19950227 Ver 1_COMPLETE FILE_19950110

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Pros on Howard, Jr., P.E., Director
XT:FWA?EHNR
April 3, 1995
Wake County
DEM Project # 95227
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Mr. R. James Gamer
6200 Falls of the Neuse Road
Suite 102
Raleigh, N. C. 27609 FILE ? p
Dear Mr. Gamer:
You have our approval to place fill material in 0.98 acres of wetlands or waters for the purpose
of a bank and shopping center at NC 55 and SR 1152, as you described in your application dated
2 March 1995. After reviewing your application, we have decided that this fill is covered by General
Water Quality Certification Number 2671. This certification allows you to use Nationwide Permit
Number 26 when it is issued by the Corps of Engineers.
This approval is only valid for the purpose and design that you described in your application. If
you change your project, you must notify us and you may be required to send us a new application.
For this approval to be valid, you must follow the conditions listed in the attached certification.
Stormwater shall be directed to sheetflow across and be detained in the wetlands upslope of the bank
site. Fill in wetlands for the bank site shall not occur until DEM has approved the stormwater plan.
In addition, you should get any other federal, state or local permits before you go ahead with your
project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 30 days of the date that you receive this letter. To ask for a hearing,
send a written petition which conforms to Chapter 150B of the North Carolina General Statutes to the
Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and
its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Environmental Management under Section 401
of the Clean Water Act. If you have any questions, please telephone John Dorney at 919-733-1786.
Sincerely,
ston Howard, Jr. P
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DEM Regional Office
Mr. John Dorney
Central Files
Kevin Martin; Soil and Environmental Consultants
95227.1tr
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
State of North Carolina
Department of Environment,
Health and Natural Resources ` • •
Division of Environmental Management
James B, Hunt, Governor p E H N FI
Jonathan B, Howes, Secretary
A. Preston Howard, Jr., P.E., Director
May 18, 1995
Mr. R. James Garner
6200 Falls of the Neuse Road
Suite 102
Raleigh, N.C. 27602
Dear Mr. Garner; FILE
COPY
Re: Holly Springs Shopping Center DEM # 95227
Wake County
DEM staff have reviewed your plans dated 28 April 1995 (submitted by Kevin Martin
of Soil and Environmental Consultants) for stormwater management at the Holly Spring
Shopping Center. These plans are acceptable and fulfill the additional condition of the 401
Certification issued on 3 April 1995.
Please call me at 919-733-1786 if you have any questions.
Sincerely,
qR ?y
. dDomey
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DEM Regional Office
Mr. John Dorney
Central Files
Kevin Martin; Soil and Environmental Consultants
95227.1tr
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employar 50% recycled/ 10% post-consumer paper
•
,
• Soil, & Environmental Consultants, Inc.
244 West Millbrook Road ¦ Raleigh, North Carolina 27609 ¦ [phone] ¦ Fax [phone]
DATE: April 28,1995
TO: John Dorney
FROM: Kevin Martin
MEMO
4 ;
RE: Jim Garner, Holly Springs Shopping Center
Enclosed are 3 copies of the "green" impoundment proposed for the
above named project. The purpose of the "green" impoundment is to
"treat" stormwater runoff from the proposed shopping center and
bank. No stormwater treatment is required by any other ordinance,
but this type of treatment was a condition of your 401 for this project.
Please review the plans and call me with any questions. We would
like to obtain your a proval as soon as possible so that construction
of the bank can begin
cc: Danny Smith, Ralg
Regional Office
Soil/Site Evaluation ¦ Mapping and Physical Analysis ¦ Wetlands Mapping and Mitigation ¦ Environmental Audits
On-Site Waste Treatment Sy. .,is, Evaluation and Design
H
STORMWATER AND POND CALCULATIONS
OAK HALL SHOPPING CENTER OUTPARCEL
HOLLY SPRINGS, NORTH CAROLINA
RLH PROJECT NO: 9509
APRIL 14, 1995
Prepared for:
Oak Hall Limited Partnership
Mr. Glen Futrell
P. O. Box 3006
Cary, NC 27519-3006
[phone]
Prepared by: RL HORVATH ASSOCIATES, INC.
ENGINEERS • PLANNERS
P. O. BOX 51806
DURHAM, NC 27717
[phone]
TABLE OF CONTENTS
LOCATION MAP
PAGE
OBJECTIVE, CALCULATIONS, AND CONCLUSIONS 2
STRUCTURE DESCRIPTION
6
10-YEAR STORM CALCULATIONS (PONDPACK OUTPUT) 7
2S-YEAR STORM CALCULATIONS (PONDPACK OUTPUT) 16
100-YEAR STORM CALCULATIONS (PONDPACK OUTPUT) 25
09 -----------
Feel t?on?lle? ?I NI?
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I -_T

RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB 6f-Ie- HALL- 5Hc,PPl)•1(7 Gt=PIIER - 9509
SHEET NO. A OF
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3

Quick TR-55 Ver.5.46 SIN:
Executed: 06:49:08 04-14-1995
OAK HALL SHOPPING CENTER OUTPARCEL
10-YEAR STORM
POST-DEVELOPMENT CONDITION
RUNOFF CURVE NUMBER DATA
..................................................................
..................................................................
Composite Area: TOTAL DRAINAGE
AREA CN
SURFACE DESCRIPTION (acres)
-------------------------------- --------- ----
WOODED AREAS 22.54 73
GRASSED AREA 3.76 74
IMPERVIOUS AREAS 11.27 98
COMPOSITE AREA ---> 37.56 80.6 ( 81 )
.....................................................
.....................................................
RL HORVATH ASSOCIATES, INC.
ENGINEERS • PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB _ ofZK "AL_L 6 1n1 L-, CENTER- 9S o`1
SHEET NO. 4 OF
CALCULATED BY J??,oAOA DATE i 4-- 9 S
CHECKED BY DATE
SCALE
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•
RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB -__ Da04) NAi,L SHOPiD106, CefjTEiZ - 9S09
SHEET NO. ` S OF
CALCULATED BY J ? kA DATE 4 - 14 - 9 4
CHECKED BY DATE
SCALE
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6

Outlet Structure File: 9509WET STR
POND-2 Version: 5.17 SIN:
Date Executed: Time Executed:
>>>>>> Structure NO. 1 <<<<<<
(Input Data)
STAND PIPE
Stand Pipe with weir or orifice flow
E1 elev.(ft)? 401.5
E2 elev.(ft)? 406.001
Crest elev.(ft)? 401.5
Diameter (ft)? 4
Weir coefficient? 3.33
Orifice coefficient? .6
Start transition elev.(ft) C ?
Transition height (ft)?
i
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:38:37
Watershed file: --> 9509WET WSD
Hydrograph file: --> 9509WET HYD
HOLLY SPRINGS OUTPARCEL
LAND DISTURBANCE
>>>> Input Parameters Used to Compute Hydrograph <<<<
Page 1
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
------- (acres)
----------------- (hrs)
-------- (hrs)
-------- I
(in)
---------- (in)
--------- input/used
----------
----------
AREA TO WETLAND 37.56 81.0 0.20 0.20 5.50 1 3.43 .09 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 37.56 acres or 0.05869 sq.mi
Peak discharge = 131 cfs
>>>> Computer Modifications of Input Parameters <<<<<
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr)
----------- (hr) (hr)
----------------- (Yes/No)
----------- Messages
--------------------
---------------
AREA TO WETLAND -----
0.20 0.20 ** ** No Computed Ia/p < .1
---------------
* Travel time ---------------------------------
from subarea outfall to composite -----------
watershed --------------------
outfall point.
** Tc & Tt are available in the hydrograph table s.
b
quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:38:37
Watershed file: --> 9509WET WSD
Hydrograph file: --> 9509WET HYD
HOLLY SPRINGS OUTPARCEL
LAND DISTURBANCE
>>>> Summary of Subarea Times to Peak <<<<
Subarea
--------------
AREA TO WETLAND
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
--------------
131
--------------
131
Page 2
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
------------
12.4
Cl
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
********************************
* *
* OAK HALL SHOPPING CENTER
* WETLAND DETENTION AREA
* 10-YEAR STORM CALCULATIONS
* *
* *
********************************
Inflow Hydrograph: 9509WET HYD
Rating Table file: 9509WET PND
----INITIAL CONDITIONS----
Elevation = 398.00 ft
Outflow = 0.00 cfs
Storage = 0.00 ac-ft
GIVEN POND DATA
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
ELEVATION OUTFLOW STORAGE
(ft) (cfs)
-------- (ac-ft)
-
-
---------
398.00 -
0.0 -----
---
0.000
398.50 0.0 0.019
399.00 0.0 0.054
399.50 0.0 0.107
400.00 0.0 0.183
400.50 0.0 0.284
401.00 0.0 0.407
401.50 0.0 0.556
402.00 14.8 0.733
402.50 41.8 0.947
403.00 74.1 1.209
403.50 85.6 1.523
404.00 95.7 1.894
404.50' 104.8 2.326
405.00 113.2 2.821
405.50 121.0 3.385
405.99 128.2 4.008
406.00
---------- 128.4
---------- 4.021
----------
2S/t 2S/t + 0
(cfs)
------------ (cfs)
------ -
0.0 0.0
4.7 4.7
13.0 13.0
25.8 25.8
44.4 44.4
68.7 68.7
98.6 98.6
134.6 134.6
177.4 192.2
229.2 271.0
292.5 366.6
368.5 454.1
458.3 554.0
562.8 667.6
682.7 795.9
819.2 940.2
969.9 1098.1
973.2
------------- 1101.6
-------------
Time increment (t) = 0.100 hrs.
10
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 2
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
------ (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
11.000 ---
3.00 ----- 0.0 0.0 0.00 398.00
11.100 4.00 7.0 7.0 7.0 0.00 398.64
11.200 4.00 8.0 15.0 15.0 0.00 399.08
11.300 5.00 9.0 24.0 24.0 0.00 399.43
11.400 5.00 10.0 34.0 34.0 0.00 399.72
11.500 6.00 11.0 45.0 45.0 0.00 400.01
11.600 6.00 12.0 57.0 57.0 0.00 400.26
11.700 7.00 13.0 70.0 70.0 0.00 400.52
11.800 9.00 16.0 86.0 86.0 0.00 400.79
11.900 10.00 19.0 105.0 105.0 0.00 401.09
12.000 15.00 25.0 130.0 130.0 0.00 401.44
12.100 27.00 42.0 152.8 172.0 9.60 401.82
12.200 53.00 80.0 175.4 232.8 28.71 402.26
12.300 98.00 151.0 205.4 326.4 60.52 402.79
12.400 131.00 229.0 268.3 434.4 83.01 403.39
12.500 120.00 251.0 334.9 519.3 92.20 403.83
12.600 88.00 208.0 353.8 542.9 94.58 403.94
12.700 60.00 148.0 320.9 501.8 90.42 403.74
12.800 42.00 102.0 259.9 422.9 81.51 403.32
12.900 32.00 74.0 207.8 333.9 63.06 402.83
13.000 23.00 55.0 184.8 262.8 38.99 402.45
13.100 20.00 43.0 173.8 227.8 27.00 402.23
13.200 16.00 36.0 168.2 209.8 20.83 402.11
13.300 14.00 30.0 164.5 198.2 16.83 402.04
13.400 13.00 27.0 162.3 191.5 14.61 401.99
13.500 12.00 25.0 160.2 187.3 13.53 401.96
13.600 12.00 24.0 158.8 184.2 12.74 401.93
13.700 11.00 23.0 157.5 181.8 12.10 401.91
13.800 10.00 21.0 156.0 178.5 11.28 401.88
13.900 9.00 19.0 154.3 175.0 10.37 401.85
14.000 9.00 18.0 152.9 172.3 9.66 401.83
14.100 9.00 18.0 152.3 170.9 9.32 401.81
14.200 8.00 17.0 151.5 169.3 8.90 401.80
14.300 8.00 16.0 150.6 167.5 8.44 401.79
14.400 8.00 16.0 150.2 166.6 8.21 401.78
14.500 7.00 15.0 149.5 165.2 7.85 401.77
14.600 7.00 14.0 148.7 163.5 7.41 401.75
14.700 7.00 14.0 148.3 162.7 7.20 401.74
14.800 6.00 13.0 147.6 161.3 6.84 401.73
14.900 6.00 12.0 146.8 159.6 6.41 401.72
15.000 6.00 12.0 146.4 158.8 6.20 401.71
15.100 6.00 12.0 146.2 158.4 6.10 401.71
15.200 6.00 12.0 146.1 158.2 6.05 401.70
15.300 6.00 12.0 146..0 158.1 6.02 401.70
15.400 6.00 12.0 146.0 158.0 6.01 401.70
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 3
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
15.500 --------
6.00 12.0 146.0 158.0 6.01 401.70
15.600 6.00 12.0 146.0 158.0 6.00 401.70
15.700 6.00 12.0 146.0 158.0 6.00 401.70
15.800 5.00 11.0 145.5 157.0 5.74 401.69
15.900 5.00 10.0 144.8 155.5 5.36 401.68
16.000 5.00 10.0 144.4 154.8 5.18 401.67
16.100 5.00 10.0 144.3 154.4 5.09 401.67
16.200 5.00 10.0 144.2 154.3 5.04 401.67
16.300 5.00 10.0 144.1 154.2 5.02 401.67
16.400 5.00 10.0 144.1 154.1 5.01 401.67
16.500 5.00 10.0 144.1 154.1 5.00 401.67
16.600 5.00 10.0 144.1 154.1 5.00 401.67
16.700 5.00 10.0 144.1 154.1 5.00 401.67
16.800 4.00 9.0 143.6 153.1 4.74 401.66
16.900 4.00 8.0 142.9 151.6 4.36 401.65
17.000 4.00 8.0 142.5 150.9 4.18 401.64
17.100 4.00 8.0 142.4 150.5 4.09 401.64
17.200 4.00 8.0 142.3 150.4 4.04 401.64
17.300 4.00 8.0 142.3 150.3 4.02 401.64
17.400 4.00 8.0 142.2 150.3 4.01 401.64
17.500 4.00 8.0 142.2 150.2 4.00 401.64
17.600 4.00 8.0 142.2 150.2 4.00 401.64
17.700 4.00 8.0 142.2 150.2 4.00 401.64
17.800 4.00 8.0 142.2 150.2 4.00 401.64
17.900 4.00 8.0 142.2 150.2 4.00 401.64
18.000 4.00 8.0 142.2 150.2 4.00 401.64
18.100 4.00 8.0 142.2 150.2 4.00 401.64
18.200 4.00 8.0 142.2 150.2 4.00 401.64
18.300 4.00 8.0 142.2 150.2 4.00 401.64
18.400 4.00 8.0 142.2 150.2 4.00 401.64
18.500 4.00 8.0 142.2 150.2 4.00 401.64
18.600 3.00 7.0 141.7 149.2 3.74 401.63
18.700 3.00 6.0 141.0 147.7 3.36 401.61
18.800 3.00 6.0 140.7 147.0 3.18 401.61
18.900 3.00 6.0 140.5 146.7 3.09 401.60
19.000 3.00 6.0 140.4 146.5 3.04 401.60
19.100 3.00 6.0 140.4 146.4 3.02 401.60
19.200 3.00 6.0 .140.3 146.4 3.01 401.60
19.300 3.00 6.0 140.3 146.3 3.00 401.60
19.400 3.00 6.0 140.3 146.3 3.00 401.60
19.500 3.00 6.0 140.3 146.3 3.00 401.60
19.600 3.00 6.0 140.3 146.3 3.00 401.60
19.700 3.00 6.0 140.3 146.3 3.00 401.60
19.800 3.00 6.0 140,3 146.3 3.00 401.60
19.900 3.00 6.0 140.3 146.3 3.00 401.60
20.000 3.00 6.0 140.3 146.3 3.00 401.60
iZ
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 4
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
--- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 ------
3.00 6.0 140.3 146.3 3.00 401.60
20.200 3.00 6.0 140.3 146.3 3.00 401.60
20.300 3.00 6.0 140.3 146.3 3.00 401.60
20.400 3.00 6.0 140.3 146.3 3.00 401.60
20.500 3.00 6.0 140.3 146.3 3.00 401.60
20.600 3.00 6.0 140.3 146.3 3.00 401.60
20.700 3.00 6.0 140.3 146.3 3.00 401.60
20.800 3.00 6.0 140.3 146.3 3.00 401.60
20.900 3.00 6.0 140.3 146.3 3.00 401.60
21.000 2.00 5.0 139.8 145.3 2.74 401.59
21.100 2.00 4.0 139.1 143.8 2.36 401.58
21.200 2.00 4.0 138.8 143.1 2.18 401.57
21.300 2.00 4.0 138.6 142.8 2.09 401.57
21.400 2.00 4.0 138.5 142.6 2.04 401.57
21.500 2.00 4.0 138.5 142.5 2.02 401.57
21.600 2.00 4.0 138.4 142.5 2.01 401.57
21.700 2.00 4.0 138.4 142.4 2.00 401.57
21.800 2.00 4.0 138.4 142.4 2.00 401.57
21.900 2.00 4.0 138.4 142.4 2.00 401.57
22.000 2.00 4.0 138.4 142.4 2.00 401.57
22.100 2.00 4.0 138.4 142.4 2.00 401.57
22.200 2.00 4.0 138.4 142.4 2.00 401.57
22.300 2.00 4.0 138.4 142.4 2.00 401.57
22.400 2.00 4.0 138.4 142.4 2.00 401.57
22.500 2.00 4.0 138.4 142.4 2.00 401.57
22.600 2.00 4.0 138.4 142.4 2.00 401.57
22.700 2.00 4.0 138.4 142.4 2.00 401.57
22.800 2.00 4.0 138.4 142.4 2.00 401.57
22.900 2.00 4.0 138.4 142.4 2.00 401.57
23.000 2.00 4.0 138.4 142.4 2.00 401.57
23.100 1.00 3.0 137.9 141.4 1.74 401.56
23.200 1.00 2.0 137.2 139.9 1.36 401.55
23.300 1.00 2.0 136.9 139.2 1.18 401.54
23.400 1.00 2.0 136.7 138.9 1.09 401.54
23.500 1.00 2.0 136.6 138.7 1.04 401.54
23.600 1.00 2.0 136.6 138.6 1.02 401.53
23.700 1.00 2.0 136.6 138.6 1.01 401.53
23.800 1.00 2.0 136.5 138.6 1.00 401.53
23.900 1.00 2.0 136.5 138.5 1.00 401.53
24.000 1.00 2.0 136.5 138.5 1.00 401.53
24.100 1.00 2.0 136.5 138.5 1.00 401.53
24.200 1.00 2.0 136.5 138.5 1.00 401.53
24.300 1.00 2.0 136.5 138.5 1.00 401.53
24.400 1.00 2.0 136.,5 138.5 1.00 401.53
24.500 1.00 2.0 136.5 138.5 1.00 401.53
24.600 1.00 2.0 136.5 138.5 1.00 401.53
(3

POND-2 Version: 5.17 SIN: Page 5
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs)
--- (cfs)
--------- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
--------
-----
24.700
1.00
2.0
136.5
138.5
1.00 -
401.53
24.800 1.00 2.0 136.5 138.5 1.00 401.53
24.900 1.00 2.0 136.5 138.5 1.00 401.53
25.000 0.00 1.0 136.1 137.5 0.74 401.53
25.100 0.00 0.0 135.3 136.1 0.36 401.51
25.200 0.00 0.0 135.0 135.3 0.18 401.51
25.300 0.00 0.0 134.8 135.0 0.09 401.50
25.400 0.00 0.0 134.7 134.8 0.04 401.50
25.500 0.00 0.0 134.7 134.7 0.02 401.50
25.600 0.00 0.0 134.7 134.7 0.01 401.50
25.700 0.00 0.0 134.7 134.7 0.00 401.50
25.800 0.00 0.0 134.7 134.7 0.00 401.50
25.900
--------- 0.00
-------- 0.0
--------- 134.6
------------- 134.7
------------ 0.00
---------- 401.50
----------
14
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Page 6
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S. Elevation = 398.00 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 131.00 cfs
Peak Outflow = 94.58 cfs
Peak Elevation = 403.94 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 0.00 ac-ft
Peak Storage From Storm = 1.85 ac-ft
---------------
Total Storage in Pond = 1.85 ac-ft
Warning: Inflow hydrograph truncated on left side.
is
POND-2 Version: 5.17 SIN: Page 7
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
EXECUTED: 04-14-1995
Peak Inflow = 131.00 cfs 08:21:08
Peak Outflow = 94.58 cfs
Peak Elevation = 403.94 ft
Flow (cfs)
0
---- 15 30
-- I ----- ----- 45 60
----- I--- 75 90 105 120 135 150 165
-- I----- I----- I----- I----- I----- I----- I-
11.7 - x
x
11.8 - x
x
11.9 - x
x
12.0 - x
x
12.1 - x
x
12.2 - x
x
12.3 - x
x
12.4 - x
x
12.5 - x
x
12.6 - * x
* x
12.7 - * x
* x
12.8 - * x
* x
12.9 - * x
* x
13.0 - * x
* x
13.1 - * x
* x
13.2 - * x
* x
13.3 - *x
*x
13.4 - *x
*x
13.5 - x
x
13.6 - x
TIME
(hrs )
* File: 9509WET HYD Qmax = 131.0 cfs
x File: OUT HYD Qmax = 94.6 cfs
Ib
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:50:27
Watershed file: --> 9509-25 WSD
Hydrograph file: --> 9509-25 HYD
OAK HALL SHOPPING CENTER
WETLAND DETENTION AREA
25-YEAR STORM CALCULATIONS
>>>> Input Parameters Used to Compute Hydrograph <<<<
Page 1
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
-------- (acres)
------------------- (hrs)
-------- (hrs)
-------- (in)
---------- (in)
-------- input/used
-----------
-------
TOTAL AREA 37.56 81.0 0.20 0.20 6.10 1 3.97 .08 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 37.56 acres or 0.05869 sq.mi
Peak discharge = 152 cfs
>>>> Computer Modifications of Input Parameters <<<<<
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
---------
--------------
TOTAL AREA -----------------
0.20 0.20 -----------------
** ** -----------
No -----------
Computed Ia/p < .1
--------------
* Travel time ----------------------------------
from subarea outfall to composite -----------
watershed --------------------
outfall point.
** Tc & Tt are available in the hydrograph table s.
11
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:50:27
Watershed file: --> 9509-25 WSD
Hydrograph file: --> 9509-25 HYD
OAK HALL SHOPPING CENTER
WETLAND DETENTION AREA
25-YEAR STORM CALCULATIONS
>>>> Summary of Subarea Times to Peak <<<<
Subarea
--------------
TOTAL AREA
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
--------------
152
--------------
152
Page 2
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
------------
12.4
?a
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
********************************
* *
* OAK HALL SHOPPING CENTER
* WETLAND DETENTION AREA
* 25-YEAR STORM CALCULATIONS
* *
* *
********************************
Inflow Hydrograph: 9509-25 HYD
Rating Table file: 9509WET PND
----INITIAL CONDITIONS----
Elevation = 398.00 ft
Outflow = 0.00 cfs
Storage = 0.00 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
--------- (cfs)
--------- (ac-ft)
---
----

398.00
0.0 -
--
0.000
398.50 0.0 0.019
399.00 0.0 0.054
399.50 0.0 0.107
400.00 0.0 0.183
400.50 0.0 0.284
401.00 0.0 0.407
401.50 0.0 0.556
402.00 14.8 0.733
402.50 41.8 0.947
403.00 74.1 1.209
403.50 85.6 1.523
404.00 95.7 1.894
404.50 104.8 2.326
405.00 113.2 2.821
405.50 121.0 3.385
405.99 128.2 4.008
406.00
---------- 128.4
---------- 4.021
----------
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
2S/t 2S/t + 0
(cfs)
------------ (cfs)
-------

0.0 ------
0.0
4.7 4.7
13.0 13.0
25.8 25.8
44.4 44.4
68.7 68.7
98.6 98.6
134.6 134.6
177.4 192.2
229.2 271.0
292.5 366.6
368.5 454.1
458.3 554.0
562.8 667.6
682.7 795.9
819.2 940.2
969.9 1098.1
973.2
------------- 1101.6
-------------
Time increment (t) = 0.100 hrs.
19
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 2
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
11.000 --------
4.00 ----- 0.0 0.0 0.00 398.00
11.100 4.00 8.0 8.0 8.0 0.00 398.70
11.200 5.00 9.0 17.0 17.0 0.00 399.16
11.300 5.00 10.0 27.0 27.0 0.00 399.53
11.400 6.00 11.0 38.0 38.0 0.00 399.83
11.500 6.00 12.0 50.0 50.0 0.00 400.12
11.600 7.00 13.0 63.0 63.0 0.00 400.38
11.700 8.00 15.0 78.0 78.0 0.00 400.66
11.800 10.00 18.0 96.0 96.0 0.00 400.96
11.900 11.00 21.0 117.0 117.0 0.00 401.26
12.000 17.00 28.0 139.7 145.0 2.66 401.59
12.100 32.00 49.0 160.9 188.7 13.88 401.97
12.200 61.00 93.0 182.0 253.9 35.94 402.39
12.300 114.00 175.0 215.3 357.0 70.87 402.95
12.400 152.00 266.0 304.6 481.3 88.35 403.64
12.500 138.00 290.0 396.7 594.6 98.95 404.18
12.600 101.00 239.0 431.2 635.7 102.24 404.36
12.700 69.00 170.0 402.2 601.2 99.48 404.21
12.800 48.00 117.0 334.9 519.2 92.19 403.83
12.900 37.00 85.0 257.6 419.9 81.10 403.30
13.000 27.00 64.0 203.8 321.6 58.92 402.76
13.100 23.00 50.0 182.0 253.8 35.91 402.39
13.200 19.00 42.0 172.6 224.0 25.69 402.20
13.300 18.00 37.0 168.1 209.6 20.76 402.11
13.400 16.00 34.0 165.7 202.1 18.18 402.06
13.500 15.00 31.0 164.1 196.7 16.34 402.03
13.600 14.00 29.0 162.9 193.1 15.08 402.01
13.700 13.00 27.0 161.5 189.9 14.20 401.98
13.800 12.00 25.0 159.9 186.5 13.33 401.95
13.900 12.00 24.0 158.6 183.9 12.64 401.93
14.000 11.00 23.0 157.5 181.6 12.06 401.91
14.100 10.00 21.0 155.9 178.5 11.26 401.88
14.200 10.00 20.0 154.7 175.9 10.61 401.86
14.300 9.00 19.0 153.6 173.7 10.04 401.84
14.400 9.00 18.0 152.6 171.6 9.51 401.82
14.500 8.00 17.0 151.7 169.6 8.99 401.80
14.600 8.00 16.0 150.7 167.7 8.48 401.79
14.700 8.00 16.0 150.2 166.7 8.23 401.78
14.800 8.00 16.0 150.0 166.2 8.11 401.77
14.900 7.00 15.0 149.4 165.0 7.80 401.76
15.000 7.00 14.0 148.6 163.4 7.39 401.75
15.100 7.00 14.0 148.2 162.6 7.19 401.74
15.200 7.00 14.0 148.1 162.2 7.09 401.74
15.300 7.00 14.0 148..0 162.1 7.04 401.74
15.400 7.00 14.0 147.9 162.0 7.02 401.74
Zo
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 3
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
15.500 ---------
7.00 14.0 147.9 161.9 7.01 401.74
15.600 7.00 14.0 147.9 161.9 7.01 401.74
15.700 7.00 14.0 147.9 161.9 7.00 401.74
15.800 6.00 13.0 147.4 160.9 6.74 401.73
15.900 6.00 12.0 146.7 159.4 6.36 401.71
16.000 6.00 12.0 146.3 158.7 6.18 401.71
16.100 6.00 12.0 146.2 158.3 6.09 401.71
16.200 6.00 12.0 146.1 158.2 6.04 401.70
16.300 5.00 11.0 145.6 157.1 5.76 401.69
16.400 5.00 10.0 144.8 155.6 5.37 401.68
16.500 5.00 10.0 144.4 154.8 5.18 401.68
16.600 5.00 10.0 144.3 154.4 5.09 401.67
16.700 5.00 10.0 144.2 154.3 5.04 401.67
16.800 5.00 10.0 144.1 154.2 5.02 401.67
16.900 5.00 10.0 144.1 154.1 5.01 401.67
17.000 5.00 10.0 144.1 154.1 5.00 401.67
17.100 5.00 10.0 144.1 154.1 5.00 401.67
17.200 5.00 10.0 144.1 154.1 5.00 401.67
17.300 5.00 10.0 144.1 154.1 5.00 401.67
17.400 5.00 10.0 144.1 154.1 5.00 401.67
17.500 5.00 10.0 144.1 154.1 5.00 401.67
17.600 5.00 10.0 144.1 154.1 5.00 401.67
17.700 5.00 10.0 144.1 154.1 5.00 401.67
17.800 4.00 9.0 143.6 153.1 4.74 401.66
17.900 4.00 8.0 142.9 151.6 4.36 401.65
18.000 4.00 8.0 142.5 150.9 4.18 401.64
18.100 4.00 8.0 142.4 150.5 4.09 401.64
18.200 4.00 8.0 142.3 150.4 4.04 401.64
18.300 4.00 8.0 142.3 150.3 4.02 401.64
18.400 4.00 8.0 142.2 150.3 4.01 401.64
18.500 4.00 8.0 142.2 150.2 4.00 401.64
18.600 4.00 8.0 142.2 150.2 4.00 401.64
18.700 4.00 8.0 142.2 150.2 4.00 401.64
18.800 4.00 8.0 142.2 150.2 4.00 401.64
18.900 4.00 8.0 142.2 150.2 4.00 401.64
19.000 4.00 8.0 142.2 150.2 4.00 401.64
19.100 4.00 8.0 142.2 150.2 4.00 401.64
19.200 4.00 8.0 ,142.2 150.2 4.00 401.64
19.300 4.00 8.0 142.2 150.2 4.00 401.64
19.400 4.00 8.0 142.2 150.2 4.00 401.64
19.500 4.00 8.0 142.2 150.2 4.00 401.64
19.600 3.00 7.0 141.7 149.2 3.74 401.63
19.700 3.00 6.0 141.0 147.7 3.36 401.61
19.800 3.00 6.0 140.7 147.0 3.18 401.61
19.900 3.00 6.0 140.5 146.7 3.09 401.60
20.000 3.00 6.0 140.4 146.5 3.04 401.60
Z1
POIW-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 4
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs)
------ (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 ---------
3.00 ---
6.0 140.4 146.4 3.02 401.60
20.200 3.00 6.0 140.3 146.4 3.01 401.60
20.300 3.00 6.0 140.3 146.3 3.00 401.60
20.400 3.00 6.0 140.3 146.3 3.00 401.60
20.500 3.00 6.0 140.3 146.3 3.00 401.60
20.600 3.00 6.0 140.3 146.3 3.00 401.60
20.700 3.00 6.0 140.3 146.3 3.00 401.60
20.800 3.00 6.0 140.3 146.3 3.00 401.60
20.900 3.00 6.0 140.3 146.3 3.00 401.60
21.000 3.00 6.0 140.3 146.3 3.00 401.60
21.100 3.00 6.0 140.3 146.3 3.00 401.60
21.200 3.00 6.0 140.3 146.3 3.00 401.60
21.300 3.00 6.0 140.3 146.3 3.00 401.60
21.400 3.00 6.0 140.3 146.3 3.00 401.60
21.500 3.00 6.0 140.3 146.3 3.00 401.60
21.600 3.00 6.0 140.3 146.3 3.00 401.60
21.700 3.00 6.0 140.3 146.3 3.00 401.60
21.800 3.00 6.0 140.3 146.3 3.00 401.60
21.900 3.00 6.0 140.3 146.3 3.00 401.60
22.000 3.00 6.0 140.3 146.3 3.00 401.60
22.100 3.00 6.0 140.3 146.3 3.00 401.60
22.200 3.00 6.0 140.3 146.3 3.00 401.60
22.300 3.00 6.0 140.3 146.3 3.00 401.60
22.400 3.00 6.0 140.3 146.3 3.00 401.60
22.500 3.00 6.0 140.3 146.3 3.00 401.60
22.600 3.00 6.0 140.3 146.3 3.00 401.60
22.700 2.00 5.0 139.8 145.3 2.74 401.59
22.800 2.00 4.0 139.1 143.8 2.36 401.58
22.900 2.00 4.0 138.8 143.1 2.18 401.57
23.000 2.00 4.0 138.6 142.8 2.09 401.57
23.100 2.00 4.0 138.5 142.6 2.04 401.57
23.200 2.00 4.0 138.5 142.5 2.02 401.57
23.300 2.00 4.0 138.4 142.5 2.01 401.57
23.400 2.00 4.0 138.4 142.4 2.00 401.57
23.500 2.00 4.0 138.4 142.4 2.00 401.57
23.600 2.00 4.0 138.4 142.4 2.00 401.57
23.700 2.00 4.0 138.4 142.4 2.00 401.57
23.800 2.00 4.0 138.4 142.4 2.00 401.57
23.900 2.00 4.0 138.4 142.4 2.00 401.57
24.000 2.00 4.0 138.4 142.4 2.00 401.57
24.100 1.00 3.0 137.9 141.4 1.74 401.56
24.200 1.00 2.0 137.2 139.9 1.36 401.55
24.300 1.00 2.0 136.9 139.2 1.18 401.54
24.400 1.00 2.0 136;7 138.9 1.09 401.54
24.500 1.00 2.0 136.6 138.7 1.04 401.54
24.600 1.00 2.0 136.6 138.6 1.02 401.53
.z7-
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
Page 5
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
--
- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
24.700 -
-----
1.00 2.0 136.6 138.6 1.01 401.53
24.800 1.00 2.0 136.5 138.6 1.00 401.53
24.900 1.00 2.0 136.5 138.5 1.00 401.53
25.000 1.00 2.0 136.5 138.5 1.00 401.53
25.100 1.00 2.0 136.5 138.5 1.00 401.53
25.200 1.00 2.0 136.5 138.5 1.00 401.53
25.300 1.00 2.0 136.5 138.5 1.00 401.53
25.400 0.00 1.0 136.1 137.5 0.74 401.53
25.500 0.00 0.0 135.3 136.1 0.36 401.51
25.600 0.00 0.0 135.0 135.3 0.18 401.51
25.700 0.00 0.0 134.8 135.0 0.09 401.50
25.800 0.00 0.0 134.7 134.8 0.04 401.50
25.900
-------- 0.00
--------- 0.0
--------- 134.7
------------- 134.7
------------ 0.02
---------- 401.50
----------
Z3
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Page 6
****************** SUMMARY OF ROUTING COMPUTATIONS *****************,*
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S. Elevation = 398.00 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 152.00 cfs
Peak Outflow = 102.24 cfs
Peak Elevation = 404.36 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 0.00 ac-ft
Peak Storage From Storm = 2.20 ac-ft
---------------
Total Storage in Pond = 2.20 ac-ft
Warning: Inflow hydrograph truncated on left side.
24
POND-2 Version: 5.17 SIN:
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
Peak Inflow = 152.00 cfs
Peak Outflow = 102.24 cfs
Peak Elevation = 404.36 ft
Page 7
EXECUTED: 04-14-1995
08:47:22
Flow (cfs)
11.7 -
11.8 -
11.9 -
12.0 -
12.1 -
12.2
12.3
12.4 -
12.5 -
12.6 -
12.7 -
12.8 -
12.9 -
13.0 -
13.1 -
13.2 -
13.3 -
13.4 -
13.5 -
13.6 -
TIf
(h:
* F:
x F:
0 20 40 60 80 100 120 140 160 180 200 220
.------ ----- I ----- I ----- I ----- I ----- I ----- I ----- ----- I ----- -----I-
x
X
X
X
X
x
x
x
x
x
x
x
x
x
x
x
x
x
*x
* x
* x
* x
* x
* x
* x
* x
V x
* x
* x
* x
* x
*x
*x
*x
x
x
x
*x
*x
4E
,s)
Lle: 9509-25 HYD Qmax = 152.0 cfs
Lle: OUT HYD Qmax = 102.2 cfs
*
*
*
*
ZS
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:40:22
Watershed file: --> 9509-100.WSD
Hydrograph file: --> 9509-100.HYD
OAK HALL SHOPPING CENTER OUTPARCEL
100-YEAR STORM CALCULATIONS
POST-DEVELOPMENT CONDTIONS
>>>> Input Parameters Used to Compute Hydrograph <<<<
Page 1
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
------------ (acres)
------------------- (hrs)
-------- (hrs)
-------- I
(in)
---------- (in)
-------- input/used
-----------
---
TOTAL AREA 37.56 81.0 0.20 0.20 7.90 1 5.65 .06 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 37.56 acres or 0.05869 sq.mi
Peak discharge = 216 cfs
>>>> Computer Modifications of Input Parameters <<<<<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
TOTAL AREA 0.20 0.20 ** ** No Computed Ia/p < .1
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
** Tc & Tt are available in the hydrograph tables.
2-40
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:40:22
Watershed file: --> 9509-100.WSD
Hydrograph file: --> 9509-100.HYD
OAK HALL SHOPPING CENTER OUTPARCEL
100-YEAR STORM CALCULATIONS
POST-DEVELOPMENT CONDTIONS
>>>> Summary of Subarea Times to Peak <<<<
Subarea
--------------
TOTAL AREA
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
--------------
216
--------------
216
Page 2
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
------------
12.4
z1
i
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
*********************************
* *
* OAK HALL SHOPPING CENTER
* WETLAND DETENTION AREA
* 100-YEAR STORM CALCULATIONS
* *
* *
*********************************
Inflow Hydrograph: 9509-100.HYD
Rating Table file: 9509WET PND
----INITIAL CONDITIONS----
Elevation = 398.00 ft
Outflow - 0.00 cfs
Storage = 0.00 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
-
- (cfs)
--------- (ac-ft)
----------
---
----
398.00 0.0 0.000
398.50 0.0 0.019
399.00 0.0 0.054
399.50 0.0 0.107
400.00 0.0 0.183
400.50 0.0 0.284
401.00 0.0 0.407
401.50 0.0 0.556
402.00 14.8 0.733
402.50 41.8 0.947
403.00 74.1 1.209
403.50 85.6 1.523
404.00 95.7 1.894
404.50 104.8 2.326
405.00 113.2 2.821
405.50 121.0 3.385
405.99 128.2 4.008
406.00
--------- 128.4
---------- 4.021
-----------
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
2S/t 2S/t + 0
(cfs)
----- (cfs)
-------------
-------
0.0 0.0
4.7 4.7
13.0 13.0
25.8 25.8
44.4 44.4
68.7 68.7
98.6 98.6
134.6 134.6
177.4 192.2
229.2 271.0
292.5 366.6
368.5 454.1
458.3 554.0
562.8 667.6
682.7 795.9
819.2 940.2
969.9 1098.1
973.2
------------ 1101.6
--------------
Time increment (t) = 0.100 hrs.
L Z:?
POI-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 2
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs)
-- (cfs)
--------- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
------
11.000 6.00 ----- 0.0 0.0 0.00 398.00
11.100 7.00 13.0 13.0 13.0 0.00 399.00
11.200 7.00 14.0 27.0 27.0 0.00 399.53
11.300 8.00 15.0 42.0 42.0 0.00 399.94
11.400 9.00 17.0 59.0 59.0 0.00 400.30
11.500 10.00 19.0 78.0 78.0 0.00 400.66
11.600 11.00 21.0 99.0 99.0 0.00 401.01
11.700 13.00 24.0 123.0 123.0 0.00 401.34
11.800 14.00 27.0 142.1 150.0 3.94 401.63
11.900 16.00 30.0 152.9 172.1 9.63 401.83
12.000 25.00 41.0 163.2 193.9 15.35 402.01
12.100 45.00 70.0 175.5 233.2 28.83 402.26
12.200 87.00 132.0 199.2 307.5 54.14 402.69
12.300 162.00 249.0 278.6 448.2 84.83 403.47
12.400 216.00 378.0 448.7 656.6 103.92 404.45
12.500 197.00 413.0 628.2 861.7 116.76 405.23
12.600 144.00 341.0 724.6 969.2 122.32 405.59
12.700 99.00 243.0 723.1 967.6 122.25 405.58
12.800 69.00 168.0 654.4 891.1 118.34 405.33
12.900 53.00 122.0 552.5 776.4 111.92 404.92
13.000 38.00 91.0 437.8 643.5 102.87 404.39
13.100 32.00 70.0 325.7 507.8 91.03 403.77
13.200 27.00 59.0 231.8 384.7 76.49 403.10
13.300 24.00 51.0 191.2 282.8 45.78 402.56
13.400 22.00 46.0 176.8 237.2 30.22 402.29
13.500 21.00 43.0 171.3 219.8 24.24 402.17
13.600 19.00 40.0 168.6 211.3 21.33 402.12
13.700 18.00 37.0 166.9 205.6 19.39 402.09
13.800 17.00 35.0 165.7 201.9 18.09 402.06
13.900 16.00 33.0 164.7 198.7 17.00 402.04
14.000 15.00 31.0 163.7 195.7 15.97 402.02
14.100 14.00 29.0 162.8 192.7 14.96 402.00
14.200 14.00 28.0 161.9 190.8 14.43 401.99
14.300 13.00 27.0 161.0 188.9 13.95 401.97
14.400 13.00 26.0 160.1 187.0 13.46 401.95
14.500 12.00 25.0 159.2 185.1 12.97 401.94
14.600 12.00 24.0 158.2 183.2 12.47 401.92
14.700 12.00 24.0 157.8 182.2 12.23 401.91
14.800 12.00 24.0 157.6 181.8 12.11 401.91
14.900 11.00 23.0 157.0 180.6 11.80 401.90
15.000 11.00 22.0 156.2 179.0 11.39 401.88
15.100 11.00 22.0 155.8 178.2 11.19 401.88
15.200 11.00 22.0 155.6 177.8 11.09 401.87
15.300 10.00 21.0 155.1 176.6 10.79 401.86
15.400 10.00 20.0 154.3 175.1 10.38 401.85
Z1
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Page 3
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
ROUTING COMPUTATIONS
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
--- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
15.500 ------
10.00 20.0 153.9 174.3 10.19 401.84
15.600 10.00 20.0 153.7 173.9 10.09 401.84
15.700 10.00 20.0 153.7 173.7 10.04 401.84
15.800 9.00 19.0 153.1 172.7 9.76 401.83
15.900 9.00 18.0 152.4 171.1 9.37 401.82
16.000 9.00 18.0 152.0 170.4 9.18 401.81
16.100 9.00 18.0 151.8 170.0 9.09 401.81
16.200 9.00 18.0 151.8 169.8 9.04 401.81
16.300 8.00 17.0 151.2 168.8 8.76 401.80
16.400 8.00 16.0 150.5 167.2 8.37 401.78
16.500 8.00 16.0 150.1 166.5 8.18 401.78
16.600 8.00 16.0 149.9 166.1 8.09 401.77
16.700 8.00 16.0 149.9 165.9 8.04 401.77
16.800 7.00 15.0 149.3 164.9 7.76 401.76
16.900 7.00 14.0 148.6 163.3 7.37 401.75
17.000 7.00 14.0 148.2 162.6 7.18 401.74
17.100 7.00 14.0 148.1 162.2 7.09 401.74
17.200 7.00 14.0 148.0 162.1 7.04 401.74
17.300 7.00 14.0 147.9 162.0 7.02 401.74
17.400 7.00 14.0 147.9 161.9 7.01 401.74
17.500 7.00 14.0 147.9 161.9 7.00 401.74
17.600 7.00 14.0 147.9 161.9 7.00 401.74
17.700 7.00 14.0 147.9 161.9 7.00 401.74
17.800 6.00 13.0 147.4 160.9 6.74 401.73
17.900 6.00 12.0 146.7 159.4 6.36 401.71
18.000 6.00 12.0 146.3 158.7 6.18 401.71
18.100 6.00 12.0 146.2 158.3 6.09 401.71
18.200 6.00 12.0 146.1 158.2 6.04 401.70
18.300 6.00 12.0 146.0 158.1 6.02 401.70
18.400 6.00 12.0 146.0 158.0 6.01 401.70
18.500 6.00 12.0 146.0 158.0 6.00 401.70
18.600 5.00 11.0 145.5 157.0 5.75 401.69
18.700 5.00 10.0 144.8 155.5 5.36 401.68
18.800 5.00 10.0 144.4 154.8 5.18 401.67
18.900 5.00 10.0 144.3 154.4 5.09 401.67
19.000 5.00 10.0 144.2 154.3 5.04 401.67
19.100 5.00 10.0 144.1 154.2 5.02 401.67
19.200 5.00 10.0 .144.1 154.1 5.01 401.67
19.300 5.00 10.0 .144.1 154.1 5.00 401.67
19.400 5.00 10.0 144.1 154.1 5.00 401.67
19.500 5.00 10.0 144.1 154.1 5.00 401.67
19.600 5.00 10.0 144.1 154.1 5.00 401.67
19.700 5.00 10.0 144.1 154.1 5.00 401.67
19.800 5.00 10.0 144.1 154.1 5.00 401.67
19.900 5.00 10.0 144.1 154.1 5.00 401.67
20.000 5.00 10.0 144.1 154.1 5.00 401.67

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 4
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs)
--
---- (cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 -
--
5.00 10.0 144.1 154.1 5.00 401.67
20.200 5.00 10.0 144.1 154.1 5.00 401.67
20.300 5.00 10.0 144.1 154.1 5.00 401.67
20.400 5.00 10.0 144.1 154.1 5.00 401.67
20.500 5.00 10.0 144.1 154.1 5.00 401.67
20.600 5.00 10.0 144.1 154.1 5.00 401.67
20.700 5.00 10.0 144.1 154.1 5.00 401.67
20.800 5.00 10.0 144.1 154.1 5.00 401.67
20.900 5.00 10.0 144.1 154.1 5.00 401.67
21.000 4.00 9.0 143.6 153.1 4.74 401.66
21.100 4.00 8.0 142.9 151.6 4.36 401.65
21.200 4.00 8.0 142.5 150.9 4.18 401.64
21.300 4.00 8.0 142.4 150.5 4.09 401.64
21.400 4.00 8.0 142.3 150.4 4.04 401.64
21.500 4.00 8.0 142.3 150.3 4.02 401.64
21.600 4.00 8.0 142.2 150.3 4.01 401.64
21.700 4.00 8.0 142.2 150.2 4.00 401.64
21.800 4.00 8.0 142.2 150.2 4.00 401.64
21.900 4.00 8.0 142.2 150.2 4.00 401.64
22.000 4.00 8.0 142.2 150.2 4.00 401.64
22.100 4.00 8.0 142.2 150.2 4.00 401.64
22.200 4.00 8.0 142.2 150.2 4.00 401.64
22.300 4.00 8.0 142.2 150.2 4.00 401.64
22.400 4.00 8.0 142.2 150.2 4.00 401.64
22.500 4.00 8.0 142.2 150.2 4.00 401.64
22.600 3.00 7.0 141.7 149.2 3.74 401.63
22.700 3.00 6.0 141.0 147.7 3.36 401.61
22.800 3,.00 6.0 140.7 147.0 3.18 401.61
22.900 3.00 6.0 140.5 146.7 3.09 401.60
23.000 3.00 6.0 140.4 146.5 3.04 401.60
23.100 3.00 6.0 140.4 146.4 3.02 401.60
23.200 3.00 6.0 140.3 146.4 3.01 401.60
23.300 3.00 6.0 140.3 146.3 3.00 401.60
23.400 3.00 6.0 140.3 146.3 3.00 401.60
23.500 2.00 5.0 139.8 145.3 2.74 401.59
23.600 2.00 4.0 139.1 143.8 2.36 401.58
23.700 2.00 4.0 138.8 143.1 2.18 401.57
23.800 2.00 4.0 138.6 142.8 2.09 401.57
23.900 2.00 4.0 138.5 142.6 2.04 401.57
24.000 2.00 4.0 138.5 142.5 2.02 401.57
24.100 2.00 4.0 138.4 142.5 2.01 401.57
24.200 2.00 4.0 138.4 142.4 2.00 401.57
24.300 2.00 4.0 138.4 142.4 2.00 401.57
24.400 2.00 4.0 138.4 142.4 2.00 401.57
24.500 2.00 4.0 138.4 142.4 2.00 401.57
24.600 1.00 3.0 137.9 141.4 1.74 401.56
.1 1
POND-2 Version: 5.17 SIN: Page 5
EXECUTED: 04-14-1995 08:02:03
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
TIME INFLOW
(hrs)
----- (cfs)
---------
---
24.700 1.00
24.800 1.00
24.900 1.00
25.000 1.00
25.100 1.00
25.200 1.00
25.300 1.00
25.400 1.00
25.500 0.00
25.600 0.00
25.700 0.00
25.800 0.00
25.900
--------- 0.00
--------
ROUTING COMPUTATIONS
I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(cfs)
--------- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
2.0 137.2 139.9 1.36 401.55
2.0 136.9 139.2 1.18 401.54
2.0 136.7 138.9 1.09 401.54
2.0 136.6 138.7 1.04 401.54
2.0 136.6 138.6 1.02 401.53
2.0 136.6 138.6 1.01 401.53
2.0 136.5 138.6 1.00 401.53
2.0 136.5 138.5 1.00 401.53
1.0 136.1 137.5 0.74 401.53
0.0 135.3 136.1 0.36 401.51
0.0 135.0 135.3 0.18 401.51
0.0 134.8 135.0 0.09 401.50
0.0
--------- 134.7
------------- 134.8
------------ 0.04
---------- 401.50
----------
?L
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Page 6
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S. Elevation = 398.00 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 216.00 cfs
Peak Outflow = 122.32 cfs
Peak Elevation = 405.59 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 0.00 ac-ft
Peak Storage From Storm = 3.50 ac-ft
---------------
Total Storage in Pond = 3.50 ac-ft
warning: Inflow hydrograph truncated on left side.
5
A
POND-2 Version: 5.17 SIN:
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
Peak Inflow = 216.00 cfs
Peak Outflow = 122.32 cfs
Peak Elevation = 405.59 ft
11.7 -
11.8 -
11.9 -
12.0 -
12.1 -
12.2 -
12.3 -
12.4 -
12.5 -
12.6 -
12.7 -
12.8 -
12.9 -
13.0 -
13.1 -
13.2 -
13.3 -
13.4 -
13.5 -
13.6 -
TII
(h:
* F:
x F:
Page 7
EXECUTED: 04-14-1995
08:02:03
Flow (cfs)
0 25 50 75 100 125 150 175 200 225 250 275
x
x
X
X
X
X
X
X
x
x
x
x
*
*
*
*
*
*
*
*
* x
* x
* x
* x
* x
*x
x
x
RE
Is )
Lie: 9509-100.HYD
Lie: OUT HYD
*
x
x
x
x
x
x
x
x
* x
* x
x
x
x
x
x
x
x
x
x
*
*
*
*
*
*
*
*
Qmax = 216.0 cfs
Qmax = 122.3 cfs
46 Soil & Environmental Consultants, Inc.
:244 West Millbrook Road ¦ Raleigh, North Carolina 27609 ¦ (919) 846-590O N Fax [phone]
MEMO
DATE: April 28,1995 D
?i
TO: John Dorney
FROM: Kevin Martin w -RE: Jim Garner, Holly Springs Shopping Center

Enclosed are 3 copies of the "green" impoundment proposed for the
above named project. The purpose of the "green" impoundment is to
"treat" stormwater runoff from the proposed shopping center and
bank. No stormwater treatment is required by any other ordinance,
but this type of treatment was a condition of your 401 for this project.
Please review the plans and call me with any questions. We would
like to obtain your approval as soon as possible so that construction
of the bank can begin.
cc: Danny Smith, Raleigh Regional Office
Soil/Site Evaluation ¦ Mapping and Physical Analysis ¦ Wetlands Mapping and Mitigation ¦ Environmental Audits
On-Site Waste Treatment Systems, Evaluation and Design
,I
? r
STORMWATER AND POND CALCULATIONS
OAK HALL SHOPPING CENTER OUTPARCEL
HOLLY SPRINGS, NORTH CAROLINA
RLH PROJECT NO: 9509
APRIL 14, 1995
Prepared for:
Oak Hall Limited Partnership
Mr. Glen Futrell
P. O. Box 3006
Cary, NC 27519-3006
[phone]
Prepared by: RL HORVATH ASSOCIATES, INC.
ENGINEERS • PLANNERS
P. O. BOX 51806
DURHAM, NC 27717
[phone]
r
1+
TABLE OF CONTENTS
LOCATION MAP
OBJECTIVE, CALCULATIONS, AND CONCLUSIONS
PAGE
STRUCTURE DESCRIPTION 6
10-YEAR STORM CALCULATIONS (PONDPACK OUTPUT) 7
25-YEAR STORM CALCULATIONS (PONDPACK OUTPUT) 16
100-YEAR STORM CALCULATIONS (PONDPACK OUTPUT) 25
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RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB GPclc HALL 5HoPPIk/e, CtNIER - 9So`1
SHEET NO. OF 4
CALCULATED BY J?OA, Lt i DATE "'? 14 9 S
CHECKED BY DATE
SCALE
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Quick TR-55 Ver.5.46 SIN:
Executed: 06:49:08 04-14-1995
OAK HALL SHOPPING CENTER OUTPARCEL
10-YEAR STORM
POST-DEVELOPMENT CONDITION
RUNOFF CURVE NUMBER DATA
.................................................................
.................................................................
Composite Area: TOTAL DRAINAGE
AREA
SURFACE DESCRIPTION (acres)
------------------------------- --------
WOODED AREAS 22.54
GRASSED AREA 3.76
IMPERVIOUS AREAS 11.27
COMPOSITE AREA ---> 37.56
CN
73
74
98
80.6 ( 81
3
RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB ORK ?1ALL 5\\D???n,C7 CENTER- 9So`1
SHEET NO. 4 OF ^^
CALCULATED BY J oan DATE 4- 14-- 9 is-
CHECKED BY DATE
SCALE
CAL LUt A-I E -ft VA-P, PooL VOL UrAC 'RE QuIRF-b 7 c> coL_ LC C-1 F I RSA l F2A??F
Arlo RELEASE Uyep Aa t\(DoRS
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2
VOL @ 4o1. OD = ( 7P) 14 1 12-,253 1 ? I 1 10,034 c? 1 X00
Z J SmA?L
40?.3o I?RF P ? 40? ??o _ ?3,s? •:?
Vol @. 401.30 C \ 3, SS -7814 (1. 3') - 13 X01 c r 13, 373 c F
2
Ok
-' t= rv v. _P o o ? -D 'P 1 4 '' -- r 1 3

RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB DA K N A L s Hc,P Wm ccK)7E iZ - 9So-j
SHEET NO. S OF
CALCULATED BY DATE 4 I4 - `I
CHECKED BY DATE
SCALE
5\ZE 0R\F\(-E To Rtue Nit ovc2 gB Vkc,Uhs
AD
T
Q: 0.0-?8o c FZov r RA ?FA??
RD = 37. S(,IZ a?r«
T = 48 hour`s
0.0180 1( 3?. c).0-?C) FS
0
46 hr S
Ao
c
?2.2-
C). : 1.3"
l\ o7o°
U.OIZ r'.I ?F 1. as in'
O.? J2 .'?.7 1,3
F- t.? 9 A
-Fo ?h L-EASE- ?uNO` ` OV Li?
A 4 8 Nov i2 "t CR \ oD.
\rl to ?? sv? i s
\C) YrPR. ?, j,t\ c- Ay- CL-E\)
D?TFLO?? S?T1?uL1uRF ?' 47\A, ??AT11? 1?-\F?E
R Ri P = 12.54G. sF
\:S IR ?. SLOPE
Q= `14 S 0
6

Outlet Structure File: 9509WET STR
POND-2 Version: 5.17 SIN:
Date Executed: Time Executed:
>>>>>> Structure NO. 1 <<<<<<
(Input Data)
STAND PIPE
Stand Pipe with weir or orifice flow
E1 elev.(ft)? 401.5
E2 elev.(ft)? 406.001
Crest elev.(ft)? 401.5
Diameter (ft)? 4
Weir coefficient? 3.33
Orifice coefficient? .6
Start transition elev.(ft) @ ?
Transition height (ft)?

Vuick TR-55 Version: 5.46 SIN:
Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: -->
Hydrograph file: -->
04-14-1995 10:38:37
9509WET WSD
9509WET HYD
HOLLY SPRINGS OUTPARCEL
LAND DISTURBANCE
>>>> Input Parameters Used to Compute Hydrograph <<<<
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description (acres) (hrs)
- (hrs)
-------- I
(in)
---------- (in)
--------- input/used
----------
-----------------
AREA TO WETLAND -----------------
37.56 81.0 -------
0.20 0.20 5.50 ( 3.43 .09 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 37.56 acres or 0.05869 sq.mi
Peak discharge = 131 cfs
>>>> Computer Modifications of Input Parameters <<<<<
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
--------
---------------
AREA TO WETLAND -----------------
0.20 0.20 ----------------
** ** -----------
No ------------
Computed Ia/p < .1
---------------
* Travel time ---------------------------------
from subarea outfall to composite -----------
watershed --------------------
outfall point.
** Tc & Tt are available in the hydrograph table s.
e

Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:38:37
Watershed file: --> 9509WET WSD
Hydrograph file: --> 9509WET HYD
HOLLY SPRINGS OUTPARCEL
LAND DISTURBANCE
>>>> Summary of Subarea Times to Peak <<<<
Subarea
--------------
AREA TO WETLAND
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
--------------
131
--------------
131
Page 2
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
------------
12.4
Cl
1.
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
********************************
* *
* OAK HALL SHOPPING CENTER
* WETLAND DETENTION AREA
* 10-YEAR STORM CALCULATIONS
* *
* *
********************************
Inflow Hydrograph: 9509WET HYD
Rating Table file: 9509WET PND
----INITIAL CONDITIONS----
Elevation = 398.00 ft
Outflow = 0.00 cfs
Storage = 0.00 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
--------- (cfs)
--------- (ac-ft)
-----
398.00 0.0 -----
0.000
398.50 0.0 0.019
399.00 0.0 0.054
399.50 0.0 0.107
400.00 0.0 0.183
400.50 0.0 0.284
401.00 0.0 0.407
401.50 0.0 0.556
402.00 14.8 0.733
402.50 41.8 0.947
403.00 74.1 1.209
403.50 85.6 1.523
404.00 95.7 1.894
404.50 104.8 2.326
405.00 113.2 2.821
405.50 121.0 3.385
405.99 128.2 4.008
406.00
---------- 128.4
---------- 4.021
----------
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
2S/t 2S/t + 0
(cfs)
------------ (cfs)
-------------
0.0 0.0
4.7 4.7
13.0 13.0
25.8 25.8
44.4 44.4
68.7 68.7
98.6 98.6
134.6 134.6
177.4 192.2
229.2 271.0
292.5 366.6
368.5 454.1
458.3 554.0
562.8 667.6
682.7 795.9
819.2 940.2
969.9 1098.1
973.2
------------- 1101.6
-------------
Time increment (t) = 0.100 hrs.
iO
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 2
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs)
- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
11.000 ---------
3.00 --------
----- 0.0 0.0 0.00 398.00
11.100 4.00 7.0 7.0 7.0 0.00 398.64
11.200 4.00 8.0 15.0 15.0 0.00 399.08
11.300 5.00 9.0 24.0 24.0 0.00 399.43
11.400 5.00 10.0 34.0 34.0 0.00 399.72
11.500 6.00 11.0 45.0 45.0 0.00 400.01
11.600 6.00 12.0 57.0 57.0 0.00 400.26
11.700 7.00 13.0 70.0 70.0 0.00 400.52
11.800 9.00 16.0 86.0 86.0 0.00 400.79
11.900 10.00 19.0 105.0 105.0 0.00 401.09
12.000 15.00 25.0 130.0 130.0 0.00 401.44
12.100 27.00 42.0 152.8 172.0 9.60 401.82
12.200 53.00 80.0 175.4 232.8 28.71 402.26
12.300 98.00 151.0 205.4 326.4 60.52 402.79
12.400 131.00 229.0 268.3 434.4 83.01 403.39
12.500 120.00 251.0 334.9 519.3 92.20 403.83
12.600 88.00 208.0 353.8 542.9 94.58 403.94
12.700 60.00 148.0 320.9 501.8 90.42 403.74
12.800 42.00 102.0 259.9 422.9 81.51 403.32
12.900 32.00 74.0 207.8 333.9 63.06 402.83
13.000 23.00 55.0 184.8 262.8 38.99 402.45
13.100 20.00 43.0 173.8 227.8 27.00 402.23
13.200 16.00 36.0 168.2 209.8 20.83 402.11
13.300 14.00 30.0 164.5 198.2 16.83 402.04
13.400 13.00 27.0 162.3 191.5 14.61 401.99
13.500 12.00 25.0 160.2 187.3 13.53 401.96
13.600 12.00 24.0 158.8 184.2 12.74 401.93
13.700 11.00 23.0 157.5 181.8 12.10 401.91
13.800 10.00 21.0 156.0 178.5 11.28 401.88
13.900 9.00 19.0 154.3 175.0 10.37 401.85
14.000 9.00 18.0 152.9 172.3 9.66 401.83
14.100 9.00 18.0 152.3 170.9 9.32 401.81
14.200 8.00 17.0 151.5 169.3 8.90 401.80
14.300 8.00 16.0 150.6 167.5 8.44 401.79
14.400 8.00 16.0 150.2 166.6 8.21 401.78
14.500 7.00 15.0 149.5 165.2 7.85 401.77
14.600 7.00 14.0 148.7 163.5 7.41 401.75
14.700 7.00 14.0 148.3 162.7 7.20 401.74
14.800 6.00 13.0 147.6 161.3 6.84 401.73
14.900 6.00 12.0 146.8 159.6 6.41 401.72
15.000 6.00 12.0 146.4 158.8 6.20 401.71
15.100 6.00 12.0 146.2 158.4 6.10 401.71
15.200 6.00 12.0 146.1 158.2 6.05 401.70
15.300 6.00 12.0 146.0 158.1 6.02 401.70
15.400 6.00 12.0 146.0 158.0 6.01 401.70
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
Page 3
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
----------- (cfs)
----------- (cfs)
--------- (ft)
---------
--------
15.500 ---------
6.00 ---------
12.0 -
146.0 158.0 6.01 401.70
15.600 6.00 12.0 146.0 158.0 6.00 401.70
15.700 6.00 12.0 146.0 158.0 6.00 401.70
15.800 5.00 11.0 145.5 157.0 5.74 401.69
15.900 5.00 10.0 144.8 155.5 5.36 401.68
16.000 5.00 10.0 144.4 154.8 5.18 401.67
16.100 5.00 10.0 144.3 154.4 5.09 401.67
16.200 5.00 10.0 144.2 154.3 5.04 401.67
16.300 5.00 10.0 144.1 154.2 5.02 401.67
16.400 5.00 10.0 144.1 154.1 5.01 401.67
16.500 5.00 10.0 144.1 154.1 5.00 401.67
16.600 5.00 10.0 144.1 154.1 5.00 401.67
16.700 5.00 10.0 144.1 154.1 5.00 401.67
16.800 4.00 9.0 143.6 153.1 4.74 401.66
16.900 4.00 8.0 142.9 151.6 4.36 401.65
17.000 4.00 8.0 142.5 150.9 4.18 401.64
17.100 4.00 8.0 142.4 150.5 4.09 401.64
17.200 4.00 8.0 142.3 150.4 4.04 401.64
17.300 4.00 8.0 142.3 150.3 4.02 401.64
17.400 4.00 8.0 142.2 150.3 4.01 401.64
17.500 4.00 8.0 142.2 150.2 4.00 401.64
17.600 4.00 8.0 142.2 150.2 4.00 401.64
17.700 4.00 8.0 142.2 150.2 4.00 401.64
17.800 4.00 8.0 142.2 150.2 4.00 401.64
17.900 4.00 8.0 142.2 150.2 4.00 401.64
18.000 4.00 8.0 142.2 150.2 4.00 401.64
18.100 4.00 8.0 142.2 150.2 4.00 401.64
18.200 4.00 8.0 142.2 150.2 4.00 401.64
18.300 4.00 8.0 142.2 150.2 4.00 401.64
18.400 4.00 8.0 142.2 150.2 4.00 401.64
18.500 4.00 8.0 142.2 150.2 4.00 401.64
18.600 3.00 7.0 141.7 149.2 3.74 401.63
18.700 3.00 6.0 141.0 147.7 3.36 401.61
18.800 3.00 6.0 140.7 147.0 3.18 401.61
18.900 3.00 6.0 140.5 146.7 3.09 401.60
19.000 3.00 6.0 140.4 146.5 3.04 401.60
19.100 3.00 6.0 140.4 146.4 3.02 401.60
19.200 3.00 6.0 140.3 146.4 3.01 401.60
19.300 3.00 6.0 140.3 146.3 3.00 401.60
19.400 3.00 6.0 140.3 146.3 3.00 401.60
19.500 3.00 6.0 140.3 146.3 3.00 401.60
19.600 3.00 6.0 140.3 146.3 3.00 401.60
19.700 3.00 6.0 140.3 146.3 3.00 401.60
19.800 3.00 6.0 140.3 146.3 3.00 401.60
19.900 3.00 6.0 140.3 146.3 3.00 401.60
20.000 3.00 6.0 140.3 146.3 3.00 401.60
17-
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
Page 4
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 ---------
3.00 ---------
6.0 140.3 146.3 3.00 401.60
20.200 3.00 6.0 140.3 146.3 3.00 401.60
20.300 3.00 6.0 140.3 146.3 3.00 401.60
20.400 3.00 6.0 140.3 146.3 3.00 401.60
20.500 3.00 6.0 140.3 146.3 3.00 401.60
20.600 3.00 6.0 140.3 146.3 3.00 401.60
20.700 3.00 6.0 140.3 146.3 3.00 401.60
20.800 3.00 6.0 140.3 146.3 3.00 401.60
20.900 3.00 6.0 140.3 146.3 3.00 401.60
21.000 2.00 5.0 139.8 145.3 2.74 401.59
21.100 2.00 4.0 139.1 143.8 2.36 401.58
21.200 2.00 4.0 138.8 143.1 2.18 401.57
21.300 2.00 4.0 138.6 142.8 2.09 401.57
21.400 2.00 4.0 138.5 142.6 2.04 401.57
21.500 2.00 4.0 138.5 142.5 2.02 401.57
21.600 2.00 4.0 138.4 142.5 2.01 401.57
21.700 2.00 4.0 138.4 142.4 2.00 401.57
21.800 2.00 4.0 138.4 142.4 2.00 401.57
21.900 2.00 4.0 138.4 142.4 2.00 401.57
22.000 2.00 4.0 138.4 142.4 2.00 401.57
22.100 2.00 4.0 138.4 142.4 2.00 401.57
22.200 2.00 4.0 138.4 142.4 2.00 401.57
22.300 2.00 4.0 138.4 142.4 2.00 401.57
22.400 2.00 4.0 138.4 142.4 2.00 401.57
22.500 2.00 4.0 138.4 142.4 2.00 401.57
22.600 2.00 4.0 138.4 142.4 2.00 401.57
22.700 2.00 4.0 138.4 142.4 2.00 401.57
22.800 2.00 4.0 138.4 142.4 2.00 401.57
22.900 2.00 4.0 138.4 142.4 2.00 401.57
23.000 2.00 4.0 138.4 142.4 2.00 401.57
23.100 1.00 3.0 137.9 141.4 1.74 401.56
23.200 1.00 2.0 137.2 139.9 1.36 401.55
23.300 1.00 2.0 136.9 139.2 1.18 401.54
23.400 1.00 2.0 136.7 138.9 1.09 401.54
23.500 1.00 2.0 136.6 138.7 1.04 401.54
23.600 1.00 2.0 136.6 138.6 1.02 401.53
23.700 1.00 2.0 136.6 138.6 1.01 401.53
23.800 1.00 2.0 136.5 138.6 1.00 401.53
23.900 1.00 2.0 136.5 138.5 1.00 401.53
24.000 1.00 2.0 136.5 138.5 1.00 401.53
24.100 1.00 2.0 136.5 138.5 1.00 401.53
24.200 1.00 2.0 136.5 138.5 1.00 401.53
24.300 1.00 2.0 136.5 138.5 1.00 401.53
24.400 1.00 2.0 136.5 138.5 1.00 401.53
24.500 1.00 2.0 136.5 138.5 1.00 401.53
24.600 1.00 2.0 136.5 138.5 1.00 401.53
(3
POND-2 Version: 5.17 SIN: Page 5
EXECUTED: 04-14-1995 08:21:08
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
TIME INFLOW
(hrs)
-------- (cfs)
---------
24.700 1.00
24.800 1.00
24.900 1.00
25.000 0.00
25.100 0.00
25.200 0.00
25.300 0.00
25.400 0.00
25.500 0.00
25.600 0.00
25.700 0.00
25.800 0.00
25.900
--------- 0.00
--------
ROUTING COMPUTATIONS
I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(cfs)
--
---- (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---
-
---
2.0
136.5
138.5
1.00 -
----
401.53
2.0 136.5 138.5 1.00 401.53
2.0 136.5 138.5 1.00 401.53
1.0 136.1 137.5 0.74 401.53
0.0 135.3 136.1 0.36 401.51
0.0 135.0 135.3 0.18 401.51
0.0 134.8 135.0 0.09 401.50
0.0 134.7 134.8 0.04 401.50
0.0 134.7 134.7 0.02 401.50
0.0 134.7 134.7 0.01 401.50
0.0 134.7 134.7 0.00 401.50
0.0 134.7 134.7 0.00 401.50
0.0
---------- 134.6
------------- 134.7
------------ 0.00
---------- 401.50
---------
1.4
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:21:08
Page 6
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S. Elevation = 398.00 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 131.00 cfs
Peak Outflow = 94.58 cfs
Peak Elevation = 403.94 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 0.00 ac-ft
Peak Storage From Storm = 1.85 ac-ft
---------------
Total Storage in Pond = 1.85 ac-ft
Warning: Inflow hydrograph truncated on left side.

POND-2 Version: 5.17 SIN:
Pond File: 9509WET PND
Inflow Hydrograph: 9509WET HYD
Outflow Hydrograph: OUT HYD
Peak Inflow = 131.00 cfs
Peak Outflow = 94.58 cfs
Peak Elevation = 403.94 ft
iir
Page 7
EXECUTED: 04-14-1995
08:21:08
Flow (cfs)
11.7 -
11.8 -
11.9 -
12.0 -
12.1 -
12.2 -
12.3 -
12.4 -
12.5 -
12.6 -
12.7 -
12.8 -
12.9 -
13.0 -
13.1
13.2
13.3 -
13.4 -
13.5 -
13.6 -
TIP
(hi
* F-
x F:
0 15 30 45 60 75 90 105 120 135 150 165
.------ I ----- I ----- ----- I ----- I ----- I ----- I ----- I ----- ----- I ----- I-
x
X
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
* x
* x
* x
* x
* x
* x
* x
* x
* x
* x
* x
* x
* x
* x
*x
*x
*x
*x
x
x
x
RE
-s )
_le: 9509WET HYD Qmax = 131.0 cfs
ale: OUT HYD Qmax = 94.6 cfs
*
*
*
*
*
*
Ib
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:50:27
Watershed file: --> 9509-25 WSD
Hydrograph file: --> 9509-25 HYD
OAK HALL SHOPPING CENTER
WETLAND DETENTION AREA
25-YEAR STORM CALCULATIONS
>>>> Input Parameters Used to Compute Hydrograph <<<<
Page 1
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres)
------------- (hrs)
-------- (hrs)
-------- (in)
---------- (in)
--------- input/used
----------
---------------
TOTAL AREA ------
37.56 81.0 0.20 0.20 6.10 1 3.97 .08 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 37.56 acres or 0.05869 sq.mi
Peak discharge = 152 cfs
>>>> Computer Modifications of Input Parameters <<<<<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
TOTAL AREA 0.20 0.20 ** ** No Computed Ia/p < .1
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
** Tc & Tt are available in the hydrograph tables.
1 1
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:50:27
Watershed file: --> 9509-25 WSD
Hydrograph file: --> 9509-25 HYD
OAK HALL SHOPPING CENTER
WETLAND DETENTION AREA
25-YEAR STORM CALCULATIONS
>>>> Summary of Subarea Times to Peak <<<<
Subarea
--------------
TOTAL AREA
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
--------------
152
--------------
152
Page 2
Time to Peak at
Composite Outfall
(hrs)
------------
12 . 4
------------
12.4

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
********************************
* *
* OAK HALL SHOPPING CENTER
* WETLAND DETENTION AREA
* 25-YEAR STORM CALCULATIONS
* *
* *
********************************
Inflow Hydrograph: 9509-25 HYD
Rating Table file: 9509WET PND
----INITIAL CONDITIONS----
Elevation = 398.00 ft
Outflow = 0.00 cfs
Storage = 0.00 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
------ (cfs) (ac-ft)
---
398.00 ---------
0.0 ----------
0.000
398.50 0.0 0.019
399.00 0.0 0.054
399.50 0.0 0.107
400.00 0.0 0.183
400.50 0.0 0.284
401.00 0.0 0.407
401.50 0.0 0.556
402.00 14.8 0.733
402.50 41.8 0.947
403.00 74.1 1.209
403.50 85.6 1.523
404.00 95.7 1.894
404.50 104.8 2.326
405.00 113.2 2.821
405.50 121.0 3.385
405.99 128.2 4.008
406.00
---------- 128.4
---------- 4.021
----------
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
2S/t 2S/t + 0
(cfs)
------------ (cfs)
-------------
0.0 0.0
4.7 4.7
13.0 13.0
25.8 25.8
44.4 44.4
68.7 68.7
98.6 98.6
134.6 134.6
177.4 192.2
229.2 271.0
292.5 366.6
368.5 454.1
458.3 554.0
562.8 667.6
682.7 795.9
819.2 940.2
969.9 1098.1
973.2
------------- 1101.6
-------------
) B
Time increment (t) = 0.100 hrs.

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
Page 2
19
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
------------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
11.000 ---------
4.00 ---------
----- 0.0 0.0 0.00 398.00
11.100 4.00 8.0 8.0 8.0 0.00 398.70
11.200 5.00 9.0 17.0 17.0 0.00 399.16
11.300 5.00 10.0 27.0 27.0 0.00 399.53
11.400 6.00 11.0 38.0 38.0 0.00 399.83
11.500 6.00 12.0 50.0 50.0 0.00 400.12
11.600 7.00 13.0 63.0 63.0 0.00 400.38
11.700 8.00 15.0 78.0 78.0 0.00 400.66
11.800 10.00 18.0 96.0 96.0 0.00 400.96
11.900 11.00 21.0 117.0 117.0 0.00 401.26
12.000 17.00 28.0 139.7 145.0 2.66 401.59
12.100 32.00 49.0 160.9 188.7 13.88 401.97
12.200 61.00 93.0 182.0 253.9 35.94 402.39
12.300 114.00 175.0 215.3 357.0 70.87 402.95
12.400 152.00 266.0 304.6 481.3 88.35 403.64
12.500 138.00 290.0 396.7 594.6 98.95 404.18
12.600 101.00 239.0 431.2 635.7 102.24 404.36
12.700 69.00 170.0 402.2 601.2 99.48 404.21
12.800 48.00 117.0 334.9 519.2 92.19 403.83
12.900 37.00 85.0 257.6 419.9 81.10 403.30
13.000 27.00 64.0 203.8 321.6 58.92 402.76
13.100 23.00 50.0 182.0 253.8 35.91 402.39
13.200 19.00 42.0 172.6 224.0 25.69 402.20
13.300 18.00 37.0 168.1 209.6 20.76 402.11
13.400 16.00 34.0 165.7 202.1 18.18 402.06
13.500 15.00 31.0 164.1 196.7 16.34 402.03
13.600 14.00 29.0 162.9 193.1 15.08 402.01
13.700 13.00 27.0 161.5 189.9 14.20 401.98
13.800 12.00 25.0 159.9 186.5 13.33 401.95
13.900 12.00 24.0 158.6 183.9 12.64 401.93
14.000 11.00 23.0 157.5 181.6 12.06 401.91
14.100 10.00 21.0 155.9 178.5 11.26 401.88
14.200 10.00 20.0 154.7 175.9 10.61 401.86
14.300 9.00 19.0 153.6 173.7 10.04 401.84
14.400 9.00 18.0 152.6 171.6 9.51 401.82
14.500 8.00 17.0 151.7 169.6 8.99 401.80
14.600 8.00 16.0 150.7 167.7 8.48 401.79
14.700 8.00 16.0 150.2 166.7 8.23 401.78
14.800 8.00 16.0 150.0 166.2 8.11 401.77
14.900 7.00 15.0 149.4 165.0 7.80 401.76
15.000 7.00 14.0 148.6 163.4 7.39 401.75
15.100 7.00 14.0 148.2 162.6 7.19 401.74
15.200 7.00 14.0 148.1 162.2 7.09 401.74
15.300 7.00 14.0 148.0 162.1 7.04 401.74
15.400 7.00 14.0 147.9 162.0 7.02 401.74
Zo
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
------------------
Page 3
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
--------- (cfs)
----------- (cfs)
--------- (ft)
---------
--------
15.500 ---------
7.00 ---------
14.0 ---
147.9 161.9 7.01 401.74
15.600 7.00 14.0 147.9 161.9 7.01 401.74
15.700 7.00 14.0 147.9 161.9 7.00 401.74
15.800 6.00 13.0 147.4 160.9 6.74 401.73
15.900 6.00 12.0 146.7 159.4 6.36 401.71
16.000 6.00 12.0 146.3 158.7 6.18 401.71
16.100 6.00 12.0 146.2 158.3 6.09 401.71
16.200 6.00 12.0 146.1 158.2 6.04 401.70
16.300 5.00 11.0 145.6 157.1 5.76 401.69
16.400 5.00 10.0 144.8 155.6 5.37 401.68
16.500 5.00 10.0 144.4 154.8 5.18 401.68
16.600 5.00 10.0 144.3 154.4 5.09 401.67
16.700 5.00 10.0 144.2 154.3 5.04 401.67
16.800 5.00 10.0 144.1 154.2 5.02 401.67
16.900 5.00 10.0 144.1 154.1 5.01 401.67
17.000 5.00 10.0 144.1 154.1 5.00 401.67
17.100 5.00 10.0 144.1 154.1 5.00 401.67
17.200 5.00 10.0 144.1 154.1 5.00 401.67
17.300 5.00 10.0 144.1 154.1 5.00 401.67
17.400 5.00 10.0 144.1 154.1 5.00 401.67
17.500 5.00 10.0 144.1 154.1 5.00 401.67
17.600 5.00 10.0 144.1 154.1 5.00 401.67
17.700 5.00 10.0 144.1 154.1 5.00 401.67
17.800 4.00 9.0 143.6 153.1 4.74 401.66
17.900 4.00 8.0 142.9 151.6 4.36 401.65
18.000 4.00 8.0 142.5 150.9 4.18 401.64
18.100 4.00 8.0 142.4 150.5 4.09 401.64
18.200 4.00 8.0 142.3 150.4 4.04 401.64
18.300 4.00 8.0 142.3 150.3 4.02 401.64
18.400 4.00 8.0 142.2 150.3 4.01 401.64
18.500 4.00 8.0 142.2 150.2 4.00 401.64
18.600 4.00 8.0 142.2 150.2 4.00 401.64
18.700 4.00 8.0 142.2 150.2 4.00 401.64
18.800 4.00 8.0 142.2 150.2 4.00 401.64
18.900 4.00 8.0 142.2 150.2 4.00 401.64
19.000 4.00 8.0 142.2 150.2 4.00 401.64
19.100 4.00 8.0 142.2 150.2 4.00 401.64
19.200 4.00 8.0 142.2 150.2 4.00 401.64
19.300 4.00 8.0 142.2 150.2 4.00 401.64
19.400 4.00 8.0 142.2 150.2 4.00 401.64
19.500 4.00 8.0 142.2 150.2 4.00 401.64
19.600 3.00 7.0 141.7 149.2 3.74 401.63
19.700 3.00 6.0 141.0 147.7 3.36 401.61
19.800 3.00 6.0 140.7 147.0 3.18 401.61
19.900 3.00 6.0 140.5 146.7 3.09 401.60
20.000 3.00 6.0 140.4 146.5 3.04 401.60
z1
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
Page 4
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
-------- (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 ---------
3.00 ---------
6.0 ----
140.4 146.4 3.02 401.60
20.200 3.00 6.0 140.3 146.4 3.01 401.60
20.300 3.00 6.0 140.3 146.3 3.00 401.60
20.400 3.00 6.0 140.3 146.3 3.00 401.60
20.500 3.00 6.0 140.3 146.3 3.00 401.60
20.600 3.00 6.0 140.3 146.3 3.00 401.60
20.700 3.00 6.0 140.3 146.3 3.00 401.60
20.800 3.00 6.0 140.3 146.3 3.00 401.60
20.900 3.00 6.0 140.3 146.3 3.00 401.60
21.000 3.00 6.0 140.3 146.3 3.00 401.60
21.100 3.00 6.0 140.3 146.3 3.00 401.60
21.200 3.00 6.0 140.3 146.3 3.00 401.60
21.300 3.00 6.0 140.3 146.3 3.00 401.60
21.400 3.00 6.0 140.3 146.3 3.00 401.60
21.500 3.00 6.0 140.3 146.3 3.00 401.60
21.600 3.00 6.0 140.3 146.3 3.00 401.60
21.700 3.00 6.0 140.3 146.3 3.00 401.60
21.800 3.00 6.0 140.3 146.3 3.00 401.60
21.900 3.00 6.0 140.3 146.3 3.00 401.60
22.000 3.00 6.0 140.3 146.3 3.00 401.60
22.100 3.00 6.0 140.3 146.3 3.00 401.60
22.200 3.00 6.0 140.3 146.3 3.00 401.60
22.300 3.00 6.0 140.3 146.3 3.00 401.60
22.400 3.00 6.0 140.3 146.3 3.00 401.60
22.500 3.00 6.0 140.3 146.3 3.00 401.60
22.600 3.00 6.0 140.3 146.3 3.00 401.60
22.700 2.00 5.0 139.8 145.3 2.74 401.59
22.800 2.00 4.0 139.1 143.8 2.36 401.58
22.900 2.00 4.0 138.8 143.1 2.18 401.57
23.000 2.00 4.0 138.6 142.8 2.09 401.57
23.100 2.00 4.0 138.5 142.6 2.04 401.57
23.200 2.00 4.0 138.5 142.5 2.02 401.57
23.300 2.00 4.0 138.4 142.5 2.01 401.57
23.400 2.00 4.0 138.4 142.4 2.00 401.57
23.500 2.00 4.0 138.4 142.4 2.00 401.57
23.600 2.00 4.0 138.4 142.4 2.00 401.57
23.700 2.00 4.0 138.4 142.4 2.00 401.57
23.800 2.00 4.0 138.4 142.4 2.00 401.57
23.900 2.00 4.0 138.4 142.4 2.00 401.57
24.000 2.00 4.0 138.4 142.4 2.00 401.57
24.100 1.00 3.0 137.9 141.4 1.74 401.56
24.200 1.00 2.0 137.2 139.9 1.36 401.55
24.300 1.00 2.0 136.9 139.2 1.18 401.54
24.400 1.00 2.0 136.7 138.9 1.09 401.54
24.500 1.00 2.0 136.6 138.7 1.04 401.54
24.600 1.00 2.0 136.6 138.6 1.02 401.53
4
POND-2 Version: 5.17 SIN: Page 5
EXECUTED: 04-14-1995 08:47:22
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
TIME INFLOW
(hrs)
-------- (cfs)
---------
24.700 1.00
24.800 1.00
24.900 1.00
25.000 1.00
25.100 1.00
25.200 1.00
25.300 1.00
25.400 0.00
25.500 0.00
25.600 0.00
25.700 0.00
25.800 0.00
25.900
--------- 0.00
--------
ROUTING COMPUTATIONS
zz
I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(cfs) (cfs)
-- (cfs)
----------- (cfs)
--------- (ft)
---------
---------
2.0 ----------
136.6 138.6 1.01 401.53
2.0 136.5 138.6 1.00 401.53
2.0 136.5 138.5 1.00 401.53
2.0 136.5 138.5 1.00 401.53
2.0 136.5 138.5 1.00 401.53
2.0 136.5 138.5 1.00 401.53
2.0 136.5 138.5 1.00 401.53
1.0 136.1 137.5 0.74 401.53
0.0 135.3 136.1 0.36 401.51
0.0 135.0 135.3 0.18 401.51
0.0 134.8 135.0 0.09 401.50
0.0 134.7 134.8 0.04 401.50
0.0
---------- 134.7
------------- 134.7
------------ 0.02
---------- 401.50
---------

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:47:22
Page 6
Z3
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S. Elevation = 398.00 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 152.00 cfs
Peak Outflow = 102.24 cfs
Peak Elevation = 404.36 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 0.00 ac-ft
Peak Storage From Storm = 2.20 ac-ft
---------------
Total Storage in Pond = 2.20 ac-ft
Warning: Inflow hydrograph truncated on left side.
z4
f~
POND-2 Version: 5.17 SIN: Page 7
Pond File: 9509WET PND
Inflow Hydrograph: 9509-25 HYD
Outflow Hydrograph: OUT HYD
EXECUTED: 04-14-1995
Peak Inflow = 152.00 cfs 08:47:22
Peak Outflow = 102.24 cfs
Peak Elevation = 404.36 ft
Flow (cfs)
0
.---- 20
-- ----- 40
I ----- 60 80
I ----- --- 100
-- I ---- 120 140 160 180 200 220
- ----- I ----- I ----- I ----- -----1-
11.7 - x
x
11.8 - x
x
11.9 - x
x
12.0 - x
x
12.1 - x
x
12.2 - x
x
12.3 - x
x
12.4 - x
x
12.5 - x
x
12.6 - *x
* x
12.7 - * x
* x
12.8 - * x
* x
12.9 - * x
* x
13.0 - * x
* x
13.1 - * x
* x
13.2 - * x
*x
13.3 - *x
*x
13.4 - x
x
13.5 - x
*x
13.6 - *x
TIME
(hrs)
* File: 9509-25 HYD Qmax = 152.0 cfs
x File: OUT HYD Qmax = 102.2 cfs
f
Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:40:22
Watershed file: --> 9509-100.WSD
Hydrograph file: --> 9509-100.HYD
OAK HALL SHOPPING CENTER OUTPARCEL
100-YEAR STORM CALCULATIONS
POST-DEVELOPMENT CONDTIONS
>>>> Input Parameters Used to Compute Hydrograph <<<<
Page 1
ZS
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description (acres) (hrs)
---- (hrs)
-------- (in)
---------- (in)
-------- input/used
-----------
---------------
TOTAL AREA -------------------
37.56 81.0 ----
0.20 0.20 7.90 1 5.65 .06 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 37.56 acres or 0.05869 sq.mi
Peak discharge = 216 cfs
>>>> Computer Modifications of Input Parameters <<<<<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
TOTAL AREA 0.20 0.20 ** ** No Computed Ia/p < .1
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
** Tc & Tt are available in the hydrograph tables.
Z!v

Quick TR-55 Version: 5.46 SIN:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 04-14-1995 10:40:22
Watershed file: --> 9509-100.WSD
Hydrograph file: --> 9509-100.HYD
OAK HALL SHOPPING CENTER OUTPARCEL
100-YEAR STORM CALCULATIONS
POST-DEVELOPMENT CONDTIONS
>>>> Summary of Subarea Times to Peak <<<<
Subarea
--------------
TOTAL AREA
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
--------------
216
--------------
216
Page 2
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
------------
12.4
-Z--7

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
*********************************
*
* OAK HALL SHOPPING CENTER
* WETLAND DETENTION AREA
* 100-YEAR STORM CALCULATIONS
*
*
*********************************
Inflow Hydrograph: 9509-100.HYD
Rating Table file: 9509WET PND
----INITIAL CONDITIONS----
Elevation = 398.00 ft
Outflow - 0.00 cfs
Storage = 0.00 ac-ft
GIVEN POND DATA
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
ELEVATION OUTFLOW STORAGE
(ft) (cfs) (ac-ft)
-------
---------
398.00 ---------
0.0 ---
0.000
398.50 0.0 0.0191
399.00 0.0 0.0541
399.50 0.0 0.107,
400.00 0.0 0.1831
400.50 0.0 0.284,
401.00 0.0 0.407
401.50 0.0 0.556
402.00 14.8 0.733
402.50 41.8 0.947
403.00 74.1 1.209
403.50 85.6 1.523
404.00 95.7 1.894
404.50 104.8 2.326
405.00 113.2 2.821
405.50 121.0 3.385
405.99 128.2 4.008
406.00
---------- 128.4
---------- 4.021
----------
2S/t 2S/t + 0
(cfs) (cfs)
-------------
------------
0.0 0.0
4.7 4.7
13.0 13.0
25.8 25.8
44.4 44.4
68.7 68.7
98.6 98.6
134.6 134.6
177.4 192.2
229.2 271.0
292.5 366.6
368.5 454.1
458.3 554.0
562.8 667.6
682.7 795.9
819.2 940.2
969.9 1098.1
973.2
------------- 1101.6
-------------
Time increment (t) = 0.100 hrs.
LS
1
POND-2 Version: 5.17 SIN: Page 2
EXECUTED: 04-14-1995 08:02:03
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
--- (cfs)
----------- (cfs)
--------- (ft)
---------
--------
11.000 ---------
6.00 ---------
----- ---------
0.0 0.0 0.00 398.00
11.100 7.00 13.0 13.0 13.0 0.00 399.00
11.200 7.00 14.0 27.0 27.0 0.00 399.53
11.300 8.00 15.0 42.0 42.0 0.00 399.94
11.400 9.00 17.0 59.0 59.0 0.00 400.30
11.500 10.00 19.0 78.0 78.0 0.00 400.66
11.600 11.00 21.0 99.0 99.0 0.00 401.01
11.700 13.00 24.0 123.0 123.0 0.00 401.34
11.800 14.00 27.0 142.1 150.0 3.94 401.63
11.900 16.00 30.0 152.9 172.1 9.63 401.83
12.000 25.00 41.0 163.2 193.9 15.35 402.01
12.100 45.00 70.0 175.5 233.2 28.83 402.26
12.200 87.00 132.0 199.2 307.5 54.14 402.69
12.300 162.00 249.0 278.6 448.2 84.83 403.47
12.400 216.00 378.0 448.7 656.6 103.92 404.45
12.500 197.00 413.0 628.2 861.7 116.76 405.23
12.600 144.00 341.0 724.6 969.2 122.32 405.59
12.700 99.00 243.0 723.1 967.6 122.25 405.58
12.800 69.00 168.0 654.4 891.1 118.34 405.33
12.900 53.00 122.0 552.5 776.4 111.92 404.92
13.000 38.00 91.0 437.8 643.5 102.87 404.39
13.100 32.00 70.0 325.7 507.8 91.03 403.77
13.200 27.00 59.0 231.8 384.7 76.49 403.10
13.300 24.00 51.0 191.2 282.8 45.78 402.56
13.400 22.00 46.0 176.8 237.2 30.22 402.29
13.500 21.00 43.0 171.3 219.8 24.24 402.17
13.600 19.00 40.0 168.6 211.3 21.33 402.12
13.700 18.00 37.0 166.9 205.6 19.39 402.09
13.800 17.00 35.0 165.7 201.9 18.09 402.06
13.900 16.00 33.0 164.7 198.7 17.00 402.04
14.000 15.00 31.0 163.7 195.7 15.97 402.02
14.100 14.00 29.0 162.8 192.7 14.96 402.00
14.200 14.00 28.0 161.9 190.8 14.43 401.99
14.300 13.00 27.0 161.0 188.9 13.95 401.97
14.400 13.00 26.0 160.1 187.0 13.46 401.95
14.500 12.00 25.0 159.2 185.1 12.97 401.94
14.600 12.00 24.0 158.2 183.2 12.47 401.92
14.700 12.00 24.0 157.8 182.2 12.23 401.91
14.800 12.00 24.0 157.6 181.8 12.11 401.91
14.900 11.00 23.0 157.0 180.6 11.80 401.90
15.000 11.00 22.0 156.2 179.0 11.39 401.88
15.100 11.00 22.0 155.8 178.2 11.19 401.88
15.200 11.00 22.0 155.6 177.8 11.09 401.87
15.300 10.00 21.0 155.1 176.6 10.79 401.86
15.400 10.00 20.0 154.3 175.1 10.38 401.85
719
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Page 3
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
ROUTING COMPUTATIONS
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
-------
- (cfs)
----------- (cfs)
--------- (ft)
---------
--------
15.500 ---------
10.00 ---------
20.0 -
---
153.9 174.3 10.19 401.84
15.600 10.00 20.0 153.7 173.9 10.09 401.84
15.700 10.00 20.0 153.7 173.7 10.04 401.84
15.800 9.00 19.0 153.1 172.7 9.76 401.83
15.900 9.00 18.0 152.4 171.1 9.37 401.82
16.000 9.00 18.0 152.0 170.4 9.18 401.81
16.100 9.00 18.0 151.8 170.0 9.09 401.81
16.200 9.00 18.0 151.8 169.8 9.04 401.81
16.300 8.00 17.0 151.2 168.8 8.76 401.80
16.400 8.00 16.0 150.5 167.2 8.37 401.78
16.500 8.00 16.0 150.1 166.5 8.18 401.78
16.600 8.00 16.0 149.9 166.1 8.09 401.77
16.700 8.00 16.0 149.9 165.9 8.04 401.77
16.800 7.00 15.0 149.3 164.9 7.76 401.76
16.900 7.00 14.0 148.6 163.3 7.37 401.75
17.000 7.00 14.0 148.2 162.6 7.18 401.74
17.100 7.00 14.0 148.1 162.2 7.09 401.74
17.200 7.00 14.0 148.0 162.1 7.04 401.74
17.300 7.00 14.0 147.9 162.0 7.02 401.74
17.400 7.00 14.0 147.9 161.9 7.01 401.74
17.500 7.00 14.0 147.9 161.9 7.00 401.74
17.600 7.00 14.0 147.9 161.9 7.00 401.74
17.700 7.00 14.0 147.9 161.9 7.00 401.74
17.800 6.00 13.0 147.4 160.9 6.74 401.73
17.900 6.00 12.0 146.7 159.4 6.36 401.71
18.000 6.00 12.0 146.3 158.7 6.18 401.71
18.100 6.00 12.0 146.2 158.3 6.09 401.71
18.200 6.00 12.0 146.1 158.2 6.04 401.70
18.300 6.00 12.0 146.0 158.1 6.02 401.70
18.400 6.00 12.0 146.0 158.0 6.01 401.70
18.500 6.00 12.0 146.0 158.0 6.00 401.70
18.600 5.00 11.0 145.5 157.0 5.75 401.69
18.700 5.00 10.0 144.8 155.5 5.36 401.68
18.800 5.00 10.0 144.4 154.8 5.18 401.67
18.900 5.00 10.0 144.3 154.4 5.09 401.67
19.000 5.00 10.0 144.2 154.3 5.04 401.67
19.100 5.00 10.0 144.1 154.2 5.02 401.67
19.200 5.00 10.0 144.1 154.1 5.01 401.67
19.300 5.00 10.0 144.1 154.1 5.00 401.67
19.400 5.00 10.0 144.1 154.1 5.00 401.67
19.500 5.00 10.0 144.1 154.1 5.00 401.67
19.600 5.00 10.0 144.1 154.1 5.00 401.67
19.700 5.00 10.0 144.1 154.1 5.00 401.67
19.800 5.00 10.0 144.1 154.1 5.00 401.67
19.900 5.00 10.0 144.1 154.1 5.00 401.67
20.000 5.00 10.0 144.1 154.1 5.00 401.67
w
l
POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
ROUTING COMPUTATIONS
Page 4
3o
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
----- (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 ---------
5.00 ---------
10.0 -------
144.1 154.1 5.00 401.67
20.200 5.00 10.0 144.1 154.1 5.00 401.67
20.300 5.00 10.0 144.1 154.1 5.00 401.67
20.400 5.00 10.0 144.1 154.1 5.00 401.67
20.500 5.00 10.0 144.1 154.1 5.00 401.67
20.600 5.00 10.0 144.1 154.1 5.00 401.67
20.700 5.00 10.0 144.1 154.1 5.00 401.67
20.800 5.00 10.0 144.1 154.1 5.00 401.67
20.900 5.00 10.0 144.1 154.1 5.00 401.67
21.000 4.00 9.0 143.6 153.1 4.74 401.66
21.100 4.00 8.0 142.9 151.6 4.36 401.65
21.200 4.00 8.0 142.5 150.9 4.18 401.64
21.300 4.00 8.0 142.4 150.5 4.09 401.64
21.400 4.00 8.0 142.3 150.4 4.04 401.64
21.500 4.00 8.0 142.3 150.3 4.02 401.64
21.600 4.00 8.0 142.2 150.3 4.01 401.64
21.700 4.00 8.0 142.2 150.2 4.00 401.64
21.800 4.00 8.0 142.2 150.2 4.00 401.64
21.900 4.00 8.0 142.2 150.2 4.00 401.64
22.000 4.00 8.0 142.2 150.2 4.00 401.64
22.100 4.00 8.0 142.2 150.2 4.00 401.64
22.200 4.00 8.0 142.2 150.2 4.00 401.64
22.300 4.00 8.0 142.2 150.2 4.00 401.64
22.400 4.00 8.0 142.2 150.2 4.00 401.64
22.500 4.00 8.0 142.2 150.2 4.00 401.64
22.600 3.00 7.0 141.7 149.2 3.74 401.63
22.700 3.00 6.0 141.0 147.7 3.36 401.61
22.800 3.00 6.0 140.7 147.0 3.18 401.61
22.900 3.00 6.0 140.5 146.7 3.09 401.60
23.000 3.00 6.0 140.4 146.5 3.04 401.60
23.100 3.00 6.0 140.4 146.4 3.02 401.60
23.200 3.00 6.0 140.3 146.4 3.01 401.60
23.300 3.00 6.0 140.3 146.3 3.00 401.60
23.400 3.00 6.0 140.3 146.3 3.00 401.60
23.500 2.00 5.0 139.8 145.3 2.74 401.59
23.600 2.00 4.0 139.1 143.8 2.36 401.58
23.700 2.00 4.0 138.8 143.1 2.18 401.57
23.800 2.00 4.0 138.6 142.8 2.09 401.57
23.900 2.00 4.0 138.5 142.6 2.04 401.57
24.000 2.00 4.0 138.5 142.5 2.02 401.57
24.100 2.00 4.0 138.4 142.5 2.01 401.57
24.200 2.00 4.0 138.4 142.4 2.00 401.57
24.300 2.00 4.0 138.4 142.4 2.00 401.57
24.400 2.00 4.0 138.4 142.4 2.00 401.57
24.500 2.00 4.0 138.4 142.4 2.00 401.57
24.600 1.00 3.0 137.9 141.4 1.74 401.56

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH
TIME INFLOW
(hrs)
-------- (cfs)
---------
24.700 1.00
24.800 1.00
24.900 1.00
25.000 1.00
25.100 1.00
25.200 1.00
25.300 1.00
25.400 1.00
25.500 0.00
25.600 0.00
25.700 0.00
25.800 0.00
25.900
--------- 0.00
--------
ROUTING COMPUTATIONS
Page 5
31
I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(cfs) (cfs)
----------- (cfs)
----------- (cfs)
--------- (ft)
---------
---------
2.0 -
137.2 139.9 1.36 401.55
2.0 136.9 139.2 1.18 401.54
2.0 136.7 138.9 1.09 401.54
2.0 136.6 138.7 1.04 401.54
2.0 136.6 138.6 1.02 401.53
2.0 136.6 138.6 1.01 401.53
2.0 136.5 138.6 1.00 401.53
2.0 136.5 138.5 1.00 401.53
1.0 136.1 137.5 0.74 401.53
0.0 135.3 136.1 0.36 401.51
0.0 135.0 135.3 0.18 401.51
0.0 134.8 135.0 0.09 401.50
0.0
--------- 134.7
-------------- 134.8
----------- 0.04
---------- 401.50
----------

POND-2 Version: 5.17 SIN:
EXECUTED: 04-14-1995 08:02:03
Page 6
3z
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S. Elevation = 398.00 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 216.00 cfs
Peak Outflow = 122.32 cfs
Peak Elevation = 405.59 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 0.00 ac-ft
Peak Storage From Storm = 3.50 ac-ft
---------------
Total Storage in Pond = 3.50 ac-ft
Warning: Inflow hydrograph truncated on left side.

11.7 -
11.8
11.9 -
12.0 -
12.1 -
12.2 -
12.3 -
12.4 -
12.5 -
12.6 -
12.7 -
12.8 -
12.9 -
13.0 -
13.1 -
13.2 -
13.3 -
13.4
-
13.5 -
13.6 -
TI!
(h:
* F:
x F:
POND-2 Version: 5.17 SIN:
Pond File: 9509WET PND
Inflow Hydrograph: 9509-100.HYD
Outflow Hydrograph: OUT HYD
Peak Inflow = 216.00 cfs
Peak Outflow = 122.32 cfs
Peak Elevation = 405.59 ft
Page 7
33
EXECUTED: 04-14-1995
08:02:03
Flow (cfs)
0 25 50 75 100 125 150 175 200 225 250 275
.------ I ----- ----- I ----- I ----- I ----- ----- ----- I ----- I ----- I ----- I-
x
X
X
X
X
X
X
x
x
x
x
x
*
*
*
*
*
*
*
*
*
* x
* x
* x
* x
* x
*x
x
x
4E
Is )
Lle: 9509-100.HYD
Lle: OUT HYD
*
x
x
x
x
x
x
x
x
* x
* x
x
x
x
x
x
x
x
x
x
*
*
*
*
*
*
*
*
Qmax = 216.0 cf s
Qmax = 122.3 cfs
qpR
?NV?R? ? 1995
???NT ?? S???N?F4
f _ r #?
g5azI

Soil & Environmental Consultants, Inc.
244 West Millbrook Road ¦ Raleigh, North Carolina 27609 ¦ [phone] ¦ Fax [phone]
March 2,1995
NCDEH&NR DEM
Water Quality Planning, Wetlands Group
Attn: Mr. John Dorney
4401 Reedy Creek Road
Raleigh, NC 27607
Dear Messrs. Dorney and Alsmeyer:
USACOE
Attn: Mr. Eric Als
6512 Falls of the N
Suite 105
Raleigh, NC 2761r
The purpose of this letter is to request a Nationwide Permit 26 and a 401 Water
Quality Certification for the project to be known as the Shopping Center for
James Garner. The project is located in Holly Springs west of Hwy. 55 and north
of (S.R.1152) in Wake County, as shown on the attached vicinity map.
Fill in Waters of the U.S. will be required to develop the site for a commercial
development, including parking. Under the revised plan it will be necessary to
fill 0.98 acres of jurisdictional Waters of the U.S. above headwaters for placement
of the proposed facilities. The impacts to one out parcel for a bank total .66 acres
of the impact while the shopping center alone could be constructed with .32
acres of impact or less. The remaining wetlands upstream of the bank can be
utilized to reduce storm flow intensities and protect the stream on the down
stream side of Hwy. 55 (see attached map). The developer and designer have
revised the storm drainage system for the Shopping Center so that all
stormwater discharges upstream of the proposed bank into the existing wetland
area. The client proposes to restrict this outlet and construct an overflow
structure that would allow water to pond prior to overtopping the overflow
structure. Detailed designs for this will be submitted to DEM for approval once
we have an opinion whether this proposal is acceptable.
We previously discussed this project with John Dorney and were considering
construction of a stormwater pond below Hwy. 55 to offset water quality
impacts. However, after further study the engineer concluded the pond could
not be constructed on the undeveloped land in the subdivision down stream
without flooding previously developed parcels. After examining other potential
means of protecting water quality S&EC determined the best alternative to be
the proposed "Green pond". The upland adjacent to the wetland on south will
be placed in a "conversation easement' to provide a upland buffer to the
wetland (disregard grading lines in this area, they represent an attempt to

MAR 3 1995

Soil/Site Evaluation ¦ Mapping and Physical Analysis ¦ Wetlands Mapping and Mitigation ¦ Environmental Audits
On-Site Waste Treatment Systems, Evaluation and Design
design and route stormwater to a pond in this area but it was determined to be
boo small and not feasible from a gravity flow standpoint). If the bank is
allowed to be constructed as shown the sewer line that is shown to cross the
wetland will be moved to the toe of fill behind the bank, further minimizing
impacts.
The developer is rerouting the storm and sanitary sewer at significant expense to
accomplish the scenario described above. If the bank was not constructed as
shown the wetland impacts due to the shopping center would be less than 1/3
acre and stormwater would be discharged at the down stream end of the
wetland adjacent to Hwy. 55 and the sewerline would be constructed as shown
(bisecting the wetland).
Please call if you have questions or require further information. We will be glad
to meet you on-site if you wish.
Sincerely,
?L- v-- L
Kevin C. Martin,
President
cc: (with enclosures) David Franklin (Wilmington Corps)
Danny Smith (DEM Raleigh Regional office)
KCM/jmb
DEM ID: ACTION ID: _
Nationwide Permit Requested (Provide Nationwide Permit #):
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER
CORPS OF ENGINEERS
DEPARTMENT OF THE ARMY
P.O. Box 1890
Wilmington, NC 28402-1890
ATTN: CESAW-CO-E
Telephone [phone]
WATER QUALITY PLANNING
DIVISION OF ENVIRONMENTAL MANAGEMENT
NC DEPARTMENT OF ENVIRONMENT, HEALTH
AND NATURAL RESOURCES
P.O. BOX 29535
Raleigh, NC 27626-0535
ATTN: MR. JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF
ENGINEERS. SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL
MANAGEMENT. PLEASE PRINT.
1. Owners Name: R James earner
2. Owners Address: 6200 Falls of the Neuse Rd., Ste. 102 Raleigh, NC 27609
3. Owners Phone Number (Home):
(Work): 919,/ 8-7 8- 7 753
4. If Applicable: Agent's name or responsible corporate official, address, phone number.
Soil and Environmental Consultants, Inc.
244 W. Millbrook Rd., Raleigh, NC 27609
919.1846-5900
5. Location of work (MUST ATTACH MAP). County: Wake County, NC
Nearest Town or City: Holly Springs, NC
Specific Location (Include road numbers, landmarks, etc.): W e s t n f NC 9q and north o f NC
SR 1152 as per attached Apex, NC USGS Topo Quad
6. Name of Closest Stream/River: Little Branch
7. River Basin: Cape Fear River
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WSI, or WS II?
YES ( ) NO (311)
9. Have any Section 404 permits been previously requested for use on this property?
YES ( ) NO ( X) If yes, explain.
10. Estimated total number of acres of waters of the U.S. including wetlands, located on project site:
2 to 3 acre
11. Number of acres of waters of the U.S. including wetlands, impacted Nb a proposed project
Filled:
Drained:
Flooded:
Excavated:
Total Impacted: 0.98
12 Description of proposed work (Attach PLANS-8 1/2" X 11" drawings only): Cons . ruc-t i on
of proposed shopping center.
13. Purpose of proposed work. Allowable reasonable utilization of uplands
with minimal wetland impacts for Shopping Center.
14. State reasons why the applicant believes that this activity must be carried out in wetlands. Also,
note measures taken to minimize wetland impacts. See attached letter from S & E C .
15. Youere required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine
Fisheries Service (NMFS) regarding the presence or any Federally listed or proposed for listing
endangered or threatened species or critical habitat in the permit area that may be affected by the
proposed project Have you done so? YES ?, ) NO ( )
RESPONSES FROM THE USFWS AND/OR NMFS SHOULD BE FORWARDED TO CORPS.
16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence
of historic properties in the permit area which may be affected by the proposed project? Have you done
so? YES ( X) , NO ( )
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS.
17. Additional information required by DEM:
A. Wetland delineation map showing all wetlands, streams, and lakes on the property.
B. If available, representative photograph of wetlands to be impacted by project
C. If delineation was performed by a consultant, include all data sheets relevant to the
placement of delineation line.
D. If a stormwater management plan is required for this project, attach copy.
E. What island use of surrounding property? Aaricultural/Residential/ Commercial
Y
F. If applicable, what is proposed method of sewage disposal? Sanitary s P w P r
Agent's Signature Date
r
02/27/1995 09:59
02/27/95 12:03
9198469467
TO BE COMPLETED BY CURREN'T' PROPERTY OWNER
- NO EXCEPTIONS -
Name.
Addres
Address
Phone:
Project Name/Descrip
Date: d /,;z The Department of the Army
U.S. Army Corps of Engineers
Wilmingto:l District
PO Box 1690
Wilmington, NC 28402
Attn: Q (+
Field Office: LL?
Re: Wetlands Related Consultii* and Permitting
To Whom It May 'Concern:
760Y
PAGE 02
I, the current RKRpgowner, We'by designate and authorize Soil and Environmental
Consultants, Ina. to act in my behalf as my Agent in the processing of permit
Appltcatioons, to furnish upon request supplemental information in support of
applications, etc. from this day forward. This the --,A--7T" day of ---j?k gig f 99?s/
This notification supersedes cozy previous correspondence concerning the agent for this
project.
-LZI?C- V 4aRVr-R - "
Px? Owners Name:
cc: Mr. John Dorrwy
N.C. Department of RH do NR
Division of Env. Mgt,
Water Quality Planning
4401 Reedy Creek Road:
Raleigh, NC 27607
X 1 919 8762151 PRTE INSURANCE P.02
4 U"eh AA 0
O
wners Signature:
Mr. Kevin C. Martin
Soil and Environmental Consultants, Inc.
HOAAy S?RlNc S N, 4C .
i
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F
eltonville', l30 ???
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--? \\\? 1\ 1 rr?/ ?Q3 /I 1115 c O/ / \\ _ ?`\?\ -17 ----------- \
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440 -•
1114
n i i l

Shopping Center for James Garner
March 24, 1995
This project proposes to build both a shopping center and a bank
for a total of 0.98 acres of impact.
Kevin Martin explained that if the bank's impacts were not
included, only 0.32 acres of wetlands would be filled and no
stormwater controls would be implemented (direct pipe to creek).
Conversely, Kevin Martin has offered to build stormwater pond (wet
retention basin) upstream of the bank, if the bank's impacts are
included.
It should be required that S&EC submit plans and specification
explaining how they proposed to build this stormwater pond.
After review of these plans, if you are not confident that this
design can handle the basin's drainage, I recommend that Mr. Garner
avoid impacts associated with the bank. This is particularly
important due to areas upstream are becoming increasing urbanized
(approaching 30% impervious). Also important that who ever owns
the bank be responsible for maintenance of this detention basin
(this should also be spelled out in the 401 Certification).
If You have any questions please call.
&aAv? ? n
WD Cr( it OV

I?A? - 5 1
I j"It- IT