SW6111103_HISTORICAL FILE_20121113

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SW
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE Z�
YYYYM M D D

�4
�.
r
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Dohn Broadwell, Jr.
Broadwell Land Company
P.O. Box 53587
Fayetteville, NC 28305
Division of Water Quality
Charles Wakild, P.E.
Director
November 13, 2012
Subject: (Approved. Plan Revision
Stormwater Permit No. SW6111103
Heathcliff at Westpoint
Cumberland County
Dear Mr. Broadwell:
r
DEC 1 1 2012
DWQ
Dee Freeman
Secretary
The Stormwater Permitting Unit received a request for a plan revision for Stormwater Management Permit
Number SW61111O3 on January 25, 2012; with additional information received November 6, 2012. The plan
revision includes revisions to meet local requirements; and does not change the total allowable amount of BUA
on the site. It has been determined that a formal permit modification is not required for the proposed changes.
We are forwarding you an approved copy of the revised plans for your files.
Please be aware that all terms and conditions of the permit issued on December 9, 2011 remain in full
force and effect. Please also understand that the approval of this revision to the approved plans for the
subject State Stormwater Permit is done on a case -by -case basis. Any other changes to this project must be
submitted to and approved through the Division of Water Quality prior to construction. The issuance of this
plan revision does not preclude the permittee from complying with all other applicable statutes, rules,
regulations or ordinances which may have jurisdiction over the proposed activity, and obtaining a permit or
approval prior to construction.
If you have any questions, or need additional information concerning this matter, please contact Robert
Patterson at [phone]; or [e-mail].
Sincerely,
for Charles Wakild, P.E., Director
enclosures - approved revised plans
cc: Isw611iio File w/ enclosures?
ec: Mike Lawyer - Fayetteville Regional Office
Wetlands and Storunwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX [phone]
Internet: vv wv ncwaterqualily.or;
An Equal Opportunity 1 Affirmative Action Employer J
NoNrthiCarolina
Aaturally

1745 Cypress Lakes Rd
Gooden & Associates,IncHope Mills, NC 28348
I
- I Phone: 9I0-223-7766
we in , Planning, Mapping SU
FAX: [phone]
iprevettcaaoodcnswvcvi n2.com
Mr. Robert Patterson
NC DENR - Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: HEATHCLIFF AT WESTPOINT
STORMWATER PERMIT
SW6111103
Robert,
December 8, 2011
j2@jRflW70o
DEC - 8 2011 D
IiNDSDENR ALiTy
MD STORMWg7FR ERMNCH
Please find attached two copies of the revised drainage sheet.
Regards,
ohn E. Prevette, III, P.L.S.
attachments

I _ 1_ 1745 Cypress Lakes Rd
Gooden & Associates Inc Hope Mills, NC 28348
_f _ 1-, �i_ Phone: [phone]
Surveying, Planning, Mapping FAX: [phone]
iprevette(algoodensurveying, corn
Mr. Robert Patterson
NC DENR - Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: HEATHCLIFF AT WESTPOINT
STORMWATER PERMIT
Robert,
December 6, 2011
kINEWIR P
DEC - 6 2011
DENR-WATER QUALITY
WETIANDSMD STORMwATER BRANCH
I have made revisions to sheets C3, CS, C17, and C17 as laid out in the email I sent you.
Please find the attached sheets along with the revised supplement forms for the wet basins. Thanks
for your help, and please let me know if you need any thing else.
Regards,
ri+A
John E. Prevette, 111, P.L.S.
�QoPos� D
P�OSG—
.5pMawd To 'PRq A/
9[fo"i'Z - w/ ,Tot+,✓,
enclosures

North Carolina
Beverly Eaves Perdue
Governor
Mr. John E. Prevette, III, PLS
Gooden & Associates, Inc.
1745 Cypress Lakes Rd.
Hope Mills, NC 28348
Dear Mr. Prevette:
w
NC®ENR
Department of Environment and
Division of Water Quality
Coleen H. Sullins
Director
November 29, 2011
Natural Resources
Subject: Request for Additional Information
Stormwater Project No. SW6111103
Heathcliff at Westpoint
Cumberland County
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Permit Application
for the subject project on November 17, 2011. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwwater review:
/ 1.) No proposed contours are shown on the drainage plan. Please show and label all proposed
l / countours on the plan. The plan must be shown at a scale of 1"=50' or larger.
✓2. Please delineate the drainage areas to each pond on the drainage plan based on the
proposed contours.
All proposed BUA must be captured and treated in the proposed ponds. Without the
proposed grading shown it is difficult to determine, but it appears the BUA from the
following areas will bypass the proposed BMPs: lots 77-89, and most of the lots to the
southeast of Suncoast Dr. Also, lots 74-76 are not directed to the forebays.
At the small scale provided, it is difficult to determine what is happening with the grading
and collection system in the area around FES"15" and C13"14".
✓5. The stream labeled as an UT and shown on C05 needs to be shown on the drainage plan
with the required 30' vegetated setback.
'*'6. Is it the intent that the overflow weirs be used as the bypass for the level spreaders (LS)?
7. For both ponds& 2
(�a. The bottom elevations are not shown consistently in the plan views, details,
calculations, supplement forms, and O&M agreements. Also, the plan view should
show the actual excavation depth to the bottom of the sediment storage.
' b. The supplements state that drain valves are provided for maintenance/emergencies,
but that is not shown on the details. Note that pump out is an allowable option.
c. The details and calculations show four 1.0" holes for the drawdown orifice, but the
supplements show a 2.0" orifice. Please verify which is correct.
Wetlands and Stormwater Branch One
1617 Mail Service Center, Ralegh, North Carolina 27699-1617 IVorthCarolina
Location: 512 N.'Salisbury St. Ralegh, North Carolina 27604 //
Phone: [phone] FAX: [phone] Customer Service, 1-877623-6748 Naturally
Internet: wvw.ncvvaterquality.org ((�� �/
An Equal Opponumly 1 ARrmative Action Employer

Mr. John E. Prevette, III, PLS
SW6111103 - Heathcliff at Westpoint
November 29, 2011
mod. The LS show the concrete lip elevations in the details at 1' to 1.5' below the grade
shown on the plan views. Please verify the proposed elevations.
✓8. For pond 1: the rip rap at the overflow weir needs to extend down to at least the bottom of
the fill slope.
9. For pond 2:
a. The overflow weir detail shows incorrect elevations.
mob. The LS length shown on the detail is not consistent with the plans, supplement, and
calculations.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to December 30, 2011, or the application
will be returned as incomplete. The return of a project will necessitate resubmittal of all required
items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
All revised original signed documents must be returned or new originals must be provided. Copies are
not acceptable. Any revised calculations or plans must be sealed, signed, and dated; and have a
revision date shown. Please reference the State assigned project number SW6111103 on all
correspondence. If you have any questions concerning this matter please feel free to call me at (919)
807-6375, or at [e-mail].
Sincerely,
ZIV7tp.10;e-�
Robert D. Patterson, PE
Environmental Engineer
Stormwater Permitting Unit
cc: SW6111103 File
ec: Dohn Broadwell - Broadwell Land Company
Mike Lawyer - Fayetteville Regional Office
Page 2 of 2

Application Completeness Review
5? First Submittal ❑ Re -submittal
Development/Project Name:
Receiving stream name _/Hi-
Riverer Basin: %4 -m CazA-.e_
/1 / /1 By Bill Diuguid 4+
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): AJ
Latitude and Longitude:3S OZ 13 AI - 6yp O't W Jurisdiction G ,.,
Project Address: ti x-ai o S sc DR
Engineer name and firm: ?06.. E. 7M . 'PL S . Caoe4.0 t Ass ucio Yr c
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? 53rYeS' or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets 2<gh Density ❑ Other
401/404 imp l is to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
UA d WtTL�1,l DS �q Wf 57G ey ECGG Of rR�P�'RTY
V Pdginal signature (not photocopy) on application
H"' Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.ne.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
t/;or subdivided projects, a signed and notarized deed restriction statement
[ Sealed, signed & dated calculations
e Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention
❑ Dry Detention Basin
e3' Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ filtration Trench
®' Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
mwater Wetland
et Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
0 Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
[3' Narrative Description of stormwater management provided
Soils report provided
Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
Dimensions & slopes provided
V Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
m,,.'BMP operation and maintenance agreements provided
Application complete ❑ Application Incomplete Returned: (Date)
Comments
May 5, 2011 Revision, Bill Diuguid

Rd
- Inc17op Cypress C28 48
Gooden &Associates, Iliopc Mills, NC 28348
Surveying, Planning, Mapping Phone: [phone]
PAX: 910-223-7788
IprevcllC a koodensurveyin�; Cum
November 16, 2011
Mr. Robert Patterson
NC DENR - Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: HEATHCLIFF AT WESTPOINT
STORMWATER PERMIT
DLQ PROJECT ID: CUMBE-20111028-1
Robert,
In reference to your letter dated 10/28/2011 sent to Dohn Broadwell, we are submitting an
application packet for a stormwater permit approval. The City of Fayetteville approved these plans
several months ago, including the stormwater management plan. However, we have recently
discovered that the City is not an approved reviewer for State Stormwater and are submitting the
plans to you for your review.
Regards,
n OUR
D John E. Prevette, III, P.L.S.
NOV a 7 2011
DENR - WATER QUALITY
WETLANDS AND STDRM ftTa KWH
enclosures

Gooden & Associates, Inc
Surveying, Planning, Mapping
STORMWATER NARRATIVE
HEATHCLIFF AT WESTPOINT
CUMBERLAND COUNTY, NC
1745 Cypress Lakes Rd
Hope Mills, NC 28348
Phone: [phone]
FAX [phone]
Nov 14, 2011
The site contains wetlands at the western edge of the property. Otherwise the soil is sandy and
vegetation is grassy pasture. This site is fairly Flat except the area that slopes down to the wetlands.
All runoff from impervious areas will flow into catch basins in the streets. The runoff will be
treated by one of two wet detention basins.
EAL
05
�y2<9N SSI�IR4E 0 7G �
Hn

Wet Detention Basin 1
& Level Spreader
Heathcliff
Calculations
John E. Prevette III, P.L.S. L-4905
Gooden and Associates, Inc.
1745 Cypress Lakes Rd
Hope Mills, NC 28348
910-223-7766
[e-mail]
CARD
=pQ oFESS/O �Gy
4 SEAL r
L-4905
O <9 pQ
y� tia
Onn�IF�
Method
- Find permanent pool dimensions:
o Iterate dimensions to achieve an acceptable surface area to drainage area ratio
- Find temporary pool dimensions:
o Calculate the required treatment volume
o Find the max stage needed to store the treatment volume
- Find temporary pool draw -down orifice dimensions
o Iterate orifice dimensions to find an acceptable flow that will drain the treatment
volume in 2-5 days
o The orifice flow must not exceed the pre -development 1-yr 24-hr peak flow
- Find level spreader dimensions:
NOTE., All formulas are taken from the Stormwater BMP Manual
Given
Description
Area
(sq ft)
% of
Total
Rational
C
Lot built -upon area
143,500
26.0%
0.9
Street area
74,900
13.6%
0.9
Sidewalk area
7,150
1.3%
0.9
Yards area
325,150
59.1 %
0.2
Total Drainage Area
551,700
1 100.0%
0.5
Impervious Percentage =40.9%
Tc = 15 minutes
Rational i10yr = 5.34 in/hr 10-yr 24-hr precip = 5.52 in
Rational i25yr = 5.98 in/hr 25-yr 24-hr precip = 6.69
Nov 14, 2011 Page 1 of 6
Project # 08018
Gooden & Associates, Inc.

Temp Pool
Top Shelf
Perm Pool
Btm Shelf
Btm Forebay
Btm Pond
[Figure 1] - Pond Dimensions
y
D
0
o
¢
i
a
i
a
m
a
n
LL
LL
i0
w
n
ry
`?
o
u
212.1
6.6
3446
10846
3320
8803
11044
32941
14291
41744
19631
211.0
6.6
2604
9250
1213
5484
4064
21897
11864
27380
6267
0
7000
3068
4271
2979
17843
9260
22314
M210.O4.5
4
4960
3203
3203
14864
14864
6974
18066
0
3464
0
0
4664
0
1764
1764
Permanent Pool
Pollutant removal within a wet detention basin is dependent upon two integral components —
average depth and permanent pool surface area. Average depth, is a function of the surface
area, total depth, and side slopes, and must be recalculated if any of these dimensions
change. Surface area is directly proportional to the total drainage area by a factor found in a
table in the Manual. To find the factor in the table, the designer must know the percent of
impervious area and the average depth of the permanent pool. Because surface area is
dependent upon average depth, and average depth is dependent upon surface area, it
becomes necessary to iterate pond dimensions to find an acceptable solution. This is an
easy task with a spreadsheet.
[Figure 1] shows the spreadsheet values for this basin. A best guess is made for lengths and
widths at the permanent pool elevation. The spreadsheet then calculates incremental
contour areas and prismoidal volumes as well as stage and storage values. The following
values are extracted from the spreadsheet to calculate average depth:
Permanent Pool Area (PP) = 9,250 sf
Bottom of Shelf Area (BS) = 6,974 sf
Bottom of Pond Area (BP) = 1,764 sf
Depth from Bottom to Shelf (Depth)= 4.5 feet
Nov 14, 2011 Page 2 of 6
Project # 08018
Gooden & Associates, Inc.

Average Depth is calculated using method 2 in the Manual.
da = [0.25 x (1 + PS)] + I I BS z BP x /D Sth\
da = r0.25 x (1 + 6974 9250)J + [I 6974 Z 1764\ x (6974)J = 4.5 3.3 feet
We use Table 10-1 in the Manual to find the ratio of surface area to drainage area. Table 10-1 is
fed into the spreadsheet and a ratio is found by interpolation (double interpolation if necessary).
This is shown in [Figure 2].
[Figure 2] - Double Interpolation of Table 10-3
3.3'
1
3.0
4.0
5.0
6.0
7.0
0.20
0.97
0.79
0.70
0.59
0.51
0.30
1.35
1.08
0.97
0.83
0.70
Interpolated SA to DA Ratio = 1.67%
SA=DAx0.0167
SA = 551,700 x 0.0167 = 9213 sf
The total permanent pool surface area shown in [Table 11 is acceptable. Regulations also
require that the forebay contain 20% of the permanent pool volume. The chosen dimensions
yield a forebay storage of 4271 cf and a total permanent pool storage of 22114 cf. The
forebay contains 19.3% of the total volume and is sized appropriately.
Nov 14, 2011 Page 3 of 6
Project # 08018
Gooden &Associates, Inc.

Temporary Pool
Regulations require treatment of the first one inch of rainfall because most common surface
pollutants are carried away within this volume. Surface characteristics reduce the treatment
depth from one inch of rainfall to some particular depth of runoff. This runoff depth — not the
rainfall depth — is then applied to the Drainage Area to compute the runoff volume that must
be treated.
The Simple formula described in Chapter 3 of the Manual is used to calculate the runoff
depth given impervious percentage and drainage area. The depth is multiplied by the total
area and then divided by 12 to get cubic feet of treatment volume (WQV).
Impervious Percentage (1)= 40.9%
Drainage Area (DA) = 551,700 sf
Treatment Depth (di) = (0.05+0.9x /)x 1 inch rainfall = 0.418 in
dT x DA 0.418 x 551700
WQV = 72 = 12 = 19,215 cf
[Figure 1] shows that at stage 6.6, the temporary pool will hold the required volume.
Draw -Down Orifice
In order to maximize filtration, the temporary pool volume should be completely drained no
sooner than 2 days. However, maximum inundation should be limited to 5 days to reduce
adverse affects on plant life and to free up space for the next storm. Regulations also
require that the treatment volume be discharged at a rate equal to or less than the 1-yr 24-hr
pre -development peak discharge rate.
The standard Orifice Equation is used to determine average flow. The treatment volume is
divided by the average flow to find the draw -down time:
Coefficient of Discharge (C) = 0.614
Orifice Diameter (D) = 1.0" (0.083 feet)
Nov 14, 2011 Page 4 of 6
Project # 08018
Gooden & Associates, Inc.

O, 0Zrtf
2= 0,6/q C)'2-1C 2 z,Z)o,S3c U.u77�
Number of Holes = 4 _ JCY
Driving head (H„) _ (212.13210.$) = 0.53 ft
jj�� D
a
Q=14)xCx�T x 2x32.2xHo�L
� �5J✓ r\�
� Z
\
Q=4x0.614x (rcx04 x 2x32.2x0.53=0.079R3/sec
Vol 1 19215 1
Q
Drawdown Time = x 60 = x = 2.8 days
60 x 60 x x 60 x 24 0.079 24
The Rational Method is used to determine the pre -development flow:
Pre -development C = 0.20
Post -development C = 0.50
Drainage Area = 12.67 acres
1-yr 24-hr storm intensity = 0.13 in/hr
Pre -development Q = C i A = 0.20 x 0.13 x 12.67 = 0.33 ft3/sec
Post -development Q = C i A = 0.50 x 0.13 x 12.67 = 0.82 ft3/sec
Flow through the orifice is 0.079 fit'/sec, which is less than the pre -development flow. The
orifice will draw -down the temporary pool volume in 2.8 days, which is meets the 2-5 day
restriction. Therefore, four 1.5 inch orifice is adequate for this pond.
Nov 14, 2011 Page 5 of 6
Project # 08018
Gooden & Associates, Inc.

Level Spreader
The riser structure should be designed such that the flow to the level spreader is as near to
2 cfs as possible while keeping the drawdown time within the 2-5 day range. The pond was
routed and the following hydrographs show the inflow into the pond and the outflow through
the riser to the level spreader. The maximum flow to the level spreader is 1.26 cfs.
The down slope vegetated filter is wooded. The level spreader must be 50 feet long per cfs.
L=SOx1.26cfs=63ft
Nov 14, 2011 Page 6 of 6
Project # 08018
Gooden & Associates, Inc.

Wet Detention Basin 2
& Level Spreader
Heathcliff
Calculations
John E. Prevette 111, P.L.S. L-4905
Gooden and Associates, Inc.
1745 Cypress Lakes Rd
Hope Mills, NC 28348
910-223-7766
[e-mail]
Method
- Find permanent pool dimensions:
o Iterate dimensions to achieve an acceptable surface area to drainage area ratio
- Find temporary pool dimensions:
o Calculate the required treatment volume
o Find the max stage needed to store the treatment volume
- Find temporary pool draw -down orifice dimensions
o Iterate orifice dimensions to find an acceptable flow that will drain the treatment
volume in 2-5 days
o The orifice flow must not exceed the pre -development 1-yr 24-hr peak flow
- Find level spreader dimensions:
NOTE: All formulas are taken from the Stormwater BMP Manual
Given
Description
Area
(sq ft)
% of
Total
Rational
C
Lot built -upon area
234,500
28.4%
0.9
Street area
95,000
11.5%
0.9
Sidewalk area
9,900
1.2%
0.9
Yards area
485,000
58.8%
0.2
Total Drainage Area
824,400
100.0%
0.5
Impervious Percentage =41.2%
Tc = 15 minutes
Rational i10yr = 5.34 in/hr 10-yr 24-hr precip = 5.52 in
Rational i25yr = 5.98 in/hr 25-yr 24-hr precip = 6.69
Nov 14, 2011 Page 1 of 6
Project # 08018
Gooden 8 Associates, Inc.

Temp Pool
Top Shelf
Perm Pool
Btm Shelf
Btm Forebay
Btm Pond
[Figure 1] - Pond Dimensions
o
m
<
G
a
n
a
a
a
a
w
a
a
T
a
2
c_
¢
n
>
W
m
ni
o
a
u
u
0
>
c
°
m
F
w
w
N
LL
0
C
>
d
>
d
N
F
H
N
Q
N
N
218.9
8.9
2542
2128
13571
2987
2466
14778
17463
54416
18240
69194
29474
217.5
7.5
1749
1419
11400
812
654
9324
5092
36953
14568
46277
6557
217
7.0
1500
1200
9000
711
566
7859
3942
31861
11700
39720
216.5
6.5
1344
1064
6800
3779
2804
6582
27920
27920
9208
34502
210.0
0.0
44
24
2016
0
2084
0
210.0
0.0
2016
0
2016
Permanent Pool
Pollutant removal within a wet detention basin is dependent upon two integral components —
average depth and permanent pool surface area. Average depth, is a function of the surface
area, total depth, and side slopes, and must be recalculated if any of these dimensions
change. Surface area is directly proportional to the total drainage area by a factor found in a
table in the Manual. To find the factor in the table, the designer must know the percent of
impervious area and the average depth of the permanent pool. Because surface area is
dependent upon average depth, and average depth is dependent upon surface area, it
becomes necessary to iterate pond dimensions to find an acceptable solution. This is an
easy task with a spreadsheet.
[Figure 1 ] shows the spreadsheet values for this basin. A best guess is made for lengths and
widths at the permanent pool elevation. The spreadsheet then calculates incremental
contour areas and prismoidal volumes as well as stage and storage values. The following
values are extracted from the spreadsheet to calculate average depth:
Permanent Pool Area (PP) = 11,700 sf
Bottom of Shelf Area (8S) = 9,208 sf
Bottom of Pond Area (BP) = 2,016 sf
Depth from Bottom to Shelf (Depth)= 6.5 feet
Nov 14, 2011 Page 2 of 6
Project # 08018
Gooden & Associates, Inc.

Average Depth is calculated using method 2 in the Manual.
BS day = 10.25 x I 1 + PP/1 + L\BS Z BP/ x \DBS h/J
da = 10.2S x (1 + 9200/1 t [(9208 Z 2016\ x (925 - 4.4 feet
We use Table 10-1 in the Manual to find the ratio of surface area to drainage area. Table 10-1 is
fed into the spreadsheet and a ratio is found by interpolation (double interpolation if necessary).
This is shown in [Figure 21.
[Figure 2] - Double Interpolation of Table 10-3
4.4'
1
3.0
4.0
5.0
6.0
7.0
0.20
0.97
0.79
0.70
0.59
0.51
0.30
1.35
1.08
0.97
0.83
0.70
Interpolated SA to DA Ratio = 1.39%
SA=DAx0.0139
SA = 824400 x 0.0139 = 11,459 sf
The total permanent pool surface area shown in [Table 1] is acceptable. Regulations also
require that the forebay contain 20% of the permanent pool volume. The chosen dimensions
yield a forebay storage of 7,859 cf and a total permanent pool storage of 39,720 cf. The
forebay contains 19.8% of the total volume and is sized appropriately.
Nov 14, 2011 Page 3 of 6
Project If 08018
Gooden &Associates, Inc.

Temporary Pool
Regulations require treatment of the first one inch of rainfall because most common surface
pollutants are carried away within this volume. Surface characteristics reduce the treatment
depth from one inch of rainfall to some particular depth of runoff. This runoff depth — not the
rainfall depth — is then applied to the Drainage Area to compute the runoff volume that must
be treated.
The Simple formula described in Chapter 3 of the Manual is used to calculate the runoff
depth given impervious percentage and drainage area. The depth is multiplied by the total
area and then divided by 12 to get cubic feet of treatment volume (WQ1).
Impervious Percentage (n = 41.2%
Drainage Area (DA) = 824,400 sf
Treatment Depth (di) = (0.05+0.9x I)x 1 inch rainfall = 0.421 in
dr x DA 0.421 x 824400
WQV 12 12 = 28,890 cf
[Figure 1] shows that at stage 8.9, the temporary pool will hold the required volume.
Draw -Down Orifice
In order to maximize filtration, the temporary pool volume should be completely drained no
sooner than 2 days. However, maximum inundation should be limited to 5 days to reduce
adverse affects on plant life and to free up space for the next storm. Regulations also
require that the treatment volume be discharged at a rate equal to or less than the 1-yr 24-hr
pre -development peak discharge rate.
The standard Orifice Equation is used to determine average flow. The treatment volume is
divided by the average flow to find the draw -down time:
Coefficient of Discharge (C) = 0.614
Orifice Diameter (D) = 1.0" (0.083 feet)
Nov 14, 2011 Page 4 of 6
Project # 08018
Gooden & Associates, Inc.

Number of Holes = 4
Driving head (Ho) = t21tl'93Z'7'01 = 0.63 ft
r2
Q=7CxCx(x 2x32.2x110
/n x 0.0832
Q=4x0.614x 4 x Nf2x32.2x0.63=0.086ft3/sec
Vol 1 28890 1
Drawdown Time = Q x 60 x 60 x 24 0.086 x 60 x 60 x 24 = 3.9 days
The Rational Method is used to determine the pre -development flow:
Pre -development C = 0.20
Post -development C = 0.50
Drainage Area = 18.93 acres
1-yr 24-hr storm intensity = 0.13 in/hr
Pre -development Q = C i A = 0.20 x 0.13 x 18.93 = 0.49 ft3/sec
Post -development Q = C i A = 0.50 x 0.13 x 18.93 = 1.23 ft3/sec
Flow through the orifice is 0.086 ft3/sec, which is less than the pre -development flow. The
orifice will draw -down the temporary pool volume in 3.9 days, which is meets the 2-5 day
restriction. Therefore, four 1 inch orifices are adequate for this pond.
Nov 14, 2011 Page 5 of 6
Project # 08018
Gooden 8 Associates, Inc.

Level Spreader
The riser structure should be designed such that the flow to the level spreader is as near to
2 cfs as possible while keeping the drawdown time within the 2-5 day range. The pond was
routed and the following hydrographs show the inflow into the pond and the outflow through
the riser to the level spreader. The maximum flow to the level spreader is 1.44 cfs.
The down slope vegetated filter is wooded. The level spreader must be 50 feet long per cfs.
L = 50 x 1.44 cfs = 72 ft
[Figure 3 - Hydrographs)
Nov 14, 2011 Page 6 of 6
Project # 08018
Gooden & Associates, Inc.

0I
CAR4
STATE OF NORTH CAROLINA
ANNUAL REPORT
INCLUDE 420.00 FILING FEE
PAYABLE TO N.C. SECRETARY '�,
OF STATE. �„-..o
92 24 10288
CORP Io- 0 0 1 7 4 2 2
FILING NO- A 0 0 2
STATE OF INC- HC
1. NAME OF CORPORATION, PRINCIPAL OFFICE ADDRESS
BROADNELL LAND COMPANY
903 MAY STREET, PO BOX 53587
FAYETTEVILLE NC 28305
2. REGISTERED AGENT AND HAILING ADDRESS
BONN B BROADHELL
903 HAY ST.
FA'iCTTE',/1LLC NC 20305
RUFUS L. EDMISTEN
SECRETARY OF STATE
ANNUAL REPORTS
P.O. BOX 29525
RALEIGH, NC 27626-0525
19191 733-4201
Q� i10 REPORT DUE DATE- 10-01-1992
V
FUD. fl,' iAS L FC3M6M NOTICE DATE- 07-31-1992
" "A DATE OF INC- 07-16-1979
ENTER PRINCIPAL OFFICE ADDRESS CHANGE HERE -
ENTER AGENT NAME AND MAILING ADDRESS CHANGE HERE -
3. STREET ADDRESS OF REGISTERED OFFICE
ENTER STREET ADDRESS CHANGE HERE -
903 HAY ST.
FAYETTEVILLE NC 28305
COUNTY - CUBERLAND
qi. IF REGISTERED AGENT CHANGED, SIGNATURE OF MEN AGENT
1310 THE C TITN Cd13EHT
TO "POINTNENTI
5. FEDERAL EMPLOYER ID NUMBER
ENTER FEDERAL ID NUMBER CHANGE HERE -
6. ENTER NAME,BUSINESS ADDRESS OF PRINCIPAL
OFFICERS HERE -
NAME- Dohn B. Broadwell
ADDR-
903 Hay Street. PO Box
53587
TITLE- President
CITY
Fayetteville, NC ST-
ZIP- 28305
NAME Dohn B. Broadwell, Jr.
TITLE-
ADDR-
903 Hay Street, P�Box
IN57
V President
CITY
Fayetteville, NC
28305
NAME- Leon E. Brown
ADDR-
903 Hay Street, PO Box
53587
TITLE- V. President/Secretary
CITY-
Fayetteville, NC ST-
ZIP- 28305
ADDR-
TITLE- CITY- ST- ZIP-
7. ENTER NAME AND BUSINESS ADDRESS OF DIRECTORS HERE - ATTACH 2ND PAGE IS NECESSARY
NAME- Dohn B. Broadwell ADDR- 903 Nay Street PO Box S3587
CITY- Fayetteville, NCsT- ZIP- 28305
NAME- Leon E. Brown ADDR- 903 Hay Street PO Box 53SR7
CITY- Fayetteville, NC ST- zIP- 28305
NAME- ADDR-
CITY- ST- ZIP-
8. BRIEFLY DESCRIBE THE NATURE OF THE BUSINESS- Single-family residential land development
9. OATE- 8/24/92
M SIONED OY OFFICER OF CPro 11m)
NPNE- Limon 8 D--.— TITLE- k, President
TWE OR PRINT NNE u!D TITLE
This form should be return 0d by the DUE GATE shown above with a check for S10.00 to:
SECRETARY OF STATE, ANNUAL REPORT SECTION, POST OFFICE 29525, RALEIGH NC 27626-0525.
CAR4

8701
0151
0108101 e68151
FILED
CUMBERLAND COUNTY NC
J. LEE WARREN. JR.
REGISTER OF
DEEDS
FILED Aug 15, 2011
AT
12:17:00 pm
BOOK
08701
START PAGE
0151
END PAGE
0153
INSTRUMENT#
26391
RECORDING
$25.00
EXCISE TAX
$2,450.00
KSJ
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax $2,450.00 M8 P File # 1506-6
Parcel Identifier No.: 9476-98-5356
Prepared by/Ma44A&uerc4iRff4n: Rebecca F. Person, 1308 Fort Bragg Rd., Ste 101, Fayetteville, NC 28305
Brief Description for the Index: 42.80 ACs Carter Land
?, flvaw �r /u rgMr 37 %-o Ckvnl10-Y
THIS DEED made this August , 2011 by and between:
GRANTOR
GRANTEE
GT RECREATION, INC., a North Carolina I BROADWELL LAND COMPANY, a North Carolina
corporation corporation
Mailing Address:
8623 Galatia Church Rd.
Fayetteville, NC 28304
party: name,
Mailing Address:
PO BOX 53587
Fayetteville, NC 28305
Property Address:
42.80 AC Carter Land
Fayetteville, NC
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee
in fee simple, all that certain lot or parcel of land situated in or near the City of Fayetteville, Cross Creek
Township, Cumberland County, North Carolina and more particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF.
The property hereinabove described was acquired by instrument recorded in Book 7169, Page 887,
Cumberland County, North Carolina, Registry.
A map showing the above described property is recorded in Plat Book 89, Page 15, Cumberland County,
North Carolina, Registry.

r . .
8701
0152 BK08101 PG0152
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the
right to convey the same in fee simple, that title is marketable and free and clearof all encumbrances, and
that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except
for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the following
exceptions: utility easements, permits, and rights of way as the same may appear of record
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal effective the day and year
first above written.
If initialed, the property includes the primary residence of at least one of the Grantors. (NC GS,¢
105-317.2)
By: GT Recreation, I C. �o
_ _ (SEAL)
N e: J seph H. Gillis
Title: President
STATE OF NORTH CAROLINA
COUNTY OF CUMBERLAND
I certify that the following person(s) personally appeared before me this day and 1 have personal
knowledge of the identity of the principal(s) or have seen satisfactory evidence of the principal's identity,
by a current state or federal identification with the principal's photograph in the form of a driver's license
or a credible witness has sworn to the identity of the principal(s); each acknowledging to me that he or
she voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: Name of Principal: Joseph H. Gillis, President.
Date: �j `y4"/le
_
TT M ry CM C. M
as 0 a..- Printed Name of Notary Public
My Commission Expires: 05/12/15 ..wR"'�I�$p
Luc Cj
2
(N.P. SEAL)

8701
0153
er<08101 Pc0153
NORTH CAROLINA: CUMBERLAND COUNTY: CROSS CREEK TOWNSHIP:
CUMBERLAND COUNTY 2011 PIN: 9476-98-5356
Being all of 42.80 acres, in a subdivision known as Property of Merle C. Heath, according to a plat
of same being duly recorded in Book of Plats 89, Page 15, Cumberland County Registry, North
Carolina.
Being the same property conveyed by a deed dated 03/07/2006, recorded 03/09/2006, in Book
7169, pages 887-890, Cumberland County Registry, from Merle Carter Heath, Single, to GT
RECREATION, INC.
Flossie Koonce Carter died 07/09/1991 (Cumberland County Death Book 172, page 360, and by
her Last Will and Testament dated 05/13/198, admitted to probate in Cumberland County Estate
File 91-E-638, said property was devised to her daughter, Merle Caner Heath.
Marshall Lee Carter died 11 /26/1973 (Cumberland County Death Book 105, page 182), and
Flossie Carter became the owner of said properties as the surviving tenant by the entirety
Lot 1, 21 '/4 acres, of the Bettie Carter Gibson Estate Division per plat recorded in Plat Book I I at
page 6, Cumberland County Registry allotted to Marshall Carter and wife, Flossie Carter, by the
Report of Corunissionets in Special Proceeding "Marshall and Flossie Carter et al. vs. Ola Carter
and Duncan E. Blue et al." dated 12/2911944, and confirmed by the Clerk of Superior Court on
01/10/1945, and recorded 01/20/1945 in Book 475, pages 14, Cumberland County Registry.
Lot 3, 33 acres, of the Bettie Carter Gibson Estate Division per plat recorded in Plat Book 11 at
page 6, Cumberland County Registry allotted to Lelia Carter Morgan, by the Report of
Commissioners in Special Proceeding "Marshall and Flossie Carter et al. vs. Ola Carter and
Duncan E. Blue et al." dated 12/2911944, and confirmed by the Clerk of Superior Court on
01/10/1945, and recorded 01120/1945 in Book 475, pages 1-4, Cumberland County Registry. Said
lot 3 was conveyed by a deed dated 0120/1945, recorded 0129/1945 in Book 476, page 60,
Cumberland County Registry, from Lelia Carter Morgan, Single, to Marshall Carter and wife,
Flossie Carter.

HAL OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O. Box 400,266 Old Coats Road
Lillington, NC 27546-0400
Phone [phone] / Fax [phone]
www.halowensoil.com
26 October 2010
Mr. Joe Gillis
8623 Galatia Church Road
Fayetteville, NC 28304
Reference: Soil Scientist Investigation
Heatheliffat West Point
Dear Mr. Gillis,
A site investigation has been conducted for the above referenced property, located on the
western side of Cliffdale Road, Seventy -First Township, Cumberland County, North Carolina.
'rhe purpose of this investigation was to provide a general characterization of the soils in the area
proposed for a stormwater management facility, including a determination of the depth to
evidence of a seasonal high water table and estimation of the permeability of the various soil
layers. In -situ hydraulic conductivity testing was also conducted at proposed basin one. All soil
determinations were made in accordance with the "North Carolina Stormwater Best Management
Practice Manual' and Administrative Code Section: 15A NCAC 2H A000. The materials at the
site were described in accordance with the USDA Field Bookfor Describing and.Sampling Soils.
This report represents my professional opinion as a Licensed Soil Scientist.
SOIL PROFILE DESCRIPTIONS
Soil profile descriptions were collected at the site at the locations indicated in Figure 1.
Hand powered soil auger borings were utilized to make observations. The soil
infiltration/permeability rates for the various soil horizons are estimations based on professional
interpretation and not in -situ measurements. In -situ testing was conducted and is described in
the following section "Hydraulic Conductivity Testing". The following narrative describes the
findings at the site and provides some insights and recommendations. A full description of each
observation can be found attached to this report.
Profile 1: An auger boring was dug to a depth of 72 inches below ground surface in the
bottom of the existing sediment trap. Soil morphological characteristics indicating a seasonal
high water table (SIiwn were observed at 62 inches below surface, which correlates to an
elevation of 210.16 feet. Estimated infiltration rates (permeability) range from 1.0 in/hr in the
sandy clay loam layer between 18 and 30 inches to as high as 3.0 in/hr in the sandy loam
textured soils observed between 30 and 62 inches below surface. This site appears well suited
for the proposed activity but the attached hydraulic conductivity data indicates that an infiltration
rate of 1.8 in/hr should be utilized for design purposes.
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
Figure 1. Locations of Soil Profile Descriptions
Soil Profile #3
Soil Profile #2
Soil Profile#I
9@I
BFiI
Hk71
al
BHI
NRl
901
Dal
UM
ae1
501
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
Profile 2: An auger boring was dug to a depth of 60 inches below ground surface at a
relatively undisturbed portion of the site. Soil morphological characteristics indicating a
seasonal high water table (SHWT) were observed at 50 inches below surface. Estimated
infiltration rates (permeability) range from 1.0 in/hr in the sandy clay loam layer between 18 and
45 inches to as high as 10.0 in/hr in the loamy sand textured soils observed at the surface. This
site appears well suited for a wet detention pond.
Profile 3: An auger boring was dug to a depth of 60 inches below ground surface in the
bottom of a small sediment trap at proposed wet detention pond two. Soil morphological
characteristics indicating a seasonal high water table (SHW"r) were observed at 36 inches below
surface, which correlates to an elevation of approximately 217 feet. Estimated infiltration rates
(permeability) range from 1.2 in/hr in the sandy clay loam layer at the surface to as high as 2.0
in/hr in the sandy loam textured soils observed between 30 and 54 inches below surface. This
site appears well suited for a wet detention pond with the bottom of the basin located at
approximately 217 feet. The adjacent wetlands are located at an elevation of approximately 212
to 214 feet, and it is not recommended that the basin be installed deeper than the ground
elevation at the wetlands.
HYDRAULIC CONDUCTIVITY TESTING
Hydraulic conductivity testing was conducted using a Compact Constant Head
Permeameter (CCI-IP), specifically an Amoozemeter, by using the shallow well pump -in
technique as detailed in the user's manual. Hydraulic conductivity results can vary, even within
similar soils, depending on the temperature and composition of the water used, climatic
conditions, proximity of the test layer to the water table, and other factors. Therefore, the results
from one boring may not be indicative of the entire area.
A hydraulic conductivity test was performed at Soil Profile I within the sandy loam soil
layer located above evidence of the seasonal high water table. A 3 cm radius bore hole was dug
to a depth of 49 inches below ground surface. A constant head of water was established within
the bore hole, and readings were made of the rate of water flow from the meter until it appeared
that steady state had been reached. The Glover Solution was used to calculate the hydraulic
conductivity, where Ksat = A * Q; A = {sinh-1 (H/r) — [(r/H)' + If' + r/H)/(21h); Q is the
steady-state rate of water flow from the CCHP into the bore hole; H is the depth of water in the
bore hole; and r is the radius of the bore hole. The hydraulic conductivity test shows the soil
layer transmitted water at a rate of 1.8 inches per hour. For detailed information about the test,
please refer to the attached Ksat field datasheet.
Soil Science Investigations * Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
CONCLUSION
The two sites investigated appear well suited for storm water management devices as
described above. 1 appreciate the opportunity to provide this service and trust that you will feel
free to call on me again in the future. If you have any questions or need additional information,
please contact me at your convenience.
Sincerely,
Hal Owen
Licensed Soil Scientist
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
CLIENT: Joe Gillis OWNER:® AGENT:❑ PHONE:
PROJECT NAME: Healheliff at Westooint
PROPOSED I:ACI L I'I'Y:_ stormwater management devices
LOCATION OF SITE:
COUNTY: Cumberland PROPERTY SIZE:
(VALUATED BY: Hal Owen. NC Licensed Soil Scientist
DATE EVALUATED: EVALUATION METHOD: Auger Boring ®, Pit ❑
PROFILE: I
HORIZON
DEPTH
MATRIX
MOTTLES
TEXTURE.
STRIJCTURF;
CONSIS-
PERMEABIL
NOTES
TENCE
ify IN/HR
0-18
yellowish
brown
_
SCI,
2 M SEK
FR
1,5
surface cut
light
I8-30
yellowish
-
SCL
I M SBK
PR
1.0
brown
yellowish
few light
30-62
brown
yellowish
SL
2 M OR
FR
5.0
brown
62-72
white/stripped
LS
SG
L
AW'r
>72 inches
SHWT
62 inches
SLWI'
SLOPE
DRAINAGE
SOIL SERIFS
VEGETATION
COMMENTS.
boring located in the bottom of an existing sediment trap
PROFILE: 2
HORIZON
DEPTH
MATRIX
MOTTLES
'I FX'IURE
S'I"RUC "FURI7
CONSIS-
'TENCE
PERMEABIL
NOTES
I'rY (IN/HR
0 I1
yellowish
blown
_
I'S
I M GR
VFR
10.0
II -IS
Yellowish
brown
_
LS
IMGR
VFR
10.0
18-45
reddish brown
-
SCL
2 M SBK
FI
L0
yellowish
45-50
reddish brown
brown and pale
SL
2 M SBK
FR
20
brown
50-60
gray/stripped
many others
sL
2 M S13K
FR
AWT
>60 inches
SHw'1'
50 inches
SLWI'
SLOPE
DRAINAGE
SOIL SERIES
VEGETATION
COMMENTS:
natural profile
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
PROFILE: 3
HORIZON
DE1111
(IN)
MATRIX
MOTTLES
'TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEAnIL
HY(IN/HR
NO I'ES
0-30
reddish brown
-
Sc
2 M S13K
FI
12
surface cut
30-36
reddish brown
many red
SI,
IMSnK
FR
20
36-54
variegated
gray red pink
SI,
I M SnK
PR
54-60
gray
red and others
SC
M
VPI
saturated
AW'I
54 inches
SHW'r
36 inches
sLW'1'
SLOPE
DRAINAGE
SOIL SERIES
VEGETATION
COMMENTS:
auger boring in bottom of existing small sediment trap
Sail Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
LEGEND OF ABBREVIATIONS FOR SOIL PROFILE DESCRIPTIONS
TEXTURE
MOIST CONSISTENCE
S - Sand
L - Loose
LS - Loamy Sand
VFR - Very Friable
SL - Sandy Loam
FR - Friable
L - Loam
FI - Firm
SCL - Sandy Clay Loam
VFI - Very Firm
CL -Clay Loam
EFI - Extremely Firm
SiL -Silt Loam
Si - Silt
SiCL- Silt Clay Loam
SC -Sandy Clay
AWT —Apparent Water Table
C -Clay
SHWT —Seasonal High Water Table
SiC -Silty Clay
SLWT —Seasonal Low Water Table
O - Organic
MOTTLES
f —few
I
- fine
F - Faint
c —common
2
- medium
D - Distinct
m — many
3
- coarse
P - Prominent
STRUCTURE
0 - structureless
VF
-very fine
G - Single Grain
I - weak
F
- fine
M - Massive
2 - moderate
M
- medium
CR - Crumb
3 - strong
C
- coarse
GR - Granular
VC
- very coarse
SBK - Subangular Blocky
ABK - Angular Blocky
PL - Platy
PR - Prismatic
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

1-IAL OWEN & ASSOCIATES, INC.
Wr«
le.d
y
t
N1
l
Project: _To e 6, '//, -5- : fJ,r ah��
Ksat ID: I
Ksat DATA SHEET
Measurement #: 1 Date: oil Q_J Investigator: lit ir Pie W
Location:
Weather - Condition: 5 n ot- . Temp: G 3a 1'
Water - Source: &,En ' Co. ' -lan Temp: -7 0' --
Soil Horizon: Layer Depth and Thickness: 30 - &.1 ` Slope:
Cw Hy I
2 3 4
4•H1 1.50w10pP350) A��
calculate constant -head tube setting: cm
Hole Depth
Distance between reference level +
10
and top of hole [-IMrn on flat sites]
Distance from bottom of hole =
34.5
to reference level (D)
Desired depth of water (H)
,
[> 15cm]
Constant -head tube setting (HI) =E71
Start Saturation: ]0:30
Measured (Actual)
water level in hole: [ Brd ern
Hole radius (r): .. 3 eM
Ksat=AXQ'
Use Table 2 to determine A = L7• 0150,'1,71 Cm'2
Q from other side = 1.ti 36 40 cm3/day
Ksat = 1 [ [ A U cm/day
[ . S ' rne"neSAr
Ksat data sheet pg 1 /2
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
H Clock Reservoir Change
Time Reading in time
Change Flow
in water Volume
level (cm X C.F.)
(1440 mirVday)
CM h : min cm min cm Clint CM'/min em3/day
8.0 (o,'3: a(4;5
Z
I q(o5(o0
1V,)
gao
igoo
aa, (000
yao
1q0.0
aoIt(
iD:u'8
Ia•a
_3
la%5
18(o4i.8o
I �.a ID:53
r✓:B
S
G,q
6 7
134A
1 9 3 S 3t0
I �, oa ya.q �fi.c,49 yy�,�er
- V
il'.,aN o.5 ..:.a �.�1 a5a ►ato 181y*�o
11,0(0 3s, `{ oZ a• I IW,5 I i0, a5 158-7(.a
I1'.08
3(o:I.:.....<a......:2
3
q),5
(a0,-75
1-13-880.
,I �•l0
33.9:
a
a.a
a31
Ilsa
I4�aao
II'.►a
. (,
a
a.3
a�t1,�
1ao.,s
Veo
o't-61.
115.5
1(e(o3ab
%I(o
�.�• a.
a
a. a
a31
I►s.5
/�G3ao
t►;14
as.o
a
a•a
a3t
J15.5.
I&i;? ao
I' ao ala,8 a a,a apt S. 16(s3ap
„as ao,r a
c.r. - 10 opmm How volume, multiply change m water level by the appropriate Conversion Factor. ION - 20 eon 2-ON = 5 <m
Average of last few measurements: 10100 c n.3/d
Ksat data sheet pg 2/2
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting