SW8011117_COMPLIANCE_20040114

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW��I 1
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
WYYMMDD

OF WArFR Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
A G North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E.,Director
p -1� Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
January 14, 2004
Mr. Pat Hall, Pastor
Free Will Baptist Church
913 Dickens Drive
Wilmington, NC 28405
NOTICE OF INSPECTION:
Free Will Baptist Church
Stormwater Project No. SW8 011117
New Hanover County
Dear Pastor Hall:
Please find attached a copy of the completed form entitled "Stormwater Compliance
Inspection Report". The report summarizes the findings of a recent inspection of the
project's stormwater controls conducted on January 12, 2004 to determine compliance
with Stormwater Permit Number SW8 011117 issued on May 9, 2002.
A summary of the findings and comments are noted under Section 4 of the report.
Please inform this Office in writing before February 15, 2004 of the specific actions that
will be undertaken and the time frame required to correct the deficiencies. Failure to
provide the requested information, when required, may initiate enforcement action. If
you have any questions please contact me at the Wilmington Regional Office, telephone
number [phone].
Sincerely,
/J. 7 //-. a > - -, �,
Gary Beecher
Environmental Technician
RSSlghb: S:IWQSISTORMWATIINSPECT1011117.Jan04
CC" Wilmington Regional Office
Gary Beecher
Beth Wetherill ( New Hanover County }
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
�i
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] aNC1)EN-R

STORMWATER COMPLIANCE INSPECTION REPORT
Project Name: Free Will Baptist Church
Project Number: 011117 Control Measure: Wet Detention Pond
Water Body: Cape Fear Classification: "SA"
P1 AND Ko LLJ T
Directions to site: ,
2. Inspection Date: January 12, 2004
Weather Conditions: Cold and Dry
3. Compliance Issues:
Y N
❑ ❑ The drainage area (including offsite) and built -upon area to the permitted
system are per the approved plan. No unpermitted offsite drainage enters
the system.
❑ ❑ All the built -upon area associated with the project is graded such that the
runoff drains to the system.
❑ ❑ For ponds/infiltration, the outlet/bypass structure relative elevations are
per the approved plan. (Must be verified via as -built survey if in question).
❑ ❑ The inlets and outlet structure are located per the approved plans and do
not cause short-circuiting.
❑ ❑ A trash rack is provided over the outlet weir and orifice.
❑ ❑ All slopes are grassed with permanent vegetation and are not eroding.
❑ ❑ Vegetated slopes are no steeper than 3:1.
❑ ❑ The approximate amount of permitted surface area has been provided.
(Must be verified via as -built survey or designer's certification.)
❑ ❑ Required drawdown devices are correctly sized per the approved plans.
All required design depths are provided.
❑ ❑ All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
❑ ❑ The designer's certification has been submitted.
❑ ❑ The required deed restrictions are correctly recorded and submitted.
❑ ❑ The number of lots or outparcels is per the permitted amount.
❑ ❑ The built -upon area on the lots or outparcels does not appear to exceed
the maximum amount (must be verified via as -built survey if in question)
❑ ❑ Curb outlet swales are constructed, located properly, are 100' long and
have dense vegetated cover.
❑ ❑ The road, cul-de-sac, parking lot and sidewalk widths are per the
approved plan.
❑ X Required maintenance is being performed.
❑ ❑ Outparcels have their own offsite permit.
❑ ❑ For low density projects, roadside swales are 3:1, vegetated and stable.
❑ ❑ For low density projects, there are no unpermitted pipes on the project.

4. Required Actions: (Explain each deficiency and what needs to be done to bring
the system back into compliance)
(a) The Pond looks pretty good, there are a few spots that could use more grass. I
noticed two large piles of dirt beside the pond. Every time it rains sediment
flows off these piles and into the pond. These piles need to be removed ASAP
before they cause problems to the pond system, and increase the turbidity of
the pond.
Inspector: Gary Beecher
Water Quality/Wilmington Regional Officel(910) 395-3900 Ext 222
RSSlghb: S:1WQSISTORMWATIINSPECT1011117.Jan04

OVER
G
Op NORZNpP
Beth Easley Wetherill, CPESC
Soil Erosion Specialist
Project Grading Permit #: 0 -
SW B b 1111'-f
New Hanover County
Engineering Department
414 Chestnut Street I
Wilmington, North Carolina
[phone]
SEDIMENTATION INSPECTION REPORT
Project: ^ .�9 e� � � t C' r•e �._ _ Project Location: PUyU-G.-e'V.-.[ �4ig
Persons) Financially Responsible tie z l:C- �4 C�✓L c.c�.e
Address:2L x J
1. Pictures: Yes # Weather &Soil Conditions:
2. is site currently under Notice of Violation: Yes
3. Is the site in compliance with NHC Soil Erosion & Sedimentation Control Ordinance? Yes l�. Circle violations be
4. Violations: (Circle letter)
(A) No approved plan. (B) Failure to follow approved plan. (C) Failure to submit revised plan.
QD Failure to provide adequate ground cover. (E) Insufficient measures to retain sediment on site.
(F) Failure to take all reasonable measures. (G) Inadequate buffer zone. (H) raded slopes & fills too steep.
(1) Unprotected exposed slopes. (j) Failure to maintain erosion control measures. UNPDES Problems Y�Oi
(L) Other (describe)
S. Has off -site sedimentation occurred since last inspection? Yes � Degree: Slight Moderate Severe
b. Contact made with Title:
Inspection report given/sent ,---�o m 19an�
7. Inspection Report sent to person(s) responsible:
8. Corrective Actions Needed:
W,
Date sent
11 itte 1.,0"'. n'sA.4elI.YJ. PA n ..A.t�nr.nL. AO.4•.•A-A f ....
*41 Rowd, AA&k .
Report By:� �wt �^�s� �Y Date: 12— 23 f V 3 Others present:
$ elA wt4',.� c l
Time to Comply:

Compliance Inspection Report
Permit: SW8011117 Effective: 05/09/02 Expiration: 05/09/16 Owner: Free Will Baptist Church
Project: Cape Fear Free Will Baptist Church
County: New Hanover
Holly Tree Extention
Region: Wilmington
Wilmington NC 28405
Contact Person: Pat Hail Title: Pastor Phone: [phone]
Directions to Project:
From US761NC132 intersection, South on NC 132 to Holly Tree Rd„ right on Holly Tree to Pine Grove Drive, Property on right.
Type of Project: State Stormwater - HD - Infiltration
Drain Areas: 1 - (Hewletts Creek) (03-06-24 ) ( S&HQW)
On -Site Representative(s):
Related Permits:
Inspection Hate: 05117/2012 Entry Time: 04:15 PM
Primary Inspector: Alida R Lewis
Secondary Inspector(s):
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: Q Compliant ■ Not Compliant
Question Areas:
M State Stormwater
(See attachment summary)
boo 2oJ2 /t-_ GU S-7
Exit Time: 04:25 PM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SW8011117 Owner - Project: Free Will Baptist Church
Inspection Date; 05/17/2012 Inspection Type: Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
The following deficiencies were identifed during the inspection:
1. The required Designer's Certification has not been submitted, despite several requests
2. It appears that the basin may need maintenance to restore the infiltration capacity.
3. You have failed to respond to requests for information made by the Division.
Please provide the following items in order to bring the project into compliance:
1. Submit the required Designer's Certification.
2. Perform the necessary maintenance to restore the pond's infiltration capacity.
3. Provide responses to the Division within the stipulated time frames.
4. ►it-tare-per�al-a{sp4isat+ee -Ff �+oc� r►et-pert-rlF►ey be eitec}-fer�ertiora_af a treairaet it-system�Yittic3ia
Page: 2

Permit: SW8011117 Owner - Project: Free Will Baptist Church
Inspection Date: 05/17/2012 Inspection Type: Compliance Evaluation Reason for Visit: Routine
File Review Yes No NA NE
Is the permit active?
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
Comment: 1. The Designer's Certification has not been submitted.
CW Moncurac
Are the SW measures constructed as per the approved plans?
Are the inlets located per the approved plans?
Are the outlet structures located per the approved plans?
Comment:
Operation and Maintenance
Are the SW measures being maintained and operated as per the permit requirements?
Yes No NA NE
■ ❑ ❑ ❑
■❑❑❑
■ ❑ ❑ ❑
v__ M_ Me Mc
❑ ■ ❑ ❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ ❑ ❑ Cl ■
upon request?
Comment: 2. After months of dry weather, a few inches of recent rain has resulted in a
relatively full infiltration basin. Previous inspections and NOV's all pointed to problems
with the infiltration basin not infiltrating within the maximum -allowed 5 days.
Other Permit Conditions Yes No NA NE
Is the site compliant with other conditions of the permit? ❑ ■ ❑ ❑
Com t: '-he p Mit exp�l ed on �J, 201 f7raai d ha At be�e1Vi ren ed glette
re esti{hat th enewal j5plicati be submr�titted wa sent t on gus 20 in
rderp allow t church�-ienty� me to g9k ren al ap Icatio�ubi ltted 0
days/before a permit- �xpired.
De J,0# e,d s_ {,%3.- 12
PC(-M f P<�s,cn qra-4CJ `b 5--9r 201(0
Page: 3

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER: 011117
PROJECT NAME:
Free Will Baptist
DRAINAGE BASIN:
Cape Fear
RECEIVING STREAM:
Pages Creek
Index No.:
18-87-22
SITE AREA 2.81 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE AREAS
OTHER
TOTAL
% IMPERVIOUS, I=
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
FILENAME: S:IWQSIINBASIN1011117.WK1
DATE: 19-Apr-2002
REVIEWER: L. Lewis
CLASS: SA
If ORW, is site within the 575' AEC?
DRAINAGE AREA:
FEET MSL
SF
6 INCHES/HOUR
or 0.0001 FPS
Elev. (ft)
Area, sq ft
Inc. Volume
Ace. Volume
BOTTOM 10
3718
11
4608
4163
4163
12
5555
5081.5
9244.5
TOP 13
6558
6056.5
15301
VOLUME 1 DEPTH I DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
STORAGE MET AT ELEVATION
TOTAL VOLUME AVAILABLE
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM
Intensity, i = .33 inches 1 hour
Qr=CiA=
Op through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event =
5a49 CUBIC FEET
FMSL
:'5301 CUBIC FEET
8:2. HOURS MUST BE <120
0.12 CFS
0.52 CFS Must be > Or
1401.78 CF < 15301 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.
rec,resfo-J � ExceI C3,1 5riF-2012.

q0�
W A rF9QG
Mr. Pat Hall, Pastor
Free Will Baptist Church
913 Dickens Drive
Wilmington, NC 28405
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
March 17, 2004
NOTICE OF INSPECTION:
Free Will Baptist Church
Stormwater Project No. SW8 011117
New Hanover County
Dear Pastor Hall:
Alan W. Klimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Please find attached a copy of the completed form entitled "Stormwater Compliance
Inspection Report". The report summarizes the findings bf a recent inspection of the
project's stormwater controls conducted on March 17, 2004 to determine compliance
with Stormwater Permit Number SW8 011117 issued on May 9, 2002.
A summary of the findings and comments are noted under Section 4 of the report.
Please inform this Office in writing before April 19, 2004 of the specific actions that will
be undertaken and the time frame required to correct the deficiencies. Failure to provide
the requested information, when required, may initiate enforcement action. If you have
any questions please contact me at the Wilmington Regional Office, telephone number
[phone].
Sincerely,
Rhonda Hall
Environmental Engineer
RSSlrbh: S:IWQSISTORMWATIINSPECT1011117.Mar04
cc: Wilmington Regional Office
Rhonda Hall
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service `A'
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NCDENR

STORMWATER COMPLIANCE INSPECTION REPORT
Project Name: Free Will Baptist Church
Project Number: 011117 Control Measure: Infiltration Basin
Water Body: Cape Fear Classification: "SA"
Directions to site: Pine Grove I Holly Tree
2. Inspection Date: March 17, 2004
Weather Conditions: Dry and Cool
3. Compliance Issues:
Y N
❑ ❑ The drainage area (including offsite) and built -upon area to the permitted
system are per the approved plan. No unpermitted offsite drainage enters
the system.
❑ ❑ All the built -upon area associated with the project is graded such that the
runoff drains to the system.
❑ ❑ For ponds/infiltration, the outlet/bypass structure relative elevations are
per the approved plan. (Must be verified via as -built survey if in question).
❑ ❑ The inlets and outlet structure are located per the approved plans and do
not cause short-circuiting.
❑ ❑ A trash rack is provided over the outlet weir and orifice.
❑ ❑ All slopes are grassed with permanent vegetation and are not eroding.
❑ ❑ Vegetated slopes are no steeper than 3:1.
❑ ❑ The approximate amount of permitted surface area has been provided.
(Must be verified via as -built survey or designer's certification.)
❑ ❑ Required drawdown devices are correctly sized per the approved plans.
❑ ® Required drawn down time of five days appears to be met.
❑ ❑ All required design depths are provided.
❑ ❑ All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
❑ The designer's certification has been submitted.
❑ ❑ The required deed restrictions are correctly recorded and submitted.
❑ ❑ The number of lots or outparcels is per the permitted amount.
❑ ❑ The built -upon area on the lots or outparcels does not appearto exceed
the maximum amount (must be ve(ffled via as -built survey if in question)
❑ ❑ Curb outlet swales are constructed, located properly, are 100' long and
have dense vegetated cover.
❑ ❑ The road, cul-de-sac, parking lot and sidewalk widths are per the
approved plan.
❑ ❑ Required maintenance is being performed.
❑ ❑ Outparcels have their own offsite permit.
❑ ❑ For low density projects, roadside swales are 3:1, vegetated and stable.
❑ ❑ For low density projects, there are no unpermitted pipes on the project.
E

4: Required Actions: (Explain each deficiency and what needs to be done to bring
the system back into compliance)
(a) The water level in the infiltration basin was above the proposed bottom
elevation. The system does not appear to be drawing down the design storage
volume to the proposed bottom elevation under seasonal high water
conditions within five days. To bring the system back into compliance this
draw down issue needs to be addressed.
(b) This office has not received a certification from an appropriate designer for the
system installed certifying that the permitted facility has been installed in
accordance with this permit, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. To bring the system back
into compliance a certification of the system from an appropriate designer
must be submitted to this office.
Inspector: Rhonda Hall G��
Water Quality/Wilmington Regional Office/[phone] Ext 209
RSS/rbh: S:IWQSISTORMWATIINSPECT1011117.Mar04
3

c
NCDENR
STORMWATER
MANAGEMENT
FREE WIi,L BAPTIST RECEIVED
APR 3o:wt
CHURCH
N O VEMB ER 7, 2001
REVISED
MARCH 12, 2002
1Z-I-- VISI�-;D
APRIL 30, 2002
PROJ # S(A) dDWQ ! � I � `f�
�O .•F�55��•C��
�o ti
SEAL �
203
OWNER: FR:I-E WILL BA13TIST CI I URCH ti fiEN ct��;
913 DICI E='NS DRIVIJ s
WILMING"TON, NC 28405
-'E
STRO UD ENGINEERING, P.A.
102 SUITE D CINEMA DRIVE
WILMINGTON, N.C. 28403
[phone]
File f.\masrcr\pw-180\storiz-icovcr

I
PROJECT: FREE WILL BAPTIST CHURCH
PROJECT #: PW-180
DATE: 04/30/02
NCDENR STORMWATER CALCULATIONS
TOTAL AREA (AC) = 2.81
PROPOSED IMPERV AREA (AC)= 0.96
% IMPER AREA = 0.340
PROPOSED PERVIOUS AREA (AC)= 1.85
% PERVIOUS = 0.660
STATE REQUIRED STORAGE FOR 1ST 1.5 IN OF RAINFALL
RUNOFF = 0.05 + 0.009 X %IMPERV =
RUNOFF = 0,356130702
REQUIRED VOLUME = 1.5 IN'X RUNOFF X AREA X 43560 SF/AC/12 IN/HR
VOLUME (CF) = 1 5449
STATE REQUIRED SURFACE AREA
90 % TSS REMOVAL
4FT DEEP POND, 34% IMPERVIOUS
SA/DA = 3.02
SURFACE AREA (SF) =SA/DA X AREA X 43560/100 13697
RUN-OFF COEFFICIENT "C"
IMPERVIOUS = 0.95
PERVIOUS = 0.25
USE PREDEVELOPMENT C = 0.25
PROPOSED COMPOSITE "C" _ .95 X .34 + .25 X .66 = 0.49
INTENSITY W/ 5 MIN TIME OF CONCENTRATION (IN/HR) _
10 YR INTENSITY(IN/HR)= 7.23
50 YR 1NTENSITY(IN/HR)= 8.87
10 YR. PREDEVELOPMENT FLOW Q = CIA
Qpre(CFS) = 5.08
C = 0.25
1 = 7.23 IN/HR
A = AREA(AC) :2.81
10 YR. POST DEVELOPMENT FLOW Q = CIA
Qpost(CFS) 1 9.92 IC
= 0.49
1 = 7.23.IN/HR
A = AREA(AC) : 2.81
50 YR. PREDEVELOPMENT FLOW Q = CIA
Qpre(CFS) = 6.23
C = 0.25
1 = 8.87 IN/HR
A=3.24AC 2.81
50 YR. POST DEVELOPMENT FLOW Q = CIA
Qpost(CFS) = 12.17
C = 0.49
1 = 8.87 IN/HR
A = AREA(AC) =2.81

e
PROJECT:
PROJECT #:
DATE:
SOIL AS GIVEN BY THE NEW HANOVER COUNTY SOIL SURVEY
KALMIA
HYDROLIC GROUP "B"
CURVE NUMBER
IMPERVIOUS = 98
URBAN OPEN SPACE (>75% GRASS) = 61
COMPOSITE CURVE NUMBER (CN) = 98 X (.34) + 61 X (.66) _
S = (10001CN) -10 = 3.590
PRECIPITATION 10 YR 6 HOUR STORM (IN) = 4.82
PRECIPITATION 50 YR 6 HOUR STORM (IN) = 6.40
10 YR RUNOFF =(P - .2S)^21(P + .8S) = 2.19
50 YR RUNOFF =(P - .2S)^2/(P + .8S) = 3.48
i
TIME TO PEAK (Tp) (MIN) _ (43.5 X AREA X RUNOFF)/POST Q
10 YR Tp (MIN) = 26.97
50 YR Tp (MIN) _ '34.99
POND VOLUMES ABOVE PERMANENT POOL
ELEV. SA POND VOL POND SUM VOL
(FT) (SF) (CF) (CF)
10 3718 0
11 4608 4163 4163
12 5555 5081.5 9244.5
13 6558 6056.5 15301
STATE REQUIRED STORAGE (CF) = 5449
ADDITIONAL HEIGHT FOR STATE STORAGE (FT) = 1.25
STATE STORAGE ELEVATION (FT) = 11.25
10 YR STORM STAGE (FT)= 1.54
10 YR STORM POND ELEVATION 111.54
50 YR STORM STAGE(FROM ROUTIN%2.14
50 YR STORM POND ELEVATION = 112.14
FREE WILL BAPTIST CHURCH
PW-180
04/30/02
73.59

I
DRAWDOWN TIME (2-5 DAY)
TOTAL STORAGE (CF)
5449
PROJECT: FREE WILL BAPTIST CHURCH
PROJECT* PW-180
DATE: 04/30/02
INFILTRATION RATE = 6 INIHR = 0.00013889 FPS
FOR BOTTOM AREA OF 3718 SF (CFS) = 0.51639302
DRAWDOWN TIME = STORAGE/INFILTRATION RATE (DAY;
ENERGY DI; FROM 50 YR PIPE DESIGN SHEET, VELOCITY = 3.94 FPS
ZONE 1 CLASS A APRON MATERIAL
LENGTH = 4 X DIAMETER = 4 X 2' = 8'
WIDTH = 3 X DIAMETER = 3 X 2'= 6'
OUTFALL APRON TO BE 6' WIDE X 8' LONG X 12" THICK
0.1221292

Project: FREEWILL BAPTIST CHURCH
Protect Number: PW-180
Date: APRIL 30, 2002
10 YR STORM ROUTING
Pond Inflow
j! Q p = 9.92 cfs
Tp = 26.97 min
2.697
0,242516
5.394
0.946347
8.091
2.0426681
3.4242711
4.956051
6,4882161 12
7,8709391
8.9690061 10
9,6750381
9.9199941 8
9.6799181
8.978289i ; 6
7.9440821 c
6.9756621 4
6.1252971
5.3785951 2
4.722921 0
10.788
13.485
16.182
18.879
21,576
24.273
26.97
29.667
32.364
35.061
37.758
40.455
43.152
45.849
48.546
4.1479751
0
51.243
3.6416151
53.94
3.1976861
56.637
2.8078731
59,334
2,46558
62.031
2.165015
64.728
1.90109
67.425
1.669338
70.122
1.465838
72.819
1.287146
75.516
1.130237
78,2131
0.992456
80.911
0,871471
Inflow (cfs)
t:.e
f Y a + V P
20 40 60 80 100
time (minute)
•Inflow (cfs)

Project: FREE WILL BAPTIST CHURCH
Project Number: PW-180
Date: APRIL 30, 2002
10 YR STORM ROUTING
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Stage
S
z
10
3718
0
0
0
0
0
11
4608
4163
4163
1
4163
1
12
5555
5082
9245
2
9245
2
13
6558
6057
15301
3
15301
3
Ks = 10517.30587
b = 0.341245143
STAGE -STORAGE CURVE
3.5
� ���t��
�. J� E F J{;S �6 145� � y c t� `"���� r� �y�
� T +�4'�•4«
...
2.5
3�� 1 E -• fl 1 5' 1 Y 4- � g��� � �
LL
�
�K
� STORAGE
1.5
.' x
,
Poly. (STORAGE)
a
: ;.
e f}Y 0.0002x
0.5
= 4E-09x2�+ + 4.006..,"
� R2 = 0,9999
0
t
0 5000 10000 15000 20000
STORAGE (CF)

Project: FREE WILL BAPTIST CHURCH
Project Number: PW-180
Date: APRIL 30, 2002
10 YR STORM ROUTING
tNFlLTRATION RATE 0.5164 CFS
TIME
INFLOW
STORAGE
STAGE iOUTFLOVV
ELEV
0
0
0.00
0.00
0.0000
10.00
2.697
0.242516
-44.32
0.00
0.5164
10.00
5.394
0,946347
-44.32
0.00
0.5164
10.00
8.091
2.042668
25.26
0.01
0.5164
10.01
10.788
3.424271
202.66
0.05
0.5164
10.05
13.485
4.95605
495,81
0.101
0.5164
10.10
16.182
6.488216
921.09
0.191
0.5164
10.19
18.879
7,870939
1462,17
0.29
0.5164
10.29
21.576
8.969006
2111,20
0.41
0.5164
10.41
24,273
9.675038
2829.97
0.54
0.5164
10.54
26.97
9.919994
3593.26
0.67
0.5164
10.67
29.667
9.679918
4351.67
0.80
0.5164
10.80
32.364
8.978289
5076.10
0.92
0.5164
10.92
35.061
7.944082
5720.971
1.02
0.5164
11.02
37.758
6.975662
6278.05
1.10
0,5164
11.10
40.455
6.125297
6766.21
1.t8
0.5164
11.18
43.152
5.378595
7185.68
1.24
0.5164
11.24
45.849
4.72292
7553.01
1.29
0.5164
11.29
48.546
4.147175
7866.38
1.33
0.5164
11.33
51.243
3,641615
8140.54
1.371
0.5164
11.37
53.94
3,197686
8372.10
1.40
0.5164
11.40
56.6371
2,8078731
8574.43
1.43
0,5164
11.43
59.334
2.46558
8742.91
1.45
0.5164
11,45
62.031
2.165015
8889,85
1,47
0.5164
11.47
64.728
1.90109
9009.69
1.48
0.5164
11.48
67.425
1.669338
9113.92
1.50
0.5164
11,50
70.122
1.465838
9196.26
1.51
0.5164
11.51
72.819
1.287146
9267.56
1.52
0.5164
11.52
75.5161
1,130237
9320.99
1.52
0.5164
11.52
78.213
0.992456
9366.89
1.53
0.5164
11.53
80.91
0.871471
9398.02
1.53
0.5164
11.53
83.607
0.765235
9424.35
1.54
0.5164
11.54
86.304
0.671949
9438.29
1.54
0.5164
11.54
89.001
0.590035
9449.53
1.54
0.5164
11.54
91.698
0,518107
9450,21
1.54
0.5164
11.54
94.395
0,454948
9449,80
1.54
0.5164
11.54
97.092
0.399488
9440.27
1.541
0.5164
11.54
99.789
0.350788
9430.89
1.541
0.5164
11.54
102.486
0.308025
9413.47
1.531
0,5164
11.53
105.183
0.270476
9397.17
1.531
0.5164
11.53
107.88
0.237504
9373.68
1.531
0.5164
11,53
110.577
0.208551
9352.04
1.53
0.5164
11.53
113.274
0.183127
9323.86
1.52
0.5164
11.52
115.971
0.160803
9298,11
1.52
0.5164
11.52
118,668
0,141201
9266.32
1.52
0.5164
11.52
121,365
0.123988
9237.40
1.51
0.5164
11.51
124.062
0,108873
9202.82
1.51
0.5164
11.51
126,759
0.095601
9171.45
1.50
0.5164
11.50
129,456
0.083947
9134.73
1.50
0.5164
11.50
132.153
0.073713
9101.48
1.49
0.5164
11.49
134.85
0.064727
9063.09
1.49
0.5164
11.49
137.547
0.056837
9028.39
1,49
0.5164
11:49
140.2441
0.049905
8988.731
1.481
0.5164
11.48
142,9411
0,0438241
8952,901
1.48J
0.5164
11.4$

12
10
� B
iL
U
6
Q
u- 4
2
0
0
INFLOW VS OUTFLOW
L�OEIE]13EI0�1.EiClQC]t3Gt3t]©E3DDF3E7R00130a r
20 40 60 80 100
TIME (MIN)
♦ INFLOW
p OUTFLOW

Project: FREE WILL BAPTIST CHURCH
Project Number: PW-180
Date: APRIL 30, 2002
50 YR STORM ROUT:NG
Pond Inflow
Q p = 12.17 cfs
Tp = 34.99 min
ne (min)
Inflow cfs)
0
0.297522
1.160993
2.5059751
4.2009451
6,0801541
7.9598371
9.6561831
11.003311
11.869481
12,169991
11.875461
11.01471
9.7459151
8.5578441
7.5146031
6.5985391
5,7941471
14.
12
10
V 8
2 6
4
2
0
0
3.499
6.998
10.497
13,996
17.495
20.994
24.493
27,992
31.491
34.99
38.489
41.988
45.487
48.986
52.485
55.984
59.483
62.982 5.0878141
66.481 4.4675861 0
69,98 3.9229671
73.479 3.4447391
76.978 3,02481
80.477 2,656072
83,976 2.332284
87.475 2.047968
90.974 1.798312
94.473 1.579089
97.972 1.386591
101.471 1.217559
104,97 1.069133
Inflow (cfs)
ti
i
4,
t .kax
c
Y
20 40 60 80 100 120
time (minute)
Li Inflaw {cfs)

Project: FREE WILL BAPTIST CHURCH
Project Number: PW-180
Date: APRIL 30, 2002
50 YR STORM ROUTING
ELEV.
Surface Area
Inc. Volume
Acc. Vol.
Stage
S
Z
10
3718
0
0
0
0
0
11
4608
4163
4163
1
4163
1
12
5555
50821
9245
2
9245
2
13
6558
6057
15301
3
15301
3
Ks = 10517.30587
b = 0.341245143
3.5
3
2.5
L 2
w
a 1.5
H
N 1
0.5
0
STAGE -STORAGE CURVE
Al
6 � k
{ y = -4E 09X2 + 0 0002x + 0 006 '
r . 1 -'1 RZ = 0.9999 r ;
0 5000 10000 15000
STORAGE (CF)
20000
• STORAGE
_Poly, (STORAGE)

Project: FREE WILL BAPTIST CHURCH
Project Number: PW-180
Date: APRIL 30, 2002
50 YR STORM ROUTING
TIME
INFLOW
STORAGE ISTAGE JOUTFLOVV
ELEV.
0
0
0.00
0.01
0.0000
10.01
3.499
0.297522
-45.95
0.00
0.5164
10.00
6.998
1.160993
-45.95
0.00
0.5164
10,00
10.497
2.505975
89.37
0.02
0.5164
10"02
13.996
4.200945
371.74
0.08
0.5164
10.08
17.495
6.080154
862.91
0,18
0.5164
10.18
20.994
7,959837
1539.79
0.30
0.5164
10.30
24.493
9.656183
2425.58
0.47
0.5164
10.47
27.992
11.00331
3458.60
0.65
0.5164
10.65
31.491
11.86948
4627.20
0.85
0.5164
10.85
34.99
12.16999
5842.07
1.04
0.5164
11.04
38.489
11,87546
7073,76
1.22
0.5164
11.22
41.988
11.0147
8226.79
1.38
0,5164
11.38
45.487
9.745915
9277.77
1.52
0.5164
11,52
48.986
8.557844
10164,43
1.63
0.5164
11,63
52.485
7.514603
10965.99
1.72
0.5164
11,72
55.984
6.598539
11633.64
1.79
0.5164
11.79
59.483
5,794147
12242,88
1.86
0.5164
11.86
62.982
5.087814
12741.65
1.90
0.5164
11.90
66.481
4.467586
13202.60
1.95
0.5164
11.95
69,98
3.922967
13571.16
1.98
0.5164
11.98
73.479
3.444739
13917.77
2.01
0.5164
12.01
76.978
3.02481
14185.93
2.04
0.5164
12.04
80.477
2,656072
14444.39
2.06
0.5164
12.06
83.976
2.332284
14635.14
2.08
0.5164
12.08
87.475
2.047968
14825.62
2.09
0.5164
12.09
90.974
1.798312
14956.67
2.10
0.5164
12.10
94,473
1.579089
15094.74
2.11
0.5164
12.11
97.972
1.386591
15179.77
2.12
0.5164
12.12
101.471
1.217559
15277,43
2.13
0.5164
12,13
104.97
1,069133
15326.98
2A 3
0.5164
12,13
108,469
0.938801
15393,47
2.14
0.5164
12.14
111.968
0.824357
15415.65
2.14
0.5164
12.14
115.4671
0.723864
15458.12
2.14
0.5164
12.14
118.966
0.635622
15459.21
2.14
0.5164
12.14
122.465
0.558136
15483.15
2.14
0.5164
12.14
125.964
0,490097
15467.97
2,14
0.5164
12.14
129,463
0.430352
15477.63
2.14
0.5164
12.14
132.962
0.37789
15449.91
2.14
0.5164
12.14
136,461
0.331824
15448.55
2A4
0.5164
12.14
139.96
0.291373
15411.16
2.14
0.5164
12.14
143.459
0.255853
15401.31
2,14
0.5164
12.14
146.958
0.224663
15356.46
2.13
0.5164
12.13
150.457
0.197276
15340.06
2.13
0.5164
12.13
153.956
0.173227
15289.46
2.13
0.5164
12.13
157.455
6.15211
15268.02
2.13
0.5164
12.13
160.954
0.133567
15212.98
2,12
0.5164
12.12
164.453
0.117285
15187.64
2.12
0,5164
12,12
167.952
0,102987
15129.19
2.12
0.5164
12,12
171.451
0,090432
15100.85
2.11
0.5164
12.11
174.95
0.079408
15039.76
2.11
0.5164
12.11
178,449
0.069728
15009.11
2.11
0.5164
12.11
181.948
0.061228
14945.99
2.10
0.5164
12.10
185.447
0.053764
14913,55
2.10
0.5164
77T2.10

14
12
10
LL
LL p
U V
p 6
J
LL
4
2
0
INFLOW VS OUTFLOW
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13o0013Qo®t30'131313130 l3"o131313t3aoo13"€3°093
0 20 40 60 80
TIME (MIN)
100 120
(*INFLOW
La OUTFLOW