20100434 Ver 2_Stormwater Analysis and Pond Design 6-12-15_20150930

0*0'civi ' consultants
0;0-
LAND DEVELOPMENT CONSULTANTS
STORMWATER ANALYSIS
and
POND DESIGN
for
CAROLINA FRIENDS SCHOOL
ACCESS DRIVEWAY
and
STORMWATER POND 2
Orange County, NC
June 12, 2015
Project #15010
G-a-1S
Prepared for:
Carolina Friends School
4809 Friends School Rd.
Durham, NC 27705
LAND PLANNERS + CIVIL ENGINEERS
WW CIVIL- PARKWAY, SUITE 201 DURHAM, NC 27707 PHONE: [phone]
WWW.CIVIL -CONSU LTANTS.COM
LIC. C -1030

Stormwater Analysis and Pond Design
Access Driveway and Stormwater Pond 2
Carolina Friends School
Orange County, NC
Purpose
The purpose of this report is to present final stormwater runoff analysis and design
information for installation of a "dry detention" stormwater management pond on the
Carolina Friends School Campus in Orange County, NC.
Background
The information contained in this report and on the associated design drawings reflect the
conceptual and functional parameters for "Pond 2" as established in a previous report
entitled "Stormwater Impact Analysis for Carolina Friends School Masterplan
Improvements" (SIA), dated (revised) February 12, 2015. The SIA identified the
installation of Pond 2 as one of the stormwater management strategies for the campus.
The SIA contains additional background parameters, assumptions, and analysis that
support the information provided herein.
General Site Description
The subject property consists of two parcels (Orange County PINs 9892 -31 -0306 and
9892 -22 -7326) comprising approximately 87 acres of partially- developed land located on
the west side of Friends School Road (SR 1719) in eastern Orange County (shown as
Parcels 2 and 3 in Exhibit 1).
The subject property lies within an unincorporated portion of Orange County, and is
subject to Orange County planning jurisdiction. All stormwater runoff from the property
drains to Piney Mountain Creek, which drains to New Hope Creek (Exhibit 2). The
property is therefore located entirely within the Jordan Lake drainage basin.
According to published soil survey data, the dominant onsite and upslope soils are
classified as Appling, Cecil, Georgeville, and Herndon series (Exhibit 3), all of which are
in SCS Hydrologic Soil Group B.
2

The property contains several stream features (Exhibit 4) with associated Jordan Lake
riparian buffers, as well as Orange County stream buffers. Orange County stream buffers
for this property are wider than the riparian buffers imposed by Jordan Lake regulations.
Development Summary
The property has a vested zoning right and a Special Use Permit (SUP) for a school
campus serving approximately 500 students. The first school facilities were built in the
1960s, and campus facilities have been slowly expanded and improved since that time.
The most recent SUP modification covering Campus Masterplan Improvements was
approved in February, 2012. Proposed improvements include a Performing Arts Facility,
a Shop building, additions to several campus buildings, new athletic facilities, a new
driveway from Mt. Sinai Road, and replacement of the onsite wastewater system.
Phasine Summary
To date, the school has constructed several components of the approved Masterplan,
including the Middle School Addition, Quaker Dome Addition, new wastewater system
and associated access driveway, tennis courts and associated parking, baseball field and
associated parking, and Lower School Addition (currently under construction). To
comply with Orange County requirements, installation of an adequate stormwater
mitigation measure must occur in a reasonable timeframe associated with completion of
the Lower School Addition.
The design of Stormwater Pond 2 has been done in conjunction with design of an
adjacent access driveway that will extend from the tennis court area on the east side of
campus to the baseball field area on the west side. This driveway will cross a regulated
stream and stream buffer. Due to the need to obtain environmental permits for the
driveway, the stream crossing portion of the project work is expected to be delayed until
well after pond construction, which can be permitted and initiated more quickly.
Reeulatory Reauirements
The property is subject to Orange County requirements for stormwater runoff
management in the Jordan Lake Basin (Unprotected Watershed), Upper New Hope Creek
Arm. Specific performance requirements include the following:
1. Limit the Post - development Total Nitrogen export to 2.2 lb /ac /yr.
2. Limit the Post - development Total Phosphorus export to 0.82 lb /ac /yr.
3. Limit the Post - development Peak Flowrate for the 1 -year 24 -hour storm (Q1) to
the Pre - development level

Definitions and Assumntions
Pre - development: For hydrologic analysis herein, the "pre - development' condition is
defined as the physical condition that existed just prior to the time of SUP approval in
February, 2012. This condition is referenced as the "Pre -SUP 2012" condition.
Post - development: The "post- development' condition is defined as the physical
condition upon completion of the Lower School Addition, the access driveway
connecting east campus and west campus, Stormwater Pond 2, and all prior completed
improvements. This condition is referenced as the "Post- Driveway with Pond 2"
condition.
Nutrient Imnacts
Total Nitrogen and Total Phosphorus impacts for the overall campus have already been
managed pursuant to the approved SIA, which included dedication of a large section of
the campus as forested conservation area.
Hvdroloeic Analvsis and Results
For runoff hydrograph development, the site was divided into logical sub - watersheds
consistent with the same type of analysis in the approved SIA. Software used for the
analysis is Hydrology Studio, using SCS methodology for a 24 -hour synthetic storm with
a Type II rainfall distribution. Times of concentration were calculated using TR -55
procedures. Three conditions were studied for the various sub - watersheds and the total
drainage area. The resulting one -year 24 -hour peak flowrate (Q1) for these conditions at
various points, are:
Qi Peak Flowrate for the Physical Conditions
Studied (cfs)
Pre -SUP
Sub - Watershed Area 2012
From the Pond 2 Area
2.6
From the Future Pond 3 Area
2.6
Total Drainage Area (212 ac.)
47.22
Post- Post-
Driveway Driveway
with No Pond with Pond 2
5.1 0.4
3.8 3.8
49.59 46.94
The Post - Driveway condition will increase the total peak flowrate from the one -year 24-
hour storm by about 5 %, requiring peak flowrate mitigation measures. The addition of
Pond 2 as designed will provide sufficient storage and outlet restriction to dramatically
<d

diminish the one -year peak flowrate from the Pond 2 area; and to slightly diminish the
one -year peak flowrate from the total site, as compared to the Pre -SUP 2012 level.
Therefore, for the condition described as "Post- Driveway with Pond 2 ", the Q1 flowrate
from the Carolina Friends School campus will not exceed the Qi flowrate for the pre -
development condition. The data and results for these conditions are shown in more detail
in Exhibits 7, 8, and 9.
Future Development
As additional campus development occurs in accordance with the approved Masterplan,
the future "Pond 3" will be installed to mitigate runoff impacts from these improvements,
as previously outlined in the approved SIA.
Summary Conclusion
For the development condition identified as "Post- Driveway with Pond 2 ", stormwater
runoff impacts from the Carolina Friends School will be fully mitigated in compliance
with applicable State and local regulations, by constructing Pond 2 as described herein
and as detailed on the associated design drawings.
End
List of Exhibits
1 - Boundary Survey of subject property (1 page)
2 - Excerpt from USGS Topographic Map showing subject property (1 page)
3 - Excerpt from Soil Conservation Service Soil Map showing subject property (1 page)
4 - Orange County Surface Water Identification (SWID) letter (4 pages)
5 - Drainage Area Map for Pond 2
6 - Runoff Curve Number Analysis (1 page)
7 - Hydrologic Data and Results for "Pre -SUP 2012" Condition (12 pages)
8 - Hydrologic Data and Results for "Post- Driveway with No Pond" Condition (12 pages)
9 - Hydrologic Data and Results for "Post- Driveway with Pond 2" Condition (16 pages)

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RECOMBINATION SURVEY
MN
CAROLINA FRIENDS SCHOOL
PETER and MARTHA
KLOPFER
CHAPEL HILL TOWNSHIP
ORANGE COUNTY, NC
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Project No. Figure 2 - NRCS
I I339.W I County Soil Survey
Project Mcgr.: Carolina Friends School
JP
Orange County, NC
Scale:
I" = 1,666'
Sheet 23
1 1/04/09
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd • Raleigh, NC 27614
(919) 8465900 • [phone]
Web Page www SandEC com
EXH 11317 3

EXN181T q
Page 1 of 3
ORANGE COUNTY PLANNING & INSPECTIONS DEPARTMENT
Craig N. Benedict, AICP, Director
Administration 245 -2575
„nn er
L' o,
Erosion Control Division d` P 306F Revere Road
(919) 245 -2586 P O Box 8181
(919) 644 -3002 (FAX) �< Hillsborough, NC 27278
www.co.oranqe.nc.us
September 10, 2009
Ellen Weinstein
601 -A West Main Street
Carrboro, NC 27701
Re: Orange County Zoning Ordinance Surface Water Identification
Jordan Lake Unprotected Watershed
PIN / TMBL: 9891 -29 -1739 / 7.7..26E
PIN / TMBL: 9892 -21 -1486 / 7.7..19
PIN / TMBL: 9892 -22 -7252 / 7.7..20
PIN / TMBL: 9892 -31 -5318 / 7.7..26A
PIN / TMBL: 9892 -33 -5224 / 7.5..20
PIN / TMBL: 9892 -32 -3662 / 7.6..2
PIN / TMBL: 9892 -21 -6594 / 7.7..201
PIN / TMBL: 9892 -31 -0894 / 7.7..20A
To Whom It May Concern:
This letter serves as confirmation of an on -site surface water identification made by Orange
County Erosion Control Division staff for the referenced parcel. Orange County enforces a
stream buffer along streams and water features in the County per the Orange County
Zoning Ordinance (see Section 6.24.1 Additional Requirements for Lots Outside of
Watershed Protection Areas, as amended on May 20, 2003).
The evaluation showed that there are (4) water features on the parcels in question that
are subject to buffer regulations. The water features are approximately referenced on
the attached aerial photograph / map. The subject water feature will require a 65' or 80'
undisturbed buffer along both sides, calculated per the referenced Zoning regulations.
These undisturbed buffer areas shall be measured from the top of the stream bank,
outer edge of wet, marshy areas, or outer edge of the floodplain where applicable (see
below):
S: \ \ErosionControlDivision\2009 \Cape Fear\ 091009. TMBL7 .7..26E.CarolinaFriendsSchool

Page 2 of 3
[elm
I wiacr. —tea
- ]S iffer Width '
S: \ \ErosionControlDivision\2009 \Cape Fear \091009JMBL7.7..26E. Carolina FriendsSchool

Page 3 of 3
The following is a description of how the buffers affect the property:
1. Feature A, a previously mapped stream segment, is present in the field and subject
to buffer regulations. The beginning point has been flagged in the field for reference.
2. Feature B, a previously mapped stream segment, is present in the field and subject
to buffer regulations.
3. Feature C, a previously mapped stream segment, is present in the field and subject
to buffer regulations.
4. Feature D, a previously mapped stream segment, is present in the field and subject
to buffer regulations. The beginning point has been flagged in the field for reference.
If you have questions about this determination, please contact me at (919) 245 -2587.
However, if you have further questions about the application of the Zoning Ordinance to ,
these parcels, how to calculate the buffer lengths, or possible restoration requirements,
please contact Michael Harvey, Zoning Enforcement Officer at 919- 245 -2607.
Sincerely,
LA�
Wesley Poole
Erosion Control Officer
Attachments: Aerial Photograph / Map
Relevant Text from Zoning Ordinance
cc: File
S: \\ErosionControlDivision\2009 \Cape Fear\ 091009. TMBL7 .7..26E.CarolinaFriendsSchool

' USGSWater FBaWm
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' School System Boundary,
Water Bomes
Contours
RNer Basins
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+
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1 Soils'
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rti f City Limits.
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Flooway (Eflac ve avo2107)
V ZI 500 Year Floodplains (EAeeva O V0vo7)
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Peter Klopfer Property I
Carolina Friends School a
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Curve Number Analysis
Project Carolina Friends School
Development Condition Comparison: Pre-SUP vs. Post - Completion of Connector Driveway
Location: 4809 Friends School Road, Durham, NC
Calculated By: TMW
Orain��ppe Area to Pond 3 - 12.33 Acres
Pre5l1P Post - Driveway
Area I CNxArea I Area I CN xArea
0
0
0
0
337,196
0
0
0
0
200,000
0
537,196
0
29,300
I 0
I
I
I
1 90,000
1 25.000
1 10,000
I 0
20,231.760 252,896
0
0
0
0
11,600.000 100,000
40,000
31,831,760 I 547,196
59 I
Notes
1 Soils are primarily Appling and Hemdon, per the Orange County Soil Survey. Both are classified by SCS as Hydrologic Soil Group B.
2.871.400
5,490,000
1,725,000
790,000
15,173,760
1 5,800,000
1 2,320,000
1
1 34,170,760
I 62
Date: 6/11/2015
Balance of Drainage Area - 211.85 Acres
Pre -SUP 211.85 Ac) Post-Drive wa (211.78 Ac',
Area CN x Area I Area CN x Area
I
175,458 17,194,684 1 182,026 17,838.548
384,129 37.644,642 1 465,563 45,625,174
150,445 I 150,445
I
210,000
280,000
300,000
2,200,000
1,878,130
1,500,000
200,000
100,000
250,000
615,000
985,000
9,228,162
I I
I I
1 12,610,000 1
1 19,320,000
1 23.700,000
1 121.000.000
1 112,687,800 I
199,ogo,goo I
I 9,600,000 I
I 5,600,000 1
I 16,750,000 I
35,670,000 I
57,130,000 1
I
568,107,3261
62 I
300,000 18.300,000
190,000 13,110,000
280,000 22,120,000 X
2,000,000 110,000,000
1.996,789 119,807,340
1.500,000 99,000,000 rtA.
200.000 9,600,000 a�
70,000 3,920,000
250,000 16,750,000
605.000 35,090,000 p
1,035,000 60,030,000 Y -
9,224,823 571,191.062
62
Draingyp Areato Pond 2
Soils Data
Pre-SUP
.07 A.)
Post- Driveway
(7.14 Ac)
Soil
Group Cover Description
CN
Area
CN x Area
Area
CN x Area
All Impervious Cover
Roof, Tennis. Patios
98
806
78,988
39,300
3,851,400
Gravel /Pavement
98
5,827 1
571.046
9,166
898,268
Open Water
98
0 1
0
B Pervious /Semi -Pery Cover
I
I
Lawn, Good Condition
61
I
90,000 1
I
5,490.000 I
55,806
3,404,166
I Lawn, Fair Condition
69
20,000 1
1,380,000 1
20,000
1.380,000
I Lawn, Poor Condition
79
0 1
1
0
I Woods, Good Condition
55
0 1
1
0
Woods, Fair Condition
60
141,179 1
8,470,740
126,879
7.612.740
Woods, Poor Condition
66
0 1
0
Brush, Good Condition
48
0 1
1
0.
Bmsh, Fair Condition
56
0 1
0
Bmsh, Poor Condition
67
0 1
0
Meadow /Pasture
58
35.000 1
2,030,000
35,000
2.030,000
Landscape
58
15,000 1
I
870,000 I
25,000
1.450,000
Total
307,812 1
I
18,890,774 I
311,151
20,626,574
Weighted Curve Number
1
61 1
66
Calculated By: TMW
Orain��ppe Area to Pond 3 - 12.33 Acres
Pre5l1P Post - Driveway
Area I CNxArea I Area I CN xArea
0
0
0
0
337,196
0
0
0
0
200,000
0
537,196
0
29,300
I 0
I
I
I
1 90,000
1 25.000
1 10,000
I 0
20,231.760 252,896
0
0
0
0
11,600.000 100,000
40,000
31,831,760 I 547,196
59 I
Notes
1 Soils are primarily Appling and Hemdon, per the Orange County Soil Survey. Both are classified by SCS as Hydrologic Soil Group B.
2.871.400
5,490,000
1,725,000
790,000
15,173,760
1 5,800,000
1 2,320,000
1
1 34,170,760
I 62
Date: 6/11/2015
Balance of Drainage Area - 211.85 Acres
Pre -SUP 211.85 Ac) Post-Drive wa (211.78 Ac',
Area CN x Area I Area CN x Area
I
175,458 17,194,684 1 182,026 17,838.548
384,129 37.644,642 1 465,563 45,625,174
150,445 I 150,445
I
210,000
280,000
300,000
2,200,000
1,878,130
1,500,000
200,000
100,000
250,000
615,000
985,000
9,228,162
I I
I I
1 12,610,000 1
1 19,320,000
1 23.700,000
1 121.000.000
1 112,687,800 I
199,ogo,goo I
I 9,600,000 I
I 5,600,000 1
I 16,750,000 I
35,670,000 I
57,130,000 1
I
568,107,3261
62 I
300,000 18.300,000
190,000 13,110,000
280,000 22,120,000 X
2,000,000 110,000,000
1.996,789 119,807,340
1.500,000 99,000,000 rtA.
200.000 9,600,000 a�
70,000 3,920,000
250,000 16,750,000
605.000 35,090,000 p
1,035,000 60,030,000 Y -
9,224,823 571,191.062
62

Basin Model 6 119 y 7 Project Name: CFS Pre -SUP 2012
Hydrology Studio v 1.1A.15 06 -13 -2015
T. P.M 2 Nea
Pnuteb CanCUOn[o �o FUt POM 3Pfoa e
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Hydrograph
Return Period
Recap
Project Name: CFS Pre -SUP 2012
lydrology Sti dio v 1.1.415
06 -13 -2015
Hyd. Hydrograph
Hydrograph
Peak Outflow (cfs)
No. Type
Name
I
I
1 -yr 2 -yr
3 -yr 5 -yr 10 -yr
25 -yr 50 -yr I 100 -yr
1 SCS Runoff
To Pond 2 Area
2.582
15.74
34.48
2 Reach
Route to Confluence
2.211
15.08
34.08
3 SCS Runoff
To Fut. Pond 3 Area
2.637
21.55
50.27
4 Junction
At Stream Confluence
4.824
36.63
84.34
5 Reach
Route to Lake
4.086
34.44
82.32
6 SCS Runoff
Balance of Area
43.57
266.5
599.1
7 Junction
Total Area
47.22
289.5
653.8
2

Hydrograph Report Project Name: CFS Pre -SUP 2012
Hydrology Studio v 1.1A.15 06 -13 -2015
To Pond 2 Area Hyd. No. 1
Hydrograph Type = SCS Runoff Peak Flow = 2.582 cfs
Storm Frequency = 1 -yr Time to Peak = 12.03 hrs
Time Interval = 2 min Runoff Volume = 8,889 cuft
Drainage Area = 7.07 ac Curve Number = 61'
TC Method = TR55 (See Worksheet) Time of Conc. (TC) = 7.83 min
Total Rainfall = 2.9500 in Design Storm = Type II
Storm Duration = 24 hrs Shape Factor = 484
Composite CN Worksheet
AREA(ac) ON DESCRIPTION
707 61 Overall
7.07 67 Weighted Average
Qp = 2.58 cfs
3—
I I I I I
I j I
I i i I
I ;
2
I j
N
v
i I
Cr
i l I ill
I I
II I I
I
- I I
I
ii I I
l ill
0
I j l I I I I l l i 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 24 25
Time (hrs)
3

TR55 Worksheet
Hydrology Studio v 1.1.4.15
To Pond 2 Area
SCS Runoff
i
Description
I
Sheet Flow
Description
Manning's n
Flow Length (ft)
2 -yr, 24 -hr Precip. (in)
Land Slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow Length (ft)
Watercourse Slope ( %)
Surface Description
Average Velocity (ft/s)
Travel Time (min)
Channel Flow
X- sectional Flow Area (sqft)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
Velocity (ft/s)
Flow Length (ft)
Travel Time (min)
Total Travel Time
Segments
A 13 C
0.050
0.013
0.013
100
3.5600
3.5600
3.5600
4
2.92
0.00
0.00
200
600
4
2.3
Paved
Unpaved
Unpaved
4.07
2.45
0.82
4.09
0.00
0.013 0.013 0.013
0.00 0.00 0.00
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 1
Tc (min)
2.92
4.91
0.00
7.83 min

Hydrograph Report
Hydrology Studio v 1.1.4.15
Route to Confluence
Hydrograph Type
= Reach
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrograph
= 1 - To Pond 2 Area
Reach Length
= 700 ft
Manning's n
= 0.030
Side Slope (h:v)
= 1.00:1
Rating Curve X
= 2.213
Rating Curve m
= 1.431
Modified Att-Kin routing method
3 -- - -
N
a
2
Project Name: CFS Pre -SUP 2012
Peak Flow
Time to Peak
Hydrograph Volume
Section Type
Channel Slope
Bottom Width
Maximum Depth
Average Velocity
Routing Coeff.
Qp = 2.21 cfs
i
I
06 -13 -2015
Hyd. No. 2
= 2.211 cfs
= 12.10 hrs
= 8,887 cuft
= Trapezoidal
= 1.70 %
= 5.00 ft
= 2.00 ft
= 2.32 ft/s
= 0.4428
� I j
II �
o �.
u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
—To Pond 2 Area —Route to Confluence
5

Hydrograph Report
Hydrology Studio v 1.1.4.15
To Fut. Pond 3 Area
Hydrograph Type
Storm Frequency
Time Interval
Drainage Area
Tc Method
Total Rainfall
Storm Duration
u
a
3
I
1 --
= SCS Runoff
= 1 -yr
= 2 min
= 12.33 ac
= TR55 (See Worksheet)
= 2.9500 in
= 24 hrs
Qp = 2.64 cfs
I i
Peak Flow
Time to Peak
Runoff Volume
Curve Number
Time of Conc. (Tc)
Design Storm
Shape Factor
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 3
= 2.637 cfs
= 12.07 hrs
= 13,203 cult
= 59
= 9.99 min
= Type II
= 484
I I
Q
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
6

TR55 Worksheet
Hydrology Studio v 1.1A.15
To Fut. Pond 3 Area
SCS Runoff
Description
0.013
3.5600
A
Sheet Flow
0.00
Description
450
Manning's n
0.050
Flow Length (ft)
100
2 -yr, 24 -hr Precip. (in)
3.5600
Land Slope ( %)
4
Travel Time (min)
2.92
Shallow Concentrated Flow
Flow Length (ft)
200
Watercourse Slope ( %)
4
Surface Description
Unpaved
Average Velocity (fUs)
3.23
Travel Time (min)
1.03
Channel Flow
X- sectional Flow Area (sqft)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
0.013
Velocity (fUs)
Flow Length (ft)
Travel Time (min)
0.00
Total Travel Time
Segments
B C
0.013
0.013
3.5600
3.5600
0.00
0.00
400
450
1
6
Unpaved
Unpaved
1.61
3.95
4.13
1.90
0.013 0.013
0.00 0.00
7
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 3
Tc (min)
2.92
7.06
0.00
9.99 min

Hydrograph
Report
Hydrology Studio v 1.1.4.15
At Stream Confluence
Hydrograph Type
= Junction
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrographs
= 2, 3
a
5
4 - -- —
7
FA
1-
Qp = 4.82 cfs
I
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 4
Peak Flow
= 4.824 cfs
Time to Peak
= 12.07 hrs
Hydrograph Volume
= 22,090 cuft
Total Contrib. Area
= 14.33 ac
l i I
0 i . . . . . . . . . i .
0 1 2 3 4 5 6 7 8 9 10 11 12 is 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
—Route to Confluence —To Fut. Pond 3 Area —At Stream Confluence
6

Hydrograph Report
Hydrology Studio v 1.1.4.15
Route to Lake
Hydrograph Type
Storm Frequency
Time Interval
Inflow Hydrograph
Reach Length
Manning's n
Side Slope (h:v)
Rating Curve X
Rating Curve m
Modified Att-Kin routing in
N
a
r
4
= Reach
= 1 -yr
= 2 min
= 4 -At Stream Confluence
= 800 ft
= 0.025
= 1.00:1
= 1.441
= 1.429
=thod
3 I I! I I
E
Qp = 4.09 cfs
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 5
Peak Flow
= 4.086 cfs
Time to Peak
= 12.17 hrs
Hydrograph Volume
= 22,088 cuft
Section Type
= Trapezoidal
Channel Slope
= 0.50 %
Bottom Width
= 5.00 ft
Maximum Depth
= 3.00 ft
Average Velocity
= 2.07 fUs
Routing Coeff.
= 0.3631
I
0
t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
Time (hrs)
—At Stream Confluence — Route to Lake
i
I
2 23 24 25

Hydrograph Report
Hydrology Studio v 1.1.4.15
Balance of Area
Hydrograph Type
= SCS Runoff
Peak Flow
Storm Frequency
= 1 -yr
Time to Peak
Time Interval
= 2 min
Runoff Volume
Drainage Area
= 211.85 ac
Curve Number
Tc Method
= TR55 (See Worksheet)
Time of Conc. (Tc)
Total Rainfall
= 2.9500 in
Design Storm
Storm Duration
= 24 hrs
Shape Factor
Composite CN Worksheet
AREA(..) CN DESCRIPTION
211.85 62 Overall
211.85 fit W.ighletl
Average
50 --
48--
46--_
44 --
42
40- -
38- -
36---
34
32- -
30-
28-
220
x24 -
22 -
20-
14- _- _1- ._- 1- ...... -I -- r ---1.
10 - -- --- j--- ` --__- -_
8 - - -_ - - - -- -. - -_ -
6- -
4 - --
0
0 1 2 3 4 5
Qp = 43.57 cfs
_ I
I
Fit
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 6
= 43.57 cfs
= 12.23 hrs
= 290,860 cuft
= 62"
= 27.67 min
= Type 11
= 484
_ I I
-� -t--
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
1'0

TR55 Worksheet Project Name: CFS Pre -SUP 2012
Hydrology Studio v 1.1A.15 06 -13 -2015
Balance of Area Hyd. No. 6
SCS Runoff
Segments
Description
A
B
c
Tc (min)
Sheet Flow
Description
Manning's n
0.060
0.013
0.013
Flow Length (ft)
100
2 -yr, 24 -hr Precip. (in)
3.5600
3.5600
3.5600
Land Slope ( %)
2
Travel Time (min)
I
4.46
0.00
0.00
4.46
Shallow Concentrated Flow
Flow Length (ft)
200
300
Watercourse Slope ( %)
I,
2
3
Surface Description
Unpaved
Unpaved
Unpaved
Average Velocity (fUs)
2.28
2.79
Travel Time (min)
1.46
1.79 ,
0.00
3.25
Channel Flow
X- sectional Flow Area (sqft)
3
9
15
Wetted Perimiter (ft)
12
12
12
Channel Slope ( %)
2
1.6
.5
Manning's n
0.040
0.030
0.025
Velocity (fUs)
2.08
5.18
4.89
Flow Length (ft)
1300
850
2000
Travel Time (min)
10.41
2.73
6.81
19.96
Total Travel Time
27.67 min

Hydrograph Report
Hydrology Studio v 1.1.4.15
Total Area
Hydrograph Type
= Junction
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrographs
= 5, 6
Qp = 47.22 cfs
Project Name: CFS Pre -SUP 2012
06 -13 -2015
Hyd. No. 7
Peak Flow
= 47.22 cfs
Time to Peak
= 12.23 hrs
Hydrograph Volume
= 312,948 cuft
Total Contrib. Area
= 214.85 ac
54 1
52— i i _...
50— -- -- - — — —
44- --
-
42 -..
38- -L - --
36---
- I
34 —
32 -- -1 = - -• -I -�_ -
— —
r I - -� - -- -
-- r _
30 - - - - - - I -- -
28
a 26- - -- -- -
24 --
_ —..
I �
22- -- -� -- 1 - -- - -— ! — -ii—
20 —!— — -- -- — - - -- - —
i I
6- -- -1 - -I- -�-r -- - - - - -- -- . -�J__
-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 24 25
Time (hrs)
—Route to Lake — Balance of Area —Total Area
021

Basin Model
Hydrology Studio v 1.1A.15
EXHI.SIT D
mP W2N..
1
aoumb CmMeme �T. FUl PaM 3Ptea s.
1
NWeam Cwn nce
1
0.Me NlaA � BaW[..�Ma a
,eu�Nea
Project Name: CFS Post- Driveway with No Pond
06 -13 -2015

Hydrograph
Return Period
Recap
iydrology Studio v 1.1.4.15
48.95
12 Junction
Hyd. Hydrograph
8.332
Hydrograph
89.45
No. Type
Route to Lake
Name
1 -yr
1 SCS Runoff
14 SCS Runoff
To Pond 2 Area
5.093
2 Reach
598.9
I Quite to Confluence
4.585
Project Name: CF5 Post- Driveway with No Pond
06 -13 -2015
Peak Outflow (cfs)
2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr
20.39 40.87
19.86 40.50
11 SCS Runoff
To Fut. Pond 3 Area
3.801
22.22
48.95
12 Junction
At Stream Confluence
8.332
41.80
89.45
13 Reach
Route to Lake
7.303
40.03
86.71
14 SCS Runoff
Balance of Area
43.56
266.4
598.9
15 Junction
Total Area
49.59
295.4
662.9
7

Hydrograph Report
Hydrology Studio v 1.1.4.15
To Pond 2 Area
Hydrograph Type = SCS Runoff
Storm Frequency = 1 -yr
Time Interval
= 2 min
Drainage Area
= 7.14 ac
TIC Method
= TR55 (See Worksheet)
Total Rainfall
= 2.9500 in
Storm Duration
= 24 hrs
Composite CN Worksheet
AREA(ac) CN
DESCRIPTION
7.14 66
Overall
7.14 66
Weighted Average
Qp = 5.09 Cfs
ce
I I
2— — — —i
Project Name: CFS Post - Driveway with No Pond
06 -13 -2015
Peak Flow
Time to Peak
Runoff Volume
Curve Number
Time of Conc. (Tc)
Design Storm
Shape Factor
Hyd. No. 1
= 5.093 cfs
= 12.00 hrs
= 13,506 cuft
= 66*
= 8.04 min
= Type 11
= 484
�I l
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
3

TR55 Worksheet
Hydrology Studio v 1.1A.15
To Pond 2 Area
SCS Runoff
I Description
Sheet Flow
Description
Manning's n
Flow Length (ft)
2 -yr, 24 -hr Precip. (in)
Land Slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow Length (ft)
Watercourse Slope ( %)
Surface Description
Average Velocity (ft/s)
Travel Time (min)
Channel Flow
X- sectional Flow Area (sqft)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
Velocity (f /s)
Flow Length (ft)
Travel Time (min)
Total Ravial Tim6',
A
0.050
100
3.5600
4
2.92
200
4
Unpaved
3.23
1.03
0.013
0.00
Project Name: CFS Post- Driveway with No Pond
06 -13 -2015
Hyd. No. 1
Segments
B C Tc (min)
0.013 0.013
3.5600 3.5600
0.00 0.00
600
2.3
Unpaved Unpaved
2.45
4.09 0.00
0.013 0.013
0.00 0.00
it
i
2.92
5.12
0.00
8.04 min

Hydrograph Report
Hydrology Studio v 1.1.4.15
Route to Confluence
Hydrograph Type
Storm Frequency
Time Interval
Inflow Hydrograph
Reach Length
Manning's in
Side Slope (h:v)
Rating Curve X
Rating Curve m
Modified Att -Kin routing in
5
4
= Reach
= 1 -yr
= 2 min
= 1 - To Pond 2 Area
= 700 ft
= 0.030
= 1.00:1
= 2.213
= 1.431
=thod
Qp = 4.58 cfs
Project Name: US Post - Driveway with No Pond
06 -13 -2015
Hyd. No. 2
Peak Flow
= 4.585 cfs
Time to Peak
= 12.07 hrs
Hydrograph Volume
= 13,504 cuft
Section Type
= Trapezoidal
Channel Slope
= 1.70 %
Bottom Width
= 5.00 ft
Maximum Depth
= 2.00 ft
Average Velocity
= 2.84 fUs
Routing Coeff.
= 0.5173
N
1
0 , „ .
0 1 2 3
I - i - i - i - l - I . { . ) - i i i �f i r ; .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
—To Pond 2 Area — Route to Confluence
S

Hydrograph Report
Hydrology Studio v 1.1.4.15
To Fut. Pond 3 Area
Hydrograph Type = SCS Runoff
Storm Frequency = 1 -yr
Time Interval
= 2 min
Drainage Area
= 12.33 ac
Tc Method
= TR55 (See Worksheet)
Total Rainfall
= 2.9500 in
Storm Duration
= 24 hrs
Composite CN Worksheet
AREA(ac) CN
DESCRIPTION
12.33 fit
Overall
12.33 62
Weighted Average
Qp = 3.80 cfs
I_.
I,
I
Project Name: CFS Post - Driveway with No Pond
Peak Flow
Time to Peak
Runoff Volume
Curve Number
Time of Conc. (Tc)
Design Storm
Shape Factor
06 -13 -2015
Hyd. No. 11
= 3.801 cfs
= 12.10 hrs
= 16,505 cuff
= 62*
= 13.82 min
= Type 11
= 484
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
GO

TR55 Worksheet
Project Name: CFS Post - Driveway with No Pond
Hydrology Studio v 1.1.4.15
06 -13 -2015
To Fut. Pond 3 Area
Hyd. No. 11
SCS Runoff
Segments
Description
A
13
C
Tc (min)
Sheet Flow
Description
Manning's n
0.040
0.013
0.013
Flow Length (ft)
100
2 -yr, 24 -hr Precip, (in)
3.5600
3.5600
3.5600
Land Slope ( %)
.5
Travel Time (min)
5.62
0.00
0.00
5.62
Shallow Concentrated Flow
Flow Length (ft)
650
Watercourse Slope ( %)
1
Surface Description
Unpaved
Unpaved
Unpaved
Average Velocity (ft/s)
1.61
Travel Time (min)
6.71
0.00
0.00
6.71
Channel Flow
X- sectional Flow Area (scift)
1.7
1
Wetted Perimiter (ft)
4.7
12
Channel Slope ( %)
1
12
Manning's n
0.013
0.030
0.013
Velocity (ft/s)
5.8
3.26
Flow Length (ft)
250
150
Travel Time (min)
0.72
0.77
0.00
1.49
Total Travel Time
13.82 min
L
1

Hydrograph
Report
Hydrology Studio v 1.1.4.15
At Stream Confluence
Hydrograph Type
= Junction
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrographs
= 2, 11
C
[!
_A
2
't
a
4
3
F1
1
Project Name: CF
Peak Flow
Time to Peak
Hydrograph Volume
Total Contrib. Area
Qp = 8.33 cfs
5 Post- Driveway with No Ponc
06 -13 -2015
Hyd. No. 12
= 8.332 cfs
= 12.07 hrs
= 30,010 cuft
= 14.33 ac
7 ,-T-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
—Route to Confluence —To Fut. Pond 3 Area —At Stream Confluence
9

Hydrograph Report
Hydrology Studio v 1.1.4.15
Route to Lake
Hydrograph Type
Storm Frequency
Time Interval
Inflow Hydrograph
Reach Length
Manning's n
Side Slope (h:v)
Rating Curve X
Rating Curve m
Modified Aft-Kin routing m
a
= Reach
= 1 -yr
= 2 min
= 12 - At Stream Confluence
= 800 ft
= 0.025
= 1.00:1
= 1.441
= 1.429
-thod
Qp = 7.30 cfs
Project Name: CFS Post - Driveway with No Pond
06 -13 -2015
Hyd. No. 13
Peak Flow
= 7.303 cfs
Time to Peak
= 12.13 hrs
Hydrograph Volume
= 30,007 cuft
Section Type
= Trapezoidal
Channel Slope
= 0.50 %
Bottom Width
= 5.00 ft
Maximum Depth
= 3.00 ft
Average Velocity
= 2.44 fVs
Routing Coeff.
= 0.4145
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 24 25
Time (hrs)
—At Stream Confluence — Route to Lake
i

Hydrograph Report Project Name: US Post - Driveway with No Pond
Hydrology Studio v 1.1.4.15 06 -13 -2015
Balance of Area
Hyd. No. 14
Hydrograph Type
= SCS Runoff
Peak Flow
= 43.56 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 12.23 hrs
Time Interval
= 2 min
Runoff Volume
= 290,764 cuft
Drainage Area
= 211.78 ac
Curve Number
= 62`
Tc Method
= TR55 (See Worksheet)
Time of Conc. (Tc)
= 27.67 min
Total Rainfall
= 2.9500 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
Composite CN Worksheet
AREA(ac) CN DESCRIPTION
211.78 62 Overall
211.78 62 Weighled
Average
Qp = 43.56 cfs
50
4
4
4
4
4
3
3
3
3
3
2
Z2
az
z
2
1
1
1
12
1
8
6
4
2
0
4 -- ...- -- -�— I---- - - ---- - -- -! -- -I— _ . -. -._i
2 _
I
—T h -- -- -� - -- - - — — - -I
I I
1 1 1 1 I•• I• 1 I' I I 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 24 25
Time (hrs)
60
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
60

TR55 Worksheet
Hydrology Studio v 1.1.4.15
Balance of Area
SCS Runoff
Description
Sheet Flow
Description
Manning's n
Flow Length (ft)
2 -yr, 24 -hr Precip. (in)
Land Slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow Length (ft)
Watercourse Slope ( %)
Surface Description
Average Velocity (ft/s)
Travel Time (min)
Channel Flow
X- sectional Flow Area (sgft)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
Velocity (ft/s)
Flow Length (ft)
Travel Time (min)
Total Travel TimY
Project Name: CFS Post- Driveway with No Pond
06 -13 -2015
Hyd. No. 14
Segments
A B C Tc(min)
0.060 0.013 0.013
100
3.5600 3.5600 3.5600
2
4.46 0.00 0.00 4.46
200
300
2
3
Unpaved
Unpaved
Unpaved
2.28
2.79
1.46
1.79
0.00 3.25
3
9
15
12
12
12
2
1.6
.5
0.040
0.030
0.025
2.08
5.18
4.89
1300
850
2000
10.41
2.73
6.81 19.96
27.67 min

Hydrograph Report
Hydrology Studio v 1.1.4.15
Total Area
Project Name: CIFS Post-Driveway with No Pond
06-13-2015
Hyd. No. 15
Hydrograph Type
= Junction
Peak Flow
= 49.59 cfs
Storm Frequency
= 1-yr
Time to Peak
= 12.23 hrs
Time Interval
= 2 min
Hydrograph Volume
= 320,772 cuft
Inflow Hydrographs
= 13, 14
Total Contrib. Area
= 214.78 ac
Qp = 49.59 ds
IF
56
54
52
50
48
4G
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
—Route to Lake — Balance of Area —Total Area
12•
IF
7i
....................
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
—Route to Lake — Balance of Area —Total Area
12•

Basin Model YY l N^ Project Name: CFS Post - Driveway with Pond
Hydrology Studio v 1.1.4.15
E„H I's IT 1 06 -13 -2015
To Pwbl Ma _
Pmd2
c�__
1
Rohe M Cw ... To Fa Fm 3 M a'
Y
AIS.TC.lue,.
1
RoW. to Idle 9alarceW Ma �
v ✓
Y
mm Ma

Hydrograph Return Period Recap
Hydrology Studio v 1.1.4.15
Hyd.
Hydrograph
Hydrograph
22.22
No.
Type
Name
38.35
14 Reach
Route to Lake
3.488
1 -yr
1
SCS Runoff
To Pond 2 Area
5.093
2
Pond Route
Pond 2
0.373
3
Reach
Route to Confluence
0.372
2 -yr 3 -yr
Project Name: CFS Post- Driveway with Pond 2
06 -13 -2015
Peak Outflow (cfs)
5 -yr 10 -yr
20.39
16.86
16.56
12 SCS Runoff
To Fut. Pond 3 Area
3.801
22.22
13 Junction
At Stream Confluence
4.019
38.35
14 Reach
Route to Lake
3.488
36.72
15 SCS Runoff
Balance of Area
43.56
266.4
16 Junction
Total Area
46.94
298.5
25 -yr 50 -yr 100 -yr
40.87
35.74
34.37
48.95
82.96
80.12
598.9
668.5

Hydrograph Report
Hydrology Studio v 1.1.4.15
To Pond 2 Area
Hydrograph Type = SCS Runoff
Storm Frequency = 1 -yr
Time Interval
= 2 min
Drainage Area
= 7.14 ac
To Method
= TR55 (See Worksheet)
Total Rainfall
= 2.9500 in
Storm Duration
= 24 hrs
composite CN Worksheet
AREA(..) CN
DESCRIPTION
7.14 66
Overall
7.14 66
Weighted Average
6-
li
4
3
a
PA
1- ..._
o I�
0 1 2 3 4 5 6
Qp = 5.09 cfs
I
7
i
Project Name: CFS Post - Driveway with Pond 2
Peak Flow
Time to Peak
Runoff Volume
Curve Number
Time of Conic. (Tc)
Design Storm
Shape Factor
06 -13 -2015
Hyd. No. 1
= 5.093 cfs
= 12.00 hrs
= 13,506 cuft
= 66*
= 8.04 min
= Type 11
= 484
- -I i i
I
I
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
3

TR55 Worksheet
Project Name: CFS Post - Driveway with Pond
Hydrology Studio v 1.1.4.15
06 -13 -2015
To Pond 2 Area
Hyd. No. 1
SCS Runoff
Segments
Description
A
B
C
To (min)
Sheet Flow
Description
Manning's n
0.050
0.013
0.013
Flow Length (ft)
100
2 -yr, 24 -hr Precip. (in)
3.5600
3.5600
3.5600
Land Slope ( %)
4
Travel Time (min)
2.92
0.00
0.00
2.92
Shallow Concentrated Flow
Flow Length (ft)
200
600
Watercourse Slope ( %)
4
2.3
Surface Description
Unpaved
Unpaved
Unpaved
Average Velocity (ft/s)
3.23
2.45
Travel Time (min)
1.03
4.09
0.00
5.12
Channel Flow
X- sectional Flow Area (soft)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
0.013
0.013
0.013
Velocity (f /s)
Flow Length (ft)
Travel Time (min)
0.00
0.00
0.00
0.00
Total Travel Time
8.04 min

Hydrograph Report
Hydrology Studio v 1.1.4.15
Pond 2
Hydrograph Type
= Pond Route
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrograph
= 1 - To Pond 2 Area
Pond Name
= Pond 2 with Riser
Pond Routing by Storage Indication Method
N
a
4
QP:
l
:0.
37 cfs
I'
Project Name: US Post - Driveway with Pond 2
06 -13 -2015
� I I
i,
I I
I l
I I
� I
i.
iiTrt I
0 1 L 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Time (hrs)
—To Pond 2 Area —L Pond 2
L
Hyd. No. 2
Peak Flow
= 0.373 cfs
Time to Peak
= 13.57 hrs
Hydrograph Volume
= 13,503 cuft
Max. Elevation
= 482.49 ft
Max. Storage
= 4,879 cuft
Center of mass detention time = 2.65 hrs
� I I
i,
I I
I l
I I
� I
i.
iiTrt I
0 1 L 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Time (hrs)
—To Pond 2 Area —L Pond 2
L

Pond Report
Hydrology Studio v 1.1.4.15
Pond 2 with Riser
User Defined Contours
{: DdstAf I!on Input Stage Elevation
(ft) (ft)
Bottom Elevation, ft 480.00
0.00 486.00
Voids ( %) 100.00 2.00 482.00
Volume Calc Ave End Area 4.00 484.00
a.
6.00 486.00
c
i
489
485
484
2
>483
w
Project Name: CFS Post - Driveway with Pond 2
06 -13 -2015
Stage- Storage
Stage / Storage Table
Contour Area
Incr. Storage
Total $16rage
(Sgft)
(cuft)
(cuft)
1,200
0.000
0.000
2,100
3,300
3,300
4,400
6,500
9,800
6,200
10,600
20,400
Stage- Storage
4t5L /
481
480
0 20)0
4
N
v
3
2
1
0
40)0 6000 8000 10000 12000 14000 16000 18000 20000
Total Storage (cuft)
6

Pond Report Project Name: US Post - Driveway with Pond
Hydrology Studio v 1.1.4.15 06 -13 -2015
Pond 2 with Riser Stage- Discharge
485—
484
x
v483-
w
482
481
I
480'
J 5 1 l 15 ZD 5 3) 35 4) 45 5) 55 6) 65 7) 75
Discharge (cfs)
—Top of Pond — Culvert— Riser — Orifice —Broad Crested —Total Q
5
4
m
3 m
2
1
0
Orifices
Culvert 1 Orifices
Culvert
Perforated Riser
Rise, in
18
3
Pert. Rise, in
Span, in
18
3
Perf. Span, in
No. Barrels
1
1
No. Perforations
Invert Elevation, ft
479
479
Invert Elevation, it
Orifice Coefficient, Co
.6
.6
Height, ft
Length, ft
67
Orifice Coefficient, Co
Barrel Slope, %
1.5
N- Value, n
0.013
r
Weirs
Weirs
Riser"
Ancillary
1
2,
Shape / Type
Box
Broad Crested
- Exfiltration, in /hr
1.
Crest Elevation, ft
483
484.5
Tailwater Elevation, ft
Crest Length, ft
15
12
V -Notch Angle, deg
Weir Coefficient, Cw
3.3
2.6
'Routes through
Culvert.
Stage-
Discharge
483
C
485—
484
x
v483-
w
482
481
I
480'
J 5 1 l 15 ZD 5 3) 35 4) 45 5) 55 6) 65 7) 75
Discharge (cfs)
—Top of Pond — Culvert— Riser — Orifice —Broad Crested —Total Q
5
4
m
3 m
2
1
0

Pond Report P
Project Name: CFS Post - Driveway with Pond
Suffix key. is = inlet control, oc = outlet control, s = submerged weir a

Hydrograph Report
Hydrology Studio v 1.1.4.15
Route to Confluence
Hydrograph Type
= Reach
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrograph
= 2 - Pond 2
Reach Length
= 700 ft
Manning's n
= 0.030
Side Slope (h:v)
= 1.00:1
Rating Curve X
= 2.213
Rating Curve m
= 1.431
Modified Att-Kin routing method
a
Project Name: US Past- Driveway with Pond 2
06 -13 -2015
Hyd. No. 3
Peak Flow
= 0.372 cfs
Time to Peak
= 13.70 hrs
Hydrograph Volume
= 13,476 cuft
Section Type
= Trapezoidal
Channel Slope
= 1.70 %
Bottom Width
= 5.00 ft
Maximum Depth
= 2.00 ft
Average Velocity
= 1.29 fUs
Routing Coeff.
= 0.274
Qp = 0.37 cfs
0.? 4
0.36
I
0.34 -
0.32 - ---+-
1. - - -- -- - -.
0.3- .__ -�_
0.28- :.._. -_ . -.__ I -_. --
l-- -
0.26 -- - l - �i -- i
0.24 - - -i- -j— -- F
0.22— -r_ -- - - -_. -_ - • -- -- — ._•—� --
I
0.18
0.16 - -- -- -- - - - I i - T� - -- - -- I - --
0.14 _ -- — -- -. - - -- - —� - - --
0.12�— — -- — — -- �� -- —
0.1 -
0.08
0.06-
0.04 -
0.02 -
-
o � i I
„ 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 24 25 26 27 28
Time (hrs)
—Pond 2 —Route to Confluence
tll

Hyd rog ra ph Report Project Name: US Post - Driveway with Pond 2
Hydrology Studio v 1.1.4.15 06 -13 -2015
To Fut. Pond 3 Area Hyd. No. 12
Hydrograph Type
= SCS Runoff
Peak Flow
= 3.801 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 12.10 hrs
Time Interval
= 2 min
Runoff Volume
= 16,505 cuft
Drainage Area
= 12.33 ac
Curve Number
= 62'
Tc Method
= TR55 (See Worksheet)
Time of Conc. (Tc)
= 13.82 min
Total Rainfall
= 2.9500 in
Design Storm
= Type II
Storm Duration
= 24 hrs
Shape Factor
= 484
Composite CN Worksheet
AREA(ac) CN DESCRIPTION
12.33 62 Overall
1233 62 Weighted
Average
,
4—
3— —' --
a
i
I
I i
I
0 t
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
to

TR55 Worksheet
Hydrology Studio v 1.1.4.15
To Fut. Pond 3 Area
SCS Runoff
I Description
Sheet Flow
Description
Manning's n
Flow Length (ft)
2 -yr, 24 -hr Precip. (in)
Land Slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow Length (ft)
Watercourse Slope ( %)
Surface Description
Average Velocity (ft/s)
Travel Time (min)
Channel Flow
X- sectional Flow Area (scift)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
Velocity (ft/s)
Flow Length (ft)
Travel Time (min)
I Total Travel Time
A
0.040
100
3.5600
.5
5.62
650
1
Unpaved
1.61
6.71
1.7
4.7
1
0.013
5.8
250
0.72
Segments
B
0.013
3.5600
0.00
Unpaved
0.00
1
12
12
0.030
3.26
150
0.77
Project Name: CFS Post - Driveway with Pond 2
06 -13 -2015
Hyd. No. 12
I
I
C Tc (min)
0.013
3.5600
0.00
Unpaved
0.00
0.013
0.00
5.62
6.71
1.49
13.82 min

Hydrograph
Report
Hydrology Studio v 1.1.4.15
At Stream Confluence
Hydrograph Type
= Junction
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrographs
= 3, 12
r
4- — �—
3—
N
u -
a
2-
1 --
Project Name:
Peak Flow
Time to Peak
Hydrograph Volume
Total Contrib. Area
Qp = 4.02 cfs
I
FS Past - Driveway with Pond 2
06 -13 -2015
Hyd. No. 13
= 4.019 cfs
= 12.10 hrs
= 29,981 cuft
= 14.33 ac
0
,� ...�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28
Time (hrs)
— Route to Confluence —To Fut. Pond 3 Area —At Stream Confluence
M

Hydrograph Report
Hydrology Studio v 1.1.4.15
Route to Lake
Hydrograph Type = Reach
Storm Frequency = 1 -yr
Time Interval
= 2 min
Inflow Hydrograph
= 13 -At Stream Confluence
Reach Length
= 800 ft
Manning's n
= 0.025
Side Slope (h:v)
= 1.00:1
Rating Curve X
= 1.441
Rating Curve m
= 1.429
Modified Att-Kin routing method
Project Name: CPS Post- Driveway with Pond 2
06 -13 -2015
Qp = 3.49 cfs
J ! I ! I
El
3
(Y
2
1 i
I!
!
i
III! I,I i II
l 1 2 3 4 S 6 7 8 9 1) 11 12 13 14 15 to 17 18 19 20 21 22 23 24 25 26 27
Time (hrs)
—At Stream Confluence —Route to Lake
13
Hyd. No. 14
Peak Flow
= 3.488 cfs
Time to Peak
= 12.20 hrs
Hydrograph Volume
= 29,979 cuft
Section Type
= Trapezoidal
Channel Slope
= 0.50 %
Bottom Width
= 5.00 ft
Maximum Depth
= 3.00 ft
Average Velocity
= 1.96 ft/s
Routing Coeff.
= 0.3471
Qp = 3.49 cfs
J ! I ! I
El
3
(Y
2
1 i
I!
!
i
III! I,I i II
l 1 2 3 4 S 6 7 8 9 1) 11 12 13 14 15 to 17 18 19 20 21 22 23 24 25 26 27
Time (hrs)
—At Stream Confluence —Route to Lake
13

Hydrograph Report
Hydrology Studio v 1.1.4.15
Balance of Area
Hydrograph Type = SCS Runoff
Storm Frequency = 1 -yr
Time Interval
= 2 min
Drainage Area
= 211.78 ac
Tc Method
= TR55 (See Worksheet)
Total Rainfall
= 2.9500 in
Storm Duration
= 24 hrs
Composite CN Worksheet
AREA(ac) CN
DESCRIPTION
211,78 62
Overall
211.78 62
Weighted Average
Qp = 43.56 cfs
Project Name: US Post - Driveway with Pond 2
Peak Flow
Time to Peak
Runoff Volume
Curve Number
Time of Conc. (Tc)
Design Storm
Shape Factor
06 -13 -2015
Hyd. No. 15
= 43.56 cfs
= 12.23 hrs
= 290,764 cuft
= 62*
= 27.67 min
= Type 11
= 484
U
0 1 2 3 4 5 6
7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
I If

TR55 Worksheet
Hydrology Studio v 1.1.4.15
Balance of Area
SCS Runoff
Description
Sheet Flow
Description
Manning's n
Flow Length (ft)
2 -yr, 24 -hr Precip. (in)
Land Slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow Length (ft)
Watercourse Slope ( %)
Surface Description
Average Velocity (ft/s)
Travel Time (min)
Channel Flow
X- sectional Flow Area (sgft)
Wetted Perimiter (ft)
Channel Slope ( %)
Manning's n
Velocity (ft/s)
Flow Length (ft)
Travel Time (min)
Total Travel Time
Project Name: CFS Post- Driveway, with Pond 2
06 -13 -2015
Hyd. No. 15
Segments
A IS C Tc (min)
0.060 0.013 0.013
100
3.5600 3.5600 3.5600
2
4.46 0.00 0.00 4.46
200
300
2
3
Unpaved
Unpaved
Unpaved
2.28
2.79
1.46
1.79
0.00
3.25
3
9
15
12
12
12
2
1.6
.5
0.040
0.030
0.025
2.08
5.18
4.89
1300
850
2000
10.41
2.73
6.81
19.96
27.67 min
15

Hydrograph Report
Hydrology Studio v 1.1.4.15
Total Area
Hydrograph Type
= Junction
Storm Frequency
= 1 -yr
Time Interval
= 2 min
Inflow Hydrographs
= 14, 15
Qp = 46.94 cfs
Project Name:
Peak Flow
Time to Peak
Hydrograph Volume
Total Contrib. Area
FS Post - Driveway with Pond 2
06 -13 -2015
Hyd. No. 16
= 46.94 cfs
= 12.23 hrs
= 320,743 cuft
= 214.78 ac
48 — - '— -
j I
40 �- -- -- - - - - -- ,__� - - -- - _
I
T I
34
i
30
w 28 - --
26-T1
24- ° -- -- L._. - -- -- - -- -- -
22--
I
i 16'_
14 - - -- -�- -- - j —) -- -- - J -- _
10 --
- -- r
6 _� - -- --
2 T
0 . . . . . . . . . . . . . . . . . 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 24 25 26 27
Time (hrs)
—Route to Lake — Balance of Area —Total Area
16