20140309 Ver 1_Stormwater Info_20140320 (2)

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STORMWATER IMPACT ANALYSIS
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AND
DESIGN CALCULATIONS
New Garner High School
Hebron Church Road
Apex, North Carolina
January, 2014
Mu � lz/
05
CLH design, p.
a.
400 Regency Forest Drive, Same 120
Cary, North Carolina 2751127518
Phone: [phone] Fax: [phone]

Stormwater Impact Analysis
Proiect Description
The proposed Garner High School is located along the western margin of Hebron Church Road between
Clifford Road and New Bethel Church Road The 57 74 acre vacant site is currently within Wake
County will be annexed into Garner City Limns The High School project will impact approximately 73
acres both with on -site and off -site development.
The majority of the stormwater runoff from the site, identified as Area A, discharges to the east through a
24 -m culvert under Hebron Church Road with four smaller drainage areas discharging to the south, west
and north identified as Areas B, C, D and E.
Stormwater run -off within Area A will be treated and detained by a wet detention pond, a detention
wetland and a dry detention pond. Area D will be treated and detained by a detention wetland Areas B,
C and E will be surface areas will be reduced.
The site is within the Neuse River Watershed and the site is designed to meet the Town of Garner current
stormwater requirements. The site peak stormwater discharges shall meet pre - development rates for the
1 -year, 10 -year and 25 -year 24 hour Design Storm events as well as providing 85% removal of total
suspended solids and stormwater treatment of the first 1 -in run -off to provide nitrogen reduction. Site
area calculations are provided to the margin of the public right -of -ways
No Stream buffers are present and identified on the site, but several off -site buffers are impacted by off -
site utility and roadway improvements These impacts will be permitted through NC Division of Water
Quality and the US Army Corps of Engineers.
FEMA FIRM # 3720162900J dated May 2, 2006 indicates that the site is outside the linuts the 500 year
flood plain.
Soils on the site consist of predominately of Applmg which is identified as type B soils
Conclusions
Storm water Quality
Pre - Development
Site Area 57 74 -ac
Base N Loading Rate: 177 - lbs /ac /yr
TN Export 102 32 - lbs /yr
Post - Development (without treatment)
Site Area: 57 74 -ac
Base N Loading Rate 9 25 - lbs /ac /yr
TN Export 534 06 - lbs /yr

Post - Development (with treatment):
Site Area
Base N Loading Rate.
TN Export
Target N Loading Rate
N to be Off -set by Payment
Payment Maint Duration
Total N to be Offset by Payment:
Stormwater Quantity
57 74 -ac
6 63 - lbs /ac /yr
382.65 - lbs /yr
3 60 - lbs /ac /yr
3 03 - lbs /ac /yr
174 95 - lbs /ac
30 00 -yrs
5243.47 —lbs x $21.02= $110,217.97
The calculations are performed with Hydraflow Hydrographs Extension for AutoCAD Civil 3D software
which utilizes TR -55 method by the United States Soil Conservation Service (SCS)
Summary tables of the design calculations are provided below:
Pre - Development / Post - Development Peak Runoff Comparison Summary:
Analysis
Point
Design Event
Pre- Development
Post - Development
Post - Development
With Detention
Detention
Qp- WO
Qpost (cfe)
Q(cfs)
Provided
1 -yr
088
43.22
083
A *
10 -yr
29.27
136.69
2349
Yes
25 -yr
5200
182.19
4899
1 -yr
0.15
0 19 **
B
10 -yr
1.92
130
No
25 -yr
3.01
190
1 -yr
004
003
C
No
10 -yr
150
091
25 -yr
265
1.55
1 -yr
034
5.65
0.24
D
10 -yr
636
1644
3.17
Yes
25 -yr
10.14
2150
7.05
1 -yr
010
002
E
10 -yr
1.73
011
No
25 -yr
274
016
* Includes upstream off -site run -off.
** The small increase for the 1 -yr Design Storm is due to the decreased Tc caused by the
smaller post development drainage area. No run -off from impervious areas discharge to
Analysis Point B. Since increase is negligible, no detention provided.

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H8 - NEW CARNER HIGH SCHOOL
DATE NOVEMBER, 2013
PROJEC7 NO: 12-154
l
QUAD MM
REFERENCE USGS TOPOGRAPHIC MAP., GARNER

Total Nitrogen Calculations

Nitrogen Control Plan — July 2009
Method 2: Commercial /IndustriaUResidential Sites with Known Impervious Area
Project Name H8 New Garner High School Date
Applicant CLH Design, PA - Renee Pfeifer PLA Telephone
Part I. Riparian Buffers
Does site contain riparian buffers9 M No
Part II. Nitrogen Calculation
Nov 11, 2013
919- 319 -6716
[ ] Yes (show buffers on plan) [ ] Exempt (show basis for exemption)
Item
Proposed Site Information
Area acres
1
Total project acreage
57 74 Ac excludes exist R/W
2
Total proposed impervious area
23 00 Ac
3
Existing impervious area (prior to 3/9/01
0 00 Ac
4
New impervious area Item 2 — Item 3
23 00 Ac
5
Permanently protected undisturbed open s ace
2 85 Ac
6
Pen-nanently protected managed open s ace
31 89 Ac
Pre - Develo ment Loading
Type of Land Cover
Area
acres
TN export coefficient
Ibs /ac/ r
TN export from use
lbs/ r
Existing forest land
56 2 Ac
1 7
9554
Existing pasture
1 54 Ac
44
678
Existing residential
unmown meadow, wetlands, buffers ) (Item 5
75
20
Existing cropland
Permanently protected managed open space
136
1 2
Existing commercial /industrial
(grass, landscaping, etc Item 6
13
Dry Detention
TOTAL
57 74 Ac
23 00 Ac
10232
Nitrogen
Loading Rate' lbs /ac/ r
1 77
' Nitrogen Loading Rate (lbs /ac /yr) = Total TN export from use (Ibs /yr) — Total Area (acres)
Post-Development Loading
before BMPs and /or Offset Payments
Type of Land Cover
Area
TN export coefficient
TN export from
Stormwater Wetland
acres
lbs /ac/ r
use lbs/ r
Permanently protected undisturbed open space (forest,
2 85 Ac
06
1 71
unmown meadow, wetlands, buffers ) (Item 5
Grass Swale
20
Permanently protected managed open space
31 89 Ac
1 2
3827
(grass, landscaping, etc Item 6
Dry Detention
10
Impervious surfaces (roads, parking lots, driveways,
23 00 Ac
21 2
48760
roofs, paved storage areas, etc) Item 4)
577. Ac
52758
TOTAL
Item 7)
Item 8)
Nitrogen Loading Rate (Ibs /ac /yr) (Equals Item 8 — Item 7)
914
BMP Type
TN Removal Rate %
Check which apply
Wet Pond
25
Stormwater Wetland
40
Sand Filter
35
Bioretention
35
Grass Swale
20
Vegetated Filter Stn w /Level Spreader
20
50' Restored or Additional Riparian buffer w/Level Spreader
30
Dry Detention
10

Amount of Offset (Pounds of Nitrogen) [Item 10 x (Item 1— Item 3) x 30 years]
5092 66 lb
*Please refer to the link below to determine the procedure for payment of the nitrogen offset payment It is necessary for applicants to
demonstrate compliance with SL 2009 -337, which indicates that applicants must first purchase offset credits through private
mitigation banks If no such credits are available, applicants may then buy their offset credits from the NC EEP These banks are listed
by basin and further information regarding this session law can be found at the following link
http / /test nceep net/pages /ILF_Program_mtro html
Part III. Control of Peak Stormwater Flow
Calculated Pre - development Peak Flow (1 -year) 1 40 cfs
Calculated Post - development Peak Flow without Controls (1 -year) 48 17 cfs
Calculated Post - development Peak Flow with Controls (1 -year) 1 21 cfs
Calculations and details showing control of nitrogen and peak stormwater runoff control must be included
Part IV: Watershed Development Permit
1 Total project acreage (in Lake Benson Watershed) 0 Ac
2 Total proposed impervious surface (in Lake Benson Watershed)
3 Existing impervious surface (in Lake Benson Watershed)
4 Equivalent project acreage (Item 1 — Item 3)
5 New impervious surface (Item 2 — Item 3)
6 Percent impervious [(Item 5 — Item 4) x 100]
* Limited to impervious surface existing before 7/1/93
I, the undersigned, certify that to the best of my knowledge that the above information is correct (affix seal)
sign)
To be filled in by staff
Project Watershed Protection Requirements
❑ Project Exempt Explain
❑ Protect Located in Lake Benson Conservation District — LBCD (Critical Area) Standards Apply
❑ Project Located Outside LBCD — On -site treatment required
❑ Minor Variance Requested (WRB) Approved (date) Disapproved (date)
❑ Mayor Variance Requested (EMC) Approved (date) Disapproved (date)
Recommended by WRB (circle one) YES NO
Comments (use additional sheet if necessary)
Approved by Watershed Administrator (sign)
Date
Post-Development Loading after BMPs and /or Offset Payments
Item
Description
Nitrogen Loading Rate lbs /ac/ r
9
Nitrogen load after BMPs (show separately in detail)
654
10
Nitrogen load offset by a menu Item 9 — 3.6
294
Amount of Offset (Pounds of Nitrogen) [Item 10 x (Item 1— Item 3) x 30 years]
5092 66 lb
*Please refer to the link below to determine the procedure for payment of the nitrogen offset payment It is necessary for applicants to
demonstrate compliance with SL 2009 -337, which indicates that applicants must first purchase offset credits through private
mitigation banks If no such credits are available, applicants may then buy their offset credits from the NC EEP These banks are listed
by basin and further information regarding this session law can be found at the following link
http / /test nceep net/pages /ILF_Program_mtro html
Part III. Control of Peak Stormwater Flow
Calculated Pre - development Peak Flow (1 -year) 1 40 cfs
Calculated Post - development Peak Flow without Controls (1 -year) 48 17 cfs
Calculated Post - development Peak Flow with Controls (1 -year) 1 21 cfs
Calculations and details showing control of nitrogen and peak stormwater runoff control must be included
Part IV: Watershed Development Permit
1 Total project acreage (in Lake Benson Watershed) 0 Ac
2 Total proposed impervious surface (in Lake Benson Watershed)
3 Existing impervious surface (in Lake Benson Watershed)
4 Equivalent project acreage (Item 1 — Item 3)
5 New impervious surface (Item 2 — Item 3)
6 Percent impervious [(Item 5 — Item 4) x 100]
* Limited to impervious surface existing before 7/1/93
I, the undersigned, certify that to the best of my knowledge that the above information is correct (affix seal)
sign)
To be filled in by staff
Project Watershed Protection Requirements
❑ Project Exempt Explain
❑ Protect Located in Lake Benson Conservation District — LBCD (Critical Area) Standards Apply
❑ Project Located Outside LBCD — On -site treatment required
❑ Minor Variance Requested (WRB) Approved (date) Disapproved (date)
❑ Mayor Variance Requested (EMC) Approved (date) Disapproved (date)
Recommended by WRB (circle one) YES NO
Comments (use additional sheet if necessary)
Approved by Watershed Administrator (sign)
Date

ECT NAME
Vew Garner High School
TION
er, NC
Phase: Post -Dev w/o Treatment
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
Base N Loading Rate =
DATE
1/22/14
PROJECT NO
12 -154
KAL
Area
ac
TN export coeff
lb /ac/
TN export
Ib/
305
060
1 83
31 36
1 20
3763
2333
21 20
49460
57 74
l
53406
9 25 Ibs /ac /yr
Runoff to Stormwater Wetlands
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
Area
ac
TN export coeff
lb /ac/
TN export
Ib/
080
060
048
476
1 20
571
625
21 20
13250
11 81
l
13869
TN to BMP = 138 69 Ibs /yr
N Removal Efficiency of BMP = 40%
TN Removed by BMP = 55 48 Ib /yr
Runoff to 90 %TSS Wet Detention Pond
Type of Land Cover
Undisturbed open space
Managed open space
Impervious surfaces
TOTAL
TN to BMP=
N Removal Efficiency of BMP =
TN Removed by BMP =
Adjusted TN Export =
Adjusted Base N Loading Rate
Target N Loading Rate =
N to be Off -set by Payment =
Off -set Payment Factor =
Payment Maintenance Duration
Off -set Payment =
Area
ac
TN export coeff
lb /ac/
TN export
Ib/
095
060
057
1968
1 20
2362
1696
21 20
35955
37 591®
l
38374
383 74 Ibs /yr
25%
95 93 Ib /yr
382 65 Ib /yr
6 63 Ibs /ac /yr
3 60 Ibs /ac /yr
3 03 Ibs /ac /yr
$21 02 per lb
30 yrs
$110,21797

DATE
MARIVININKMR21/22/14 �f PROJECT NAME PROJECROJEC T NO o �//
H -8 New Garner High School 12 -154
LOCATION BY
Garner. NC KAL
Drainage Area, (DA) =
4013 ac
Impervious Area c= 0 95
1699 ac
Includes 0 50 ac
Pervious Area c= 0 30
2314 ac
future Impervious
Cc =
058
50
Permanent Water Quality Pool
53,050 sf
090
% Impervious =
4234%
> 137,234 cf
Permanent Pool Design Depth =
3 00 ft
(Per NCDENR -DWQ
SA / DA Ratio =
262
(from Tbl 1 1)
Required Surface Area =
45,745 sf
62,790 OK
Permanent Pool Volume Req =
137,234 cf
250
Temporary Water Quality Pool
350 In
1 60
Design Storm Rainfall
1 00 In
(Typically 1 -In)
Runoff Coeff (Rv = 0 05 + 0 009 (% Impery )) =
043 in /In
60
Required Volume (design rainfall)(Rv)(DA) =
62,790 cf
Max Drawdow Rate=
Surface Area Provided:
Permanent Pool Max Depth =
4 50 ft
Area of Pond Bottom (Above PSS) =
27,870 sf
Area at Bottom of Shelf =
38,880 sf
% Impervious
Area of Permanent Pool =
45,730 sf
50
Area at Top of Shelf =
53,050 sf
090
Perm. Pool Volume Provided =
154,653 cf
> 137,234 cf
Avg. Perm. Pool Depth Provided =
3.382 ft
(Per NCDENR -DWQ
Surface Area at 1" Storage Volume =
56,270 sf
Fig 10 -2b -Option 1)
1" Storage Volume Provided =
62,957 cf
62,790 OK
Temp Storage Depth above Dewatenng Hole =
1 20 ft
250
Diameter of Dewatering Hole =
350 In
1 60
Detention (Draw -Down) Time
3.8 days
(2 -5 days Required)
T days =(Temp Storage Vol / (0 6' A' (2'g'(h))
^1/2)' 86400
60
(where h = one third temp storage depth measured to centroid of orifice)
280
Max Drawdow Rate=
0 33 cfs
70
Permanent Pool Volume=
154,653 cf
137,234 OK
Forebay Volume Required =
30,931 cf
450
Forebay Volume Provided =
31,000 cf
280
90
20%
400
TahlP 1 1
s \ 1319 \0001 \calcs \12 - 154- PondSize Wet Pond piedmont 90 tss XLS printed 1/29/2014 3 02 PM Page 1 of 1
SA / DA Ratios 90% TSS efficiency
Permanent Pool Depth (ft)
% Impervious
30
40
50
60
10
090
080
060
050
20
150
1 10
1 00
090
30
1 90
1 70
1 40
1 30
40
250
200
1 80
1 60
50
300
250
200
1 90
60
350
280
250
220
70
400
330
280
250
80
450
380
330
280
90
500
400
350
300
s \ 1319 \0001 \calcs \12 - 154- PondSize Wet Pond piedmont 90 tss XLS printed 1/29/2014 3 02 PM Page 1 of 1

` @ DATE
1/13/14
PROJECT NAME PROJECT NO
H -8 12 -154
LOCATION BY
Garner, NC KAL
Drainage Area, (DA) = 3 89 ac
Impervious Area c= 0 95 2 11 ac Includes 0 28 ac
Pervious Area c= 0 30 1 78 ac future Impervious
Cc= 065
Wetland Surface Area
% Impervious =
54%
Design Storm Rainfall
1 00 In (Typically 1 -In)
Runoff Coeff (Rv = 0 05 + 0 009 (% Impery )) =
054 in /in
Required Volume (design rainfall)(Rv)(DA) =
7,599 cf (3,630 cf minimum req )
Depth of Temporary Pool (Dplants) =
12 in (12 -in max)
Required Surface Area =
7,599 sf
Surface Area Provided= 7,630 sf
Surface Area at 1" Storage Volume= 9,030 sf
1" Storage Volume Provided= 8,330 cf
Temp Storage Depth above Dewatering Hole = 1 0 ft
Diameter of Dewatering Hole = 1 25 in
Detention (Draw -Down) Time = 3.8 days
T days =(Req Temp Storage Vol / (0 6 * A * (2 *g *(h)) ^112) * 86400
(where h = one third temp storage depth measured to centroid of orifice)
Wetland Zones Required
Forebay surface area required=
763 sf
Deep pool at outlet required=
763 sf
Shallow water (low marsh) required=
3052 sf
Shallow land (high marsh) required=
3052 sf
Wetland Zones Provided
Forebay surface area =
770 sf
Deep pool at outlet =
770 sf
Shallow water (low marsh) =
3,050 sf
Shallow land (high marsh) =
3,040 sf
s \1319\ 0001 \calcs \12 - 154- PondSize- Wetland XLS printed 1/29/2014 3 03 PM Page 1 of 2

' t) DATE
1/22/14
PROJECT NAME PROJECT NO
H -8 12 -154
LOCATION BY
Garner, NC KAL
Drainage Area, (DA) =
8 10 ac
Impervious Area c= 0 95
4 31 ac Includes 0 40 ac
Pervious Area c= 0 30
3 79 ac future Impervious
Cc =
065
Wetland Surface Area
% Impervious = 53%
Design Storm Rainfall 1 00 In (Typically 1 -in)
Runoff Coll (Rv = 0 05 + 0 009 (% Impery )) = 053 in /in
Required Volume (design rainfall)(Rv)(DA) = 15,551 cf (3,630 cf minimum req )
Depth of Temporary Pool (Dplants) = 12 in (12 -in max)
Required Surface Area = 15,551 sf
Surface Area Provided= 15,640 sf
Surface Area at 1" Storage Volume= 18,910 sf
1" Storage Volume Provided= 17,275 cf
Temp Storage Depth above Dewatering Hole = 1 0 ft
Diameter of Dewatering Hole = 2 00 in
Detention (Draw -Down) Time 3.1 days
T days =(Req Temp Storage Vol / (0 6 * A * (2 *g *(h)) ^1/2) * 86400
(where h = one third temp storage depth measured to centroid of orifice)
Wetland Zones Required
Forebay surface area required=
1564 sf
Deep pool at outlet required=
1564 sf
Shallow water (low marsh) required=
6256 sf
Shallow land (high marsh) required=
6256 sf
Wetland Zones Provided
Forebay surface area =
1,580 sf
Deep pool at outlet =
1,570 sf
Shallow water (low marsh) =
6,260 sf
Shallow land (high marsh) =
6,230 sf
s \1319 \0001 \ calcs\12- 154- PondSize- Wetland XLS printed 1/29/2014 3 03 PM Page 2 of 2

Drainage Areas

D (�
DATE
ffi��
1/13/14
PROJECT NAME
PROJECT NO
H -8 Hebron Church Road HS
12 -153
LOCATION
BY
Garner, NC
KAL
ISTORMWATER .
i
'
i
Pre - Development
Site Area = 148 ac Tc =
15 90 min Qa25
= 3 01 cfs
Wt CN = 564
Qal0
= 192 cfs
Site Soils 100% Type B
Qa 1
= 0 15 cfs
Wooded Area 1 20 ac
CN= 55
Impervious Area 001 ac
CN= 98
Lawn Area 0 27 ac
CN= 61
Weighted CN
564
Post - Development
Site Area = 0 54 ac Tc =
7 60 min Qa25
= 190 cfs
Wt CN = 604
Qa10
= 130 cfs
Site Soils 100% Type B
Qal
= 0 19 cfs
Wooded Area 0 05 ac
CN= 55
Impervious Area 0 00 ac
CN= 98
Lawn Area 0 49 ac
CN= 61
Future Imp Area 0 00 ac
CN= 98
Weighted CN
604
Percent of Runoff Increase = [Qpost- Qpre] /Qpre
25 -yr = -3688 %
10 -yr = -3229 %
1 -yr = 2667 %
Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates
However, since the Increase In the 1 -yr storm is negligable and Is due to
the decrease
In the Tc and no Increase In Impervious area, thus no BMP Is proposed.

DATE
1/22/14
PROJECT NAME
PROJECT NO
H -8 Hebron Church Road HS
12 -153
�>
LOCATION
BY
Garner, NC
KAL
IRunoff
Pre - Development
Site Area =
1 80 ac Tc =
19 10 min
Qa25
= 2 64 cfs
Wt CN =
51 4
Qal0
= 1 50 cfs
Site Soils
15% Type A, 85% Type B
Qal
= 0 04 cfs
Wooded Area
170 ac
CN=
51
Impervious Area
0 00 ac
CN=
98
Lawn Area
0 10 ac
CN=
58
Weighted CN
514
Post - Development
Site Area =
0 95 ac Tc =
19 10 min
Qa25
= 1 55 cfs
Wt CN =
528
Qa10
= 0 91 cfs
Site Soils
15% Type A, 85 % Type B
Qa 1
= 0 03 cfs
Wooded Area
0 70 ac
CN=
51
Impervious Area
0 00 ac
CN=
98
Lawn Area
0 25 ac
CN=
58
Future Imp Area
0 00 ac
CN=
98
Weighted CN
528
11 ►
►.
Percent of Runoff Increase =
[Qpost- Qpre] /Qpre
25 -yr =
-4129 %
10 -yr =
-39 33 %
I -yr =
-25 00 %
Increase is < Pre - development, therefore no detention required

® ® ®
DATE
•
1/13/14
PROJECT NAME
PROJECT NO
H -8 Hebron Church Road HS
12 -153
LOCATION
BY
Garner, NC
KAL
ISTORMWATER ANALYSIS
POINT:
Tv
e
Pre - Development
Site Area =
4 91 ac Tc =
13 40 min
Qa25
= 10 14 cfs
Wt CN =
550
Qa I0
= 6 36 cfs
Site Soils
100% Type B
Qal
= 0 34 cfs
Wooded Area
4 90 ac
CN= 55
Impervious Area
0 00 ac
CN= 98
Lawn Area
001 ac
CN= 61
Weighted CN
550
Post - Development
Site Area =
4 55 ac Tc =
13 70 min
Qa25
= 21 50 cfs
Wt CN =
76 1
Qa 10
= 16 44 cfs
Site Soils
100% Type B
Qa 1
= 5 65 cfs
Wooded Area
0 60 ac
CN= 55
Impervious Area
168 ac
CN= 98
Lawn Area
1 99 ac
CN= 61
Future Imp Area
0 28 ac
CN= 98
Weighted CN
761
Development Comparison.
Percent of Runoff Increase =
[Qpost- Qpre] /Qpre
25 -yr =
112 03 %
10 -yr =
158 49 %
1 -yr =
156176 %
Increase is > Pre - development, therefore post - development run -off shall be reduced to pre - development rates

DATE
1 /22/14
1 /22
PROJECT NAME
PROJECT NO
H -8 Hebron Church Road HS
12 -153
o
LOCATION
BY
Garner, NC
KAL
a M °
1 BMP
Site Area =
3 71 ac Tc
=
13 7 min
Qa25
= 19 30 cfs
Wt CN =
800
Qa 10
= 15 08 cfs
Site Soils
100% Type B
Qal
= 5 78 cfs
Wooded Area
0 20 ac
CN=
55
Impervious Area
166 ac
CN=
98
Lawn Area
1 57 ac
CN=
61
Future Imp Area
0 28 ac
CN=
98
Weighted CN
800
1
Off-site
I BNW
Site Area =
0 18 ac Tc
=
5 0 min
Qa25
= 156 cfs
Wt CN =
959
Qa10
= 130 cfs
Site Soils
100% Type B
Qa 1
= 0 70 cfs
Wooded Area
0 00 ac
CN=
55
Impervious Area
0 17 ac
CN=
98
Lawn Area
001 ac
CN=
61
Future Imp Area
0 00 ac
CN=
98
Weighted CN
959
Area
1
i
Site Area =
0 84 ac Tc
=
13 0 min
Qa25
= 4 34 cfs
Wt CN =
556
Qa10
= 2 91 cfs
Site Sods
20% Type A, 75% Type B, 5% Type D
Qa1
= 0 37 cfs
Wooded Area
0 40 ac
CN=
51
Impervious Area
0 02 ac
CN=
98
Lawn Area
0 42 ac
CN=
58
Future Imp Area
0 00 ac
CN=
98
Weighted CN
556

Peak Runoff

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
0 827
2
770
20,011
- - - - --
- - - - --
--
Onsite Area A Pre
2
SCS Runoff
0 051
2
756
1,095
- - - - --
- - - - --
- - - - --
Offsite to Area A
3
Combine
0 875
2
768
21,106
1,2
- --
- --
Total Area A Pre
4
SCS Runoff
0 145
2
730
1,236
- - - --
- - - - --
- - - --
Area B Pre
5
SCS Runoff
0 035
2
752
759
- - --
- - - - --
- - - - --
Area C Pre
6
SCS Runoff
0 343
2
728
3,376
- --
- --
- - - - --
Area D Pre
7
SCS Runoff
0 097
2
726
841
- - - - --
- - - - --
- - - - --
Area E Pre
8
SCS Runoff
4322
2
730
170,534
- - - - --
- - - - --
- -- -
Onsite Area A Post
9
SCS Runoff
0 051
2
756
1,095
- - - --
- --
- - --
Offsite to Area A
10
Combine
4324
2
730
171,629
8,9
- - - - --
- - - --
Total Area A Post
11
SCS Runoff
0 194
2
722
678
- - --
- - - --
- - --
Area B Post
12
SCS Runoff
0 030
2
742
498
- --
-- —
- --
Area C Post
13
SCS Runoff
5 649
2
724
16,435
- - - - --
-- -
- - - - --
Area D Post
14
SCS Runoff
0 019
2
718
50
- - - --
- - - - --
- - --
Area E Post
16
SCS Runoff
3501
2
730
135,600
- - --
- --
- - - - --
Onsite Area A to BMP 1
17
SCS Runoff
0 051
2
756
1,095
- - - - --
- - - - --
- - - - --
Offsite to BMP 1
18
Combine
3503
2
730
136,696
16,17
- - - --
- - --
Total to BMP 1
19
Reservoir
0 454
2
1456
105,981
18
33814
118,101
Route BMP 1
20
SCS Runoff
1078
2
726
34,589
- - - - --
-- -
- - - - --
Onsite Area A to BMP 3
21
Reservoir
0 129
2
1450
29,007
20
34458
29,235
Route BMP 3
22
SCS Runoff
0 478
2
732
3,911
- - - - --
- - - - --
- --
Onsite Area A to BMP 4
23
Reservoir
0 148
2
798
3,908
22
33649
692
Route BMP 4
24
SCS Runoff
0 378
2
730
2,398
— - -
- --
--
Onsite Area A bypasses BMP
25
Combine
0 825
2
738
141,293
19, 21, 23,
- - - - --
- - - - --
Total Area A Post
24
1
27
SCS Runoff
5 778
2
722
16,413
-- -
- --
- - - - --
Onsite Area D to BMP 2
28
SCS Runoff
0 701
2
716
1,557
- - - --
- - - --
- - - - --
Offsite to BMP 2
29
Combine
6 106
2
722
17,970
27,28
- - - - --
--
Total to BMP 2
30
Reservoir
0 220
2
938
16,146
29
35834
11,632
Route BMP 2
31
SCS Runoff
0 199
2
724
952
- - - - --
-- -
- - - - --
Onsite Area D bypasses BMP
32
Combine
0 240
2
916
17,099
30,31
- - - - --
- - - - --
Area D Post with SWM
12- 154 -H8 Pre Post -REV gpw
Return Period 1 Year
Wednesday, 01 / 29 / 2014

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 1
Onsite Area A Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0 827 cfs
Storm frequency
= 1 yrs
Time to peak
= 770 min
Time interval
= 2 min
Hyd volume
= 20,011 cuft
Drainage area
= 48 420 ac
Curve number
= 512
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 30 33 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Onsite Area A Pre
Q (cfs) Hyd No 1 -- 1 Year Q (Cfs)
1 00
090
080
070
060
050
040
030
020
010
0 00
1 00
090
080
070
060
050
040
030
020
010
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time (min)

K,
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 1
Onsite Area A Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr preclp (in)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.34 +
0.00 +
0.00 =
15.34
Shallow Concentrated Flow
Flow length (ft)
= 200000
000
000
Watercourse slope ( %)
= 1 90
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 22
000
000
Travel Time (min)
= 14.99 +
0.00 +
0.00 =
14.99
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
0 0
00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
30.33 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 2
Time to peak
Offsite to Area A
Hyd volume
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time Interval
= 2 min
Drainage area
= 2 550 ac
Basin Slope
= 00%
Tc method
= TR55
Total precip
= 3 00 In
Storm duration
= 24 hrs
4
Wednesday, 01 / 29 / 2014
Peak discharge
= 0 051 cfs
Time to peak
= 756 min
Hyd volume
= 1,095 cuft
Curve number
= 516
Hydraulic length
= 0 ft
Time of conc (Tc)
= 25 40 min
Distribution
= Type II
Shape factor
= 484
Offsite to Area A
Q (cfs) Hyd No 2 -- 1 Year Q (cfs)
0 10
009
008
007
006
005
004
003
002
001
000
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 2 Time (min)

G
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 2
Offslte to Area A
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (In)
= 360
000
000
Land slope ( %)
= 100
000
000
Travel Time (min)
= 15.34 +
0.00 +
0.00 =
15.34
Shallow Concentrated Flow
Flow length (ft)
= 85000
000
000
Watercourse slope ( %)
= 170
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 10
000
000
Travel Time (min)
= 6.73 +
0.00 +
0.00 =
6.73
Channel Flow
X sectional flow area (sqft)
= 3 14
000
000
Wetted perimeter (ft)
= 628
000
000
Channel slope ( %)
= 1 00
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=6 24
000
000
Flow length (ft)
( {0 })1255 0
00
00
Travel Time (min)
= 3.35 +
0.00 +
0.00 =
3.35
Total Travel Time, Tc ...............................................
...............................
25.40 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 3
Total Area A Pre
Hydrograph type
= Combine
Peak discharge
= 0 875 cfs
Storm frequency
= 1 yrs
Time to peak
= 768 min
Time interval
= 2 min
Hyd volume
= 21,106 cuft
Inflow hyds
= 1, 2
Contrib drain area
= 50 970 ac
Total Area A Pre

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 4
Area B Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0 145 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd volume
= 1,236 cuft
Drainage area
= 1 480 ac
Curve number
= 564
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tic method
= TR55
Time of conc (Tc)
= 19 60 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area B Pre
Q (cfs) Hyd No 4 -- 1 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)

8
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 4
Area B Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.34 +
0.00 +
0.00 =
15.34
Shallow Concentrated Flow
Flow length (ft)
= 70500
000
000
Watercourse slope ( %)
= 290
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 75
000
000
Travel Time (min)
= 4.28 +
0.00 +
0.00 =
4.28
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
00
00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
19.60 min

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 5
Area C Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0 035 cfs
Storm frequency
= 1 yrs
Time to peak
= 752 min
Time interval
= 2 min
Hyd volume
= 759 cuft
Drainage area
= 1 800 ac
Curve number
= 514
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 10 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cts) Area C Pre Q (cts)
Hyd No 5 -- 1 Year
0 10
009
008
007
006
0 05
004
003
002
001
0 00
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 5 Time (min)

10
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 5
Area C Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.34 +
0.00 +
0.00 =
15.34
Shallow Concentrated Flow
Flow length (ft)
= 47000
000
000
Watercourse slope ( %)
= 1 70
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 10
000
000
Travel Time (min)
= 3.72 +
0.00 +
0.00 =
3.72
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 0 00
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
00
0 0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
19.10 min

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 6
Area D Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0 343 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 3,376 cuft
Drainage area
= 4 910 ac
Curve number
= 55
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 13 40 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area D Pre
Q (cfs) Hyd No 6 -- 1 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 6 Time (min)

12
TR55 Tic Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 6
Area D Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 200
000
000
Travel Time (min)
= 11.63 +
0.00 +
0.00 =
11.63
Shallow Concentrated Flow
Flow length (ft)
= 40000
000
000
Watercourse slope ( %)
= 560
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity fts)
=3 82
000
000
Travel Time (min)
= 1.75 +
0.00 +
0.00 =
1.75
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
0 0
00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
13.40 min

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 7
Area E Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0 097 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd volume
= 841 cuft
Drainage area
= 1 130 ac
Curve number
= 552
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 10 40 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area E Pre
Q (cfs) Hyd No 7 -- 1 Year Q (cfs)
0 10
009
008
007
006
005
004
003
002
001
0 00
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 7 Time (min)

14
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@2014 by Autodesk, Inc v10 3
Hyd. No. 7
Area E Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 400
000
000
Travel Time (min)
= 8.81 +
0.00 +
0.00 =
8.81
Shallow Concentrated Flow
Flow length (ft)
= 30000
000
000
Watercourse slope ( %)
= 370
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3 10
000
000
Travel Time (min)
= 1.61 +
0.00 +
0.00 =
1.61
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
0 0
0 0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
10.40 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 8
Onsite Area A Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 51 660 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 3 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5000
4000
3000
2000
1000
Onsite Area A Post
Hyd No 8 -- 1 Year
15
Wednesday, 01 / 29 / 2014
= 43 22 cfs
= 730 min
= 170,534 cuft
=
743
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
5000
4000
3000
2000
1000
000 ' F ' 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 8 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 9
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
= 0 051 cfs
Storm frequency
= 1 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd volume
= 1,095 cuft
Drainage area
= 2 550 ac
Curve number
= 51 6
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 25 40 min
Total preclp
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Offsite to Area A
Q (cfs) Hyd No 9 -- 1 Year Q (cfs)
0 10
009
008
007
006
005
004
003
002
001
0 00
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 9 Time (min)

TR55 Tc Worksheet
Hyd. No. 9
Offslte to Area A
Descrietion
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip (In)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft/s)
17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Q
= 0 400
= 500
= 360
= 1 00
= 15.34
= 850 00
= 1 70
= Unpaved
=2 10
= 6.73
= 3 14
= 628
= 1 00
= 0 015
=6 24
B
0 011
00
000
000
+ 0.00
000
000
Paved
000
+ 0.00
000
000
000
0 015
C
0 011
00
000
000
+ 0.00
000
000
Paved
000
+ 0.00
000
000
000
0 015
000
Flow length (ft) ( {0 })1255 0 00 00
Travel Time (min) = 3.35 + 0.00 + 0.00
TotalTravel Time, Tc ............................................... ...............................
Totals
= 15.34
I
6.73
= 3.35
25.40 min

Hydrograph
Report
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 10
Total Area A Post
Hydrograph type
= Combine Peak discharge
= 43 24 cfs
Storm frequency
= 1 yrs Time to peak
= 730 min
Time interval
= 2 min Hyd volume
= 171,629 cuft
Inflow hyds
= 8, 9 Contrib drain area
= 54 210 ac
Q (cfs)
5000
F�
2000
1000
0 00 '
0 120 240
Hyd No 10
Total Area A Post
Hyd No 10 -- 1 Year
360 480 600
Hyd No 8
720
Q (cfs)
5000
4000
3000
2000
1000
000
840 960 1080 1200 1320 1440 1560
Hyd No 9 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 11
Area B Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0 194 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd volume
= 678 cuft
Drainage area
= 0 540 ac
Curve number
= 604
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 7 60 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area B Post
Q (cfs) Hyd No 11 -- 1 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 11 Time (min)

20
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 11
Area B Post
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 240
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 300
000
000
Travel Time (min)
= 6.57 +
0.00 +
0.00 =
6.57
Shallow Concentrated Flow
Flow length (ft)
= 16500
000
000
Watercourse slope ( %)
= 300
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 79
000
000
Travel Time (min)
= 0.98 +
0.00 +
0.00 =
0.98
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
00
0 0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
7.60 min

21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 12
Area C Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0 030 cfs
Storm frequency
= 1 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd volume
= 498 cuft
Drainage area
= 0 950 ac
Curve number
= 528
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 10 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area C Post
Q (cfs) Hyd No 12 -- 1 Year Q (Cfs)
0 10
009
008
007
006
005
004
003
002
001
0 00
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 12 Time (min)

Kv,
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 12
Area C Post
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.34 +
0.00 +
0.00 =
15.34
Shallow Concentrated Flow
Flow length (ft)
= 47000
000
000
Watercourse slope ( %)
= 1 70
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 10
000
000
Travel Time (min)
= 3.72 +
0.00 +
0.00 =
3.72
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
QIDDO 0
00
00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
TotalTravel Time, Tc ...............................................
...............................
19.10 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD(9) Civil 313@2014 by Autodesk, Inc 00
Hyd. No. 13
Area D Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 4 550 ac
Basin Slope
= 00%
Tc method
= User
Total precip
= 3 00 in
Storm duration
= 24 hrs
Q (cfs)
600
500
400
300
200
1 00
Peak discharge
Time to peak
Hyd volume
Curve number
Hydraulic length
Time of conc (Tc)
Distribution
Shape factor
Area D Post
Hyd No 13 -- 1 Year
23
Wednesday, 01 / 29 / 2014
= 5 649 cfs
= 724 min
= 16,435 cuft
= 761
= Oft
= 13 70 min
= Type II
= 484
Q (cfs)
600
500
400
300
200
1 00
000 1 1 1 1 1 1 1 T% ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 13 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil ME) 2014 by Autodesk, Inc v10
Hyd. No. 14
Time to peak
Area E Post
Hyd volume
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0 040 ac
Basin Slope
= 00%
Tc method
= User
Total precip
= 3 00 in
Storm duration
= 24 hrs
24
Wednesday, 01 / 29 / 2014
Peak discharge
= 0 019 cfs
Time to peak
= 718 min
Hyd volume
= 50 cuft
Curve number
= 61
Hydraulic length
= 0 ft
Time of conc (TO
= 5 00 min
Distribution
= Type II
Shape factor
= 484
Area E Post
Q (cfs) Hyd No 14 -- 1 Year Q (cfs)
0 10
009
008
007
006
005
004
003
002
001
000
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 14 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 16
Onsite Area A to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 37 590 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 3 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
4000
3000
2000
1000
000 ' 1 '
0 120 240
Hyd No 16
Onsite Area A to BMP 1
Hyd No 16 -- 1 Year
360 480 600 720 840
25
Wednesday, 01 / 29 / 2014
= 35 01 cfs
= 730 min
= 135,600 cuft
= 759
= Oft
= 25 43 min
= Type II
= 484
Q (cfs)
4000
3000
2000
1000
11% 1 000
960 1080 1200 1320 1440 1560
Time (min)

26
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 16
Onsite Area A to BMP 1
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (In)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.34 +
0.00 +
0.00 =
15.34
Shallow Concentrated Flow
Flow length (ft)
= 85000
000
000
Watercourse slope ( %)
= 1 70
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2 10
000
000
Travel Time (min)
= 6.73 +
0.00 +
0.00 =
6.73
Channel Flow
X sectional flow area (sqft)
= 3 14
000
000
Wetted perimeter (ft)
= 628
000
000
Channel slope ( %)
= 1 00
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=6 24
000
000
Flow length (ft)
( {0 }) 1255 0
00
00
Travel Time (min)
= 3.35 +
0.00 +
0.00 =
3.35
Total Travel Time, Tc ...............................................
...............................
25.43 min

27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014
Hyd. No. 17
Offsite to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0 051 cfs
Storm frequency
= 1 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd volume
= 1,095 cuft
Drainage area
= 2 550 ac
Curve number
= 516
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 25 40 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Mite to BMP 1
Q (cfs) Hyd No 17 -- 1 Year Q (Cfs)
0 10
009
008
007
006
005
004
003
002
001
0 00
0 10
009
008
007
006
005
004
003
002
001
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 17 Time (min)

TR55 Tc Worksheet
Hyd. No. 17
Offsite to BMP 1
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft/s)
28
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
A
= 0 400
= 500
= 360
= 1 00
= 15.34
= 850 00
= 1 70
= Unpaved
=2 10
= 6.73
= 3 14
= 628
= 1 00
= 0 015
=6 24
B
0 011
00
000
000
+ 0.00
000
000
Paved
000
+ 0.00
000
000
000
0 015
A I R
C
0 011
00
000
000
+ 0.00
000
000
Paved
000
+ 0.00
000
000
000
0 015
000
Flow length (ft) ( {0))1255 0 00 00
Travel Time (min) = 3.35 + 0.00 + 0.00
TotalTravel Time, Tc ............................................... ...............................
Totals
15.34
6.73
= 3.35
25.40 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 18
Total to BMP 1
Hydrograph type
= Combine Peak discharge
Storm frequency
= 1 yrs Time to peak
Time interval
= 2 min Hyd volume
Inflow hyds
= 16, 17 Contrib drain area
Q (cfs)
4000
3000
2000
1000
0 00 '
0 120 240
Hyd No 18
Total to BMP 1
Hyd No 18 -- 1 Year
360 480 600
Hyd No 16
720
29
Wednesday, 01 / 29 / 2014
= 35 03 cfs
= 730 min
= 136,696 cuft
= 40 140 ac
Q (cfs)
4000
3000
2000
1000
-_ _- I I I I I\ 1 000
840 960 1080 1200 1320 1440 1560
Hyd No 17 Time (min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for AutoCAD® Civil 3M 2014 by Autodesk, Inc
v10 3
Wednesday, 01129 / 2014
Hyd. No. 19
Route BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 0 454 cfs
Storm frequency
= 1 yrs
Time to peak
= 1456 min
Time interval
= 2 min
Hyd volume
= 105,981 cuft
Inflow hyd No
= 18 - Total to BMP 1
Max Elevation
= 338 14 ft
Reservoir name
= BMP 1
Max Storage
= 118,101 cuft
Storage Indication method used
Q (cfs)
4000
3000
2000
1000
0 00 "
0
Route BMP 1
Hyd No 19 -- 1 Year
600 1200 1800 2400
Hyd No 19 Hyd No 18
3000 3600 4200 4800 5400
11 L-1-1-1 0: Total storage used = 118,101 cuft
Q (cfs)
4000
3000
2000
1000
1 000
6000
Time (min)

Pond Report 31
Hydraflow Hydrographs Extension for AutOCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014
Pond No 1 - BMP 1
Pond Data
Contours - User - defined contour areas Conic method used for volume calculation Beglning Elevation = 336 00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr Storage (cult)
Total storage (cuft)
000
33600
45,730
Stage
0
0
Clv A
Clv B
050
33650
Wr B
53,050
Wr D Exfil User Total
24,670
24,670
ft
cfs
100
33700
cis cfs
55,370
cfs
27,100
51,770
0
33600
200
33800
000
59,880
000
57,605
109,375
050
24,670
300
33900
0 19 is
64,460
- -- 000
62,150
171,524
- -- - -- — 0 191
1 00
400
34000
34 23 oc
69,100
000
66,760
238,284
000
- -- -- - -- 0 297
500
341 00
33800
73,800
0 44 lc
71,430
309,714
000
000
600
34200
171,524
78,580
34 23 oc
76,170
385,884
- -- 000
878
Culvert I Orifice Structures
- -- - -- - -- 9 32C
400
238,284
Weir Structures
34 23 oc
0 63 lc
000
[A]
[B]
[C]
[PrfRsr]
500
[A] [B]
[C]
[D]
Rise (in)
= 3600
350
Inactive
000
Crest Len (ft)
= 1550 450
1400
000
Span (in)
= 3600
350
200
000
Crest El (ft)
= 34000 33830
34020
000
No Barrels
= 1
1
1
0
Weir Coeff
= 333 333
260
333
Invert El (ft)
= 33300
33600 33720
000
Weir Type
= 1 Rect
Broad
- --
Length (ft)
= 7400
050
050
000
Multi -Stage
= Yes Yes
No
No
Slope ( %)
= 100
000
000
n/a
N -Value
= 013
013
013
n/a
Orifice Coeff = 060 060 060 060 Exfil (in/hr) = 0 000 (by Wet area)
Multi -Stage = n/a Yes Yes No TW Elev (ft) = 000
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cis cfs
cfs
cfs
cfs cfs cis cfs
000
0
33600
000
000
000
- -- 000
000
000
- -- -- - 0 00C
050
24,670
33650
34 23 oc
0 19 is
000
- -- 000
000
000
- -- - -- — 0 191
1 00
51,770
33700
34 23 oc
0 30 is
000
— 000
000
000
- -- -- - -- 0 297
200
109,375
33800
34 23 oc
0 44 lc
000
- -- 000
000
000
- -- — — 0 43E
300
171,524
33900
34 23 oc
0 54 is
000
- -- 000
878
000
- -- - -- - -- 9 32C
400
238,284
34000
34 23 oc
0 63 lc
000
- -- 000
3322
000
- -- - -- - -- 33 8E
500
309,714
341 00
83 40 is
0 23 is
000
- -- 43 48 s
39 68 s
2605
- -- - -- - -- 10944
600
385,884
34200
92 41 is
0 11 is
000
-- 58 48 s
3381 s
8790
- -- - -- - -- 18031

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 20
Onsite Area A to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 8 100 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tic method
= TR55
Time of conc (Tc)
Total precip
= 3 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1200
1000
1l
MM
400
200
Onsite Area A to BMP 3
Hyd No 20 -- 1 Year
32
Wednesday, 01 / 29 / 2014
= 10 78 cfs
= 726 min
= 34,589 cuft
= 788
= Oft
= 19 50 min
= Type II
= 484
Q (cfs)
1200
1000
e
M
400
200
000 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 20 Time (min)

33
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 20
Onslte Area A to BMP 3
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 410
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr preclp (In)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.65 +
0.00 +
0.00 =
15.65
Shallow Concentrated Flow
Flow length (ft)
= 5500
39000
000
Watercourse slope ( %)
= 720
1 50
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4 33
249
000
Travel Time (min)
= 0.21 +
2.61 +
0.00 =
2.82
Channel Flow
X sectional flow area (sqft)
= 3 14
000
000
Wetted perimeter (ft)
= 628
000
000
Channel slope ( %)
= 1 00
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=6 24
000
000
Flow length (ft)
( {0 })375 0
0 0
00
Travel Time (min)
= 1.00 +
0.00 +
0.00 =
1.00
Total Travel Time, Tc ...............................................
...............................
19.50 min

Hydrograph
Report
34
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 21
Route BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 0 129 cfs
Storm frequency
= 1 yrs
Time to peak
= 1450 min
Time interval
= 2 min
Hyd volume
= 29,007 cuft
Inflow hyd No
= 20 - Onsite Area A to BMP 3
Max Elevation
= 344 58 ft
Reservoir name
= BMP 3
Max Storage
= 29,235 cuft
Storage Indication method used
Q (cfs)
1200
1000
M
. M
400
200
000 ' "
0 600
Hyd No 21
Route BMP 3
Hyd No 21 -- 1 Year
1200 1800 2400
Hyd No 20
3000 3600 4200 4800 5400
111 I I I I Total storage used = 29,235 cuft
Q (cfs)
1200
1000
lllll�
lllll�
400
200
1 000
6000
Time (min)

Pond Report
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage / Discharge Table
35
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Pond No 3 - BMP 3
Stage
Storage
Elevation
Clv A
Clv B
Clv C
Pond Data
Wr B
Wr C
Wr D Exfil
User Total
ft
cult
ft
Contours - User - defined contour areas Conic method used
for volume calculation Begining
Elevation = 343 00 ft
cfs cfs
cfs
Stage / Storage Table
cfs cfs
cfs cfs
000
0
34300
000
000
Stage (ft) Elevation (ft)
-- 000
Contour area (sgft)
Incr Storage (cuft)
Total storage (cult)
- -- 0 000
100
000 34300
34400
15,640
0 10 ic
0
0
000
000
1 00 34400
- -- 0 101
18,910
37,793
17,247
17,247
0 15 ic
000
200 34500
035
22,230
000 - --
20,546
37,793
61,696
34600
300 34600
0 18 Ic
25,620
-- 000
23,903
61,696
000 - --
— 4 042
400 34700
89,015
29,060
21 06 is
27,319
89,015
- -- 17 46 s
3 56 s
500 34800
000 - --
33,100
500
31,055
120,070
22 89 ic
0 01 is
Culvert / Orifice Structures
- -- 20 54 s
2 32 s
5253
Weir Structures
-- 7540
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 1800
200
Inactive
000
Crest Len (ft)
= 1517 083
1200
Inactive
Span (in) = 1800
200
300
000
Crest El (ft)
= 34630 34475
34680
34550
No Barrels = 1
1
1
0
WeirCoeff
= 333 333
333
333
Invert El (ft) = 34000
34300 34475
000
Weir Type
= 1 Rect
Broad
Rect
Length (ft) = 7200
050
050
000
Multi -Stage
= Yes Yes
No
Yes
Slope ( %) = 378
000
000
n/a
N -Value = 013
013
013
n/a
Orifice Coeff = 060
060
060
060
Exfil (in /hr)
= 0 000 (by Wet area)
Multi -Stage = n/a
Yes
Yes
No
TW Elev (ft)
= 000
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil
User Total
ft
cult
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs
cfs cfs
000
0
34300
000
000
000
-- 000
000
000
000 --
- -- 0 000
100
17,247
34400
12 76 is
0 10 ic
000
- -- 000
000
000
000 - --
- -- 0 101
200
37,793
34500
12 76 ic
0 15 ic
000
— 000
035
000
000 - --
- -- 0 491
300
61,696
34600
12 76 ic
0 18 Ic
000
-- 000
3 86
000
000 - --
— 4 042
400
89,015
34700
21 06 is
0 04 ic
000
- -- 17 46 s
3 56 s
357
000 - --
- -- 2463
500
120,070
348 00
22 89 ic
0 01 is
000
- -- 20 54 s
2 32 s
5253
000 - --
-- 7540

36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 22
Onsite Area A to BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0 478 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd volume
= 3,911 cuft
Drainage area
= 4 040 ac
Curve number
= 576
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 23 40 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Onsite Area A to BMP 4
Q (cfs) Hyd No 22 -- 1 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 22 Time (min)

37
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 22
Onsite Area A to BMP 4
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 410
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 070
000
000
Travel Time (min)
= 18.05 +
0.00 +
0.00 =
18.05
Shallow Concentrated Flow
Flow length (ft)
= 63000
000
000
Watercourse slope ( %)
= 1 50
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1 98
000
000
Travel Time (min)
= 5.31 +
0.00 +
0.00 =
5.31
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
00
00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
23.40 min

Hydrograph
Report
38
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@2014 by Autodesk, Inc v10
3
Wednesday, 01 / 29 / 2014
Hyd. No. 23
Route BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 0 148 cfs
Storm frequency
= 1 yrs
Time to peak
= 798 min
Time interval
= 2 min
Hyd volume
= 3,908 cuft
Inflow hyd No
= 22 - Onsite Area A to BMP 4
Max Elevation
= 336 49 ft
Reservoir name
= BMP 4
Max Storage
= 692 cuft
Storage Indication method used
Route BMP 4
Q (cfs) Hyd No 23 -- 1 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 23 Hyd No 22 1_11L1 LII Total storage used = 692 cuft

Pond Report
39
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Pond No 4 - BMP 4
Note CulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Weir Structures
Storage / Discharge Table
Pond Data
[A]
Contours - User - defined contour areas
Conic method used for volume
calculation Beglning
Elevation = 335 50 ft
Stage / Storage Table
[B]
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr Storage (cult)
Total storage (cult)
000 33550
00
0
0
050 33600
860
143
143
1 50 33700
1,400
1,119
1,262
250 33800
2,110
1,743
3,005
350 33900
3,060
2,570
5,575
450 34000
4,320
3,672
9,247
550 341 00
5,910
5,094
14,340
Culvert / Orifice Structures
Note CulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Weir Structures
Storage / Discharge Table
[A]
[B]
[C]
[PrfRsr]
Storage
[A]
[B]
[C]
[D]
Rise (in)
= 1500
250
800
000
Crest Len (ft)
= 1400
Inactive
800
000
Span (in)
= 1500
250
800
000
Crest El (ft)
= 33950
33900
34000
000
No Barrels
= 1
1
1
0
Weir Coeff
= 333
333
260
333
Invert El (ft)
= 33550
33550
33650
000
Weir Type
= 1
Rect
Broad
--
Length (ft)
= 14300
050
050
000
Multi -Stage
= Yes
Yes
No
No
Slope ( %)
= 105
000
000
n/a
5,575
339 00
2 75 ic
0 27 ic
2 47 ic
N -Value
= 013
013
013
n/a
9,247
34000
9 73 oc
0 05 ic
0 47 ic
Orifice Coeff
= 060
060
060
060
EA1(in/hr)
= 0 000 (by
Wet area)
0 01 ic
0 11 ic
Multi -Stage
= n/a
Yes
Yes
No
TW Elev (ft)
= 000
Note CulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D ELI User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
000
0
335 50
000
000
000
-- 000
000
000
-- — - -- 0 000
050
143
33600
0 10 is
0 10 ic
000
- -- 000
000
000
- -- - -- - -- 0 099
1 50
1,262
33700
0 87 is
0 17 ic
0 68 ic
-- 000
000
000
- -- - -- - -- 0 850
250
3,005
338 00
2 07 is
0 22 ic
1 82 Ic
- -- 000
000
000
- -- - -- - -- 2035
3 50
5,575
339 00
2 75 ic
0 27 ic
2 47 ic
-- 000
000
000
- -- - -- - -- 2 742
450
9,247
34000
9 73 oc
0 05 ic
0 47 ic
- -- 9 21 s
000
000
- -- - -- - -- 9 723
550
14,340
341 00
10 78 oc
0 01 ic
0 11 ic
- -- 10 58 s
000
2080
- -- - -- - -- 31 51

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 24
Time to peak
Onsite Area A bypasses BMP
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1 930 ac
Basin Slope
= 00%
Tc method
= TR55
Total precip
= 3 00 In
Storm duration
= 24 hrs
40
Wednesday, 01 / 29 / 2014
Peak discharge
= 0 378 cfs
Time to peak
= 730 min
Hyd volume
= 2,398 cuft
Curve number
= 601
Hydraulic length
= 0 ft
Time of conc (TO
= 20 30 min
Distribution
= Type II
Shape factor
= 484
Onsite Area A bypasses BMP
Q (cfs) Hyd No 24 -- 1 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 24 Time (min)

41
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 24
Onslte Area A bypasses BMP
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 410
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 1 00
000
000
Travel Time (min)
= 15.65 +
0.00 +
0.00 =
15.65
Shallow Concentrated Flow
Flow length (ft)
= 45000
000
000
Watercourse slope ( %)
= 1 00
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1 61
000
000
Travel Time (min)
= 4.65 +
0.00 +
0.00 =
4.65
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope ( %)
= 000
000
000
Manning's n -value ,
= 0 015
0 015
0 015
Velocity (ft/s)
=0 00
000
000
Flow length (ft)
( {0 })0 0
0 0
00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
20.30 min

42
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 25
Total Area A Post
Hydrograph type
= Combine
Peak discharge
= 0 825 cfs
Storm frequency
= 1 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd volume
= 141,293 cuft
Inflow hyds
= 19, 21, 23, 24
Contrib drain area
= 1 930 ac
FM
i
0 600
Hyd No 25
Total Area A Post
Hyd No 25 -- 1 Year
1200 1800 2400
Hyd No 19
Hyd No 24
3000 3600
Hyd No 21
4200 4800 5400
Hyd No 23
Q (cfs)
1 00
090
080
070
060
050
040
030
020
010
0 00
6000
Time (min)

Hydrograph
Report
43
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 27
Onsite Area D to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5 778 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd volume
= 16,413 cuft
Drainage area
= 3 710 ac
Curve number
= 80
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 13 70 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
600
500
400
300
200
1 00
Onsite Area D to BMP 2
Hyd No 27 -- 1 Year
Q (cfs)
600
500
400
300
200
1 00
000 ra , 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 27 Time (min)

44
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADD Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 27
Onsite Area D to BMP 2
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0 400
0 011
0 011
Flow length (ft)
= 500
00
00
Two -year 24 -hr precip (in)
= 360
000
000
Land slope ( %)
= 400
000
000
Travel Time (min)
= 8.81 +
0.00 +
0.00 =
8.81
Shallow Concentrated Flow
Flow length (ft)
= 54500
000
000
Watercourse slope ( %)
= 147
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1 96
000
000
Travel Time (min)
= 4.64 +
0.00 +
0.00 =
4.64
Channel Flow
X sectional flow area (sqft)
= 314
000
000
Wetted perimeter (ft)
= 628
000
000
Channel slope ( %)
= 1 00
000
000
Manning's n -value
= 0 015
0 015
0 015
Velocity (ft/s)
=6 24
000
000
Flow length (ft)
({O}) 105 0
00
0 0
Travel Time (min)
= 0.28 +
0.00 +
0.00 =
0.28
TotalTravel Time, Tc ...............................................
...............................
13.70 min

45
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 28
Offsite to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0 701 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd volume
= 1,557 cuft
Drainage area
= 0 180 ac
Curve number
= 959
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc (Tc)
= 5 00 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Offsite to BMP 2
Hyd No 28 -- 1 Year
E
3 I
Eli
01.
0 120 240
Hyd No 28
Q (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 i
Hyd. No. 29
Time to peak
Total to BMP 2
Hyd volume
Hydrograph type
= Combine
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyds
= 27, 28
Q (cfs)
700
M
500
400
300
200
1 00
46
Wednesday, 01 / 29 / 2014
Peak discharge
= 6 106 cfs
Time to peak
= 722 min
Hyd volume
= 17,970 cuft
Contrib drain area
= 3 890 ac
Total to BMP 2
Hyd No 29 --1 Year
Q (cfs)
700
111MI
500
400
300
200
1 00
000 ' 1 1 1 1 1 1 1 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 29 Hyd No 27 Hyd No 28

Hydrograph
Report
47
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3
Wednesday, 01 / 29 / 2014
Hyd. No. 30
Route BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 0 220 cfs
Storm frequency
= 1 yrs
Time to peak
= 938 min
Time interval
= 2 min
Hyd volume
= 16,146 cuft
Inflow hyd No
= 29 - Total to BMP 2
Max Elevation
= 358 34 ft
Reservoir name
= BMP 2
Max Storage
= 11,632 cuft
Storage Indication method used
Q (Cfs)
700
MM
500
400
300
200
1 00
Route BMP 2
Hyd No 30 -- 1 Year
Q (cfs)
700
lllll�
500
400
300
200
1 00
000 '�� ' 000
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No 30 Hyd No 29 1 -1 -1 J -1 11' Total storage used = 11,632 cult

Pond Report
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage / Discharge Table
48
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Pond No. 2 - BMP 2
Stage
Storage
Elevation
Clv A
Clv B
Pond Data
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
Contours - User - defined contour areas Conic method used for volume
calculation Beglning Elevation = 357 00 ft
cfs
Stage / Storage Table
cfs cfs
cfs
cfs
cfs cfs cfs cfs
000
0
Stage (ft) Elevation (ft)
000
Contour area (sgft)
Incr Storage (cuft)
Total storage (cult)
000
000 35700
-- -- -- 0 000
7,630
8,319
0
0
0 04 is
1 00 35800
-- 000
9,030
000
8,319
8,319
18,074
200 35900
8 13 oc
10,500
0 38 Ic
9,755
18,074
000
300 36000
300
12,030
36000
11,255
29,329
0 57 Ic
400 361 00
666
13,610
- -- - -- - -- 7 299
12,811
42,140
361 00
500 36200
0 01 Ic
15,260
- -- 9 60 s
14,426
56,566
- -- -- - -- 2561
Culvert / Orifice Structures
56,566
36200
14 97 oc
Weir Structures
0 03 is
[A]
[B]
[C]
[PrfRSr]
[A] [B]
[C] [D]
Rise (in) = 1500
1 25
400
000
Crest Len (ft)
= 1000 200
1000 000
Span (in) = 1500
1 25
400
000
Crest El (ft)
= 36000 35900
36050 000
No Barrels = 1
1
1
0
Weir Coeff
= 333 333
333 333
Invert El (ft) = 35400
35700 35800
000
Weir Type
= 1 Rect
Broad - --
Length (ft) = 6800
050
050
000
Multi -Stage
= Yes Yes
No No
Slope ( %) = 050
000
000
n/a
N -Value = 013
013
013
n/a
Orifice Coeff = 060
060
060
060
Exfil (in/hr)
= 0 000 (by Wet area)
Multi -Stage = n/a
Yes
Yes
No
TW Elev (ft)
= 000
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Civ C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
000
0
35700
000
000
000
-- 000
000
000
-- -- -- 0 000
1 00
8,319
35800
8 13 oc
0 04 is
000
-- 000
000
000
-- - -- - -- 0 040
200
18,074
35900
8 13 oc
0 06 Ic
0 38 Ic
- -- 000
000
000
-- - -- - -- 0 441
300
29,329
36000
8 13 oc
0 07 is
0 57 Ic
- -- 000
666
000
- -- - -- - -- 7 299
400
42,140
361 00
13 85 oc
0 01 Ic
0 07 Ic
- -- 9 60 s
4 16 s
11 77
- -- -- - -- 2561
500
56,566
36200
14 97 oc
0 00 Ic
0 03 is
- -- 11 28s
3 55 s
61 18
- -- -- - -- 7604

49
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014
Hyd. No. 31
Onsite Area D bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 0 199 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time Interval
= 2 min
Hyd volume
= 952 cuft
Drainage area
= 0 840 ac
Curve number
= 59
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 13 00 min
Total precip
= 3 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Onsite Area D bypasses BMP
Q (cfs) Hyd No 31 -- 1 Year Q (Cfs)
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 31 Time (min)

TR55 Tc Worksheet
Hyd. No. 31
Onsite Area D bypasses BMP
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft/s)
50
Hydraflow Hydrographs Extension for AutoCAD(9) Civil 3D® 2014 by Autodesk, Inc v10 3
A
= 0 400
= 500
= 360
= 200
= 11.63
= 250 00
= 360
= Unpaved
=3 06
= 1.36
= 000
= 000
= 000
= 0 015
=0 00
B
0 011
00
000
000
+ 0.00
000
000
Paved
000
+ 0.00
000
000
000
0 015
C
0 011
00
000
000
+ 0.00
000
000
Paved
000
+ 0.00
000
000
000
0 015
000
Flow length (ft) ( {0 })0 0 00 00
Travel Time (min) = 0.00 + 0.00 + 0.00
Total Travel Time, Tc ............................................... ...............................
Totals
11.63
1.36
0.00
13.00 min

51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 32
Area D Post with SWM
Hydrograph type
= Combine
Peak discharge
= 0 240 cfs
Storm frequency
= 1 yrs
Time to peak
= 916 min
Time interval
= 2 min
Hyd volume
= 17,099 cuft
Inflow hyds
= 30, 31
Contrib drain area
= 0 840 ac
i�
0 600
Hyd No 32
Area D Post with SWM
Hyd No 32 -- 1 Year
1200 1800 2400
Hyd No 30
3000 3600
Hyd No 31

52
Hydrograph Summary Re po rt Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc 00 3
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2763
2
736
165,125
- --
- - --
- - - - --
Onsite Area A Pre
2
SCS Runoff
1 767
2
732
8,683
- - - - --
- - --
- - - - --
Offsite to Area A
3
Combine
2927
2
736
173,808
1,2
- --
- - --
Total Area A Pre
4
SCS Runoff
1916
2
726
6,829
- - - - --
-- -
- - - - --
Area B Pre
5
SCS Runoff
1 501
2
726
6,144
- - --
--
- --
Area C Pre
6
SCS Runoff
6 360
2
724
20,422
- - - - --
- - - - --
- - - - --
Area D Pre
7
SCS Runoff
1 734
2
722
5,028
- - --
- - --
--
Area E Pre
8
SCS Runoff
13501
2
728
498,000
- - - - --
- - - --
- - - - --
Onsite Area A Post
9
SCS Runoff
1 767
2
732
8,683
-- --
- -
-
Offsite to Area A
10
Combine
13669
2
728
506,683
8,9
- - --
- - - - --
Total Area A Post
11
SCS Runoff
1 304
2
720
3,054
- --
- --
- --
Area B Post
12
SCS Runoff
0 911
2
726
3,551
- - - - --
- - - --
- - - - --
Area C Post
13
SCS Runoff
1644
2
722
46,072
- - - --
- - --
- --
Area D Post
14
SCS Runoff
0 108
2
718
218
- - - - --
- --
- - - - --
Area E Post
16
SCS Runoff
10383
2
728
381,828
- - - - --
- - - - --
- - - - --
Onsite Area A to BMP 1
17
SCS Runoff
1 767
2
732
8,683
- - --
- - - --
- - - - --
Offsite to BMP 1
18
Combine
10551
2
728
390,511
16,17
- - - - --
- - - - --
Total to BMP 1
19
Reservoir
1840
2
760
351,429
18
33942
199,703
Route BMP 1
20
SCS Runoff
2927
2
724
91,517
- - - - --
- - - - --
- - - - --
Onsite Area A to BMP 3
21
Reservoir
2 411
2
786
83,186
20
34562
52,604
Route BMP 3
22
SCS Runoff
5 175
2
728
20,228
- - - - --
- - - --
- - - - --
Onsite Area A to BMP 4
23
Reservoir
2 448
2
744
20,225
22
33855
4,415
Route BMP 4
24
SCS Runoff
2 908
2
728
10,952
- - - - --
- - - - --
- - - - --
Onsite Area A bypasses BMP
25
Combine
2349
2
760
465,792
19, 21, 23,
- --
- - -
Total Area A Post
24
27
SCS Runoff
1508
2
722
42,371
- - - - --
- - - - --
- - - - --
Onsite Area D to BMP 2
28
SCS Runoff
1 299
2
716
3,001
- - - --
- - - --
- --
Offsite to BMP 2
29
Combine
1568
2
722
45,372
27,28
- --
- - - - --
Total to BMP 2
30
Reservoir
2 843
2
742
43,223
29
35949
23,602
Route BMP 2
31
SCS Runoff
1 662
2
722
4,577
- - - - --
- - - - --
- - - - --
Onsite Area D bypasses BMP
32
Combine
3 166
2
740
47,800
30,31
- - - - --
- - - - --
Area D Post with SWM
12- 154 -H8 Pre Post -REV gpw
Return Period 10 Year
Wednesday, 01 / 29 / 2014

53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 1
Onsite Area A Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 27 63 cfs
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd volume
= 165,125 cuft
Drainage area
= 48 420 ac
Curve number
= 51 2
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 30 33 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2800
2400
1600
1200
M
400
Onsite Area A Pre
Hyd No 1 -- 10 Year
Q (cfs)
2800
2400
2000
1600
1200
M
400
000 1 1 i 1 1 i i 1 1 1 1 1 1 1% ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MO 2014 by Autodesk, Inc v10 3
Hyd. No. 2
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 In
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Offsite to Area A
Hyd No 2 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 2
54
Wednesday, 01 /29/2014
= 1 767 cfs
= 732 min
= 8,683 cuft
= 51 6
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
200
1 00
' I I I % ' 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 2
Hyd. No. 3
Total Area A Pre
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time Interval
= 2 min
Inflow hyds
= 1, 2
Q (cfs)
3000
2500
2000
1500
1000
500
55
Wednesday, 01 / 29 / 2014
Peak discharge = 29 27 cfs
Time to peak = 736 min
Hyd volume = 173,808 cuft
Contrib drain area = 50 970 ac
Total Area A Pre
Hyd No 3 -- 10 Year
Q (cfs)
3000
2500
2000
1500
1000
500
000 ' 1 1 1 1 1 - ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 3 Hyd No 1 Hyd No 2

Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 4
Area B Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 480 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
Area B Pre
Hyd No 4 --10 Year
0 120 240 360 480 600 720 840 960
Hyd No 4
56
Wednesday, 01 / 29 12014
= 1 916 cfs
= 726 min
= 6,829 cuft
= 564
= Oft
= 19 60 min
= Type II
= 484
Q (cfs)
200
1 00
' ' 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 5
Area C Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 800 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Area C Pre
Hyd No 5 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 5
57
Wednesday, 01 / 29 / 2014
= 1 501 cfs
= 726 min
= 6,144 cuft
=
514
= Oft
= 19 10 min
= Type II
= 484
Q (cfs)
200
1 00
' ' ' " 000
1080 1200 1320 1440 1560
Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3M2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 6
Area D Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 6 360 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd volume
= 20,422 cuft
Drainage area
= 4 910 ac
Curve number
= 55
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 13 40 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
700
M
500
400
300
200
1 00
Area D Pre
Hyd No 6 -- 10 Year
Q (cfs)
700
. iX
500
400
300
200
1 00
000 1 1 1 1 1 1 . I I 1 I 1 1 1% ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 7
Area E Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 130 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 -L
0
Area E Pre
Hyd No 7 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 7
59
Wednesday, 01 / 29 / 2014
= 1 734 cfs
= 722 min
= 5,028 cuft
=
552
= Oft
= 10 40 min
= Type II
= 484
Q (cfs)
200
1 00
' ' 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2014 by Autodesk, Inc v10 3
Hyd. No. 8
Onsite Area A Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 51 660 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
14000
12000
10000
F�
2000
Onsite Area A Post
Hyd No 8 -- 10 Year
60
Wednesday, 01 / 29 / 2014
= 135 01 cfs
= 728 min
= 498,000 cult
= 743
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
14000
12000
10000
:1 1I
4000
2000
000 ' 1 1 1 — 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2014 by Autodesk, Inc v10 3
Hyd. No. 9
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Offsite to Area A
Hyd No 9 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 9
61
Wednesday, 01 / 29 / 2014
= 1 767 cfs
= 732 min
= 8,683 cuft
=
516
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
200
1 00
' ' I % ' 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
62
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 10
Total Area A Post
Hydrograph type
= Combine Peak discharge
= 136 69 cfs
Storm frequency
= 10 yrs Time to peak
= 728 min
Time interval
= 2 min Hyd volume
= 506,683 cuft
Inflow hyds
= 8, 9 Contnb drain area
= 54 210 ac
Q (cfs)
14000
12000
10000
-T M
4000
2000
Total Area A Post
Hyd No 10 -- 10 Year
Q (cfs)
14000
12000
10000
4000
2000
000 ' ' ' 1 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 10 Hyd No 8 Hyd No 9

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 11
Area B Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 0 540 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conic (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Area B Post
Hyd No 11 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 11
63
Wednesday, 01 / 29 / 2014
= 1 304 cfs
= 720 min
= 3,054 cuft
=
604
= Oft
= 7 60 min
= Type II
= 484
Q (cfs)
200
1 00
000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 12
Time to peak
Area C Post
Hyd volume
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time Interval
= 2 min
Drainage area
= 0 950 ac
Basin Slope
= 00%
Tc method
= TR55
Total precip
= 5 38 In
Storm duration
= 24 hrs
64
Wednesday, 01 / 29 / 2014
Peak discharge
= 0 911 cfs
Time to peak
= 726 min
Hyd volume
= 3,551 cuft
Curve number
= 528
Hydraulic length
= 0 ft
Time of conc (Tc)
= 19 10 min
Distribution
= Type II
Shape factor
= 484
Area C Post
Q (cfs) Hyd No 12 -- 10 Year Q (cfs)
1 00
090
080
070
060
050
040
030
020
010
0 00
1 00
090
080
070
060
050
040
030
020
010
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 12 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 13
Area D Post
Hydrograph type
= SCS Runoff
Peak discharge
= 16 44 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd volume
= 46,072 cuft
Drainage area
= 4 550 ac
Curve number
= 761
Basin Slope
= 00%
Hydraulic length
= Oft
Tc method
= User
Time of conc (Tc)
= 13 70 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1800
1500
1200
• M
. 11
300
Area D Post
Hyd No 13 -- 10 Year
Q (Cfs)
1800
1500
1200
M
300
000 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 13 Time (min)

66
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014
Hyd. No. 14
Area E Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0 108 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd volume
= 218 cuft
Drainage area
= 0 040 ac
Curve number
= 61
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc (Tc)
= 5 00 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area E Post
Q (cfs) Hyd No 14 -- 10 Year Q (cfs)
0 50
045
040
035
030
025
020
015
010
005
000
0 50
045
040
035
030
025
020
015
010
005
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 14 Time (min)

Hydrograph
Report
67
Hydraflow Hydrographs Extension for AutoCAND Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 16
Onsite Area A to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 103 83 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 381,828 cuft
Drainage area
= 37 590 ac
Curve number
= 759
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 25 43 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
12000
10000
4000
2000
Onsite Area A to BMP 1
Hyd No 16 --10 Year
Q (cfs)
12000
10000
4000
2000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 16 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 17
Offsite to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Offsite to BMP 1
Hyd No 17 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 17
68
Wednesday, 01 /29/2014
= 1 767 cfs
= 732 min
= 8,683 cuft
= 51 6
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
260
1 00
' '` I 0 00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 18
Time to peak
Total to BMP 1
Hyd volume
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds
= 16, 17
Q (cfs)
12000
10000
4000
2000
69
Wednesday, 01 / 29 / 2014
Peak discharge
= 105 51 cfs
Time to peak
= 728 min
Hyd volume
= 390,511 cuft
Contnb drain area
= 40 140 ac
Total to BMP 1
Hyd No 18 --10 Year
Q (cfs)
12000
10000
:1 1I
4000
2000
000 1 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 18 Hyd No 16 Hyd No 17

70
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 19
Route BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 18 40 cfs
Storm frequency
= 10 yrs
Time to peak
= 760 min
Time interval
= 2 min
Hyd volume
= 351,429 cuft
Inflow hyd No
= 18 - Total to BMP 1
Max Elevation
= 339 42 ft
Reservoir name
= BMP 1
Max Storage
= 199,703 cult
Storage Indication method used
Route BMP 1
Q (cfs) Q (cfs)
Hyd No 19 -- 10 Year
12000 12000
10000 10000
8000 8000
6000 6000
4000 4000
2000 2000
000 000
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No 19 Hyd No 18 LI_(JJ_Lll Total storage used = 199,703 cult

71
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 20
Onsite Area A to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 29 27 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd volume
= 91,517 cuft
Drainage area
= 8 100 ac
Curve number
= 788
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 50 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3000
2500
2000
1500
1000
500
000 ' '
0 120 240
Hyd No 20
Onsite Area A to BMP 3
Hyd No 20 -- 10 Year
Q (cfs)
3000
2500
2000
1500
1000
500
__ ......, I I I I I ' 000
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 21
Route BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 2 411 cfs
Storm frequency
= 10 yrs
Time to peak
= 786 min
Time interval
= 2 min
Hyd volume
= 83,186 cuft
Inflow hyd No
= 20 - Onsite Area A to BMP 3
Max Elevation
= 345 62 ft
Reservoir name
= BMP 3
Max Storage
= 52,604 cuft
Storage Indication method used
Q (cfs)
3000
2500
2000
1500
1000
500
000
0 600
Hyd No 21
Route BMP 3
Hyd No 21 -- 10 Year
Q (cfs)
3000
2500
2000
1500
1000
500
000
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No 20 1 1 IJ_ L L Total storage used = 52,604 cult

73
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MD 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 22
Onsite Area A to BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 5 175 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 20,228 cuft
Drainage area
= 4 040 ac
Curve number
= 576
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 23 40 min
Total precip
= 5 38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
600
500
400
300
200
1 00
000 1 '
0 120 240
Hyd No 22
Onsite Area A to BMP 4
Hyd No 22 -- 10 Year
Q (cfs)
600
500
400
300
200
1 00
i .i i i i i i i� ' 000
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
74
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 23
Route BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 2 448 cfs
Storm frequency
= 10 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd volume
= 20,225 cuft
Inflow hyd No
= 22 - Onsite Area A to BMP 4
Max Elevation
= 338 55 ft
Reservoir name
= BMP 4
Max Storage
= 4,415 cuft
Storage Indication method used
Q (cfs)
600
500
400
300
200
1 00
Route BMP 4
Hyd No 23 -- 10 Year
Q (cfs)
600
500
400
300
200
1 00
000 I I ' I I ' •• I 1 I I I I 1` " 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 23 Hyd No 22 LLL1LL11 Total storage used = 4,415 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 24
Onsite Area A bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 1 930 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
300
200
1 00
Onsite Area A bypasses BMP
Hyd No 24 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 24
75
Wednesday, 01 / 29 / 2014
= 2 908 cfs
= 728 min
=
10,952 cuft
=
601
= Oft
= 20 30 min
= Type II
= 484
Q (cfs)
300
200
1 00
i i i iw 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 25
Total Area A Post
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time Interval
= 2 min
Inflow hyds
= 19, 21, 23, 24
Q (cfs)
2400
1600
1200
: Me
400
000
0 600
Hyd No 25
76
Wednesday, 01 / 29 / 2014
Peak discharge = 23 49 cfs
Time to peak = 760 min
Hyd volume = 465,792 cuft
Contrib drain area = 1 930 ac
Total Area A Post
Hyd No 25 -- 10 Year
1200 1800 2400
Hyd No 19
Hyd No 24
3000 3600
Hyd No 21
4200 4800 5400
Hyd No 23
Q (cfs)
2400
2000
1600
1200
lll�
400
1 000
6000
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 27
Onsite Area D to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 3 710 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1800
1500
1200
• Me
. M
300
Onsite Area D to BMP 2
Hyd No 27 -- 10 Year
77
Wednesday, 01 / 29 / 2014
= 15 08 cfs
= 722 min
= 42,371 cuft
= 80
= Oft
= 13 70 min
= Type II
= 484
Q (cfs)
1800
1500
1200
• IO
111M
300
000 — ' ' ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 27 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 28
Offsite to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 180 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
OfFsite to BMP 2
Hyd No 28 -- 10 Year
78
Wednesday, 01 / 29 / 2014
= 1 299 cfs
= 716 min
=
3,001 cuft
=
959
= Oft
= 5 00 min
= Type II
= 484
Q (cfs)
200
1 00
000 ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No 28 Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc A 0 3
Wednesday, 01 / 29 / 2014
Hyd. No. 29
Total to BMP 2
Hydrograph type
= Combine
Peak discharge
= 15 68 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd volume
= 45,372 cuft
Inflow hyds
= 27, 28
Contrib drain area
= 3 890 ac
Q (cfs)
1800
1500
1200
• M
MM
300
000 '
0 120 240
Hyd No 29
Total to BMP 2
Hyd No 29 -- 10 Year
Q (cfs)
1800
1500
1200
111MI
. IM
300
000
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 27 Hyd No 28

Hydrograph
Report
80
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 30
Route BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 2 843 cfs
Storm frequency
= 10 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd volume
= 43,223 cuft
Inflow hyd No
= 29 - Total to BMP 2
Max Elevation
= 359 49 ft
Reservoir name
= BMP 2
Max Storage
= 23,602 cuft
Storage Indication method used
Q (cfs)
1800
1500
1200
• M
1I
300
000 1
0 480
Hyd No 30
Route BMP 2
Hyd No 30 -- 10 Year
960 1440 1920 2400 2880 3360 3840
Hyd No 29 l 1 1 Cl L(' Total storage used = 23,602 cuft
Q (cfs)
1800
1500
1200
• IN
. M
300
�- 0 00
4320
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 31
Onsite Area D bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 840 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 5 38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
1 11
Onsite Area D bypasses BMP
Hyd No 31 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No 31
81
Wednesday, 01 / 29 / 2014
= 1 662 cfs
= 722 min
= 4,577 cuft
= 59
= Oft
= 13 00 min
= Type II
= 484
Q (cfs)
200
1 00
0 00
1080 1200 1320 1440 1560
Time (min)

82
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 32
Area D Post with SWM
Hydrograph type
= Combine
Peak discharge
= 3 166 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd volume
= 47,800 cuft
Inflow hyds
= 30, 31
Contrib drain area
= 0 840 ac
Area D Post with SWM
Q (Cfs) Hyd No 32 -- 10 Year Q (cfs)
400 400
300 300
200 200
1 00 1 00
000 000
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No 32 Hyd No 30 Hyd No 31

83
Hydrograph Summary Re po rt Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc 00 3
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
4905
2
734
257,194
- - - --
--
- --
Onsite Area A Pre
2
SCS Runoff
3 115
2
730
13,462
--
- - - --
- - - - --
Offsite to Area A
3
Combine
5200
2
734
270,656
1,2
- - - - --
- - - - --
Total Area A Pre
4
SCS Runoff
3 007
2
726
10,092
- - - --
- - --
- --
Area B Pre
5
SCS Runoff
2 646
2
726
9,548
- --
- - - - --
- - - - --
Area C Pre
6
SCS Runoff
1014
2
724
30,566
- - - - --
- - - - --
--
Area D Pre
7
SCS Runoff
2 742
2
722
7,512
--
- - --
- --
Area E Pre
8
SCS Runoff
17917
2
728
657,709
- - - - --
- - - - --
- - --
Onsite Area A Post
9
SCS Runoff
3 115
2
730
13,462
- - - --
- - - - --
- - - - --
Offsite to Area A
10
Combine
18219
2
728
671,170
8,9
-- -
- - --
Total Area A Post
11
SCS Runoff
1 899
2
720
4,372
- -
- --
--
Area B Post
12
SCS Runoff
1 545
2
726
5,433
- - - - --
- - - - --
- - - - --
Area C Post
13
SCS Runoff
21 50
2
722
60,336
--
- - --
- --
Area D Post
14
SCS Runoff
0 156
2
718
311
- --
- - - - --
- - - - --
Area E Post
16
SCS Runoff
13642
2
728
500,501
- - - - --
- - - - --
- - - - --
Onsite Area A to BMP 1
17
SCS Runoff
3 115
2
730
13,462
- --
- - --
- --
Offsite to BMP 1
18
Combine
13945
2
728
513,963
16,17
- - - - --
- - - - --
Total to BMP 1
19
Reservoir
4034
2
752
474,580
18
34013
247,658
Route BMP 1
20
SCS Runoff
3776
2
724
118,403
- - --
- - --
- - - - --
Onsite Area A to BMP 3
21
Reservoir
4 639
2
760
109,939
20
34612
65,097
Route BMP 3
22
SCS Runoff
8 010
2
728
29,592
- - - - --
- - - - --
- - - - --
Onsite Area A to BMP 4
23
Reservoir
3 788
2
744
29,589
22
33955
7,594
Route BMP 4
24
SCS Runoff
4 343
2
728
15,714
- - - - --
- - - - --
- -- -
Onsite Area A bypasses BMP
25
Combine
4899
2
752
629,821
19, 21, 23,
- - - - --
- - - - --
Total Area A Post
24
27
SCS Runoff
1930
2
722
54,534
- - - - --
- - - - --
- - - - --
Onsite Area D to BMP 2
28
SCS Runoff
1 555
2
716
3,629
- --
- - - - --
- - - - --
Offsite to BMP 2
29
Combine
2002
2
722
58,162
27,28
- - - - --
- - - - --
Total to BMP 2
30
Reservoir
6 394
2
736
55,959
29
35991
28,300
Route BMP 2
31
SCS Runoff
2 481
2
722
6,621
- - - - --
- - - - --
- - - - --
Onsite Area D bypasses BMP
32
Combine
7 050
2
734
62,579
30,31
- - - - --
- - - - --
Area D Post with SWM
12- 154 -H8 Pre Post -REV gpw
Return Period 25 Year
Wednesday, 01 / 29 / 2014

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 1
Onsite Area A Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 48 420 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tic method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5000
4000
3000
2000
1000
Onsite Area A Pre
Hyd No 1 -- 25 Year
84
Wednesday, 01 / 29 / 2014
= 49 05 cfs
= 734 min
= 257,194 cuft
= 51 2
= Oft
= 30 33 min
= Type II
= 484
Q (cfs)
5000
4000
3000
2000
1000
000 1 1 1 1 1 1 1 1 1 1 1 ' 1 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31M2014 by Autodesk, Inc v10 3
Hyd. No. 2
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conic (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
400
300
200
1 00
000 ' 1 '
0 120 240
Hyd No 2
Offsite to Area A
Hyd No 2 -- 25 Year
360 480 600 720 840
85
Wednesday, 01 / 29 / 2014
= 3 115 cfs
= 730 min
= 13,462 cuft
= 51 6
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
400
300
200
1 00
i i i I, ' 000
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
86
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 3
Total Area A Pre
Hydrograph type
= Combine
Peak discharge
= 52 00 cfs
Storm frequency
= 25 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd volume
= 270,656 cuft
Inflow hyds
= 1, 2
Contnb drain area
= 50 970 ac
Q (cfs)
6000
5000
4000
3000
2000
1000
000 ' 1 '
0 120 240
Hyd No 3
360 480 600
Hyd No 1
Total Area A Pre
Hyd No 3 -- 25 Year
720
Q (cfs)
6000
5000
410 00
3000
2000
1000
000
840 960 1080 1200 1320 1440 1560
Hyd No 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 4
Area B Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 480 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
400
i 11
200
1 00
000 -1 1 '
0 120 240
Hyd No 4
Area B Pre
Hyd No 4 -- 25 Year
360 480 600 720 840
87
Wednesday, 01 /29/2014
= 3 007 cfs
= 726 min
= 10,092 cuft
=
564
= Oft
= 19 60 min
= Type II
= 484
Q (cfs)
400
300
200
1 00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 5
Area C Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 800 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
300
200
1 00
1
Area C Pre
Hyd No 5 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No 5
1.1.1
Wednesday, 01 / 29 / 2014
= 2 646 cfs
= 726 min
= 9,548 cuft
= 514
= Oft
= 19 10 min
= Type II
= 484
Q (cfs)
300
200
1 00
i i i iw 000
1080 1200 1320 1440 1560
Time (min)

E L'.
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 6
Area D Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 10 14 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd volume
= 30,566 cuft
Drainage area
= 4 910 ac
Curve number
= 55
Basin Slope
= 00%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc (Tc)
= 13 40 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1200
1000
M$
AM
400
200
Area D Pre
Hyd No 6 -- 25 Year
Q (cfs)
1200
1000
800
600
400
11'
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 7
Area E Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 130 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
300
200
1 00
Area E Pre
Hyd No 7 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No 7
90
Wednesday, 01 / 29 / 2014
= 2 742 cfs
= 722 min
= 7,512 cuft
= 552
= Oft
= 10 40 min
= Type II
= 484
Q (cfs)
300
200
1 00
I I I 11 0 00
1080 1200 1320 1440 1560
Time (min)

91
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3
Wednesday, 01 / 29 / 2014
Hyd. No. 8
Onsite Area A Post
Hydrograph type
= SCS Runoff
Peak discharge
= 179 17 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time Interval
= 2 min
Hyd volume
= 657,709 cuft
Drainage area
= 51 660 ac
Curve number
= 743
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc (Tc)
= 25 40 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18000
15000
12000
MI1
3000
Onsite Area A Post
Hyd No 8 -- 25 Year
Q (cfs)
18000
15000
12000
.I 61
3000
000 ' 1 1 1 ' ' ' ' ' ' " ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31M2014 by Autodesk, Inc 00 3
Hyd. No. 9
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
400
300
200
1 00
000 ' 1 '
0 120 240
Hyd No 9
Offsite to Area A
Hyd No 9 -- 25 Year
360 480 600 720 840
py,
Wednesday, 01 / 29 / 2014
= 3 115 cfs
= 730 min
= 13,462 cuft
= 51 6
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
400
300
200
1 00
' ' ' ' I% ' 000
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil Me 2014 by Autodesk, Inc v10 2
Hyd. No. 10
Time to peak
Total Area A Post
Hyd volume
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds
= 8, 9
Q (cfs)
21000
18000
15000
12000
0111011111
3000
93
Wednesday, 01 / 29 / 2014
Peak discharge
= 182 19 cfs
Time to peak
= 728 min
Hyd volume
= 671,170 cuft
Contrib drain area
= 54 210 ac
Total Area A Post
Hyd No 10 -- 25 Year
Q (cfs)
21000
18000
15000
12000
• I T1
3000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 10 Hyd No 8 Hyd No 9

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 11
Area B Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 0 540 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
Area B Post
Hyd No 11 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No 11
94
Wednesday, 01 / 29 / 2014
= 1 899 cfs
= 720 min
= 4,372 cuft
=
604
= Oft
= 7 60 min
= Type II
= 484
Q (cfs)
200
1 00
' I 1 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 12
Area C Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 950 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Area C Post
Hyd No 12 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No 12
95
Wednesday, 01 / 29 12014
= 1 545 cfs
= 726 min
= 5,433 cuft
=
528
= Oft
= 19 10 min
= Type II
= 484
Q (cfs)
200
1 00
IN ' 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 13
Area D Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 4 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 6 41 In
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2400
2000
1600
1200
M
400
Area D Post
Hyd No 13 -- 25 Year
96
Wednesday, 01 / 29 / 2014
= 21 50 cfs
= 722 min
= 60,336 cuft
=
761
= Oft
= 13 70 min
= Type II
= 484
Q (cfs)
2400
2000
1600
1200
111M
400
000 ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 13 Time (min)

97
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014
Hyd. No. 14
Area E Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0 156 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd volume
= 311 cuft
Drainage area
= 0 040 ac
Curve number
= 61
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc (Tc)
= 5 00 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area E Post
Q (cfs) Q (cfs)
Hyd No 14 -- 25 Year
0 50
045
040
035
030
025
020
015
010
005
0 00
0 50
045
040
035
030
025
020
015
010
005
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 14

Hydrograph
Report
98
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 16
Onsite Area A to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 136 42 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 500,501 cuft
Drainage area
= 37 590 ac
Curve number
= 759
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 25 43 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14000
12000
10000
4000
Onsite Area A to BMP 1
Hyd No 16 -- 25 Year
Q (cfs)
14000
12000
10000
.e ffie,
4000
2000
000 ' ' ' ' ' ' ' FN. ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 16 Time (min)

/drograph R
Report
Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
,ydraflow Hydrographs E
Hyd. No. V
Offsite to BMP 1
= SCS Runoff =
Hydrograph type =
= 25 yrs
Storm frequency _
_ 2 min
Time interval
= 2 i
Drainage area 0
00%
Basin Slope =
=
Tc method =
= g 41 in
Total precip =
= 24 hrs
Storm duration
L
C
F;
Q (cfs)
400
M
201
1(
0 v%j 3bu 4ov
0 120 240
® Hyd No 17
Peak discharge
Time to peak
Hyd volume
curve number
Hydraulic length
Time of conc (TO
Distribution
Shape factor
Offsite to BMP 7
.. . ., - 47 __ ) .ci Year
99
Wednesday, 01 /29/2014
= 3 115 cfs
= 730 min
= 13,462 cuft
= 516
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
" 00
M
M
100
000
0
a (min)

100
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 18
Total to BMP 1
Hydrograph type
= Combine
Peak discharge
= 139 45 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 513,963 cuft
Inflow hyds
= 16, 17
Contrib drain area
= 40 140 ac
Q (cfs)
14000
12000
10000
:1 11
.1 11
4000
2000
Total to BMP 1
Hyd No 18 -- 25 Year
Q (cfs)
14000
12000
10000
:1 11,
• 1 11
4000
2000
000 1 1 1 1 _ I I I - 1 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 18 Hyd No 16 Hyd No 17

Hydrograph
Report
101
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 19
Route BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 40 34 cfs
Storm frequency
= 25 yrs
Time to peak
= 752 min
Time Interval
= 2 min
Hyd volume
= 474,580 cuft
Inflow hyd No
= 18 - Total to BMP 1
Max Elevation
= 340 13 ft
Reservoir name
= BMP 1
Max Storage
= 247,658 cuft
Storage Indication method used
Q (cfs)
14000
12000
10000
:1 11
.1 11
4000
2000
Route BMP 1
Hyd No 19 -- 25 Year
Q (cfs)
14000
12000
10000
:1 11
• 1 11
4000
2000
000 ' 1 +® 0 00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No 19 Hyd No 18 LCLLLU Total storage used = 247,658 cult

Hydrograph
Report
102
Hydraflow Hydrographs Extension for AutoCAD® Civil Me 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 20
Onsite Area A to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 37 76 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd volume
= 118,403 cuft
Drainage area
= 8 100 ac
Curve number
= 788
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 50 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Onsite Area A to BMP 3
Q (cfs) Hyd No 20 -- 25 Year Q (cfs)
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 20 Time (min)

Hydrograph
Report
103
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 21
Route BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 4 639 cfs
Storm frequency
= 25 yrs
Time to peak
= 760 min
Time interval
= 2 min
Hyd volume
= 109,939 cuft
Inflow hyd No
= 20 - Onsite Area A to BMP 3
Max Elevation
= 346 12 ft
Reservoir name
= BMP 3
Max Storage
= 65,097 cuft
Storage Indication method used
Q (cfs)
4000
R1 ��
2000
1000
000
0 600
Hyd No 21
Route BMP 3
Hyd No 21 -- 25 Year
1200 1800 2400
Hyd No 20
3000 3600 4200 4800 5400
ELLM11 Total storage used = 65,097 cuft
Q (cfs)
4000
3000
2000
1000
1 000
6000
Time (min)

104
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 22
Onsite Area A to BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 8 010 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 29,592 cuft
Drainage area
= 4 040 ac
Curve number
= 576
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 23 40 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1000
1I
no
400
f• "
Onsite Area A to BMP 4
Hyd No 22 -- 25 Year
Q (Cfs)
1000
111M
lll�
400
200
000 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 22 Time (min)

Hydrograph
Report
105
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 23
Route BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 3 788 cfs
Storm frequency
= 25 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd volume
= 29,589 cuft
Inflow hyd No
= 22 - Onsite Area A to BMP 4
Max Elevation
= 339 55 ft
Reservoir name
= BMP 4
Max Storage
= 7,594 cuft
Storage Indication method used
Q (cfs)
1000
: M
. OA
400
200
Route BMP 4
Hyd No 23 -- 25 Year
Q (cfs)
1000
1111MI
1111MI
400
200
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No 23 Hyd No 22 [l_L_LL1_l�l Total storage used = 7,594 cult

106
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 24
Onsite Area A bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 4 343 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 15,714 cuft
Drainage area
= 1 930 ac
Curve number
= 601
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 20 30 min
Total precip
= 6 41 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
500
400
K 11
200
1 00
Onsite Area A bypasses BMP
Hyd No 24 -- 25 Year
Q (cfs)
500
400
300
200
1 00
000 ' ' I I I I I "' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 24 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD(@ Civil 3D(D 2014 by Autodesk, Inc v10
Hyd. No. 25
Total Area A Post
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds
= 19, 21, 23, 24
107
Wednesday, 01 / 29 / 2014
Peak discharge = 48 99 cfs
Time to peak = 752 min
Hyd volume = 629,821 cuft
Contrib drain area = 1 930 ac
Total Area A Post
Q (cfs) Hyd No 25 -- 25 Year Q (cfs)
5000 5000
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Hyd No 25 Hyd No 19 Hyd No 21 Hyd No 23 Time (min)
Hyd No 24

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 27
Onsite Area D to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 3 710 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs
21 00
1800
1500
1200
• ie
AM
OM
Onsite Area D to BMP 2
Hyd No 27 -- 25 Year
108
Wednesday, 01 / 29 / 2014
= 19 30 cfs
= 722 min
= 54,534 cult
= 80
= Oft
= 13 70 min
= Type II
= 484
Q (cfs)
21 00
1800
1500
1200
M
300
0 00 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 27 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 28
Offsite to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 180 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 �
0
Offsite to BMP 2
Hyd No 28 -- 25 Year
109
Wednesday, 01129 / 2014
= 1 555 cfs
= 716 min
= 3,629 cuft
= 959
= Oft
= 5 00 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080
Hyd No 28
Q (cfs)
200
1 00
--1 - 000
1200
Time (min)

110
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 29
Total to BMP 2
Hydrograph type
= Combine
Peak discharge
= 20 02 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd volume
= 58,162 cuft
Inflow hyds
= 27, 28
Contrib drain area
= 3 890 ac
Q (cfs
21 00
1800
1500
1200
• la
. M
300
Total to BMP 2
Hyd No 29 -- 25 Year
Q (cfs)
21 00
1800
1500
1200
Meff
M1
300
000 1 1 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 29 Hyd No 27 Hyd No 28

111
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 30
Route BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 6 394 cfs
Storm frequency
= 25 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd volume
= 55,959 cuft
Inflow hyd No
= 29 - Total to BMP 2
Max Elevation
= 359 91 ft
Reservoir name
= BMP 2
Max Storage
= 28,300 cuft
Storage Indication method used
Route BMP 2
Q (cfs) Hyd No 30 -- 25 Year Q (cfs)
21 00 21 00
1800 1800
1500 1500
1200 1200
900 900
600 600
300 300
000 000
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No 30 Hyd No 29 1 LLLLL� Total storage used = 28,300 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 311D 2014 by Autodesk, Inc v10 3
Hyd. No. 31
Onsite Area D bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 0 840 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 6 41 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
300
200
1 00
0 00 "
0
Onsite Area D bypasses BMP
Hyd No 31 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No 31
112
Wednesday, 01 / 29 / 2014
= 2 481 cfs
= 722 min
= 6,621 cuft
= 59
= Oft
= 13 00 min
= Type II
= 484
Q (cfs)
300
200
1 00
000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 32
Area D Post with SWM
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds
= 30, 31
Q (cfs)
800
M
400
200
000 ' '
0 240
Hyd No 32
113
Wednesday, 01 / 29 / 2014
Peak discharge = 7 050 cfs
Time to peak = 734 min
Hyd volume = 62,579 cuft
Contnb drain area = 0 840 ac
Area D Post with SWM
Hyd No 32 -- 25 Year
480 720
Hyd No 30
960 1200 1440
Hyd No 31
1680 1920
Q (cfs)
800
. e,
400
200
a=- 0 00
2160
Time (min)

114
Hydrograph Summary Re po rt Hydraflow Hydrographs Extension for AutoCADO Civil 3D02014 by Autodesk, Inc v10 3
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
8929
2
734
422,936
- - - - --
- - - - --
- - - --
Onsite Area A Pre
2
SCS Runoff
5 563
2
730
22,042
- --
- --
--
Offsite to Area A
3
Combine
9444
2
734
444,978
1,2
--
- --
Total Area A Pre
4
SCS Runoff
4 882
2
726
15,776
- - - - --
- - - - --
- --
Area B Pre
5
SCS Runoff
4 690
2
726
15,667
- - - - --
- - - - --
- - --
Area C Pre
6
SCS Runoff
1667
2
724
48,381
- - - --
- - - - --
- - --
Area D Pre
7
SCS Runoff
4 479
2
722
11,869
--
- - --
- - --
Area E Pre
8
SCS Runoff
24937
2
728
915,676
- --
- - - --
- - --
Onsite Area A Post
9
SCS Runoff
5 563
2
730
22,042
- - --
- --
- - --
Offsite to Area A
10
Combine
25485
2
728
937,718
8,9
- - - - --
- - - - --
Total Area A Post
11
SCS Runoff
2 893
2
720
6,621
- - --
- - - - --
- - - - --
Area B Post
12
SCS Runoff
2 660
2
726
8,783
- --
- - --
-
Area C Post
13
SCS Runoff
2947
2
722
83,248
- - --
--
- - --
Area D Post
14
SCS Runoff
0 234
2
718
469
- - - --
- - - - --
- --
Area E Post
16
SCS Runoff
18795
2
728
691,244
- - - - --
- - - - --
- - - - --
Onsite Area A to BMP 1
17
SCS Runoff
5 563
2
730
22,042
- --
- - - --
- - - - --
Offsite to BMP 1
18
Combine
19344
2
728
713,286
16,17
- --
- - --
Total to BMP 1
19
Reservoir
9999
2
744
673,570
18
34085
298,932
Route BMP 1
20
SCS Runoff
5104
2
724
161,261
- - - - --
- - - - --
- --
Onsite Area A to BMP 3
21
Reservoir
1828
2
740
152,651
20
34668
80,206
Route BMP 3
22
SCS Runoff
1287
2
728
45,797
- - - - --
- - - --
- - - - --
Onsite Area A to BMP 4
23
Reservoir
9 718
2
736
45,794
22
34000
9,238
Route BMP 4
24
SCS Runoff
6 766
2
728
23,849
- - --
- - --
- - --
Onsite Area A bypasses BMP
25
Combine
13000
2
742
895,865
19, 21, 23,
- - - - --
- - - - --
Total Area A Post
24
27
SCS Runoff
2587
2
722
73,860
- - - - --
- - - - --
- - - - --
Onsite Area D to BMP 2
28
SCS Runoff
1 950
2
716
4,600
- - --
- --
- --
Offsite to BMP 2
29
Combine
2677
2
722
78,459
27,28
- - --
- - --
Total to BMP 2
30
Reservoir
1288
2
732
76,192
29
36038
34,178
Route BMP 2
31
SCS Runoff
3 863
2
722
10,133
- - - - --
-- -
- - - - --
Onsite Area D bypasses BMP
32
Combine
1510
2
728
86,325
30,31
- - - - --
- - - - --
Area D Post with SWM
12- 154 -H8 Pre Post -REV gpw
Return Period 100 Year
Wednesday, 01 / 29 / 2014

115
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc v10 3 Wednesday, 01 / 29 / 2014
Hyd. No. 1
Onsite Area A Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 89 29 cfs
Storm frequency
= 100 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd volume
= 422,936 cuft
Drainage area
= 48 420 ac
Curve number
= 512
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 30 33 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
9000
8000
7000
6000
5000
4000
3000
2000
1000
Onsite Area A Pre
Hyd No 1 -- 100 Year
Q (cfs)
9000
8000
7000
6000
5000
4000
3000
2000
1000
000 ' ' ' ' ' ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 2
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
600
4 $
400
300
200
1 00
Offsite to Area A
Hyd No 2 -- 100 Year
116
Wednesday, 01 / 29 12014
= 5 563 cfs
= 730 min
= 22,042 cuft
= 51 6
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
600
500
400
300
200
1 00
000 1 1 ' ' ' ' ' ' ". ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10
Hyd. No. 3
Total Area A Pre
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time Interval
= 2 min
Inflow hyds
= 1, 2
117
Wednesday, 01 / 29 / 2014
Peak discharge = 94 44 cfs
Time to peak = 734 min
Hyd volume = 444,978 cuft
Contrib drain area = 50 970 ac
Total Area A Pre
Q (cfs) Hyd No 3 -- 100 Year Q (cfs)
100 00
9000
8000
7000
6000
5000
4000
3000
2000
1000
000
100 00
9000
8000
7000
6000
5000
4000
3000
2000
1000
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 3 Hyd No 1 Hyd No 2

118
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 4
Area B Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 4 882 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd volume
= 15,776 cuft
Drainage area
= 1 480 ac
Curve number
= 564
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 60 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
500
400
300
200
1 00
Area B Pre
Hyd No 4 -- 100 Year
Q (cfs)
500
400
300
200
1 00
000 ' 1 1 1 1 1 ' ' ' ' ' ' 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)

119
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 5
Area C Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 4 690 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd volume
= 15,667 cuft
Drainage area
= 1 800 ac
Curve number
= 514
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 10 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
500
400
300
200
1 00
Area C Pre
Hyd No 5 -- 100 Year
Q (cfs)
500
400
300
200
1 00
000 ' ' .0 ' ' ' ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 5 Time (min)

120
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 6
Area D Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 16 67 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd volume
= 48,381 cuft
Drainage area
= 4 910 ac
Curve number
= 55
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 13 40 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1800
1500
1200
• "I
. ff
300
Area D Pre
Hyd No 6 -- 100 Year
Q (cfs)
1800
1500
1200
Mrs,
.
ff Off,
300
000 1 1 1 1 1 1 ' ' ' ' ' ' 1 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2014 by Autodesk, Inc v10 3
Hyd. No. 7
Area E Pre
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 1 130 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
500
400
300
200
1 00
Area E Pre
Hyd No 7 -- 100 Year
121
Wednesday, 01 / 29 / 2014
= 4 479 cfs
= 722 min
= 11, 869 cuft
=
552
= Oft
= 10 40 min
= Type II
= 484
Q (cfs)
500
400
300
200
1 00
000 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 313® 2014 by Autodesk, Inc v10 3
Hyd. No. 8
Onsite Area A Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 51 660 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
28000
24000
20000
16000
12000
4000
Onsite Area A Post
Hyd No 8 -- 100 Year
122
Wednesday, 01 / 29 / 2014
= 249 37 cfs
= 728 min
= 915,676 cuft
= 743
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
28000
24000
20000
16000
12000
:O I11
4000
000 1 1 1 1 1 1 1 1 1 r 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 9
Offsite to Area A
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 2 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
600
500
400
300
200
1 00
Offsite to Area A
Hyd No 9 -- 100 Year
123
Wednesday, 01 / 29 / 2014
= 5 563 cfs
= 730 min
= 22,042 cuft
= 51 6
= Oft
= 25 40 min
= Type II
= 484
Q (cfs)
600
500
400
300
200
1 00
000 ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 9 Time (min)

124
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 10
Total Area A Post
Hydrograph type
= Combine
Peak discharge
= 254 85 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 937,718 cuft
Inflow hyds
= 8, 9
Contrib drain area
= 54 210 ac
Q (cfs)
28000
24000
20000
16000
12000
4000
Total Area A Post
Hyd No 10 -- 100 Year
Q (cfs)
28000
24000
20000
16000
12000
4000
000 ' ' - 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 10 Hyd No 8 Hyd No 9

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 11
Area B Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 540 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
300
200
1 00
0 00 "
0
Area B Post
Hyd No 11 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No 11
125
Wednesday, 01 / 29 / 2014
= 2 893 cfs
= 720 min
= 6,621 cuft
=
604
= Oft
= 7 60 min
= Type II
= 484
Q (cfs)
300
200
1 00
' 000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)@2014 by Autodesk, Inc v10 3
Hyd. No. 12
Area C Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 0 950 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
300
200
1 00
0 00 �
0
Area C Post
Hyd No 12 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No 12
126
Wednesday, 01 / 29 / 2014
= 2 660 cfs
= 726 min
= 8,783 cuft
= 528
= Oft
= 19 10 min
= Type II
= 484
Q (cfs)
300
200
1 00
000
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 13
Area D Post
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 4 550 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3000
2500
2000
1500
1000
500
Area D Post
Hyd No 13 -- 100 Year
127
Wednesday, 01 / 29 / 2014
= 29 47 cfs
= 722 min
= 83,248 cuft
= 761
= Oft
= 13 70 min
= Type II
= 484
Q (cfs)
3000
2500
2000
1500
1000
500
000 ' 1 1 1 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 13 Time (min)

128
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 14
Area E Post
Hydrograph type
= SCS Runoff
Peak discharge
= 0 234 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd volume
= 469 cuft
Drainage area
= 0 040 ac
Curve number
= 61
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc (Tc)
= 5 00 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Area E Post
i
INN

129
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 16
Onsite Area A to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 187 95 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd volume
= 691,244 cuft
Drainage area
= 37 590 ac
Curve number
= 759
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 25 43 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21000
18000
15000
12000
•1 11
•1 11
3000
Onsite Area A to BMP 1
Hyd No 16 -- 100 Year
Q (cfs)
21000
18000
15000
12000
•1 11
•1 II
3000
000 i ' ' ' ' ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 16 Time (min)

Hydrograph
Report
130
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 17
Offsite to BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 5 563 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd volume
= 22,042 cuft
Drainage area
= 2 550 ac
Curve number
= 51 6
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 25 40 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
600
400
300
200
1 00
Offsite to BMP 1
Hyd No 17 -- 100 Year
Q (cfs)
600
500
400
300
200
1 00
000 I I ' ' I I I I I I I I I ,• ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 17 Time (min)

Hydrograph
Report
131
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3
Wednesday, 01129 / 2014
Hyd. No. 18
Total to BMP 1
Hydrograph type
= Combine Peak discharge
= 193 44 cfs
Storm frequency
= 100 yrs Time to peak
= 728 min
Time interval
= 2 min Hyd volume
= 713,286 cuft
Inflow hyds
= 16, 17 Contrib drain area
= 40 140 ac
Q (cfs)
21000
18000
15000
12000
3000
Total to BMP 1
Hyd No 18 --100 Year
Q (cfs)
21000
18000
15000
12000
3000
000 ' 1 1 1 `-"- ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 18 Hyd No 16 Hyd No 17

Hydrograph
Report
132
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 19
Route BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 99 99 cfs
Storm frequency
= 100 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd volume
= 673,570 cuft
Inflow hyd No
= 18 - Total to BMP 1
Max Elevation
= 340 85 ft
Reservoir name
= BMP 1
Max Storage
= 298,932 cuft
Storage Indication method used
Q (cfs
21000
18000
15000
12000
.a sl
3000
III
Q (cfs)
21000
18000
15000
12000
3000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No 19 Hyd No 18 1 ( 11 _ l Cb Total storage used = 298,932 cult

133
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 20
Onsite Area A to BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 51 04 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd volume
= 161,261 cuft
Drainage area
= 8 100 ac
Curve number
= 788
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 19 50 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6000
5000
4000
3000
2000
1000
Onsite Area A to BMP 3
Hyd No 20 -- 100 Year
Q (cfs)
6000
5000
4000
3000
2000
1000
000 ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 20 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3
Hyd. No. 21
Route BMP 3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Inflow hyd No
= 20 - Onsite Area A to BMP 3
Max Elevation
Reservoir name
= BMP 3
Max Storage
Storage Indication method used
Q (cfs)
6000
.1 11
4000
3000
2000
1000
000 ` '
0 240
Hyd No 21
Route BMP 3
Hyd No 21 -- 100 Year
480 720
Hyd No 20
134
Wednesday, 01 / 29 / 2014
= 18 28 cfs
= 740 min
= 152,651 cuft
= 346 68 ft
= 80,206 cuft
960 1200 1440 1680
LLCI_LU Total storage used = 80,206 cuft
Q (cfs)
6000
5000
4000
3000
2000
1000
--" 0 00
1920
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 22
Onsite Area A to BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time Interval
= 2 min
Hyd volume
Drainage area
= 4 040 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1400
1200
1000
UM
. M
400
200
000 '
0 120 240
Hyd No 22
Onsite Area A to BMP 4
Hyd No 22 -- 100 Year
135
Wednesday, 01 / 29 / 2014
= 12 87 cfs
= 728 min
= 45,797 cuft
=
576
= Oft
= 23 40 min
= Type II
= 484
Q (cfs)
1400
1200
1000
111MI
MTQ
400
200
�.
000
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
136
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 23
Route BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 9 718 cfs
Storm frequency
= 100 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd volume
= 45,794 cuft
Inflow hyd No
= 22 - Onsite Area A to BMP 4
Max Elevation
= 340 00 ft
Reservoir name
= BMP 4
Max Storage
= 9,238 cuft
Storage Indication method used
Q (cfs)
1400
1200
1000
800
600
400
200
Route BMP 4
Hyd No 23 -- 100 Year
Q (cfs)
1400
1200
1000
es,
K- OR
400
200
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 23 Hyd No 22 iLLLLWI Total storage used = 9,238 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 24
Onsite Area A bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 1 930 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
700
IN
500
400
300
200
1 00
Onsite Area A bypasses BMP
Hyd No 24 -- 100 Year
137
Wednesday, 01 / 29 / 2014
= 6 766 cfs
= 728 min
=
23,849 cuft
=
601
= Oft
= 20 30 min
= Type II
= 484
Q (cfs)
700
01151
500
400
300
200
1 00
000 ' 1 1 1 ' ' ' ' ' ' 1 ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 24 Time (min)

138
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Wednesday, 01129 / 2014
Hyd. No. 25
Total Area A Post
Hydrograph type = Combine Peak discharge = 130 00 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 2 min Hyd volume = 895,865 cuft
Inflow hyds = 19, 21, 23, 24 Contrib drain area = 1 930 ac
Q (cfs
14000
12000
10000
i 1 11
it 11
4000
2000
Total Area A Post
Hyd No 25 100 Year
I
Q (cfs)
14000
12000
10000
f 1 11
.1 11
4000
2000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No 25 Hyd No 19 Hyd No 21 Hyd No 23 Time (min)
Hyd No 24

Hydrograph
Report
139
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 27
Onsite Area D to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 25 87 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd volume
= 73,860 cuft
Drainage area
= 3 710 ac
Curve number
= 80
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 13 70 min
Total precip
= 8 00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2800
2400
2000
1600
1200
m
400
Onsite Area D to BMP 2
Hyd No 27 -- 100 Year
Q (cfs)
2800
2400
2000
1600
1200
IN
400
000 ' - ' ' ' ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 27 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 28
Offsite to BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 180 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= User
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
200
1 00
0 00 "
0
Offsite to BMP 2
Hyd No 28 --100 Year
140
Wednesday, 01 / 29 / 2014
= 1 950 cfs
= 716 min
= 4,600 cuft
=
959
= Oft
= 5 00 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080
Hyd No 28
Q (cfs)
200
1 00
--' 000
1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2014 by Autodesk, Inc v10
Hyd. No. 29
Total to BMP 2
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time Interval
= 2 min
Inflow hyds
= 27, 28
Total to BMP 2
141
Wednesday, 01 / 29 / 2014
Peak discharge = 26 77 cfs
Time to peak = 722 min
Hyd volume = 78,459 cuft
Contrib drain area = 3 890 ac
Q (cfs) Hyd No 29 -- 100 Year Q (cfs)
2800 2800
2400 2400
2000 2000
1600 1600
1200 1200
800 800
400 400
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 29 Hyd No 27 Hyd No 28

142
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 30
Route BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 12 88 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd volume
= 76,192 cuft
Inflow hyd No
= 29 - Total to BMP 2
Max Elevation
= 360 38 ft
Reservoir name
= BMP 2
Max Storage
= 34,178 cuft
Storage Indication method used
Route BMP 2
Q (cfs) Hyd No 30 -- 100 Year Q (cfs)
2800 2800
2400 2400
2000 2000
1600 1600
1200 1200
800 800
400 400
000 000
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No 30 Hyd No 29 LLL11L1 Total storage used = 34,178 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10 3
Hyd. No. 31
Onsite Area D bypasses BMP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd volume
Drainage area
= 0 840 ac
Curve number
Basin Slope
= 00%
Hydraulic length
Tc method
= TR55
Time of conc (Tc)
Total precip
= 8 00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
400
300
200
1 00
000 ` 1 '
0 120 240
Hyd No 31
Onsite Area D bypasses BMP
Hyd No 31 -- 100 Year
360 480 600 720 840
143
Wednesday, 01 / 29 / 2014
= 3 863 cfs
= 722 min
= 10,133 cuft
= 59
= Oft
= 13 00 min
= Type II
= 484
Q (cfs)
400
300
200
1 00
000
960 1080 1200 1320 1440 1560
Time (min)

144
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Wednesday, 01 / 29 / 2014
Hyd. No. 32
Area D Post with SWM
Hydrograph type
= Combine
Peak discharge
= 15 10 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time Interval
= 2 min
Hyd volume
= 86,325 cuft
Inflow hyds
= 30, 31
Contrib drain area
= 0 840 ac
Q (cfs)
1800
1500
1200
L^-1111j
'411011
0 00 ' '
0 240
Hyd No 32
Area D Post with SWM
Hyd No 32 -- 100 Year
480 720
Hyd No 30
960 1200
Hyd No 31
1440 1680
Q (cfs)
1800
1500
1200
300
--1 000
1920
Time (min)

Storm Drainage System

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Culvert Design

H8 New Garner HS
LOCATION
Garner, NC
DATE
1/22/14
12 -154
BY
KAL
Culvert No
P1
Drainage Area
355 ac
Culvert Diameter
18
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
35380
Runoff Coeff
035
HW Control Elev
35300
Discharge
897 cfs
Upper Invert
351 00
Lower Invert
35020
Culvert Length
36
ft
Culvert Slope
0022222
ft/ft
Tailwater Elevation
351 40
Check Inlet Control
HW /D =
1 3
(from Chart 1)
HW =
1 95
HW Elev = (upper inv)
+ (HW) =
35295
Check Outlet Control
do =
1 20
(from Chart 4)
(dc +D) /2 =
1 35
Ke =
05
(from Table 12)
H =
082
(from Chart 5)
TW =
1 20
h = TW or (dc +D) /2 =
1 35
(whichever greater)
HW = h +H =
217
HW Elev = (lower inv) + (HW) =
35237
Results
HW Elevation
35295
Flow Condition
Inlet Control
Freeboard
005
ft CULVERT IS O.K.
Outlet Protection
Q10= 8 97
cfs
Q10 /Qfull =
057
Qfull = 15 68
cfs
VNfull =
1 02
Vfull = 8 87
fps
V =
909
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
=
18
in
3
Apron Length
=
9
ft
s
Length 1
Apron Width = 3xDia
=
5
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 1 OF 12

H8 New Garner HS
LOCATION
Garner, NC
DATE
1/22/14
12 -154
BY
KAL
Culvert No
P2
Drainage Area
061 ac
Culvert Diameter
12
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
36200
Runoff Coeff
063
HW Control Elev
36200
Discharge
277 cfs
Upper Invert
36000
Lower Invert
35910
Culvert Length
24
ft
Culvert Slope
00375
ft/ft
Tailwater Elevation
35990
Check Inlet Control
HW /D =
1 14
(from Chart 1)
HW=
114
HW Elev = (upper inv)
+ (HW) =
361 14
Check Outlet Control
do =
050
(from Chart 4)
(dc +D) /2 =
075
Ke =
05
(from Table 12)
H =
041
(from Chart 5)
TW =
080
h = TW or (dc +D) /2 =
080
(whichever greater)
HW =h +H=
121
HW Elev = (lower inv) + (HW) =
36031
Results
HW Elevation
361 14
Flow Condition
Inlet Control
Freeboard
086
ft CULVERT IS O.K.
Outlet Protection
Q10 = 2 77
cfs
Q10 /Qfull =
040
Qfull = 6 91
cfs
V/Vfull =
094
Vfull = 8 80
fps
V =
831
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
=
18
in
3
Apron Length
=
6
ft
Apron Width = 3xDia
=
3
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 2 OF 12

I1-18 New Garner HS
NC
DATE
1/22/14
12 -154
KAL
Culvert No
P3
Drainage Area
1 00 ac
Culvert Diameter
15
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
35350
Runoff Coeff
063
HW Control Elev
35350
Discharge
455 cfs
Upper Invert
351 50
Lower Invert
351 00
Culvert Length
22
ft
Culvert Slope
0022727
ft/ft
Tailwater Elevation
35200
Check Inlet Control
HW /D =
1 15
(from Chart 1)
HW =
1 44
HW Elev = (upper inv)
+ (HW) =
35294
Check Outlet Control
do =
080
(from Chart 4)
(dc +D) /2 =
1 025
Ke =
05
(from Table 12)
H =
041
(from Chart 5)
TW =
1 00
h = TW or (dc +D) /2 =
1 03
(whichever greater)
HW = h +H =
1 44
HW Elev = (lower inv) + (HW) =
35244
Results
HW Elevation
35294
Flow Condition
Inlet Control
Freeboard
056
ft CULVERT IS O K.
Outlet Protection
Q10= 4 55
cfs
Q10/Qfull =
047
Qfull = 9 75
cfs
V/Vfull =
097
Vfull = 7 95
fps
V =
7 74
fps
From Fig 8 06 b 1
Zone
=
2
From Fig 8 06 b 2
D5o
=
8
in
DMAX
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
18
in
3
Apron Length
=
8
ft
Length
Apron Width = 3xDia
=
4
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 3 OF 12

IH8 New Garner HS
(Garner, NC
DATE
1/22/14
12 -154
KAL
Culvert No
P4
Drainage Area
1 08
ac
Culvert Diameter
15 in
Design Frequency
10
yrs
Culvert Material
RCP
Time of Conc
500
min
Entrance Type
PE
Intensity
722
in /hr
Shoulder Elevation
35000
Runoff Coeff
063
HW Control Elev
35000
Discharge
491
cfs
Upper Invert
34800
Lower Invert
34730
Culvert Length
32 ft
Culvert Slope
0021875 ft/ft
Tailwater Elevation
34830
Check Inlet Control
HW /D =
HW =
HW Elev = (upper inv) + (HW) _
Check Outlet Control
do =
(dc +D) /2 =
Ke =
H=
TW =
h = TW or (dc +D) /2 =
HW =h +H=
HW Elev = (lower inv) + (HW) _
Results
HW Elevation 34953
Flow Condition Inlet Control
Freeboard 048 ft
Outlet Protection
Q10 = 4 91 cfs
Qfull = 9 57 cfs
Vfull = 7 80 fps
From Fig 8 06 b 1
From Fig 8 06 b 2
1 22
1 53
34953
090
1 075
05
053
1 00
1 08
1 60
34890
(from Chart 1)
(from Chart 4)
(from Table 12)
(from Chart 5)
(whichever greater)
CULVERT IS O.K.
010 / Qfull = 051
V /Vfull = 1 00
V = 780 fps
Zone = 2
D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length = 8 ft
Apron Width = 3xDia = 4 ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 4 OF 12

IH8 New Garner HS
(Garner, NC
DATE
1/22/14
12 -154
KAL
Culvert No
P5
Drainage Area
1 19 ac
Culvert Diameter
15
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
34740
Runoff Coeff
063
HW Control Elev
34740
Discharge
541 cfs
Upper Invert
34540
Lower Invert
34490
Culvert Length
26
ft
Culvert Slope
0019231
ft/ft
Tailwater Elevation
34590
Check Inlet Control
HW /D =
1 3
(from Chart 1)
HW =
1 63
HW Elev = (upper inv)
+ (HW) =
34703
Check Outlet Control
do =
1 00
(from Chart 4)
(dc +D) /2 =
1 125
Ke =
05
(from Table 12)
H =
061
(from Chart 5)
TW =
1 00
h = TW or (dc +D) /2 =
1 13
(whichever greater)
HW = h +H =
1 73
HW Elev = (lower inv) + (HW) =
34663
Results
HW Elevation
34703
Flow Condition
Inlet Control
Freeboard
038
ft
CULVERT IS O.K.
Outlet Protection
Q10= 541 cfs
Qfull = 8 97 cfs
Vfull = 7 31 fps
From Fig 8 06 b 1
From Fig 8 06 b 2
''iii4•iiii
Q10 /Qfull = 060
V /Vfull = 1 05
V = 7 64 fps
Zone = 2
D5o = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length = 8 ft
Apron Width = 3xDia = 4 ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 5 OF 12

I1-18 New Garner HS
Garner, NC
DATE
1/22/14
12 -154
KAL
Culvert No
P6
Drainage Area
1 25 ac
Culvert Diameter
15
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
34540
Runoff Coeff
063
HW Control Elev
34540
Discharge
569 cfs
Upper Invert
34340
Lower Invert
34280
Culvert Length
30
ft
Culvert Slope
002
ft/ft
Tailwater Elevation
34380
Check Inlet Control
HW /D =
1 33
(from Chart 1)
HW =
1 66
HW Elev = (upper inv)
+ (HW) =
34506
Check Outlet Control
do =
1 00
(from Chart 4)
(dc +D) /2 =
1 125
Ke =
05
(from Table 12)
H =
070
(from Chart 5)
TW =
1 00
h = TW or (dc +D) /2 =
1 13
(whichever greater)
HW = h +H =
1 82
HW Elev = (lower inv) + (HW) =
34462
Results
HW Elevation
34506
Flow Condition
Inlet Control
Freeboard
034
ft CULVERT IS O.K.
Outlet Protection
Q10= 5 69
cfs
Q1 o /Qfull =
062
Qfull = 9 15
cfs
V/Vfull =
1 05
Vfull = 7 46
fps
V =
779
fps
From Fig 8 06 b 1
Zone
=
2
From Fig 8 06 b 2
D5o
=
8
in
DMAX
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
18
in
3
Apron Length
=
8
ft
Length
Apron Width = 3xDia
=
4
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 6 OF 12

H8 New Garner HS
LOCATION
Garner, NC
DATE
1/22/14
12 -154
BY
KAL
I
Culvert No
P7
Drainage Area
040 ac
Culvert Diameter
15
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
36990
Runoff Coeff
04
HW Control Elev
36980
Discharge
1 16 cfs
Upper Invert
36785
Lower Invert
36740
Culvert Length
22
ft
Culvert Slope
0020455
ft/ft
Tailwater Elevation
36840
Check Inlet Control
HW /D =
05
(from Chart 1)
HW =
063
HW Elev = (upper inv)
+ (HW) =
36848
Check Outlet Control
do =
040
(from Chart 4)
(dc +D) /2 =
0 825
Ke =
05
(from Table 12)
H =
003
(from Chart 5)
TW =
1 00
h = TW or (dc +D) /2 =
1 00
(whichever greater)
HW = h +H =
1 03
HW Elev = (lower inv) + (HW) =
36843
Results
HW Elevation
36848
Flow Condition
Inlet Control
Freeboard
1 32
ft CULVERT IS O.K.
Outlet Protection
010= 1 16
cfs
Q10 /Qfull =
012
Qfull = 9 25
cfs
VNfull =
067
Vfull = 7 54
fps
V =
506
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
=
18
in
3
Apron Length
=
8
ft
Apron Width = 3xDia
=
4
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 7 OF 12

H8 New Garner HS
LOCATION
Garner. NC
DATE
1/22/14
12 -154
KAL
Culvert No
P8
Drainage Area
040 ac
Culvert Diameter
15
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
36980
Runoff Coeff
04
HW Control Elev
36980
Discharge
1 16 cfs
Upper Invert
36790
Lower Invert
36765
Culvert Length
24
ft
Culvert Slope
0010417
ft/ft
Tailwater Elevation
36865
Check Inlet Control
HW /D =
05
(from Chart 1)
HW =
063
HW Elev = (upper inv)
+ (HW) =
36853
Check Outlet Control
do =
040
(from Chart 4)
(dc +D) /2 =
0 825
Ke =
05
(from Table 12)
H =
003
(from Chart 5)
TW =
1 00
h = TW or (dc +D) /2 =
1 00
(whichever greater)
HW = h +H =
1 03
HW Elev = (lower inv) + (HW) =
36868
Results
HW Elevation
36868
Flow Condition
Outlet Control
Freeboard
1 12
ft CULVERT IS O.K.
Outlet Protection
Q10= 1 16
cfs
Q10 /Qfull =
017
Qfull = 6 60
cfs
VNfull =
072
Vfull = 5 38
fps
V =
387
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
=
18
in
3
Apron Length
=
8
ft
Length I
Apron Width = 3xDia
=
4
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 8 OF 12

I1-18 New Garner HS
er, NC
DATE
1/22/14
12 -154
KAL
Culvert No
P9
Drainage Area
250 ac
Culvert Diameter
18
in
Design Frequency
10 yrs
Culvert Material
RCP
Time of Conc
500 min
Entrance Type
PE
Intensity
722 in /hr
Shoulder Elevation
36290
Runoff Coeff
04
HW Control Elev
36290
Discharge
722 cfs
Upper Invert
36080
Lower Invert
36050
Culvert Length
22
ft
Culvert Slope
0013636
ft/ft
Tailwater Elevation
361 70
Check Inlet Control
HW /D =
1 1
(from Chart 1)
HW =
1 65
HW Elev = (upper inv)
+ (HW) =
36245
Check Outlet Control
do =
1 00
(from Chart 4)
(dc +D) /2 =
1 25
Ke =
05
(from Table 12)
H =
048
(from Chart 5)
TW =
1 20
h = TW or (dc +D) /2 =
1 25
(whichever greater)
HW = h +H =
1 73
HW Elev = (lower inv) + (HW) =
36223
Results
HW Elevation
36245
Flow Condition
Inlet Control
Freeboard
045
ft CULVERT IS O.K.
Outlet Protection
Q10= 7 22
cfs
Q10 /Qfull =
059
Qfull = 12 28
cfs
V/Vfull =
1 04
Vfull = 6 95
fps
V =
720
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
=
18
in
3
Apron Length
=
9
ft
Length
Apron Width = 3xDia
=
5
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 9 OF 12

I1-18 New Garner HS
JGarner, NC
DATE
1/22/14
12 -154
KAL
/��Zj
Culvert No
P10
074
Drainage Area
285 ac
Culvert Diameter
18
in
Design Frequency
10 yrs
Culvert Material
RCP
From Fig 8 06 b 1
Time of Conc
500 min
Entrance Type
PE
D50 =
Intensity
722 in /hr
Shoulder Elevation
35940
12
Runoff Coeff
04
HW Control Elev
35940
Discharge
823 cfs
Upper Invert
35740
3
Apron Length =
9
Lower Invert
35700
Apron Width = 3xDia =
5
ft
Culvert Length
36
ft
Culvert Slope
0011111
ft/ft
Tailwater Elevation
35820
Check Inlet Control
HW /D =
1 3
(from Chart 1)
HW =
1 95
HW Elev = (upper mv)
+ (HW) =
35935
Check Outlet Control
do =
1 10
(from Chart 4)
(dc +D) /2 =
1 3
Ke =
05
(from Table 12)
H =
069
(from Chart 5)
TW =
1 20
h = TW or (dc +D) /2 =
1 30
(whichever greater)
HW = h +H =
1 99
HW Elev = (lower inv) + (HW) =
35899
Results
HW Elevation
35935
Flow Condition
Inlet Control
Freeboard
005
ft
CULVERT IS O.K.
Outlet Protection
010 = 8 23 cfs
010 / Ofull =
074
Ofull = 11 09 cfs
V /Vfull =
1 09
Vfull = 6 28 fps
V =
6 84
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 =
18
in
3
Apron Length =
9
ft
Length
Apron Width = 3xDia =
5
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 10 OF 12

1-18 New Garner HS
LOCATION
Garner, NC
DATE
1/22/14
12 -154
BY
KAL
Culvert No
P11
Q10 /Qfull =
Drainage Area
065 ac
Culvert Diameter
15
in
Design Frequency
10 yrs
Culvert Material
RCP
V =
Time of Conc
500 min
Entrance Type
PE
Zone =
Intensity
722 in /hr
Shoulder Elevation
36470
D50 =
Runoff Coeff
063
HW Control Elev
36470
12
Discharge
296 cfs
Upper Invert
36270
B
Lower Invert
36205
18
in
Culvert Length
28
ft
ft
Culvert Slope
0023214
ft/ft
ft
Tailwater Elevation
36305
Check Inlet Control
HW /D =
084
(from Chart 1)
HW =
1 05
HW Elev = (upper inv)
+ (HW) =
36375
Check Outlet Control
do =
075
(from Chart 4)
(dc +D) /2 =
1
Ke =
05
(from Table 12)
H =
018
(from Chart 5)
TW =
1 00
h = TW or (dc +D) /2 =
1 00
(whichever greater)
HW =h +H=
118
HW Elev = (lower inv) + (HW) =
36323
Results
HW Elevation
36375
Flow Condition
Inlet Control
Freeboard
095
ft
CULVERT IS O.K.
Outlet Protection
010 =
2 96 cfs
Q10 /Qfull =
030
Ofull =
9 86 cfs
V/Vfull =
087
Vfull =
8 03 fps
V =
702
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 =
18
in
3
Apron Length =
8
ft
Length
Apron Width = 3xDia =
4
ft
CLH design, p a LATEST REVISION 1/29/2014 3 03 PM PAGE 11 OF 12

New Garner HS
lGarner, NC
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
Culvert No
L1 -L2
Drainage Area 41 42 ac
Culvert Diameter
48
Design Frequency 50 yrs
Culvert Material
RCP
Entrance Type
HDWL
Discharge is taken from
Shoulder Elevation
33820
BMP routing
HW Control Elev
33670
Discharge 80 63 cfs
Upper Invert
331 45
Lower Invert
331 15
Culvert Length
64
ft
Culvert Slope
0004688
ft/ft
Tailwater Elevation
33430
Check Inlet Control
HW /D =
1 05
(from Chart 1)
HW =
420
HW Elev = (upper inv)
+ (HW) =
33565
Check Outlet Control
do =
270
(from Chart 4)
(dc +D) /2 =
335
Ke =
05
(from Table 12)
H =
1 13
(from Chart 5)
TW =
315
h = TW or (dc +D) /2 =
335
(whichever greater)
HW =h +H=
448
HW Elev = (lower inv) + (HW) =
33563
Results
HW Elevation
33565
Flow Condition
Inlet Control
Freeboard
1 05
ft
CULVERT IS O.K.

Outlet Protection

o U a o , rr %r, 'ks DATE
w x
1/22/14
PROJECT NAME PROJECT NO
H -8 New Garner HS 12 -154
LOCATION BY
Garner, NC KAL
CHECKED BY
Storm Outlet Structure
FES No = A19
Pipe Dia= 48
in
Q10 = 96 64
cfs
QfUll = 160 60
cfs
VfUll = 12 80
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Storm Outlet Structure
FES No = B11
Pipe Dia= 36
in
Q10 = 40 66
cfs
QfUll = 63 60
cfs
VfUll = 9 00
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10 /QfUll =
V /VfUll =
V=
Q10 /QfUll =
V /VfUll =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
060
1 05
13 4 fps
5
14 in
23 in
2
36 in
40 ft
12 ft
064
1 06
9 5 fps
3
10 in
17 in
= 1
24 in
24 ft
9 ft

PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No = C6
Pipe Dia= 30
in
Q10= 18 35
cfs
Qfull = 37 40
cfs
Vfull = 7 60
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
s
3
Length
Storm Outlet Structure
FES No = D10
Pipe Dia= 30
in
Q10= 31 33
cfs
Qfull = 41 00
cfs
Vfull = 8 30
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
6
- - s
Length
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
CHECKED BY
Q10 /Qfull =
V /Vfull =
V=
Q10 /QfUll =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
049
099
7 5 fps
r
8 in
12 in
B
18 in
15 ft
8 ft
076
1 10
9 1 fps
3
10 in
17 in
1
24 in
20 ft
8 ft

PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No =
F3
Pipe Dia= 15
Pipe Dia=
15
in
Q10=
1 02
cfs
Qfull =
7 20
cfs
Vfull =
5 90
fps
From Fig
8 06 b 1
From Fig
8 06 b 2
Storm Outlet Structure
FES No = G3
Pipe Dia= 15
in
Q10= 2 60
cfs
Qfull = 3 60
cfs
Vfull = 2 90
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
i 3
Le,�cth
r
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
CHECKED BY
Q10 /Qful1 =
V /Vfull =
V=
Q10 /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
014
068
4 0 fps
1
4 in
6 in
A
12 in
5 ft
4 ft
072
1 08
3 1 fps
1
4 in
6 in
A
12 in
5 ft
4 ft
0

PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No = H7
Pipe Dia= 24
in
Q10= 4 78
cfs
Qfull = 18 90
cfs
Vfull = 6 00
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
s
3
Length
Storm Outlet Structure
FES No = J2
Pipe Dia= 15
in
Q10= 1 90
cfs
Qfull = 12 20
cfs
Vfull = 9 90
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
Q10 /Qfull =
V /Vfull =
V=
Q10 /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
025
083
5 0 fps
E
8 in
12 in
B
18 in
12 ft
6 ft
016
072
7 1 fps
04,
8 in
12 in
B
18 in
8 ft
4 ft

PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No =
BMP1
DATE
Pipe Dia=
36
in
Q10=
18 40
cfs
1/22/14
cfs
Vfull =
9 20
PROJECT NO
From Fig
8 06 b 1
12 -154
8 06 b 2
BY
KAL
CHECKED BY
Storm Outlet Structure
FES No =
BMP1
Pipe Dia=
36
in
Q10=
18 40
cfs
Qfull =
65 40
cfs
Vfull =
9 20
fps
From Fig
8 06 b 1
From Fig
8 06 b 2
LenoLh
Storm Outlet Structure
FES No =
L2
Pipe Dia=
48
in
Q10 =
22 14
cfs
Qfull =
103 30
cfs
Vfull =
8 20
fps
From Fig
8 06 b 1
From Fig
8 06 b 2
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10 /Qfull =
V /Vfull =
V=
Q10 /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
028
085
7 9 fps
3
10 in
17 in
1
24 in
24 ft
9 ft
021
078
6 4 fps
i
10 in
17 in
1
24 in
32 ft
12 ft
U

PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No = M2
Pipe Dia= 15
in
010 = 0 73
cfs
Qfull = 4 20
cfs
Vfull = 3 40
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Storm Outlet Structure
FES No = N6
Pipe Dia= 24
in
Q10= 21 38
cfs
Qfull = 39 70
cfs
Vfull = 12 60
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
9 1�
3
I mm__
Length
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
CHECKED BY
Q10 /Qfull =
V /Vfull =
V=
Q10 /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
017
072
2 4 fps
1
4 in
6 in
A
12 in
5 ft
4 ft
054
1 01
12 8 fps
3
10 in
17 in
1
24 in
16 ft
6 ft
M

PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No = BMP 2
Pipe Dia= 15
in
Q10 = 2 84
cfs
Qfull = 6 60
cfs
Vfull = 5 40
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
s
3
Length
Storm Outlet Structure
FES No = BMP 4
Pipe Dia= 15
in
010= 2 45
cfs
Qfull = 6 60
cfs
Vfull = 5 40
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
CHECKED BY
JPK
Q10/Qfull =
V /Vfull =
V=
Q10 /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
043
096
5 2 fps
1
4 in
6 in
A
12 in
5 ft
4 f
037
091
4 9 fps
1
4 in
6 in
A
12 in
5 ft
4 ft

PROJECT NAME
H -8 New Garner HIS
LOCATION
Garner, NC
Storm Outlet Structure
FES No = Q2
Pipe Dia= 15
in
Q10= 0 97
cfs
Qfull = 5 90
cfs
Vfull = 4 80
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Storm Outlet Structure
FES No = R2
Pipe Dia= 15
in
Q10= 0 85
cfs
Qfull = 5 90
cfs
Vfull = 4 80
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
CHECKED BY
Q10 /Qfull =
V /Vfull =
V=
Q10 /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
016
072
3 5 fps
1
4 in
6 in
A
12 in
5 f
4 ft
014
068
3 3 fps
1
4 in
6 in
A
12 in
5 ft
4 ft

i UM
PROJECT NAME
H -8 New Garner HS
LOCATION
Garner, NC
Storm Outlet Structure
FES No = S2
Pipe Dia= 15
in
Qio= 167
cfs
Qfull = 19 60
cfs
Vfull = 16 00
fps
From Fig 8 06 b 1
From Fig 8 06 b 2
i
t
3
Leng,h
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
1 DATE
1/22/14
PROJECT NO
12 -154
BY
KAL
CHECKED BY
Qio /Qfull =
V /Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
009
059
9 4 fps
3
10 in
17 in
1
24 in
10 ft
4 ft