20150378 Ver 1_SW Impact Analysis_20150420

STORMWATER IMPACT ANALYSIS/
STORMWATER NARRATIVE AND CALCULATIONS
FOR
6 Davis Drive
Durham County, North Carolina
(AMENDMENT TO APPROVED PHASE SITE PLAN)
Prepared for:
- A:
AL E X A N D RIAs
ARE - NC Region No. 14, LLC
6 Davis Drive, P.O. Box 12137
Research Triangle Park, North Carolina 27709
Date: March 3, 2014
Revised: August 29, 2014
Prepared by:
v
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A(9 5E L
-
033840 _
1730 Varsity Drive, Suite 500
Raleigh, NC 27606
Phone: [phone]
Fax: [phone]
F -1222

6 DAVIS DRIVE
STORMWATER IMPACT ANALYSIS / STORMWATER NARRATIVE AND
CALCULATIONS
TABLE OF CONTENTS
Stormwater Narrative
Maps
Drainage Area Point of Analysis Pre- and Post - Development Time of Concentration and
Routing Calculations
Upstream Drainage Area Runoff Calculations
Downstream Culvert Analysis
Wet Detention Storage Volume and Pond Sizing
Wet Detention Pond Time of Concentration and Routing Calculations
BMP #2 Detention and Stormfilter Sizing Calculations
Bioretention Sizing Calculations
Bioretention Time of Concentration and Routing Calculations
Seasonal High Water Table Report - ECS Carolinas, LLP
Erosion Control Outlet Protection Calculations
Permanent Grassed Swale Calculations
Hydraulic Grade Line Profiles - Stormwater Conveyance
Gutter Spread Calculations
Anti - Floatation Calculations
BMP Design Summary Worksheets
Storm Drainage Specifications
Erosion Control Specifications - Riprap

PROJECT DESCRIPTION
This project involves the construction of a two new buildings for the Hamner Institutes
campus in Research Triangle Park, North Carolina. This project is the first step to a long-
term masterplanned campus. Building B1 will be a 5- story, flexible, multi- tenant shell
laboratory. The footprint for the new building will be approximately 41,000 square feet
which will contain around 165,000 total square feet. Building 2 will be a greenhouse
which will contain 53,000 square feet. These buildings will be devoted towards the
combined uses of research /laboratory /office /conference.
Along with the buildings, 2 new parking lots will provide approximately 523 parking
spaces to serve the new tenants.
The entrance to the site is located on the west side of Davis Drive, approximately 0.5
miles north of the interchange where Davis Drive crosses 1 -40.
SITE DESCRIPTION
The existing site is approximately 56.2 acres of mixed hardwood forest which also
accommodates one building that is currently the corporate home for the Hamner
Institutes and is approximately 115,000 square feet. It is currently served by 194 total
parking spaces.
The site lies within the Burden's Creek sub - watershed of the Cape Fear River Basin and
does not lie within any of Durham County's Water Supply Watersheds.
Two jurisdictional perennial streams are found on the site. Both streams are unnamed
tributaries to Burden's Creek. One stream (stream A) flows from north to south the
western property line of the site. Once it exits the site, Stream A flows under 1 -40. The
other stream (Stream B) flows from northeast to southwest and crosses the southeastern
corner of the site. Stream B flows into the adjacent property to the south and
eventually under 1 -40. The two streams eventually converge approximately 0.25 miles
downstream from where stream A crosses 1 -40.
Both streams have a 100 -year flood plain that encroaches onto the site. Beyond the
100 -year flood area, portions of the site are located in Zone "X," a 500 year flood area
(see FEMA FIRM Panel 0748 located in the "MAPS" section of this document.)
A ridgeline running from the northeast property corner towards the southwest generally
divides the drainage for the site. The western side of the side drains towards the existing
perennial stream flowing along the western property line. The eastern side of the site
drains towards the stream flowing across the southeastern portion of the site.
SOILS
According to the Durham County Generalized Soil Survey, the majority of uplands within
the site are classified as White Store sandy loam, ranging from 2% to 25% slopes (WsB,
2 of 10

WsC, WsE). Along the banks of the stream, soils are classified as Cartecay and
Chewacla soils, 0% to 2% slopes, frequently flooded (Cc). The following soil descriptions
are associated with the soils found on the site:
Ws(X) - White Store sandy loam soils are often found in piedmont uplands, along
rounded divides and steep side slopes. These soils were created from
weathered Triassic Mudstone. Permeability is very slow and the soils are
moderately well drained. Soils have a high shrink /swell potential. The seasonal
high water is generally about 1.5 feet below the surface. These soils are in the
Hydrologic Soil Group (HSG) D in the City of Durham Public Works Reference
Guide for Development.
Cc - Cartecay and Chewacla soils are a mixture of approximately 60% Cartecay
and 30% Chewacla. These soils are often found along floodplains at slopes of 0%
to 2 %. Permeability is moderately rapid and the soils are poorly drained. Soils
have a low shrink /swell potential. The seasonal high water is perched and
generally 1.5 feet below the ground surface in the late winter and early spring.
These soils are in the HSG C.
EXISTING POINTS OF ANALYSIS
The existing site can be broken into 8 points of analysis where most of the runoff will
cross the property line. Each point of analysis has a contributing drainage area which
was delineated and broken into areas of impervious, and various levels of vegetated
cover. The times of concentration for each basin were calculated based on the
ground cover and type of flow based on that ground cover.
3 of 10
Existing
Time
Pre -Dev.
Pre -Dev.
Pre -Dev.
Pre -Dev.
Point of
Drainage
of
1- Yr /24 -Hr
2- Yr /24 -Hr
10- Yr /24 -Hr
100- Yr /24 -Hr
Analysis
Area (ac)
Conc.
Peak Runoff
Peak Runoff
Peak Runoff
Peak Runoff
min. )
(cfs)
(cfs)
(cfs)
(cfs
A
6.27
47.8
3.78
5.57
10.60
18.67
B
11.10
66.6
5.95
8.56
15.78
27.21
C
2.51
6.5
4.90
6.89
12.28
20.64
D
1 5.28
51.4
3.33
4.91
9.33
16.46
E
10.28
19.5
18.5
24.60
40.45
64.22
F
3.02
36.6
2.35
3.41
6.37
11.08
G
1.32
32.6
1.41
1.95
3.42
5.67
H
16.42
19.5
21.85
30.80
55.27
92.38
3 of 10

POST - DEVELOPMENT POINTS OF ANALYSIS
The developed site was analyzed at the previously defined 8 points of analysis. Each
point of analysis has a contributing drainage basin that was delineated and broken into
areas of impervious, and various levels of vegetated cover. Several basins remain
untouched with the proposed development, therefore the post development runoff
remains unchanged from the existing runoff. The drainage areas for points of analysis
B,C, D, E and H were affected by the new development. The times of concentration for
each basin were calculated based on the ground cover and type of flow based on
that ground cover.
4 of 10
New
Time
Post -Dev.
Post -Dev.
Post -Dev.
Post -Dev.
Point of
Drainage
of
1- Yr /24 -Hr
2- Yr /24 -Hr
10- Yr /24 -Hr
100- Yr /24 -Hr
Analysis
Area (ac)
Conc.
Peak Runoff
Peak Runoff
Peak Runoff
Peak Runoff
min. )
(cfs)
(cfs)
(cfs
A
6.27
47.8
3.78
5.57
10.60
18.67
B
10.05
37.6
9.19
12.89
22.93
38.52
C
2.36
4.1
5.04
7.08
12.58
21.11
D
6.47
8.4
19.49
25.12
39.48
60.67
E
9.41
19.5
16.94
22.52
37.03
58.78
F
3.02
36.6
2.35
3.41
6.37
11.08
G
1.32
32.6
1.41
1.95
3.42
5.67
H
16.49
19.5
27.08
36.67
61.96
100.27
4 of 10

RESULTS
Point of
Analysis
PRE -DEV.
1 -YR
DIS.
cfs )
POST -DEV.
1 -YR
DIS.
(cfs)
%
INC.
PRE -DEV.
2 -YR
DIS.
cfs)
POST -DEV.
2 -YR
DIS.
cfs
%
INC.
PRE -DEV.
10 -YR
DIS.
cfs
POST -DEV.
10 -YR
DIS.
cfs
%
INC.
DET.
REQ
(Y /N
A
3.78
3.78
0
5.57
5.57
0
10.60
10.60
0
N
B
5.95
9.19
54.4
8.56
12.89
50.5
15.78
22.93
45.3
Y
C
4.90
5.04
2.8
6.89
7.08
2.7
12.28
12.58
2.4
N
D
3.33
19.49
485.2
4.91
25.12
411.6
9.33
39.48
323.1
Y
E
18.50
16.94
-8.4
24.60
22.52
-8.5
40.45
37.03
-8.5
N
F
2.35
2.35
0
3.41
3.41
0
6.37
6.37
0
N
G
1.41
1.41
0
1.95
1.95
0
3.42
3.42
0
N
H
21.85
27.08
23.9
30.80
36.67
19.0
55.27
61.96
12.1
Y
5 of 10

SUMMARY OF RESULTS
Point of Analysis A
Based on the above results, this basin will not require any measure to reduce the runoff
as no new improvements occur in this basin. The post - development runoff remains
unchanged from the pre - development runoff.
Point of Analysis B
Based on the above results, the drainage area contributing to Point of Analysis B will
require some measure to attenuate the peak flow from the addition of the parking
areas since the post - development runoff is more than 10% greater than the pre -
development runoff.
Point of Analysis C
Based on the above results, this basin will not require any measure to reduce runoff as
the runoff is decreased due to a realignment of the drainage basin contributing to this
point of analysis.
Point of Analysis D
Based on the above results, the drainage area contributing to Point of Analysis B will
require some measure to attenuate the peak flow from the addition of the parking
areas since the post - development runoff is more than 10% greater than the pre -
development runoff.
Point of Analysis E
Based on the above results, this basin will not require any measure to reduce runoff as
the runoff is decreased due to a realignment of the drainage basin contributing to this
point of analysis.
Point of Analysis F
Based on the above results, this basin will not require any measure to reduce the runoff
as no new improvements occur in this basin. The post - development runoff remains
unchanged from the pre - development runoff.
Point of Analysis G
Based on the above results, this basin will not require any measure to reduce the runoff
as no new improvements occur in this basin. The post - development runoff remains
unchanged from the pre - development runoff.
6 of 10

Point of Analysis H
Based on the above results, a measure would need to be installed in the drainage
basin to attenuate the post - development peak runoff.
CONCLUSIONS
Based on Durham County's requirements set forth in the Durham County Stormwater
Ordinance, section 14- 153.c, all high density developments with greater than 240
impervious area and located outside the Neuse River Basin are required to control and
treat runoff from the first one inch of rainfall and remove 850 of the total suspended
solids, as well as show no net increase in peak flow leaving the site from pre -
development conditions for the one -year, 24 -hour storm event.
Consideration was given to each BMP as to location, drainage area size and need to
determine the most appropriate BMP for each given application.
POINT OF ANALYSIS B
The drainage area for the regional BMP in the drainage area contributing to Point of
Analysis B is 2.77 acres. Due to the amount of the volume attenuation that needs to be
achieved by this device and considering future buildout of the site, a bioretention area
seemed to be the best BMP for this application.
Based on the amount of runoff a volume analysis concludes that approximately 6,165
cubic feet of storage will be required to treat the 1.00 -inch storm for 85% TSS removal
and properly attenuate the post development runoff to below pre - development
conditions. The surface area calculation determined that approximately 6,165 square
feet of pond surface area would be required for 12 in ponding depth. The bioretention
area has been oversized to account for additional runoff volume by a future building to
the north and future roadway.
As seen in the results table below, the proposed bioretention area (BMP #4) will reduce
the 1 -year post - development runoff flow to below pre - development levels, and keep
the 2 -year and 10 -year post - development flows from increasing more than 10% from
their pre - development values.
Storm Event cfs
Site Condition
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
Pre - Development
5.95
8.56
15.78
27.21
Post - Development
without Detention
9.19
12.89
22.93
38.52
Post - Development
1.76
2.24
3.34
10.13
with Detention
7 of 10

POINT OF ANALYSIS D
The drainage area for the regional BMP in the drainage area contributing to Point of
Analysis D is 5.10 acres. Due to the nature of the volume attenuation that needs to be
achieved by this device, a wet detention pond seemed to be the best BMP for this
application.
Based on the amount of runoff a volume analysis concludes that approximately 1.88
acre -feet, or 82,180 cubic feet of storage will be required to properly attenuate the post
development runoff to below pre - development conditions. The surface area
calculation determined that approximately 8,690 square feet of pond surface area
would achieve 90% TSS removal, therefore requiring no level spreader or vegetated
filter before entering the existing stream buffer. The detention pond will be oversized to
account for the additional runoff volume contributed by future roadway and a future
building to the south.
As seen in the results table below, the proposed wet detention pond (BMP #1) will
reduce the 1 -year post - development runoff flow to below pre - development levels, and
keep the 2 -year and 10 -year post - development flows from increasing more than 10%
from their pre - development values.
Storm Event (cfs)
Site Condition
1 -year (cfs)
2 -year (cfs)
10 -year (cfs)
100 -year (cfs)
Pre - Development
3.33
4.91
9.33
16.46
Post - Development
19.49
25.12
39.48
60.67
without Detention
27.08
48.29
75.37
2- year /24 -hour
Post - Development
1.21
1.61
10.08
35.54
with Detention
174.45
hour
POINT OF ANALYSIS H
Research into the downstream system has shown that an existing 72" CMP culvert exists
on the adjacent site to the south. Because of the proximity Point of Analysis H and the
headwall of the 72" CMP pipe, very little additional runoff is received by Stream B
beyond this project's property line. Therefore, an analysis of the upstream runoff
combined with the onsite runoff should give a very close approximation of the runoff
that would be seen by the 72" CMP. This analysis yields the following results:
On -site Post-
Offsite
Total
Storm Event
Development
Drainage
Drainage to
Runoff (cfs)
Through Site
Point of
cfs
Analysis H
1- year /24 -hour
27.08
48.29
75.37
2- year /24 -hour
36.67
65.86
102.53
10- year /24-
61.96
112.49
174.45
hour

An analysis of the downstream culvert would tell if the new development would have
any negative impacts on the existing structure. Tailwater depth was assumed to be 0.8
times the diameter of the pipe. For the following design storms, the results are:
Based on these results, it is apparent that the new development on the project site will
have very little impact on the existing structures downstream from the project.
The drainage area for the stormwater BMPs behind Building B1 is relatively small, below
5 acres total and the available footprint is also very limited due to the plans for site
infrastructure. Due to its proximity to the main entrance of the building and the more
appealing nature of a planted area, this seemed to lend itself to two bioretention
areas.
The goal of these bioretention areas will be to both remove 85% of the total suspended
solids entering from the surrounding impervious drainage area before discharging into
the adjacent stream, as well as to attenuate peak flows from the 2 -year and 10 -year
storms below the 10% threshold. To obtain the goal of keeping the footprint as small as
possible the temporary ponding depth for the design is 12 ", which is the maximum
desired as stated in the BMP Manual. Any runoff exceeding the ponding depth will be
discharged directly into the adjacent stream buffer with non - erosive velocities.
There is additional impervious drainage area contributing to Point of Analysis H that is
not treated in the bioretention area due to the proposed site grading. Due to the
proximity of this impervious surface to the main entrance of the site and the minimal
amount of available open space, this seemed to lend itself to subsurface water quality
treatment (BMP #2). Subsurface piping will store the water quality volume from the sub -
drainage area and slowly discharge it to a StormFilter vault (manufactured by Contech
Engineered Systems) to remove 850 of the total suspended solids. Treated runoff from
the subsurface vault will be discharged directly into the adjacent stream buffer with
non - erosive velocities.
As seen in the results table below, the proposed bioretention areas (BMPs #3 and #3a)
and BMP #2 (detention and Stormfilter water quality) will reduce the 1 -year post -
development runoff flow to below pre - development levels, and keep the 2 -year and
10 -year post - development flows from increasing more than 10% from their pre -
development values.
9 of 10
Ex. Total
Ex.
Ex. Culvert
New Total
New
New
Runoff to
Headwater
Exit
Runoff to
Headwater
Culvert Exit
Storm Event
Culvert
Elevation
Velocity
Culvert
Elevation
Velocity
cfs
fps )
(cfs)
(fps
1- year /24 -hour
69.79
296.02'
2.88
75.37
296.17'
3.11
2- year /24 -hour
96.14
296.69'
3.96
102.53
296.85'
4.23
10- year /24-
166.86
298.25'
6.88
174.45
298.40'
7.19
hour
25- year /24-
209.25
299.06'
8.63
217.31
299.21'
8.96
hour
Based on these results, it is apparent that the new development on the project site will
have very little impact on the existing structures downstream from the project.
The drainage area for the stormwater BMPs behind Building B1 is relatively small, below
5 acres total and the available footprint is also very limited due to the plans for site
infrastructure. Due to its proximity to the main entrance of the building and the more
appealing nature of a planted area, this seemed to lend itself to two bioretention
areas.
The goal of these bioretention areas will be to both remove 85% of the total suspended
solids entering from the surrounding impervious drainage area before discharging into
the adjacent stream, as well as to attenuate peak flows from the 2 -year and 10 -year
storms below the 10% threshold. To obtain the goal of keeping the footprint as small as
possible the temporary ponding depth for the design is 12 ", which is the maximum
desired as stated in the BMP Manual. Any runoff exceeding the ponding depth will be
discharged directly into the adjacent stream buffer with non - erosive velocities.
There is additional impervious drainage area contributing to Point of Analysis H that is
not treated in the bioretention area due to the proposed site grading. Due to the
proximity of this impervious surface to the main entrance of the site and the minimal
amount of available open space, this seemed to lend itself to subsurface water quality
treatment (BMP #2). Subsurface piping will store the water quality volume from the sub -
drainage area and slowly discharge it to a StormFilter vault (manufactured by Contech
Engineered Systems) to remove 850 of the total suspended solids. Treated runoff from
the subsurface vault will be discharged directly into the adjacent stream buffer with
non - erosive velocities.
As seen in the results table below, the proposed bioretention areas (BMPs #3 and #3a)
and BMP #2 (detention and Stormfilter water quality) will reduce the 1 -year post -
development runoff flow to below pre - development levels, and keep the 2 -year and
10 -year post - development flows from increasing more than 10% from their pre -
development values.
9 of 10

Storm Event cfs
Site Condition
1 -year cfs
2 -year cfs
10 -year cfs
100 -year cfs
Pre - Development
21.85
30.80
55.27
92.38
Post - Development
27.08
36.67
61.96
100.27
without Detention
Post - Development
with Detention
14.75
18.85
36.48
65.80
METHODOLOGIES AND PROCEDURES
These stormwater analyses were based on the guidelines set forth by the City of
Durham's Public Works "Reference Guide for Development."
All time of concentration calculations were made using the TR -55 Segmented
Approach, which is outlined in chapter 3 of "USDA NRCS Hydrologic Urban Hydrology
for Small Watersheds." See appendix for time of concentration calculations. All runoff
calculations are based on the Time of Concentration for a 2 -year, 24 -hour storm.
Runoff calculations were made using Bentley HydroCAD 10.00, which utilizes the NRCS
Peak Discharge method.
The storage volume requirement for the wet detention basin was determined using the
TR -55 method, found in Chapter 6 of "USDA NRCS Hydrologic Urban Hydrology for Small
Watersheds."
The downstream culvert was analyzed using Bentley CulvertMaster v3.3.
All soils were assumed to have a HSG D for simplicity of the calculation and as is
appropriate based on the majority of the soils found on the site as stated above.
CALCULATIONS
All stormwater calculations were based on the City of Durham Public Works Reference
Guide for Development and the NCDENR Stormwater BMP Manual.
All calculations are included in the appendix.
10 of 10

MAPS

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Bu
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35° 54' 13" N
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35° 53'37'N
692600 692700 692800 692900 693000 693100
3
Map Scale: 1:5,380 if printed on A portrait (8.5" x 11 ") sheet
Meters
N 0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
C1 }DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
3 Soil Map— Durham County, North Carolina
(Hamner Institutes)
mN
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692600 692700 692800 692900 693000 693100
693200 693300
3
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693200 693300
35° 54' 17N
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693400
3
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3/4/2014
Page 1 of 3

DRAINAGE AREA
POINT OF ANALYSIS
PRE- AND POST - DEVELOPMENT
TIME OF CONCENTRATION AND
ROUTING CALCULATIONS

(1S (7S) (2S (3S (8S (4S (5S (6S
Point of Analysis A Point of Analysis B Point of Analysis C Point of Analysis D Point of Analysis E Point of Analysis F Point of Analysis G Point of Analysis H
(Pre - Development) (Pre - Development) (Pre - Development) (Pre - Development)
(Pre - Development) (Pre-Development) P ) (Pre - Development) (Pre - Development)
9S 15S 10S 11S 16S 12S 13S 14S
Point of Analysis A Point of Analysis B Point of Analysis C Point of Analysis D Point of Analysis E Point of Analysis F Point of Analysis G Point of Analysis H
(Post - Development) (Post- Development) (Post - Development) (Post- Development) (Post - Development) (Post- Development) (Post - Development) (Post- Development)
SubCat Reach on Link Routing Diagram for 2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed, Printed 12/9/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 1S: Point of Analysis A (Pre - Development)
Runoff = 3.78 cfs @ 12.50 hrs, Volume= 0.474 af, Depth> 0.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
33.2 75 0.0133 0.04 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6 875 0.0400 1.00 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.8 950 Total
Subcatchment 1S: Point of Analysis A (Pre - Development)
Hydrograph
❑ Runoff
3.78 cfs
N
o 2-
t
I -
LL
1
I Tye Ii 24�hr
I1 -year Itainfall�=2.0"
Runbff Area =6.270 ac
Rumoff Volume =0.474 of
_ Runoff Depth >4.91"
Glow Length =960'
Tc =47.8 min
CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 2S: Point of Analysis C (Pre - Development)
Runoff = 4.90 cfs @ 11.98 hrs, Volume= 0.216 af, Depth> 1.03"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
2.510 79 Woods /grass comb., Good, HSG D
2.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.5 532 0.0750 1.37 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2S: Point of Analysis C (Pre - Development)
Hydrograph
❑ Runoff
4.90 cfs
5 Type II 24 -hr
11 -year Raidfall:�:2.93"
4 Runoff Area =2.510 ac
�Rup noff Volume = 0.1216 of
3 3 Runoff Depth >1.03"
U. Flow Length =532
2 Slope L0.o750 7'
T6=6�5 niin
1 I I 4•`R =I7J
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 5
Summary for Subcatchment 3S: Point of Analysis D (Pre - Development)
Runoff = 3.33 cfs @ 12.46 hrs, Volume= 0.400 af, Depth> 0.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
0.220
83
Brush, Poor, HSG D
5.060
77
Woods, Good, HSG D
5.280
77
Weighted Average
5.280
0.03
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.6
630
0.0770
1.39
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
44.9 705 Total
Subcatchment 3S: Point of Analysis D (Pre - Development)
Hydrograph
■ Runoff
3.33 cfs
Tye Ii 241hr
3 11 -year Rainfall= 2.93"
Runbff Areai=5.280 ac
LRunof�Vollum I = 001 of
0 2 Runoff Depth >0.9;1"
U_ Flow Length =705
T&44.9 min
1 V t _t CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 6
Summary for Subcatchment 4S: Point of Analysis F (Pre - Development)
Runoff = 2.35 cfs @ 12.35 hrs, Volume= 0.243 af, Depth> 0.97"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
96.03% Pervious Area
0.120
Woods: Dense underbrush n= 0.800 P2= 3.54"
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
3
0
LL
2
11
Subcatchment 4S: Point of Analysis F (Pre - Development)
Hydrograph
2.35 cfs
Tye 11 24-hr
9 -year Rairifall- 2.93"
Runoff Area =3.020 ac
Runoff lVolume =0.243 of
Runoff Depth >0.97"
Flow Length =730'
Tc =36.6 min
CN =78
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 7
Summary for Subcatchment 5S: Point of Analysis G (Pre - Development)
Runoff = 1.41 cfs @ 12.29 hrs, Volume= 0.132 af, Depth> 1.20"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
3
0
LL
11
Subcatchment 5S: Point of Analysis G (Pre - Development)
Hydrograph
1.41 cfs
Tye II 24 -hr
11 -year Rainfall= 2.93"
Runoff Area =1.320 ac
Rumoffl Volume =0.132 of
Runoff Depth >1.20"
Flow Length =567'
Tc =32.6 min
CN =82
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type ll 24 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 6S: Point of Analysis H (Pre - Development)
Runoff = 21.65 cfs @ 12.13 hrs, Volume=
1.487 af, Depth> 1.09"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
2.080 98 Paved parking & roofs
1.830 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
12.350 77 Woods, Good, HSG D
16.420 80 Weighted Average
14.340 87.33% Pervious Area
2.080 12.67% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Paae 9
21
2C
1£
1E
17
1E
1E
a 14
12
12
° 11
LL 1C
Subcatchment 6S: Point of Analysis H (Pre - Development)
Hydrograph
i I
- 4 1 Type Ii�24 -hr
�- 1 -y�a� Ida- Infa-11�2.63
�- Itnoff Ate—a=46.420 -lac
_LRupo#f V$ju+»g=-1.1487�af
%nr D_ epth1
-w -L en th= 7
6
Tc =191.5 min
Time (hours)
■ Runoff
21.65 cfS
�
4
—� -
�
4
1 1 1
i I
- 4 1 Type Ii�24 -hr
�- 1 -y�a� Ida- Infa-11�2.63
�- Itnoff Ate—a=46.420 -lac
_LRupo#f V$ju+»g=-1.1487�af
%nr D_ epth1
-w -L en th= 7
6
Tc =191.5 min
Time (hours)
■ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 10
Summary for Subcatchment 7S: Point of Analysis B (Pre - Development)
Runoff = 5.95 cfs @ 12.75 hrs, Volume= 0.931 af, Depth> 1.01"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
11.100 79 Woods, Fair, HSG D
11.100 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
43.7
75
0.0067
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
22.9
1,286
0.0350
0.94
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
66.6 1,361 Total
N
0
LL
Subcatchment 7S: Point of Analysis B (Pre - Development)
Hydrograph
5.95 cfs
Type II 24' -hr
1 -dear- Rainfall = 2.93"
Runoff Area = 11.100 ac
Runoff Volurme =9.931 of
Runoff Depth >1.01"
Flow Len Zn th=1,361'
Tc =66.6
CN =7J
11i -4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type ll 24 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 8S: Point of Analysis E (Pre - Development)
Runoff = 18.50 cfs @ 12.12 hrs, Volume=
1.263 af, Depth> 1.47"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
3.750 98 Paved parking & roofs
1.650 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
4.010 77 Woods, Good, HSG D
10.280 86 Weighted Average
6.530 63.52% Pervious Area
3.750 36.48% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 12
Subcatchment 8S: Point of Analysis E (Pre - Development)
Hydrograph
I — —
20 18.50 cfs
19
18 - - ITy 11:24-: -kar
17 16 -- I -�ar kainfa11i-2.9F3"
15 fi - Runoff Area #tO.2801ac
14 13 -rRupof� V$ urn 126 f
10 L Z-7 1 1 1-
Z nA �I Imo'
LL _ -
3
7 1
7-49.5 —
6 lb-N="
5 — — —
4 4- 1 --
3
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment 9S: Point of Analysis A (Post - Development)
Runoff = 3.78 cfs @ 12.50 hrs, Volume= 0.474 af, Depth> 0.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
33.2 75 0.0133 0.04 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6 875 0.0400 1.00 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.8 950 Total
Subcatchment 9S: Point of Analysis A (Post - Development)
Hydrograph
❑ Runoff
3.78 cfs
N
o 2-
t
I -
LL
1
I Tye Ii 24�hr
I1 -year Itainfall�=2.0"
Runbff Area =6.270 ac
Rumoff Volume =0.474 of
_ Runoff Depth >4.91"
Glow Length =960'
Tc =47.8 min
CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 10S: Point of Analysis C (Post - Development)
Runoff = 5.04 cfs @ 11.95 hrs, Volume= 0.204 af, Depth> 1.04"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
2.360 79 Woods /grass comb., Good, HSG D
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
4.1 370 0.0890 1.49 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 10S: Point of Analysis C (Post - Development)
Hydrograph
❑ Runoff
5.04 cfs
5 Type II 24 -hr
11 -yaar Rainfall= 2.93"
4 Runbff Area =2.360 ac
Runoff Volpmg= O.i204, of
0 3 Runoff Depth >1.04"
U. Flow Length =370
2 SlbpeL0.6890 7'
I TI6=4A min
1 CN =79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 11S: Point of Analysis D (Post - Development)
Runoff = 19.49 cfs @ 12.00 hrs, Volume= 0.964 af, Depth> 1.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
3.480
98 Paved parking, HSG D
1.460
77 Woods, Good, HSG D
0.220
83 Brush, Poor, HSG D
1.620
80 >75% Grass cover, Good, HSG D
6.780
89 Weighted Average
3.300
48.67% Pervious Area
3.480
51.33% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
2.0 290
0.0250 2.37
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.0 628
0.0100 5.26 6.46
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
4.8 376
0.0680 1.30
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
8.8 1,294 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 16
Subcatchment 11 S: Point of Analysis D (Post - Development)
Hydrograph
21
2C
1£
1E
17
1E
1E
14
12
12
� 11
1C
LL _
11 0
5
fi
fi
�
F
: :I
4
1
L
I
� � � ■Runoff
19.49 cfs — - -
I —I TYp Ii241fil-r
fi t -y airifal 1�2. "
:E 1RunnbfffAi*zi:6.780 :b_-c
7�Rupof� Volume--0.964F&
%nW-L r7=th = 2` 48. 9 I i n
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 17
Summary for Subcatchment 12S: Point of Analysis F (Post - Development)
Runoff = 2.35 cfs @ 12.35 hrs, Volume= 0.243 af, Depth> 0.97"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
96.03% Pervious Area
0.120
Woods: Dense underbrush n= 0.800 P2= 3.54"
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
3
0
LL
2
11
Subcatchment 12S: Point of Analysis F (Post - Development)
Hydrograph
2.35 cfs
Tye 11 24-hr
1 -year Rainfalls 2.93"
Runoff Area =3.020 ac
Runoff lVolume =0.243 of
Runoff Depth >0.97"
Flow Length =730'
Tc =36.6 min
CN =78
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment 13S: Point of Analysis G (Post - Development)
Runoff = 1.41 cfs @ 12.29 hrs, Volume= 0.132 af, Depth> 1.20"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
3
0
LL
Subcatchment 13S: Point of Analysis G (Post - Development)
Hydrograph
1 1.41 cfs
11
TyOe II 24 -hr
11 -year Rainfall= 2.93"
Runoff Area =1.320 ac
Rumoffl Volume =0.132 of
Runoff Depth >1.20"
Flow Length =567'
Tc =32.6 min
CN =82
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type ll 24 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 14S: Point of Analysis H (Post - Development)
Runoff = 27.08 cfs @ 12.12 hrs, Volume=
1.845 af, Depth> 1.34"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
5.180 98 Paved parking & roofs
1.750 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
9.480 77 Woods, Good, HSG D
16.570 84 Weighted Average
11.390 68.74% Pervious Area
5.180 31.26% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
Subcatchment 14S: Point of Analysis H (Post - Development)
Hydrograph
30 ■Runoff
28 27.08 cfs
26 - Type 1i -24 -'ir
24 T - - T 1 -j�ar kainfall�=2.93"
22 - Runoff Area #'I -6.570 -�ac
20 � o r-
18 ff V� u m —1.645 of
16 R_ nof� De�pth�1. 4'
°
14-/_
4 _ F V1-Len th= ; %'
LL 9
12 —I
Tc =19.5 min
6 -I L
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment 15S: Point of Analysis B (Post - Development)
Runoff = 9.19 cfs @ 12.35 hrs, Volume= 0.952 af, Depth> 1.14"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
0.720
98
Paved parking & roofs
2.050
84
50 -75% Grass cover, Fair, HSG D
7.280
79
Woods, Fair, HSG D
10.050
81
Weighted Average
9.330
92.84% Pervious Area
0.720
Grass: Bermuda n= 0.410 P2= 3.54"
7.16% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
23.9
170
0.0410
0.12
Sheet Flow,
_t
- '1 -year kalnl fa11�=243"
Grass: Bermuda n= 0.410 P2= 3.54"
13.7
841
0.0420
1.02
Shallow Concentrated Flow,
7
_T
7
Woodland Kv= 5.0 fDs
37.6 1,011 Total
Subcatchment 15S: Point of Analysis B (Post - Development)
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff
/
j- 4 I- -
10
9
'
9.19 cfs
Ty a Ii 24h r
8
x
t
_t
- '1 -year kalnl fa11�=243"
z
--
-t
-1
Runoff Area = x10.050 ac
^ 6'
7
_T
7
Runoffs Volump=0.1952 -af
%
T
_T
T R�noff Be�pfh�1.'�4"
3 5
LL
'
Flow-Lengfh =1,011'
4
T
Tc -37.6 in
3
1
tN =81
2'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type ll 24 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 16S: Point of Analysis E (Post - Development)
Runoff = 16.94 cfs @ 12.12 hrs, Volume=
1.156 af, Depth> 1.47"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac) CN Description
3.250 98 Paved parking & roofs
1.570 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
3.720 77 Woods, Good, HSG D
9.410 86 Weighted Average
6.160 65.46% Pervious Area
3.250 34.54% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 23
Subcatchment 16S: Point of Analysis E (Post - Development)
Hydrograph
1E
17
1E
1E
14
12
1'e
— 11
1C
3 c
0
LL c
11 0
5
L ■Runoff
16.94 cfs I���
-1 T-y� Ii 24-'�r
!1 -0a�- Ida -infa Ii2.�3..
T - - Run-Off A eai=9.410 tac
1 rt I I- - -tRup°ff VMump =- 1.11-- 56t-af
n Q plh 3 q� -11
rt� � el � .
Ftow Lenggth ='x336
1 1-1 -1 1 1_ rt -1 TM 4Z min
tN 186
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 24
Summary for Subcatchment 1S: Point of Analysis A (Pre - Development)
Runoff = 5.57 cfs @ 12.49 hrs, Volume= 0.684 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
33.2
75
0.0133
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6
875
0.0400
1.00
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.8 950 Total
Subcatchment 1S: Point of Analysis A (Pre - Development)
Hydrograph
s 5.57 Cfs ❑Runoff
kR
_ _ Tye Ii 24�hr
5 far kai4allL=1�4"
y
n -Off Areal =6.270 ac
4 ff Volume= 0.16841 of
unoff Delpth�4 17
3- Length =9 0'
LL
Tc�71.8 -rr m
2 dN =177
1 I I � — I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 25
Summary for Subcatchment 2S: Point of Analysis C (Pre - Development)
Runoff = 6.89 cfs @ 11.98 hrs, Volume= 0.306 af, Depth> 1.46"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
2.510 79 Woods /grass comb., Good, HSG D
2.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.5 532 0.0750 1.37 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
7
4
3
0
LL
3
2
0
Subcatchment 2S: Point of Analysis C (Pre - Development)
Hydrograph
6.89 cfs
Type II 24 -hr
2 -year Rainfall =_3.54"
Runoff Area =2.510 ac
Runoff Vollume =0.306 of
Runoj DelpTh� -T.46"
-Flow Len-gth =532'
SlbpeL0.6750 '/'
+ F 1 - T6= 61.5-min
CN =,79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment 3S: Point of Analysis D (Pre - Development)
Runoff = 4.91 cfs @ 12.45 hrs, Volume= 0.577 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
0.220
83
Brush, Poor, HSG D
5.060
77
Woods, Good, HSG D
5.280
77
Weighted Average
5.280
0.03
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.6
630
0.0770
1.39
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
44.9 705 Total
Subcatchment 3S: Point of Analysis D (Pre - Development)
Hydrograph
5- 4.91 cfs
Type II 24 -hr
2 -year Rainfall =3.54"
4- Runbff Areai=5.280 lac
_Runof Vollume= 0.577 of
3-
Runoff Depth >1.31"
LL Flow Length =705'
2 i-
TcL44�.9 rri i n
tN =177
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment 4S: Point of Analysis F (Pre - Development)
Runoff = 3.41 cfs @ 12.34 hrs, Volume= 0.347 af, Depth> 1.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
96.03% Pervious Area
0.120
Woods: Dense underbrush n= 0.800 P2= 3.54"
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
Subcatchment 4S: Point of Analysis F (Pre - Development)
Hydrograph
❑ Runoff
3.41 cfs
Tye II 24 -hr
3 +2 -year Rainfall 3.54"
Runoff Area =3.020 ac
Runoff) Vo1lume =0.347 of
2 Rulnof Delpth >1.38"
U_ Flow Length =730
Tc =36.6 min
1 t _� - CN =78
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment 5S: Point of Analysis G (Pre - Development)
Runoff = 1.95 cfs @ 12.28 hrs, Volume= 0.182 af, Depth> 1.66"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
2
0 1
LL
Subcatchment 5S: Point of Analysis G (Pre - Development)
Hydrograph
1 1.95 cfs I
TyOe II 24 -hr
2 -year Rainfall= 3.54"
Runoff Area =1.320 ac
Runoff lVolume =0.182 of
Runoff Depth >1.66"
�Io—w Length =567'
Tc =32.6 min
CN =82
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 11 24 -hr 2 -year Rainfall = 3.54"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 6S: Point of Analysis H (Pre - Development)
Runoff = 30.53 cfs @ 12.13 hrs, Volume=
2.085 af, Depth> 1.52"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
2.080 98 Paved parking & roofs
1.830 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
12.350 77 Woods, Good, HSG D
16.420 80 Weighted Average
14.340 87.33% Pervious Area
2.080 12.67% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 30
Subcatchment 6S: Point of Analysis H (Pre - Development)
Hydrograph
34 Runoff
32 � � � 30.53 cfs
30 - - Ty�1i�4-hr
28.//- -I-2- year- kai4allL-3.54"
26
24 _ _L R -anoff 8tea=�15.420 _6c
20 _ TRupoff Vournpm 2.10- 85T-af
18 R no D pth 1. 2"
016 �� el ,
Flow -Lets th =IJ
" 14 4- 4 -4 1 1 1- � I �cT _44 -_ rain
12 — —
10 tN="
8
6 T_
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 31
Summary for Subcatchment 7S: Point of Analysis B (Pre - Development)
Runoff = 8.56 cfs @ 12.73 hrs, Volume= 1.319 af, Depth> 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
11.100 79 Woods, Fair, HSG D
11.100 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
43.7
75
0.0067
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
22.9
1,286
0.0350
0.94
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
66.6 1,361 Total
Subcatchment 7S: Point of Analysis B (Pre - Development)
Hydrograph
❑ Runoff
9 8.56 cfs
T�pe it 24-hr' -
- �eaiRainfall X150
7 Runoff Area= 111.10_0 ;blc
6 Runoff Volume = 1.319 of
3 5- noff Depth >1. 3"
EL 4 1 owten�th 1-33: 1,
Tom=_ N,v.-6 n i n
3 1 CN =7J
V 1 vzl^_ I
1 11 _J `
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 11 24 -hr 2 -year Rainfall = 3.54"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 8S: Point of Analysis E (Pre - Development)
Runoff = 24.60 cfs @ 12.12 hrs, Volume=
1.690 af, Depth> 1.97"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
3.750 98 Paved parking & roofs
1.650 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
4.010 77 Woods, Good, HSG D
10.280 86 Weighted Average
6.530 63.52% Pervious Area
3.750 36.48% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 33
Subcatchment 8S: Point of Analysis E (Pre - Development)
Hydrograph
■Runoff
26 24.60 cfs 4
24 Tye 11_24 - hr
22 !2 -year kadnfzll:1�4"
20 4 -4 I I 1 I Runoff Area #1 -0.280 is
18- Volume= -1.69 of -
16 1- rt°1
14 Ranoff Depth�1.97"
12 Flow Length= 1,336'
10 Tc' =19.5 min
1 1 tN =$6
4
2 T_
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 34
Summary for Subcatchment 9S: Point of Analysis A (Post - Development)
Runoff = 5.57 cfs @ 12.49 hrs, Volume= 0.684 af, Depth> 1.31"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
33.2
75
0.0133
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6
875
0.0400
1.00
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.8 950 Total
Subcatchment 9S: Point of Analysis A (Post - Development)
Hydrograph
s 5.57 Cfs ❑Runoff
kR
_ _ Tye Ii 24�hr
5 far kai4allL=1�4"
y
n-Off Areal =6.270 ac
4 ff Volume= 0.16841 of
unoff Delpth�4 17
3- Length =9 0'
LL
Tc�71.8 -rr m
2 dN =177
1 I I � — I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 35
Summary for Subcatchment 10S: Point of Analysis C (Post - Development)
Runoff = 7.08 cfs @ 11.95 hrs, Volume= 0.288 af, Depth> 1.46"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
2.360 79 Woods /grass comb., Good, HSG D
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
4.1 370 0.0890 1.49 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3 4..
O
LL
0
Subcatchment 10S: Point of Analysis C (Post - Development)
Hydrograph
7.08 cfs
Type II 24 -hr
-I- -� -year Rainfall= 3.54"
Runbff Area =2.360 6c
Rumoffl Vollump= 0.12881 of
1 Runol Belpth fi4.4V'
_Flow Length =370'
* 1 S16eLO.6890 '/'
* -4 1 -T6=4.1-min
L _t 1 CN =79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 11S: Point of Analysis D (Post - Development)
Runoff = 25.12 cfs @ 12.00 hrs, Volume= 1.261 af, Depth> 2.23"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
3.480
98 Paved parking, HSG D
1.460
77 Woods, Good, HSG D
0.220
83 Brush, Poor, HSG D
1.620
80 >75% Grass cover, Good, HSG D
6.780
89 Weighted Average
3.300
48.67% Pervious Area
3.480
51.33% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
2.0 290
0.0250 2.37
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.0 628
0.0100 5.26 6.46
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
4.8 376
0.0680 1.30
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
8.8 1,294 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 37
Subcatchment 11 S: Point of Analysis D (Post - Development)
Hydrograph
22
20
18
a 16
14
3
O
LL 12
� I I
10
8
6
5 6 7 8 9
I � Runoff
25.12 cfs
Ty e li -24-�r
rt2 -year Rainfall -3.54"
_L -Run e 80 lac
+Rupo"nr #1 V - 2
Oump= 1.1261 -af
Fttow Lem th �'r294
T_ c =8.8 min
&N =189
10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 38
Summary for Subcatchment 12S: Point of Analysis F (Post - Development)
Runoff = 3.41 cfs @ 12.34 hrs, Volume= 0.347 af, Depth> 1.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
96.03% Pervious Area
0.120
Woods: Dense underbrush n= 0.800 P2= 3.54"
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
Subcatchment 12S: Point of Analysis F (Post - Development)
Hydrograph
❑ Runoff
3.41 cfs
Tye II 24 -hr
3 +2 -year Rainfall 3.54"
Runoff Area =3.020 ac
Runoff) Vo1lume =0.347 of
2 Rulnof Delpth >1.38"
U_ Flow Length =730
Tc =36.6 min
1 t _� - CN =78
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 39
Summary for Subcatchment 13S: Point of Analysis G (Post - Development)
Runoff = 1.95 cfs @ 12.28 hrs, Volume= 0.182 af, Depth> 1.66"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
Subcatchment 13S: Point of Analysis G (Post - Development)
Hydrograph
❑ Runoff
2 1.95 cfs I
Tye II 24 -hr
2 -year Rainfall= 3.54"
Runoff Area =1.320 ac
Runoff lVolume =0.182 of
Runoff Depth >1.66"
1 'A �Io—w Leingth =567'
LL
Tc =32.6 min
CN =82
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 11 24 -hr 2 -year Rainfall = 3.54"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 14S: Point of Analysis H (Post - Development)
Runoff = 36.67 cfs @ 12.12 hrs, Volume=
2.506 af, Depth> 1.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
5.180 98 Paved parking & roofs
1.750 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
9.480 77 Woods, Good, HSG D
16.570 84 Weighted Average
11.390 68.74% Pervious Area
5.180 31.26% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 41
Subcatchment 14S: Point of Analysis H (Post - Development)
Hydrograph
40
36
34
32
—�
30
28
26
a 24
22
L
0 20
18
16
14
12
10
I i I I
36.67 cfs - _ ■Ruoff
Type li 24 -hr -
2 -year Rainfa110.54"
fi Runoff Atea=�1-6.5-70 �c -
TRupo f Volump 2.506Lf -
nr Depthh_l
�vZ = 7
c 95
1L� IY =IN
- — —I —I —I— I— - -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 42
Summary for Subcatchment 15S: Point of Analysis B (Post - Development)
Runoff = 12.89 cfs @ 12.34 hrs, Volume= 1.325 af, Depth> 1.58"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
0.720
98
Paved parking & roofs
2.050
84
50 -75% Grass cover, Fair, HSG D
7.280
79
Woods, Fair, HSG D
10.050
81
Weighted Average
9.330
A
92.84% Pervious Area
0.720
Grass: Bermuda n= 0.410 P2= 3.54"
7.16% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
23.9
170
0.0410
0.12
Sheet Flow,
4
A
4- -2 -year kaTr x6:3.54"
11
10
Grass: Bermuda n= 0.410 P2= 3.54"
13.7
841
0.0420
1.02
Shallow Concentrated Flow,
4
_4
Woodland Kv= 5.0 fDs
37.6 1,011 Total
Subcatchment 15S: Point of Analysis B (Post - Development)
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff
4
14
13
'I
12.89 cfs
Ii -2hr
Tye4-
12
,/
-
4
A
4- -2 -year kaTr x6:3.54"
11
10
T
_T
7
Wino AteaO1�.�O �C
9-
4
_4
-I Rulpoffl Volume = 1.1325 of
T_T
7
T R�noff De�p#h�1.58�,
3 7
6
�w_Len� � 10"
Ci 7.V nl in
5-
I
4
T
7
7 1
1— 1— _I —— 6N=T8-1
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 11 24 -hr 2 -year Rainfall = 3.54"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 16S: Point of Analysis E (Post - Development)
Runoff = 22.52 cfs @ 12.12 hrs, Volume=
1.547 af, Depth> 1.97"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac) CN Description
3.250 98 Paved parking & roofs
1.570 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
3.720 77 Woods, Good, HSG D
9.410 86 Weighted Average
6.160 65.46% Pervious Area
3.250 34.54% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 44
Subcatchment 16S: Point of Analysis E (Post - Development)
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Hydrograph
25
23
22
22.52 cfs
I� �
Type I -24-Ifir
20
:F:
-L2- y�aukainfall�:3.54"
19
18
17
t
1
I _ t
- Run6ff Area =9.410 -ac
15
j
-
I-
�- —
— — — TRuo f V -OIIul p=l .1W4 f -
U 13
—
RIl no [Y�I1�� • n
LL 19
.
T c .�1.n 9
8
T
— -5
-
6
5
1
-
--
1
I I
2
-
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 45
Summary for Subcatchment 1S: Point of Analysis A (Pre - Development)
Runoff = 10.60 cfs @ 12.47 hrs, Volume= 1.281 af, Depth> 2.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
33.2
75
0.0133
0.04
Sheet Flow,
9
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6
875
0.0400
1.00
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.8 950 Total
N
3
0
LL
Subcatchment 1S: Point of Analysis A (Pre - Development)
Hydrograph
0
10.60 cfs I
- I TYpe 11-24-" h r
10 -yr ar Rai6fall =5.69"
Runoff Area =6.270 ac
Runoff) Volume = 1.1281 of
RTnoff Depth >2.45"
low, Lertgth =950'
TC=4i.8 min
CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Runoff
9
0
10.60 cfs I
- I TYpe 11-24-" h r
10 -yr ar Rai6fall =5.69"
Runoff Area =6.270 ac
Runoff) Volume = 1.1281 of
RTnoff Depth >2.45"
low, Lertgth =950'
TC=4i.8 min
CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 46
Summary for Subcatchment 2S: Point of Analysis C (Pre - Development)
Runoff = 12.28 cfs @ 11.98 hrs, Volume= 0.557 af, Depth> 2.66"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
2.510 79 Woods /grass comb., Good, HSG D
2.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.5 532 0.0750 1.37 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
12
1c
11
1C
7
3
U. 6
Subcatchment 2S: Point of Analysis C (Pre - Development)
Hydrograph
J - ■Runoff
12.28 cfs
3
I
I
I I I
1
L
-i
--I
t-
_-
-I
3
2
1
-F
_ yjeIi24 'hr
-k Runbff -Area =2.510 ac
-- Runoff Volume= 0,,557 of
R not Depth 2.6-6"
_l 9
ow Len t� =532'
-6- L0.d750 T
tc7-6I 5 rr in
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 47
Summary for Subcatchment 3S: Point of Analysis D (Pre - Development)
Runoff = 9.33 cfs @ 12.43 hrs, Volume= 1.080 af, Depth> 2.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
0.220
83
Brush, Poor, HSG D
5.060
77
Woods, Good, HSG D
5.280
77
Weighted Average
5.280
0.03
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.6
630
0.0770
1.39
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
44.9 705 Total
Subcatchment 3S: Point of Analysis D (Pre - Development)
Hydrograph
0
7% -
6
U /
5
LL
0
9.33 cfs
Type II 24 -hr
O- yiar-Rainfal1 =5.09"
'
i- -Runbff -Arezi -5.280 ac
tRunofli V-allu p=- 1.1080 of
nr Depth -2.45"
FI w L n h =7
Flow el �t b5 '
TC =44I .9 n�in
IbN =177
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 48
Summary for Subcatchment 4S: Point of Analysis F (Pre - Development)
Runoff = 6.37 cfs @ 12.32 hrs, Volume= 0.642 af, Depth> 2.55"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
96.03% Pervious Area
0.120
Woods: Dense underbrush n= 0.800 P2= 3.54"
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
Subcatchment 4S: Point of Analysis F (Pre - Development)
Hydrograph
7 6.37 cfs
6 , Tye I i 24-hr
1 b -y6ar kainfa11�5.09"
5 1 Runoff Area =3.020 ac
RunogVolume -00.642 of
4
Runoff Depth >2.55"
LL 3
- Flow t�ength =730'
TcLk6 irnin
2 1 IC N 78
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 49
Summary for Subcatchment 5S: Point of Analysis G (Pre - Development)
Runoff = 3.42 cfs @ 12.27 hrs, Volume= 0.320 af, Depth> 2.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
Subcatchment 5S: Point of Analysis G (Pre - Development)
Hydrograph
❑ Runoff
3.42 cfs
Tye 11 24-hr
3 10 -year Rainfall 5.09"
Runoff Area =1.320 ac
Runoffl Vol ume =0.320 of
2 Runoj Delp�h >�.9T"
3
LL low Length =567'
Tc =32.6 min
1 - - - CN =82
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 6S: Point of Analysis H (Pre - Development)
Runoff = 54.77 cfs @ 12.12 hrs, Volume= 3.752 af, Depth> 2.74"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Descriotion
2.080
98 Paved parking & roofs
1.830
83 Brush, Poor, HSG D
0.160
79 Woods, Fair, HSG D
12.350
77 Woods, Good, HSG D
16.420
80 Weighted Average
14.340
87.33% Pervious Area
2.080
12.67% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
11.7
50
0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9
150
0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2
113
0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0
516
0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1
77
0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7
204
0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9
606
0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 51
Subcatchment 6S: Point of Analysis H (Pre - Development)
Hydrograph
so 54.77 Cfs – — ❑Runoff
55 LyRe 1i _24 -r
50 I 0- y�ar_Raikal l�5.09"
45 Runoff Area #1.6.420 -ac
40 - T un Vol u m - 3.7521 of
35 „
-F I R�n&l D�plh 7-4
Fbw Lang#�i =746
U. 25 IT91� rain
20 dN =$0
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 52
Summary for Subcatchment 7S: Point of Analysis B (Pre - Development)
Runoff = 15.78 cfs @ 12.70 hrs, Volume= 2.410 af, Depth> 2.61"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
11.100 79 Woods, Fair, HSG D
11.100 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
43.7
75
0.0067
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
22.9
1,286
0.0350
0.94
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
66.6 1,361 Total
Subcatchment 7S: Point of Analysis B (Pre - Development)
Hydrograph
/
17 15.78 cfs
15
16- T�pe i � h>r� 1 - - -
14 ; 10�feir R n#all= 5 -r09 "-
3 �I Unoff "ea =111X100 tic
10 �I 4noff V-glume= ;.4I"f
9 noff D�pth >2. 1
LL $ ' Inw�e th=' 1 3 1'
7 Tc.- -66 6 in-I
6
5 C14=74
4--
T
3
—
— — L
—1 —I _I_
I_ T_
I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 8S: Point of Analysis E (Pre - Development)
Runoff = 40.45 cfs @ 12.12 hrs, Volume= 2.832 af, Depth> 3.31"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Descriotion
3.750
98 Paved parking & roofs
1.650
84 Pasture /grassland /range,
Fair, HSG D
0.870
79 Woods, Fair, HSG D
4.010
77 Woods, Good, HSG D
10.280
86 Weighted Average
6.530
63.52% Pervious Area
3.750
36.48% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
11.7
50
0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6
200
0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
94
0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3
122
0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3
155
0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4
280
0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4
255
0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4
180
0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 54
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff
Subcatchment 8S: Point of Analysis E (Pre - Development)
Hydrograph
42
40
40.45 cfs
1-
I� �
fi Ty% 1i_4-_1h_r
38
36
4-
4-0-year Rainfall--5.09"
34
32
—
p —y /� y. .� �.
�neff Y"'II ea =40.280 Ac
30
28
—
fi
—
— —
— — —
I — -_ � "°##1 Vo um p=2.1932taf
26
0 22
R�nof Belph�3.3'�,
LL 20
—
— Flow-Len h =1336
18
�
4
-�
4 -
min
16
14
12
fi
fi
—
fi
- -1 &4#96
18
6
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 55
Summary for Subcatchment 9S: Point of Analysis A (Post - Development)
Runoff = 10.60 cfs @ 12.47 hrs, Volume= 1.281 af, Depth> 2.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
33.2
75
0.0133
0.04
Sheet Flow,
9
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6
875
0.0400
1.00
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.8 950 Total
N
3
0
LL
Subcatchment 9S: Point of Analysis A (Post - Development)
Hydrograph
0
10.60 cfs
- I Ty% 11-24-" h r
10 -yr ar Rai6fall =5.69"
Runoff Area =6.270 ac
Runoff) Volume = 1.1281 of
RTnoff Depth >2.45"
low, Lertgth =950'
TC=4i.8 min
CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Runoff
9
0
10.60 cfs
- I Ty% 11-24-" h r
10 -yr ar Rai6fall =5.69"
Runoff Area =6.270 ac
Runoff) Volume = 1.1281 of
RTnoff Depth >2.45"
low, Lertgth =950'
TC=4i.8 min
CN =77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 56
Summary for Subcatchment 10S: Point of Analysis C (Post - Development)
Runoff = 12.58 cfs @ 11.95 hrs, Volume= 0.525 af, Depth> 2.67"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
2.360 79 Woods /grass comb., Good, HSG D
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
4.1 370 0.0890 1.49 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3
0
LL
14
12
11
1C
Subcatchment 10S: Point of Analysis C (Post - Development)
Hydrograph
_
T1 2.58 cfs
5
4
i
3 �
2
1 T
_L -1 I Types 1i -24 -hr
110 -year kair fa_l 5.09"
RunOff Areal =2.360 6c
+Rugo- #I Vo�ump_=0.1525taf
n 67"
low Length =370'
4 � SlbpeL06890 '/'
T1c= 4..1A'rr i n
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
L
5
4
i
3 �
2
1 T
_L -1 I Types 1i -24 -hr
110 -year kair fa_l 5.09"
RunOff Areal =2.360 6c
+Rugo- #I Vo�ump_=0.1525taf
n 67"
low Length =370'
4 � SlbpeL06890 '/'
T1c= 4..1A'rr i n
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 57
Summary for Subcatchment 11S: Point of Analysis D (Post - Development)
Runoff = 39.48 cfs @ 12.00 hrs, Volume= 2.042 af, Depth> 3.61"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
3.480
98 Paved parking, HSG D
1.460
77 Woods, Good, HSG D
0.220
83 Brush, Poor, HSG D
1.620
80 >75% Grass cover, Good, HSG D
6.780
89 Weighted Average
3.300
48.67% Pervious Area
3.480
51.33% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
2.0 290
0.0250 2.37
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.0 628
0.0100 5.26 6.46
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
4.8 376
0.0680 1.30
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
8.8 1,294 Total

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 58
Subcatchment 11 S: Point of Analysis D (Post - Development)
Hydrograph
44
_L
- _I I L
42
40
39.48 cfs 4-
4 � I� �
T_y� 1134 -�r
--
34
32
.- yar- /kairifall��$.n
-Ru� b Areai�.I X70 lac
30-
26
-
_ LR"offf Volurnp= 2.042-af
U 24nr
= _.6V�
0 20
LL
16
fi
Flow -Lei tai -294
Flow-Le n
12
-
c_ 8� A rrain
1 7 1V-N=1&9
18
�-
6
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 59
Summary for Subcatchment 12S: Point of Analysis F (Post - Development)
Runoff = 6.37 cfs @ 12.32 hrs, Volume= 0.642 af, Depth> 2.55"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
96.03% Pervious Area
0.120
Woods: Dense underbrush n= 0.800 P2= 3.54"
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
Subcatchment 12S: Point of Analysis F (Post - Development)
Hydrograph
7 6.37 cfs
6 , Tye I i 24-hr
1 b -y6ar kainfa11�5.09"
5 1 Runoff Area =3.020 ac
RunogVolume -00.642 of
4
Runoff Depth >2.55"
LL 3
- Flow t�ength =730' t I TcLk6 irnin
2-/ 1 IC N 78
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 60
Summary for Subcatchment 13S: Point of Analysis G (Post - Development)
Runoff = 3.42 cfs @ 12.27 hrs, Volume= 0.320 af, Depth> 2.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
Subcatchment 13S: Point of Analysis G (Post - Development)
Hydrograph
❑ Runoff
3.42 cfs
Tye 11 24-hr
3 10 -year Rainfall 5.09"
Runoff Area =1.320 ac
Runoffl Vol ume =0.320 of
2 Runoj Delp�h >�.9T"
3
LL low Length =567'
Tc =32.6 min
1 - - - CN =82
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment 14S: Point of Analysis H (Post - Development)
Runoff = 61.96 cfs @ 12.12 hrs, Volume=
4.298 af, Depth> 3.11"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
5.180 98 Paved parking & roofs
1.750 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
9.480 77 Woods, Good, HSG D
16.570 84 Weighted Average
11.390 68.74% Pervious Area
5.180 31.26% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 62
Subcatchment 14S: Point of Analysis H (Post - Development)
Hydrograph
■Runoff
657 61.96 cfs
60 Ty a Ii 24 -hr
Vw
557 T T T I I F T _1TO -j�ar Oainfalli5.0 _
50 �- Runoff Atea# 1-6.570 aC
45 u n V$ urn -4 29"I f
40
N T1 •I _�l n° B
.,
3 35 _I # el pth �3.1I1
E 30 Flow-Lenggffii =1,7fi6
25 - Tc =-I 9 rr� -in
207 tN =$4
15 J
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 63
Summary for Subcatchment 15S: Point of Analysis B (Post - Development)
Runoff = 22.93 cfs @ 12.33 hrs, Volume= 2.358 af, Depth> 2.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
0.720
98
Paved parking & roofs
2.050
84
50 -75% Grass cover, Fair, HSG D
7.280
79
Woods, Fair, HSG D
10.050
81
Weighted Average
9.330
92.84% Pervious Area
0.720
Grass: Bermuda n= 0.410 P2= 3.54"
7.16% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
23.9
170
0.0410
0.12
Sheet Flow,
fi 4b- y_�arkaHrifalI� *.69
18
Grass: Bermuda n= 0.410 P2= 3.54"
13.7
841
0.0420
1.02
Shallow Concentrated Flow,
'
-
Woodland Kv= 5.0 fDs
37.6 1,011 Total
Subcatchment 15S: Point of Analysis B (Post - Development)
Hydrograph
■ Runoff
23
22.93 cfs
_�-e li�4�r
22
20
fi
fi 4b- y_�arkaHrifalI� *.69
18
;
Runoff AteaO1-0.050 Ac
17
'
-
Runoff V-o1=p 2.3r58 f
—
15
12
%
— — —
�nr D�pth
0
" 10
F� venT71�
9
�-
I
-�
- — — — Tc min
7
4�1
-��
-II
�-I �-
3
2
1
0-
�
�
5
6
7
8 9
10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 16S: Point of Analysis E (Post - Development)
Runoff = 37.03 cfs @ 12.12 hrs, Volume=
2.592 af, Depth> 3.31"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac) CN Description
3.250 98 Paved parking & roofs
1.570 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
3.720 77 Woods, Good, HSG D
9.410 86 Weighted Average
6.160 65.46% Pervious Area
3.250 34.54% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 10 -year Rainfall= 5.09"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 65
Subcatchment 16S: Point of Analysis E (Post - Development)
Hydrograph
40
38 37.03 cfs I
36 -I �Yp� li 24r
32 - *O -y� r kai4a- 11��5.0"
28 fi 1 — t 1Ru "ff Areal= 9.4101ac
N 24 fi rt I_ � -R��o— V$jump=2.1592-
20 � 1 � 1 1 1 � no# Depth
_ �w n -
LL 16 L A —o � fi T=' f �3min
14 - C �-5
12 —I lb -1=86
10 — — — — — —
6 -
4 -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 66
Summary for Subcatchment 1S: Point of Analysis A (Pre - Development)
Runoff = 18.67 cfs @ 12.46 hrs, Volume= 2.267 af, Depth> 4.34"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
33.2
75
0.0133
0.04
Sheet Flow,
H 12
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6
875
0.0400
1.00
Shallow Concentrated Flow,
8
7
Woodland Kv= 5.0 fps
47.8 950 Total
Subcatchment 1S: Point of Analysis A (Pre - Development)
Hydrograph
■ Runoff
19
'
4
18
— —
17
4
16
15
14
H 12
/
11
0 10
LL 9
8
7
—
6
5
4
3
—
2,I
� 4 -
18.67 cfs 1 4 I
— — — Tye 1i _24-�Ihr
-� 100- / arkaiWa11L-7.40"
I- -Ru nbf - Area =- 6i.2 -70 c
Runoff] VGIl u me=2.1267taf
-t R nr Qepth 4. "
7loW Len th =9 '
—_1= _471.-8- rrrm
—I d-N47
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 67
Summary for Subcatchment 2S: Point of Analysis C (Pre - Development)
Runoff = 20.64 cfs @ 11.98 hrs, Volume= 0.966 af, Depth> 4.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
2.510 79 Woods /grass comb., Good, HSG D
2.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.5 532 0.0750 1.37 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
21
1�
1E
17
1E
1E
14
w 1'-
= 12
0 11
LL 1C
I
Subcatchment 2S: Point of Analysis C (Pre - Development)
Hydrograph
L _I -
20.64 cfs ■Runoff
I
Type II 24 -hr
fi 10 -yAai ka_j_6faa1 =7.40_"
- I: :RunbfU_ArecI x.510 :tu_c
+Ruipof Vd�uxnp--iO.1966 of
r RiiJlnr Delpth �.C2"
low Ce t= 532'
i.67-50 -P
i - -Tc7-6I5 nihn
�1V T79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
4
--t
7
Type II 24 -hr
fi 10 -yAai ka_j_6faa1 =7.40_"
- I: :RunbfU_ArecI x.510 :tu_c
+Ruipof Vd�uxnp--iO.1966 of
r RiiJlnr Delpth �.C2"
low Ce t= 532'
i.67-50 -P
i - -Tc7-6I5 nihn
�1V T79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 68
Summary for Subcatchment 3S: Point of Analysis D (Pre - Development)
Runoff = 16.46 cfs @ 12.42 hrs, Volume= 1.911 af, Depth> 4.34"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac)
CN
Description
0.220
83
Brush, Poor, HSG D
5.060
77
Woods, Good, HSG D
5.280
77
Weighted Average
5.280
0.03
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
L � � � no#� D� ,
'
,°
7
�
- low Cen =7
Tc� =44�. a rr m
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.6
630
0.0770
1.39
Shallow Concentrated Flow,
2-
1
F
Woodland Kv= 5.0 fps
44.9 705 Total
Subcatchment 3S: Point of Analysis D (Pre - Development)
Hydrograph
18
17
16
16.46 cfs I
y�e I� 24 =hr
15
- 100- y�arkairifa11�=7.4$"
14
13
Runbff- Ar-ea1 =5.280 Ac
12
_ -Runoff Vzsllump=1.I911Lf
U ,a
$
L � � � no#� D� ,
'
,°
7
�
- low Cen =7
Tc� =44�. a rr m
5
5
- — — �L1_�1 17
4
3
—
2-
1
F
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 69
Summary for Subcatchment 4S: Point of Analysis F (Pre - Development)
Runoff = 11.08 cfs @ 12.32 hrs, Volume= 1.124 af, Depth> 4.47"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
0.04
96.03% Pervious Area
0.120
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
Subcatchment 4S: Point of Analysis F (Pre - Development)
Hydrograph
12 /I
11.08 cfs
11 / I TyJoie li 24hr
10:/ I 1010 -year kainfa11�7.410"
9 L _ Runoff Areal =3.020 -ac
8 Runoff Volume =1.124 of
,I 4
7 - noff De pfh .4711
° 6 low Lengt - O'
LL 5 k1 =3616 min
4-X I
dN =78
3
2
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 70
Summary for Subcatchment 5S: Point of Analysis G (Pre - Development)
Runoff = 5.67 cfs @ 12.27 hrs, Volume= 0.540 af, Depth> 4.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
Subcatchment 5S: Point of Analysis G (Pre - Development)
Hydrograph
6 5.67 cfs
Tye II 24 -hr
5 100 -year Rainfall 7.40"
Runoff Area =1.320 ac
4 Rupoffl Volume =0.540 of
3 Runoff Depfh>4.9V'
3 t t I t �Iovv Length =567'
- J Tc =32.6 min
2 CN =82
fl
0 "
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment 6S: Point of Analysis H (Pre - Development)
Runoff = 92.38 cfs @ 12.12 hrs, Volume=
6.445 af, Depth> 4.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
2.080 98 Paved parking & roofs
1.830 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
12.350 77 Woods, Good, HSG D
16.420 80 Weighted Average
14.340 87.33% Pervious Area
2.080 12.67% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 72
Subcatchment 6S: Point of Analysis H (Pre - Development)
Hydrograph
+ 4 —I T-y�eA i 24 4tr
H16d -y4ar ka _4611�=T.40"
t- ftn off Area# 1.420 arc
jfti toTVofp"."51of
TR Delpfb�4,7II1"
Flw en Lt � 1 1W
rc-4i-r in
--I —CN=180
4-4__1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Runoff
100
95
— +_ + -4 - 92.38 cfs
90
—
85_!
—
80
,
75_
�
—
70
- -
65
— -
- 60
a
55
T
0 50
a 45
—
40 =
— —
35
30
25-
-
20 _
j
4-
15:
+ 4 —I T-y�eA i 24 4tr
H16d -y4ar ka _4611�=T.40"
t- ftn off Area# 1.420 arc
jfti toTVofp"."51of
TR Delpfb�4,7II1"
Flw en Lt � 1 1W
rc-4i-r in
--I —CN=180
4-4__1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 73
Summary for Subcatchment 7S: Point of Analysis B (Pre - Development)
Runoff = 27.21 cfs @ 12.69 hrs, Volume= 4.187 af, Depth> 4.53"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
11.100 79 Woods, Fair, HSG D
11.100 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
43.7
75
0.0067
0.03
Sheet Flow,
0 14
LL
12
_3:1
IOW Le th =1 �J �
10
8
Woods: Dense underbrush n= 0.800 P2= 3.54"
22.9
1,286
0.0350
0.94
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
66.6 1,361 Total
Subcatchment 7S: Point of Analysis B (Pre - Development)
Hydrograph
26
27.21 cfs
T�P_ e� 24hr 1
24-/
10— -r-
- yiar-kai4a11�=7.40"
22
zI
unoff Mea= 111:100 ac
20
Runoff VgIume =4.187 of
16-z
3
.
Runoff D�pth 4 3
0 14
LL
12
_3:1
IOW Le th =1 �J �
10
8
Te= .6 i n
W=79
PC
6
/
�I
I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 74
Summary for Subcatchment 8S: Point of Analysis E (Pre - Development)
Runoff = 64.22 cfs @ 12.11 hrs, Volume=
4.606 af, Depth> 5.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
3.750 98 Paved parking & roofs
1.650 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
4.010 77 Woods, Good, HSG D
10.280 86 Weighted Average
6.530 63.52% Pervious Area
3.750 36.48% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 75
Subcatchment 8S: Point of Analysis E (Pre - Development)
Hydrograph
70- 64.22 cfs
65 I■Runoff
— TyPe l i -24 -#h r
55 160- y�avkainfa11L7.40
50 T Runoff Atea #10.280 lac
45 4 - 4-RuPofff VQ1u- mP= 4.6Waf
c 35 T 7 -�ln 9epfh�5'3;�,
LL Flow -- 336'
25' Tc =1913 min
20 Ib N F6
10
T-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 76
Summary for Subcatchment 9S: Point of Analysis A (Post - Development)
Runoff = 18.67 cfs @ 12.46 hrs, Volume= 2.267 af, Depth> 4.34"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
6.270 77 Woods, Good, HSG D
6.270 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
33.2
75
0.0133
0.04
Sheet Flow,
H 12
Woods: Dense underbrush n= 0.800 P2= 3.54"
14.6
875
0.0400
1.00
Shallow Concentrated Flow,
8
7
Woodland Kv= 5.0 fps
47.8 950 Total
Subcatchment 9S: Point of Analysis A (Post - Development)
Hydrograph
■ Runoff
19
'
4
18
— —
17
4
16
15
14
H 12
/
11
0 10
LL 9
8
7
—
6
5
4
3
—
2,I
� 4 -
18.67 cfs 1 4 I
— — — Tye 1i _24-�Ihr
-� 100- / arkaiWa11L-7.40"
I- -Ru nbf - Area =- 6i.2 -70 c
Runoff] VGIl u me=2.1267taf
-t R nr Qepth 4. "
7loW Len th =9 '
—_1= _471.-8- rrrm
—I d-N47
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 77
Summary for Subcatchment 10S: Point of Analysis C (Post - Development)
Runoff = 21.11 cfs @ 11.94 hrs, Volume= 0.909 af, Depth> 4.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
2.360 79 Woods /grass comb., Good, HSG D
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
4.1 370 0.0890 1.49 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 10S: Point of Analysis C (Post - Development)
Hydrograph
21.11 cfs _
21 20
%
fi Oe 11-24 I,-
19
18
- 4- 100- y�avkai4a11L7.44"
16
�I
— — - l fi Ru - - iq�r�al =2. — arc
14
luoff Vz��umg= 0.19fl9f
� ,V
.2
LL 19
!
I OW L e�t - 3
-
6
;I
tc--4I 1- niinQ
4
L
2
1
0
5
„
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 78
Summary for Subcatchment 11S: Point of Analysis D (Post - Development)
Runoff = 60.67 cfs @ 12.00 hrs, Volume= 3.228 af, Depth> 5.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
3.480
98 Paved parking, HSG D
1.460
77 Woods, Good, HSG D
0.220
83 Brush, Poor, HSG D
1.620
80 >75% Grass cover, Good, HSG D
6.780
89 Weighted Average
3.300
48.67% Pervious Area
3.480
51.33% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
2.0 290
0.0250 2.37
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.0 628
0.0100 5.26 6.46
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
4.8 376
0.0680 1.30
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
8.8 1,294 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 79
Subcatchment 11 S: Point of Analysis D (Post - Development)
Hydrograph
- -- Runoff
657 60.67 cfs
60 I �e Ii 24 hr
55 100- y�ar_kair faal:�7.40"
50 �— - Ru"f -Ar- eat =6.780 ac -
45 TRulpoq "Lj-mp= 3.12 -28-j of
40
0 35 �u noo Rep�h��. /1 1'�
LL 25 F� w Len th 112n94'
_ _ _c_ =8.8
20 t N =$9
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 80
Summary for Subcatchment 12S: Point of Analysis F (Post - Development)
Runoff = 11.08 cfs @ 12.32 hrs, Volume= 1.124 af, Depth> 4.47"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
0.120
98
Paved parking & roofs
0.090
83
Brush, Poor, HSG D
2.810
77
Woods, Good, HSG D
3.020
78
Weighted Average
2.900
0.04
96.03% Pervious Area
0.120
3.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.2
75
0.0200
0.04
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
8.4
655
0.0670
1.29
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
36.6 730 Total
Subcatchment 12S: Point of Analysis F (Post - Development)
Hydrograph
12 /I
11.08 cfs
11:/ fi rt 1 TyJoie li 24hr
10:/ 1 1010 -year Ikainfall�=7.410"
9 /I Runoff Areal =3.020 -ac
8 /I Runoff) Volume= 1.1124 of
noff De pfh .4711
° 6 low Lengt -7�0'
LL 5 k1 =361:6 min
4-X I
dN =78
3
2 fi
1 I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 81
Summary for Subcatchment 13S: Point of Analysis G (Post - Development)
Runoff = 5.67 cfs @ 12.27 hrs, Volume= 0.540 af, Depth> 4.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac)
CN
Description
0.220
98
Paved parking & roofs
0.230
84
Pasture /grassland /range, Fair, HSG D
0.870
77
Woods, Good, HSG D
1.320
82
Weighted Average
1.100
83.33% Pervious Area
0.220
Woods: Dense underbrush n= 0.800 P2= 3.54"
16.67% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
75
0.0267
0.05
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
7.4
492
0.0490
1.11
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
32.6 567 Total
Subcatchment 13S: Point of Analysis G (Post - Development)
Hydrograph
❑ Runoff
6 5.67 cfs
Tye II 24 -hr
5 100 -year Rainfall 7.40"
Runoff Area =1.320 ac
4 Rupoffl Volume =0.540 of
3 � Runoff Depth >4.9V'
3 �Iovv Length =567'
Tc =32.6 min
2 CN =82
fl
0 "
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment 14S: Point of Analysis H (Post - Development)
Runoff = 100.27 cfs @ 12.11 hrs, Volume=
7.118 af, Depth> 5.16"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
5.180 98 Paved parking & roofs
1.750 83 Brush, Poor, HSG D
0.160 79 Woods, Fair, HSG D
9.480 77 Woods, Good, HSG D
16.570 84 Weighted Average
11.390 68.74% Pervious Area
5.180 31.26% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
1.9 150 0.0700 1.32
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 113 0.0290 7.73 6.07
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.013
1.0 516 0.0290 8.96 11.00
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.1 77 0.0290 12.26 38.52
Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.7 204 0.0400 4.55 3.42
Trap/Vee /Rect Channel Flow,
Bot.W =0.00' D =0.50' Z= 3.0'/' Top.W =3.00'
n= 0.025 Earth, grassed & winding
3.9 606 0.0080 2.56 17.95
Trap/Vee /Rect Channel Flow,
Bot.W =4.00' D =1.00' Z= 3.0'/' Top.W= 10.00'
n= 0.040 Windinq stream, pools & shoals
19.5 1,716 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 83
Subcatchment 14S: Point of Analysis H (Post - Development)
Hydrograph
110
105
100
100.27 cfs
— 1 T
❑Runoff
95
90
:Y
� 10b -year kair�faH =�4�G'
85
80
F I � -Wmoff Mea01$570 Inc
75
-
_
_ u- OTV_ _I__� .11 jaf
65
60
0 55
�R o Delpthh 51 IV'
LL
—Flow-Le tai -1 71_'
IT
40
T�9.5 rri�u
30
t —t fi __T tN =184
25=
20
-
15
10
- -
- -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 84
Summary for Subcatchment 15S: Point of Analysis B (Post - Development)
Runoff = 38.52 cfs @ 12.33 hrs, Volume= 4.015 af, Depth> 4.79"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac)
CN
Description
0.720
98
Paved parking & roofs
2.050
84
50 -75% Grass cover, Fair, HSG D
7.280
79
Woods, Fair, HSG D
10.050
81
Weighted Average
9.330
92.84% Pervious Area
0.720
Grass: Bermuda n= 0.410 P2= 3.54"
7.16% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
23.9
170
0.0410
0.12
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.54"
13.7
841
0.0420
1.02
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
37.6 1,011 Total
Subcatchment 15S: Point of Analysis B (Post - Development)
Hydrograph
■Runoff
40 38.52 cfs
38- - - _ Ty l i_24-'h r
34- 1ADO -yea ainfall .4 "
32-
30- - ftno#' Item W.050 `a!
26 -RU fff Volump=4.1� 5Faf
3 22 R9noff Depth�4.7`9"
LL 18 { - - Flow -Len th- �0 '
16 7V
14
12- dN41
10-11/ -
8!
6
4 4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations
Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed
Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 85
Summary for Subcatchment 16S: Point of Analysis E (Post - Development)
Runoff = 58.78 cfs @ 12.11 hrs, Volume=
4.216 af, Depth> 5.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
3.250 98 Paved parking & roofs
1.570 84 Pasture /grassland /range,
Fair, HSG D
0.870 79 Woods, Fair, HSG D
3.720 77 Woods, Good, HSG D
9.410 86 Weighted Average
6.160 65.46% Pervious Area
3.250 34.54% Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
11.7 50 0.0200 0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.54"
2.6 200 0.0650 1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 94 0.0200 4.17 3.28
Pipe Channel,
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.020 Corrugated PE, corrugated interior
0.3 122 0.0200 7.44 9.14
Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
0.3 155 0.0200 8.41 14.86
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
0.4 280 0.0200 11.82 58.01
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
3.4 255 0.0630 1.25
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 180 0.0560 8.28 83.83
Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =1.50' Z= 2.5'/' Top.W= 10.50'
n= 0.040 Windinq stream, pools & shoals
19.5 1,336 Total

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/9/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 86
Subcatchment 16S: Point of Analysis E (Post - Development)
Hydrograph
65
■Runoff
60 58.78 cfs
55 , - Type li -241hr
50 �
100 -y6ar -Rai nfal lL7.40"
45 �_ Run- Of-A rea1=9.410 mac
40 1 _Rugoffl WIlump 4.12161 of
35- 1 R�_ noj Delpth�5. 8'
�
LL 30 Flow Len th =1 336'
25 — Ic , 91.5. min
20 J — — — tN =86
15 —
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

UPSTREAM DRAINAGE AREA
RUNOFF CALCULATIONS

6 Davis Drive
2014.08.29.Pre -Post Calculations Type 11 24 -hr 1 -year Rainfall= 2.93"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 17S: Offsite - Upstream
Runoff = 48.29 cfs @ 12.89 hrs, Volume= 8.350 af, Depth> 1.30"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 2.93"
Area (ac)
CN
Description
14.710
98
Paved parking & roofs
31.090
84
Pasture /grassland /range, Fair, HSG D
31.090
77
Woods, Good, HSG D
76.890
84
Weighted Average
62.180
80.87% Pervious Area
14.710
Woods: Dense underbrush n= 0.800 P2= 3.54"
19.13% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
32.3
1,336
0.0190
0.69
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4
1,476
0.0190
2.62
5.89 Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =0.50' Z= 3.07' Top.W =6.00'
n= 0.040 Windinq stream, pools & shoals
79.0 2,887 Total
Subcatchment 17S: Offsite - Upstream
Hydrograph
❑ Runoff
50 48.29 cfs
,I Typed 24-hir
45 1 -year Rainfall= 2.93" -
40 �tnoff Arlea= 76.890 ac l
35 ! RLfnoff Vplume =8.350 of
30 Rno�ff D_epth�1. 0"
25 Flow ,Len th 12'1 17'
.2
20 /I T+c�79.0 in
151//,
5 / VI= 84 � T
10 /
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
L
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
2014.08.29.Pre -Post Calculations Type// 24 -hr 2 -year Rainfall= 3.54"
Prepared by McKim & Creed Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 2
Summary for Subcatchment 17S: Offsite - Upstream
Runoff = 65.86 cfs @ 12.88 hrs, Volume= 11.357 af, Depth> 1.77"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.54"
Area (ac)
CN
Description
14.710
98
Paved parking & roofs
31.090
84
Pasture /grassland /range, Fair, HSG D
31.090
77
Woods, Good, HSG D
76.890
84
Weighted Average
62.180
40
80.87% Pervious Area
14.710
Woods: Dense underbrush n= 0.800 P2= 3.54"
19.13% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
unoff o um�e= 11 r357af
40
Runoff De th >1.77,'
Woods: Dense underbrush n= 0.800 P2= 3.54"
32.3
1,336
0.0190
0.69
Shallow Concentrated Flow,
25
CW =84 t-
20
Woodland Kv= 5.0 fps
9.4
1,476
0.0190
2.62
5.89 Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =0.50' Z= 3.07' Top.W =6.00'
n= 0.040 Windinq stream, pools & shoals
79.0 2,887 Total
Subcatchment 17S: Offsite - Upstream
Hydrograph
70
65
65.86 cfs
T�pe 1� 24 -hr
60
- Oa-rRafnfall 3.te L
i
runoff A"a =7"q (YaP--
50
45
�1
unoff o um�e= 11 r357af
40
Runoff De th >1.77,'
0 35
—I
Ivv Len th-�� ,$817
30
T6=79.0 meinI-
25
CW =84 t-
20
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 10 -year Rainfall= 5.09"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 17S: Offsite - Upstream
Runoff = 112.49 cfs @ 12.88 hrs, Volume= 19.526 af, Depth> 3.05"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.09"
Area (ac)
CN
Description
14.710
98
Paved parking & roofs
31.090
84
Pasture /grassland /range, Fair, HSG D
31.090
77
Woods, Good, HSG D
76.890
84
Weighted Average
62.180
R nof� V�lu -1e=11 -5? afl
80.87% Pervious Area
14.710
Woods: Dense underbrush n= 0.800 P2= 3.54"
19.13% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
—I
R nof� V�lu -1e=11 -5? afl
Woods: Dense underbrush n= 0.800 P2= 3.54"
32.3
1,336
0.0190
0.69
Shallow Concentrated Flow,
—I
Woodland Kv= 5.0 fps
9.4
1,476
0.0190
2.62
5.89 Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =0.50' Z= 3.07' Top.W =6.00'
n= 0.040 Windinq stream, pools & shoals
79.0 2,887 Total
125
120
115
110
90
85
80
75
w 70
65
c 60
LL 55
30
25
20
15
10
5
0
5
Subcatchment 17S: Offsite - Upstream
Hydrograph
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Runoff
- � � — — — 112.49 cfs
Type 24-hr
�
-+
� _
1&yez�r R_ainf 111 =5.09'h
T-
7T
:71 1
-R4noff Arrea= 7fr.890-oc
t
—I
R nof� V�lu -1e=11 -5? afl
_
-Ru -noff Depth>3-.05 -
f I" t�err�th =1,187'
�
1
� T6 --7910 rriin I
—I
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Runoff

2014.08.29.Pre -Post Calculations
Prepared by McKim & Creed
6 Davis Drive
Type 1124 -hr 100 -year Rainfall= 7.40"
Printed 12/9/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 17S: Offsite - Upstream
Runoff = 183.50 cfs @ 12.86 hrs, Volume= 32.407 af, Depth> 5.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac)
CN
Description
14.710
98
Paved parking & roofs
31.090
84
Pasture /grassland /range, Fair, HSG D
31.090
77
Woods, Good, HSG D
76.890
84
Weighted Average
62.180
80.87% Pervious Area
14.710
Woods: Dense underbrush n= 0.800 P2= 3.54"
19.13% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
37.3
75
0.0100
0.03
Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.54"
32.3
1,336
0.0190
0.69
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4
1,476
0.0190
2.62
5.89 Trap /Vee /Rect Channel Flow,
Bot.W =3.00' D =0.50' Z= 3.07' Top.W =6.00'
n= 0.040 Windinq stream, pools & shoals
79.0 2,887 Total
1
170
160
150
140
130
120
N
110
c 100
LL 90
50
40
Subcatchment 17S: Offsite - Upstream
Hydrograph
183.50 cis
Tipe 1f24-hr-
1 60-y4ar-Raffitalfit7 40-
- Rpnoff Area = -7"90 -arc-
-R�-no Vo�!Iurnle= 32.407 of
R no D tai >5�06"
f I t Zp
t h= 1,87'
T6 --7910 kin —I
I- -4
Time (hours)
❑Runoff

DOWNSTREAM CULVERT
IMPACT ANALYSIS

Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 500.00 ft
Computed Headwater Elew 296.17 ft
Inlet Control HW Elev. 295.75 ft
Outlet Control HW Elev. 296.17 ft
Culvert Calculator Report
72" CMP
Headwater Depth /Height 0.60
Discharge 75.37 cfs
Tailwater Elevation 292.29 ft
Control Type Entrance Control
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:20:41 PW Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1
Grades
Upstream Invert
Length
292.55 ft
400.00 ft
Downstream Invert
Constructed Slope
287.49 ft
0.012650 ft/ft
Hydraulic Profile
Profile CompositeS1S2
Slope Type Steep
Flow Regime N/A
Velocity Downstream 3.11 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
4.80 ft
2.22 ft
2.32 ft
0.010730 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
CMP
72 inch
1
Mannings Coefficient
Span
Rise
0.024
6.00 ft
6.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
296.17 ft
0.50
Upstream Velocity Head
Entrance Loss
0.86 ft
0.43 ft
Inlet Control Properties
Inlet Control HW Elev.
Inlet Type
K
M
C
Y
295.75 ft
Headwall
0.00780
2.00000
0.03790
0.69000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
N/A
28.3 ft2
2
1
1
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:20:41 PW Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1

Culvert Calculator Report
72" CMP
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation
500.00 ft
Headwater Depth /Height 0.72
Computed Headwater Elew
296.85 ft
Discharge 102.53 cfs
Inlet Control HW Elev.
296.39 ft
Tailwater Elevation 292.29 ft
Outlet Control HW Elev.
296.85 ft
Control Type Entrance Control
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:23:00 PMJ Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1
Grades
Upstream Invert
Length
292.55 ft
400.00 ft
Downstream Invert
Constructed Slope
287.49 ft
0.012650 ft/ft
Hydraulic Profile
Profile CompositeS1S2
Slope Type Steep
Flow Regime N/A
Velocity Downstream 4.23 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
4.80 ft
2.63 ft
2.73 ft
0.011126 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
CMP
72 inch
1
Mannings Coefficient
Span
Rise
0.024
6.00 ft
6.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
296.85 ft
0.50
Upstream Velocity Head
Entrance Loss
1.05 ft
0.52 ft
Inlet Control Properties
Inlet Control HW Elev.
Inlet Type
K
M
C
Y
296.39 ft
Headwall
0.00780
2.00000
0.03790
0.69000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
28.3 ft2
2
1
1
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:23:00 PMJ Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1

Culvert Calculator Report
72" CMP
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation
500.00 ft
Headwater Depth /Height
0.98
Computed Headwater Elew
298.40 ft
Discharge
174.45 cfs
Inlet Control HW Elev.
297.92 ft
Tailwater Elevation
292.29 ft
Outlet Control HW Elev.
298.40 ft
Control Type
Outlet Control
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:24:00 PMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1
Grades
Upstream Invert
Length
292.55 ft
400.00 ft
Downstream Invert
Constructed Slope
287.49 ft
0.012650 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
M1
Mild
Subcritical
7.19 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
4.80 ft
3.62 ft
3.60 ft
0.012808 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
CMP
72 inch
1
Mannings Coefficient
Span
Rise
0.024
6.00 ft
6.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
298.40 ft
0.50
Upstream Velocity Head
Entrance Loss
1.49 ft
0.75 ft
Inlet Control Properties
Inlet Control HW Elev.
Inlet Type
K
M
C
Y
297.92 ft
Headwall
0.00780
2.00000
0.03790
0.69000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
28.3 ft2
2
1
1
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:24:00 PMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1

Culvert Calculator Report
72" CMP
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation
500.00 ft
Headwater Depth /Height
1.11
Computed Headwater Elew
299.21 ft
Discharge
217.31 cfs
Inlet Control HW Elev.
298.80 ft
Tailwater Elevation
292.29 ft
Outlet Control HW Elev.
299.21 ft
Control Type
Outlet Control
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:25:00 PW Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1
Grades
Upstream Invert
Length
292.55 ft
400.00 ft
Downstream Invert
Constructed Slope
287.49 ft
0.012650 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
M1
Mild
Subcritical
8.96 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
4.80 ft
4.22 ft
4.03 ft
0.014262 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
CMP
72 inch
1
Mannings Coefficient
Span
Rise
0.024
6.00 ft
6.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
29921 ft
0.50
Upstream Velocity Head
Entrance Loss
1.63 ft
0.81 ft
Inlet Control Properties
Inlet Control HW Elev.
Inlet Type
K
M
C
Y
298.80 ft
Headwall
0.00780
2.00000
0.03790
0.69000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
28.3 ft2
2
1
1
Title: The Hamner Institutes Project Engineer: gavant
s: \... \2014.08.29.ex. 72 -inch cmp.cvm McKim & Creed Raleigh CulvertMaster v3.3 [03.03.00.04]
09/01/14 05:25:00 PW Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1

WET DETENTION
STORAGE VOLUME &
POND SIZING

WATER QUALITY POND #1 CALCULATIONS
Project Name
6 Davis Drive
Project Number
01517 -0236
Date
February 26, 2014
3rd revision
2nd revision
1 st revision
10.10.14
8.29.14

Water Quality Pond Drainage Area Data
Project
Project No.
Date
Total site area
6 Davis Drive
01517 -0236
February 26, 2014
222,075 square feet =
acres
Impervious areas
Drainage area to pond
Other Drai
Existing
[sf]
Proposed
[sf]
Change
[sf]
Existing
[sf]
On -site buildings
0
15,740
15,740
0
On -site streets
0
0
0
0
On -site parking
0
135,839
135,839
0
On -site sidewalks
0
0
0
0
Other on -site
0
0
0
0
Total off -site impervious
0
0
0
0
Total Impervious
151,579
151,579
0
Non - impervious areas
Drainage area to pond
Other Drai
Existing
[sf]
Proposed
[sf]
Change
[sf]
Existing
[sf]
On -site grass /landscape
0
68,496
68,496
0
On -site woods
187,343
2,000
- 185,343
0
Other undeveloped
0
0
0
0
Total off -site non - impervious
0
0
0
0
Total non - impervious
187,343
70,496
- 116,847
0
Total Drainage Area
1 222,075
1 222,075
1 0
3,167,850
Percent Impervious
1 0.0
1 68.3
1 68.3
1 0.0
Notes:
2014.10.10.Wet Detention Pond #1 a_Rev2.xls
Site Drainage Area Data Page 2 of 18 Printed 12/9/2014 4:38 PM

nage Area
Proposed
nage Area
Proposed
0
0
0
0
0
3,167,850
0.0
2014.10.10.Wet Detention Pond #1 a_Rev2.xls
Site Drainage Area Data Page 3 of 18 Printed 12/9/2014 4:38 PM

Water Quality Pond Surface Area Calculations
Project
Project No.
6 Davis Drive
01517 -0236
Date February 26, 2014
Total on -site drainage area to pond 222,075 square feet
Total impervious area in drainage area 151,579 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Durham County
Site region Piedmont
% Impervious cover 68.3 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area /Drainage Area Ratios:
For a site in the Piedmont (85 %)
2.8 percent
For a site in the Piedmont (90 %)
3.9 percent
For a site in a Coastal County w/ Vegetative Filter
5.8 percent
For a site in a Coastal County w /out Vegetative Filter
7.9 percent
Required surface area of pond:
For a site in the Piedmont (85 %) 6,210.0 square feet
For a site in the Piedmont (90 %) 8,690.0 square feet
For a site in a Coastal County w/ Vegetative Filter 12,940.0 square feet
For a site in a Coastal County w /out Vegetative Filter 17,570.0 square feet
Notes:
2014.10.10.Wet Detention Pond #1 a_Rev2.xls
Pond Surface Area Calcs Page 4 of 18 Printed 12/9/2014 4:38 PM

Water Quality Pond Stormwater Runoff Volume Calculations
Project
Project No.
Date
Drainage area
Impervious area
Rainfall depth
Percent Impervious
6 Davis Drive
01517 -0236
February 26, 2014
222,075 square feet
151,579 square feet
1.00 inches
68.3 percent
R(v)= 0.05 +0.009 *(Percent impervious)
Runoff coefficient - R(v) 0,66
in /in
Runoff volume = (Design rainfall) *(R(v)) *(Drainage area)
Runoff volume 12,293.7 cubic feet
Notes:
2014.10.10.Wet Detention Pond #1a_Rev2.xls
Runoff Volume Calcs Page 5 of 18 Printed 12/9/2014 4:38 PM

Water Quality Pond Volume Calculations
Stage- Storage Data for Pond - Temporary Pool
Project 6 Davis Drive
Project No. 01517 -0236
Date February 26, 2014
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
307
0
12,092.0
0.278
12,092.0
0.3
0.0
0.0
0.0
0.0
308
1
15,086.0
0.346
2,994.0
0.1
13,589.0
0.3
13,589.0
0.3
309
2
16,558.0
0.380
1,472.0
0.0
15,822.0
0.4
29,411.0
0.7
309.5
2.5
17,315.0
0.397
757.0
0.0
8,468.3
0.2
37,879.3
0.6
310
3
18,072.0
0.415
757.0
0.0
8,846.8
0.2
46,726.0
0.4
311
4
19,651.0
0.451
1,579.0
0.0
18,861.5
0.4
65,587.5
0.6
312
5
20,392.0
0.468
741.0
0.0
20,021.5
0.5
85,609.0
0.9
2014.10.10.Wet Detention Pond #1a_Rev2.xls
Stage Storage (Temp Pool) Page 6 of 18 Printed 12/9/2014 4:38 PM

Water Quality Pond Volume Calculations
Stage- Storage Data for Pond - Permanent Pool
Project 6 Davis Drive
Project No. 01517 -0236
Date February 26, 2014
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
302
0
5,023.0
0.115
5,023.0
0.1
0.0
0.0
0.0
0.0
303
1
6,024.0
0.138
1,001.0
0.0
5,523.5
0.1
5,523.5
0.1
304
2
7,080.0
0.163
1,056.0
0.0
6,552.0
0.2
12,075.5
0.3
305
3
8,194.0
0.188
1,114.0
0.0
7,637.0
0.2
19,712.5
0.3
306
4
9,364.0
0.215
1,170.0
0.0
8,779.0
0.2
28,491.5
0.4
307
5
12,092.0
0.278
2,728.0
0.1
10,728.0
0.2
39,219.5
0.4
2014.10.10.Wet Detention Pond #1a_Rev2.xls
Stage Storage (Perm Pool) Page 7 of 18 Printed 12/9/2014 4:38 PM

Water Quality Pond Volume Calculations
Stage- Storage Data for Pond - Forebays
Project 6 Davis Drive
Project No. 01517 -0236
Date February 26, 2014
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
302
0
775.0
0.018
775.0
0.0
0.0
0.0
0.0
0.0
303
1
1,026.0
0.024
251.0
0.0
900.5
0.0
900.5
0.0
304
2
1,305.0
0.030
279.0
0.0
1,165.5
0.0
2,066.0
0.0
305
3
1,610.0
0.037
305.0
0.0
1,457.5
0.0
3,523.5
0.1
306
4
1,938.0
0.044
328.0
0.0
1,774.0
0.0
5,297.5
0.1
307
5
2,826.0
0.065
888.0
0.0
2,382.0
0.1
7,679.5
0.1
2014.10.10.Wet Detention Pond #1a_Rev2.xls
Stage Storage (Forebays) Page 8 of 18 Printed 12/9/2014 4:38 PM

Water Quality Basin Dewatering Time Calculations
Project 6 Davis Drive
Project No. 01517 -0236
Date February 26, 2014
Maximum surface area of basin
Maximum head of water above dewatering hole
Orifice coefficient
Diameter of each hole
Number of holes
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for basin =
Dewatering time for basin =
Notes:
17,315
square feet
2.50
feet
0.60
2.5
inches
1
0.034
square feet
4.9
square inches
0.034 square feet
4.9 square inches
92.7 hours
3.86 days

WET DETENTION POND
TIME OF CONCENTRATION
AND
ROUTING CALCULATIONS

6S 1S 2S
Pre - Development to Pre - Development to Post -Dev lopment rj$
POA D Pond Only
Und veloped
3P
Wet Pond #1
7
4R
(new Reach)
SubCat Reach on Link Routing Diagram for 2014.10.13.POA D
Prepared by McKim & Creed, Printed 12/10/2014
E HydroC
AD® ® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1 -year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 1 S: Pre - Development to Pond Only
Runoff = 4.50 cfs @ 12.26 hrs, Volume= 0.455 af, Depth= 1.07"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 3.00"
Area (sf) CN Description
222,075 77 Woods, Good, HSG D
222,075 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
30.0 Direct Entry,
Subcatchment 1S: Pre - Development to Pond Only
Hydrograph
5- 7 I i I I I I i I I I I I I I I I I I I I I I
4.50 cfs
iy�e II 24 -hrs
4 III l 17 1 1 17 17 T 1y _6�TkaTir f�11 =3 b&
V H W II Rulnbff iAtOa�=2221,075 �sf
3
Runoff ?e,pth=l .0 JI�I
LL SUM -min
� �� � 111111111111111
11111 III 1111111111
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1 -year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 2S: Post - Development
Runoff = 16.13 cfs @ 12.01 hrs, Volume= 0.918 af, Depth> 2.16"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 3.00"
Area (sf) CN DescriDtion
151,579
98 Paved parking, HSG D
68,496
80 >75% Grass cover, Good, HSG D
2,000
77 Woods, Good, HSG D
222,075
92 Weighted Average
70,496
31.74% Pervious Area
151,579
68.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
10.0 Direct Entry,
18--
I-i
1 1 1
17
I-t
16.13 cf
16
H
14
15
I4Rtinbff IArOA=22ZG75-�sf
H T
14
1
1 T
13
Yg1y_me =0i.9�1 "f
T
12
11
I
T T
10
/
IT
9
I T
T T
3
0 8
LL
TTTTTTTTTTITTM
7
I
IT T
6
/
I�
I�
IT
T T
5
Irt Irt
IT ITITITITI
/-
3
/
1
Subcatchment 2S: Post - Development
Hydrograph
JITTi I IT
�t in in in in in in in in iTy�� h 2d��
I-t
I-i
I_f
I_f IT
I-t
H
H
14
14 IT
I4Rtinbff IArOA=22ZG75-�sf
4
1
1
1 T
TRIIu q#
Yg1y_me =0i.9�1 "f
TTTTTTTI
I
n
pth 'I
7C=10. Jmin
IT
IT
IT
IT T
I T
T T
I T I T I T IC-4
TTTTTTTTTTITTM
I�
I�
IT
IT IT
Irt
Irt Irt
IT ITITITITI
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1 -year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 5
Summary for Subcatchment 5S: Undeveloped
Runoff = 1.00 cfs @ 12.46 hrs, Volume= 0.135 af, Depth= 1.07"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 3.00"
Area (sf) CN Description
65,969 77 Woods, Good, HSG D
65,969 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
1
w
3
0
LL
Subcatchment 5S: Undeveloped
Hydrograph
IlHIIH M 111111 (IIIIIIIIII
1.00 cfs rt rt T I rt l T
Tye II 24 -hrs
III 111y6e rl kalirifall =3 0&
IIII
11 1 1 1 1 1 IRlunoff Atela$651,9I69 �sf
IIII IIII IIII Ryggff Vglym� i.113� p#
IIII IIII Runoff, Zpth=l .O T =44. min
9
IIIIII 111111111 �����
IIII " 1111111
� 1111111 Iliilll
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 . 26 27 . 28 29 . 30 31 . 32 33 . 34 35 . 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1 -year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 6
Summary for Subcatchment 6S: Pre - Development to POA D
Runoff = 3.50 cfs @ 12.46 hrs, Volume= 0.471 af, Depth= 1.07"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -year Rainfall= 3.00"
Area (ac) CN Description
5.280 77 Woods, Good, HSG D
5.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
Subcatchment 6S: Pre - Development to POA D
Hydrograph
I � � ❑Runoff
3.50 cfs
iy�e II 24 -hrs
4 4 4 14 4 4 1y+Es�r�k"f�j1= 3.lob -� -
3
III I I RUnloff Airdal= 5.280 Ad
l Ity9Qf# )/glympp 0.471 p#
3
2- "�I OTI
U. C
=44. min
+I +I +I +I�I�I�I
1
IIII Ililllllliilll
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1 -year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCAD® 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 7
Summary for Reach 4R: (new Reach)
Inflow Area = 6.613 ac, 52.62% Impervious, Inflow Depth > 1.16" for 1 -year event
Inflow = 1.21 cfs @ 12.46 hrs, Volume= 0.641 of
Outflow = 1.21 cfs @ 12.49 hrs, Volume= 0.640 af, Atten= 0 %, Lag= 1.6 min
Routing by Stor- Ind +Trans method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.93 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 0.65 fps, Avg. Travel Time= 1.3 min
Peak Storage= 65 cf @ 12.47 hrs
Average Depth at Peak Storage= 0.03'
Bank -Full Depth= 2.00' Flow Area= 666.7 sf, Capacity= 9,231.33 cfs
500.00' x 2.00' deep Parabolic Channel, n= 0.013
Length= 50.0' Slope= 0.0100 T
Inlet Invert= 100.00', Outlet Invert= 99.50'
t
Reach 4R: (new Reach)
Hydrograph
IIIIIIIIIIIIIIIIIIIII
1.21 cfs IiI� n�I I flb�
Max I ► rV elII 6aII 11'I I �0I� ..�9=13 �13 QfI 0a•ip cs
l
n =0.013
LL '
CIapa�ity= I9,2I31.I3� ICIS
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Inflow
❑ Outflow

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1- year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 8
Summary for Pond 3P: Wet Pond #1
Inflow Area = 5.098 ac, 68.26% Impervious, Inflow Depth > 2.16" for 1 -year event
Inflow = 16.13 cfs @ 12.01 hrs, Volume= 0.918 of
Outflow = 0.23 cfs @ 19.01 hrs, Volume= 0.506 af, Atten= 99 %, Lag= 420.0 min
Primary = 0.23 cfs @ 19.01 hrs, Volume= 0.506 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 309.06' @ 19.01 hrs Surf.Area= 16,603 sf Storage= 30,395 cf
Plug -Flow detention time= 815.5 min calculated for 0.506 of (55% of inflow)
Center -of -Mass det. time= 705.9 min ( 1,506.6 - 800.7 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 84,852 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
307.00 12,092 0 0
308.00 15,086 13,589 13,589
309.00 16,558 15,822 29,411
310.00 17,315 16,937 46,348
311.00 19,651 18,483 64,831
312.00 20,392 20,022 84,852
Device Routing Invert Outlet Devices
#1 Primary 302.00' 18.0" Round Culvert
L= 74.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 302.00' / 296.00' S= 0.0811 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 307.00' 2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1 309.50' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 310.00' 20.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =0.23 cfs @ 19.01 hrs HW= 309.06' (Free Discharge)
L1= Culvert (Passes 0.23 cfs of 21.37 cfs potential flow)
�2=Orifice/G rate (Orifice Controls 0.23 cfs @ 6.73 fps)
3= Orifice /Grate ( Controls 0.00 cfs)
e
Scondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 307.00' (Free Discharge)
4= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 1 -year Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 9
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
LInflow
ary
Pond 3P: Wet Pond #1
Hydrograph
16.13 cfs
�-I
H
H
[�Jj LAr 1� 1049 1 1
18
17
16
/
— —
15
/
1-- 4-
I4 14-1
H
14
I -I-1 StIOI" "30,395r-t-fl
14
/
13
12
/
14II
I41�-IH14II1HHI4
1H141
U) 11 10
10
/
/
-I
—
H 1+ 1
—
H
—
1-t-
I H I H H I H I� I H I H I
— —
9
, 8
/
1t I
I� I t
H
H
I t I H H t H H I
7
1_-
H--
-fitH-
5
4
/
_71
T 1 7 7 71
3
2
0.23 cfs
0.00 cfs
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
LInflow
ary

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 2 -year Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 11
Summary for Subcatchment 1 S: Pre - Development to Pond Only
Runoff = 6.14 cfs @ 12.26 hrs, Volume= 0.608 af, Depth= 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.50"
Area (sf) CN Description
222,075 77 Woods, Good, HSG D
222,075 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
30.0 Direct Entry,
Subcatchment 1S: Pre - Development to Pond Only
Hydrograph
I III
6.14 cfs _4 4 14 I -I- 14 1 +'+4_ e 11 24 -hrs
III ililililil�ly��l��fau�l5�'t
5- 1 1 1 1 1 1 1 Rulnbff AtOa�=2221,075 �sf
Runoff ep =1.4 "
LL 3
C 0 min
Illi 111111111111111111111��L��
2'I� - Illllllllllllllllll
+I -41 41- 141-�1-�1�-1 +14-14-14-1
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 2 -year Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment 2S: Post - Development
Runoff = 19.48 cfs @ 12.01 hrs, Volume= 1.120 af, Depth> 2.64"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.50"
Area (sf) CN DescriDtion
151,579
98 Paved parking, HSG D
68,496
80 >75% Grass cover, Good, HSG D
2,000
77 Woods, Good, HSG D
222,075
92 Weighted Average
70,496
31.74% Pervious Area
151,579
68.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
10.0 Direct Entry,
❑Runoff
Subcatchment 2S: Post - Development
Hydrograph
—
-
14
1-
1--
14 14 14 -t-
21-
19
-
19.48 cfs -
19.48
- - F
I-
I�-
I�-
I-
I-� I- 1 4 1 4 - Ify il���r�
17
I-
II
I_
I_t
7
171 1 �! �F�tt6f�li � I5b'f
15
I:1
E -
I-
1-
11
I-
-R:U:nd f IArOa --MR5:0
13
1-I
1-I 1-
1-
1-
14
I-
I- 4Ipgff "I�tTe= 1.12Q_�af
11
'
1�
I� H
I�
14
14
I4
14 14 I� � f _0
10
//
I-f
- I�
I�
1-
I�
I-
I I fi I I - t 1 rt0m
G42�
7
6
-
- ----------
1 - -1 -I
5
4
1-1
1 -
1-
1-�
1--
I I I I I -I- I -�
3
2
,
4
1
0
"
5
6 7
8 9
10 11 12 13 14"15
16 17
18 19
20 21 22 23
Time (hours)
24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 2 -year Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment 5S: Undeveloped
Runoff = 1.38 cfs @ 12.45 hrs, Volume= 0.181 af, Depth= 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.50"
Area (sf) CN Description
65,969 77 Woods, Good, HSG D
65,969 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
w
3
0
LL
1
0
Subcatchment 5S: Undeveloped
Hydrograph
1.38—c f-S
iy�e II 24 -hrs
I I11yie�rl F�alirifall= �3l5b'�
—� �- -- I IRu h6ff - Atela$651,9169 -sf
RYq(?ff Vglym� 01.1181 p#
Runoff, Zpth=l . 4�3'j min
=44. 1
111 111111111111 �����
111111 " 1111111
11 1111111
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 2 -year Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 6S: Pre - Development to POA D
Runoff = 4.80 cfs @ 12.45 hrs, Volume= 0.629 af, Depth= 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -year Rainfall= 3.50"
Area (ac) CN Description
5.280 77 Woods, Good, HSG D
5.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
Subcatchment 6S: Pre - Development to POA D
Hydrograph
I I " I I I I I I I I I I I I I
4.80 cf
s
3
3
0
LL
■■EI
tk
IIII iy�e II 24 -hr
I_ !- - J - I- ly ArLkainfall=3.5b-
Runloff AirOA= 5.280 Ad
4 I4 14 4 _RNnoff Vglym� .629_#
1 1 1 1 1 1 III Runoff, Zpth=l . 4�3'j m i n
=44. 1
� ''lllllllllllllllllllllll
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff
■■EI
tk
IIII iy�e II 24 -hr
I_ !- - J - I- ly ArLkainfall=3.5b-
Runloff AirOA= 5.280 Ad
4 I4 14 4 _RNnoff Vglym� .629_#
1 1 1 1 1 1 III Runoff, Zpth=l . 4�3'j m i n
=44. 1
� ''lllllllllllllllllllllll
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 2 -year Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCAD® 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 15
Summary for Reach 4R: (new Reach)
Inflow Area = 6.613 ac, 52.62% Impervious, Inflow Depth > 1.36" for 2 -year event
Inflow = 1.60 cfs @ 12.45 hrs, Volume= 0.750 of
Outflow = 1.60 cfs @ 12.47 hrs, Volume= 0.749 af, Atten= 0 %, Lag= 1.5 min
Routing by Stor- Ind +Trans method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.99 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 0.65 fps, Avg. Travel Time= 1.3 min
Peak Storage= 81 cf @ 12.46 hrs
Average Depth at Peak Storage= 0.04'
Bank -Full Depth= 2.00' Flow Area= 666.7 sf, Capacity= 9,231.33 cfs
500.00' x 2.00' deep Parabolic Channel, n= 0.013
Length= 50.0' Slope= 0.0100 T
Inlet Invert= 100.00', Outlet Invert= 99.50'
t
Reach 4R: (new Reach)
Hydrograph
1 1
159-P
�o •
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑ Inflow
❑ Outflow

6 Davis Drive
2014.10.13.POA D Type// 24 -hr 2 -year Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 16
Summary for Pond 3P: Wet Pond #1
Inflow Area = 5.098 ac, 68.26% Impervious, Inflow Depth > 2.64" for 2 -year event
Inflow = 19.48 cfs @ 12.01 hrs, Volume= 1.120 of
Outflow = 0.25 cfs @ 19.43 hrs, Volume= 0.569 af, Atten= 99 %, Lag= 445.1 min
Primary = 0.25 cfs @ 19.43 hrs, Volume= 0.569 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 309.50' @ 19.43 hrs Surf.Area= 16,935 sf Storage= 37,750 cf
Plug -Flow detention time= 822.1 min calculated for 0.568 of (51 % of inflow)
Center -of -Mass det. time= 710.7 min ( 1,506.1 - 795.4 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 84,852 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
307.00 12,092 0 0
308.00 15,086 13,589 13,589
309.00 16,558 15,822 29,411
310.00 17,315 16,937 46,348
311.00 19,651 18,483 64,831
312.00 20,392 20,022 84,852
Device Routing Invert Outlet Devices
#1 Primary 302.00' 18.0" Round Culvert
L= 74.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 302.00' / 296.00' S= 0.0811 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 307.00' 2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1 309.50' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 310.00' 20.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =0.25 cfs @ 19.43 hrs HW= 309.50' (Free Discharge)
't--1 =Culvert (Passes 0.25 cfs of 22.10 cfs potential flow)
�2=Orifice/G rate (Orifice Controls 0.25 cfs @ 7.45 fps)
3= Orifice /Grate ( Controls 0.00 cfs)
e
Scondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 307.00' (Free Discharge)
4= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 2 -year Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Pace 17
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
■ Inflow
© Outflow
E Primary
■ Secondary
Pond 3P: Wet Pond #1
Hydrograph
1
H
H
HIHiH
H HIH H HI
/
/
19.48 cfs
H
H
H
I-
1�_i l v1_ rert_a��B l� e�
20
/
141+-
I4
14- -1
H
IH
_�0__
I H I P-6ak E-telv�30.SW
19
18
/
;
H I
a
I H
H
j
— —
H I sto"g0 =w,75O :fl
7
14
-� �-
I H
1 H 1
-H
H
I H 1 H H H -� H 1-+ 1
11
o 19
/
�-
-I
-
1-1-
- -H H I- -I - I-
8
/
14-1
H
H
H 1 H H 4I HI H 141
6
5
/
—
-i
1
4
3
0.25
cfs
„
0.00
cfs
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
■ Inflow
© Outflow
E Primary
■ Secondary

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment 1 S: Pre - Development to Pond Only
Runoff = 11.92 cfs @ 12.25 hrs, Volume= 1.150 af, Depth= 2.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.10"
Area (sf) CN Description
222,075 77 Woods, Good, HSG D
222,075 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
30.0 Direct Entry,
N
3
0
LL
12
12
11
1C
1 1'
Subcatchment 1S: Pre - Development to Pond Only
Hydrograph
'-4 '—i 14 '4 '4 '—+i— +'4'+'-
11.92 cfs
I�
I
I I "
IIIIII
IIIIIIII
I_ I_4 I- I_4
VIII -I_T
III 'Type IIr�
_'I!0-year kainfall= I'I-&
- - tRtInoff IArOa1 =2 — 2,075 -f
�u�Qf� �14����1•�I`�Q ��
R�Y n f e1p
I c= min
'-T Irt Irt I -T ' -'rt I -r Ic -VLj7
1.-1.- I4 I4 I4 14 14 I4 '4' -I 1 +I+I
V'�, -�'
Iiiilji — ' -7
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment 2S: Post - Development
Runoff = 30.10 cfs @ 12.01 hrs, Volume= 1.771 af, Depth> 4.17"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.10"
Area (sf) CN DescriDtion
151,579
98 Paved parking, HSG D
68,496
80 >75% Grass cover, Good, HSG D
2,000
77 Woods, Good, HSG D
222,075
92 Weighted Average
70,496
31.74% Pervious Area
151,579
68.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
10.0 Direct Entry,
❑Runoff
Subcatchment 2S: Post - Development
Hydrograph
32:/
30
/
30.10 cfs
Ty�
28
26-//
/
—
I—F
H
ye�r�F�a�'i rifa��. rV
24--
ki
14
1-4
I-
I4
I41111t.inloff IArOa�= 222,0175-�Sf
20
1
1
1 1 1 1
—RjupQff qTe =1.77jj -p#
Run ff epth> "
�;=l
O
E:
- -
04 MM
I—E I—F
I—I
1—�
14
I —I-
14 14 14 1 T I T 1 IC -NL­�
12
10
8
/
6/I
IT T IT
IT
IT
IT
IT
17 17 IT IT ITITITITI
/
iTITITITI
2
0
5
6 7
8 9 10 11 12 13 14 15
16 17
18 19
20 21 22 23
Time (hours)
24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment 5S: Undeveloped
Runoff = 2.69 cfs @ 12.43 hrs, Volume= 0.342 af, Depth= 2.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.10"
Area (sf) CN Description
65,969 77 Woods, Good, HSG D
65,969 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
Subcatchment 5S: Undeveloped
Hydrograph
3 F-IhiTI—�IJI - 7 I I
2.69cfs 11111111111
l�y�e II 24 -hrs
1 1 1 1 1 1 1 III 1 bly6e rl kalirifal l =5!1 &
2 I -+ 1-+ IRunoff Ate6$651,969 -f
l Ryggff Vglym� i.34? p#
Runoff) elpth= 2.171'1
LL c =44.9 min
L-1 I L
1 III IIIIIIIIIIIIIIIIIIIII III
ki M I I I I I I I I I I I I I I I I I I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment 6S: Pre - Development to POA D
Runoff = 9.36 cfs @ 12.43 hrs, Volume= 1.191 af, Depth= 2.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -year Rainfall = 5.10"
Area (ac) CN Description
5.280 77 Woods, Good, HSG D
5.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
Subcatchment 6S: Pre - Development to POA D
Hydrograph
10 9.36 cfs
9
8
T I4 I4 1 o I y ;Jjr ;ajnf�l
7 1 -Runoff 'Areal= 51.280 Ad
6 I� oR­u ff Vglyme�1.191 a
c 5 T n _I-f
U. c =44. min
4- 1 T T 17 IT T T
3 IIII IIIIIIIIIIIIIIIIIII
2'Illlll 1111111 l
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCAD® 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 23
Summary for Reach 4R: (new Reach)
Inflow Area = 6.613 ac, 52.62% Impervious, Inflow Depth > 2.81" for 10 -year event
Inflow = 8.98 cfs @ 12.27 hrs, Volume= 1.547 of
Outflow = 8.92 cfs @ 12.29 hrs, Volume= 1.547 af, Atten= 1 %, Lag= 1.3 min
Routing by Stor- Ind +Trans method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.64 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 0.71 fps, Avg. Travel Time= 1.2 min
Peak Storage= 273 cf @ 12.28 hrs
Average Depth at Peak Storage= 0.08'
Bank -Full Depth= 2.00' Flow Area= 666.7 sf, Capacity= 9,231.33 cfs
500.00' x 2.00' deep Parabolic Channel, n= 0.013
Length= 50.0' Slope= 0.0100 T
Inlet Invert= 100.00', Outlet Invert= 99.50'
0
on
0 5
" 4t t I
3 1l
11 1
Reach 4R: (new Reach)
Hydrograph
1 1 1 1 1 1 1 1 1 1 inlfllo� drlea1�.�1131 ��
L Aq 6.1016v r Ibe�th1 =b 0Oi
III 1 1 1 1 1 11 III 116)k V61"11.64 fps!
IIIIIIIII III I I I I I I 117Q•Q'� 3i
I I I I I I I I I I I �=�Q•p
1 11 H II I I �701•Q1IOQ ICI
� L1
�ana�y9� 7313 Icfs
✓/�������:![��1� , i '6 a iTi�iTi�iT a iT��Ti u .iii ,.�rirt��
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 3"3­3''4­3'57
3 34 35 36 37 38 39 40
Time (hours)
❑Inflow
❑ Outflow

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 24
Summary for Pond 3P: Wet Pond #1
Inflow Area = 5.098 ac, 68.26% Impervious, Inflow Depth > 4.17" for 10 -year event
Inflow = 30.10 cfs @ 12.01 hrs, Volume= 1.771 of
Outflow = 6.78 cfs @ 12.25 hrs, Volume= 1.206 af, Atten= 77 %, Lag= 14.2 min
Primary = 6.78 cfs @ 12.25 hrs, Volume= 1.206 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 309.80' @ 12.24 hrs Surf.Area= 17,165 sf Storage= 42,933 cf
Plug -Flow detention time= 469.4 min calculated for 1.205 of (68% of inflow)
Center -of -Mass det. time= 372.3 min ( 1,156.9 - 784.6 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 84,852 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
307.00 12,092 0 0
308.00 15,086 13,589 13,589
309.00 16,558 15,822 29,411
310.00 17,315 16,937 46,348
311.00 19,651 18,483 64,831
312.00 20,392 20,022 84,852
Device Routing Invert Outlet Devices
#1 Primary 302.00' 18.0" Round Culvert
L= 74.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 302.00' / 296.00' S= 0.0811 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 307.00' 2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1 309.50' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 310.00' 20.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =6.76 cfs @ 12.25 hrs HW= 309.80' (Free Discharge)
L1= Culvert (Passes 6.76 cfs of 22.59 cfs potential flow)
�2=Orifice/G rate (Orifice Controls 0.27 cfs @ 7.91 fps)
3= Orifice /Grate (Weir Controls 6.49 cfs @ 1.79 fps)
e
Scondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 307.00' (Free Discharge)
4= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 10 -year Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Pace 25
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
Pond 3P: Wet Pond #1
Hydrograph
❑ I ❑
■Inflow
/
30.10 cfs
❑ —
❑ ❑ I
❑
1 ❑I7�ri
/� El Outflow
DIg ❑ Primary
/
❑ Secondary
32
/
❑ ❑
I ❑ I ❑ I
❑
—1
❑ 1 � cik EUVv - -30.SW
30
/
2
I❑ I ❑
I❑ 111
❑
I❑
❑ I St"rr �Q,�37df
26 6
/
2
/
I❑
I❑ 111
L
11-1
I ❑I ❑ 1❑ I ❑I 1❑ Li
22 2
/
—L
/
I❑
I❑ ❑I
❑
�❑
I T I 71 ❑ M 771 El 17F
18
/❑
❑ I
❑
I ❑I
❑1❑ ❑ II ❑ 1 ❑1
L°14
10
/
6.78 cfs
17 1 ❑ 1
1❑
11
I T I ❑ I IF ❑ I ❑ 71 F-1 I ❑ I
8
/ '��
-T
I 1
6
4
0.00
cfs
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment 1 S: Pre - Development to Pond Only
Runoff = 20.84 cfs @ 12.24 hrs, Volume= 2.008 af, Depth= 4.73"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (sf) CN Description
222,075 77 Woods, Good, HSG D
222,075 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
30.0 Direct Entry,
❑Runoff
Subcatchment 1S: Pre - Development to Pond Only
Hydrograph
_T 1 ++ 1 T l ++
23
22
/
1�
20.84 cfs
I�
I _-
I__
I _� I _ - I -- I -I- I
—Y
18
I-F
H
H
H
I-+ 1001y--64�ainfa1I1 J.4&
16
1
11
IJ
11
:1
1 ::[I$:U:nloff ArO=222,US:�sf
14
'I
N
N
H
14
14
I4
I4
I4ungff )I_q1yMe= 2.008 _p#
o „
I_
Irt
1_t
Irt
Irt
Irt I _ � Z-30. �th .I CI
-
u 19
1I
1-
�
�
1�
I�
_T
- min
I j I J I j 4 T 1CN=
8
—
6/I
H
H
�� I-f
H
I�
I-
-+
I -+ I -+ I�-1�1 +1 I � I +I
4/
i
I _1
IlI1I
_T
I _T I _T I_I_ITITITII
3
2
/
/
1
0
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment 2S: Post - Development
Runoff = 45.17 cfs @ 12.01 hrs, Volume= 2.713 af, Depth> 6.39"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (sf) CN DescriDtion
151,579
98 Paved parking, HSG D
68,496
80 >75% Grass cover, Good, HSG D
2,000
77 Woods, Good, HSG D
222,075
92 Weighted Average
70,496
31.74% Pervious Area
151,579
68.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
10.0 Direct Entry,
❑Runoff
Subcatchment 2S: Post - Development
Hydrograph
50
Z
48
/
H
45.17 cfs
I- 4
I- 4
I- 4
IH
I- I- I- I-
44
40
7 0701y_e rFka_ _i1k4.4&
38
34
/
—
H
IH
H
H
H
IH
I- +ROnloff IArOe- 22-?,U5 -�f
30
H
H
14
14
1-4
14
14
14I � � 4 "�?1
26
''
��f �I 'I CI
0 24 -
22
20
I-E
I�
I-F
1-�
14
14
I4
���
14 14 14 14 I -I- 1 IC�L��
18
16
14
H
I�
I7
I7
7
7 7 7 7 71111
12
10
H
H
IH
IH
IH
IH
H
I I I I HIHIHIH
8
4
-�
�-
14 14 14 1 _ I_ 14- 14
2
0
5
6 7
8 9
10 11 12 13
14 15
16 17
18 19
20 21 22 23
Time (hours)
24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment 5S: Undeveloped
Runoff = 4.72 cfs @ 12.42 hrs, Volume= 0.597 af, Depth= 4.73"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (sf) CN Description
65,969 77 Woods, Good, HSG D
65,969 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
Subcatchment 5S: Undeveloped
Hydrograph
5 4.72 cfs T
VI
ype II 24 -hrs
I--4 1-1 ! - I- I-t 14 T 440 y6e rkkalinfall= 7.40'
4
III I I IRunoff Atela$65,969 sf
F 3 iI
III Runoff, elpth= 4.173'1
LL c =44.9 min
T 1 -11717 7 1 T I ITTT� L
1111111111111111111111111
11111 IIIIII17I I11111111IHI111
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 30
Summary for Subcatchment 6S: Pre - Development to POA D
Runoff = 16.46 cfs @ 12.42 hrs, Volume= 2.080 af, Depth= 4.73"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall= 7.40"
Area (ac) CN Description
5.280 77 Woods, Good, HSG D
5.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
44.9 Direct Entry,
❑ Runoff
Subcatchment 6S: Pre - Development to POA D
Hydrograph
1
18
16
i -16.46 cfs
1­4
I-4
1-4
1-4
1-4
I4
14 J 601y� J- kalnf�jJ=
_.�4�'�
13
/
I—t
1-4
1—�
1�
1 � I -RLJr Off IAlr" -5x280
12
11
Reno )tgIy ,e= 2.0so:pf
10
9
/
/
I�
I�
I�
I�
IZ
IZ
I�
1nf pth= 4.17'j
0
LL S
c =44.3 min
7�
I�I�
-------IC-
- - - IT
5
I—
I-
I—
I— I— I— I— I rt l
/I
H
I--t
t
I-t
— — —
1-t 1-t I_t It ItItItIt
3
2
/
_
�-4
1
0
5
6 7
8 9
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
❑ Runoff

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCAD® 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 31
Summary for Reach 4R: (new Reach)
Inflow Area = 6.613 ac, 52.62% Impervious, Inflow Depth > 4.97" for 100 -year event
Inflow = 33.71 cfs @ 12.10 hrs, Volume= 2.740 of
Outflow = 33.78 cfs @ 12.11 hrs, Volume= 2.740 af, Atten= 0 %, Lag= 0.6 min
Routing by Stor- Ind +Trans method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.47 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 0.75 fps, Avg. Travel Time= 1.1 min
Peak Storage= 687 cf @ 12.11 hrs
Average Depth at Peak Storage= 0.15'
Bank -Full Depth= 2.00' Flow Area= 666.7 sf, Capacity= 9,231.33 cfs
500.00' x 2.00' deep Parabolic Channel, n= 0.013
Length= 50.0' Slope= 0.0100 T
Inlet Invert= 100.00', Outlet Invert= 99.50'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
Reach 4R: (new Reach)
Hydrograph
L
_L I
LI
L I--I I--i — I _L I I
❑Inflow
33.78 cfs
� l '. �, - �,I
~I nifo' k6"r 64 i� &-
❑ Outflow
34
32
—6
30
28
1�
I-
� I�
I
a-I
11 u M- 6kV61*2_4710s�-
26:'/'/
24
/
I�
�-
�-
a-I
N I� -�Q •'�
20
" 16
/
I� 1
14-1 4- 1
4-
� I
I
S=01.
12
14
I4- 1
4-
�I
I I
Capacity ,231����s
10
_
�
�-4I
4- ��I4
Ii�
�
II�I�III14-
N � � 1!
6
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 32
Summary for Pond 3P: Wet Pond #1
Inflow Area = 5.098 ac, 68.26% Impervious, Inflow Depth > 6.39" for 100 -year event
Inflow = 45.17 cfs @ 12.01 hrs, Volume= 2.713 of
Outflow = 31.43 cfs @ 12.10 hrs, Volume= 2.144 af, Atten= 30 %, Lag= 5.5 min
Primary = 23.37 cfs @ 12.10 hrs, Volume= 2.049 of
Secondary = 8.06 cfs @ 12.10 hrs, Volume= 0.095 of
Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 310.29' @ 12.10 hrs Surf.Area= 18,002 sf Storage= 51,543 cf
Plug -Flow detention time= 307.6 min calculated for 2.143 of (79% of inflow)
Center -of -Mass det. time= 226.3 min ( 1,003.0 - 776.7 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 84,852 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
307.00 12,092 0 0
308.00 15,086 13,589 13,589
309.00 16,558 15,822 29,411
310.00 17,315 16,937 46,348
311.00 19,651 18,483 64,831
312.00 20,392 20,022 84,852
Device Routing Invert Outlet Devices
#1 Primary 302.00' 18.0" Round Culvert
L= 74.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 302.00' / 296.00' S= 0.0811 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 307.00' 2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1 309.50' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 310.00' 20.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =23.37 cfs @ 12.10 hrs HW= 310.29' (Free Discharge)
't--1 =Culvert (Inlet Controls 23.37 cfs @ 13.22 fps)
�2=Orifice/G rate (Passes < 0.29 cfs potential flow)
3= Orifice /Grate (Passes < 27.70 cfs potential flow)
e
Scondary OutFlow Max =8.00 cfs @ 12.10 hrs HW= 310.29' (Free Discharge)
4= Broad - Crested Rectangular Weir (Weir Controls 8.00 cfs @ 1.37 fps)

6 Davis Drive
2014.10.13.POA D Type 1124 -hr 100 -year Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Pace 33
Pond 3P: Wet Pond #1
Hydrograph
ill
J45.cfs El Inflow
II ■ LJ
Pnmlary
50 / 141bw Area x.0966 ac I ■ Secondary
45
40 / 1 31.43 cfs IT �ol_r_S�11,�fl
35 / 14 1TT TITITI
30 / 137CfS 1- T T T T fit T T I
3 25 / T I T l l l l l T T 1 1-1 171-
0
u. 20 /
15
10
5 6 7 8 9 1011 12 1314 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)

laylymal"Imms
DETENTION AND STORMFILTER
SIZING CALCULATIONS

® Determining Number of
Cartridges for Volume -Based
C"40NTECHDesign in NC
ENGINEERED SOLUTIONS
Design Engineer: JDP Blue Cells = Input
Date 9/4/2014 Black Cells = Calculation
Site Information
Project Name
Project State
Project Location
Drainage Area, Ad
Impervious Area, Ai
Pervious Area, Ap
% Impervious
Runoff Coefficient, Rv
Water Quality Volume Calculations
Design storm rainfall depth, Rd
Water quality volume, WQV
Storage Component Calculations
Capture 75% of WQV
Pretreatment credit (estimated or calculated), %pre
Mass loading calculations
Mean Annual Rainfall, P
Agency required % removal
Percent Runoff Capture (% capture)
Mean Annual Runoff,Vt
Event Mean Concentration of Pollutant, EMC
Annual Mass Load, Mtotal
Filter System
Filtration brand
Cartridge height
Cartridge Quantity Calculation
Mass removed by pretreatment system, Mpre
Mass load to filters after pretreatment, Mpassl
Estimate the required filter efficiency, Efilter
Mass to be captured by filters, Mflter
Maximum Cartridge Flow rate, Qoart
Mass load per cartridge, Mcart (Ibs)
Number of Cartridges required, Nasss
Maximum Treatment Capacity
Hamner
North Carolina
Durham
1.98 ac
1.39 ac
0.60
70%
0.68
1.0 in
4884.9 ft3
3663.7 ft3
30%
= 0.05 +0.9 *(Ai /Ad)
=Ad * Rv * Rd `(43560/ 12 )
= 0.75 *WQV
45 in
85%
90%
197,838 ft3 = P *Ad *Rv *(43560/12)* %capture
70.0 mg /I (Typically 60 - Residential /Office, 70 - Commercial, 100 - Industrial)
864.02 Ibs = EMC *Vt *(28.3) *(0.000001) *(2.2046)
StormFilter
18 in
259 Ibs
= Mtotal * %removal
605 Ibs
= Mtotal - Mpre
79%
=1 +(%removal - 1)/(1 - %pre)
475 Ibs
= Mpassl * Efilter
7.5 gpm
=q * (7.5 ft2 /cartridge)
36 Ibs
= lookup mass load per cartridge
14
= ROUNDUP(Mfilter /Mcart,0)
0.23
= Nmass *(Qcart /449)
SUMMARY
Maximum Treatment Flow Rate, cfs 0.23
Cartridge Flow Rate, gpm 7.5
Number of Cartridges 14

BIORETENTION SIZING
CALCULATIONS

BIO- RETENTION AREA DESIGN
6 Davis Drive
Bioretention Pond #3
Project: 01517 -0236
Prepared by: CMB
Date: 8/29/2014
Drainage area: 134,137 sf
Impervious area: 93,925 sf
Volume to Catch The First 1.0 Inch of Runoff:
Runoff : Rv = 0.05 + 0.9 * la Simple Method, Schueler
la (ac /ac)= 0.700
Rv = 0.680
Volume: V = 3630 * P * Rv * A
P = 1.00 in
Rv = 0.680
A = 3.08 ac
V = 7,603 Cf
Surface Area: SA = Volume / Depth
Depth = 12 in
SA = 7,603 sf
Select Fill Soil:
Soil
Conductivity (k)
(in / hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Clay Soils: Use Sandy Loam or Loamy Sand
Fill Soil= Sandy Loam
k= 2

6 Davis Drive Page 2 of 2
Find Time Drawdown of Water Throuah Bio- Retention Soil Laver
A. Rate of Drawdown: Qd = (2.3e -5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.3498 cfs
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi -s = SA *Depth
Vi -s = 7,603 cf
Time to Remove Volume of Water at Flowrate Qd:
Ti -s = Vi -s / Qd = 21,739 sec.
= 6 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.45
Volume to Drawdown: Vi -s = 2 feet * SA * n
Vs -2 = 6,843 cf
Time to Remove Volume of Water at Flowrate Qd:
Ts -2 = Vs -2 / Qd = 19,565 sec.
5 hrs
D. Total Time to Draw Water Through Soil:
T= 11 hrs

BIO- RETENTION AREA DESIGN
6 Davis Drive
Bioretention Pond #3A
Project: 01517 -0236
Prepared by: CMB
Date: 8/29/2014
Drainage area: 33,537 sf
Impervious area: 23,848 sf
Volume to Catch The First 1.0 Inch of Runoff:
Runoff : Rv = 0.05 + 0.9 * la Simple Method, Schueler
la (ac /ac)= 0.711
Rv = 0.690
Volume: V = 3630 * P * Rv * A
P = 1.00 in
Rv = 0.690
A = 0.77 ac
V = 1,928 cf
Surface Area: SA = Volume / Depth
Depth = 12 in
SA = 1,928 sf
Select Fill Soil:
Soil
Conductivity (k)
(in / hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Clay Soils: Use Sandy Loam or Loamy Sand
Fill Soil= Sandy Loam
k= 2

6 Davis Drive Page 2 of 2
Find Time Drawdown of Water Throuah Bio- Retention Soil Laver
A. Rate of Drawdown: Qd = (2.3e -5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.0887 cfs
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi -s = SA *Depth
Vi -s = 1,928 cf
Time to Remove Volume of Water at Flowrate Qd:
Ti -s = Vi -s / Qd = 21,739 sec.
= 6 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.45
Volume to Drawdown: Vi -s = 2 feet * SA * n
Vs -2 = 1,736 cf
Time to Remove Volume of Water at Flowrate Qd:
Ts -2 = Vs -2 / Qd = 19,565 sec.
5 hrs
D. Total Time to Draw Water Through Soil:
T= 11 hrs

BIO- RETENTION AREA DESIGN
6 Davis Drive
Bioretention Pond #4
Project: 01517 -0236
Prepared by: CMB
Date: 8/29/2014
Drainage area: 120,570 sf
Impervious area: 75,500 sf
Volume to Catch The First 1.0 Inch of Runoff:
Runoff : Rv = 0.05 + 0.9 * la Simple Method, Schueler
la (ac /ac)= 0.626
Rv = 0.614
Volume: V = 3630 * P * Rv * A
P = 1.00 in
Rv = 0.614
A = 2.77 ac
V = 6,165 Cf
Surface Area: SA = Volume / Depth
Depth = 12 in
SA = 6,165 sf
Select Fill Soil:
Soil
Conductivity (k)
(in / hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Clay Soils: Use Sandy Loam or Loamy Sand
Fill Soil= Sandy Loam
k= 2

6 Davis Drive Page 2 of 2
Find Time Drawdown of Water Throuah Bio- Retention Soil Laver
A. Rate of Drawdown: Qd = (2.3e -5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.2836 cfs
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi -s = SA *Depth
Vi -s = 6,165 cf
Time to Remove Volume of Water at Flowrate Qd:
Ti -s = Vi -s / Qd = 21,739 sec.
= 6 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
Porosity (n) = 0.45
Volume to Drawdown: Vi -s = 2 feet * SA * n
Vs -2 = 5,548 cf
Time to Remove Volume of Water at Flowrate Qd:
Ts -2 = Vs -2 / Qd = 19,565 sec.
5 hrs
D. Total Time to Draw Water Through Soil:
T= 11 hrs

BIORETENTION
TIME OF CONCENTRATION
Milum
ROUTING CALCULATIONS

1S 2S {
Existing Conditions Post-Development
Z3P
Bio Area #3
Subcat Re Pon Link Routing Diagram for Bioretention Pond #3.rev 2
Prepared by McKim & Creed, Printed 12/10/2014
WvA— rOrVal 40 00 c/n 0AQ97 G] 0011 u ... Ir rnn cnl.ifin I

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 1S: Existing Conditions
Runoff = 6.02 cfs @ 11.97 hrs, Volume= 0.263 af, Depth> 1.08"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 Rainfall= 3.00"
Area (sf) CN Description
127,148 79 Woods, Fair, HSG D
127,148 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.8 318 0.0330 0.91 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
3
0
LL 3
0
Subcatchment 1S: Existing Conditions
Hydrograph
6.02 cfs � � �
Type II 24 -hr
1 Rainfall= 3.00"
Runoff Area = 127,148 sf
Runoff) Vol umg=- 0.263 -af
Runoff Deipth�1.08"
Flow Length =318'
SlopeL0.0330 '/'
T6=5.8 min
CN =;79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 2S: Post - Development
Runoff = 11.78 cfs @ 11.95 hrs, Volume= 0.542 af, Depth> 2.11"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 Rainfall= 3.00"
Area (sf) CN Description
93,925 98 Paved parking, HSG D
40,222 80 >75% Grass cover, Good, HSG D
134,147 93 Weighted Average
40,222 29.98% Pervious Area
93,925 70.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
I a I _I— — I— I— —1
13
,2
11.78 cfs -
Ty�e li -24-hr
■Runoff
4 -4 - - 1 Rainfalk3.00" -
10'/
9
/I
fi -' - Runoff Area = 134,147 sf
8
/I
— Rugoffl Vollumg=0.1542i of
7
/
R nol 7=5.0 th 2.11"
LL
m i n
5/
T _T 7 _F _T &N =43
4
L —1 —1 L 1 —1 L
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 11 24 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: Bio Area #3
Inflow Area = 3.080 ac, 70.02% Impervious, Inflow Depth > 2.11" for 1 event
Inflow = 11.78 cfs @ 11.95 hrs, Volume= 0.542 of
Outflow = 3.33 cfs @ 12.09 hrs, Volume= 0.361 af, Atten= 72 %, Lag= 8.5 min
Primary = 3.33 cfs @ 12.09 hrs, Volume= 0.361 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 310.91' @ 12.09 hrs Surf.Area= 8,877 sf Storage= 12,882 cf
Plug -Flow detention time= 142.5 min calculated for 0.359 of (66% of inflow)
Center -of -Mass det. time= 74.9 min ( 831.2 - 756.3 )
Volume Invert Avail.Storage Storage Description
#1 309.25' 23,225 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
309.25 6,740 324.0 0 0 6,740
310.25 7,897 351.0 7,311 7,311 8,229
311.00 9,007 377.0 6,334 13,645 9,760
312.00 10,165 396.0 9,580 23,225 10,991
Device Routing Invert Outlet Devices
#1 Primary 304.62' 30.0" Round Culvert
L= 121.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 304.62'/ 304.00' S= 0.0051 T Cc= 0.900
n= 0.024, Flow Area= 4.91 sf
#2 Device 1 310.25' 24.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.50' 24.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1 311.50' 48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =3.32 cfs @ 12.09 hrs HW= 310.91' (Free Discharge)
L1= Culvert (Passes 3.32 cfs of 35.89 cfs potential flow)
12= Orifice /Grate (Orifice Controls 1.76 cfs @ 3.52 fps)
3= Orifice /Grate (Orifice Controls 1.56 cfs @ 2.34 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 6
Pond 3P: Bio Area #3
Hydrograph
■ Inflow
13 11.78 cfs ■Primary
V I I I
12 — 1f-f16w�4r�a= 3.O�"c --
11
10
g
N
7
3
LL L
L
I
A
5
-L
4
+
3.33 cfs
3
E
Irea�k 6ev=340.41
kto�ag�= 12,$82 6f-
J- � -
-r T -T I
I L L I -L �
LI 1 1 1 1 1 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 8
Summary for Subcatchment 1S: Existing Conditions
Runoff = 7.95 cfs @ 11.97 hrs, Volume= 0.349 af, Depth> 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 Rainfall= 3.50"
Area (sf) CN Description
127,148 79 Woods, Fair, HSG D
127,148 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.8 318 0.0330 0.91 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
i
7 7.95 cfs
Type II 24 -hr
7 2 Ra i nfa I l= 3.50"
6 t t I Runoff Area =1 i7,1't48 sf
Runoff Vojumg -O.1349 -af
5 Runoff De�pth�1.4i3':
4 Flow Length =318
3 SlopeL�0330 '/'
T"= L8 min
2 CN =,79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 2S: Post - Development
Runoff = 14.12 cfs @ 11.95 hrs, Volume= 0.658 af, Depth> 2.57"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 Rainfall= 3.50"
Area (sf) CN Description
93,925
98 Paved parking, HSG D
40,222
80 >75% Grass cover, Good, HSG D
134,147
93 Weighted Average
40,222
29.98% Pervious Area
93,925
70.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
15- — 14.12 cfs �
14 Types li 24ir
12 4- 4 2- kairifallL3.�O"
11 % Runoff ArOa= 1134 1471 sf
10 +Runoffl V- IIump--O.1658 of
—I �- R�n&I pth�2.W
° 7 _ 5 min
LL 6� —Ic N=
93
4
3 — _
fi rt i � I I I 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
Bioretention Pond #3.rev 2 Type 11 24 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 10
Summary for Pond 3P: Bio Area #3
Inflow Area = 3.080 ac, 70.02% Impervious, Inflow Depth > 2.57" for 2 event
Inflow = 14.12 cfs @ 11.95 hrs, Volume= 0.658 of
Outflow = 4.39 cfs @ 12.08 hrs, Volume= 0.475 af, Atten= 69 %, Lag= 7.9 min
Primary = 4.39 cfs @ 12.08 hrs, Volume= 0.475 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 311.16' @ 12.08 hrs Surf.Area= 9,192 sf Storage= 15,133 cf
Plug -Flow detention time= 132.5 min calculated for 0.475 of (72% of inflow)
Center -of -Mass det. time= 68.7 min ( 820.9 - 752.2 )
Volume Invert Avail.Storage Storage Description
#1 309.25' 23,225 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
309.25 6,740 324.0 0 0 6,740
310.25 7,897 351.0 7,311 7,311 8,229
311.00 9,007 377.0 6,334 13,645 9,760
312.00 10,165 396.0 9,580 23,225 10,991
Device Routing Invert Outlet Devices
#1 Primary 304.62' 30.0" Round Culvert
L= 121.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 304.62'/ 304.00' S= 0.0051 T Cc= 0.900
n= 0.024, Flow Area= 4.91 sf
#2 Device 1 310.25' 24.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.50' 24.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1 311.50' 48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =4.37 cfs @ 12.08 hrs HW= 311.16' (Free Discharge)
't-1 =Culvert (Passes 4.37 cfs of 36.87 cfs potential flow)
12= Orifice /Grate (Orifice Controls 2.13 cfs @ 4.26 fps)
3= Orifice /Grate (Orifice Controls 2.24 cfs @ 3.36 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 11
1E
14
12
1'e
11
1C
N �
w
3 E
o
LL
I
Pond 3P: Bio Area #3
Hydrograph
iieatk EITev_=34_1.Au--
Iko%acj' =f 5,fn -d-
T T TI T T
I
T
T T T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
_ � � � �
■Inflow
T
-
14.12 cfs
`nfi"rA rya --3�- .0 30 C-
0 Primary
iieatk EITev_=34_1.Au--
Iko%acj' =f 5,fn -d-
T T TI T T
I
T
T T T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
T
IT
4.39 efs
iieatk EITev_=34_1.Au--
Iko%acj' =f 5,fn -d-
T T TI T T
I
T
T T T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment 1S: Existing Conditions
Runoff = 14.52 cfs @ 11.97 hrs, Volume= 0.650 af, Depth> 2.67"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 Rainfall = 5.10"
Area (sf) CN Description
127,148 79 Woods, Fair, HSG D
127,148 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.8 318 0.0330 0.91 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1E
1E
14
12
12
11
1C
w c
3 E
0
LL
No
Subcatchment 1S: Existing Conditions
Hydrograph
■Runoff
14.52 cfs
4- -+ ---� _ I Tye li 24 -hr
10-ka 4alI6iS 0"
tR><inoff Arda=1127J-48fisf
�Rul o� Volume= 0.1650�-
n pth "
low Lengt �m34
—I SabpEL-o
fi fi
4- 4 1�c =51$ rrhn
CN =179
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
i
1
I
4- -+ ---� _ I Tye li 24 -hr
10-ka 4alI6iS 0"
tR><inoff Arda=1127J-48fisf
�Rul o� Volume= 0.1650�-
n pth "
low Lengt �m34
—I SabpEL-o
fi fi
4- 4 1�c =51$ rrhn
CN =179
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 2S: Post - Development
Runoff = 21.53 cfs @ 11.95 hrs, Volume= 1.033 af, Depth> 4.02"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 Rainfall = 5.10"
Area (sf) CN Description
93,925
98 Paved parking, HSG D
40,222
80 >75% Grass cover, Good, HSG D
134,147
93 Weighted Average
40,222
29.98% Pervious Area
93,925
70.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
24
—
23-
22:
–
-
21
— — — -
20
19
:E I
18
16
15
/
w 14
13
12
/
3
O 11
LL 10
9
8
/
6
5
4
3
9
/
21.53 cfs
4- 4__ Ty e 1 i -241fi r
a!r fall�5.fn
— I — I -- Rtinoff Ar6a =1 34 j47 -{-sf
- - LRunofff V$Ilu p=- 1.103Laf
n° pt 4.�2 IV
T 5$ rain .
= _
I-
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
Bioretention Pond #3.rev 2 Type 11 24 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 15
Summary for Pond 3P: Bio Area #3
Inflow Area = 3.080 ac, 70.02% Impervious, Inflow Depth > 4.02" for 10 event
Inflow = 21.53 cfs @ 11.95 hrs, Volume= 1.033 of
Outflow = 12.52 cfs @ 12.04 hrs, Volume= 0.845 af, Atten= 42 %, Lag= 5.5 min
Primary = 12.52 cfs @ 12.04 hrs, Volume= 0.845 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 311.75' @ 12.04 hrs Surf.Area= 9,864 sf Storage= 20,680 cf
Plug -Flow detention time= 111.0 min calculated for 0.842 of (82% of inflow)
Center -of -Mass det. time= 60.1 min ( 804.0 - 744.0 )
Volume Invert Avail.Storage Storage Description
#1 309.25' 23,225 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
309.25 6,740 324.0 0 0 6,740
310.25 7,897 351.0 7,311 7,311 8,229
311.00 9,007 377.0 6,334 13,645 9,760
312.00 10,165 396.0 9,580 23,225 10,991
Device Routing Invert Outlet Devices
#1 Primary 304.62' 30.0" Round Culvert
L= 121.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 304.62'/ 304.00' S= 0.0051 T Cc= 0.900
n= 0.024, Flow Area= 4.91 sf
#2 Device 1 310.25' 24.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.50' 24.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1 311.50' 48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =12.25 cfs @ 12.04 hrs HW= 311.74' (Free Discharge)
't-1 =Culvert (Passes 12.25 cfs of 39.10 cfs potential flow)
12= Orifice /Grate (Orifice Controls 2.81 cfs @ 5.62 fps)
3= Orifice /Grate (Orifice Controls 3.32 cfs @ 4.98 fps)
4=Orifice/G rate (Weir Controls 6.12 cfs @ 1.60 fps)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 16
Pond 3P: Bio Area #3
I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Hydrograph
24
—�
—�
�:: -E I a
21.53 cfS
Inflow
O Primary
23
1
�
`rtfl�ew-
22
—
—
—
— Ar�a�.0- 0 c_
_
1
_
1 �a�k Efev�=3�1 J5�
19
_
17
tt0�ag-�=io, 'Q0--cf-
1
15 5
4
A
I 4- + 4
14
12.52 cfs
u 13
3 12
—
—
0 11
" 10
—
+
-T
�- I- -I -F -I
9
—
— —
7
T
+
6
-
5
t
t t
4
—
—
I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment 1S: Existing Conditions
Runoff = 24.38 cfs @ 11.96 hrs, Volume= 1.124 af, Depth> 4.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 Rainfall= 7.40"
Area (sf) CN Description
127,148 79 Woods, Fair, HSG D
127,148 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.8 318 0.0330 0.91 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
■Runoff
24.38 cfs
24
��e
Ii 24 -hr
22.'
'
-100 kainlfall��7.40'
20
4-Runoff Ar6a= 12-TUB sf
18'
16
!
T- -T 7
-- Runoffs VoIumg= 1.1124 of
14
3
L not Dep- tb >4.62"
.° 12
1a
�I
_ Flow L_en t�i_ =31_8'
S pe-0 33d T
8
tc7-54 n"
4
-F -1 7-
-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment 2S: Post - Development
Runoff = 32.04 cfs @ 11.95 hrs, Volume= 1.571 af, Depth> 6.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 Rainfall= 7.40"
Area (sf) CN Description
93,925
98 Paved parking, HSG D
40,222
80 >75% Grass cover, Good, HSG D
134,147
93 Weighted Average
40,222
29.98% Pervious Area
93,925
70.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
32.04 cfs
I� �
TYp� 1 i�4 r
fi
_i00 ka 4a11�=7.40"
i-Rtinoff ArOa= 1134j4TO
32
nO �pth`
�
�6 .'F39V
= min
6 -"93
/
30
28
/
26
1
24
22
/
--t 1
20
U
18
'
�
U° 16
14
/
L
12
/
10
/
6
4-/
/
32.04 cfs
I� �
TYp� 1 i�4 r
fi
_i00 ka 4a11�=7.40"
i-Rtinoff ArOa= 1134j4TO
_�R nom VQllump= 1.1571,
nO �pth`
�
�6 .'F39V
= min
6 -"93
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: Bio Area #3
Inflow Area = 3.080 ac, 70.02% Impervious, Inflow Depth > 6.12" for 100 event
Inflow = 32.04 cfs @ 11.95 hrs, Volume= 1.571 of
Outflow = 29.92 cfs @ 12.00 hrs, Volume= 1.378 af, Atten= 7 %, Lag= 2.9 min
Primary = 29.92 cfs @ 12.00 hrs, Volume= 1.378 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 312.08' @ 12.00 hrs Surf.Area= 10,165 sf Storage= 23,225 cf
Plug -Flow detention time= 91.5 min calculated for 1.378 of (88% of inflow)
Center -of -Mass det. time= 50.6 min ( 788.4 - 737.8 )
Volume Invert Avail.Storage Storage Description
#1 309.25' 23,225 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
309.25 6,740 324.0 0 0 6,740
310.25 7,897 351.0 7,311 7,311 8,229
311.00 9,007 377.0 6,334 13,645 9,760
312.00 10,165 396.0 9,580 23,225 10,991
Device Routing Invert Outlet Devices
#1 Primary 304.62' 30.0" Round Culvert
L= 121.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 304.62'/ 304.00' S= 0.0051 T Cc= 0.900
n= 0.024, Flow Area= 4.91 sf
#2 Device 1 310.25' 24.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.50' 24.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1 311.50' 48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =29.64 cfs @ 12.00 hrs HW= 312.07' (Free Discharge)
L1= Culvert (Passes 29.64 cfs of 40.33 cfs potential flow)
12= Orifice /Grate (Orifice Controls 3.14 cfs @ 6.27 fps)
3= Orifice /Grate (Orifice Controls 3.80 cfs @ 5.71 fps)
4=Orifice/G rate (Weir Controls 22.70 cfs @ 2.48 fps)

6 Davis Drive
Bioretention Pond #3.rev 2 Type 1124 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 21
Pond 3P: Bio Area #3
Hydrograph
L I J _ L L -L � J ■Inflow
T 32.04 cfs — T O Primary
— 29.92 cfs `fl�w�►r�a= �3.(80�
fi T 7 - r H I I eak Elfe =3-IT2 68'
zo
26
24
+
22
20
t
—
3 18
LL 16
14
12
10
8
I
a#oiagi =i3,2� 5-Jcf-
I t t -t -1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

1S 2S
Existing Conditions Post -Dev lopment
43P
Bio Area #3A
Subcat Reach Pon Link Routing Diagram for Bioretention Pond #3A
Prepared by McKim & Creed, Printed 12/10/2014
E Hyd,oCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 1S: Existing Conditions
Runoff = 1.32 cfs @ 12.00 hrs, Volume= 0.062 af, Depth> 1.08"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 Rainfall= 3.00"
Area (sf) CN Description
30,020 79 Woods, Fair, HSG D
30,020 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
8.4 465 0.0344 0.93 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
❑ Runoff
1.32 cfs
Type II 24 -hr
1 Rainfall= 3.00"
1 R'unb- f- 'rea:*0,020'sf
Runoff) Volume= 0.062 of
Runoff Depth >1.08"
LL Flow Length =465'
SlopeL0.0344 '/'
T6=8.4 min
I11-A I CN =79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 2S: Post - Development
Runoff = 2.95 cfs @ 11.95 hrs, Volume= 0.136 af, Depth> 2.11"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 Rainfall= 3.00"
Area (sf) CN Description
23,848
98 Paved parking, HSG D
9,689
80 >75% Grass cover, Good, HSG D
33,537
93 Weighted Average
9,689
28.89% Pervious Area
23,848
71.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
❑Runoff
2.95 cfs
3 Tybe II 24 -hr
1 Rainfall= 3.00"
Runoff Area,-733,537. sf
2 Rumoff Votum� _O.136jof
Rulnoff Delpth >2.11"
o
LL Tc =5.0 min
CN 93 _
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3A Type 1l 24 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: Bio Area #3A
Inflow Area = 0.770 ac, 71.11 % Impervious, Inflow Depth > 2.11" for 1 event
Inflow = 2.95 cfs @ 11.95 hrs, Volume= 0.136 of
Outflow = 1.10 cfs @ 12.07 hrs, Volume= 0.091 af, Atten= 63 %, Lag= 7.1 min
Primary = 1.10 cfs @ 12.07 hrs, Volume= 0.091 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.50' @ 12.07 hrs Surf.Area= 2,513 sf Storage= 3,043 cf
Plug -Flow detention time= 131.0 min calculated for 0.090 of (67% of inflow)
Center -of -Mass det. time= 63.8 min ( 820.0 - 756.3 )
Volume Invert
Avail.Storage Storage Description
#1 312.00'
5,915 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area
Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq -ft)
(feet) (cubic -feet) (cubic -feet)
(sq -ft)
312.00
1,578
191.0 0 0
1,578
313.00
2,192
213.0 1,877 1,877
2,314
314.00
2,862
233.0 2,520 4,396
3,058
314.50
3,218
242.0 1,519 5,915
3,418
Device Routing
Invert
Outlet Devices
#1 Primary
307.67'
24.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 307.67'/ 307.00' S=0.0122'/'
Cc= 0.900
n= 0.024, Flow Area= 3.14 sf
#2 Device 1
313.00'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1
313.50'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
313.75'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =1.08 cfs @ 12.07 hrs HW= 313.49' (Free Discharge)
L1= Culvert (Passes 1.08 cfs of 27.27 cfs potential flow)
12= Orifice /Grate (Orifice Controls 1.08 cfs @ 2.89 fps)
3= Orifice /Grate ( Controls 0.00 cfs)
4=Orifice/G rate ( Controls 0.00 cfs)

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 1 Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 6
N
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Pond 3P: Bio Area #3A
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
FE-1 nflow
O Primary

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 8
Summary for Subcatchment 1S: Existing Conditions
Runoff = 1.74 cfs @ 12.00 hrs, Volume= 0.082 af, Depth> 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 Rainfall= 3.50"
Area (sf) CN Description
30,020 79 Woods, Fair, HSG D
30,020 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
8.4 465 0.0344 0.93 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
❑ Runoff
1.74 cfs
Type II 24 -hr
2 Rainfall= 3.50"
R'unciff Areat30,020 sf
Runoff) Volume= 0.082 of
- Ru,noff Depth >1.43"
LL Flow Length =465'
SlopeL0.0344 '/'
T6=8.4 min
Al CN =79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 2S: Post - Development
Runoff = 3.53 cfs @ 11.95 hrs, Volume= 0.165 af, Depth> 2.57"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 Rainfall= 3.50"
Area (sf) CN Description
23,848
98 Paved parking, HSG D
9,689
80 >75% Grass cover, Good, HSG D
33,537
93 Weighted Average
9,689
28.89% Pervious Area
23,848
71.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
3.53 cfs ❑Runoff
Tye Ii 24 �hr
3 2 Rainfall 3.50"
Runoff Area7= 33,537 sf
IRumofflVolume= 0.1165 of
2 Ru-noff Qelpth>2.57"
Tc =5.0 min
CN =93
0
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #3A Type 1l 24 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 10
Summary for Pond 3P: Bio Area #3A
Inflow Area = 0.770 ac, 71.11 % Impervious, Inflow Depth > 2.57" for 2 event
Inflow = 3.53 cfs @ 11.95 hrs, Volume= 0.165 of
Outflow = 1.66 cfs @ 12.06 hrs, Volume= 0.120 af, Atten= 53 %, Lag= 6.3 min
Primary = 1.66 cfs @ 12.06 hrs, Volume= 0.120 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.67' @ 12.06 hrs Surf.Area= 2,630 sf Storage= 3,485 cf
Plug -Flow detention time= 121.3 min calculated for 0.120 of (73% of inflow)
Center -of -Mass det. time= 58.0 min ( 810.2 - 752.2 )
Volume Invert
Avail.Storage Storage Description
#1 312.00'
5,915 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area
Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq -ft)
(feet) (cubic -feet) (cubic -feet)
(sq -ft)
312.00
1,578
191.0 0 0
1,578
313.00
2,192
213.0 1,877 1,877
2,314
314.00
2,862
233.0 2,520 4,396
3,058
314.50
3,218
242.0 1,519 5,915
3,418
Device Routing
Invert
Outlet Devices
#1 Primary
307.67'
24.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 307.67'/ 307.00' S=0.0122'/'
Cc= 0.900
n= 0.024, Flow Area= 3.14 sf
#2 Device 1
313.00'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1
313.50'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
313.75'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =1.64 cfs @ 12.06 hrs HW= 313.66' (Free Discharge)
L1= Culvert (Passes 1.64 cfs of 27.80 cfs potential flow)
12= Orifice /Grate (Orifice Controls 1.32 cfs @ 3.53 fps)
3= Orifice /Grate (Orifice Controls 0.32 cfs @ 1.30 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 2 Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 11
N
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LL
Pond 3P: Bio Area #3A
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment 1S: Existing Conditions
Runoff = 3.19 cfs @ 12.00 hrs, Volume= 0.153 af, Depth> 2.67"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 Rainfall = 5.10"
Area (sf) CN Description
30,020 79 Woods, Fair, HSG D
30,020 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
8.4 465 0.0344 0.93 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
i
3.19 cfs
Type II 24 -err
3
I10 Rainfall = 5.110"
R'unciff Areat30,020 sf
Ru noff l Vol u me �.'L53 _af
2
Runoff Depth >2.67"
LL Flow Length =465'
Slop_eL0.03_44 '/'
1 T64.4 min
CN =79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
8 Runoff

6 Davis Drive
Bioretention Pond #3A Type 11 24 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 2S: Post - Development
Runoff = 5.38 cfs @ 11.95 hrs, Volume= 0.258 af, Depth> 4.02"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 Rainfall = 5.10"
Area (sf) CN Description
23,848 98 Paved parking, HSG D
9,689 80 >75% Grass cover, Good, HSG D
33,537 93 Weighted Average
9,689 28.89% Pervious Area
23,848 71.11 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
N
3
0
LL
Subcatchment 2S: Post - Development
Hydrograph
5.38 cfs
Type II 24 -hr
10 Rainfall = 5.10"
Runoff Area = 33,537 sf
Runoff Volume =0.258 of
Runoff Depth >4.02"
Tc =5.0 min
CN =93
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
Bioretention Pond #3A Type 11 24 -hr 10 Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 15
Summary for Pond 3P: Bio Area #3A
Inflow Area = 0.770 ac, 71.11 % Impervious, Inflow Depth > 4.02" for 10 event
Inflow = 5.38 cfs @ 11.95 hrs, Volume= 0.258 of
Outflow = 4.92 cfs @ 12.00 hrs, Volume= 0.213 af, Atten= 9 %, Lag= 2.8 min
Primary = 4.92 cfs @ 12.00 hrs, Volume= 0.213 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.88' @ 12.00 hrs Surf.Area= 2,777 sf Storage= 4,057 cf
Plug -Flow detention time= 99.6 min calculated for 0.212 of (82% of inflow)
Center -of -Mass det. time= 48.6 min ( 792.6 - 744.0 )
Volume Invert
Avail.Storage Storage Description
#1 312.00'
5,915 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area
Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq -ft)
(feet) (cubic -feet) (cubic -feet)
(sq -ft)
312.00
1,578
191.0 0 0
1,578
313.00
2,192
213.0 1,877 1,877
2,314
314.00
2,862
233.0 2,520 4,396
3,058
314.50
3,218
242.0 1,519 5,915
3,418
Device Routing
Invert
Outlet Devices
#1 Primary
307.67'
24.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 307.67'/ 307.00' S=0.0122'/'
Cc= 0.900
n= 0.024, Flow Area= 3.14 sf
#2 Device 1
313.00'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1
313.50'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
313.75'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =4.85 cfs @ 12.00 hrs HW= 313.88' (Free Discharge)
't-1 =Culvert (Passes 4.85 cfs of 28.43 cfs potential flow)
12= Orifice /Grate (Orifice Controls 1.56 cfs @ 4.17 fps)
3= Orifice /Grate (Orifice Controls 0.90 cfs @ 2.39 fps)
4=Orifice/G rate (Weir Controls 2.38 cfs @ 1.17 fps)

Bioretention Pond #3A
Prepared by McKim & Creed
HvdroCADO 10.00 s/n 04927 © 2011
N
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roCAD Software Solutions LLC
Pond 3P: Bio Area #3A
Hydrograph
6 Davis Drive
Type 1124 -hr 10 Rainfall = 5.10"
Printed 12/10/2014
Paae 16
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
FE-1 nflow
O Primary

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment 1S: Existing Conditions
Runoff = 5.36 cfs @ 12.00 hrs, Volume= 0.265 af, Depth> 4.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 Rainfall= 7.40"
Area (sf) CN Description
30,020 79 Woods, Fair, HSG D
30,020 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
8.4 465 0.0344 0.93 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
e
6
5.36 cfs
Type -Ii 34-hr
5 400 Rai4a11�=7.40"
R'un�ff Area #30,020 sf
4 Runoff) Volume= 0.265 of
3 3 R- ulnoff Depth�4.63
U. Flow Length =465'
2 SlopeL�0344 '/'
T6=8.4 min
1 — CN =79
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
Bioretention Pond #3A Type 1124 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment 2S: Post - Development
Runoff = 8.01 cfs @ 11.95 hrs, Volume= 0.393 af, Depth> 6.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 Rainfall= 7.40"
Area (sf) CN Description
23,848
98 Paved parking, HSG D
9,689
80 >75% Grass cover, Good, HSG D
33,537
93 Weighted Average
9,689
28.89% Pervious Area
23,848
71.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
d
8.01 cfs T —t
Tye Ii 24 =hr
t t It00 Rainfall 7.40"
� Rtm6ff -Area,= 33,1537 -sf
_Ru _noff4Vo1u mp _O.391_af
Runoff Delpth >6.12"
Tc =5.0 m i n
L -L -t &N =�3
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff
8
t
t
6
5
�° 't
[_ L
1
-
d
8.01 cfs T —t
Tye Ii 24 =hr
t t It00 Rainfall 7.40"
� Rtm6ff -Area,= 33,1537 -sf
_Ru _noff4Vo1u mp _O.391_af
Runoff Delpth >6.12"
Tc =5.0 m i n
L -L -t &N =�3
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

6 Davis Drive
Bioretention Pond #3A Type 11 24 -hr 100 Rainfall = 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: Bio Area #3A
Inflow Area = 0.770 ac, 71.11 % Impervious, Inflow Depth > 6.12" for 100 event
Inflow = 8.01 cfs @ 11.95 hrs, Volume= 0.393 of
Outflow = 7.65 cfs @ 11.97 hrs, Volume= 0.347 af, Atten= 5 %, Lag= 1.3 min
Primary = 7.65 cfs @ 11.97 hrs, Volume= 0.347 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.96' @ 11.97 hrs Surf.Area= 2,832 sf Storage= 4,278 cf
Plug -Flow detention time= 81.0 min calculated for 0.346 of (88% of inflow)
Center -of -Mass det. time= 41.3 min ( 779.1 - 737.8 )
Volume Invert
Avail.Storage Storage Description
#1 312.00'
5,915 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area
Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq -ft)
(feet) (cubic -feet) (cubic -feet)
(sq -ft)
312.00
1,578
191.0 0 0
1,578
313.00
2,192
213.0 1,877 1,877
2,314
314.00
2,862
233.0 2,520 4,396
3,058
314.50
3,218
242.0 1,519 5,915
3,418
Device Routing
Invert
Outlet Devices
#1 Primary
307.67'
24.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 307.67'/ 307.00' S=0.0122'/'
Cc= 0.900
n= 0.024, Flow Area= 3.14 sf
#2 Device 1
313.00'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1
313.50'
18.0" W x 3.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
313.75'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =7.40 cfs @ 11.97 hrs HW= 313.95' (Free Discharge)
L1= Culvert (Passes 7.40 cfs of 28.64 cfs potential flow)
12= Orifice /Grate (Orifice Controls 1.64 cfs @ 4.37 fps)
3= Orifice /Grate (Orifice Controls 1.03 cfs @ 2.73 fps)
4=Orifice/G rate (Weir Controls 4.73 cfs @ 1.47 fps)

Bioretention Pond #3A
Prepared by McKim & Creed
HvdroCADO 10.00 s/n 04927 © 2011
7
t t
w 5
3
4
u
'I
3
11
6 Davis Drive
Type 1124 -hr 100 Rainfall = 7.40"
Printed 12/10/2014
roCAD Software Solutions LLC Page 21
Pond 3P: Bio Area #3A
Hydrograph
I I FE-1 nflow
8.01 cfs � , O Primary
7.65 cfs jnfl6w Area �.7�16 C
1 0eaFk E- Fle v-L-31�3.946'
St6ra6e=-4,t78 -Cf
fi t -1
I t t �
1111
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

F
� 1
Y ,
1S 2S ;
Existing Conditions Post-De v lopment
43P
Bio Area #4
Subcat R Pon [Link Routing Diagram for Bioretention Pond #4 rev
Prepared by McKim & Creed, Printed 12/10/2014
E Hyd,
10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC

6 Davis Drive
Bioretention Pond #4 rev Type// 24 -hr 1 -Yr Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 1S: Existing Conditions
Runoff = 7.64 cfs @ 11.98 hrs, Volume= 0.337 af, Depth> 1.08"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall= 3.00"
Area (sf) CN Description
162,558 79 Woods, Fair, HSG D
162,558 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.4 413 0.0460 1.07 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
6-
5
w
0 4
LL
3
2
1-
7.64 cfs
Tye II 24 -hx _
1!Yr Rai4all= 3.00"
Runoff Arba =1162,15581 sf
Runoff Volumg4l.1337 [af -
Ruinoff Deipth�1.08"
Flow Length =413'
Slbpe =�6460 7'
-1 - T6=6�4 -m i n
DN =,79
i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #4 rev Type// 24 -hr 1 -Yr Rainfall= 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 2S: Post - Development
Runoff = 9.94 cfs @ 11.95 hrs, Volume= 0.446 af, Depth> 1.94"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall= 3.00"
Area (sf) CN Description
75,500
98 Paved parking, HSG D
45,070
80 >75% Grass cover, Good, HSG D
120,570
91 Weighted Average
45,070
37.38% Pervious Area
75,500
62.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
i
11
9.94 cfs
10 T ��e li 24�r
9 _ 11Yr kainfall�=_3.d0"
8 Runoff ArOa= 1120 57010
7-,/ LRuno ff Volump= 0.1446Lf
0 6- j1 R�u nol D jpth�1.9'4"
LL 5 Tc =5.0 min
n
4 6N =91
3/1 1-T TTT
2 /I T T T T
1 �I I I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
Bioretention Pond #4-rev Type 1124 -hr 1 -Yr Rainfall = 3.00"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCAD® 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 5
Summary for Pond 3P: Bio Area #4
Inflow Area = 2.768 ac, 62.62% Impervious, Inflow Depth > 1.94" for 1 -Yr event
Inflow = 9.94 cfs @ 11.95 hrs, Volume= 0.446 of
Outflow = 1.76 cfs @ 12.14 hrs, Volume= 0.297 af, Atten= 82 %, Lag= 11.0 min
Primary = 1.76 cfs @ 12.14 hrs, Volume= 0.297 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 308.71' @ 12.14 hrs Surf.Area= 7,083 sf Storage= 10,722 cf
Plug -Flow detention time= 144.0 min calculated for 0.296 of (66% of inflow)
Center -of -Mass det. time= 76.8 min ( 841.3 - 764.5 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 39,653 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet)
(sq -ft)
307.00 5,510 291.0 0 0
5,510
308.00 6,412 310.0 5,955 5,955
6,467
309.00 7,372 329.0 6,886 12,842
7,485
310.00 8,387 348.0 7,874 20,716
8,563
311.00 9,460 367.0 8,918 29,634
9,701
312.00 10,588 387.0 10,019 39,653
10,959
Device Routing Invert Outlet Devices
#1 Primary 302.37' 15.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke=
0.500
Inlet/ Outlet Invert= 302.37'/ 299.50' S=0.0287'/' Cc= 0.900
n= 0.024, Flow Area= 1.23 sf
#2 Device 1 308.00' 18.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.00' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =1.76 cfs @ 12.14 hrs HW= 308.71' (Free Discharge)
L1= Culvert (Passes 1.76 cfs of 9.04 cfs potential flow)
�2=0rifice/G rate (Orifice Controls 1.76 cfs @ 3.52 fps)
3= Orifice /Grate ( Controls 0.00 cfs)

Bioretention Pond #4 rev
Prepared by McKim & Creed
HvdroCADO 10.00 s/n 04927 © 2011
N
3
0
LL
11
1C
I
roCAD Software Solutions LLC
Pond 3P: Bio Area #4
Hydrograph
I
9 94 -F
cs
+ 4 -
t
6 Davis Drive
Type// 24 -hr 1 -Yr Rainfall =3.00"
Printed 12/10/2014
Pace 6
infk nrAr"=2i7�8-�c
- I?ea-k E-1evL-3b8J1'
ttoi a- ge =1 '0,722 -ACV
1.76cfs L L
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
IN Inflow
■ Primary

6 Davis Drive
Bioretention Pond #4 rev Type 11 24 -hr 2 -Yr Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 8
Summary for Subcatchment 1S: Existing Conditions
Runoff = 10.07 cfs @ 11.98 hrs, Volume= 0.446 af, Depth> 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Yr Rainfall= 3.50"
Area (sf) CN Description
162,558 79 Woods, Fair, HSG D
162,558 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.4 413 0.0460 1.07 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
11
10.07 cfs
10 1 -r Tye Ii 24 -hr
9- 2-Yr Rain' fall =3.50"
8 RUnoff Arba= 1625581 sf
7 �I Rugoffl Volume= 0.14461 of
6 Ryno7 Depth >1.43"
LL 5 ! Flow Length =413'
4 1 ,I 1 SlbpeL0.6460 T
3- —1 —tc =614 m i n
2 " =79
1-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
Bioretention Pond #4 rev Type 11 24 -hr 2 -Yr Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 2S: Post - Development
Runoff = 12.05 cfs @ 11.95 hrs, Volume= 0.549 af, Depth> 2.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Yr Rainfall= 3.50"
Area (sf) CN Description
75,500
98 Paved parking, HSG D
45,070
80 >75% Grass cover, Good, HSG D
120,570
91 Weighted Average
45,070
37.38% Pervious Area
75,500
62.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
■ Runoff
12.05 cfs
12 T — TY% 1i _24�hhr
11 L A 2�YukainfallL3.50if
10
9 +-Runoff Area = 120,570 sf
8 Runoff) Volume= 0.1549 of
� nr D p�h� ?.38,
6 C =5.0 min
5 fi rt 6N=il
1�II I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #4-rev Type 1124 -hr 2 -Yr Rainfall = 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 10
Summary for Pond 3P: Bio Area #4
Inflow Area = 2.768 ac, 62.62% Impervious, Inflow Depth > 2.38" for 2 -Yr event
Inflow = 12.05 cfs @ 11.95 hrs, Volume= 0.549 of
Outflow = 2.24 cfs @ 12.13 hrs, Volume= 0.398 af, Atten= 81 %, Lag= 10.3 min
Primary = 2.24 cfs @ 12.13 hrs, Volume= 0.398 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 309.04' @ 12.13 hrs Surf.Area= 7,407 sf Storage= 13,101 cf
Plug -Flow detention time= 136.8 min calculated for 0.397 of (72% of inflow)
Center -of -Mass det. time= 74.1 min ( 833.8 - 759.7 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 39,653 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
307.00 5,510 291.0 0 0 5,510
308.00 6,412 310.0 5,955 5,955 6,467
309.00 7,372 329.0 6,886 12,842 7,485
310.00 8,387 348.0 7,874 20,716 8,563
311.00 9,460 367.0 8,918 29,634 9,701
312.00 10,588 387.0 10,019 39,653 10,959
Device Routing Invert Outlet Devices
#1 Primary 302.37' 15.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 302.37'/ 299.50' S=0.0287'/' Cc= 0.900
n= 0.024, Flow Area= 1.23 sf
#2 Device 1 308.00' 18.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.00' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =2.24 cfs @ 12.13 hrs HW= 309.03' (Free Discharge)
L1= Culvert (Passes 2.24 cfs of 9.22 cfs potential flow)
�2=Orifice/G rate (Orifice Controls 2.24 cfs @ 4.48 fps)
3= Orifice /Grate ( Controls 0.00 cfs)

6 Davis Drive
Bioretention Pond #4_rev Type 11 24 -hr 2 -Yr Rainfall= 3.50"
Prepared by McKim & Creed Printed 12/10/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 11
Pond 3P: Bio Area #4
Hydrograph
1— - — — — I I -�— -4— Inflow
9 ns rfs O Primary
13
T
T
12
10
9
LI
-L
N
`r 7
3
6
E
I
5
4
I
2.24 cfs
`nfl�ow�Ar"=T2.A"C --
- - I ea�k Elev= 3-69.b4'-
I �to�age= 1r3,1�011111111�cf
I L L I -i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #4 rev Type 1124 -hr 10 -Yr Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment 1S: Existing Conditions
Runoff = 18.36 cfs @ 11.98 hrs, Volume= 0.831 af, Depth> 2.67"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall = 5.10"
Area (sf) CN Description
162,558 79 Woods, Fair, HSG D
162,558 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.4 413 0.0460 1.07 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
19
18
17
16
15
14
13
12
�+ 11
0 10
LL 9
0
Subcatchment 1S: Existing Conditions
Hydrograph
—F � — _ I � ■Runoff
18.36 cfs
1 —1 I Type 11 -24 -fir
fi 1�Yr-kaiffalk5A"
fi Runoff A&Oa =162�558tsf
TRuipoffj V$lump=0.1831Taf
R-9 n al D .% 19
� � oyv Lee rLgt
4- '
516pe�--0.646O -/'
_ C QI --179
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Z
1:1
1 1 1
-�
4�II
�
4
1 —1 I Type 11 -24 -fir
fi 1�Yr-kaiffalk5A"
fi Runoff A&Oa =162�558tsf
TRuipoffj V$lump=0.1831Taf
R-9 n al D .% 19
� � oyv Lee rLgt
4- '
516pe�--0.646O -/'
_ C QI --179
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #4 rev Type 1124 -hr 10 -Yr Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 2S: Post - Development
Runoff = 18.77 cfs @ 11.95 hrs, Volume= 0.883 af, Depth> 3.83"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall = 5.10"
Area (sf) CN Description
75,500
98 Paved parking, HSG D
45,070
80 >75% Grass cover, Good, HSG D
120,570
91 Weighted Average
45,070
37.38% Pervious Area
75,500
62.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
21
L
20
19
�
18
—
17
16
/
15
—+
14
/
—
12
11
0 10
.2 9
/
/
21
18.77 cfs
4- j Tyje li -24-1ir
- 1 0�Yr-ka nfal1— .10"
Runoff Area = 120,!570 -0
- -I Runoff) Vollume= 0.1883 of
F no D pffi ?Xzvv
�fc =5�0 min
�N --491
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

6 Davis Drive
Bioretention Pond #4-rev Type 1124 -hr 10 -Yr Rainfall = 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 15
Summary for Pond 3P: Bio Area #4
Inflow Area = 2.768 ac, 62.62% Impervious, Inflow Depth > 3.83" for 10 -Yr event
Inflow = 18.77 cfs @ 11.95 hrs, Volume= 0.883 of
Outflow = 3.34 cfs @ 12.13 hrs, Volume= 0.728 af, Atten= 82 %, Lag= 11.0 min
Primary = 3.34 cfs @ 12.13 hrs, Volume= 0.728 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 310.01' @ 12.13 hrs Surf.Area= 8,397 sf Storage= 20,795 cf
Plug -Flow detention time= 130.1 min calculated for 0.728 of (82% of inflow)
Center -of -Mass det. time= 79.4 min ( 829.1 - 749.7 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 39,653 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
307.00 5,510 291.0 0 0 5,510
308.00 6,412 310.0 5,955 5,955 6,467
309.00 7,372 329.0 6,886 12,842 7,485
310.00 8,387 348.0 7,874 20,716 8,563
311.00 9,460 367.0 8,918 29,634 9,701
312.00 10,588 387.0 10,019 39,653 10,959
Device Routing Invert Outlet Devices
#1 Primary 302.37' 15.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 302.37'/ 299.50' S=0.0287'/' Cc= 0.900
n= 0.024, Flow Area= 1.23 sf
#2 Device 1 308.00' 18.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.00' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =3.29 cfs @ 12.13 hrs HW= 310.01' (Free Discharge)
L1= Culvert (Passes 3.29 cfs of 9.75 cfs potential flow)
�2=Orifice/G rate (Orifice Controls 3.27 cfs @ 6.53 fps)
3= Orifice /Grate (Weir Controls 0.03 cfs @ 0.29 fps)

6 Davis Drive
Bioretention Pond #4 rev Type 1124 -hr 10 -Yr Rainfall= 5.10"
Prepared by McKim & Creed Printed 12/10/2014
HvdroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 16
21
2C
1E
1E
17
1E
1E
14
12
w 12
11
c 1C
LL
i
Pond 3P: Bio Area #4
Hydrograph
L L 1 -1 —I
18.77 cfs
`riflbwJ r6a -2.76"
ak E - ev'= 340�61'-
kk01 -Q I r7
�LV�
�- E: L I a ::1
I 1
L 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Inflow
D Primary
I
L
I
-L
::I I I
3.34 cfs
`riflbwJ r6a -2.76"
ak E - ev'= 340�61'-
kk01 -Q I r7
�LV�
�- E: L I a ::1
I 1
L 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Inflow
D Primary

6 Davis Drive
Bioretention Pond #4 rev Type 1124 -hr 100 -Yr Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1S: Existing Conditions
Runoff = 30.46 cfs @ 11.97 hrs, Volume= 1.436 af, Depth> 4.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Yr Rainfall= 7.40"
Area (sf) CN Description
162,558 79 Woods, Fair, HSG D
162,558 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.4 413 0.0460 1.07 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 1S: Existing Conditions
Hydrograph
34
32
/
30
28
26
_
24
L I
22-///
20
w
318
/
0 16
FL 14
_
4
12
/
_
10
8
�
6
30.46 cfs _
Type 1124 -hr
11 00�Yr-Rai nfaI I L7.40"
_LRUnoff Ar6a=t1-62�55&sf
TRunoff Volu -mp I.1436Taf
R not Deplh�4. 2'
— 71ow Length =4 '
-� 4 —I S1bpeL -0.6V6—/'
"=179
-I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

6 Davis Drive
Bioretention Pond #4 rev Type 1124 -hr 100 -Yr Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post - Development
Runoff = 28.31 cfs @ 11.95 hrs, Volume= 1.367 af, Depth> 5.93"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Yr Rainfall= 7.40"
Area (sf) CN Description
75,500
98 Paved parking, HSG D
45,070
80 >75% Grass cover, Good, HSG D
120,570
91 Weighted Average
45,070
37.38% Pervious Area
75,500
62.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
_ _
■Runoff
30
28
28.31 cfs
fi fi
I� �
I Ty l i 24 r
Z
-k- 4 -
-
4- _10(�Yir- kai4all�=7.40"
24
22
TRifndff Ar6a= 1120 5701 sf
20
�I
+Runoffl Vrc lump= 1.367 of -
16
' I
I -1
- I- R _tl not pth �M.
—° 14
LL/
c=5.0 min
12
T
- 6N=41
8
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

6 Davis Drive
Bioretention Pond #4-rev Type 1124 -hr 100 -Yr Rainfall= 7.40"
Prepared by McKim & Creed Printed 12/10/2014
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: Bio Area #4
Inflow Area = 2.768 ac, 62.62% Impervious, Inflow Depth > 5.93" for 100 -Yr event
Inflow = 28.31 cfs @ 11.95 hrs, Volume= 1.367 of
Outflow = 10.13 cfs @ 12.05 hrs, Volume= 1.207 af, Atten= 64 %, Lag= 5.9 min
Primary = 10.13 cfs @ 12.05 hrs, Volume= 1.207 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 310.75' @ 12.07 hrs Surf.Area= 9,191 sf Storage= 27,346 cf
Plug -Flow detention time= 106.5 min calculated for 1.202 of (88% of inflow)
Center -of -Mass det. time= 67.9 min ( 810.0 - 742.1 )
Volume Invert Avail.Storage Storage Description
#1 307.00' 39,653 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft)
307.00 5,510 291.0 0 0 5,510
308.00 6,412 310.0 5,955 5,955 6,467
309.00 7,372 329.0 6,886 12,842 7,485
310.00 8,387 348.0 7,874 20,716 8,563
311.00 9,460 367.0 8,918 29,634 9,701
312.00 10,588 387.0 10,019 39,653 10,959
Device Routing Invert Outlet Devices
#1 Primary 302.37' 15.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 302.37'/ 299.50' S=0.0287'/' Cc= 0.900
n= 0.024, Flow Area= 1.23 sf
#2 Device 1 308.00' 18.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#3 Device 1 310.00' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max =10.13 cfs @ 12.05 hrs HW= 310.74' (Free Discharge)
L1 = Culvert (Barrel Controls 10.13 cfs @ 8.25 fps)
�2=Orifice/G rate (Passes < 3.86 cfs potential flow)
3= Orifice /Grate (Passes < 24.96 cfs potential flow)

Bioretention Pond #4 rev
Prepared by McKim & Creed
HvdroCADO 10.00 s/n 04927 © 2011
30
28
26
+
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24
I
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A
22
20
T
T
w 18
—
3 16
�° 14
L
12
10
8
6
6 Davis Drive
Type 1124 -hr 100 -Yr Rainfall= 7.40"
Printed 12/10/2014
roCAD Software Solutions LLC Page 21
Pond 3P: Bio Area #4
Hydrograph
■Inflow
28.31 cfs 10 Primary
6fI",rA r"--�' .A"C-
_ I�_ea C EITev_ =3_0J_5r_
- poi age =J7,4A - 6f-
T T T 1 T T
i—
10.13 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

SEASONAL HIGH WATER TABLE
REPORT

ECS Carolinas LLP
9001 Glenwood Avenue
Raleigh, NC 27617
(919) 861 -9910 [Phone] LETTER OF TRANSMITTAL
(919) 861 -9911 [Fax]
NC Registered Engineering Firm # F -1078
October 21, 2014
O'Brien Atkins Associates
PO Box 12037
Research Triangle Park, NC 27709
ATTN: Mr. Jay W. Smith, RLA, LEED AP
We are enclosing:
X Materials Engineering Division Reports
X For your use
X As requested
ENCL:
Field Report # 2 10/20/2014
V\ CjARC
°�Q� FSS►c7 �17
SEAL
Peter J. Domenico, P.E. o���i 2U�4
Branch NFtt'r V. I N?�G ,•4
1J- I1)()0�y��e�
RE: Hamner Institute For Health Sciences -geo
ECS Job # 06:22070
Permits:
Location: 6 Davis Drive - Research Triangle Park
Durham, NC
I'
Christina N. Warr, P.E.
Project Engineer
This report (and any included attachments) shall not be reproduced, except in full, without the prior written approval of ECS.
1000.1

ECS Carolinas, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
FIELD
REPORT
(919) 861 -9910 [Phone]
444 ° (919) 861 -9911 [Fax]
Project No.
06:22070
Report No.
2
Project Hamner Institute For Health Sciences -geo
Day & Date
Monday 10/20/2014
Location Durham, NC
Weather
600/ Sunny
Client O'Brien Atkins Associates - Jay W. Smith, RLA, LEED
On -Site Time
5.75
Lab Time
0.25
Travel Time*
0.00
Total
6.00
Re Obs.Time
0.00
Remarks
Trip Charges* Tolls /Parking* Mileage*
Time of Arrival Departure
08:45A 02:30P
Chargeable Items
* Travel time and mileage will be billed in accordance with the contract
Summary of Services Performed (field test data, locations, elevations & depths are estimates) & Individuals Contacted. I
The undersigned arrived on site to conduct a Seasonal High Water Table (SHWT) Study. The
locations of the tests relative to the proposed stormwater ponds are shown on the attached
sketch.
ECS conducted an evaluation of the soils to identify the elevation of the seasonal high water
table located on the property. The investigation included drilling two borings in pond site one
and one boring in the other pond sites. The properties and characteristics of the soils retrieved
from the borings were observed and recorded in field notes. The properties include texture,
depth, the presence of restrictive horizons, depth to seasonal high water table, coarse fragments,
etc. The assessment was conducted in accordance with current soil science practices and
technology and the North Carolina Division of Water Quality Stormwater Best Management
Manual (BMP), dated July 2007.
The site was evaluated and report was prepared by Scott Sanders- N.C. Soil Science License #
1209.
Site IA Pond 1:
0 to 24 inches dark red weathered rock that crushes to silt loam.
24 to 48 inches pinkish red weathered rock that crushes to silt loam
4 to 6 feet dark red weathered rock that crushes to silt loam
Drilling stopped at 72 inches because drill could not penetrate material.
No seasonal high water table within the top 72 inches from existing grade.
Site 1 B Pond 1:
By Scott P. Sanders, — Field Technician 1700
1035555

ECS Carolinas, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
(919) 861 -9910 [Phone]
(919) 861 -9911 [Fax]
Project Hamner Institute For Health Sciences -geo
FIELD REPORT
Project No. 06:22070
Report No. 2
Day & Date Monday 10/20/2014
The surface layer to a depth of 44 inches is dark red clay and structureless. The subsurface layer
from 44 to 48 inches is dark red weathered rock that crushes to fine sandy loam. The subsurface
layer from 44 to 74 inches is dark red clay and structureless. The subsurface layer from 74 to 90
inches is dark red weathered rock that crushes to silt loam. The subsurface layer from 90 to 120
inches is dark red clay and structureless.
This site was fill material and there is no seasonal high water table within the top 120 inches
from existing grade.
Site 2 Pond 4:
The surface layer to depth of 20 inches is dark red clay and structureless. The subsurface layer
from 20 to 28 inches is brown and gray clay and structureless. The subsurface layer from 28 to
40 inches dark red clay silty clay and structureless. The subsurface layer from 40 to 48 inches is
pinkish gray weathered rock that crushes to very fine sandy loam. The subsurface layer from 48
to 72 inches pinkish brown weathered rock that crushes to fine sandy loam. The subsurface
layer from 72 to 96 inches is dark red weathered rock that crushes to fine sandy loam.
There is no seasonal high water table within the top 96 of existing grade.
Site 3 Pond 3A: The surface layer to a depth of 20 inches is orange clay. The structure is
moderate medium subangular blocky with very sticky and very plastic consistence.The
subsurface layer from 20 to 36 inches is orange clay and structureless. The subsurface layer
from 36 to 50 inches dark red clay and structureless. The subsurface layer from 50 to 60 inches
is dark red weathered rock that crushes to silt loam. The subsurface layer from 60 to 66 inches
is dark brownish red weathered rock that crushes to silt loam.
There is no seasonal high water table within the top 66 inches of existing grade. This site is
natural soil with the original surface removed.
Site 4 Pond :
The surface layer to a depth of 15 inches is brown clay and structureless. The subsurface layer
from 15 to 24 inches is dark red weathered rock that crushes to silt loam. The subsurface layer
from 24 to 45 inches is red silty clay and structureless. The subsurface layer from 45 to 48
inches is dark weathered rock that crushes to silt loam. The subsurface layer from 48 to 90
inches is dark red clay with gray mottles and structureless. The subsurface layer from 90 to 94
inches is gray and red clay and stuctureless. The gray colors are caused by a root channel. The
subsurface layer from94 to 100 inches is red silty clay and with gray mottles and structureless.
By Scott P. Sanders, — Field Technician
Page 2
1700
1035555

A� ECS Carolinas, LLP
9001 Glenwood Avenue
o Raleigh, NC 27617
" (919) 861 -9910 [Phone]
- (919)861 -9911 [Fax]
Project Hamner Institute For Health Sciences -geo
FIELD REPORT
Project No. 06:22070
Report No. 2
Day & Date Monday 10/20/2014
The subsurface layer from 100 to 110 inches is dark red weathered rock that crushes to silt
loam. The subsurface layer from 110 to 115 inches is gray weathered rock that crushes to fine
sandy loam. The subsurface layer from 115 to 120 inches is dark red weathered rock that
crushes to silt loam.
This site is fill material and no seasonal high water table is within the top 120 inches from
existing grade.
By Scott P. Sanders, — Field Technician 1700
Page 3
1035555

�eOf A i
/
L� � io /1c /i4 Cr �-2c�G
sflc C/
Wr,
s rr[

EROSION CONTROL
OUTLET PROTECTION
CALCULATIONS

DATE: 8/29/14
DESIGNED BY:
CMB
ME: Hamner Institute
7PROJECT
PROJECT NO:
CHECKED BY
CATION: Durham, NC
01517 -0236
GML
-1 A
Structure= FES -1A
Q10 /Qfull =
0.24
Size= 24
in
V /Vfull =
0.807
Q25 = 9.57
cfs
V =
10.4
fps
Qfull = 40.66
cfs
Vfull = 12.94
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAX
=
12
in
Riprap Class
=
B
Apron Thickness
=
22
in
3
Apron Length
=
12.0
ft
Length
Apron Width = 3 x Dia
=
6.0
ft
FES -1 B
Structure= FES -1B
Q10 /Qfull =
0.38
Size= 24
in
V /Vfull =
0.929
Q25 = 12.33
cfs
V =
9.6
fps
Qfull = 32.62
cfs
Vfull = 10.38
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAX
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
3
Apron Length
=
12.0
ft
Length
Apron Width = 3 x Dia
=
6.0
ft

- • •
DATE: 8/29/14
DE SIGNED BY:
7ROJECT
CMB
ME: Hamner Institute
PROJECT NO:
CHECKED BY
CATION: Durham, NC
101517-0236
GML
FES -1 C
Structure= FES -1C
Quo / Qfull =
0.57
Size= 18
in
V /Vfull =
1.024
Q25 = 16.95
cfs
V =
17.3
fps
Qfull = 29.91
cfs
Vfull = 16.93
fps
From Fig. 8.06.b.1:
Zone
=
3
From Fig. 8.06.b.2:
D50
=
10
in
DMAx
=
15
in
Riprap Class
=
1
Apron Thickness
=
24
in
3
Apron Length
=
12.0
ft
Length
Apron Width = 3 x Dia
=
5.0
ft
FES -2
Structure= FES -2
Q10 /Qfull =
0.97
Size= 24
in
V /Vfull =
1.139
Q25 = 18.37
cfs
V =
6.9
fps
Qfull = 18.93
cfs
Vfull = 6.03
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
3
Apron Length
=
12.0
ft
Length
Apron Width = 3 x Dia
=
6.0
ft

DATE: 8/29/14
DESIGN ED BY:
CMB
ME: Hamner Institute
7RO=JECT
PROJECT NO:
CHECKED BY
CATION:Durham, NC
01517 -0236
GML
FES -3A
Structure= FES -3A
Q10 /Qfull =
0.83
Size= 15
in
V /Vfull =
1.117
Q25 = 3.85
cfs
V =
4.2
fps
Qfull = 4.66
cfs
Vfull = 3.80
fps
From Fig. 8.06.b.1:
Zone
=
1
From Fig. 8.06.b.2:
D50
=
4
in
DMAX
=
6
in
Riprap Class
=
A
s
Apron Thickness
=
12
in
Apron Length
=
5.0
ft
Length
Apron Width = 3 x Dia
=
4.0
ft
FES -3B
Structure= FES -313
Q10 /Qfull =
0.40
Size= 15
in
V /Vfull =
0.944
Q25 = 2.38
cfs
V =
4.6
fps
Qfull = 5.96
cfs
Vfull = 4.86
fps
From Fig. 8.06.b.1:
Zone
=
1
From Fig. 8.06.b.2:
D50
=
4
in
DMAX
=
6
in
Riprap Class
=
A
Apron Thickness
=
12
in
3
Apron Length
=
5.0
ft
Length
Apron Width = 3 x Dia
=
4.0
ft

FLUME - 3D
Structure=
Size=
Q25 =
Qfull =
Vfull =
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
FLUME -3D
15 in
2.42 cfs
28.89 cfs
23.55 fps
Quo / Qfull = 0.08
V /Vfull = 0.588
V = 13.8 fps
Zone = 2
D5o
= 4 in
DMAx
DATE: 8/29/14
Riprap Class
DESIGNED BY:
Apron Thickness
= 22 in
Apron Length
= 7.5 ft
Apron Width = 3 x Dia
= 4.0 ft
7PPOJECT NAME: Hamner Institute
PROJECT NO:
CHECKED BY
JECT LOCATION: Durham, NC
101517-0236
GML
FLUME - 3C
Structure= FLUME -3C
Quo /Qfull =
0.08
Size= 15
in
V /Vfull =
0.588
Q25 = 2.90
cfs
V =
17.8
fps
Qfull = 37.11
cfs
Vfull = 30.24
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
Apron Thickness
=
22
in
3
Apron Length
=
7.5
ft
Length
Apron Width = 3 x Dia
=
4.0
ft
FLUME - 3D
Structure=
Size=
Q25 =
Qfull =
Vfull =
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
FLUME -3D
15 in
2.42 cfs
28.89 cfs
23.55 fps
Quo / Qfull = 0.08
V /Vfull = 0.588
V = 13.8 fps
Zone = 2
D5o
= 4 in
DMAx
= 6 in
Riprap Class
= A
Apron Thickness
= 22 in
Apron Length
= 7.5 ft
Apron Width = 3 x Dia
= 4.0 ft

- • •
DATE: 8/29/14
DE SIGNED BY:
7ROJECT
CMB
ME: Hamner Institute
PROJECT NO:
CHECKED BY
CATION: Durham, NC
101517-0236
GML
FLUME - 3E
Structure= FLUME -3E
Quo /Qfull =
0.04
Size= 15
in
V /Vfull =
0.423
Q25 = 1.06
cfs
V =
10.0
fps
Qfull = 28.89
cfs
Vfull = 23.55
fps
From Fig. 8.06.b.1:
Zone
=
1
From Fig. 8.06.b.2:
D50
=
4
in
DMAx
=
6
in
Riprap Class
=
A
Apron Thickness
=
12
in
3
Apron Length
=
5.0
ft
Length
Apron Width = 3 x Dia
=
4.0
ft
FES -4A
Structure= FES -4A
Q10 /Qfull =
0.24
Size= 18
in
V /Vfull =
0.807
Q25 = 5.65
cfs
V =
10.6
fps
Qfull = 23.11
cfs
Vfull = 13.08
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
3
Apron Length
=
9.0
ft
Length
Apron Width = 3 x Dia
=
5.0
ft

- • •
DATE: 8/29/14
DE SIGNED BY:
7ROJECT
CMB
ME: Hamner Institute
PROJECT NO:
CHECKED BY
CATION: Durham, NC
101517-0236
GML
FES -4B
Structure= FES -413
Quo /Qfull =
0.84
Size= 15
in
V /Vfull =
1.117
Q25 = 9.21
cfs
V =
10.0
fps
Qfull = 10.94
cfs
Vfull = 8.92
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
Apron Thickness
=
22
in
3
Apron Length
=
7.5
ft
Length
Apron Width = 3 x Dia
=
4.0
ft
FES -3A1
Structure= FES -3A1
Q10 /Qfull =
0.37
Size= 15
in
V /Vfull =
0.912
Q25 = 3.73
cfs
V =
7.6
fps
Qfull = 10.21
cfs
Vfull = 8.32
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
3
IM
Apron Length
=
7.5
ft
Length
Apron Width = 3 x Dia
=
4.0
ft

DATE: 8/29/14
DESIGN ED BY:
CMB
ME: Hamner Institute
7RO=JECT
PROJECT NO:
CHECKED BY
CATION:Durham, NC
01517 -0236
GML
FES -3A2
Structure= FES -3A2
Q10 /Qfull =
0.23
Size= 24
in
V /Vfull =
0.807
Q25 = 5.83
cfs
V =
6.4
fps
Qfull = 24.99
cfs
Vfull = 7.95
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAX
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
Apron Length
=
12.0
ft
Length
Apron Width = 3 x Dia
=
6.0
ft
FES -3F
Structure= FES -3F
Q10 /Qfull =
0.61
Size= 30
in
V /Vfull =
1.045
Q25 = 18.00
cfs
V =
6.2
fps
Qfull = 29.29
cfs
Vfull = 5.97
fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAX
=
12
in
Riprap Class
=
B
Apron Thickness
=
22
in
3
Apron Length
=
15.0
ft
Length
Apron Width = 3 x Dia
=
8.0
ft

PERMANENT GRASSED SWALE
CALCULATIONS

Permanent Grassed Swale GS -1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.030
ft
Channel Slope
0.02222
ft/ft
Left Side Slope
10.00
ft/ft (H:V)
Right Side Slope
10.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
2.22
ft3 /s
Results
Normal Depth
0.24
ft
Flow Area
1.05
ftz
Wetted Perimeter
6.80
ft
Hydraulic Radius
0.15
ft
Top Width
6.77
ft
Critical Depth
0.23
ft
Critical Slope
0.02473
ft/ft
Velocity
2.12
ft/s
Velocity Head
0.07
ft
Specific Energy
0.31
ft
Froude Number
0.95
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00 ft
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.24 ft
Critical Depth
0.23 ft
Channel Slope
0.02222 ft/ft
Bentley Systems, Inc. Haestad Methods Sdiiakibi ohteMaster V81 (SELECTseries 1) [08.11.01.03]
914/2014 5:30:02 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Permanent Grassed Swale GS -2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.030
ft
Channel Slope
0.02050
ft/ft
Left Side Slope
6.00
ft/ft (H:V)
Right Side Slope
10.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
0.95
ft3 /s
Results
Normal Depth
0.17
ft
Flow Area
0.56
ftz
Wetted Perimeter
4.69
ft
Hydraulic Radius
0.12
ft
Top Width
4.67
ft
Critical Depth
0.15
ft
Critical Slope
0.02737
ft/ft
Velocity
1.71
ft/s
Velocity Head
0.05
ft
Specific Energy
0.21
ft
Froude Number
0.87
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00 ft
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.17 ft
Critical Depth
0.15 ft
Channel Slope
0.02050 ft/ft
Bentley Systems, Inc. Haestad Methods Sdiiakibi ohteMaster V81 (SELECTseries 1) [08.11.01.03]
914/2014 5:31:04 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Permanent Grassed Swale GS -3
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.030
ft
Channel Slope
0.03450
ft/ft
Left Side Slope
8.00
ft/ft (H:V)
Right Side Slope
8.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
0.08
ft3 /s
Results
Normal Depth
0.04
ft
Flow Area
0.09
ftz
Wetted Perimeter
2.60
ft
Hydraulic Radius
0.03
ft
Top Width
2.59
ft
Critical Depth
0.04
ft
Critical Slope
0.04170
ft/ft
Velocity
0.94
ft/s
Velocity Head
0.01
ft
Specific Energy
0.05
ft
Froude Number
0.92
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00 ft
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.04 ft
Critical Depth
0.04 ft
Channel Slope
0.03450 ft/ft
Bentley Systems, Inc. Haestad Methods Sdiiakibi ohteMaster V81 (SELECTseries 1) [08.11.01.03]
914/2014 5:32:10 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Permanent Grassed Swale GS -4
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.030
ft
Channel Slope
0.02300
ft/ft
Left Side Slope
6.00
ft/ft (H:V)
Right Side Slope
10.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
0.96
ft3 /s
Results
Normal Depth
0.16
ft
Flow Area
0.54
ftz
Wetted Perimeter
4.62
ft
Hydraulic Radius
0.12
ft
Top Width
4.60
ft
Critical Depth
0.16
ft
Critical Slope
0.02733
ft/ft
Velocity
1.79
ft/s
Velocity Head
0.05
ft
Specific Energy
0.21
ft
Froude Number
0.92
Flow Type
Subcritical
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00 ft
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.16 ft
Critical Depth
0.16 ft
Channel Slope
0.02300 ft/ft
Bentley Systems, Inc. Haestad Methods Sdiiakibi ohteMaster V81 (SELECTseries 1) [08.11.01.03]
914/2014 5:35:30 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

HGL PROFILES
STORMWATER CONVEYANCE

a
311
311
311
311
3
31!
31!
31!
31!
3
31,
31,
31,
31,
3
31:
31;
31;
31;
3
C 31:
r 31:
31:
W 31;
3
31]
31]
31]
31]
3
31C
31C
31C
31C
3
305
305
305
305
3
30E
30E
30E
30E
Label: CI -1
Type: Catch Basin Label: CI -3
ID: 15 CI -1 to FES -4A - 10 -Year Storm Type: Catch Basin
ID: 1,7
�
I
8 hr�
1—T -
q
- -
.2
L6
.8
-
-
--
-
6
.4
2
-
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I -
1 _
if
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ID: 1
1
-
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- _
-
- -
Label j
Type: Cn C
.8
.6
L8=
.z
L3
j
--
I
g .
_
_
_., _
— —
—�
—_
I: CO -2
M
I
rt
Type:
n
onduit
.2
L2
-
—
—
.8
.6
—
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-- °
¢
--- —
— —
—
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—
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—
— —
—
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145
Station (ft)
HGL Line
EGL

316.8
316.7
316.6
316.5
316.4
316.3
316.2
316.1
316
315.9
315.8
315.7
315.6
315.5
315.4
315.3
315.2
315.1
O 315
314.9
d
�y 314.8
314.7
314.6
314.5
314.4
314.3
314.2
314.1
314
313.9
313.8
313.7
313.6
313.5
313.4
313.3
313.2
-2 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
Station (ft)
HGL Line
EGL
C
I
-2 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
Station (ft)
HGL Line
EGL

319.8
319.6
319.4
319.2
319
318.8
318.6
318.4
318,2
318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
C 315.2
++ 315
N 314.8
Ey 314.6
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
311.8
311.6
311.4
311.2
311
310.8
310.6
310.4
Label: DI -6
Type: Catch Basin
ID: 29
DI -6 to FES -3A - 10 -Year Storm
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Station (ft)
:tfall -3A
HGL Line
EG L
Label: DI -9
pe: Catch Basin
-
--
Type: Catch Baild
ID: 30
oe: Catch Basin
ID. 51
_ {
- -
-
- --
- -,
-
Label:
iype:
O -7
nd`.
._
I-LJ7
v
r
Label: CO -76
Type: Conduit
I
- ---
ji,
- -
•-- -
_ r� r
.__ n. ID h4
-
p
- - -
1 - -I
ID, ay? Ekbe9rCO
y �..Ct[rfduult
ID: 37
_
-
rn. 36 r
°
--- -
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j
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-6
_��
.. �.�..
-- - -
i
-.�
Lab l -�� - - --
TYbbl-.- t Labe
-Labs -C,0-1&
ID: 52
--
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Station (ft)
:tfall -3A
HGL Line
EG L

Label: DI -13
Type: Catch Basin
ID: 44
319.6
319.4
319.2
319
318.8
318.6
318.4
318.2
318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
C 315.2
315
.2
314.8
314.6
W 314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
311.8
311.6
311.4
311.2
311
310.8
310.6
310.4
DI -13 to FES -3A - 10 -Year Storm
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Station (ft)
FES -3A
Outfall
40
HGL Line
FGL
I
TypeI Catch
- - -•1
l
-
4
Bas rp
--
A-
- - - -t
C
-
-
--•-•-
-
-.
Tv
- --
cin
,. ..._
�TV
fil 778
--
.
L
.bet MI}f
� fRh R
ID: 43
._•_
.-Labs
T e�_8uit
yP10
1.4-
$5
�-
_
bel
L10.
Type.
�_____.!.
-
..-.._
� -f=ond i4
--
-
- - - --
7
-
IC
-YAtZe e l Cy On} l
ui t �
- ---
�`""_• -
--
-
-t
9
tabs!_
Tx D
- --
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Station (ft)
FES -3A
Outfall
40
HGL Line
FGL

315.8
315.7
315.6
315.5
315,4
315.3
315.2
315.1
315
314.9
314.8
314.7
314.6
314.5
314.4
314.3
314.2
314.1
O 314
313.9
W 313.8
313.7
313.6
313.5
313.4
313.3
313.2
313.1
313
312.9
312.8
312,7
312.6
312.5
312.4
312.3
312.2
312.1
DI -14 to DI -15 - 10 -Year Storm
Label: DI -14
Label: DI -15
Type: Catch Basin
ID: 224
Type: Catch
Basin
a
�Q
_- I.Abe) -M-7.7
Type Cd)nduit
?
I
I
_ _1
i
-•-
_ - --
! {] 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
Station (ft)
HGL Line
EGL

313.6
313.5
313.4
313.3
313.2
313.1
313
312.9
312.8
312.7
312.6
312.5
312.4
312.3
312.2
C 312.1
O
,0 312
a► 311.9
W
311.8
311.7
311.6
311.5
311.4
311.3
311.2
311.1
311
310.9
310.8
310.7
310.6
310.5
Label: DI -16
Type: Catch Basin
ID: 56
DI -16 to FES -3B - 10 -Year Storm
-1 0 t 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
Station (ft)
HGL Line
EGL
S
-1 0 t 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
Station (ft)
HGL Line
EGL

Label: CI -26
Type: Catch Basin
ID: 98
323
322.5
322
321.5
321
320.5
320
319.5
319
318.5
318
317.5
317
316.5
316
C 315.5
O
'0 315
a
41 314.5
W
314
313.5
313
312.5
312
311.5
311
310.5
310
309.5
309
308.5
308
307.5
CI -26 to HW -1B - 10 -Year Storm
w w
vu ou wu icu 14u lbu lbu tuu ttu L4u [bu Mu 3uu 3YU 340 360 380 400 420 440 460 480 500 520 540 560 580
Station (ft)
_ I
7 '
Typ Catch asin 1
1 i
i
EGL Line
Label: CI-27 T
Basra
Type Catch B
Basing
°-
— °
Ty e
1'.-
Basin
Type: o
onduit
a
r„-
—
C - 8
8 �
1 \
_
Typ ;
-- r
r�.... T
LatieE; C
-_�,�_ I
- -
.
—
T p
Label: C -
-32
-> abe' C
Cr 33--
11
Type. C d
- 1T1 S
Si3""
-- I
III- —
C
Esbef C
CO -43
ape :
.
4
L
: CO -44 .
r L
vu ou wu icu 14u lbu lbu tuu ttu L4u [bu Mu 3uu 3YU 340 360 380 400 420 440 460 480 500 520 540 560 580
Station (ft)

321.3
32 .2
321.1
321
320.9
320.8
320.7
320.6
320.5
320.4
320.3
320.2
320.1
320
319.9
319.8
319.7
319.6
319.5
319.4
319.3
319.2
C 319.1
319
318.9
W 318.8
318.7
318.6
318.5
318.4
318.3
318.2
318.1
318
317.9
317.8
317.7
317.6
317.5
317.4
317.3
317.2
317.1
317
316.9
316.8
316.7
DI -27A to CI -27 - 10 -Year Storm
Label; CI -27
Type: Catch Basin
ID* 93
-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
Station (ft)
HGL Line
E
MINIM
ME
MINIM
MINIM
OEM
MININI
I
Al
-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
Station (ft)
HGL Line
E

321.6
321.4
321.2
321
320.8
320.6
320.4
320.2
320
319.8
319.6
319.4
319.2
319
318.8
318.6
C
'a0-+ 318.4
318.2
W 318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
sin
— HGL Line
FGI_
DI -37A to CI -28
—
- 10 -Year
Storm
Label: CI
Type: Catch
ID: 100
-28
Ba
k
Label: CI -37
Tyoe: Catch Bac,ni
ID: 88
-
3
I
Typ
Catch Basin
-
ILI: 86-
1-
_.— ..._�-
I!
L- �._- _- ..��...
Label CO -35
Tyx�- rn_nrliifr
ID: 89
.
p
_
(Label: CO -36
ID: 91
f.
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
sin
— HGL Line
FGI_

321.4
321.2
321
320.8
320.6
320.4
320.2
320
319.8
319.6
319.4
319.2
319
318.8
c
+p+ 318.6
m
y 318.4
W
318.2
318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155
Station (ft)
HGL Line
EGL

318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
315
C 314.8
O
314.6
W 314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
311.8
311.6
311.4
CI -36 to CI -30 - 10 -Year Storm
Label: CI -30
Type: Catch Basin
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Station (ft)
— HGL Line
— EGL
bef: CI 35
f
LaIJ 11 C1 35
Type: Catch Basin
Tl
ID: 115
I
n - -
A.
-
f
Type: C
nduit
1 .4d -rr mil
Type: Conduit
��
ava- [I
_
-
.._
----
-
-
4
.- ...__
I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Station (ft)
— HGL Line
— EGL

317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
315
c
O 314.8
y 314.6
W
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
CI -34 to CI -35 - 10 -Year Storm
Label: CI -35
Type: Catch Basin
ID: 103
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
HGL Line
EGL
-
Catch Basin
i -4wQ2— _
--
—•
- --
_
_—
- °-L
Type
----
Label:
1):
CO-41
104-
�I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
HGL Line
EGL

317.
317.
317.
317.
31
316.
316.
316.
316.
31
315.
315.
315.
315.
31
314.
314.
314.
314.
31
313.
313.
313.
313.
31
C 312.
Q 312.
A 312.
y 312.
W 31
311.
311.
311.
311.
31'
310.
310.
310.
310.
31
309.
309.
309.
309.
30
308.
308.
308.
308.
30
307.
307.
307.
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
HGL Line
EGL
e
.
m
SWISS--
i
_
_
1r'_
ZONES.:
MINES.- _
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
HGL Line
EGL

316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
315
314.8
314.6
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
> 312.4
Ej 312.2
312
311.8
311.6
311.4
311.2
311
310.8
310.6
310.4
310.2
310
309.8
309.6
309.4
309.2
309
308.8
308.6
308.4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 41
Station (ft)
HGL Line
EGL
mom
Now=-
unman
-
i
woman
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 41
Station (ft)
HGL Line
EGL

316
315.8
315.6
315.4
315.2
315
314.8
314.6
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
^, 312.2
312
C
311.8
311.6
W 311.4
311.2
311
310.8
310.6
310.4
310.2
310
309.8
309.6
309.4
309.2
309
308.8
308.6
308.4
308.2
308
307.8
307.6
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270
Station (ft)
HGL Line
EGL

312.2
312.1
312
311.9
311.8
311.7
311.6
311.5
311.4
311.3
311.2
311.1
311
310.9
310.8
310.7
310.6
310.5
310.4
C 310.3
O 310.2
310.1
W
310
309.9
309.8
309.7
309.6
309.5
309.4
309.3
309.2
309.1
309
308.9
308.8
308.7
308.6
308.5
308.4
308.3
308.2
308.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Station (ft)
HGL Line
EGL
Label:
Type: Catch
ID:
CI -18
Basin
69
CI -18 to CI -19 - 10 -Year Storm
Label: CI -19
ID 63
3-L.
-
'
Label: CO -26 �
i
- •-- •_- - -�
6
R
II
°�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Station (ft)
HGL Line
EGL

314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
311.8
311.6
311.4
311.2
C 311
> 310.8
d
w 310.6
310.4
310.2
310
309.8
309.6
309.4
309.2
309
308.8
308.6
308.4
308.2
308
307.8
307.6
CI -21 to FS -1 - 10 -Year Storm
Label: FS -1
Type: Manhole
ID: 210
1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
Station (ft)
HGL Line
EGL
I
i
r I
_
I
-
_
I
I
—T- -
s
-
duik
-
Labe
Type: C
�i6
kch Basin
`71
- —
--
TXPe Co
-
_
—�
1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
Station (ft)
HGL Line
EGL

Label: CI -4
Type: Catch Basin
ID: 22
317.3
317.2
317.1
317
316.9
316.8
316.7
316.6
316.5
316.4
316.3
316.2
316.1
316
315.9
315.8
315.7
315.6
315.5
315.4
C 315.3
O 315.2
M 315.1
N 315
W
314.9
314.8
314.7
314.6
314.5
314.4
314.3
314.2-
314.1
314
313.9
313.8
313.7
313.6
313.5-
313.4-
313.3
313.2
313.1 -
313
CI -4 to FES -3A1 - 10 -Year Storm
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
FES -3A1
z: Outfall
D : 26
HGL Line
FGL
■
I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
FES -3A1
z: Outfall
D : 26
HGL Line
FGL

3
316
316
316
316
3:
315
315
315
315
3:
314
314
314
314
3:
313
313
313
313
3]
C 312
312
312
312
W
31
311.
311,
311,
311
31
310.
310.
310.
310.
31
309.
309.
309.
309.
3C
308.
308.
308.
308.
0 Ll 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145
Station (ft)
HGL Line
EGL

317.:
317.
317.1
317
316.5
316.E
316.7
316.E
316.5
316.4
316.3
316.2
316.1
316
315.9
315.8
315.7
315.6
315.5
315.4
315.3
0 315.2
315.1
47 315
W
314.9
314.8
314.7
314.6
314.5
314.4
314.3
314.2
314.1
314
313.9
313.8
313.7
313.6
313.5
313.4
313.3
313.2
313.1
313
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
3111
71
HGL Line
EGL
Type:
Label:
Catch
I0:
CI -4
Basin
22
CI -4
to FES -3A1
- 25 -Year Storm
F"-r--
Ty-p-. - C - age � Eas:7f
LL
-r
-Ty
1
IFE
Ccl -4
24
1.
_.- __
- .._-
_ . - _- - -_._
Tvpe: Conduit 1.
lU:
- _ -__ -- • - -- I. Label: F 5
m Type: :n
_-
_.�--
-- --f -i•°�
d
.�
��6__;__TV,�
9
_- - _- ,�..�__. -...- ,___�..__ '
-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
3111
71
HGL Line
EGL

Label: CI -4A
Type: Catch Basin
ID: 25
316.8
316.7
316.6
316.5
316.4
316.3
316.2
316.1
316
315.9
315.8
315.7
315.6
315.5
315.4
315.3
.� 315.2
315.1
O 315
314.9
w 314.8
314.7
314.6
314.5
314.4
314.3
314.2
314.1
314
313.9 -
313.8
313.7-
313.6
313.5
313.4
313.3
313.2
CI -4A to CI -5 - 25 -Year Storm
-2 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
Station (ft)
HGL Line
EGL
I
_
p
-I-
Type: Catch Basin
Label: CO -5
1 - ID: 27____ t
_
77= _.__ _s.__ _
t
-
-
-2 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
Station (ft)
HGL Line
EGL

319.8
319.6
319.4
319.2
319
318.8
318.6
318.4
318.2
318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
0 315.2
.P 315
M 314.8
y� 314.6
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
311.8
311.6
311.4
311.2
311
310.8
310.6
310.4
Label: DI.6
Type: Catch Basin
ID: 29
DI -6 to FES -3A - 25 -Year Storm
!k-
-
- -
Catch Ba
in
•
e: Catch Basin
Lt�f'ype:
Label: DI -9 -
ype: Catch Basin
I
I
- -
�
-
-
ri
�.�
I
L&btd-.- CG-7&
Type. r�nfi,ik
ID 228
Cun�4uit
I
FES 3R
Outfall
40
Type: C o
dull
-
-
�- -
Label: CI-11
ype• atch Base
tD^-
-- - -- \VE
CO-13 C� Lt�be4`
Type: ondi ,k' T.,
1U 41
ID
l�
�.
�_
e
- j
0 20 40 60 S0 100 120 140 160 180 200 220 240 260 280 300
Station (ft)
-�IEGL

313.6
313.5
313.4
313.3
313.2
313.1
313
312.9
312.8
312.7
312.6
312.5
312.4
312.3
312.2
C 312.1
O
312
311.9
W
311.8
311.7
311.6
311.5
311.4
311.3
311.2
311.1
311
310.9
310.8
310.7
310.6
310.5
Label: DI -16
Type: Catch Basin
ID: 56
DI -16 to FES -3B - 25 -Year Storm
-1 0 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Station (ft)
HGL Line
E L
1
Q
■
-1 0 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Station (ft)
HGL Line
E L

Label: DI -13
Type: Catch Basin
ID: 44
319.6
319.4
319.2
319
318.8
318.6
318.4
318.2 -
318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4 -
316.2
316
315.8 -
315.6 -
315.4
C 315.2
315
314.8
41 314.6
W 314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8 -
312.6 -
312.4
312.2
312
311.8
311.6
311.4-
311.2
311
310.8
310.6
310.4
DI -13 to FES -3A - 25 -Year Storm
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Station (ft)
Outfall
40
HGL Line
EGL
_� ... .. -
i
- -.
- --
L DI -9
_hel:
Typej Catch
fi
-
'0
Bas n 1, -
k
-
abeP..-U -
fi'
Type:
EEFT
Catch Bd
in
s
_,�
__@
�0
j
Et-p
bel:
1 -10
Labei: CI-11
TYW [Purr
- • �s,1
-TY40m Cwdijit e ...
ID: _ Ta_beL•CCO
Tv1Xe�nri��
--�..
ID:
5
�..
v
225
-
{� - poi•
Tyre
rn -74 _ - s�.
Candui
_ I
�����
-
#I --- --
13
-
- -_
--
�
I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Station (ft)
Outfall
40
HGL Line
EGL

315.8
315.7
315.6
315.5
315.4
315.3
315.2
315.1
315
314.9
314.8
314.7
314.6
314.5
314.4
314.3
314.2
314.1
O 314
313.9
w 313.8
313.7
313.6
313.5
313.4
313.3
313.2
313.1
313
312.9
312.8
312.7
312.6
312,S
312.4
312.3
312.2
312.1
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
Station (ft)
HGL Line
EGL
DI -14 to DI -15
- 25
-Year
-
CO -77
57cf it
Storm
Label:
Type: Catch
ID:
DI -15
Basin
224
Label: l:
Type:
_ _-To.
D I -14
D Basin
Sri. -
_ _
4 -
°• - - -
I
-77
Label:
TYpe:
1 ��
k
, t-7,
I
-
i
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
Station (ft)
HGL Line
EGL

323
322.5
322
321.5
321
320.5
320
319.5
319
318.5
318
317.5
317
316.5
.. 316
C 315.5
O
l7 315
�o
d 314.5
W
314
313.5
313
312.5
312
311.5
311
310.5
310
309.5
309
308.5
308
307.5
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580
Station (ft)
HGL Line
EGL

321.3
321.2
321.1
321
320.9
320.8
320.7
320.6
320.5
320.4
320.3
320.2
320.1
320
319.9
319.8
319.7
319.6
319.5
319.4
319.3
$ 319.2
C 319.1
319
318.9
w 318.8
318.7
318.6
318.5
318.4
318.3
318.2
318.1
318
317.9
317.8
317.7
317.6
317.5
317.4
317.3
317.2
317.1
317
316.9
316.8
316.7
DI -27A to CI -27 - 25 -Year Storm
Label: CI -27
Type: Catch Basin
ID: 93
-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
Station (ft)
HGL Line
EGL
Di 27A
Bash'-
! ��_....__
EL
ID: 9
�.�._ -_-.
- ---
-•°
---
- -
-
Label
Z pe: Catch
-
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 24
Station (ft)
HGL Line
EGL

321.6
321.4
321.2
321
320.8
320.6
320.4
320.2
320
319.8
319.6
319.4
319.2
319
_ 318.8
318.6
318.4
d 318.2
W 318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
DI -37A to CI -28 - 25 -Year Storm
Label: CI 28
Type: Catch Basin
ID: 100
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
HGL Line
EGL
Label: CI 3
i -- - - -�— —
Labe : CO -36 �-
`hype Condwft
—
Catch Basin
ID: 88
t—T
Type:
M: 86
.
—
9
Label: CO-35
ID: 89
_ --
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
HGL Line
EGL

321.4
321.2
321
320.8
320.6
320.4
320.2
320
319.8
319.6
319.4
319.2
319
318.8
C
r 318.6
M
y 318.4
W
318.2
318
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
DI -37B to CI -37 - 25 -Year Storm
Label: CI -37
Type: Catch Basin
ID: 88
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155
Station (ft)
HGL Line
EGL
C
111111
t
r ~I -T
_ Label
�D.
!
Laid: DI -3
I D: 22t
D: 220
-1
Tvpe:
.df3ei
Ca
Basin]
Labels
TYPp:dui[
CO -72
22
i
I�
CO -11
221
I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155
Station (ft)
HGL Line
EGL

Label: CI -30
CI -36 to CI -30 - 25 -Year Storm Type: Catch Basin
Label: CI -36 Label: CI -35 - - ID: 105
318 Yp�:_Ca�rb_iiasi� i -. _ _ -- r
ID: 1115 I },�' ET;ch 13a3Srr
317.8 • -.. - °� E - - - -- - �.° ID:
317.6 -. T.. -- . -
' � HGL Line
317.4 ' - ..,_ - �_, ,_ -..�. ....._•' -._V. . - -.. -. - - -- �.� � -.�. _.__. � � EGL
317.2 _,...._ -- .___. -_. ...- ,.�.�_.� --- • -- � � ._ .'_- ___ -,__ � --- G - -._..
317
316.6._
316.4
316.2 ......
316 - - - - _.- ._ -___- - --- --_ _ .... -° ��..- _ -- - °--• -• -' - - -- - -- -- - - -- � �-° �� -- - -
.
315.8 --- �..,.._.a.,.��- ._____. — - �._ ._._..� T�,_.....,.._.�- .��.___.,. - .... _._..__ ,- - e_ =- .- •--- •- `--�•- -�.�i. :__
315.6 I-
315.4
315 I-
C 314.8
314.6
314.4 Label: (0-47
-- - f
314.2 �. _.___ - - - ;x i 6- - f -_ - -_ � � - - .._.- .--� - -- -- -- - -• -� - � - -
313.8
313.6 --
+ Labe CO 42
313.4 T C
orrdtsst• � - R• � y^ •--
313.2 Whim, - - -_ _ �� _.. [[A106
312.8
312.6 jE -v - - - --
312.4 ---} -r - - --
312,2 d- �- • ---- -� °- ° --•- -4
312 -
0
311.8 -
311.6 --
311.4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Station (ft)

317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
* 315
C
4.2 +
314.8
10
y 314.6
W
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Station (ft)
HGL Line
EGL

�;P9T
317.8
317.6
317.4
317.2
317
316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
315
314.8
314.6
314.4
314.2
314
313.8
313,6
313.4
313.2
313
C 312.8
312.6
A 312.4
y 312.2
W 312
311.8
311.6
311.4
311.2
311
310.8
310.6
310.4
310.2
310
309.8
309.6
309.4
309.2
309
308.8
308.6
308.4
308.2
308
307.8
307.6
307.4
CI -38 to HW -lA - 25 -Year Storm
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
HGL Line
EGL
zz
• _
_
_
Label-40-39
Typi: Calkli
Basin
I
_ _
-
d
Type: onduitl i SDI
ID: 122 I 12.1
i 771-1
'Ype`�rmriu
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Station (ft)
HGL Line
EGL

316.8
316.6
316.4
316.2
316
315.8
315.6
315.4
315.2
315
314.8
314.6
314.4
314.2
314
313.8
313.6
313.4
313.2
313
c 312.8
Y 312.6
312.4
Ey 312.2
312
311.8
311.6
311.4
311.2
311
310.8
310.6
310.4
310.2
310
309.8
309.6
309.4
309.2
309
308.8
308.6
308.4
0 L 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Station (ft)
HGL Line
EGL
CI -40
to CI
-39 - 25
Label:
pe..
TyPe:
-Year Storm
"CO -49
on g duiE
Label:
Type: Catch
ID.
C:1 -j9
Basin
119
Label:
YPe el
ID
CI -40
tsia -basin
118
- --
R
0 L 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Station (ft)
HGL Line
EGL

316
315.8
315.6
315.4
315.2
315
314.8
314.6
314.4
314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
312
c
0 311.8
M 311.6
W 311.4
311.2
311
310.8
310.6
310.4
310.2
310
309.8
309.6
309.4
309.2
309
308.8
308.6
308.4
308.2
308
307.8
307.6
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270
Station (ft)
HGL Line
FGI
Label: CI -17A
Type: Catch Basin
ID: 60
Label: CI -17
Type: Catch Basin
ID: 61 CI -17A to FS -1 - 25 -Year Storm
°
I
I
be�:
g_i
FS -1
, anhole
-
° --
_ _
. {•-_-
atrel -e
-ID: 6-
- --•-
-
--- - --
-•� -�R
.____,.,
- - -rte-
.._�l_..- _._...{
V
{
i
_uP
{ �
�1
Label:
4 `type:
I---------•--I
�
I Label PI -20 E
ype:`CaI h Basrn
G
.L�beII..CF -19
Catch Basin
E �..�.r �I {- ....._._..^
Label• CO -24
ape: oriduiF .. . =66
-TY• ^� dolt
ID: 2 1_ _
- - -
`
L
ID
210
-
-
-23
n u
•�-
-
_
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270
Station (ft)
HGL Line
FGI

312.2
312.1
312
311.9
311.8
311.7
311.6
311.5
311.4
311.3
311.2
311.1
311
310.9
310.8
310.7
310.6
310.5
310.4
" 310.3
0 310.2
310.1
47 310
W
309.9
309.8
309.7
309.6
309.5
309.4
309.3
309.2
309.1
309
308.9
308.8
308.7
308.6
308.5
308.4
308.3
308.2
308.1
I Label: CI -18
Type: Catch Basin
rT_10 i-- rT_1A _
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Station (ft)
HGL Line
EGL
+V.
V�
-
�
•----
i
Label: CI -19
vpe: Catcl1 Basin
ID: 63
I
____�•
�
-
_--�_
Toe Condui t
�
.�.
. -
-
III !
II I�I
f I
..� � A..� �. _ �... _ »..� _ . � y _'a`_`- - - - �'� - � »---- �- -°-• -• � - - C - - .. � _ -�� .� --�-'" =pis +_ . - - - - - 1 i
-7777..
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Station (ft)
HGL Line
EGL

314.2
314
313.8
313.6
313.4
313.2
313
312.8
312.6
312.4
312.2
int.21—
Type: Catch
Basin
312
-71D
311.8
311.6
311.4
311.2
.2 311
310.8
LLJ 310.6
310.4
310.2
310
309.8
309.6
309.4 is
EF
309.2
- —
3091-
308.8
308.6
308.4
308.2
308
307.8
307.6
0
2 3
CI-21 to FS-1 - 25-Year Storm
4 5 6 7 8 9 10 11
Station (ft)
12 13 14 15 16 17 1s 19 20 21
�HGL Line
�:_- EGL�

GUTTER SPREAD
CALCULATIONS

6 Davis Drive - Buildings #1 and #2
Gutter Spread Calculations
8/29/2014
Intensity
Gutter n
Pavement cross slope, ST
Gutter long. slope, SL
B -B Width, ft
Curb and Gutter, in
Allowable Gutter Spread, T
Gutter Spread =
((��
Z=
Qgrate
Inlet
CI -17
CI -17A
CI -18
CI -19
CI -21
CI -28
CI -29
CI -35
CI -36
CI -37
Storm I
2 -Year 5.53
0.013
0.0208
varies
26
30
7.25
T = [Qn(Zl.b7) /0.56(S,o.5))os75
1 /ST
K* D1.67
Bypass
C
I
A
O-rf
Si.
Z
T
K
Qiniet
0.35
PASS
(in /hr)
(ac)
(cfs)
(ft /ft)
(ft)
(cfs)
CI -19
0.93
5.53
0.25
1.29
0.020
48.08
6.31
27
0.91
CI -18
0.93
5.53
0.26
1.34
0.020
48.08
6.40
27
0.94
CI -21
0.93
5.53
0.18
1.33
0.020
48.08
6.38
27
0.93
CI -21
0.93
5.53
0.17
1.25
0.020
48.08
6.23
27
0.90
0.85
5.53
0.52
2.44
0.008
48.08
9.53
20
1.35
0.87
5.53
0.04
0.19
0.012
48.08
3.43
23
0.28
CI -35
0.90
5.53
0.07
0.35
0.028
48.08
3.63
31
0.42
0.95
5.53
0.06
0.32
0.023
48.08
3.63
29
0.39
0.93
5.53
0.18
0.93
0.023
48.08
5.43
29
0.77
0.89
5.53
0.05
0.25
0.012
48.08
3.76
23
0.33
Qbyp-
Check Notes
(cfs)
0.37
PASS
0.40
PASS
0.39
PASS
0.35
PASS
FAIL Functions more as sag inlet
PASS
PASS
PASS
PASS
PASS

ANTI - FLOATATION
CALCULATIONS

• ' •
DATE: 8/29/2014
DESIGNED BY: CMB
PROJECT NAME: 6 Davis Drive
PROJECT NO:
CHECKED BY: GML
PROJECT LOCATION: RTP, NC
01517 -0236
Pond Name= BMP #1
Riser Outer Width =
4 ft
Riser Resisting Force =
8,400 lb
Riser Outer Length =
4 ft
Base Resisting Force =
3,750 lb
Riser Inner Width =
3 ft
Total Resisting Force =
12,150 lb
Riser Inner Length =
3 ft
Riser Height =
8 ft
Riser Buoyant Force =
7,987 lb
Base Buoyant Force =
1,560 lb
Concrete Base Length =
5 ft
Total Buoyant Force =
9,547 lb
Concrete Base Width =
5 ft
Concrete Base Depth =
12 in
Factor of Safety
1.27 Design Acceptable

LOCATION: RTP, NC
DATE: 8/29/2014
1517 -0236
DESIGNED BY: CMB
Pond Name=
BMP #3
Riser Outer Width =
5 ft
Riser Resisting Force =
7,905 lb
Riser Outer Length =
5 ft
Base Resisting Force =
5,400 lb
Riser Inner Width =
4 ft
Total Resisting Force =
13,305 lb
Riser Inner Length =
4 ft
Riser Height =
5.92 ft
Riser Buoyant Force =
9,235 lb
Base Buoyant Force =
2,246 lb
Concrete Base Length =
6 ft
Total Buoyant Force =
11,482 lb
Concrete Base Width =
6 ft
Concrete Base Depth =
12 in
Factor of Safety
1.16 Design Acceptable
Notch Weir #1 Height=
3 in
Notch Weir #1 Length=
24 in
Notch Weir #2 Height =
4 in
Notch Weir #2 Length =
24 in

LOCATION: RTP, NC
DATE: 8/29/2014
1517 -0236
DESIGNED BY: CMB
Pond Name=
BMP #3A
Riser Outer Width =
5 ft
Riser Resisting Force =
7,261 lb
Riser Outer Length =
5 ft
Base Resisting Force =
5,400 lb
Riser Inner Width =
4 ft
Total Resisting Force =
12,661 lb
Riser Inner Length =
4 ft
Riser Height =
5.42 ft
Riser Buoyant Force =
8,455 lb
Base Buoyant Force =
2,246 lb
Concrete Base Length =
6 ft
Total Buoyant Force =
10,702 lb
Concrete Base Width =
6 ft
Concrete Base Depth =
12 in
Factor of Safety
1.18 Design Acceptable
Notch Weir #1 Height=
3 in
Notch Weir #1 Length=
18 in
Notch Weir #2 Height =
3 in
Notch Weir #2 Length =
18 in

LOCATION: RTP, NC
DATE: 8/29/2014
1517 -0236
DESIGNED BY: CMB
Pond Name=
BMP #4
Riser Outer Width =
4 ft
Riser Resisting Force =
6,966 lb
Riser Outer Length =
4 ft
Base Resisting Force =
3,750 lb
Riser Inner Width =
3 ft
Total Resisting Force =
10,716 lb
Riser Inner Length =
3 ft
Riser Height =
6.67 ft
Riser Buoyant Force =
6,659 lb
Base Buoyant Force =
1,560 lb
Concrete Base Length =
5 ft
Total Buoyant Force =
8,219 lb
Concrete Base Width =
5 ft
Concrete Base Depth =
12 in
Factor of Safety
1.30 Design Acceptable
Notch Weir #1 Height=
4 in
Notch Weir #1 Length=
18 in
Notch Weir #2 Height =
in
Notch Weir #2 Length =
in

BMP DESIGN SUMMARY
WORKSHEETS

M• Coq DURHAM COUNTY
q ;• Engineering Departm en t
Storm water Division
��; ••..• ' ���� 120 East Parrish Street, Durham, NC 27701
CAR Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
L PROJECT INFORMATION
Project Name: Phase
PIN: Case #:
Design Contact Person: Phone #: () -
Legal Name of Owner:
Owner Contact: Phone #:
Owner Address:
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Does the proposed pond also incorporate stormwater detention? Yes No
Detention provided for: 1 -year 2 -year 10 -year other
Dam Height: (feet) Dam Classification:
Elevations
Pond bottom elevation
ft.
(1loor of the pond)
Permanent pool elevation
ft.
(invert elevation of the orifice)
Temporary pool elevation
ft.
(elevation of the structure overflow)
1 -year storm orifice /weir elevation
ft.
(invert elevation)
1 -year storm water surface elevation
ft.
2 -year storm orifice /weir elevation
ft.
(invert elevation)
2 -year storm water surface elevation
ft.
10 -year storm orifice /weir elevation
ft.
(invert elevation)
10 -year storm water surface elev.
ft.
Emergency spillway elevation
ft.
(invert of emergency spillway)
Top of embankment /dam
ft.
(elevation)
Maximum water surface elevation
ft.
(max. storm pond can safely pass)
Areas
Permanent pool area provided
Minimum required permanent pool area
Design storm surface area
Drainage area (10 -acres min)
ft2 (water surface area at orifice invert
elevation)
ft2 (calculated surface area required)
ft2 (Specify frequency event: year)
ac. (total drainage to the pond

Discharges (Specify only applicable frequency events)
At BMP
Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume
ft3 (volume of main pond and forebay)
ft3 (volume above permanent pool)
ft3 (volume above permanent pool)
W
W
ft3 ( 20% of permanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool ft.
Other Parameters
SA/DA'
Diameter of orifice
Draw -down time
(from DWQ table)
in. (must provide draw down over 2 to S day period)
hrs
' When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may be used for values
between table entries.
Riser /Principal and Emergency Spillway Information
1 -year storm orifice /weir
1 -year 2 -year 10 -year
in. length ft.
-year
Inflow
cfs cfs
cfs
cfs
Routed outflow
cfs cfs
cfs
cfs
Principal spillway
At Analysis Point(s) that BMP Contributes to
in.
Emergency spillway
width
1 -year 2 -year 10 -year
-year
Pre - development
cfs cfs
cfs
cfs
Post - development w/o detention
cfs cfs
cfs
cfs
With detention
cfs cfs
cfs
cfs
Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume
ft3 (volume of main pond and forebay)
ft3 (volume above permanent pool)
ft3 (volume above permanent pool)
W
W
ft3 ( 20% of permanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool ft.
Other Parameters
SA/DA'
Diameter of orifice
Draw -down time
(from DWQ table)
in. (must provide draw down over 2 to S day period)
hrs
' When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may be used for values
between table entries.
Riser /Principal and Emergency Spillway Information
1 -year storm orifice /weir
diameter
in. length ft.
2 -year storm orifice /weir
diameter
in. length ft.
10 -year storm orifice /weir
diameter
in. length ft.
- year storm orifice /weir
diameter
in. length ft.
Principal spillway
diameter
in.
Emergency spillway
width
ft. side slopes :1 slope %

II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
ADnlicant's initials
a. The permanent pool depth is between 3- and 6 -feet (required minimum hydraulic depth of 3-
feet).
b. The forebay volume is approximately equal to 20% of the pond volume.
c. The temporary pool controls runoff for water quality design storm.
d. The temporary pool draws down in 2- to 5 -days.
e. The drainage area to the facility is at least 10- acres.
f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
g. The pond length to width ratio is greater than or equal to 3:1.
h. The pond side slopes above the permanent pool area are no steeper than 3:1.
i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
1. A recorded drainage easement is provided for each pond including access to the nearest
right -of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
o. Anti - floatation calculations are provided for riser structure.
p. A plan view of the pond with grading shown is provided.
q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
r. Riser structure details are provided.
s. Dam designed to account for a 5.00% settlement factor.
t. Compaction specifications for the embankment are shown on the plan.
u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement
and payment of surety are required prior to Stormwater Permit issuance.

�,M•,C•p:��
DURHAM COUNTY
(Max slope of 4:1 and minimum width of 10 feet or a forebay)
Engineering Departm en t
•
••'••.
Stormwater Division
--J.•� ti���
� ;�o .,,,,,..
2 CARO�'�
120 East Parrish Street, Durham, NC 27701
(6- inches max)
Telephone [phone] FAX [phone]
Bio- Retention Area Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
L PROJECT INFORMATION
Project Name: Phase
PIN: Case #:
Design Contact Person: Phone #: () -
Legal name of Owner:
Owner Contact: Phone #:
Owner Address:
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Drainage area ac (on -site drainage to the area, 1 -acre max,)
Impervious area ac (on -site impervious area draining to facility)
Design runoff cfs
Design treatment volume W
1 Assumes 100% impervious, larger areas may be considered if maximum sheet flow velocity is not exceeded
Bioretention Design
Grass buffer strip width
ft
(Max slope of 4:1 and minimum width of 10 feet or a forebay)
Size of cell area
ft2
(Min 5% of drainage area with sand bed, 7% without bed)
Depth of ponding area
ft
(6- inches max)
Width of cell
ft
(Minimum width of 25 feW)
Length of cell
ft
(Minimum length of 2 times the width)
Inflow sheet flow velocity
ft /s
(Maximum of 1-foot/second)
Mulch layer elevation
ft
(Elevation of top of layer)
Planting soil top elevation
ft
(Elevation of top of soil)
Depth of planting soil
ft
(Minimum depth of 4-fee?)
Top of sand if applicable
ft
(Elevation of top of sand)
Bottom elevation
ft
(Elevation of bottom of cell)
Perforated pipe length
ft
(Length of perforated pipe provided under cell layers)
Space between pipe runs
ft
(Spacing between perforated pipe runs, max of 10 feet)
2 Smaller widths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case -by -case
basis.
3 Smaller depths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case -by -case basis.

Longitudinal slope
Diameter of pipe
Emergency outlet elev.
Emergency spillway
ft (I% minimum longitudinal slope)
in (Pipe diameter of perforated pipe, min of 6- inches)
Emergency Spillway Information
ft (invert of emergency overflow weir)
width ft. side slopes _1 slope_
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
a. Runoff from landscaped areas and other non - impervious areas has been directed away from
the bioretention area to the maximum extent practical.
b. Drainage area for bioretention area is less than 1 -acre.
c. Plan specifies how all slopes draining to the bioretention area will be stabilized, note that the
slopes must be stabilized before installation of the under drain system.
d. Construction sequencing shall be considered and a note added to the plan that states: "All
sediment and erosion control practices shall be in place and the slopes draining to the
bioretention area shall be stabilized before construction of the bioretention area begins."
e. No side slopes draining to bioretention area greater than 3:1, promote sheet flow through the
grass filter strip.
f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
g. A recorded drainage easement is provided for each cell including access to the nearest right -
of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
h. A plan view of the bioretention area with grading shown is provided.
i. A profile through the bioretention area and emergency spillway is provided.
j. Geotextile fabric is placed at the bottom of the excavated cell to prevent soil from getting
into the underdrain system.
k. The underdrain system is wrapped in a gravel jacket and a geotextile fabric is placed
between the bottom of the sand bed or planting soil and the top of the gravel jacket.
1. The pipe for the underdrain system shall be perforated Schedule 40 PVC.
m. The underdrain system shall connect to the outflow system at a point at least 1 foot inside
the bioretention cell wall.
n. A non - perforated piping system is connected to the underdrain piping and extends to the
surface of the planting soil for cleanouts.
o. Cleanouts are to be provided at the beginning of each pipe run and at all intersections.
p. A planting soil mixture specification and a soil characteristics table are provided. Maximum
clay content in the soil mixture is 8.00 %.
q. The hydraulic conductivity for the planting mixture is to be 1 -inch to 2- inches per hour.
r. Mulch layer specification is provided; mulch is to be a 4 -inch layer of coarse hardwood
mulch with re- application rate specified.
s. Soil with a P index of less than or equal to 25 specified on plan.
t. A bioretention area landscape plan is provided including the transport of plant material,
preparation of the planting pit, fertilization, installation of the plant material, type and number
of plantings (note that there shall be a minimum of three species of trees and three species of

shrubs selected to insure diversity, their planting locations, post - installation inspection and
maintenance guidelines.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement
and payment of surety are required prior to Stormwater Permit issuance.

�,M•,C•p:��
DURHAM COUNTY
(Max slope of 4:1 and minimum width of 10 feet or a forebay)
Engineering Departm en t
•
••'••.
Stormwater Division
--J.•� ti���
� ;�o .,,,,,..
2 CARO�'�
120 East Parrish Street, Durham, NC 27701
(6- inches max)
Telephone [phone] FAX [phone]
Bio- Retention Area Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
L PROJECT INFORMATION
Project Name: Phase
PIN: Case #:
Design Contact Person: Phone #: () -
Legal name of Owner:
Owner Contact: Phone #:
Owner Address:
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Drainage area ac (on -site drainage to the area, 1 -acre max,)
Impervious area ac (on -site impervious area draining to facility)
Design runoff cfs
Design treatment volume W
1 Assumes 100% impervious, larger areas may be considered if maximum sheet flow velocity is not exceeded
Bioretention Design
Grass buffer strip width
ft
(Max slope of 4:1 and minimum width of 10 feet or a forebay)
Size of cell area
ft2
(Min 5% of drainage area with sand bed, 7% without bed)
Depth of ponding area
ft
(6- inches max)
Width of cell
ft
(Minimum width of 25 feW)
Length of cell
ft
(Minimum length of 2 times the width)
Inflow sheet flow velocity
ft /s
(Maximum of 1-foot/second)
Mulch layer elevation
ft
(Elevation of top of layer)
Planting soil top elevation
ft
(Elevation of top of soil)
Depth of planting soil
ft
(Minimum depth of 4-fee?)
Top of sand if applicable
ft
(Elevation of top of sand)
Bottom elevation
ft
(Elevation of bottom of cell)
Perforated pipe length
ft
(Length of perforated pipe provided under cell layers)
Space between pipe runs
ft
(Spacing between perforated pipe runs, max of 10 feet)
2 Smaller widths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case -by -case
basis.
3 Smaller depths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case -by -case basis.

Longitudinal slope
Diameter of pipe
Emergency outlet elev.
Emergency spillway
ft (I% minimum longitudinal slope)
in (Pipe diameter of perforated pipe, min of 6- inches)
Emergency Spillway Information
ft (invert of emergency overflow weir)
width ft. side slopes _1 slope_
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
a. Runoff from landscaped areas and other non - impervious areas has been directed away from
the bioretention area to the maximum extent practical.
b. Drainage area for bioretention area is less than 1 -acre.
c. Plan specifies how all slopes draining to the bioretention area will be stabilized, note that the
slopes must be stabilized before installation of the under drain system.
d. Construction sequencing shall be considered and a note added to the plan that states: "All
sediment and erosion control practices shall be in place and the slopes draining to the
bioretention area shall be stabilized before construction of the bioretention area begins."
e. No side slopes draining to bioretention area greater than 3:1, promote sheet flow through the
grass filter strip.
f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
g. A recorded drainage easement is provided for each cell including access to the nearest right -
of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
h. A plan view of the bioretention area with grading shown is provided.
i. A profile through the bioretention area and emergency spillway is provided.
j. Geotextile fabric is placed at the bottom of the excavated cell to prevent soil from getting
into the underdrain system.
k. The underdrain system is wrapped in a gravel jacket and a geotextile fabric is placed
between the bottom of the sand bed or planting soil and the top of the gravel jacket.
1. The pipe for the underdrain system shall be perforated Schedule 40 PVC.
m. The underdrain system shall connect to the outflow system at a point at least 1 foot inside
the bioretention cell wall.
n. A non - perforated piping system is connected to the underdrain piping and extends to the
surface of the planting soil for cleanouts.
o. Cleanouts are to be provided at the beginning of each pipe run and at all intersections.
p. A planting soil mixture specification and a soil characteristics table are provided. Maximum
clay content in the soil mixture is 8.00 %.
q. The hydraulic conductivity for the planting mixture is to be 1 -inch to 2- inches per hour.
r. Mulch layer specification is provided; mulch is to be a 4 -inch layer of coarse hardwood
mulch with re- application rate specified.
s. Soil with a P index of less than or equal to 25 specified on plan.
t. A bioretention area landscape plan is provided including the transport of plant material,
preparation of the planting pit, fertilization, installation of the plant material, type and number
of plantings (note that there shall be a minimum of three species of trees and three species of

shrubs selected to insure diversity, their planting locations, post - installation inspection and
maintenance guidelines.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement
and payment of surety are required prior to Stormwater Permit issuance.

�,M•,C•p:��
DURHAM COUNTY
(Max slope of 4:1 and minimum width of 10 feet or a forebay)
Engineering Departm en t
•
••'••.
Stormwater Division
--J.•� ti���
� ;�o .,,,,,..
2 CARO�'�
120 East Parrish Street, Durham, NC 27701
(6- inches max)
Telephone [phone] FAX [phone]
Bio- Retention Area Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
L PROJECT INFORMATION
Project Name: Phase
PIN: Case #:
Design Contact Person: Phone #: () -
Legal name of Owner:
Owner Contact: Phone #:
Owner Address:
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Drainage area ac (on -site drainage to the area, 1 -acre max,)
Impervious area ac (on -site impervious area draining to facility)
Design runoff cfs
Design treatment volume W
1 Assumes 100% impervious, larger areas may be considered if maximum sheet flow velocity is not exceeded
Bioretention Design
Grass buffer strip width
ft
(Max slope of 4:1 and minimum width of 10 feet or a forebay)
Size of cell area
ft2
(Min 5% of drainage area with sand bed, 7% without bed)
Depth of ponding area
ft
(6- inches max)
Width of cell
ft
(Minimum width of 25 feW)
Length of cell
ft
(Minimum length of 2 times the width)
Inflow sheet flow velocity
ft /s
(Maximum of 1-foot/second)
Mulch layer elevation
ft
(Elevation of top of layer)
Planting soil top elevation
ft
(Elevation of top of soil)
Depth of planting soil
ft
(Minimum depth of 4-fee?)
Top of sand if applicable
ft
(Elevation of top of sand)
Bottom elevation
ft
(Elevation of bottom of cell)
Perforated pipe length
ft
(Length of perforated pipe provided under cell layers)
Space between pipe runs
ft
(Spacing between perforated pipe runs, max of 10 feet)
2 Smaller widths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case -by -case
basis.
3 Smaller depths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case -by -case basis.

Longitudinal slope
Diameter of pipe
Emergency outlet elev.
Emergency spillway
ft (I% minimum longitudinal slope)
in (Pipe diameter of perforated pipe, min of 6- inches)
Emergency Spillway Information
ft (invert of emergency overflow weir)
width ft. side slopes _1 slope_
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
a. Runoff from landscaped areas and other non - impervious areas has been directed away from
the bioretention area to the maximum extent practical.
b. Drainage area for bioretention area is less than 1 -acre.
c. Plan specifies how all slopes draining to the bioretention area will be stabilized, note that the
slopes must be stabilized before installation of the under drain system.
d. Construction sequencing shall be considered and a note added to the plan that states: "All
sediment and erosion control practices shall be in place and the slopes draining to the
bioretention area shall be stabilized before construction of the bioretention area begins."
e. No side slopes draining to bioretention area greater than 3:1, promote sheet flow through the
grass filter strip.
f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
g. A recorded drainage easement is provided for each cell including access to the nearest right -
of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
h. A plan view of the bioretention area with grading shown is provided.
i. A profile through the bioretention area and emergency spillway is provided.
j. Geotextile fabric is placed at the bottom of the excavated cell to prevent soil from getting
into the underdrain system.
k. The underdrain system is wrapped in a gravel jacket and a geotextile fabric is placed
between the bottom of the sand bed or planting soil and the top of the gravel jacket.
1. The pipe for the underdrain system shall be perforated Schedule 40 PVC.
m. The underdrain system shall connect to the outflow system at a point at least 1 foot inside
the bioretention cell wall.
n. A non - perforated piping system is connected to the underdrain piping and extends to the
surface of the planting soil for cleanouts.
o. Cleanouts are to be provided at the beginning of each pipe run and at all intersections.
p. A planting soil mixture specification and a soil characteristics table are provided. Maximum
clay content in the soil mixture is 8.00 %.
q. The hydraulic conductivity for the planting mixture is to be 1 -inch to 2- inches per hour.
r. Mulch layer specification is provided; mulch is to be a 4 -inch layer of coarse hardwood
mulch with re- application rate specified.
s. Soil with a P index of less than or equal to 25 specified on plan.
t. A bioretention area landscape plan is provided including the transport of plant material,
preparation of the planting pit, fertilization, installation of the plant material, type and number
of plantings (note that there shall be a minimum of three species of trees and three species of

shrubs selected to insure diversity, their planting locations, post - installation inspection and
maintenance guidelines.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement
and payment of surety are required prior to Stormwater Permit issuance.

STORM DRAINAGE
SPECIFICATIONS

6 Davis Drive, Building 1 26June2014
PERMIT SET
SECTION 334100 - STORM UTILITY DRAINAGE
PART 1 - GENERAL
1.1 SUMMARY:
A. Work under this section consists of furnishing all plant, labor, materials and equipment
for the installation of storm drain pipelines, pipe fittings, catch basins, inlets, junction
boxes, interference boxes, structures, manholes, and headwalls.
1.2 RELATED WORK IN OTHER SECTIONS:
A. Site Clearing: Section 311000
B. Soil Erosion and Sediment Control Section 312500
C. Turf and Grasses: Section 329200
1.3 QUALITY ASSURANCE:
A. Standards:
American Society for Testing and Materials
• ASTM A185 Reinforcing Steel
• ASTM A252 Encasement Pipe
• ASTM A305 Reinforcing Steel
• ASTM A444 Corrugated Steel Pipe Connecting Bands
• ASTM B308 Aluminum Alloy Standard Structural Shapes
• ASTM C33 Crushed Stone
• ASTM C55 Concrete Brick
• ASTM C76 Reinforced Concrete Pipe
• ASTM C91 Masonry Cement
• ASTM C443 Reinforced Concrete Pipe Joints
• ASTM C478 Precast Catch Basins and Manholes
• ASTM D1784 Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated
Poly(Vinyl Chloride) (CPVC) Compounds
• ASTM D2729 Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings
• ASTM D3212 Joints for Drain and Sewer Plastic Pipes Using Flexible
Elastomeric Seals
• ASTM D3350 Polyethylene Plastic Pipe and Fittings Materials
• ASTM F405 Subsurface Drain Lines
American Association of State Highway Transportation Officials
• AASHTO M36 Corrugated Steel Pipe
• AASHTO M170 -81 -1 Reinforced Concrete Pipe
• AASHTO M196 Corrugated Aluminum Pipe
STORM UTILITY DRAINAGE 334100-1

6 Davis Drive, Building 1 26June2014
PERMIT SET
AASHTO M219 Aluminum Alloy Structural Plate Pipe, Pipe Arches, and Arches
AASHTO M274 -791 Corrugated Steel Pipe
AASHTO T180 Compaction of Backfill
Federal Specifications
Federal Specifications SS -S -00210 - Sealing Compound for Pipe Joints
Federal Specifications WW -P -00402 - Corrugated Aluminum Pipe
B. All defective work or material shall be repaired and/or replaced by the Contractor at no
cost to the Owner. Areas in which testing indicates compaction below the specified
density shall be reworked, or removed and replaced by the Contractor, at no expense to
the Owner, until specified compaction is obtained.
C. Siltation, sedimentation, and erosion shall be kept to a minimum at all times during
construction. Sedimentation and erosion control methods shall be employed by the
Contractor during construction in order to comply with the requirements of the N.C.
Sedimentation Pollution Control Act of 1973, and to Durham County requirements.
1.4 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Shop Drawings:
I. Manholes: Include plans, elevations, sections, details, frames, and covers.
2. Catch basins and stormwater inlets. Include plans, elevations, sections, details,
frames, covers, and grates.
3. Storm pipe and pipe joint material. Include plans, sections and details.
4. Duckbill check valve
C. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other piping
in same trench and clearances from storm drainage system piping. Indicate interface and
spatial relationship between manholes, piping, and proximate structures.
D. Field quality - control reports.
E. Contech Engineered Solutions, or authorized supplier, to submit shop drawings for
StormFilter stormwater treatment system with underground detention pipe, fittings,
vault, filters cartridges and accessory equipment. Drawings shall include principal
dimensions, filter placement, location of piping and unit foundation.
F. Contech Engineered Solutions, or authorized supplier, shall submit an Operation and
Maintenance Manual.
PART 2 - PRODUCTS
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2.1 REINFORCED CONCRETE PIPE:
A. Reinforced concrete pipe used for the storm drainage system shall conform to AASHTO
Specification M- 170 -81 -1 and ASTM C76 (latest edition). Pipe shall have circular
reinforcement. Joints shall be tongue and groove with preformed plastic gasket sealant or
bell and spigot with rubber O -ring in accordance with ASTM C -443. Joint lengths shall
be 4', 8', or 12' as desired by the Contractor, except minimum 8' joint lengths shall be
employed for pipe segments within street limits. For "closures" and segment length
adjustments, 4' joint lengths may be used within street limits. When a strength class is
not specified, indicated in the Bid, or shown on the Plans, Class III, Wall B pipe shall be
used.
B. Reinforced concrete pipe fittings shall be fabricated from 8' joint straight pipe sections.
For bends and tees both longitudinal and circumferential reinforcing steel shall be welded
from section to section and additional steel added in order to provide for continuous,
suitable reinforcement. Grout employed in fitting fabrication shall be high strength with
properties compatible with the concrete of the pipe segment. The load carrying capacity
of fittings shall be equal to that for straight pipe joints.
C. Joint material for concrete pipe shall be the preformed plastic, rope type as manufactured
by Ram -Nek, or equal, and which meets or exceeds all requirements of Federal
Specification SS -S -00210 "Sealing Compound, Preformed Plastic for Pipe Joints, Type I,
Rope Form."
2.2 POLYVINYL CHLORIDE (PVC) STORM SEWER PIPE (6" THROUGH 15 "):
A. Material Standard: ASTM D1784, Cell Classification 12454 -B or 12454 -C.
B. Pipe and Fitting Standard: ASTM D3034.
C. Minimum Wall Thickness: SDR 35.
D. Maximum Pipe Section Length: 12' - 6 ".
E. Joints
1. Type: Bell and spigot with rubber gaskets.
2. Joint Standard: ASTM D3212.
3. Gasket Standard: ASTM F477.
2.3 POLYVINYL CHLORIDE (PVC) PERFORATED DRAIN PIPE:
A. Material Standard: ASTM D1784, Cell Classification 12454 -B.
B. Pipe and Fitting Standard: ASTM D2729
C. Joints
1. Type: Bell and spigot with rubber gaskets.
2. Joint Standard: ASTM D3212.
3. Gasket Standard: ASTM F477.
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2.4 REINFORCED POLYETHYLENE PIPE:
A. DuroMaxx is a reinforced polyethylene pipe with a smooth waterway wall and exterior
profile that is reinforced with high strength galvanized steel ribs. The continuous
reinforcing ribs are completely encased within the polyethylene profile. DuroMaxx is
manufactured using a helical winding process that results in a continuously fusion welded
lap seam. The pipe profile is manufactured using a high quality stress -rated thermoplastic
meeting the requirements of ASTM F2562 "Standard Specification for Steel Reinforced
Thermoplastic Ribbed Pipe and Fittings for Non - Pressure Drainage and Sewerage" or
AASHTO Designation MP -20, Bridge Construction Section 26 & Design Section 12. For
the purpose of hydraulic design, the recommended Manning's "n" value shall be 0.012 for
pipe diameters included within this specification.
B. Virgin high density polyethylene stress -rated resins are used to manufacture DuroMaxx
pipe and complimentary fabricated fittings. Resins shall conform to the minimum
requirements of cell classification 345464C as defined and described in the latest version
of ASTM D3350 "Standard Specification for Polyethylene Plastics Pipe and Fittings
Materials ".
C. Pipe lengths shall be joined on site using welded couplers especially designed for
DuroMaxx pipe that meet the following specification:
Welded Coupler (WC) Joints (36" — 120 ") shall utilize plain ended DuroMaxx
pipe welded together with a polyethylene coupler by way of electrofusion
welding or extrusion welding technology. The welded connections provide a
true, infield watertight system. The field installed welded coupler joints shall
remain watertight and can achieve zero leakage rates on appropriate applications.
The welded coupler joints have been laboratory tested to 30 psi in accordance
with ASTM D3212.
D. All fabricated fittings and couplings supplied by the manufacturer shall be constructed to
ensure no loss of structural integrity or joint tightness at welded seams and joints. Only
those fittings supplied by or recommended by the manufacturer shall be used.
2.5 CASTINGS AND STEPS:
A. Castings and steps shall be provided for each catch basin, junction box and manhole.
Frames, covers, grates, and steps shall be of cast iron of superior quality, tough and even
texture, and of not less than 40% pig. They shall be clear of blow holes, and holes,
cracks, or other defects, properly finished and bituminous coated while hot. Catch basins
and manhole covers, frames, grates, and steps shall conform to the details for each type
on the plans, or to similar plans differing in detail but of equally good design, provided
such castings are approved by the Engineer prior to use. Covers and frames shall be
machined to provide plane, smooth surfaces for uniform seating and interchangeability of
covers. Rings and covers that provide imperfect seating will be rejected.
2.6 MASONRY CEMENT:
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PERMIT SET
A. Masonry cement shall be of best grade, conforming to ASTM Specification C91, Type II,
of a brand approved by the Engineer. It shall be newly manufactured, well housed and
kept dry and protected at all times.
2.7 CONCRETE:
A. General: Cast -in -place concrete according to ACI318, ACI350 /350R, and the
following:
1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.
B. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum
water /cementitious materials ratio.
1. Reinforcing Fabric: ASTM A 185/A 185M, steel, welded wire fabric, plain.
2. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (420 MPa) deformed steel.
C. Manhole Channels and Benches: Factory or field formed from concrete. Portland
cement design mix, 4000 psi minimum, with 0.45 maximum water /cementitious materials
ratio. Include channels and benches in manholes.
1. Channels: Concrete invert, formed to same width as connected piping, with
height of vertical sides to three- fourths of pipe diameter. Form curved channels
with smooth, uniform radius and slope.
2. Benches: Concrete, sloped to drain into channel.
D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58
maximum water / cementitious materials ratio.
2.8 CRUSHED STONE:
A. Crushed stone for pipe and drainage structure foundation shall be washed stone graded
11 /z" to 1" and down with a minimum of fine material, conforming to ASTM C33, Size
No. 67, or Size No. 57, as directed by the Engineer.
2.9 RIP -RAP:
A. Rip Rap shall be as shown on plans and as defined by the N.C. Department of
Transportation.
2.10 STORM FILTER INTERNAL COMPONENTS:
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PERMIT SET
All internal components including ABS and PVC manifold piping, filter cartridge(s), filter
media (as specified on the plans in the StormFilter data block or by the Engineer), sump
covers, flow spreaders, and energy dissipaters shall be provided by Contech Engineered
Solutions LLC.
Filter media shall be provided by CONTECH Construction Products Inc. or approved
alternate source. Filter media shall consist of one or more of the following, as
specified in the StormFilter data block, or by the Engineer:
Perlite Media: Perlite media shall be made of natural siliceous volcanic rock free
of any debris or foreign matter. The perlite media shall have a bulkdensity
ranging from 6.5 to 8.5 lb /ft3 and particle sizes ranging from that passing
through a 0.50 inch screen and retained on a U.S. Standard #8 sieve.
2.11 PRECAST CONCRETE VAULT COMPONENTS:
1. Precast concrete vault shall be provided according to ASTM C857 and C858.
2. Vault joint sealant shall be Conseal CS -101 or approved equal.
If interior concrete baffle walls are provided, baffle walls shall be sealed to the
interior vault walls and floor with a polyurethane construction sealant rated for
use below the waterline, SikaFlex la or equal. Contractor to provide sealant
material and installation unless completed prior to shipment.
4. Frames and covers shall be gray cast iron and shall meet AASHTO H -20 loading
requirements, and shall be provided according to ASTM A48.
Doors shall have hot - dipped galvanized frame and covers. Covers shall have
diamond plate finish. Each door to be equipped with a recessed lift handle. Doors
shall meet H -20 loading requirements for incidental traffic, at a minimum.
6. Steps shall be constructed of copolymer polypropylene conforming to ASTM D-
4101. Steps shall be driven into preformed or drilled holes once concrete is
cured. Steps shall meet the requirements of ASTM C -478 and AASHTO M -199.
The '/2" Grade 60 deformed reinforcing bar shall meet ASTM A -615.
7. Ladders shall be constructed of aluminum and steel reinforced copolymer
polypropylene conforming to ASTM D -4101. Ladder shall bolt in place. Ladder
shall meet all ASTM C -497 load requirements. Ladders provided upon request or
where required.
8. Duckbill check valves shall be Series 35 -1 as manufactured by Tideflex or
approved equal.
2.12 STORM FILTER CONTRACTOR PROVIDED COMPONENTS:
A. All contractor - provided components shall meet the requirements of this section, the plans
specifications and contract documents. In the case of conflict, the more stringent
specification shall apply.
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PERMIT SET
B. Crushed rock base material shall be six -inch minimum layer of 3/4 -inch minus rock.
Compact undisturbed sub -grade materials to 95% of maximum density at +/ -2% of
optimum moisture content. Unsuitable material below sub -grade shall be replaced to
engineer's approval.
C. Backfill material shall be 3/4 -inch minus crushed rock, or approved equal.
2.13 FILTER CARTRIDGES:
A. Filter cartridges shall be delivered with the vault. Contractor shall take appropriate action
to protect the cartridges from sediment and other debris during construction. Methods for
protecting the cartridges include but are not limited to:
Leave cartridges in the vault and plug inlet and outlet pipe to prevent
stormwater from entering the vault.
The method ultimately selected shall be at Contractor's discretion and
Contractor's risk.
B. Filter cartridges shall not be placed in operation until the vault is clean and the project
site is clean and stabilized (construction erosion control measures no longer required).
The project site includes any surface that contributes storm drainage to the StormFilter.
All impermeable surfaces shall be clean and free of dirt and debris. All catch basins,
manholes and pipes shall be free of dirt and sediments. Contact Contech Engineered
Solutions to assist with system activation and/or inspect the system for proper installation
once site is clean and stabilized.
PART 3 - EXECUTION
3.1 LOCATIONS:
A. Pipework shall be installed at the locations shown on the plans and to the position,
alignment and grade shown thereon. Prior to beginning work at any location, the
Contractor shall consult with the Engineer and Owner to determine that all rights -of -way,
permits, or other legalities are in order. He shall familiarize himself with all conditions
and/or limitations of such rights -of -way or permits and shall fully comply with all such
requirements. All work shall be confined to rights -of -way or permit limits and any
encroachment beyond such limits shall be the Contractor's liability.
3.2 CLEARING AND GRUBBING:
A. Clearing and grubbing, where required, shall be done prior to beginning pipe installation.
B. The Contractor shall consult with the Owner and Engineer prior to starting clearing and a
full understanding is to be reached as to procedure. The Contractor shall then conduct
clearing and grubbing operations in strict accordance with these agreements.
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PERMIT SET
C. Clearing of trees and brush along the pipeline shall be carefully done so that no damage
will occur outside of the limits of the rights -of -way. Trees and brush must be cut by hand
and trees felled within the rights -of -way limits. Only trees that would seriously interfere
with the construction shall be cut down and all others shall be saved and protected. Trees
6" or more in diameter shall be trimmed, cut into usable lengths of 3' or as directed by the
Owner, and the logs neatly stacked on the edge of the right -of -way or disposed in a
manner approved by the Engineer. Brush, laps, roots, etc., shall be disposed off site in a
manner approved by the Engineer.
D. Grubbing of stumps that are in the way of construction shall be done in any convenient
manner which will not cause damage to remaining trees or adjacent property. Stumps
shall be disposed as for brush and laps above.
3.3 TRENCH EXCAVATION:
A. Trenches for pipe shall be excavated true to line and grade. Where paving is to be cut, it
shall be cut in advance of trenching P wider than the specified width of the trench.
Pavement shall be carefully cut by approved means ahead of removal. Where soil
conditions prevent ditch excavation without excessive widths, or where directed by the
Engineer, wood or steel sheeting, as hereinafter specified, shall be driven to support the
trench walls, or a suitably reinforced steel trench box shall be employed.
B. Trench bottoms shall be hand graded to provide uniform and continuous bearing for the
pipe along its entire length, with bell holes being dug for pipe bells, where applicable.
No ridges, sags or undercutting will be allowed.
C. If approved by the Engineer and subject to suitable soil conditions, the trench may be
excavated a few inches below the established subgrade and backfilled with selected
material (from the excavation, if available) well compacted and so shaped as to give the
pipes uniform bearing throughout their lengths at the established grade. Bell holes shall
be dug to relieve the bells of load and to provide for completing the joints.
D. Where the material at grade is unstable, soft, and incapable of supporting the pipe, the
trench shall be excavated below grade, as directed by the Engineer, and refilled to grade
with stone or gravel so as to form a firm foundation for the pipe. Stone shall be
compacted and graded so as to provide stable foundation and uniform bearing for the
pipe. Bell holes shall be provided as in other types of foundations. A minimum stone
depth of 4" is required.
E. Where the material excavated from the trench is unsuitable for backfill material, it shall
be hauled off and disposed of and selected material hauled in for backfilling the trench.
F. Should ground water be encountered in the bottom of the trench, causing the trench
bottom to be unstable, the material, as directed by the Engineer, shall be excavated below
grade sufficiently to allow a bed of crushed rock or gravel to be placed in which to bed
the pipe. The work shall be done as for unstable foundations. The depth of cut below
grade shall be only the minimum amount to accomplish the purpose, and shall be as
directed by the Engineer.
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PERMIT SET
G. The Contractor shall furnish all machinery for pumping, bailing, and /or well pointing and
shall pump, bail, or otherwise remove any water which may be found or shall accumulate
in the trenches, and shall perform all work necessary to keep them clear of water while
the pipe is being laid. The disposal of water after removal shall be satisfactory to the
Engineer.
H. Whenever necessary, the side of the trench shall be braced and rendered secure and either
open or closed sheeting used to the satisfaction of the Engineer; such sheeting and
bracing to be left in place until the trench is refilled to a safe limit, not less than 2' above
the top of the pipe. The top portion may then be cut off, but the lower portion shall
remain undisturbed. In lieu of sheeting, suitable trench boxes may be employed. All
sheeting, bracing, trench boxes, and trench construction methods shall conform to the
latest Department of Labor Safety and Health Regulations for construction promulgated
under the Occupational Safety and Health Act of 1970. No extra payment will be made
for sheeting and bracing. Such cost shall be included in the cost of installing the pipe.
I. In rock or other unyielding material, the excavation shall be made at least 6" below
subgrade elevation. The trench shall be refilled with select material compacted in place
as specified for ordinary excavation. Suitable material from excavation may be used, if
available. If not, it shall be hauled in.
Trench Rock (Disposal Off -Site)
This item includes all costs associated with excavating and disposal off -site of
Trench Rock as further defined below. The Contractor shall include in the unit
price all costs associated with providing the equipment listed below whenever he
encounters any subsurface material for which he intends to claim as trench rock.
If said equipment can successfully remove the material in question, material shall
not be classified as Trench Rock.
2. Rock excavation for trenches and pits includes removal and disposal of materials
and obstructions encountered that cannot be excavated with a track - mounted
power excavator, equivalent to Caterpillar Model 235D or equivalent, with a
break out force of at least 44,000 pounds. Rock shall have an original volume of
at least 2 cubic yards. Trenches in excess of ten (10) feet in width and pits in
excess of thirty (30) feet in either length or width are classified as general rock
excavation.
Rock payment lines are limited to the following:
A. Two (2) feet outside of concrete work for which forms are required,
except foundations.
B. One (1) foot outside perimeter of foundations.
C. In pipe trenches, six (6) inches below invert elevation of pipe and two (2)
feet wider than inside diameter of pipe, but not less than three (3) feet
minimum trench width.
D. Outside dimensions of concrete work where no forms are required.
E. Under slabs on grade, six (6) inches below bottom of concrete slab.
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F. Do not perform rock excavation work until material to be excavated has
been cross - sectioned and classified by the Contractor, and such
information provided to the Engineer for approval. Such excavation will
be paid on basis of Contract Conditions relative to changes in work.
4. The payment for this classification shall be on a cubic yard basis determined
from in- place, surveyed measurements of the associated undercut area conducted
by the Contractor and verified by the ITL.
No costs associated with backfilling the excavation shall be included in this unit
price item. Backfilling of the excavation will be paid in accordance with the unit
price items "ON -SITE BORROW (Associated With Undercutting and Rock
Excavation Only)" or "OFF -SITE BORROW (Associated With Undercutting and
Rock Excavation Only) ".
6. Unauthorized excavation consists of removal of materials beyond indicated
subgrade elevations or dimensions without specific direction by the Designer.
Unauthorized excavation, as well as remedial work directed by Designer, shall be
a Contractor's expense. Providing additional backfill and compacting
unauthorized excavations and no additional cost to the Owner.
K. All existing water and sewer lines, buried electrical and telephone cable, and other known
utilities intersecting the lines of construction, if requested by the Engineer, shall be
uncovered by the Contractor at his expense and exposed to the Engineer at least 200'
ahead of pipe laying operations to insure the correctness of grades. Existing utilities
shown on the plans are as accurately located as existing records and field surveys allow;
however, the Contractor shall verify with the various utility companies before excavating
and shall save harmless the Owner from any claims for damages as a result of his work.
L. The Contractor shall at all times take necessary precautions in preventing gutters, catch
basins, ditches and other drainage facilities from being clogged that might cause flooding
conditions and damage to public or private properties.
M. During the course of pipeline construction, benching, early seeding of grass cover, and
whatever means necessary shall be carried out to prevent siltation and bank erosion.
3.4 PIPE INSTALLATION:
A. Pipe shall be protected during handling against impact shocks and free fall. On the
subgrade prepared as above described, the pipe shall be laid so as to produce a straight
line of pipe on a uniform grade, each pipe laid to form a close joint with the preceding
pipe and so as to form a smooth inside flow line. Pipe jointing shall be in strict
accordance with the manufacturer's written recommendations.
B. Concrete pipe shall be laid with preformed plastic gasket joints, or gaskets, as specified in
paragraph B.I.C.
C. Installation DuroMaxx Pipe shall be in accordance with ASTM D2321 "Practice for
Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow
Applications" along with product- specific recommendations contained in Contech
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6 Davis Drive, Building 1 26June2014
PERMIT SET
Installation Guidelines for DuroMaxx pipe, available from local Contech representatives
or from www.conteches.com.
3.1 CATCH BASIN AND MANHOLE INSTALLATION:
A. Brick catch basins, junction boxes, and manholes shall be constructed by experienced
manhole masons. Brick shall be laid in level courses in mortar, as specified below, with
mortar joints approximately '/2" thick. The joints shall be completely filled with mortar
and inside joints struck flush. Cast iron steps shall be placed in each catch basin or
manhole at 12" intervals. They shall be properly aligned and set level.
B. Precast catch basins, junction boxes, and manholes shall be installed as follows: Precast
base sections shall be installed on a firm stabilized foundation so prepared to prevent
settlement and misalignment. Pipe openings shall be exactly aligned to that of the pipe
entering and leaving the manhole. Cement mortar joints shall be carefully made to the
manufacturer's requirements. Grout shall be as stiff as possible to be consistent with
good practice and all joints shall be well filled. Pipes shall be placed in the openings
provided in the base section and properly aligned and set to grade. They shall be firmly
held in place and the opening around the exterior diameter of the pipe and the base
opening shall be filled with an expanding -type grout, well rammed into place.
C. Pipe connections shall be cut off flush with the inside wall of the drainage structure and
grouted as necessary to make smooth and uniform surfaces on the inside of the structure.
D. Cast iron frames, grates, and covers shall be properly set in a bed of mortar and aligned to
fit the top section of the manhole. Brick set in mortar shall be used to adjust the top of
finished grade. No more than four courses of brick will be used for adjustments on
precast units. Steps shall be properly placed at 12" intervals.
3.2 BACKFILLING OF TRENCHES:
A. Backfilling of trenches shall be completed after the installation of each section of pipe
laying to the satisfaction of the Engineer.
B. Backfilling around the pipe and to a depth of at least 1' above the top of pipe shall be
placed by hand in layers of not over 6 ". Only select material containing no rock or other
objectionable material shall be used for this portion of the backfill. As fast as the
material is place, it shall be cut under the haunches of the pipe with a shovel and
thoroughly compacted with mechanical tamps for the full width of the trench to provide
support for the bottom and sides of the pipe. Filling shall be carried up evenly on both
sides. Compaction of backfill to a depth of at least F above the top of pipe for all pipe
within street limits shall be 95% of maximum as established by AASHTO Specification
T99, Method A. For reinforced concrete pipe outside street limits compaction shall be at
least 90% of maximum. For some pipe segments, backfilling up to the "spring line" of
the pipe shall be with crushed rock or gravel, as indicated on the Plans.
C. For the remainder of the backfill, no frozen earth, debris, or rocks measuring more than
6" in size shall be used. In streets, roads, and shoulders, the backfill shall be placed in
layers of not over 8" and thoroughly compacted with mechanical tampers, so as to avoid
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PERMIT SET
future settlement. In paved highways and streets, the compaction shall be acceptable to
the Department of Transportation or Owner whichever has jurisdiction. Excess material
shall be promptly removed from the site and the pavement or road surface cleaned of
objectionable material. The Contractor shall correct any future settlement within the
guarantee period.
D. In shoulder of roads, the top 6" of trench shall be filled with well compacted topsoil. In
unpaved streets, the top 6" of trench shall be filled with crushed aggregate base course,
well compacted. The paved areas, the top of the trench shall be filled with the specified
base for pavement, well mixed and compacted. Any settlement of backfill below finish
grade shall be promptly corrected.
E. On outfall lines and at other points where damage to the system or property will not
occur, the backfill material more than F above the top of the pipe may be placed in 12" to
18" layers. The upper portion of the backfill, more than 5' above the pipe may be
compacted by rolling with wheeled equipment. The Contractor will be responsible for all
final subsidence of all trenches and shall have the same flush with the original ground
after all settlement has taken place. Trenches must be protected against scour and erosion
due to surface drainage.
3.3 FIELD HYDROSTATIC TESTING:
A. As determined appropriate by the civil engineer of record, field hydrostatic pressure
testing of the Duromaxx piping shall be conducted in accordance with ATSM F2487 -06
Infiltration and Exfiltration Acceptance Testing of Installed High Density Polyethylene
Pipelines to verify water- tightness of the system. The following adjustments to ASTM
F2487 -06 will be considered as part of the testing process:
• A minimum conditioning period of 12 hours will be observed to enable
stabilization of water temperature within the cistern. Following this conditioning
period, the cistern will be refilled to appropriate level prior to beginning test
period.
• Water levels shall be measured from within the riser at a point 12" from the
crown of the cistern.
• The cistern test period will be a minimum of 12 hours, rather than the 15 minute
test period identified in ASTM 2487.
• Upon completion of the testing period, there shall be no more than 6" observable
drop from initial water level within the riser.
3.8 REPAIRS TO DAMAGED SERVICES AND UTILITIES:
A. Repairs to damaged services and utilities shall be promptly made at the Contractor's
expense. The Contractor shall use every effort to avoid damaging or breaking water,
sewer, gas, power, telephone or other utility services. Utility lines shall be properly
supported across the pipe trench until backfilling is completed. Should damage occur,
immediate action shall be initiated to effect satisfactory repairs. All repair work shall be
satisfactory to the Engineer and the Owner of the damaged utility.
3.9 MISCELLANEOUS ITEMS:
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PERMIT SET
A. The Contractor shall be responsible for removing and replacing miscellaneous items in
conflict with the storm drainage work such as mail boxes, signs, fences, walls, shrubbery,
private ornamental items, etc. Shrubbery and plantings shall be preserved by proper root
protection and watering until replanted; however, the Contractor will not be required to
guarantee replanted items. No additional payment will be made for removing and
replacing miscellaneous items.
3.10 SEEDING AND MULCHING:
A. The work of seeding and mulching shall be performed on a section by section basis
immediately upon completion of storm drainage improvements. The Contractor shall
adapt his operations to variations in weather or soil conditions as necessary for the
establishment and growth of the grasses or legumes. In all operations, care shall be taken
to preserve the required line, grade, and cross - section of the area. All disturbed pipeline
areas shall be seeded in accordance with Section 02480.
3.11 FINAL CLEAN -UP:
A. Final clean -up will meet the approval of the Engineer, the Owner, and the property
owner, where applicable, with all defects in ditch settlement, seeding, pavement patches
or other deficiencies being promptly corrected.
B. Clean -up of work along highways or roads shall be performed immediately upon
completion of the backfill operation. Pipe laying shall be stopped at any time that clean-
up work lags and shall not be resumed until clean -up progress is satisfactory to the
Engineer.
END OF SECTION 334100
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PERMIT SET
SECTION 312500 — SOIL EROSION AND SEDIMENT CONTROL
PART 1 — GENERAL
1.1 RELATED DOCUMENTS
Drawings and general provisions of the Contract, including General and Supplemental Conditions
and Special Project Sections, apply to this Section.
1.2 SUMMARY
A. This Section includes the following: Soil erosion and sedimentation control for all areas
of the site that are graded or disturbed by any construction operations and elsewhere as
indicated on the Drawings or specified herein. Erosion control shall be as specified
herein and as may be required by actual conditions and governing authorities.
B. The Contractor is fully responsible for all applicable permits and approvals for off -site
borrow and waste areas.
C. The Contractor shall have full responsibility for the construction and maintenance of
erosion control and sedimentation control facilities as shown on the Drawings and as
specified herein. The Contractor shall at all times provide the operation and maintenance
necessary to operate the permitted sediment and erosion controls at optimum efficiency.
D. The Contractor shall provide permanent or temporary ground cover as soon as possible
over disturbed areas of the site, and shall provide permanent or temporary ground cover
in no more than 14 days after construction activities have permanently or temporarily
ceased over the disturbed area. Temporary or permanent ground cover shall be provided
on swales, ditches or slopes within 7 days after construction activities have permanently
or temporarily ceased.
E. Failure on the part of the Contractor to perform the necessary measures to control
erosion, siltation, and pollution will result in the Engineer notifying the Contractor to take
such measures. In the event that the Contractor fails to perform such measures within 24
hours after receipt of such notice, the Engineer may suspend the work with no extension
of contract time, or may proceed to have such measures performed by others at the
Contractor's expense, or both.
F. Related Work in Other Sections:
Earth Moving: Section 312000
Turf and Grasses: Section 329200
1.3 PRODUCT HANDLING
A. Deliver seed, fertilizer and other packaged material in unopened original packages with
labels legible and intact. Seed packages shall bear a guaranteed analysis by a recognized
authority.
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B. On -site storage of materials shall be kept to a minimum. Wet or damaged seed or other
material shall be removed from the project immediately.
1.4 MONITORING AND RECORD KEEPING
A. All sediment and erosion control devices and facilities shall be inspected at least once
every seven (7) calendar days or within 24 hours after any storm event of greater than 0.5
inches of rain per 24 hour period. A written record of the daily rainfall amounts shall be
retained and all records shall be made available to Durham County Environmental
Services or others upon request.
B. Stormwater discharges shall be inspected by observation for stormwater discharge
characteristics (as listed below) at the above frequency to evaluate the effectiveness of
the sediment control facilities, devices or practices. Observations shall be made at all
stormwater discharge outfalls and other locations were concentrated stormwater
discharges from the site. Observations shall be qualitative, no analytical testing or
sampling is required. If any visible sedimentation is leaving the site, corrective action
shall be taken to reduce the discharge of sediments.
1. Color
2. Odor
3. Clarity
4. Floating solids
5. Suspended solids
6. Foam
7. Oil sheen
8. Other obvious indicators of stormwater pollution
B. A rain gauge shall be maintained in good working order on the site. The contractor shall
perform and keep written records of the above inspections using the Inspection form
provided as part of the general permit NCGO10000 for the project. Visible sedimentation
found off the site shall be recorded with an explanation of the measures taken to prevent
future release as well as any measures taken to clean up the sediment that has left the site.
This record shall be made available to the Owner, Designer, and governmental
authorities.
1.5 QUALITY ASSURANCE
A. Quality Assurance: Erosion and sedimentation control shall conform to the requirements
of the North Carolina Sedimentation Pollution Control Act of 1973 and Durham County
Sedimentation and Erosion Control.
PART 2 — PRODUCTS
2.1 SOIL AMENDMENTS AND SEEDING
A. Refer to Construction Drawings
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2.2 MISCELLANEOUS
A. Gravel for stone filters: Washed No. 57 stone or as indicated on the drawings.
B. Silt Fabric: A synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer or supplier as
conforming to the following requirements.
1. Filtering efficiency: 85% min.
2. Tensile Strength at 20% (max.) elongation: 301b. /lin in (min.)
3. Slurry Flow Rate: 0.3 gal/sq -ft /min. (min.)
4. Fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a
minimum of six months of expected useable construction life.
C. Filter Fabric (for installation under riprap): non -woven geotextile fabric, apparent
opening size no larger than US Standard Sieve No. 70, min. grab strength of 120 lbs.
2.3 CHANNEL AND SLOPE PROTECTION
A. Jute Netting: Provide heavy, uniform; woven of single jute yarn. Install netting over
straw mulch and anchor according to manufacturer's recommendations.
B. Manufactured Mats and Blankets: Erosion Control Blankets shall be a machine - produced
mat of agricultural straw, a straw and coconut fiber combination, or curled wood fiber
(excelsior) as specified below or on the drawings. The blanket shall be of consistent
thickness with the fiber evenly distributed over the entire area of the mat. The blanket
shall be covered with a photo degradable plastic netting secured to the fiber mat. Erosion
control blanket shall have the following properties:
Straw Mat:
a. Straw: 100% (.50lb /sq. yd.).
b. Netting: Top side only, photo degradable, approx. '' /z" x '/2" mesh
(1.64lb/1000 sq. ft.).
C. Thread: Cotton.
2. Excelsior Mat:
a. Fiber: Curled wood excelsior of 80% six inch or longer fiber length with
a consistent width of fibers evenly distributed throughout the mat. Mat
shall be smolder resistant with no chemical additives.
b. Top and Bottom Netting: Photo degradable extruded plastic netting with
maximum mesh size of 3/4 ' x 3/4".
3. Synthetic Mat:
a. Fiber: W stabilized polypropylene fiber matrix (0.7lbs. /sq. yd.).
b. Top Netting: Extra heavyweight UV stabilized polypropylene
(5lbs /1000 sq. ft. approx. weight).
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C. Bottom Netting: Heavyweight UV stabilized polypropylene (3lbs /1000
sq. ft. approx. weight).
4. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 6" long legs.
1.75 staples per square yard of matting minimum.
2.4 RIPRAP
A. Riprap: Provide riprap of the class and quantity indicated on the Drawings. While no
specific gradation is required, the various sizes of the stone shall be equally distributed
within the required size range. The size of an individual stone shall be determined by
measuring its long dimension. Stone shall meet the requirement of the following table
for class and size distribution. No more than 5% of the material furnished can be less
than the minimum size specified nor no more than 10% of the material can exceed the
maximum size specified.
REQUIRED STONE SIZES — INCHES
CLASS
MINIMUM
MIDRANGE
MAXIMUM
A
2
4
6
B
5
8
12
1
5
10
17
2
9
14
23
PART 3 — EXECUTION
3.1 GENERAL
A. Existing Structures and Facilities
1. Existing structures, facilities, and water courses shall be protected from
sedimentation.
2. The Contractor shall be responsible for the construction of necessary measures,
and all costs shall be at the expense of the Contractor.
3. Items to be protected from sedimentation deposits shall include, but are not
limited to, all down stream property, natural waterways, streams, lakes and
ponds, catch basins, drainage ditches, road gutters, and natural buffer zones.
4. Control measures such as the erection of silt fences, barriers, dams, or other
structures shall begin prior to any land disturbing activity. Additional measures
shall be constructed as required during construction.
5. All facilities installed shall be maintained continuously during construction until
the disturbed areas are stabilized. Contractor shall remove all erosion control
measures at the end of the project at his expense unless otherwise directed by the
Owner or his representative.
6. Perform monitoring and record keeping as specified in Section 1.
7. Construction operations in rivers, streams, ditches, and water impoundments
shall be restricted to those areas which must be entered for the performance of
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work shown on the plans. Excavated materials shall not be deposited in rivers,
streams, ditches, or impoundments except that temporary earth dikes may be
used when approved by the Engineer, but such dikes shall be completely
removed in such manner as to prevent siltation. Frequent fording of flowing
streams with equipment will not be permitted. Temporary bridges or other
structures shall be used wherever frequent stream crossings are necessary.
8. The Engineer may limit the area over which excavation, embankment, and
grading operations are performed whenever the Contractor's operations are not
effectively minimizing erosion and/or siltation.
9. The Contractor shall take every precaution throughout the life of the project to
prevent the pollution of rivers, streams, and water impoundments. Pollutants
such as chemicals, fuels, lubricants, bitumens, sewage, and other harmful waste
shall not be discharged into or alongside rivers, streams, or impoundments, or
into natural or manmade channels leading thereto. The Contractor shall also
comply with all Federal, State, and local water and air pollution laws.
3.2 PROTECTIVE MEASURES
A. Protective measures shall conform to all State and Local requirements.
B. Construction and maintenance of sediment and erosion control measures shall be in
accordance with all applicable laws, codes, ordinances, rules and regulations.
1. Silt Fence: 12 gauge 4 "x4" or 2 "x4" welded wire fastened to posts as
recommended by the Manufacturer, and covered with silt fabric.
2. Berms and Diversion Ditches: These shall be graded channels with a supporting
ridge on the lower side constructed across a sloping land surface. Diversion
ditches and berms shall be planted in vegetative cover as soon as completed.
3. Mulching: Mulching shall be used to prevent erosion and to hold soil and seed in
place during establishment of vegetation.
4. Matting: Temporary matting shall be used for temporary stabilization during the
establishment of seeded cover in all grassed ditches, channels, long slopes, and
steep banks (3:1 or greater) as indicated on plans. Matting shall be installed on
any area on site as needed to provide temporary stabilization whether or not
matting is indicated on the plan.
5. Construction Entrances: Construct all entrances in accordance with plans.
Maintain all ingress /egress points to prevent tracking of soil onto public or
private roads. Any soil that is tracked onto the roads shall be removed
immediately.
6. Riprap: Stone shall be graded so that the smaller stones are uniformly distributed
throughout the mass. Stone may be placed by mechanical methods, augmented
by hand placing where necessary, provided that when the riprap is completed it
forms a properly graded, dense, neat layer of stone.
7. Other Measures: Other methods of protecting existing structures and facilities,
such as vegetative filter strips, diversions, riprap, baffle boards, and ditch checks
used for reduction of sediment movement and erosion, may be used at the option
of the Contractor when approved by the appropriate State or Local authorities.
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3.3 STABILIZATION
A. Permanently protect stabilized areas prior to the removal of protective devices.
B. After the final establishment of permanent stabilization, remove temporary sediment
control measures. Respread accumulated sediments as specified.
C. Permanently stabilize all areas disturbed by the removal and re- spreading operations
immediately.
3.4 TEMPORARY SEEDING
A. In accordance with the schedule as detailed on the drawings.
3.5 PERMANENT SEEDING
A. In accordance with the schedule as detailed on the drawings.
3.6 MULCHING AND MATTING
A. Apply mulch or matting to retain soil and grass.
B. Mulch areas with slope greater than 5% by spreading a light cover of mulch over seeded
area at the rate of not less than 85lbs. per 1000 sq. ft.
C. Install temporary matting in all grassed ditches, channels, long slopes, and steep banks
(3:1 or greater) and other areas indicated on plans or where extra protection from erosion
is needed.
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