Results
##### 7.20
##### 6.72
##### 15.79
##### 95.96
##### 0 00:05:00

Subbasin : Undetained0l
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time [hrs)
Runoff Hydrograph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
##### 2.02
##### 95.05
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sul
(acres)
Group Number
impervi
1.77
c 98.00
grass
0.25
c 74.00
Compo:
2.02
95.05
Subbasin Runoff Results
##### 7.20
##### 6.61
##### 18.81
##### 95.05
##### 0 00:05:00

Subbasin : Undetained02
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
4.5
4
3.5
3
2.5
2
1.5
0.5
I
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time [hrs)
Runoff Hydrograph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OutletO2
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding
Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
175.85
0.00
369.94
4.56
0.00
11.96
365.87
0.49
0 12:08
0 00:00
0.00
0.00
2 2
171.90
0.00
370.82
4.77
0.00
9.58
366.55
0.50
0 12:08
0 00:00
0.00
0.00
3 3
172.29
0.00
371.65
4.76
0.00
11.77
367.39
0.50
0 12:07
0 00:00
0.00
0.00
4 4
172.68
0.00
372.58
4.33
0.00
10.35
368.72
0.47
0 12:06
0 00:00
0.00
0.00
5 5
172.80
0.00
373.88
3.97
0.00
8.89
370.37
0.46
0 12:05
0 00:00
0.00
0.00
6 Outlet02
18.81
18.81
375.43
2.80
0.00
2.57
372.98
0.35
0 12:00
0 00:00
0.00
0.00
7 OutletPipe01
5.42
0.00
370.94
4.44
0.00
5.56
367.05
0.55
0 12:09
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation Offset Elevation Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 (20191012-CU-STRM-N}.2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 (20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 (20191012-CU-STRM-N}A->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 (20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 (20191012-CU-STRM-N}.HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 (20191012-CU-STRM-N).2->1
171.52
0 12:06
470.48
0.36
8.43
0.14
4.61
0.71
0.00
Calculated
2 (20191012-CU-STRM-N}.3->2
171.90
0 12:06
468.73
0.37
7.31
0.21
4.71
0.72
0.00
Calculated
3 (20191012-CU-STRM-N).4->3
172.29
0 12:05
468.42
0.37
7.38
0.36
4.49
0.69
0.00
Calculated
4 (20191012-CU-STRM-N}.5->4
172.68
0 12:05
469.42
0.37
8.03
0.40
4.10
0.63
0.00
Calculated
5 (20191012-CU-STRM-N).HW2->5
172.80
0 12:05
468.93
0.37
7.54
0.10
4.26
0.66
0.00
Calculated
61->HW2
175.42
0 12:06
257.21
0.68
8.37
0.06
3.99
1.00
0.00
Calculated
7 Link-01
5.40
0 12:35
4.57
1.18
4.68
0.63
1.25
1.00
44.00
SURCHARGED
8 Link-02
167.35
0 12:09
178.02
0.94
14.24
0.13
2.74
0.86
0.00
Calculated
9 Link-04
7.79
0 11:56
5.49
1.42
4.82
0.47
1.50
1.00
38.00
SURCHARGED
10 Link-05
11.02
0 11:56
5.36
2.06
6.24
0.17
1.50
1.00
52.00
SURCHARGED
11 Link-06
172.18
0 12:08
178.02
0.97
14.54
0.13
2.77
0.87
0.00
Calculated
12 Link-07
77.75
0 11:59
95.67
0.81
12.24
0.03
3.00
1.00
11.00
SURCHARGED

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft)................................................
363.88
Max (Rim) Elevation (ft).........................................
370.00
Max (Rim) Offset (ft)..............................................
6.12
Initial Water Elevation (ft)......................................
363.88
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')...................................................
100.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(It)
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

5.8
5.6
5.4
5.2
5
4,8
4,6
4.4
4.2
4
3.3
3.6
3.4
3.2
CD 3
Lq 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Star age V01111116 (fr)
0 2,000 4,000 6,000 8,000 10,000
12,000 14,000 16,000
: ----------------- -------- I
----- * ------------ I -------------- I ----------- I -------------- I --------- 6
------------ ------------ ------------ I ------------ I -------------- L ----------- ------------ ---------
------------ ------------ ------------ I ------------ I ------------- ----------- ---- ------ -----------
----------------------------------------------------------------------- ------------------------------- 5.4
------------ T ------------ ------------ T ------------ I ----------- ----------- I ------------ I ----------- I --- 5.2
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5
------------ ------------ ------------- ------ ---- ------------ ----------- ------- ----------- ----- 4,9
------------ ------------ ------------ --------- ---------- ----------- ------------- L ----------- ----- 4,6
------------ ------------ --------- ------------- - ----------- ------------------------ ----------------- 14
------------ ----------------- ------ - -------- ------------- L ----------- I -------------- L ----------- i ------ 12
------------ ------------- : ------------- I -----------------------------------------
4
- - - - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------------- r ------------------ 3.8
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I -- - - - - - - - - - - - - - - - - - - - - - - --- - - - - 3.6
- - - - - - - - - - - - - - - - - - - - - - - -
----------------------- ------------ ----------- ------------ ----------- ----- 3.4
------------ ---- --- ------------ -------------------------- L ----------- ------------- ----------------- 3.2
------------ -- ---- ---- ------------ ----------- ------------ ----------- ------------- L ------------ : 3
------------ - ---- ----- ------------ I ------------ I -------------- L ----------- I -------------- L -----------
------------ ----- --------------------------------------------------------- ------------- 2.6
--------- -- ---- ------- ------------ -------------------------- ----------- ------------- ----------------- 2.2
------- -------- -------- ------------- I ------------ I ------------ I ------------- I ----------------------------- :2
------- ----- - ---------- ------------ ----------- ------------ ----------- ------------ ----------- 1.8
----- ------ ----------------------- ----------- ------------ ----------- ------------ ----------------
1.6
---- ------
------------ ------------ I --------------------------- L ----------- j -------------- L --------------- 1.4
----------------------------------------------------------------------- L -----------------
1.2
-
--------- ----- 0.8
- --- ----- ------------ ------------ I ------------ I -------------- I ----------- I -------------- I ----------- ------ 0.6
--- ------ ------------ ------------ I ------------ I -------------- L ----------- I ------------- ---------------- 0.4
---- -------- ------------ ------------ I ------------ I -------------- L ----------- j -------------- L ----------------- 0.2
------------------------------------- ----------- ------------ ------------------------ ---------------- 0
0 600 1,000 1,600 2,000 2,500 3,000 3,600 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (W)
I- Storage Area - Storage Volume

Storage Node : ExistingStream01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
187.96
Peak Lateral Inflow (cfs)........................................
14.77
Peak Outflow (cfs).................................................
181.19
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
369.41
Max HGL Depth Attained (ft).................................
5.53
Average HGL Elevation Attained (ft) .....................
364.33
Average HGL Depth Attained (ft) ...........................
0.45
Time of Max HGL Occurrence (days hh:mm) ........
0 12:08
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft)................................................
366.00
Max (Rim) Elevation (ft).........................................
371.00
Max (Rim) Offset (ft)..............................................
5.00
Initial Water Elevation (ft)......................................
366.00
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft2)...................................................
100.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

6
4.9
4.8
4.7
16
4.5
4A
4.3
12
4.1
4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
w 2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Stange Volume (ft'j
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000
---------------------------------- ---------------------------------- ------- ------------- ----
i
i
-- - - -------- i - - - -------- i - - - -- i - - - - -------------- - - - - -- - - - --
- ----- ----- --- -- ------------- ------ ------ ---- --- ---- -------I------ ---- -- - ------
i
- * - - - - -- -- -- - --
---*--
------- ----------------------- ---------------- ------------------------------------ ------ ---
i
-
--------------------------- --------------------------- --------------i--------------------------------
------ ----- -------------'------- ------ ---
-�--------------
`-- - - - - -- --- ------ -`------'------'i ------'--
------- •------•- - - - ---------- - - - - -- - - - - --
------------------------------------
----- --
- - - -, - , - ,- - - r - -
i
--- --------- ---- ----•------ -- - --- ---- ---'- ---- --'- --- - -- - ----
200 400 600 800 1,000 1,200 1,400 1,600 1,900 2,000 2,200 2,400 2,600
Storage Area ("
- Storage Area - Storage Volume
.9
.8
.7
.6
.5
.4
.3
.2
.1
w
0
10
LA

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
174.26
Peak Lateral Inflow (cfs)........................................
174.26
Peak Outflow (cfs).................................................
173.73
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
370.55
Max HGL Depth Attained (ft).................................
4.55
Average HGL Elevation Attained (ft) .....................
366.82
Average HGL Depth Attained (ft) ...........................
0.82
Time of Max HGL Occurrence (days hh:mm) ........
0 12:06
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft)................................................
370.39
Max (Rim) Elevation (ft).........................................
381.00
Max (Rim) Offset (ft)..............................................
10.61
Initial Water Elevation (ft)......................................
370.39
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

10.6
10
9.6
9
8.6
a
7.6
7
6.6
6
w
�-' 5.6
m
on
m
5
4.6
4
3.5
3
2.5
2
1.5
1
0.5
Storage Area Volume Curves
Storage Volume (ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 60,000 90,000
7.6
7
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
Storage Area (M
— Storage Area — Storage Volume
w
m
0
m
LA

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs)....................................................
173.10
Peak Lateral Inflow (cfs)........................................
173.10
Peak Outflow (cfs).................................................
172.80
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
375.04
Max HGL Depth Attained (ft).................................
4.65
Average HGL Elevation Attained (ft) .....................
370.91
Average HGL Depth Attained (ft) ...........................
0.52
Time of Max HGL Occurrence (days hh:mm) ........
0 12:05
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
366.50
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft2)...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
60
0.000
10
60
600.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
p� 5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Star age Vnluute {ft 1
50 100 150 200 250 300 350 400
451) 500 550 600
-
---------------------------------------------------- --------r-------------------------------------------
` j---------•--------`-----
i
i--- - - - --- - - - - --- - - - - --
'-------- r--- --------------v---------------- ---- ---------- -- -------- ----- ----------------------
-
---------i------------------------------------------ X
-------- ---------------------------
-----, ---------------,-----------------------,--------------- ---------------- ----------------------------------------------- ---------------- ------------------
---- ---- ---- - ---- ---- ---- ----------'------
- - - 4---------•------------- --- ------------------I --------{-------- --------•---------
- -,
----`----- -------- `------- '--------L-------- -------- '-------
' ----- ---- ---- ---- ---- ---- ---- ---- -----------------
------------------------ -------- -----
----,--------r ------,--------.------- --------
- �--------•-------- ------- -------- �---------------------------------------------
-
60
Storage Area {ft5
- Storage Area - Storage Volume
7.8
7.6
7.4
7.2
7
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side
Output Summary Results
CIRCULAR No 9.00
Peak Inflow (cfs)....................................................
40.28
Peak Lateral Inflow (cfs)........................................
0.00
Peak Outflow (cfs).................................................
34.37
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
375.07
Max HGL Depth Attained (ft).................................
8.57
Average HGL Elevation Attained (ft) .....................
368.20
Average HGL Depth Attained (ft) ...........................
1.7
Time of Max HGL Occurrence (days hh:mm) ........
0 12:13
Total Exfiltration Volume (1000-ft') ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
369.50
Initial Water Depth (ft)...........................................
3.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8
3806.4454
23187.05
6.9
3773.9449
23566.07
7
3739.3818
23941.74
7.1
3702.6983
24313.84
7.2
3663.8309
24682.17
7.3
3622.7092
25046.50
7.4
3579.2554
25406.60
7.5
3533.3836
25762.23
7.6
3484.9983
26113.15
7.7
3433.9933
26459.10
7.8
3380.2498
26799.81
7.9
3323.6352
27135.00
8
3264.0000
27464.38
8.1
3201.1754
27787.64
8.2
3134.9696
28104.45
8.3
3065.1636
28414.46
8.4
2991.5054
28717.29
8.5
2913.7028
29012.55
8.6
2831.4142
29299.81
8.7
2744.2360
29578.59
8.8
2651.6861
29848.39
8.9
2553.1804
30108.63
9
2448.0000
30358.69
9.1
2335.2432
30597.85
9.2
2213.7525
30825.30
9.3
2081.9997
31040.09
9.4
1937.8926
31241.08
9.5
1778.4308
31426.90
9.6
1599.0269
31595.77
9.7
1391.9917
31745.32
9.8
1142.4000
31872.04
9.9
811.9097
31969.76
10
0.0000
32010.36

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
p� 5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft'j
0 2,000 4,000 6,000 3.000 10.000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
------------ ----- ------ ----- ------------------------------------ ----- ------ ----- ------
i i
---- - - - - --
i
`--- - - -'--
I I
'-------------------------------- r------------------v--------------------------------- -----------------
______--- ___________--- ___________--- _____f___________--- ___________--- _________ --- _____ _____--- ______
i i
----
-�------*-----------*--------- - - -*-- - -- *----- - -- -
- ----- ------ ----- ----------- ------ - ---------------- ----
i i i
--------------- -----I----- --- -----_----- --- -----f------- ------------------ -------------- ------_____----- ---
_____________--- _____L_______________________________________________--- ___________--- ___________--- _____
______t____•______,______a______,______-_____y______t_____y______
r______- ___ ___
i i
------ -------'- - - --------- - - - - -• ------------•------'-----
.----- ----- - ,------ �------------ r----- .------------------- -------- ---------r-----,------r
i
----- •------'--- --- - -----------------------•------'------•------'------•------I------I-------I-------
500 1,000 1,600 2,000 2,600 3,000
Storage Area (fo
- Storage Area - Storage Volume
3,500 4,000
7.8
7.6
7.4
7.2
7
w

Storage Node : SedAndSand01 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
49.39
Peak Lateral Inflow (cfs)........................................
24.26
Peak Outflow (cfs).................................................
49.96
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
375.03
Max HGL Depth Attained (ft).................................
8.53
Average HGL Elevation Attained (ft) .....................
371.13
Average HGL Depth Attained (ft) ...........................
4.63
Time of Max HGL Occurrence (days hh:mm) ........
0 12:12
Total Exfiltration Volume (1000-ft') ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
369.50
Initial Water Depth (ft)...........................................
3.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8
5877.5995
35803.50
6.9
5827.4149
36388.75
7
5774.0454
36968.82
7.1
5717.4019
37543.39
7.2
5657.3860
38112.13
7.3
5593.8892
38674.69
7.4
5526.7915
39230.72
7.5
5455.9600
39779.86
7.6
5381.2474
40321.72
7.7
5302.4896
40855.91
7.8
5219.5034
41382.01
7.9
5132.0838
41899.59
8
5040.0000
42408.19
8.1
4942.9914
42907.34
8.2
4840.7619
43396.53
8.3
4732.9733
43875.22
8.4
4619.2363
44342.83
8.5
4499.0999
44798.75
8.6
4372.0366
45242.31
8.7
4237.4233
45672.78
8.8
4094.5154
46089.38
8.9
3942.4109
46491.23
9
3780.0000
46877.35
9.1
3605.8902
47246.64
9.2
3418.2943
47597.85
9.3
3214.8524
47929.51
9.4
2992.3342
48239.87
9.5
2746.1063
48526.79
9.6
2469.0857
48787.55
9.7
2149.3990
49018.47
9.8
1764.0000
49214.14
9.9
1253.6842
49365.02
10
0.0000
49427.70

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
p� 5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
0 5,000 10,000 15,000 20,000 25,000 30.000 35.000 40,000 45.000
10
------ --- --- ------ ------------- ------ ---- - 9.8
, ----------I------ --------- 9.6
- --- - -- ------ ------ --- ----- - ----- - --- -- -- ---- --- --- 9.4
9.2
-------------------- i-------------------------------------------------- I------------- ----- 9
-- -------- 8.8
---- ----- 8.4
---------------------------- --------------------------- ----------- $
----------------------------- - - - - - ----------- --------- ---- ---------- 7.8
---------------------
-------------------------------------------------------------------------------- 7.4
----- ------ ------------- ----- ------ ------ - - ------------- 7.2
i
-- ----- ------ - 6.2 i
-- ----- - - - - --- - - - - -- 5.8
-------------------------------------------------- ------------------------------------------- 6.6
- - ------------------------------- ----------- ;------------------ 5.2
------------------------------------------------------------------------------------------- 5
---------------------------------------------------- 4.8
----------I --------------------L ------------------L ---------i ----------L ---------i ----------------- - 4.2
----- ------ ------ - - - - 3.8
- 3.4
2.8
---- - - - - --- - - - - ----- - - - - ----- - - - - ------ - - - - ----------- '---- - - - - --------- - -- - --------- - - - - -- 2.6
----- ---------------------------- ----- - 2.4
--------------------- ---- - ----------- --------- ------- ---------- 2.2
----- --- ------------- ----- ------ ------ ---- -------------- 2
- - - r - - , - - - - ,- - - ,
------------------ 1.8
-------- ----- ------ ------ ---- -------------- 1.6
------ ------------- ----- ------ -- ------ ---------------- 1.2
- ---- ------------------- -- - - ---- - --------- -------- -------------------- 1
------- ---------------------------- - - -------- ---------- --------- -------------------- 0.6
------- ------ - ------ ----- ------ ------ ------ ------ -------- 0.2
0
0 500 1,000 't,500 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,600 6,000
Storage Area (W)
- Storage Area - Storage Volume
w

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
73.91
Peak Lateral Inflow (cfs)........................................
39.77
Peak Outflow (cfs).................................................
75.08
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
375.03
Max HGL Depth Attained (ft).................................
8.53
Average HGL Elevation Attained (ft) .....................
371.15
Average HGL Depth Attained (ft) ...........................
4.65
Time of Max HGL Occurrence (days hh:mm) ........
0 12:11
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft)................................................
363.88
Max (Rim) Elevation (ft).........................................
370.00
Max (Rim) Offset (ft)..............................................
6.12
Initial Water Elevation (ft)......................................
363.88
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

5.8
5.6
5.4
5.2
5
4.$
4.6
4.4
4.2
4
3.3
3.6
3.4
3.2
m
m 3
y 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Storage Volume ("
0 1,000 2,000 3,000 4,000 6,000 6,000 7,000 6,000 9,000 10,000 11,000 12,000 13,000 14,000 15,000
6
- - - - - 5.4
i
------ ------ ------ ------------ ----- ---- - ----- ----- ------ ---- ----- 4.8
i
- -- --- 4.6
i
- -- ---- -- -- -- ---- -- 4.4
------ ------ ----- - i
- ----- ---- ----- ---- ----------------- ----- ---- ---- 4.2
- - ----- --------- ------------------------ -- - ------ ----- ---- 4
i
----- ------------------ ------ i ------ ------ ------ - ------ ---- ---- 3.6 i
- -- - -- -- -- --- --- -- -- -- --- -- -- --- 3.4
---------- -------------------------------------i------ ----- ------------ ------------------- ---- 2.6
r , - r , - r
-------------------r-----,---- 2.4
----- ------ ----- ----- ---- --- - ----------- ------ ---- ---- 2.2
-- -- - - - - - - -- -- 2
--- -- --- -- -- -- --- -- -- -- 1.8
1.2
i i 1
- -------------------- - - 0.$
- -- -- 0.6
-------------
0 500 1,000 1,600 2,000 2,500 3,000 3,600 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (W)
- Storage Area - Storage Volume
w
c�
m

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
176.78
Peak Lateral Inflow (cfs)........................................
1.62
Peak Outflow (cfs).................................................
168.92
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
369.13
Max HGL Depth Attained (ft).................................
5.25
Average HGL Elevation Attained (ft) .....................
364.36
Average HGL Depth Attained (ft) ...........................
0.48
Time of Max HGL Occurrence (days hh:mm) ........
0 12:09
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft)................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
366.50
Initial Water Depth (ft)...........................................
0.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(1t')
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8
5597.7138
34098.57
6.9
5549.9189
34655.95
7
5499.0908
35208.40
7.1
5445.1446
35755.61
7.2
5387.9866
36297.27
7.3
5327.5135
36833.05
7.4
5263.6109
37362.61
7.5
5196.1524
37885.60
7.6
5124.9976
38401.66
7.7
5049.9901
38910.41
7.8
4970.9556
39411.46
7.9
4887.6988
39904.39
8
4800.0000
40388.77
8.1
4707.6109
40864.15
8.2
4610.2495
41330.04
8.3
4507.5936
41785.93
8.4
4399.2727
42231.27
8.5
4284.8571
42665.48
8.6
4163.8444
43087.92
8.7
4035.6412
43497.89
8.8
3899.5384
43894.65
8.9
3754.6771
44277.36
9
3600.0000
44645.09
9.1
3434.1811
44996.80
9.2
3255.5184
45331.28
9.3
3061.7642
45647.14
9.4
2849.8421
45942.72
9.5
2615.3394
46215.98
9.6
2351.5102
46464.32
9.7
2047.0467
46684.25
9.8
1680.0000
46870.60
9.9
1193.9849
47014.30
10
0.0000
47074.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
5.6
5.4
5.2
p� 5
° 4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
-------------------------------------------------------,----------,----------,----------,----r 10
______ _______ __ ______ _______ _______ ---------- _______ _______ UM
9.6
----- ------ -------- ------ - ---- - ------ ------ ------- 9.4
92
------------------------------------------
9
----- - 8.8
- $.4
- -
----- ------ ------ ------ ------------- ------ --------- --- 8
--------------------------------------------------------------------------------------------------- 7.8
----- ------------- ------ ------ ------------- -- ----- --- 7.6
-
----------------------------------------------------------------------------- ------------------- ----- 7.4
----- -------------- ------ ------ ------ ------ ----- - --- 7.2
i
--------------------------------- ;----------- ---------- ---------- ------- --------- -------- ----- 6.8
--------- - - 6.2
- 5.6
--------------------------------------------------- - ----------------------------------- --- - 6.6
-
------------------------------------------------------------------------------------------- ---- 5.4
-------------------------------------------------- ---------- ---------- --------------------- --- 5.2
------------------------------------------------ ------------------------------------------ --- 5
---------------------------------------------------------------------------------------------- ---- 4 8
-
-------------------------------------------------------------------------------------------- -- - 4.2
4
----- ---- - - - - - - - - - 3.8
---- ---- ------ - ----- 3.2
-------- - ---- 2.8
-------------------------------------------------------------------------------------------- 2.6
--------------------------------------------------------------------------------- ----- 2.4
- - - - -------- ------ - ------ --- 2
------ ------ ------ ------ ------ ------ ------ ------ --- 1.2
-- -----------
- - --- --------- - 1
------------------- ---------- ---------- --------- ----- 0.6
- ------ ------ ------ ------ ------ ------- 0.2
0
500 1,000 1,600 2,000 2,600 3,000 3,600 4,000 4,600 6,000 5,500 6,000
Storage Area (W)
- Storage Area - Storage Volume
w

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet0l_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side
Output Summary Results
CIRCULAR No 6.00
Peak Inflow (cfs)....................................................
138.49
Peak Lateral Inflow (cfs)........................................
0.00
Peak Outflow (cfs).................................................
141.57
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
375.03
Max HGL Depth Attained (ft).................................
8.53
Average HGL Elevation Attained (ft) .....................
369.02
Average HGL Depth Attained (ft) ...........................
2.52
Time of Max HGL Occurrence (days hh:mm) ........
0 12:11
Total Exfiltration Volume (1000-ft') ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00
366.50 0.60

Project Description
File Name .........................................................
2019-1012 Lumley_alternatives.SPF
Project Options
Flow Units.........................................................
CFS
Elevation Type ..................................................
Elevation
Hydrology Method .............................................
SCS TR-55
Time of Concentration (TOC) Method ...............
User -Defined
Link Routing Method .........................................
Hydrodynamic
Enable Overflow Ponding at Nodes ..................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On ..............................................
Jan 25, 2020
00:00:00
End Analysis On ...............................................
Jan 26, 2020
00:00:00
Start Reporting On ............................................
Jan 25, 2020
00:00:00
Antecedent Dry Days ........................................
0
days
Runoff (Dry Weather) Time Step ......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .....................
0 00:05:00
days hh:mm:ss
Reporting Time Step .........................................
0 00:01:00
days hh:mm:ss
Routing Time Step ............................................
1
seconds
Number of Elements
aty
RainGages .......................................................
1
Su bbasi ns..........................................................
16
Nodes.................................................................
25
Junctions ..................................................
7
Outfalls.....................................................
10
Flow Diversions ........................................
0
Inlets.........................................................
0
Storage Nodes .........................................
8
Links...................................................................
25
Channels..................................................
0
Pipes........................................................
12
Pumps......................................................
0
Orifices.....................................................
2
Weirs........................................................
9
Outlets......................................................
2
Pollutants..........................................................
0
LandUses .........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County
Return Rainfall Rainfall
ID Source ID
Type
Units
Period Depth Distribution
(years) (inches)
1 Time Series 100-year
Cumulative
inches North Carolina Wake
100 8.00 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 Existing0l
2.00
97.39
8.00
7.69
15.37
20.98
0 00:05:00
2 Existing02
1.87
97.45
8.00
7.69
14.40
19.63
0 00:05:00
3 Existing03
4.16
65.09
8.00
3.90
16.24
16.44
0 00:23:30
4 Existing04
2.31
70.00
8.00
4.46
10.31
11.67
0 00:18:48
5 Existing05
0.51
96.82
8.00
7.62
3.86
5.30
0 00:05:00
6 Existing06
0.88
97.84
8.00
7.74
6.83
9.29
0 00:05:00
7 Offsite0l_post
30.89
80.99
8.00
5.74
177.35
192.69
0 00:19:48
8 Offsite0l_pre
30.89
80.99
8.00
5.74
177.35
192.69
0 00:19:48
9 Offsite02_post
0.48
58.43
8.00
3.16
1.50
2.00
0 00:11:30
10 Offsite02_pre
0.48
58.43
8.00
3.16
1.50
2.00
0 00:11:30
11 Post01
2.64
93.18
8.00
7.18
18.95
27.10
0 00:05:00
12 Post02
4.32
93.05
8.00
7.17
31.00
44.43
0 00:05:00
13 Post03
0.51
74.00
8.00
4.93
2.50
3.93
0 00:05:00
14 Post04
0.88
74.00
8.00
4.93
4.34
6.87
0 00:05:00
15 Undetained0l
1.69
95.96
8.00
7.52
12.67
17.58
0 00:05:00
16 Undetained02
2.02
95.05
8.00
7.41
14.95
20.97
0 00:05:00

Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow
Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft') (cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 1
Junction
365.38
381.90
365.38
381.90
0.00 199.60
370.76
0.00
11.14
0 00:00
0.00
0.00
2 2
Junction
366.05
380.40
366.05
380.40
0.00 195.57
371.58
0.00
8.82
0 00:00
0.00
0.00
3 3
Junction
366.89
383.42
366.89
383.42
0.00 196.18
372.37
0.00
11.05
0 00:00
0.00
0.00
4 4
Junction
368.25
382.93
368.25
382.93
0.00 196.97
373.23
0.00
9.70
0 00:00
0.00
0.00
5 5
Junction
369.91
382.77
369.91
382.77
0.00 197.27
374.40
0.00
8.37
0 00:00
0.00
0.00
6 Outlet02
Junction
372.63
378.00
372.63
378.00
0.00 20.97
375.64
0.00
2.36
0 00:00
0.00
0.00
7 OutletPipe01
Junction
366.50
376.50
366.50
376.50
0.00 5.61
371.81
0.00
4.69
0 00:00
0.00
0.00
8 Outfall0l_post
Outfall
362.16
176.67
364.60
9 Outfall0l_pre
Outfall
362.16
178.56
365.33
10 OutfaII02_post
Outfall
372.47
12.40
373.97
11 OutfaII02_pre
Outfall
0.00
26.46
0.00
12 OutfaII03_post
Outfall
0.00
6.85
0.00
13 OutfaII03_pre
Outfall
0.00
9.29
0.00
14 OutfaII04_post
Outfall
0.00
3.93
0.00
15 OutfaII04_pre
Outfall
0.00
5.30
0.00
16 Road_post
Outfall
369.00
19.29
369.00
17 Road_pre
Outfall
369.00
32.53
369.00
18 ExistingStream0l
Storage Node
363.88
370.00
363.88
100.00 216.43
369.95
0.00
0.00
19 ExistingUSculvert
Storage Node
366.00
371.00
366.00
100.00 199.59
370.66
0.00
0.00
20 HW2
Storage Node
370.39
381.00
370.39
0.00 198.16
375.58
0.00
0.00
21 OutletStructure01
Storage Node
366.50
376.50
366.50
0.00 74.81
376.27
0.00
0.00
22 SedAndSand01
Storage Node
366.50
376.50
369.50
0.00 72.39
376.22
0.00
0.00
23 SedAndSand02
Storage Node
366.50
376.50
369.50
0.00 106.54
376.22
0.00
0.00
24 Stream0l_post
Storage Node
363.88
370.00
363.88
0.00 200.75
369.67
0.00
0.00
25 Vault01
Storage Node
366.50
376.50
366.50
0.00 212.04
376.21
0.00
0.00

Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
1 (20191012-CU-STRM-N).2->l
Pipe
2
1
70.78
366.05
365.48
0.8100
78.000
0.0130 195.13
2 (20191012-CU-STRM-N).3->2
Pipe
3
2
92.58
366.89
366.15
0.8000
78.000
0.0130 195.57
3 (20191012-CU-STRM-N).4->3
Pipe
4
3
157.84
368.25
366.99
0.8000
78.000
0.0130 196.18
4 (20191012-CU-STRM-N).5->4
Pipe
5
4
194.59
369.91
368.35
0.8000
78.000
0.0130 196.97
5 (20191012-CU-STRM-N).HW2->5
Pipe
HW2
5
47.50
370.39
370.01
0.8000
78.000
0.0130 197.27
61->HW2
Pipe
1
Stream0l_post
29.94
365.38
365.14
0.8000
48.000
0.0130 199.18
7 Link-01
Pipe
OutletPipe01
1
177.77
366.50
365.61
0.5000
15.000
0.0130 5.60
8 Link-02
Pipe
Stream0l_post
Outfall0l_post
110.20
363.88
362.16
1.5600
38.000
0.0130 176.67
9 Link-04
Pipe
OutletStructure01
Outlet02
135.59
373.00
372.63
0.2700
18.000
0.0130 8.79
10 Link-05
Pipe
Outlet02
OutfaII02_post
63.26
372.63
372.47
0.2600
18.000
0.0130 12.40
11 Link-06
Pipe
ExistingStream01
Outfall0l_pre
110.20
363.88
362.16
1.5600
38.000
0.0130 178.56
12 Link-07
Pipe
ExistingUSculvert
ExistingStream0l
20.90
366.23
365.80
2.0600
36.000
0.0130 77.83
13 OrificePlate01
Orifice
OutletStructure01
OutletPipe01
366.50
366.50
9.000
5.61
14 SmallOrifice0l
Orifice
Vault01
OutletStructure0l
366.50
366.50
6.000
1.81
15 SandFilter01
Outlet
SedAndSand01
Vault01
366.50
366.50
0.22
16 SandFilter02
Outlet
SedAndSand02
Vault01
366.50
366.50
0.27
17 Outlet01_weirl
Weir
Vault01
OutletStructure01
366.50
366.50
74.57
18 Weir01-02
Weir
SedAndSand02
Vault01
366.50
366.50
36.70
19 Weir02-02
Weir
SedAndSand02
Vault01
366.50
366.50
36.70
20 Weir03-02
Weir
SedAndSand02
Vault01
366.50
366.50
36.70
21 Weir-09
Weir
ExistingUSculvert
ExistingStream01
366.00
363.88
152.05
22 Weir-10
Weir
ExistingStream0l
Road_pre
363.88
369.00
32.53
23 Weirl-01
Weir
SedAndSand01
Vault01
366.50
366.50
40.41
24 Weir-11
Weir
Stream0l_post
Road_post
363.88
369.00
19.29
25 Weir2-01
Weir
SedAndSand01
Vault01
366.50
366.50
40.41
470.48
0.41
8.44
5.40
0.83
0.00
468.73
0.42
7.32
5.45
0.84
0.00
468.42
0.42
7.39
5.18
0.80
0.00
469.42
0.42
8.04
4.69
0.72
0.00
468.93
0.42
7.61
4.79
0.74
0.00
257.21
0.77
8.39
4.00
1.00
11.00
4.57
1.22
4.79
1.25
1.00
48.00
178.02
0.99
14.80
2.80
0.88
0.00
5.49
1.60
5.33
1.50
1.00
61.00
5.36
2.32
7.02
1.50
1.00
73.00
178.02
1.00
14.93
3.17
1.00
3.00
95.67
0.81
12.25
3.00
1.00
16.00

Reported
Condition
Calculated
Calculated
Calculated
Calculated
Calculated
SURCHARGED
SURCHARGED
Calculated
SURCHARGED
SURCHARGED
SURCHARGED
SURCHARGED

Subbasin Hydrology
Subbasin : Existing01
Input Data
##### 2.00
##### 97.39
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sur (acres) Group
Number
1.95
98.00
0.05
74.00
Compo: 2.00
97.39
Subbasin Runoff Results
##### 8.00
##### 7.69
##### 20.98
##### 97.39
##### 0 00:05:00

Subbasin : Existing01
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing02
Input Data
##### 1.87
##### 97.45
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur (acres)
Group Number
1.83
98.00
0.04
74.00
Compo: 1.87
97.45
Subbasin Runoff Results
##### 8.00
##### 7.69
##### 19.63
##### 97.45
##### 0 00:05:00

Subbasin : Existing02
I
2 5.
4.
3
2
1
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing03
Input Data
##### 4.16
##### 65.09
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur (acres)
Group Number
2.80
70.00
1.36
55.00
Compo: 4.16
65.09
Subbasin Runoff Results
##### 8.00
##### 3.90
## 16.44
##### 65.09
##### 0 00:23:30

Subbasin : Existing03
I
2 5.
4.
3
2
1
0
1
1
1
1
1
1
1
N 1
0
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing04
Input Data
##### 2.31
##### 70.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sur (acres) Group
Number
2.31 -
70.00
Compo: 2.31
70.00
Subbasin Runoff Results
##### 8.00
##### 4.46
##### 11.67
##### 70.00
##### 0 00:18:48

Subbasin : Existing04
I
2 5.
4.
3
2
1
0
IL.
1
11.
1
10.
1
9.
8.
7.
N
C]
0
5.
4.
3.
2.
1.
0.
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing05
Input Data
##### 0.51
##### 96.82
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur
(acres)
Group Number
impervii
0.48
c 98.00
grass
0.03
c 74.00
Compo:
0.51
96.82
Subbasin Runoff Results
##### 8.00
##### 7.62
##### 5.30
##### 96.82
##### 0 00:05:00

Subbasin : Existing05
I
2 5.
4.
3
2
1
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
C
1
1
1
1
1
1
1
1
1
1
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Existing06
Input Data
##### 0.88
##### 97.84
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur
(acres)
Group Number
impervii
0.88
c 98.00
grass
0.01
c 74.00
Compo;
0.89
97.84
Subbasin Runoff Results
##### 8.00
##### 7.74
##### 9.29
##### 97.84
##### 0 00:05:00

Subbasin : Existing06
I
2 5.
4.
3
2
1
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
9.5
9
8.5
9
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2 i i
1.5
0.5
� II
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite0l_post
Input Data
##### 30.89
##### 80.99
##### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Sur (acres)
Group
Number
woods 2.87
b
55.00
grass 2.84
c
74.00
impervii 12.44
c
98.00
woods 9.87
c
70.00
field 2.87
c
78.00
Compo: 30.89
80.99
Subbasin Runoff Results
##### 8.00
##### 5.74
##### 192.69
##### 80.99
##### 0 00:19:48

Subbasin : Offsite01_post
I
2 5.
4.
3
2
1
0
210
20C
190
180
170
160
150
140
130
N 120
110
100
90
80
70
60
50
40
30
20
10
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite01_pre
Input Data
##### 30.89
##### 80.99
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur (acres)
Group Number
2.87
55.00
9.87
70.00
2.84
74.00
2.87
78.00
12.44
98.00
Compos 30.89
80.99
Subbasin Runoff Results
##### 8.00
##### 5.74
##### 192.69
##### 80.99
##### 0 00:19:48

Subbasin : Offsite01_pre
I
2 5.
4.
3
2
1
0
210
20C
190
180
170
160
150
140
130
N 120
110
100
90
80
70
60
50
40
30
20
10
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_post
Input Data
##### 0.48
##### 58.43
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sur (acres) Group
Number
woods 0.37 b
55.00
woods 0.11 c
70.00
Compo: 0.48
58.43
Subbasin Runoff Results
##### 8.00
##### 3.16
##### 2.00
##### 58.43
##### 0 00:11:30

Subbasin : Offsite02_post
I
2 5.
4.
3
2
1
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
11
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Offsite02_pre
Input Data
##### 0.48
##### 58.43
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur (acres)
Group Number
0.37
55.00
0.11
70.00
Compo: 0.48
58.43
Subbasin Runoff Results
##### 8.00
##### 3.16
##### 2.00
##### 58.43
##### 0 00:11:30

Subbasin : Offsite02_pre
I
2 5.
4.
3
2
1
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
11
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post01
Input Data
##### 2.64
##### 93.18
##### RaleighRainfall
Composite Curve Number
Area
Soil
Curve
Soil/Sur
(acres)
Group
Number
impervii
2.15
C
98.00
grass
0.27
C
74.00
woods
0.22
C
70.00
Compo:
2.64
93.18
Subbasin Runoff Results
##### 8.00
##### 7.18
##### 27.10
##### 93.18
##### 0 00:05:00

Subbasin : Post01
I
2 5.
4.
3
2
1
0
29
26
27
-,c
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post02
Input Data
##### 4.32
##### 93.05
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur
(acres)
Group Number
grass
0.89
c 74.00
impervii
3.43
c 98.00
Compo:
4.32
93.05
Subbasin Runoff Results
### 8.00
##### 7.17
##### 44.43
##### 93.05
##### 0 00:05:00

Subbasin : Post02
I
2 5.
4.
3
2
1
0
4
4
4
4
4
3
3
3
3
3
2
N
2
w 2
O
2
2
1
1
1
1
1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post03
Input Data
##### 0.51
##### 74.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sur (acres) Group
Number
0.51 -
74.00
Compo: 0.51
74.00
Subbasin Runoff Results
##### 8.00
##### 4.93
##### 3.93
##### 74.00
##### 0 00:05:00

Subbasin : Post03
I
2 5.
4.
3
2
1
0
4
3
3
3
3
2
2
0
0
0
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Post04
Input Data
##### 0.88
##### 74.00
##### RaleighRainfall
Composite Curve Number
Area Soil
Curve
Soil/Sur (acres) Group
Number
0.88 -
74.00
Compo: 0.88
74.00
Subbasin Runoff Results
##### 8.00
##### 4.93
##### 6.87
##### 74.00
##### 0 00:05:00

Subbasin : Post04
I
2 5.
4.
3
2
1
0
5
l.5
4
3.5
3
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained01
Input Data
##### 1.69
##### 95.96
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur
(acres)
Group Number
grass
0.14
c 74.00
impervii
1.54
c 98.00
Compo:
1.68
95.96
Subbasin Runoff Results
##### 8.00
##### 7.52
##### 17.58
##### 95.96
##### 0 00:05:00

Subbasin : Undetained0l
I
2 5.
4.
3
2
1
0
19
16
17
16
15
14
13
12
11
N
10
0 9
� 8
7
6
5
4
3
2
1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Undetained02
Input Data
##### 2.02
##### 95.05
##### RaleighRainfall
Composite Curve Number
Area
Soil Curve
Soil/Sur
(acres)
Group Number
impervii
1.77
c 98.00
grass
0.25
c 74.00
Compo:
2.02
95.05
Subbasin Runoff Results
##### 8.00
##### 7.41
##### 20.97
##### 95.05
##### 0 00:05:00

Subbasin : Undetained02
I
2 5.
4.
3
2
1
0
Rainfall Intensity Graph
3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24
Time (hrs)
Runoff Hydrograph
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft')
(in)
1 1
365.38
381.90
16.52
365.38
0.00
381.90
0.00
0.00
119.04
2 2
366.05
380.40
14.35
366.05
0.00
380.40
0.00
0.00
93.00
3 3
366.89
383.42
16.53
366.89
0.00
383.42
0.00
0.00
119.16
4 4
368.25
382.93
14.68
368.25
0.00
382.93
0.00
0.00
96.96
5 5
369.91
382.77
12.86
369.91
0.00
382.77
0.00
0.00
75.12
6 OUtlet02
372.63
378.00
5.37
372.63
0.00
378.00
0.00
0.00
46.44
7 OutletPipe01
366.50
376.50
10.00
366.50
0.00
376.50
0.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 1
199.60
0.00
370.76
5.38
0.00
11.14
365.90
0.52
0 12:08
0 00:00
0.00
0.00
2 2
195.57
0.00
371.58
5.53
0.00
8.82
366.59
0.54
0 12:08
0 00:00
0.00
0.00
3 3
196.18
0.00
372.37
5.48
0.00
11.05
367.42
0.53
0 12:07
0 00:00
0.00
0.00
4 4
196.97
0.00
373.23
4.98
0.00
9.70
368.75
0.50
0 12:07
0 00:00
0.00
0.00
5 5
197.27
0.00
374.40
4.49
0.00
8.37
370.40
0.49
0 12:06
0 00:00
0.00
0.00
6 Outlet02
20.97
20.97
375.64
3.01
0.00
2.36
373.02
0.39
0 12:04
0 00:00
0.00
0.00
7 OutletPipe01
5.61
0.00
371.81
5.31
0.00
4.69
367.08
0.58
0 12:07
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert
Invert Drop
Slope Shape
Diameter or Width
Roughness
Losses
Losses
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft) (ft)
(%)
(in) (in)
1 {20191012-CU-STRM-N).2->1
70.78
366.05
0.00
365.48
0.10 0.57
0.8100 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
2 {20191012-CU-STRM-N).3->2
92.58
366.89
0.00
366.15
0.10 0.74
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
3 {20191012-CU-STRM-N).4->3
157.84
368.25
0.00
366.99
0.10 1.26
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
4 {20191012-CU-STRM-N).5->4
194.59
369.91
0.00
368.35
0.10 1.56
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
5 {20191012-CU-STRM-N).HW2->5
47.50
370.39
0.00
370.01
0.10 0.38
0.8000 CIRCULAR
78.000 78.000
0.0130
0.5000
0.5000
6 1->HW2
29.94
365.38
0.00
365.14
1.26 0.24
0.8000 CIRCULAR
48.000 48.000
0.0130
0.5000
0.5000
7 Link-01
177.77
366.50
0.00
365.61
0.23 0.89
0.5000 CIRCULAR
15.000 15.000
0.0130
0.5000
0.5000
8 Link-02
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
9 Link-04
135.59
373.00
6.50
372.63
0.00 0.37
0.2700 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
10 Link-05
63.26
372.63
0.00
372.47
0.00 0.16
0.2600 CIRCULAR
18.000 18.000
0.0130
0.5000
0.5000
11 Link-06
110.20
363.88
0.00
362.16
0.00 1.72
1.5600 Horizontal Ellipse
38.040 60.000
0.0130
0.5000
0.5000
12 Link-07
20.90
366.23
0.23
365.80
1.92 0.43
2.0600 CIRCULAR
36.000 36.000
0.0130
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 2
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1
0.0000
0.00 No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 {20191012-CU-STRM-N).2->1
195.13
0 12:07
470.48
0.41
8.44
0.14
5.40
0.83
0.00
Calculated
2 {20191012-CU-STRM-N}.3->2
195.57
0 12:06
468.73
0.42
7.32
0.21
5.45
0.84
0.00
Calculated
3 {20191012-CU-STRM-N).4->3
196.18
0 12:06
468.42
0.42
7.39
0.36
5.18
0.80
0.00
Calculated
4 {20191012-CU-STRM-N}.5->4
196.97
0 12:06
469.42
0.42
8.04
0.40
4.69
0.72
0.00
Calculated
5 {20191012-CU-STRM-N).HW2->5 197.27
0 12:05
468.93
0.42
7.61
0.10
4.79
0.74
0.00
Calculated
61->HW2
199.18
0 12:07
257.21
0.77
8.39
0.06
4.00
1.00
11.00
SURCHARGED
7 Link-01
5.60
0 12:36
4.57
1.22
4.79
0.62
1.25
1.00
48.00
SURCHARGED
8 Link-02
176.67
0 12:09
178.02
0.99
14.80
0.12
2.80
0.88
0.00
Calculated
9 Link-04
8.79
0 11:56
5.49
1.60
5.33
0.42
1.50
1.00
61.00
SURCHARGED
10 Link-05
12.40
0 12:04
5.36
2.32
7.02
0.15
1.50
1.00
73.00
SURCHARGED
11 Link-06
178.56
0 12:07
178.02
1.00
14.93
0.12
3.17
1.00
3.00
SURCHARGED
12 Link-07
77.83
0 11:57
95.67
0.81
12.25
0.03
3.00
1.00
16.00
SURCHARGED

Storage Nodes
Storage Node : ExistingStreamO1
Input Data
Invert Elevation (ft).................................................
363.88
Max (Rim) Elevation (ft).........................................
370.00
Max (Rim) Offset (ft)..............................................
6.12
Initial Water Elevation (ft)......................................
363.88
Initial Water Depth (ft)............................................
0.00
Ponded Area (ft')...................................................
100.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_pre
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1202
1371.00
3.12
1451
2697.50
4.12
2550
4698.00
4.22
2830
4967.00
4.32
3152
5266.10
4.42
3520
5599.70
4.52
3970
5974.20
4.62
4450
6395.20
4.72
4944
6864.90
4.82
5630
7393.60
5.12
7233.079
9323.06
6.12
7233.079
16556.14

6.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
m
m 3
y 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
7
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Storage Volume (ft)
0 2,000 4,000 6,000 8,000 10,000
12,000 14,000 16,000
--------------- -------- - ---------------- ----- 6
i
i
-- - - - -- -- ----
5
i
----------------------------------- --- -------------- --------- ------ ----------- 48
i
------- ----------------------- ---------------------------- - 4.6
i
--------- --------- ----- - ------ --------- --------- --------- --------- -- 4.4
----------- ----------------- ------ - -------- -----------i ------------------------------- - -- 4.2
------------ ----------- ------ ------------- - - - - - ----------------------------- --- 4
i
- 3.8
- i
3.6
------- --- ---------- ------------------ 3.4
- - -i -
------------ ---- --- ---------------------------------------------------------------------- 3.2
------------ -- ---- ---------------- ----------- ----------------------- ----------- ----------- 3
-------- ----- ----- ------------------------ --- - - - -------------- ----------- --- 2.6
------ , - - - ---------,--- 2.4
------ - ------------------- ---------- --------------------------------- ---------- --- 2.2
-- -- ----- --------- -------- -------- ---------------- -------- - 2
- --- ------- ---------------- -------- ---------------- -------- - 1.8
--- --- ------------------------------------------------------------------------`----------- 7 ?
- -- - -- --- 0.8
--- - - - - ---- - - - - ---- - - - - ---- - - - - -- --- - - - - ---- - - - - ---- - - - - -- - 0.6
i i
0
0 600 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (ftzj
- Storage Area - Storage Volu m e
w
c�
m

Storage Node : ExistingStream01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-10 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
216.43
Peak Lateral Inflow (cfs)........................................
17.78
Peak Outflow (cfs).................................................
211.09
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
369.95
Max HGL Depth Attained (ft)..................................
6.07
Average HGL Elevation Attained (ft) ......................
364.36
Average HGL Depth Attained (ft) ...........................
0.48
Time of Max HGL Occurrence (days hh:mm) ........
0 12:07
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : ExistingUSculvert
Input Data
Invert Elevation (ft).................................................
366.00
Max (Rim) Elevation (ft).........................................
371.00
Max (Rim) Offset (ft)..............................................
5.00
Initial Water Elevation (ft)......................................
366.00
Initial Water Depth (ft)............................................
0.00
Ponded Area (ft2)...................................................
100.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: ExistingUSculvert
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
5
0.000
1
564
284.50
2
1160
1146.50
3
1600
2526.50
4
2590
4621.50
5
2590
7211.50

5
4.9
4.8
4.7
4.6
4.5
4.4
4.3
4.2
4.1
4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
w 2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Storage Volume (ft)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000
------------------------------------------,---------------------------
---r-
i i
i
- - - - --- - - - -- - - - - --
-- ----- --- -- i--- - -- -- ----- -- -- -- --- --- ---- -- -- ---------- -- --- i--- --- --- - -- - ------ ---- ----
` I-----
i
- - i- ----------- -- ------ ---------------------------------i ------ ------
---------------------------- --------------------------- --------------i--------------------------------
-- - - -- - - - -- - - - - ---------'--- - - - -------- ` -- - --
--------,--------
-------- -- - -------- - - - - - -- ----------------I------
-- - - --------------- -• - - -- • - - - - ----------------'------- - - - - --- -• - - --
- --- . , - -----
--- -- - ----- -- -- -- ---- ---------------- ------ --- ---i--- --- --- ---- ----- ------
6
4.9
4.8
4.7
4.6
4.5
4.4
4.3
4.2
4.1
4
3.9
3.8
3.7
3.6
3.6
3.4
3.3
3.2
3.1
3
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.9
0.1
0
200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600
Storage Area (ftj
- Storage Area - Storage Volu m e
w

Storage Node : ExistingUSculvert (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-09 Rectangular No 370.00 4.00 85.00 1.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
199.59
Peak Lateral Inflow (cfs)........................................
199.59
Peak Outflow (cfs).................................................
199.20
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
370.66
Max HGL Depth Attained (ft)..................................
4.66
Average HGL Elevation Attained (ft) ......................
366.85
Average HGL Depth Attained (ft) ...........................
0.85
Time of Max HGL Occurrence (days hh:mm) ........
0 12:06
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : HW2
Input Data
Invert Elevation (ft).................................................
370.39
Max (Rim) Elevation (ft).........................................
381.00
Max (Rim) Offset (ft)..............................................
10.61
Initial Water Elevation (ft)......................................
370.39
Initial Water Depth (ft)............................................
0.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream02_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
0
0.000
2.4
1
1.20
2.41
1
1.21
2.61
19
3.21
3.61
477
251.21
4.61
1062
1020.71
5.61
2421
2762.21
6.61
5784
6864.71
7.61
10594
15053.71
8.61
19854
30277.71
9.61
29448
54928.71
10.61
44930
92117.71

10.5
10
9.6
9
8.6
8
7.6
7
6.6
6
6.6
m
m
y 5
4.6
4
3.5
3
2.5
2
1.5
1
0.5
Storage Area Volume Curves
Storage Volume (ft)
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
- - 10.
i
-- - ----- --- 10
i
- 9.6
------ ----- ---------- --------- --------- ----------- 9
i
--------- ---------- ------------------- ----------- 8.5
----------- ------- ---- --------------------- ---------- --------- --------- -------- 8
i
----------- --- ------------------------------------------ ------------------ -------------- 7.6
--------- --- ---- ------------------------------------------- ---------- ---------- -------------- 7
---- --------------------- -------------------- ---------- ------------------- - 6.5
i
- - 6
i
i
---------- - ---------------------------------- - -------------- -- 4.5
------------
i i
i
i
i
i
i
----------------------------------------------------------------------------------------------- - 0.5
0
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
Storage Area (ftj
— Storage Area — Storage Volu m e
w
rn
m
y

Storage Node: HW2 (continued)
Output Summary Results
Peak Inflow (cfs)....................................................
198.16
Peak Lateral Inflow (cfs)........................................
198.16
Peak Outflow (cfs).................................................
197.27
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
375.58
Max HGL Depth Attained (ft)..................................
5.19
Average HGL Elevation Attained (ft) ......................
370.94
Average HGL Depth Attained (ft) ...........................
0.55
Time of Max HGL Occurrence (days hh:mm) ........
0 12:06
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : OutletStructure01
Input Data
Invert Elevation (ft).................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
366.50
Initial Water Depth (ft)............................................
0.00
Ponded Area (ft2)...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve : OutletStructure
Stage Storage
Storage
Area
Volume
(ft) (ft2)
(ft')
0 60
0.000
10 60
600.00

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
6.6
w 6.4
6.2
p 5
° 4.8
C4 4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume M
50 100 150 200 250 300 350 400
450 500 550 600
-
------------------r------------------------------ --- ----------------------------------------------------
`----
i
- - - - ------
________________--- ________________________ ____________________________ ____--- _________________
- ----------- - - - - ----- - - - - -- - ----------------- - - - - --- - - - - --
i
----
-----, - - - - --- - - - - -- -- -- --
i
------------------------ - - - - -- - - --- --------------------T---------- -------,---
--------i------------------------- 7---------------- - --------------------------------------------------
-- -- - - -- - - -- - - - -- - - -- - - -- - - -------- ' - - - - --
- - - --------- `------ - -;- -- - ---- - - - - --- - - - - -- --------{----------------i--------
-,
- '-- - - - - -------- -`- - --- `------- '-- - - - - -- ----------------j---------
' - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -------- ' - - - - --
- -- - - ---- - - - - ---- - - - - ---- - - - ---- - - - --- - - - - --- - - - - --
-------------- ------,-------- *------- -------
-------------------------•------------ -----
64
Stoiage Aiea {ft-)
- Storage Area - Storage Volu m e
10
9.8
9.6
9.4
9.2
9
8.2
8.6
8.4
$1
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : OutletStructure01 (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 OrificePlate0l Side
Output Summary Results
CIRCULAR No 9.00
Peak Inflow (cfs)....................................................
74.81
Peak Lateral Inflow (cfs)........................................
0.00
Peak Outflow (cfs).................................................
67.28
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
376.27
Max HGL Depth Attained (ft)..................................
9.77
Average HGL Elevation Attained (ft) ......................
368.34
Average HGL Depth Attained (ft) ...........................
1.84
Time of Max HGL Occurrence (days hh:mm) ........
0 12:11
Total Exfiltration Volume (1000-ft') ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00
366.50 0.60

Storage Node : SedAndSand01
Input Data
Invert Elevation (ft).................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
369.50
Initial Water Depth (ft)............................................
3.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storageOl
Stage
Storage
Storage
Area
Volume
(ft)
(ft)
(ft')
0
0.0000
0.000
0.1
811.9097
40.60
0.2
1142.4000
138.32
0.3
1391.9917
265.04
0.4
1599.0269
414.59
0.5
1778.4308
583.46
0.6
1937.8926
769.28
0.7
2081.9997
970.27
0.8
2213.7525
1185.06
0.9
2335.2432
1412.51
1
2448.0000
1651.67
1.1
2553.1804
1901.73
1.2
2651.6861
2161.97
1.3
2744.2360
2431.77
1.4
2831.4142
2710.55
1.5
2913.7028
2997.81
1.6
2991.5054
3293.07
1.7
3065.1636
3595.90
1.8
3134.9696
3905.91
1.9
3201.1754
4222.72
2
3264.0000
4545.98
2.1
3323.6352
4875.36
2.2
3380.2498
5210.55
2.3
3433.9933
5551.26
2.4
3484.9983
5897.21
2.5
3533.3836
6248.13
2.6
3579.2554
6603.76
2.7
3622.7092
6963.86
2.8
3663.8309
7328.19
2.9
3702.6983
7696.52
3
3739.3818
8068.62
3.1
3773.9449
8444.29
3.2
3806.4454
8823.31
3.3
3836.9358
9205.48
3.4
3865.4636
9590.60
3.5
3892.0719
9978.48
3.6
3916.8000
10368.92
3.7
3939.6832
10761.74
3.8
3960.7534
11156.76
3.9
3980.0395
11553.80
4
3997.5673
11952.68
4.1
4013.3598
12353.23
4.2
4027.4374
12755.27
4.3
4039.8181
13158.63
4.4
4050.5175
13563.15
4.5
4059.5487
13968.65
4.6
4066.9230
14374.97
4.7
4072.6494
14781.95
4.8
4076.7347
15189.42
4.9
4079.1839
15597.22
5
4080.0000
16005.18
5.1
4079.1839
16413.14
5.2
4076.7347
16820.94
5.3
4072.6494
17228.41
5.4
4066.9230
17635.39
5.5
4059.5487
18041.71
5.6
4050.5175
18447.21
5.7
4039.8181
18851.73
5.8
4027.4374
19255.09
5.9
4013.3598
19657.13
6
3997.5673
20057.68
6.1
3980.0395
20456.56
6.2
3960.7534
20853.60
6.3
3939.6832
21248.62
6.4
3916.8000
21641.44
6.5
3892.0719
22031.88
6.6
3865.4636
22419.76
6.7
3836.9358
22804.88

6.8
3806.4454
23187.05
6.9
3773.9449
23566.07
7
3739.3818
23941.74
7.1
3702.6983
24313.84
7.2
3663.8309
24682.17
7.3
3622.7092
25046.50
7.4
3579.2554
25406.60
7.5
3533.3836
25762.23
7.6
3484.9983
26113.15
7.7
3433.9933
26459.10
7.8
3380.2498
26799.81
7.9
3323.6352
27135.00
8
3264.0000
27464.38
8.1
3201.1754
27787.64
8.2
3134.9696
28104.45
8.3
3065.1636
28414.46
8.4
2991.5054
28717.29
8.5
2913.7028
29012.55
8.6
2831.4142
29299.81
8.7
2744.2360
29578.59
8.8
2651.6861
29848.39
8.9
2553.1804
30108.63
9
2448.0000
30358.69
9.1
2335.2432
30597.85
9.2
2213.7525
30825.30
9.3
2081.9997
31040.09
9.4
1937.8926
31241.08
9.5
1778.4308
31426.90
9.6
1599.0269
31595.77
9.7
1391.9917
31745.32
9.8
1142.4000
31872.04
9.9
811.9097
31969.76
10
0.0000
32010.36

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
6.6
w 6.4
6.2
5
° 4.8
C4 4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
------------- r------------ ------------------------------- --------------------------------------
i
------ •------- - - - - -` ------`-----J-----
I
- - -
_____--- ___________--- _____r_____--- _____r___________--- ___________--- ___________--- ________________--
-
_____--- ___________--- ___________--- _____f___________--- ___________--- _________ --- _____ _____________
-------*------ r----- r-----*------ -
--*-- - -- - - - - -- --r
-
---------------------------------------------r------------------------------------------------- ------
-
i
_____--- ________________________--- _____ f_________--- ___________--- _______________________________
_____--- _____ L__________________________________--- ___________--- ___________--- __________________
_,____________,______v_____y______•_____y______•____a______,______•______,______ a_____y______•_____y______
___ 7______,______ i______- ___________r_____�____ _r
-------'------ . - - - -- ' - - - - -- - -- - --
--- - -- --- - - -- - -- - -- - -- -------1---- - -- - -- -- - -- - --
------ •----- - - - - -- - - - --- - - - - -• - - - -- •- - - - - -I - - - - - - - - - - - -
---- ---- ------ - ,-- --- -r- - ,- ---- -r-- ---,---- --- -*--- ----,- ---,--- ---r--,-- ----r
----=------------F-----z------
--- --•-- ----'------ - ------------•-----•------'------
500 1,000 't,500 2,000 2,600 3,000
Storage Aiea (ftj
- Storage Area - Storage Volu m e
3,500 4,000
10
9.8
9.6
9.4
9.2
9
8.2
8.6
8.4
$1
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
w

Storage Node : SedAndSand01 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir1-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
2 Weir2-01
Rectangular No
371.50
5.00
10.00
5.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
72.39
Peak Lateral Inflow (cfs)........................................
27.10
Peak Outflow (cfs).................................................
80.92
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
376.22
Max HGL Depth Attained (ft)..................................
9.72
Average HGL Elevation Attained (ft) ......................
371.24
Average HGL Depth Attained (ft) ...........................
4.74
Time of Max HGL Occurrence (days hh:mm) ........
0 12:10
Total Exfiltration Volume (1000-ft') ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : SedAndSand02
Input Data
Invert Elevation (ft).................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
369.50
Initial Water Depth (ft)............................................
3.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: SedAndSand_storage02
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
0.0000
0.000
0.1
1253.6842
62.68
0.2
1764.0000
213.56
0.3
2149.3990
409.23
0.4
2469.0857
640.15
0.5
2746.1063
900.91
0.6
2992.3342
1187.83
0.7
3214.8524
1498.19
0.8
3418.2943
1829.85
0.9
3605.8902
2181.06
1
3780.0000
2550.35
1.1
3942.4109
2936.47
1.2
4094.5154
3338.32
1.3
4237.4233
3754.92
1.4
4372.0366
4185.39
1.5
4499.0999
4628.95
1.6
4619.2363
5084.87
1.7
4732.9733
5552.48
1.8
4840.7619
6031.17
1.9
4942.9914
6520.36
2
5040.0000
7019.51
2.1
5132.0838
7528.11
2.2
5219.5034
8045.69
2.3
5302.4896
8571.79
2.4
5381.2474
9105.98
2.5
5455.9600
9647.84
2.6
5526.7915
10196.98
2.7
5593.8892
10753.01
2.8
5657.3860
11315.57
2.9
5717.4019
11884.31
3
5774.0454
12458.88
3.1
5827.4149
13038.95
3.2
5877.5995
13624.20
3.3
5924.6802
14214.31
3.4
5968.7305
14808.98
3.5
6009.8170
15407.91
3.6
6048.0000
16010.80
3.7
6083.3343
16617.37
3.8
6115.8692
17227.33
3.9
6145.6492
17840.41
4
6172.7142
18456.33
4.1
6197.0996
19074.82
4.2
6218.8372
19695.62
4.3
6237.9545
20318.46
4.4
6254.4755
20943.08
4.5
6268.4209
21569.22
4.6
6279.8076
22196.63
4.7
6288.6498
22825.05
4.8
6294.9580
23454.23
4.9
6298.7399
24083.91
5
6300.0000
24713.85
5.1
6298.7399
25343.79
5.2
6294.9580
25973.47
5.3
6288.6498
26602.65
5.4
6279.8076
27231.07
5.5
6268.4209
27858.48
5.6
6254.4755
28484.62
5.7
6237.9545
29109.24
5.8
6218.8372
29732.08
5.9
6197.0996
30352.88
6
6172.7142
30971.37
6.1
6145.6492
31587.29
6.2
6115.8692
32200.37
6.3
6083.3343
32810.33
6.4
6048.0000
33416.90
6.5
6009.8170
34019.79
6.6
5968.7305
34618.72
6.7
5924.6802
35213.39

6.8
5877.5995
35803.50
6.9
5827.4149
36388.75
7
5774.0454
36968.82
7.1
5717.4019
37543.39
7.2
5657.3860
38112.13
7.3
5593.8892
38674.69
7.4
5526.7915
39230.72
7.5
5455.9600
39779.86
7.6
5381.2474
40321.72
7.7
5302.4896
40855.91
7.8
5219.5034
41382.01
7.9
5132.0838
41899.59
8
5040.0000
42408.19
8.1
4942.9914
42907.34
8.2
4840.7619
43396.53
8.3
4732.9733
43875.22
8.4
4619.2363
44342.83
8.5
4499.0999
44798.75
8.6
4372.0366
45242.31
8.7
4237.4233
45672.78
8.8
4094.5154
46089.38
8.9
3942.4109
46491.23
9
3780.0000
46877.35
9.1
3605.8902
47246.64
9.2
3418.2943
47597.85
9.3
3214.8524
47929.51
9.4
2992.3342
48239.87
9.5
2746.1063
48526.79
9.6
2469.0857
48787.55
9.7
2149.3990
49018.47
9.8
1764.0000
49214.14
9.9
1253.6842
49365.02
10
0.0000
49427.70

10
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
6.6
w 6.4
6.2
p 5
° 4.8
C4 4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume (ft)
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
70
----- ------ -- --- ----- ------ ------ ------ ------- I ---- - 9.8
----- ------ ------ ------ --- ----- ------ ------ ------ --- --- 9.4
I i I i
---------------------------------------------------------------------------------------- ----- 9
------- 8.2
-- -- - - - -- 8.4
_____._ _______ _______ _______ ______ _______ _______ _______ ___ g
___________________________________________________________________ _______________ 7.8
I
----------------------------------------------------------------------------------------------------- 7.4
----- ------ ------------- ----- 7.2
- - - ' - 6.4
-- ----- ------ - 6.2
i i
-- ----- - - - - --- - - - - -- 5.8
- - ------------------------------ - ----------------------------- - 6.6
---------- --------- ------------------------------- ------------------ --------- --------- --------- 5.2
----- ------ ------------- ---- ------ ------ ------ --------------- 5
---------- _---------- __________L--------- _------ ----------- ---------- _---------- ---------- _________ 48
__________ ____________________ ________ __________ _________ __________ _________ _________________ _ 4.2
t__________,__________r------ __, r , 4
-i
----------i--------------- ------------------------------ --------- -------- 3.2
-- - - -- 2.8
--------------------------------------------------------- '------------------------------------ �.6
------------------------- - - --------- - -------------- 2.4
i i
------------- ------ - - ----- -----------
- - - - - , - ------------,----------r----- ------------ --------- 1.8
------------ I ------- ------- ----- ------ ------ ---- -------------- 1.6
- - - , - -r - , r , -------- 1.4
-- ------ ------ ------ ----- ------ -- ------ ---------------- 1.2
------------------- 4.6
- - ------ ----- ------ ------ ------ ------ -------- 0.2
0
0 600 1,000 7,500 2,000 21500 3,000 3,500 4,000 4,600 6,000 5,600 6,000
Storage Area (ftzj
- Storage Area - Storage Volu m e
w

Storage Node : SedAndSand02 (continued)
Outflow Weirs
SN Element
Weir Flap
Crest
Crest
Length
Weir Total
Discharge
ID
Type Gate
Elevation
Offset
Height
Coefficient
(ft)
(ft)
(ft)
(ft)
1 Weir01-02
Rectangular No
371.50
5.00
10.00
5.00
3.33
2 Weir02-02
Rectangular No
371.50
5.00
10.00
5.00
3.33
3 Weir03-02
Rectangular No
371.50
5.00
10.00
5.00
3.33
Output Summary Results
Peak Inflow (cfs)....................................................
106.54
Peak Lateral Inflow (cfs)........................................
44.42
Peak Outflow (cfs).................................................
110.36
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
376.22
Max HGL Depth Attained (ft)..................................
9.72
Average HGL Elevation Attained (ft) ......................
371.26
Average HGL Depth Attained (ft) ...........................
4.76
Time of Max HGL Occurrence (days hh:mm) ........
0 12:10
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : StreamO1_post
Input Data
Invert Elevation (ft).................................................
363.88
Max (Rim) Elevation (ft).........................................
370.00
Max (Rim) Offset (ft)..............................................
6.12
Initial Water Elevation (ft)......................................
363.88
Initial Water Depth (ft)............................................
0.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Stream0l_post
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
0
0.000
.12
225
13.50
1.12
644
448.00
2.12
1014
1277.00
3.12
1223
2395.50
4.12
2279
4146.50
4.22
2554
4388.15
4.32
2872
4659.45
4.42
3222
4964.15
4.52
3643
5307.40
4.62
4091
5694.10
4.72
4553
6126.30
4.82
5011
6604.50
5.12
7233.079
8441.11
6.12
7233.079
15674.19

5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
m
m 3
y 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Storage Area Volume Curves
Storage Volume Ift�
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 3,000 9,000 10,000 11,000 12,000 13,000 14,000 15,000
6
i
i
i
---- ------ ----- -- - 5.a
i
i
------ ------------ ----- ---------------- ----- ---- ---- 4.8
i
------ ------ ----- ------ --------- - ------ ----- -- - ----- ------ ------------ ------ ----- ----- 4.6
-- --- --- --- -- --- - --- ---- --- --- --- --- ---- --- --- 14
------ ------ ----- - ---- i
- ----- ---- ----- ---- ---------------- ----- ---- ---- 4.2
----------- - -------i------------i------ ----- -- - - ------ ----- ---- 4
- ----- - - -- ----- 3.6
i
- -- - -- -- -- --- - ---- - -- -- -- --- -- -- 3.4
----------- - --- ------------ ------ ------ -----i------------ ------------ ------------------- ---- 2.6
------ ------------ ----- ----- ----- ------ r- ------ T ------------ ------ - ---- 2.2
- - - - -- -- --- -- -- -- 2
- ---- -- -- -- -- --- -- --- --- -- -- --- --- -- 1.8
----------- F -----------+------------------------ ----- 7 ?
1
------ ------- - - - - -- -- - - -- -- - - -- - - - - - ------- - - - - -- - - - -- - - -- - - -- 0.8
i
i
- 4
0 500 1,000 1,600 2,000 2,500 3,000 3,500 4,000 4,600 6,000 5,500 6,000 6,500 7,000
Storage Area (ftj
- Storage Area - Storage Volu m e
w
c�
m

Storage Node : Stream01_post (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-11 Rectangular No 369.00 5.12 10.50 1.00 3.33
Output Summary Results
Peak Inflow (cfs)....................................................
200.75
Peak Lateral Inflow (cfs)........................................
2.00
Peak Outflow (cfs).................................................
195.96
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
369.67
Max HGL Depth Attained (ft)..................................
5.79
Average HGL Elevation Attained (ft) ......................
364.39
Average HGL Depth Attained (ft) ...........................
0.51
Time of Max HGL Occurrence (days hh:mm) ........
0 12:09
Total Exfiltration Volume (1000-ft3) ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00

Storage Node : VaultO1
Input Data
Invert Elevation (ft).................................................
366.50
Max (Rim) Elevation (ft).........................................
376.50
Max (Rim) Offset (ft)..............................................
10.00
Initial Water Elevation (ft)......................................
366.50
Initial Water Depth (ft)............................................
0.00
Ponded Area (ft')...................................................
0.00
Evaporation Loss ...................................................
0.00
Storage Area Volume Curves
Storage Curve: Vault01
Stage
Storage
Storage
Area
Volume
(ft)
(ft)
(ft')
0
0.0000
0.000
0.1
1193.9849
59.70
0.2
1680.0000
203.40
0.3
2047.0467
389.75
0.4
2351.5102
609.68
0.5
2615.3394
858.02
0.6
2849.8421
1131.28
0.7
3061.7642
1426.86
0.8
3255.5184
1742.72
0.9
3434.1811
2077.20
1
3600.0000
2428.91
1.1
3754.6771
2796.64
1.2
3899.5384
3179.35
1.3
4035.6412
3576.11
1.4
4163.8444
3986.08
1.5
4284.8571
4408.52
1.6
4399.2727
4842.73
1.7
4507.5936
5288.07
1.8
4610.2495
5743.96
1.9
4707.6109
6209.85
2
4800.0000
6685.23
2.1
4887.6988
7169.61
2.2
4970.9556
7662.54
2.3
5049.9901
8163.59
2.4
5124.9976
8672.34
2.5
5196.1524
9188.40
2.6
5263.6109
9711.39
2.7
5327.5135
10240.95
2.8
5387.9866
10776.73
2.9
5445.1446
11318.39
3
5499.0908
11865.60
3.1
5549.9189
12418.05
3.2
5597.7138
12975.43
3.3
5642.5526
13537.44
3.4
5684.5053
14103.79
3.5
5723.6352
14674.20
3.6
5760.0000
15248.38
3.7
5793.6517
15826.06
3.8
5824.6373
16406.97
3.9
5852.9992
16990.85
4
5878.7754
17577.44
4.1
5901.9997
18166.48
4.2
5922.7021
18757.72
4.3
5940.9090
19350.90
4.4
5956.6434
19945.78
4.5
5969.9246
20542.11
4.6
5980.7692
21139.64
4.7
5989.1903
21738.14
4.8
5995.1981
22337.36
4.9
5998.7999
22937.06
5
6000.0000
23537.00
5.1
5998.7999
24136.94
5.2
5995.1981
24736.64
5.3
5989.1903
25335.86
5.4
5980.7692
25934.36
5.5
5969.9246
26531.89
5.6
5956.6434
27128.22
5.7
5940.9090
27723.10
5.8
5922.7021
28316.28
5.9
5901.9997
28907.52
6
5878.7754
29496.56
6.1
5852.9992
30083.15
6.2
5824.6373
30667.03
6.3
5793.6517
31247.94
6.4
5760.0000
31825.62
6.5
5723.6352
32399.80
6.6
5684.5053
32970.21
6.7
5642.5526
33536.56

6.8
5597.7138
34098.57
6.9
5549.9189
34655.95
7
5499.0908
35208.40
7.1
5445.1446
35755.61
7.2
5387.9866
36297.27
7.3
5327.5135
36833.05
7.4
5263.6109
37362.61
7.5
5196.1524
37885.60
7.6
5124.9976
38401.66
7.7
5049.9901
38910.41
7.8
4970.9556
39411.46
7.9
4887.6988
39904.39
8
4800.0000
40388.77
8.1
4707.6109
40864.15
8.2
4610.2495
41330.04
8.3
4507.5936
41785.93
8.4
4399.2727
42231.27
8.5
4284.8571
42665.48
8.6
4163.8444
43087.92
8.7
4035.6412
43497.89
8.8
3899.5384
43894.65
8.9
3754.6771
44277.36
9
3600.0000
44645.09
9.1
3434.1811
44996.80
9.2
3255.5184
45331.28
9.3
3061.7642
45647.14
9.4
2849.8421
45942.72
9.5
2615.3394
46215.98
9.6
2351.5102
46464.32
9.7
2047.0467
46684.25
9.8
1680.0000
46870.60
9.9
1193.9849
47014.30
10
0.0000
47074.00

70
9.8
9.6
9.4
9.2
9
8.8
8.6
8.4
8.2
8
7.8
7.6
7.4
7.2
7
6.8
6.6
6.4
6.2
6
5.8
6.6
w 6.4
6.2
p 5
° 4.8
C4 4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
7
0.8
0.6
0.4
0.2
0
Storage Area Volume Curves
Storage Volume M
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
-------------------------------------------------------------------------------------------------
70
------ ---- -- ----- ------ ------ ------- ------ ------ - 9.8
9.6
----- ------ ------ - - ------ --- 9.4
9.2
------------------------------------------------------ ----------------------------------- ----- 9
---- ----- 8.8
--------------------------------' I----
------- ------- - ---- ----- 8.4
______ _______ _______ _______ _______ _______ _______ ___ ________ 8
________._______-___-___-___________-___-_______-___-___-___-___-___-________________ ________________ 7.8
_____ _______ _______ _______ _______ _______ ___ ______ 7.6
---------------------------------------------------------------------------- ------------------------- 7.4
- --------- - - - - -- - - - - --- - - - - -- - - - - -- - - - -- - - -- 7.2
-----------'----------J----------J-------- --------- ------- 6.8
-------- - - 6.2
i i
- - - 5.8
-------------------------------------------------------- ---------------------------------------- 6.6
------------------------------------------------------------------------------------------- ---- 5.4
--------------------- -------------------- -------- ---------- ------------------------------- --- 5.2
-------------------- ------ --------- ------ ------------- 5
--------------------------------------------------------------------------------- ---- 48
i
- - --------- ------------------------------------------- - - 4.4
-------------------------------------------------------------------------------------------- -- - 4.2
4
---- --------------n, ----------� ------ - n ----- 3.2
------- - --- ---- 2.8
------------------ --------------------------------------------------------------------------- �.6
------------------------------------------------------------------------------------- ---- 2.4
- ------- - - - ---------- ----- - ---------- ----- 2.2
- ------ --- - -----
- -------------- ------ ------ ------ ------ ------ ------ --- 1.2
---------------------- - -- --------- ------------------ --------- ---- 0.6
------- ----- - ------ ------ ------- ------ ------ ------ -- 0.2
0
0 500 1,000 1,600 2,000 2,500 3,000 3,600 4,000 4,600 6,000 5,500 6,000
Storage Area {ftzj
- Storage Area - Storage Volu m e
w

Storage Node : Vault01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Outlet0l_weirl Rectangular No 371.50 5.00 10.00 5.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
1 SmallOrifice0l Side
Output Summary Results
CIRCULAR No 6.00
Peak Inflow (cfs)....................................................
212.04
Peak Lateral Inflow (cfs)........................................
0.00
Peak Outflow (cfs).................................................
209.11
Peak Exfiltration Flow Rate (cfm) ..........................
0.00
Max HGL Elevation Attained (ft) ............................
376.21
Max HGL Depth Attained (ft)..................................
9.71
Average HGL Elevation Attained (ft) ......................
369.20
Average HGL Depth Attained (ft) ...........................
2.7
Time of Max HGL Occurrence (days hh:mm) ........
0 12:11
Total Exfiltration Volume (1000-ft') ........................
0.000
Total Flooded Volume (ac-in)................................
0
Total Time Flooded (min) ......................................
0
Total Retention Time (sec) ....................................
0.00
366.50 0.60

A legacy of experience. A repufaflon for excellence.
APPENDIX D:
HECRAS Output

HEC-RAS Plan: Ex.Stream River: LumlevStream Reach: LumlevStream
Reach
River Ste
Profile
Q Total
Min Ch El
W.S. Elev
Crit W.S.
E.G. Elev
E.G. Slope
Val Chnl
Flow Area
Top Width
Froude # Chi
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(fus)
(sq ft)
(ft)
LumleyStream
500
1-year
47.95
377.98
378.71
378.78
0.027855
2.46
25.29
58.48
0.66
LumleyStream
500
2-year
65.85
377.98
378.86
378.93
0.022172
2.45
34.85
68.25
0.60
LumleyStream
500
5-year
97.72
377.98
379.07
379.15
0.020841
2.79
51.78
103.27
0.61
LumleyStream
500
10-year
121.96
377.98
379.16
379.25
0.019239
2.92
61.33
105.00
0.60
LumleyStream
500
25-year
158.25
377.98
379.29
379.38
0.017176
3.08
75.29
107.48
0.58
LumleyStream
500
50-year
181.19
377.981
379.21
379.37
0.0327411
3.99
66.71
105.961
0.79
LumleyStream
500
100-year
211.09
377.98
379.58
379.66
0.010456
2.90
106.61
112.851
0.48
LumleyStream
400
1-year
47.95
373.20
374.88
375.26
0.041488
4.93
9.72
10.16
0.88
LumleyStream
400
2-year
65.85
373.20
375.04
375.04
375.56
0.050613
5.78
11.56
12.50
0.98
LumleyStream
400
5-year
97.72
373.20
375.39
375.39
375.99
0.047137
6.22
16.51
15.26
0.97
LumleyStream
400
10-year
121.96
373.20
375.61
375.61
376.25
0.045787
6.50
20.05
16.97
0.97
LumleyStream
400
25-year
158.25
373.20
375.881
375.88
376.59
0.045711
6.921
24.85
19.03
0.98
LumleyStream
400
50-year
181.19
373.20
376.32
376.32
376.701
0.020546
5.38
52.34
80.88
0.68
LumleyStream
400
100-year
211.09
373.20
375.86
375.86
377.17
0.083869
9.33
24.54
18.91
1.33
LumleyStream
350
1-year
47.95
372.64
374.12
374.27
0.025580
3.19
16.83
28.48
0.68
LumleyStream
350
2-year
65.85
372.64
374.26
374.44
0.025616
3.60
20.94
31.44
0.70
LumleyStream
1350
5-year
97.72
372.64
374.50
374.72
0.022884
4.03
29.07
36.58
0.69
LumleyStream
350
10-year
121.96
372.64
374.65
374.90
0.021887
4.31
34.92
39.87
0.69
LumleyStream
350
25-year
158.25
372.641
374.84
1 375.13
0.0215011
4.71
42.94
43.99
0.70
LumleyStream
350
50-year
181.19
372.64
374.97
375.27
0.020554
4.87
48.55
46.65
0.69
LumleyStream
350
100-year
211.09
372.64
375.13
374.83
375.48
0.020556
5.22
60.26
76.49
0.71
LumleyStream
300
1-year
47.95
370.50
372.08
371.94
372.46
0.037739
4.91
9.76
9.26
0.84
LumleyStream
300
2-year
65.85
370.50
372.45
372.82
0.030088
4.89
13.46
10.80
0.77
LumleyStream
1300
5-year
97.72
370.50
373.04
373.39
0.022584
4.74
20.60
13.99
0.69
LumleyStream
300
10-year
121.96
370.50
373.41
373.74
0.018162
4.601
27.22
21.84
0.63
LumleyStream
300
25-year
158.25
370.501
373.83
1 374.16
0.013495
4.62
38.34
30.82
0.57
LumleyStream
300
50-year
181.19
370.50
374.09
374.40
0.011504
4.61
46.90
38.97
0.53
LumleyStream
300
100-year
211.09
370.50
374.36
374.67
0.010001
4.63
59.69
53.84
0.51
LumleyStream
200
1-year
47.95
367.55
370.15
370.44
0.019631
4.28
11.21
5.90
0.55
LumleyStream
200
2-year
65.85
367.55
370.60
370.95
0.020653
4.72
13.95
6.38
0.56
LumleyStream
200
5-year
97.72
367.55
371.24
371.68
0.022428
5.36
18.23
7.04
0.59
LumleyStream
1200
10-year
121.96
367.55
371.55
372.10
0.025715
5.961
20.48
7.35
0.63
LumleyStream
200
25-year
158.25
367.551
371.92
372.64
0.030916
6.80
23.28
7.72
0.69
LumleyStream
200
50-year
181.19
367.55
372.12
371.39
372.94
0.034930
7.27
25.13
12.21
0.74
LumleyStream
200
100-year
211.09
367.55
372.31
371.72
373.28
0.038577
7.93
27.95
18.72
0.79
LumleyStream
100
1-year
47.95
366.91
369.20
368.09
369.31
0.005784
2.57
18.68
10.20
0.33
LumleyStream
100
2-year
65.85
366.91
369.66
368.34
369.781
0.005782
2.79
23.621
11.32
0.34
LumleyStream
100
5-year
97.72
366.91
370.321
368.72
370.47
0.005784
3.06
32.461
18.33
0.35
LumleyStream
100
10-year
121.96
366.91
370.641
368.97
370.81
0.005785
3.33
39.24
24.46
0.36
LumleyStream
100
25-year
158.25
366.91
371.04
369.34
371.24
0.005789
3.66
50.53
33.21
0.37
LumleyStream
100
50-year
181.19
366.91
371.26
369.55
371.47
0.005788
3.83
59.00
43.92
0.37
LumleyStream
100
100-year
211.091
366.911
371.501
369.80
371.73
0.005785
4.01
71.06
55.72
0.38

LumleyStream
Plan: ExistingLumleyStream 2/17/2020
XS 500
.09
.0576 .09
385
Legend
WS 100-year
384
■
Ground
•
Bank Sta
383
382
c
381
w
380
379
378
377
-150
-100 -50
0 50 100
150
Station (ft)
LumleyStream
Plan: ExistingLumleyStream 2/17/2020
XS 400
•09
.09
384
0
5
Legend
7
g
WS 100-year
382
■
Ground
•
Bank Sta
380
c
378
w
376
374
372
-100
.50
0 50 100
150
Station (ft)

LumleyStream Plan: ExistingLumleyStream 2/17/2020
Existing cross section 350 at proposed HW location
.09 .0576 .09
380
Legend
WS 100-year
379
■
Ground
•
Bank Sta
378
377
c
376
w
375
374
373
372
-100
-50 0 50 100
150
Station (ft)
LumleyStream Plan: ExistingLumleyStream 2/17/2020
XS 300
.09 .0576 .09
380
Legend
IWS 100-year
■
Ground
378
•
Bank Sta
376
c
0
w
374
372
370
-100
-80 -60 -40 -20 0 20 40 60 80
100
Station (ft)

LumleyStream Plan: ExistingLumleyStream 2/17/2020
xS 200
�'0909
� 0
380
5
Legend
7
6
WS 100-year
378
Ground
•
Bank Sta
376
374
0
w
372
370
368
366
80
-60 -40 -20 0 20 40 60 80 100
120
Station (ft)
LumleyStream Plan: ExistingLumleyStream 2/17/2020
xS 100
.09 .057 .09
376
Legend
WS 100-year
■
Ground
374
•
Bank Sta
372
c
0
w
370
368
366
-100
-50 0 50
100
Station (ft)

HEC-RAS HEC-RAS 5.0.7 March 2019
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X
XXXXXX
XXXX
XXXX
XX XXXX
X X
X
X X
X X
X X X
X X
X
X
X X
X X X
XXXXXXX
XXXX
X
XXX XXXX
XXXXXX XXXX
X X
X
X
X X
X X X
X X
X
X X
X X
X X X
X X
XXXXXX
XXXX
X X
X X XXXXX
PROJECT DATA
Project Title: LumleyStream
Project File : LumleyStream.prj
Run Date and Time: 2/18/2020 8:16:36 AM
Project in English units
PLAN DATA
Plan Title: ExistingLumleyStream
Plan File : j:\20191012\Reports\Floodplain\Modeling\LumleyStream.p01
Geometry Title: ExistingStream
Geometry File : j:\20191012\Reports\Floodplain\Modeling\LumleyStream.g01
Flow Title Existing_SSA_flows
Flow File j:\20191012\Reports\Floodplain\Modeling\LumleyStream.f01
Plan Summary Information:
Number of: Cross Sections = 6 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001

Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Existing_SSA_flows
Flow File : j:\20191012\Reports\Floodplain\Modeling\LumleyStream.fO1
Flow Data (cfs)
River Reach RS
5-year 10-year 25-year
LumleyStream LumleyStream 500
97.72 121.96 158.25
Boundary Conditions
River Reach Profile
Downstream
LumleyStream
LumleyStream
1-year
Normal S = 0.00578
LumleyStream
LumleyStream
2-year
Normal S = 0.00578
LumleyStream
LumleyStream
5-year
Normal S = 0.00578
LumleyStream
LumleyStream
10-year
Normal S = 0.00578
LumleyStream
LumleyStream
25-year
Normal S = 0.00578
LumleyStream
LumleyStream
50-year
Normal S = 0.00578
LumleyStream
LumleyStream
100-year
Normal S = 0.00578
1-year 2-year
50-year 100-year
47.95 65.85
181.19 211.09
Upstream

GEOMETRY DATA
Geometry Title: ExistingStream
Geometry File : j:\20191012\Reports\Floodplain\Modeling\LumleyStream.gO1
CROSS SECTION
RIVER: LumleyStream
REACH: LumleyStream RS: 500
INPUT
Description: XS 500
Station Elevation Data num= 21
Sta Elev Sta Elev Sta
-108.938 385-97.128 384 -80.72
-24.234 380-13.083 379 -2.246
14.981 379 39.943 379 72.119
96.598 380 103.275 381 109.952
125.388 385
Manning's n Values num= 3
Sta n Val Sta n Val Sta
-108.938 .09-13.083 .0576 14.981
Elev
Sta
Elev
Sta
Elev
383
-64.287
382
-43.954
381
378
0
377.98
2.149
378
378
79.973
378
88.883
379
382
115.118
383
119.872
384
n Val
.09
Bank Sta: Left Right Lengths: Left Channel Right
-13.083 14.981 104.37 103.984 102.774
CROSS SECTION
RIVER: LumleyStream
REACH: LumleyStream RS: 400
INPUT
Description: XS 400
Coeff Contr. Expan.
.1 .3
Station Elevation
Data
num=
23
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
-72.146
380
-50.144
379
-29.486
378
-16.427
377
-6.397
376
-3.089
375
-2.186
374
0
373.2
4.201
374
7.341
375
8.349
376
64.511
376
66.924
375
68.235
374.86
68.7
375
69.719
376
74.54
377
90.503
378
103.816
379
107.128
380
110.44
381
113.796
382
117.174
383
Manning's
n Values
num=
3
Sta
n Val
Sta
n Val
Sta
n Val
-72.146
.09
-6.397
.0576
8.349
.09
Bank Sta:
Left
Right
Lengths: Left
Channel
Right
Coeff
Contr.
Expan.

-6.397 8.349 31.282 28.638 28.638 .1 .3
CROSS SECTION
RIVER: LumleyStream
REACH: LumleyStream RS: 350
INPUT
Description: Existing cross section 350 at proposed HW location
Station Elevation
Data
num=
23
Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
-73.783 380
-60.396
379
-48.022
378
-33.488
377-26.251
376
-14.746 375
-12.119
374
-6.622
374
-2.174
373
0
372.64
3.835 373
7.228
374
22.339
375
49.794
375
52.404
374
55.388 373.23
58.917
374
60.089
375
60.928
376
75.662
377
93.156 378
100.037
379
102.362
380
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
-73.783 .09
-12.119
.0576
7.228
.09
Bank Sta: Left
Right
Lengths: Left
Channel
Right
Coeff
Contr.
Expan.
-12.119
7.228
53.971
58.012
58.383
.1
.3
CROSS SECTION
RIVER: LumleyStream
REACH: LumleyStream RS: 300
INPUT
Description: XS 300
Station Elevation
Data
num=
23
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
-80.397
380
-70.899
379
-63.566
378
-56.401
377
-45.306
376
-28.393
375
-12.816
374
-8.53
373.257
-7.046
373
-5.137
372
-3.219
371
0
370.5
2.864
371
3.784
372
6.06
373
7.535
373.095
21.54
374
59.928
375
80.581
376
83.144
377
85.707
378
88.271
379
90.834
380
Manning's
n Values
num=
3
Sta
n Val
Sta
n Val
Sta
n Val
-80.397
.09
-8.53
.0576
7.535
.09
Bank Sta:
Left
Right
Lengths: Left
Channel
Right
Coeff
Contr.
Expan.
-8.53
7.535
83.403
75.531
74.228
.1
.3
CROSS SECTION

RIVER: LumleyStream
REACH: LumleyStream
INPUT
Description: XS 200
Station Elevation Data
Sta Elev Sta
-60.167 379-51.464
-16.576 374 -6.918
-2.685 370 -2.128
2.57 369 3.053
36.603 373 72.474
Manning's n Values
Sta n Val Sta
-60.167 .09 -4.282
Bank Sta: Left Right
-4.282 4.138
CROSS SECTION
RIVER: LumleyStream
REACH: LumleyStream
INPUT
Description: XS 100
Station Elevation Data
Sta Elev Sta
-85.813 375-75.611
-6.457 370.112 -5.372
0 366.91 4.92
6.975 370.022 16.343
90.97 375
Manning's n Values
Sta n Val Sta
-85.813 .09 -6.457
Bank Sta: Left Right
-6.457 6.975
RS: 200
num=
24
Elev
Sta
Elev
Sta
Elev
Sta
Elev
378
-42.86
377
-34.255
376-25.651
375
373
-4.282
372.139
-3.856
372
-3.27
371
369
-1.713
368
0
367.55
2.088
368
370
3.536
371
3.947
372
4.138
372.006
374
99.616
375
109.576
376
num=
3
n Val
Sta
n Val
.0576
4.138
.09
Lengths:
Left
Channel
Right
Coeff
Contr.
Expan.
111.323
110.583
106.525
.1
.3
RS: 100
num= 21
Elev Sta
374 -65.41
370 -4.079
367 5.27
371 31.18
Elev Sta
373-49.012
369 -2.943
368 5.62
372 47.183
num= 3
n Val Sta n Val
.0576 6.975 .09
Lengths: Left Channel Right
0 0 0
SUMMARY OF MANNING'S N VALUES
River:LumleyStream
Elev
Sta
Elev
372
-15.103
371
368
-1.659
367
369
6.769
370
373
71.931
374
Coeff Contr. Expan.
.1 .3

Reach
River Sta.
n1
n2
LumleyStream
500
.09
.0576
LumleyStream
400
.09
.0576
LumleyStream
350
.09
.0576
LumleyStream
300
.09
.0576
LumleyStream
200
.09
.0576
LumleyStream
100
.09
.0576
SUMMARY OF REACH LENGTHS
River: LumleyStream
Reach
River Sta
LumleyStream
500
LumleyStream
400
LumleyStream
350
LumleyStream
300
LumleyStream
200
LumleyStream
100
n3
Left Channel Right
104.37 103.984 102.774
31.282 28.638 28.638
53.971 58.012 58.383
83.403 75.531 74.228
111.323 110.583 106.525
0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: LumleyStream
Reach
River Sta.
Contr.
Expan.
LumleyStream
500
.1
.3
LumleyStream
400
.1
.3
LumleyStream
350
.1
.3
LumleyStream
300
.1
.3
LumleyStream
200
.1
.3
LumleyStream
100
.1
.3

A legacy of experience. A reputolion for excellence.
APPENDIX E:
Exhibits

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EXEMPT FROM NITROGEN
CALCULATIONS
DETENTION BOUNDARY
UNDETAINED SITE BOUNDARY
PERMANENTLY PRESERVED
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UNDETAINED IMPERVIOUS SURFACES
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UNDISTURBED OPEN SPACE = 0.22
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