20140523 Ver 1_More Info Received_20140530 (3)

Strickland, Bev
From:
Mike Schneider <mikes@piedmontlanddesignzom>
Sent:
Friday, May 3U'ZUl48:4UAK4
To:
8urdette, Jennifer a
Cc:
Strickland, Bev; DSHIRLEY@SANDE[[OK4
Subject:
RE: Dunhi||S/D (#14'0523)
Attachments:
Stormvvater[a|cu|ations.pdf
From: Burdette,]ennhera
Sent: Thursday, May 29, 2014 1:37 PM
To:
Cc: Strickland, Bev
Subject: Dunhill S/O(#14-OS23)
Mr. Schneider,
We received your application for a stormwater plan for the subject project. Please email (reply toall) digital file ofthe
entire package including site plans. Pdf will work fine.
Thanks,
Jennifer
Jennifer A. Burclette
401/Buffer Coordinator
401 & Buffer Permitting, Unit
Wetlands Branch
N[DENR Division of Water Resources Water Quality Programs
165O Mail Service Center
Raleigh, N[27699-165O
(919)8O7-6364phone
(919)8O7-6494fax
*Email correspondence &oondƒrmm this address may besubject tm the North Carolina Public Records Low and may be disclosed tm
third parties unless the content is exempt by statute or other regulation.*
1

PIADPiedmont Land Design, LLP
8522 -204 Sig Forks Road • Raleigh, NC 27615 • (919) 845 -7600 • Fag: (919) 845 -7703
February 27, 2014
Dunhill Subdivision
Pittard Sears Road
Cary, North Carolina
Stormwater Calculations
Narrative
The proposed single family site is mostly wooded, and is located on a 27.1 acre tract of land
located on Pittard -Sears Road. The proposed development includes construction of new public
streets and 38 single family homes. The site is located in the Cape Fear river basin. The site will
utilize two wet detention basins in order to provide the required nitrogen and phosphorus removal,
water quality, and detention requirements.
Stormwater Runoff Analysis
Hydrograph software by Intelisolve was used to prepare the runoff, time of concentration and
routing calculations. The calculations for the 1 and 100 year storms for pre - developed and post -
development drainage areas for each stormwater discharge location are provided.
This site is predominantly White Store Series soils which have a hydrological soil group type "D ".
Refer to the Chatham County Soil Map in Appendix A.
The site contains two streams that traverse form north to south through the site. Therefore, there
are two discharge points located at the point that the streams leave the site at the southern
boundary. Discharge point #1 is the western point, and contains both of the proposed BMP's.
Discharge point #2 is the eastern point, and does not contain a BMP. This is due to the large
drainage area (100 acres) and negligible change in pre- versus post - development conditions. For
purposes of analyzing the site as a whole, this area has been labeled as "bypass area ".
Civil Engineers • Landscape Architects • Land Planners

Table of Contents
Stormwater Calculations Narrative and Summary 2 -3
Wet Detention Pond Surface Area Calculations 4 -6
Appendix A - Chatham County Soils Map
Appendix B - Discharge Point #1Pre- Developed Conditions Analysis
Appendix C - Discharge Point #1 — BMP # lAnalysis
Appendix D - Discharge Point #1 — BMP #2 Analysis
Appendix E - Discharge Point #1 — Bypass Area Analysis
Appendix F - Discharge Point #2 Analysis
Appendix G — Drainage Area Map
Appendix H - Nutrient Reporting Form and Toolbox Summary
Appendix I — Stormwater System / HGL Calculations
Appendix J — Gutter Spread Calculations
Appendix K — Culvert Calculations

Page 2
Discharge Point #1- Pre - developed Condition
Pre - Development Condition
Drainage Area - 58.0 acres
Pre - development Curve Number Calculations
0.60 acres of Impervious Area CN 98
57.40 acres of Wooded Area (good condition) CN 77
Use CN = 77
Discharge Point #1- Post - developed Condition
BMP #1
Post - Development Condition
Drainage Area -10.0 acres
Post - development Curve Number Calculations
2.10 acres of Impervious Area CN 98
2.60 acres of Open Space (good condition) CN 80
5.30 acres of wooded area CN 77
Use CN = 82
BMP #2
Post - Development Condition
Drainage Area - 4.0 acres
Post - development Curve Number Calculations
2.50 acres of Impervious Area CN 98
1.50 acres of Open Space (good condition) CN 80
Use CN =91
BYPASS AREA
Drainage Area - 45.50 acres
Post - development Curve Number Calculations
1.30 acres of Impervious Area CN 98
4.00 acres of Open Space (good condition) CN 80
40.20 acres of wooded area CN 77
Stormwater Runoff Results
The results of pre and post - development peak flows for Discharge Point #1 are shown in the table
below.
Storm Event
Pre - Development
Post - Development
BMP #1
with Detention
Post - Development
BMP #2
with Detention
Post - Development
Bypass Area
Total
Post - Developed
WBMP's
1 -Year
75.80 cfs
11.49 cfs
1.16 cfs
54.16 cfs
66.81 cfs
2 -Year
108.61 cfs
19.26 cfs
5.47 cfs
77.47 cfs
102.20 cfs
5 -Year
164.91 cfs
29.01 cfs
9.89 cfs
117.35 cfs
156.25 cfs
10 -Year
208.99 cfs
31.40 cfs
11.24 cfs
148.54 cfs
191.18 cfs
100 -Year
381.74 cfs
37.10 cfs
14.73 cfs
270.69 cfs
322.52 cfs
PLD

Discharge Point #2 — Pre - developed Condition
Pre - Development Condition
Drainage Area —100.0 acres
Pre - development Curve Number Calculations
100.0 acres of Wooded Area (good condition) CN 77
Use CN = 77
Discharge Point #2 — Post - developed Condition
Post - Development Condition
Drainage Area —100.0 acres
Post - development Curve Number Calculations
0.80 acres of Impervious Area CN 98
1.30 acres of Open Space (good condition) CN 80
97.9 acres of wooded area CN 77
Use CN = 77
Storm Event
Pre - Development
Post Development
1 -Year
76.34 cfs
76.34 cfs
2 -Year
109.90 cfs
109.90 cfs
5 -Year
167.52 cfs
167.52 cfs
10 -Year
212.75 cfs
212.75 cfs
100 -Year
392.86 cfs
392.86 cfs
Page 3

Wet Detention Pond Surface Area Calculations
Page 4
PLD

Page 5
PLD

Page 6
PLD

Appendix A
Chatham County Soils Map

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Appendix B
Discharge Point #1
Pre - Developed Condition
Stormwater Runoff Analysis

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Dec 19 2013, 12:50 PM
Hyd. No. 1
Discharge Point #1 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 75.84 cfs
Storm frequency
= 1 rs
Time interval
= 2 min
Drainage area
= 57.900 ac
Curve number
= 77
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 14.20 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 219,480 cuft
Discharge Point #1 PRE
Q (cfs) Hyd. No. 1 -- 1 Yr Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 5 7
Hyd No. 1
_f
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Curve number
Discharge Point #1
PRE
Hydrograph type
= SCS Runoff
Storm frequency
= [10� 0 yrs�'
Drainage area
= 57.900 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
0 2 5 7 9
Hyd No. 1
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 381.74 cfs
Time interval
= 2 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 14.20 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 1,080,834 cuft
Discharge Point #1 PRE
Hyd. No. 1 -- 100 Yr
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
.1 11
0.00
12 14 16 19 21 23 26
Time (hrs)

Appendix C
Discharge Point #1
BMP #1
Stormwater Runoff Analysis

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Curve number
BMP #1 POST
Hydraulic length
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 10.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
18.00 -
15.00 -
12.00 -
• M
. M
3.00
0.00
0 2 5 7
Hyd No. 5
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 15.92 cfs
Time interval
= 1 min
Curve number
= 82
Hydraulic length
= Oft
Time of conc. (Tc)
= 18.60 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 50,057 cuft
BMP #1 POST
Hyd. No. 5 -- 1 Yr
9 12 14
Q (cfs)
18.00
15.00
12.00
• M
WC
- 3; 00
— - - - -- 0.00
16 19 21 23 26
Time (hrs)
I
i
I
I
1
i
—
9 12 14
Q (cfs)
18.00
15.00
12.00
• M
WC
- 3; 00
— - - - -- 0.00
16 19 21 23 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 12:50 PM
Hyd. No. 5
BMP #1 POST
Hydrograph type
= SCS Runoff
Peak discharge
= 66.56 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 10.000 ac
Curve number
= 82
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 18.60 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 5 7
Hyd No. 5
Hydrograph Volume = 212,709 cuft
BMP #1 POST
Hyd. No. 5 -- 100 Yr
Q (cfs)
70.00
.1 11
50.00
40.00
30.00
20.00
10.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 3:39 PM
Hyd. No. 6
BMP #1 ROUTING
Hydrograph type =
Reservoir
Peak discharge = 11.49 cfs
Storm frequency =
1 yrs
Time interval = 1 min
Inflow hyd. No. =
5
Max. Elevation = 254.86 ft
Reservoir name =
BMP #!1
Max. Storage = 16,495 cuft
Storage Indication method used. Hydrograph Volume = 39,604 cuft
Q (cfs)
18.00 -
15.00 -
12.00 -
• M
3.00 -
BMP #1 ROUTING
Hyd. No. 6 -- 1 Yr
M
3 5 8 10 13 15 18 20 23
Hyd No. 6 Hyd No. 5 . - I Req. Stor = 16,495 cuft
Q (cfs)
18.00
15.00
12.00
m
. W
MIX
0.00
25
Time (hrs)
j
j
I
i
4 I
I
it
i I
I
I
M
3 5 8 10 13 15 18 20 23
Hyd No. 6 Hyd No. 5 . - I Req. Stor = 16,495 cuft
Q (cfs)
18.00
15.00
12.00
m
. W
MIX
0.00
25
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 3:39 PM
Hyd. No. 6
BMP #1 ROUTING
I
I
Hydrograph type =
Reservoir
Peak discharge = 37.10 cfs
Storm frequency =
100 yrs
Time interval = 1 min
Inflow hyd. No. =
5
Max. Elevation = 257.06 ft
Reservoir name =
BMP #!1
Max. Storage = 45,878 cuft
Storage Indication method used. Hydrograph Volume = 202,236 cuft
Q (cfs)
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
1 11
1
BMP #1 ROUTING
Hyd. No. 6 -- 100 Yr
{
I
I
I
I
i
I
I
I
-
I
i
�
I
i
i
I
---------------------
I
_;_
I
I
i
i
i
i
i
I
3 5
Hyd No. 6
Q (cfs)
70.00
'• 1 1 1
50.00
40.00
30.00
20.00
10.00
0.00
8 10 13 15 18 20 23 25
Time (hrs)
- Hyd No. 5 _» J Req. Stor = 45,878 cuft

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 3:38 PM
Pond No. 1 - BMP #!1
Pond Data
[B]
[C]
[D]
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 253.00
7,000
0
0
1.00 254.00
9,210
8,105
8,105
2.00 255.00
10,366
9,788
17,893
3.00 256.00
11,584
10,975
28,868
4.00 257.00
12,863
12,224
41,092
5.00 258.00
142,040
77,452
118,543
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in) = 24.00
1.00
0.00
0.00
Crest Len (ft) = 16.00
0.00
0.00
0.00
Span (in) = 24.00
1.00
0.00
0.00
Crest El. (ft) = 254.50
0.00
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff. = 3.33
0.00
0.00
0.00
Invert El. (ft) = 250.00
253.00
0.00
0.00
Weir Type = Riser
- --
- --
- --
Length (ft) = 60.00
0.00
0.00
0.00
Multi -Stage = Yes
No
No
No
Slope ( %) = 0.50
0.00
0.00
0.00
N -Value = .013
.013
.000
.000
Orif. Coeff. = 0.60
0.60
0.00
0.00
Multi -Stage = n/a
Yes
No
No
Exfiltration = 0.000 in /hr (Contour)
Tailwater
Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice
conditions.
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
Clv B Clv C
Clv D Wr A Wr B
Wr C
Wr D
Exfil
Total
ft cult ft
cfs
cfs cfs
cfs cfs cfs
cfs
cfs
cfs
cfs
0.00 0 253.00
0.00
0.00 - --
- -- 0.00 - --
- --
- --
- --
0.00
1.00 8,105 254.00
19.21
0.03 - --
- -- 0.00 - --
- --
- --
- --
0.03
2.00 17,893 255.00
19.21
0.04 - --
- -- 18.84 - --
- --
- --
- --
18.87
3.00 28,868 256.00
33.61
0.01 - --
- -- 33.59 - --
- --
- --
- --
33.60
4.00 41,092 257.00
36.95
0.00 - --
-- 36.91 - --
- --
- --
- --
36.91
5.00 118,543 258.00
39.92
0.00 - --
- -- 39.87 - --
- --
- --
- --
39.88

Appendix D
Discharge Point #1
BMP #2
Stormwater Runoff Analysis

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 12:50 PM
Hyd. No. 7
BMP #2 POST
Hydrograph type
= SCS Runoff
Peak discharge
= 9.88 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 4.000 ac
Curve number
= 91
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 17.40 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
w
IR
4.00
2.00
a 22
w
Hydrograph Volume = 29,732 cuft
BMP #2 POST
Hyd. No. 7 -- 1 Yr
2 5 7 9
Hyd No. 7
Q (cfs)
10.00
11
M
4.00
2.00
0.00
12 14 16 19 21 23 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Curve number
BMP #2 POST
Hydraulic length
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 4.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 31.11 cfs
Time interval
= 1 min
Curve number
= 91
Hydraulic length
= Oft
Time of conc. (Tc)
= 17.40 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 99,401 cuft
BMP #2 POST
Q (cfs) Hyd. No. 7 - -100 Yr Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
35.00
30.00
25.00
20.00
15.00
10.00
5.00'
0 00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Time interval
BMP #2 ROUTING
Max. Elevation
Hydrograph type =
Reservoir
Storm frequency =
1 yrs
Inflow hyd. No. =
7
Reservoir name =
BMP #2
Storage Indication method used.
Q (cfs)
10.00
fe
M
4.00
2.00
Thursday, Dec 19 2013, 3:38 PM
Peak discharge
= 1.16 cfs
Time interval
= 1 min
Max. Elevation
= 253.07 ft
Max. Storage
= 17,864 cuft
Hydrograph Volume = 15,526 cuft
BMP #2 ROUTING
Hyd. No. 8 -- 1 Yr
we
5 10 15 19 24 29 34 39
Hyd No. 8 Hyd No. 7 LLE11 ] Req. Stor = 17,864 cuft
44
Q (cfs)
10.00
MR
M
4.00
2.00
0.00
48
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 3:37 PM
Hyd. No. 8
BMP #2 ROUTING
Hydrograph type =
Reservoir
Peak discharge = 14.73 cfs
Storm frequency =
100 yrs
Time interval = 1 min
Inflow hyd. No. =
7
Max. Elevation = 254.83 ft
Reservoir name =
BMP #2
Max. Storage = 37,435 cuft
Storage Indication method used.
Elev (ft)
256.00
255.00
254.00
253.00
252.00
Hydrograph Volume = 85,173 cuft
BMP #2 ROUTING
Hyd. No. 8 -- 100 Yr
Elev (ft)
256.00
255.00
254.00
253.00
252.00
251.00 ' ' ' ' ' ' ' ' ' ' ' 251.00
0 3 5 8 10 13 15 18 20 23 25
2. BMP #2 Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 3:41 PM
Pond No. 2 - BMP #2
Pond Data
[B]
[C]
[D]
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 251.00
6,725
0
0
1.00 252.00
8,831
7,778
7,778
2.00 253.00
9,935
9,383
17,161
3.00 254.00
11,095
10,515
27,676
4.00 255.00
12,313
11,704
39,380
5.00 256.00
13,587
12,950
52,330
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in) = 18.00
1.00
0.00
0.00
Crest Len (ft) = 16.00
0.00
0.00
0.00
Span (in) = 18.00
1.00
0.00
0.00
Crest El. (ft) = 253.00
0.00
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff. = 3.33
0.00
0.00
0.00
Invert El. (ft) = 251.00
251.00
0.00
0.00
Weir Type = Riser
- --
- --
- --
Length (ft) = 48.00
0.00
0.00
0.00
Multi -Stage = Yes
No
No
No
Slope ( %) = 0.50
0.00
0.00
0.00
N -Value = .013
.013
.000
.000
Orif. Coeff. = 0.60
0.60
0.00
0.00
Multi -Stage = n/a
Yes
No
No
Exfiltration = 0.000 in /hr (Contour)
Tailwater
Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analysed under inlet and outlet control. Weir riser
checked for orifice
conditions.
Stage / Storage / Discharge
Table
Stage Storage Elevation Clv A
Clv B Clv C
Clv D Wr A Wr B
Wr C
Wr D
Exfil
Total
ft cuft ft
cfs
cfs cfs
cfs cfs cfs
cfs
cfs
cfs
cfs
0.00 0 251.00
0.00
0.00 - --
- -- 0.00 - --
- --
--
- --
0.00
1.00 7,778 252.00
0.03
0.03 - --
- -- 0.00 - --
- --
- --
- --
0.03
2.00 17,161 253.00
0.04
0.04 - --
- -- 0.00 - --
- --
- --
- --
0.04
3.00 27,676 254.00
12.11
0.00 - --
- -- 12.08 - --
- --
- --
- --
12.08
4.00 39,380 255.00
15.25
0.00 - --
- -- 15.22 - --
- --
- --
- --
15.22
5.00 52,330 256.00
17.53
0.00 - --
- -- 17.51 - --
- --
- --
- --
17.51

Appendix E
Discharge Point #1
Bypass Area
Stormwater Runoff Analysis

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013, 12:50 PM
Hyd. No. 2
Discharge Point #1
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 54.16 cfs
Storm frequency
= 1 yrs
Time interval
= 6 min
Drainage area
= 45.500 ac
Curve number
= 78
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 14.20 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 174,790 cult
Discharge Point #1 BYPASS
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Yr
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Dec 19 2013, 12:50 PM
Hyd. No. 2
Discharge Point #1 BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 270.69 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 45.500 ac
Curve number
= 78
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 14.20 min
Total precip.
= 8.00 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
280.00
240.00
200.00
160.00
120.00
:1 11
40.00
1 11
Hydrograph Volume = 834,756 cuft
Discharge Point #1 BYPASS
Hyd. No. 2 -- 100 Yr
2 4 6 8
Hyd No. 2
Q (Cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
1
F
it
I
-7
2 4 6 8
Hyd No. 2
Q (Cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Appendix F
Discharge Point #2
Stormwater Runoff Analysis

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Curve number
Discharge Point #2 PRE
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 100.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
80.00 -
70.00 -
•1 11
50.00 -
40.00 -
30.00 -
20.00
10.00
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 76.34 cfs
Time interval
= 6 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 34.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 400,936 cult
Discharge Point #2 PRE
Hyd. No. 3 -- 1 Yr
Q (cfs)
80.00
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
0.00 i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)
I
I
--
1
I
I
i
i
I
I
Q (cfs)
80.00
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
0.00 i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Discharge Point #2 PRE
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 100.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
.0 0I
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 392.86 cfs
Time interval
= 6 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 34.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 1,974,420 cuft
Discharge Point #2 PRE
Hyd. No. 3 -- 100 Yr
I
I
i
;
I
i
i
I
I
v
1
I I
I
�
;
I
; i
I _
i I
2 4 6 8
Hyd No. 3
Q (cfs)
420.00
360.00
240.00
180.00
120.00
.M
- — — 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Curve number
Discharge Point #2 POST
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 100.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
80.00 -
70.00
• W I I
50.00 -
40.00 -
30.00
20.00
10.00
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 76.34 cfs
Time interval
= 6 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 34.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 400,936 cuft
Discharge Point #2 POST
Hyd. No. 4 -- 1 Yr
Q (cfs)
80.00
50.00
40.00
30.00
20.00
- 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)
it it
i
I
I
i
I it
I
i
I
'I
II
I
Q (cfs)
80.00
50.00
40.00
30.00
20.00
- 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Discharge Point #2 POST
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 100.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
•1 11
1 11
1
Thursday, Dec 19 2013, 12:50 PM
Peak discharge = 392.86 cfs
Time interval
= 6 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 34.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 1,974,420 cuft
Discharge Point #2 POST
Hyd. No. 4 -- 100 Yr
ICI
�
II
i
I
—
i
i !
1
i
I
I
I
I
I
2 4 6 8
Hyd No. 4
Q (cfs)
420.00
360.00
ill 11
240.00
180.00
120.00
•1 11
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Appendix G
Drainage Area Map

Appendix H
Nutrient Reporting Form and Toolbox Summary

Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the local government permitting your development project to
characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be
found online at htti): / /Dortal.ncdenr.org/ web /wq /ps /ni)s /nutrientoffsetintro.
PROJECT INFORMATION (for Jordan Lake)
Applicant Name:
Project Name:
Project Address (if available): Street: CityfTown: County:
Pt Septf,S
125 l t PP-✓> P.,�) COQ C. H X11 -' NA
Date: (mo/d/yr) i / Z
Project
Lat: (decimal degrees)
Long: (decimal degrees)
/
Location :
'31 A 3 5
—7 r: 9 Z
Is this Redevelopment? ❑ - Yes
Development Type (Please check all that apply)
K-- No
Impervious Cover ( %):
ca
P
❑
Commercial
❑
Mixed -Use
®
Single Fam. Residential
(Pre - Construction)
❑
El
Industrial
Institutional
I
❑
Duplex Residential
El
Multi -Fam. Residential
Impervious Cover ( %):
(Post- Construction)
%'
Z7 U
JORDAN WATERSHED INFORMATION
Small Watershed ID (6 digits): (See next page or online man.)
New Development Load Requirements (See individual rules
(p O " o
for a full description of nutrient requirements.)
Jordan Subwatershed (Please check one)
Loading Rate Targets
Offsite Thresholds
Nitrogen N & Phosphorus P
6 N Ibs /ac Residential;
®
Upper New Hope
2.2 N Ib /ac /yr
10 N Ibs /ac Commercial
0.82 P Ib /ac /yr
(must meet all onsite treatment
requirements)
I
Lower New Hope
4.4 N Ib /ac /yr
0.78 P Ib /ac /yr
NUTRIENT OFFSET REQUEST (Must meet the offsite thresholds —see above)
Nitrogen Loading / Offset Needs
(A)
(B)
I (()
(D)
(E)
I (F)
(G)
(H)
Untreated
Treated
Loading Rate
Reduction Need
Project
Offset
Delivery
State Buy Down
Loading Rate
Loading Rate
Target
(Ibs /ac/yr)
Size (ac)
Duration (yrs)
Factor (%)
Amount (jib
(Ibs /ac /yr)
(Ibs /aclyr)
(Ibs /ac /yr)
B- C
D* E* F* G
�.�lti
3.G "7
Z,L
t��rS1
21_I
30
g> 110
"01,21
Phosphorus Loading / Offset Needs
(A)
(B) I
(C)
(D)
(E)
I (F)
(G)
(H)
Untreated
Treated
Loading Rate
Reduction Need
Project
Offset
Delivery
State Buy Down
Load Rate
Load Rate
Target
(Ibs /aclyr)
Size (ac)
Duration (yrs)
Factor ( %)
Amount (Ibs)
(Ibs /ac /yr)
(Ibs /ac /yr)
(Ibs /ac /yr)
B- C
D* E* F* G
Ci y
�tiS
C) s'$Z
0
L'I -(
30
Control of Peak Stormwater Flow (1 year 24 hour design storm)
Calculated Predevelopment Peak Flow
Calculated Post Development Peak Flow
Flow Control Method
( 152. ILA
1 `13. i 7
w�� n i��'16rJ %ti'i >:
Authorizing Local Government Name:
Staff Name:
Staff Email:
Phone:
Jordan Nutrient Load Reporting Form. September 12, 2012

uwzz3mm=
WATERSHED SUMMARY Var2.
P--lop—.�.dft- P—.-lop—../BMP.
0096 26.8%
M
..... . --- - -------
(.f.) W —,356 1.182,836
(-A)
N�p,MC 1.47 1- 1.13
To l Nlbo[.n WWI,g
0.76 3,78
T-1 P�ph-
MC
oll M7 0.16
. F— Taal P"� W Aft
I
0.13 0.80 0. 45
OMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
P-
TN EMu.rrtronan. TP m-.
i
M/A
I 095 012
27.
IR.-ffV.I—(,f.)
183%
43096
-9
—7
W.D-e..
T.taINlboP EMC( .Vl)
:14%
-23%
!Dry D..mbnPond
Tlih—h.
466i
306%
T�Whnph—MC(­A)
d S-1.
10%
3
T-- L�ftpbl.,',;
P.m
1.08 Us
;69.lspdGF l
P
OMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
L--!t
............ .
V.I.— R.du -
TN EMu.rrtronan. TP m-.
—.M3
BMP1 BM 2 BMP3
M/A
I 095 012
,Bloretentlon
weo-
wteh.ut
-9
—7
W.D-e..
50%
1.0o.12
!Dry D..mbnPond
-----------
1.20 Uo
d S-1.
10%
1.21 0,21
G—. Roof
P.m
1.08 Us
;69.lspdGF l
P
50%
1.20 Us
P—bl.
1-44 0.39
TeWM.T—d
393.9fi4
15%
403ASa
15%
wtear Narva.Bn[
user deened
108
1 ols
15%
Sol
011
25%
1.o8
o.12
L--!t
............ .
amp I 1 BMPt emp.
"M.W2
1 np I OMP BM
—.M3
BMP1 BM 2 BMP3
GTCNMEM4
RMPI BMP. MP3--
—mms
BMPI mpi GMP3
—.Ws
BmPl amp z BMP3
weo-
-9
—7
W.D-e..
P.m
P.m
TeWM.T—d
393.9fi4
15%
403ASa
15%
130
3.20
1.24
7..l
MO.. PhWh.— MC
03.
0.302
T.
1.91
0'.
Ph.
Total Nft pn gb/­ W)
2.18
R.
Cft,hmfflO Pheph—MC
(nvA)
0.136
0.135
0.2.
0.7B
P.— du . In Pl..pf.— WA (%)
13%
11%

NCDENR - Nutrient Offset Watershed Information
NC Department of Environment and Natural Resources
Water Quality - Nutrient Offset Watershed Information
Planning - Non -point Source - Nutrient Offset Information � Watershed Information
Nutrient Offset Watershed Information
The following map provides watershed information for developers to complete a nutrient_reporting-form
n J�rtatn<aenr.a gfwebfwyr�s npslnataentaffsetpaymenq for their development project. The map enables the
following activities for developers:
Locate the watershed in which their project is located;
Identify the nutrient strategy rules under which nutrients are being regulated;
Determine delivery factors where needed; and
Extract information they need to report to the local government overseeing their development.
In some cases, this information is then needed to authorize use of nutrient offsets for developers who
have not achieved the loading rate targets for their project.
9-4 plttard Sears
hea roaJ" hin the watershed boundaries, click near it to Search open al in Reset
ormat
+l � •. "'??? .. i'I' , 2. .. , � ,I� art, r- i ,(,.1t � � n �
� t R
I r lh 1 . ®► _
r
Hide Legend
Page 1 of 1
a
ix a
N.C. Department of Environment and Natural Resources
1601 Mail Service Center, Raleigh, NC 2769 9 -1 601
Headquarters (Environment and Natural Resources Building): 217 W. Jones St.
Archdale Building: 512 N. Salisbury St.
Toll Free: (877) 623 -6748
http: / /portal.nedenr.org/ web /wq/ nutrient- offset - watershed - information ?p _p_id =15
M�CDIEFIR
12/23/2013

Appendix I
Stormwater / HGL
Calculations

W-131
wo
C-9, -4 3
WC9
2-7 (_fS- 14Lk
� Li

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
coeff
Area x C
Tc
Rain
(I)
Total
flow
Cap
full
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
( %)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
35.0
0.39
4.20
0.50
0.20
2.13
5.0
5.0
7.2
15.38
31.00
3.35
30
0.57
251.20
251.00
253.33
253.31
256.96
0.00
Inserted Line
2
1
27.0
0.17
3.81
0.50
0.09
1.94
5.0
5.0
7.2
13.97
23.84
4.59
24
1.11
251.70
251.40
253.48
253.42
256.96
256.96
3
2
105.0
0.43
3.64
0.50
0.22
1.85
5.0
5.0
7.2
13.36
17.10
4.47
24
0.57
252.60
252.00
254.30
254.00
258.56
256.96
4
3
278.0
0.28
3.21
0.50
0.14
1.64
5.0
5.0
7.2
11.81
24.64
4.96
24
1.19
256.00
252.70
257.22
254.47
262.55
258.56
5
4
27.0
0.30
0.30
0.50
0.15
0.15
5.0
5.0
7.2
1.08
9.04
2.74
18
0.74
257.80
257.60
258.20
258.03
262.55
262.55
6
4
207.0
0.25
2.63
0.50
0.13
1.35
5.0
5.0
7.2
9.71
28.56
4.50
24
1.59
259.70
256.40
260.80
258.03
265.53
262.55
7
6
27.0
0.27
0.27
0.50
0.14
0.14
5.0
5.0
7.2
0.97
9.04
0.61
18
0.74
260.30
260.10
261.50
261.50
265.53
265.53
8
6
179.0
0.16
2.11
0.50
0.08
1.09
5.0
5.0
7.2
7.84
12.41
6.45
18
1.40
263.10
260.60
264.17
261.50
268.15
265.53
9
8
27.0
0.33
0.33
0.50
0.17
0.17
5.0
5.0
7.2
1.19
6.39
0.69
18
0.37
263.60
263.50
264.96
264.96
268.15
268.15
10
8
101.0
0.22
1.62
0.50
0.11
0.84
5.0
5.0
7.2
6.07
16.52
5.50
18
2.48
266.60
264.10
267.54
264.96
271.75
268.15
11
10
146.0
0.25
1.40
0.50
0.13
0.73
5.0
5.0
7.2
5.28
12.19
5.41
15
3.56
272.10
266.90
273.02
267.84
280.55
271.75
12
11
27.0
0.60
1.15
0.50
0.30
0.61
5.0
5.0
7.2
4.37
7.86
4.40
15
1.48
273.00
272.60
273.84
273.71
280.55
280.55
13
12
43.0
0.24
0.55
0.50
0.12
0.31
5.0
5.0
7.2
2.21
5.39
2.00
15
0.70
273.40
273.10
274.35
274.32
278.15
280.55
14
13
27.0
0.31
0.31
0.60
0.19
0.19
5.0
5.0
7.2
1.34
5.56
1.65
15
0.74
273.70
273.50
274.41
274.41
278.15
278.15
15
End
184.0
0.35
2.79
0.60
0.21
1.39
5.0
5.0
7.2
10.05
16.67
5.52
24
0.54
253.00
252.00
254.13
253.12
264.20
0.00
16
15
27.0
0.14
2.44
0.50
0.07
1.18
5.0
5.0
7.2
8.54
41.29
4.64
24
3.33
254.00
253.10
255.03
254.36
264.20
264.20
17
16
153.0
0.17
0.33
0.70
0.12
0.23
5.0
5.0
7.2
1.67
5.95
2.42
15
0.85
255.60
254.30
256.12
255.56
260.59
264.20
18
17
27.0
0.16
0.16
0.70
0.11
0.11
5.0
5.0
7.2
0.81
6.81
1.88
15
1.11
256.00
255.70
256.37
256.40
260.59
260.59
19
16
155.0
0.02
1.97
0.60
0.01
0.88
5.0
5.0
7.2
6.37
16.55
7.00
18
2.48
262.35
258.50
263.31
259.15
271.65
264.20
20
19
27.0
0.17
0.47
0.50
0.09
0.24
5.0
5.0
7.2
1.70
6.81
4.02
15
1.11
266.30
266.00
266.82
266.43
271.28
271.65
21
19
365.0
0.43
1.48
0.50
0.22
0.64
5.0
5.0
7.2
4.58
8.24
3.66
18
0.62
264.70
262.45
265.52
263.86
269.73
271.65
Project File: storm.stm
Number of lines: 25
Run Date: 02 -24 -2014
NOTES: Intensity = 105.70 / (Inlet time + 16.80) A 0.87; Return period = 10 Yrs. Pipe travel time suppressed.
Hytlraeow btorm hewers zuw

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
( %)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
22
21
27.0
1.05
1.05
0.40
0.42
0.42
5.0
5.0
7.2
3.03
5.56
2.61
15
0.74
265.00
264.80
266.06
266.02
269.71
269.73
x.25
268-00- -
66A
- 368 2- --
-267:0
27-3.0e
24
End
154.0
1.40
1.40
0.40
0.56
0.56
5.0
5.0
7.2
4.04
22.32
4.03
24
0.97
265.00
263.50
265.71
264.21
268.00
0.00
25
End
81.0
0.10
0.50
0.70
0.07
0.35
5.0
5.0
7.2
2.53
12.83
4.01
15
3.95
247.30
244.10
247.94
244.74
253.00
0.00
Project File: storm.stm
Number of lines: 25
Run Date: 02 -24 -2014
NOTES: Intensity = 105.70 / (Inlet time + 16.80) A 0.87; Return period = 10 Yrs. ; Pipe travel time suppressed.
nyuranow a[orm oeweis cwo

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
30
15.38
251.00
253.31
2.31
4.74
3.25
0.16
253.47
0.122
35.0
251.20
253.33
2.13
4.46
3.45
0.18
253.52
0.132
0.127
0.044
0.50
0.09
2
24
13.97
251.40
253.42
2.00
3.14
4.45
0.31
253.73
0.382
27.0
251.70
253.48
1.78
2.96
4.72
0.35
253.83
0.339
0.360
0.097
1.50
0.52
3
24
13.36
252.00
254.00
2.00
3.14
4.25
0.28
254.28
0.349
105
252.60
254.30
1.70
2.84
4.70
0.34
254.64
0.329
0.339
0.356
0.50
0.17
4
24
11.81
252.70
254.47
1.77
2.94
4.01
0.25
254.72
0.244
278
256.00
257.22
1.22 **
2.00
5.90
0.54
257.76
0.578
0.411
n/a
1.50
0.81
5
18
1.08
257.60
258.03
0.43
0.42
2.60
0.10
258.13
0.335
27.0
257.80
258.20
0.40 **
0.37
2.89
0.13
258.33
0.452
0.393
n/a
1.00
0.13
6
24
9.71
256.40
258.03
1.63
2.74
3.55
0.20
258.22
0.187
207
259.70
260.80
1.10 **
1.78
5.46
0.46
261.27
0.532
0.359
n/a
1.50
0.70
7
18
0.97
260.10
261.50
1.40
1.72
0.57
0.01
261.50
0.007
27.0
260.30
261.50
1.20
1.52
0.64
0.01
261.51
0.009
0.008
0.002
1.00
0.01
8
18
7.84
260.60
261.50
0.90
1.11
7.08
0.78
262.28
1.235
179
263.10
264.17
1.07 **
1.35
5.82
0.53
264.70
0.759
0.997
n/a
1.50
0.79
9
18
1.19
263.50
264.96
1.46
1.75
0.68
0.01
264.97
0.011
27.0
263.60
264.96
1.36
1.69
0.71
0.01
264.97
0.011
0.011
0.003
1.00
0.01
10
18
6.07
264.10
264.96
0.86
1.05
5.80
0.52
265.48
0.857
101
266.60
267.54
0.94 **
1.17
5.21
0.42
267.96
0.649
0.753
n/a
0.70
0.29
11
15
5.28
266.90
267.84
0.94
0.98
5.36
0.45
268.28
0.807
146
272.10
273.02
0.92 **
0.97
5.45
0.46
273.48
0.841
0.824
n/a
1.50
0.69
12
15
4.37
272.60
273.71
1.11
1.15
3.79
0.22
273.94
0.408
27.0
273.00
273.84
0.84 **
0.87
5.01
039
274.23
0.738
0.573
n/a
1.25
0.49
13
15
2.21
273.10
274.32
1.22
1.22
1.81
0.05
274.38
0.105
43.0
273.40
274.35
0.95
1.00
2.20
0.08
274.43
0.136
0.120
0.052
0.70
0.05
14
15
1.34
273.50
274.41
0.91
0.95
1.41
0.03
274.44
0.057
27.0
273.70
274.41
0.71
0.71
1.88
0.05
274.46
0.116
0.086
0.023
1.00
0.05
15
24
10.05
252.00
253.12
1.12*
1.82
5.54
0.48
253.60
0.539
184
253.00
254.13
1.13
1.83
5.51
0.47
254.60
0.531
0.535
0.984
0.50
0.24
16
24
8.54
253.10
254.36
1.26
2.09
4.08
0.26
254.62
0.270
27.0
254.00
255.03
1.03 **
1.64
5.20
0.42
255.46
0.508
0.389
n/a
1.25
0.53
17
15
1.67
254.30
255.56
1.25
1.23
1.36
0.03
255.59
0.067
153
255.60
256.12
0.52 **
0.48
3.48
0.19
256.31
0.521
0.294
n/a
1.50
0.28
18
15
0.81
255.70
256.40
0.70
0.71
1.14
0.02
256.42
0.043
27.0
256.00
256.37
0.37
0.31
2.62
0.11
256.48
0.413
0.228
0.062
1.00
0.11
19
18
6.37
258.50
259.15
0.65*
0.73
8.70
1.18
260.32
2.443
155
262.35
263.31
0.96 **
1.20
5.31
0.44
263.75
0.665
1.554
n/a
1.25
0.55
20
15
1.70
266.00
266.43
0.43*
0.37
4.57
0.32
266.75
1.085
27.0
266.30
266.82
0.52
0.49
3.47
0.19
267.01
0.511
0.798
0.216
1.10
0.21
21
18
4.58
262.45
263.86
1.41
1.72
2.66
0.11
263.97
0.165
365
264.70
265.52
0.82 **
0.98
4.66
0.34
265.85
0.573
0.369
n/a
1.50
0.51
Project File: storm.stm
Number of lines: 25
Run Date: 02 -24 -2014
NOTES: * Normal depth assumed., ** Critical depth assumed.
lyu'dl- o."' l o.-. G V V J

Hydraulic Grade Line Computations
Page 2
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
( %)
( %)
(ft)
(K)
(ft)
22
15
3.03
264.80
266.02
1.22
1.22
2.48
0.10
266.12
0.197
27.0
265.00
266.06
1.06
1.11
2.74
0.12
266.17
0.209
0.203
0.055
1.00
0.12
23
8-
2 -66:40
£7.
8-06
68 -42-
9 42
-0 -36-
3:03-
0 -1
268 6 - -
0--
24
24
4.04
263.50
264.21
0.71*
1.00
4.03
0.25
264.46
0.433
154
265.00
265.71
0.71 **
1.00
4.03
0.25
265.96
0.433
0.433
n/a
1.00
0.25
25
15
2.53
244.10
244.74
0.64
0.63
3.99
0.25
244.99
0.565
81.0
247.30
247.94
0.64 **
0.63
4.03
0.25
248.19
0.577
0.571
n/a
0.50
0.13
Project File: storm.stm
Number of lines: 25
Run Date: 02 -24 -2014
NOTES: * Normal depth assumed., ** Critical depth assumed.
iyurariow awnn auwulb cuuu

Storm Sewer Profile
Elev. (ft)
276.0(
270.00
264.00
258.00
252.00
246 00
Proj. file: storm.stm
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
Reach (ft)
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
283.0(
277.00
271.00
265.00
259.00
253.00
0
i
50 100 150 200 250 300 350 400 450 500
Reach (ft)
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
292.00
286.00
280.00
274.00
268.00
262.00
0 25 50 75 100 125 150 175
Reach (ft)
Proj. file: storm.stm
200 225
250
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
Proj. file: storm.stm
276.00 -- — -
i
273.00 -
Ln: 9
270.00 —
I
267.00 —I -- - - - - — —
264.00
261.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
273.00
263.00
258.00
253.00
WTI«.T.W
Proj. file: storm.stm
L°4V.VV
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
284.00
278.00
272.00
266.00
260.00
254.00 —
0
2
1)
50 100 150 200 250 300 350 400 450 500 550
Reach (ft)
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
Proj. file: storm.stm
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
276.00
273.00
270.00
267.00
264.00
261.00
Proj. file: storm.stm
0 25 50 75 100 125 150 175
Reach (ft)
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
270.00
264.00
258.00
252.00
246.00
240 00
0 25 50 75 100 125 150 175
Reach (ft)
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Storm Sewer Profile
Elev. (ft)
267.00
261.00
255.00
249.00
243.00
237.00
0
25 50 75 100 125 150
Reach (ft)
175
Proj. file: storm.stm
Hydraflow Storm Sewers 2003

Appendix J
Gutter Spread Calculations

Inlet Report I Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
No
Ht
L
area
L
W
So
W
SW
Sx
n
depth
spread
depth
spread
Dep
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
CB -2
0.78
0.00
0.78
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.16
5.24
0.21
2.21
2.00
Off
I
2
CB -3
0.34
0.00
0.34
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.12
3.33
0.16
1.50
2.00
Off
3
CB -4
0.86
0.00
0.86
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.16
5.24
0.22
2.59
2.00
2
4
CB -5
0.56
0.00
0.56
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.14
4.29
0.19
1.80
2.00
3
5
CB -14
0.60
0.00
0.60
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.14
4.29
0.19
1.85
2.00
1
6
CB -6
0.50
0.00
0.50
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.14
4.29
0.18
1.73
2.00
4
7
CB -15
0.54
0.00
0.54
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.14
4.29
0.19
1.78
2.00
5
8
CB -7
0.32
0.00
0.32
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.12
3.33
0.15
1.47
2.00
6
9
CB -16
0.66
0.00
0.66
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.014
2.00
0.046
0.021
0.013
0.15
4.76
0.20
1.92
2.00
7
10
CB -8
0.44
0.00
0.44
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.050
2.00
0.046
0.021
0.013
0.10
2.38
0.14
1.30
2.00
8
11
CB -9
0.50
0.00
0.50
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.050
2.00
0.046
0.021
0.013
0.11
2.86
0.14
1.36
2.00
10
12
CB -10
1.20
0.00
1.20
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.060
2.00
0.046
0.021
0.013
0.14
4.29
0.19
1.82
2.00
. 9
13
CB12
0.48
0.00
0.48
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.060
2.00
0.046
0.021
0.013
0.10
2.38
0.14
1.29
2.00
9
14
CB -13
0.74
0.00
0.74
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.010
2.00
0.046
0.021
0.013
0.16
5.24
0.22
2.63
2.00
9
15
CB -21
0.84
0.00
0.84
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.044
2.00
0.046
0.021
0.013
0.13
3.81
0.18
1.70
2.00
Off
16
CB -22
0.28
0.00
0.28
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.044
2.00
0.046
0.021
0.013
0.09
1.96
0.12
1.12
2.00
17
17
CB -23
0.48
0.00
0.48
0.00
Comb
6.0
3.00
0.29
3.00
2.00
Sag
2.00
0.046
0.021
0.000
-0.02
0.36
0.10
0.96
2.00
Off
18
CB -24
0.45
0.00
0.45
0.00
Comb
6.0
3.00
0.27
3.00
2.00
Sag
2.00
0.046
0.021
0.000
-0.02
0.36
0.10
0.96
2.00
Off
19
CB -25
0.05
0.00
0.05
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.044
2.00
0.046
0.021
0.013
0.05
1.09
0.06
0.58
2.00
16
20
CB -28
0.94
0.00
0.94
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.044
2.00
0.046
0.021
0.013
0.14
4.29
0.18
1.76
2.00
16
21
CB -26
0.86
0.00
0.86
0.00
Comb
6.0
3.00
0.53
3.00
2.00
Sag
2.00
0.046
0.021
0.000
0.00
0.07
0.12
1.15
2.00
Off
22
CB -27
1.68
0.00
1.68
0.00
Comb
6.0
3.00
1.03
3.00
2.00
Sag
2.00
0.046
0.021
0.000
0.07
1.59
0.19
1.82
2.00
Off
Project File: gutter spread2.stm I -D -F File: idf wake county.IDF
Number of lines: 25
Run Date: 12 -19 -2013
NOTES: Inlet N- Values = 0.016; Intensity = 4.46 / (Inlet time + 6.60) ^ 0.04; Return period = 1 Yrs. ; ' Indicates Known O added
hyaranow ,wrorm oewers zwa

N I�
Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
SW
Sx
n
depth
spread
depth
spread
Dep
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
-"G-
2-2
- GuFb -m
4 -06- --
-"a--
o
0- ©e
- ag
A0
0-030-
-0?000
x-0: 4
m4-1 --,-
- 0.4-2-»
4-
. • 0--
Qf -
24
CB -41
1.40
0.00
1.40
0.00
Curb
6.0
4.00
0.00
0.00
0.00
Sag
2.00
0.100
0.030
0.000
0.32
6.14
0.35
6.14
2.00
Off
25
CB -44
1.96
0.00
1.96
0.00
Curb
6.0
4.00
0.00
0.00
0.00
Sag
2.00
0.100
0.030
0.000
0.37
7.69
0.40
7.69
2.00
Off
Project File: gutter spread2.stm I -D -F File: idf wake county.IDF TNumber
of lines: 25
Run Date: 12 -19 -2013
NOTES: Inlet N- Values = 0.016; Intensity = 4.46 / (Inlet time + 6.60) ^ 0.04; Return period = 1 Yrs. ; * Indicates Known Q added
nyarariow aiarm sewers cvw
Al

Appendix K
Culvert Calculations

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013,1:37 PM
Hyd. No. 1
culvert
Hydrograph type
= Rational
Peak discharge
= 50.22 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 42.000 ac
Runoff coeff.
= 0.2
Intensity
= 5.978 in /hr
Tc by User
= 15.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Hydrograph Volume = 45,195 cuft
culvert
Hyd. No. 1 -- 25 Yr
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 5 10 15 20 25 30
Hyd No. 1 Time (min)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Dec 19 2013,1:36 PM
Hyd. No. 1
culvert
Hydrograph type
= Rational
Peak discharge
= 60.65 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 42.000 ac
Runoff coeff.
= 0.2
Intensity
= 7.221 in /hr
Tc by User
= 15.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
culvert
Hyd. No. 1 - -100 Yr
Hydrograph Volume = 54,589 cuft
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 5 10 15 20 25 30
Hyd No. 1 Time (min)

HY -8 Culvert Analysis Report
Table 1 - Culvert Summary Table: Culvert 1
Straight Culvert
Inlet Elevation (invert): 250.50 ft, Outlet Elevation (invert): 250.00 ft
Culvert Length: 76.00 ft, Culvert Slope: 0.0066
Total
Culvert
Headwater
Inlet
Outlet
Outlet
Tailwater
Discharge
Discharge
Discharge
Elevation
Control
Control
Flow
Normal
Critical
Outlet
Tailwater
Velocity
Velocity
Names
(cfs)
(cfs)
(ft)
Depth (ft)
Depth (ft)
Type
Depth (ft)
Depth (ft)
Depth (ft)
Depth (ft)
(ft/s)
(ft/s)
25 -YR
61.00
61.00
254.07
3.567
0.924
1 -S2n
2.050
2.352
2.093
0.424
9.168
2.656
100 -YR
71.00
71.00
254.45
3.947
0.963
1 -S2n
2.253
2.543
2.293
0.463
9.538
2.807
Table 1 - Culvert Summary Table: Culvert 1
Straight Culvert
Inlet Elevation (invert): 250.50 ft, Outlet Elevation (invert): 250.00 ft
Culvert Length: 76.00 ft, Culvert Slope: 0.0066

Water Surface Profile Plot for Culvert: Culvert 1
260
258
256
ro
at
w 254
252
250
Crossing - Crossing 1, Design Discharge - 71.0 cfs
Ctdvert - Cuh-ert 1;. Cuh -ert Discharge - 71.0 cfs
20 40 60 80
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 250.50 ft
Outlet Station: 76.00 ft
Outlet Elevation: 250.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 4.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: NONE