SW8050324_COMPLIANCE_20120402

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
W-COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Compliance Inspection Report
Permit: SW8050324 Effective: 08/15/05 Expiration: 08/15/19 Owner: Bailey and Associates Inc
Project: Navy Federal Credit Union
County: Onslow 2830 Piney Green Rd
Region: Wilmington
Midway Park NC 28544
Contact Person: Warren G Bailey Title: Phone: [phone]
Directions to Project:
Project is located 550' north on Piney Green Rd., (SR 1413) from intersection of Hwy 24 & NCSR 1413.
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Wallace Creek) (03-05-02 ) ( SB;NSW)
On -Site Representative(s):
Related Permits:
Inspection Date: 04/02/2012 Entry Time: 02:10 PM
Primary Inspector: Alida R Lewis
Secondary Inspector(s):
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ■ Compliant ❑ Not Compliant
Question Areas:
E State Stormwater
(See attachment summary)
Exit Time: 02:15 PM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SW8050324 Owner - Project: Bailey and Associates Inc
Inspection Date: 04/02/2012 Inspection Type: Compliance Evaluation Reason far Visit: Routine
Inspection Summary:
1. The site is in compliance with the permit. No issues were observed.
File Review
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:
Built Upon Area
Is the site BUA constructed as per the permit and approval plans?
Is the drainage area as per the permit and approved plans?
Is the BUA (as permitted) graded such that the runoff drains to the system?
Comment:
SW Measures
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?
Yes No NA NE
Yes No NA NE
Comment:
Operation and Maintenance Yes No NA NE
Are the SW measures being maintained and operated as per the permit requirements? ■ ❑ ❑ ❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ ■ ❑ ❑ ❑
upon request?
Comment:
Page: 2

WET DETENTION POND ANALYSIS
FILE NAME:
PROJECT #: SW8050324
PROJECT NAME: Navy Federal Credit Union
S:IWQSXPOND1050324.WK1
REVIEWER: L. Lewis
DATE: 12-Aug-05
Receiving Stream: Wailace Creek Class: SB NSW
Drainage Basin: White Oak Index No. WOK02 19-20
Site Area 1.74 acres
Drainage Area square feet Offsite = 0.421= 18339.00
Onsite = 1.739 = 75751.00
IMPERVIOUS AREAS
Buildings
Street/Parking
SW
Offsite Access
Offsite
TOTAL
SURFACE AREA CALCULATION
% IMPERVIOUS 73,53%
Des. Depth 5
TS& 90
5700.00 square feet
43058.00 square feet
2126.00 square feet
4792.00 square feet
13504.00 square feet
square feet
square feet
'9i: 00square feet
180
Rational C
1.00
1.00
1.00
1.00 4792 @100%
1.00
Rational Cc= 0.64
SA/DA Ratio 5.25%
Req. SA 4937 sf
Prov. SA sf
VOLUME CALCULATION * place a "'I" in the box if Rational is used
FOREBAY
Perm, Pool Volurne= 9740
Req. Forebay Volume= 1948
Provided Volume= 1965.00
Percent=
Elevation
Area
Inc. Vol. Acc. Vol.
36.00
6581.00
0.00
37.50
7454.00
10526.25 10526.25
ORIFICE CALCULATION
Avg. Head =
0.54 ft
Q2 Area =
1.32
sq. inches
Flow Q2, cfs
0.032 cfs
Q5 Area =
0.53
sq, inches
Flow Q5, cfs
0,013 cfs
Orifice Area
1.23
sq. inches
No. of Orifices
0.030
cfs
Diameter, inches 15.1,.
2 weir H x W in X in
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

W ►
NC DENR - DIVISON OF WATER QUALITY
.0312 WHITE OAK RIVER BASIN
Classification
Name of Stream Description Class Date Index No.
Little Northeast Creek
From source to Northeast
C;NSW
08/01/91
19-16-2
Creek
Horse Swamp
From source to Little
C;NSW
08/01/91
19-16-2-1
Northeast Creek
Rocky Run
From source to Little
C;NSW
08/01/91
19-16-2-2
Northeast Creek
Poplar Creek
From source to Little
C;NSW
08/01/91
19-16-2-3
Northeast Creek
Mott Creek
From source to Northeast
C;NSW
08/01/91
19-16-3
Creek
Northeast Creek
From N. C. Hwy.24 to
SC;HQW,NSW
08/01/91
19-16-(3.5)
downstream side of mouth
of Scales Creek
Scales Creek
From source to Northeast
SC;HQW,NSW
08/01/91
19-16-4
Creek
Northeast Creek
From the downstream side
SC;NSW
08/01/91
19-16-(4.5)
of mouth of Scales Creek
to New River
Southwest Creek
From source to Mill Run
C;NSW
08/01/91
19--17-(0.5)
Catherine Lake Creek
From Catherine Lake to
C;NSW
08/01/91
19-17-1
Southeast Creek
Catherine Lake
Entire Lake
B;NSW
08/01/91
19-17-1-1
Deep Run
From source to Southwest
C;NSW
08/01/91
19-17-2
Creek
Harris Creek
From source to Southwest
C;NSW
08/01/91
19-17-3
Creek
Haws Run
From source to Southwest
C;NSW
08/01/91
19-17-4
Creek
Tank Creek
From source to Southwest
C;NSW
08/01/91
19-17-5
Creek
Hicks Run (Hickory Run)
From source to Southwest
C;NSW
08/01/91
19-17-6
Creek
Southwest Creek
From Mill Run to New River
C;HQW,NSW
08/01/91
19-17-(6.5)
Mill Run
From source to Southwest
SC;NSW
08/01/91
19-17-7
Creek
Morgan Bay
Entire Bay
SC;NSW
08/01/91
19-18
Lewis Creek
From source to New River
SC;HQW,NSW
08/01/91
19-19
Wallace Creek
From source to New River
SB;NSW
08/01/91
19-20
Bearhead Creek
From source to Wallace Creek
SB;NSW
08/01/91
19-20-1
Beaverdam Creek
From source to Wallace Creek
SB;NSW
08/01/91
19-20-2
Town Creek -
From source to New River
SC;HQW,NSW
08/01/91
19-21
Farnell Bay
Entire Bay
SC;NSW
08/01/91
19-22
Cogdels Creek (Coglin Creek)
From source to New River
SC;NSW
08/01/91
19-23
Frenchs Creek
From source to New River
SC;NSW
08/01/91
19-24
Jumping Run
From source to Frenchs Creek
SC;NSW
08/01/91
19-24-1
011
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3-D iopoQuade Copytight 0 1999 DeLatme Yarmouth, Mg 0406 Souice Data: QSGS 1 950 ft Scale: 1 : 24 QQQ Detail: 13-2 Datum: 10514

A9.i;-,;'A
NCDENR
North Carolina Department of Environment and Natural
Division of Land Resources
James D. Simons, PG, PE
Director and State Geologist
Land Quality Section
DECEIVED
APR a 5 2005
By:
Resources
April 4, 2005
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Bailey & Associates, Inc.,
7225 Wrightsville Avenue
Wilmington, NC 28403
RE: Project Name: Navy Federal Credit Union
Project ID: Onslo-2005-289
County: Onslow
River Basin: White Oak
Submitted By: Jordan-Tew & Associates, PA
Date Received by LQS: April 1, 2005
Plan Type: NEW
Dear Sir or Madam:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pol)ution Control Act (G.S. 113A-57 (4)),
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
We have performed a preliminary review of your submitted plan and have determined that additional
information will be necessary before a final review can be completed. Enclosed is a checklist of items that
must be submitted before we can complete the review process. Failure to provide the additional information
may result in disapproval of your plan.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
6 wl
et M. Russell
Land Quality Section
cc: Glen Tew, Jordan-Tew & Associates
LQS-WiRO: SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone]/ FAX: [phone]

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
PROJECT NAME: tjiN-j 1pe:= f% k grC<A', �- w�:o_r� DATE: .Z006
PROJECT NO.: a 0Q <— Z$ ct, COUNTY: o
To expedite the approval process, a cursory review of your submitted Erosion and Sediment Control Plan application has been made
and has shown the need for additional information as specified below. To meet our review schedule, any additional information
should be received by this office no later than q,.: l z1 . Failure to meet this schedule may result in disapproval
of your plan. The following items shall be incorporated with respect to specific site conditions, in an erosion and sediment control plan:
LOCATION INFORMATION
Project location (roads, streets, landmarks)
North arrow and scale
GENERAL SITE FEATURES (Plan elements)
Legend- Nonh arrow, scale, etc
Property lines
Existing contours (topographic lines)
Proposed contours
Limits of disturbed area (provide acreage total, delineate
limits, and label)
Planned and existing building locations and elevations
Planned & existing road locations & elevations
Lot and/or building numbers
Geologic features: rock outcrops, seeps, springs, wetland
and their limits, streams, lakes. ponds, dams, etc.
Easements and drainageways
Profiles of streets, utilities, dilchlines, etc.
t Stockpiled topsoil or subsoil locations
If the same person conducts the land -disturbing activity & any related
barrow or waste acliwty, the related borrow or waste activity shalt
conslitule pan of the land -disturbing activity unless the borrow or waste
act,viy is regulated under the tAning Act of 1971, or is a landfill regulated
by the Division of :Haste %lanagemenl If the land -disturbing aclivlty and
any relaled borrow or waste activity are not conducted by the same
person, they shall be considered separate land -disturbing aclivilies and
must be permitted either tnru the Sedimental}on Pollution Ccntrel .Act as a
one -use borrow site or Ihrough the Cvlinirrg Act,
Requued Army Corps 404 permit and Water Quality 401 certification (e.g.
stream disturbariCes over 150 linear feet)
EROSIdN CONTROL MEASURES (on plan)
Legend
Location of temporary measures
Location of permanent measures
Construction drawings and details for
lemporary and permanent measures
Maintenance requirements of measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
Existing and planned drainage patterns (include off -site
areas that drain through project)
Method of determination of and calculations for Acreage of
land being disturbed
Size and Location of culverts and s&.vers
Soil information: type, special characteristics
Soil information below Culvert storm outlets
—1/� Name and classificalion of receiving water course
COMMENTS: See the following page
STORMWATER CALCULATIONS
Pre -construction runoff calculations for each outlet from the
site (at peak discharge points)
Design calculations for peak discharges of runoff (including
the construction phase & the final runoff coefficients of the
site)
Design talcs of culverts and storm sewers
Discharge and velocity calculaf3ons for open channel and
ditch flows (easement & right-of-ways)
Design talcs of cross sections and method of stabilization of
existing and planned channels (include temporary linings)
Design calcs and construction details of energy dissipators
below culvert and storm sewer outlets (diameters & apron
dimensions)
Design talcs and dimension of sediment basins
Surface area and settling efficiency information for proposed
sediment traps and/or basins
VEGETATIVE STABILIZATION
Area & acreage to be vegetatively stabilized
fvlelhod of soil preparation
Seed type & rates (lemporary & permanent)
Fertilizer type and rates
Mulch type and rates
NOTE: Plan should include provisions for groundcover on
exposed slopes within 15 working days or 30 calendar
days (whichever is shorter), following completion of any
phase of grading; permanent groundcover for all
disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following completion of construction or
development.
FINANCIAL RESPONSIBILITYIOWNERSHIP FORM
Completed, signed & Polarized FRIO Form
Accurate application lee ($50.00 per acre rounded up the
/ next acre v:ith no ceiling amount)
V Certificate of assumed name, it the owner is a partnership
✓ Name of Registered Agent (if applicable)
Copy of the most current Deed for the site
NOTE: For the EE.press Permitting Option, inquire at the local
Regional Office for availability.
NARRATIVE AND CONSTRUCTION SEQUENCE
Narrative describing the nature and purpose of the
construction activity
Construction sequence related to erosion and sediment
control (includino installation of critical measures prior to the
initiation of the land -disturbing activity & removal of
measures after areas they serve are permanently stabilizec)
Bid specifications related only to erosion control
Wilmington Regional Cffice
127 Cardinal Orive Extension, Wilmington, NC 25405 • Phone: [phone] / FAX: [phone]

Jr t
Continuation of Erosion and Sedimentation Control Plan Preliminary Review Checklist:
Project Name: Navy Federal Credit Union
Project Number: Onslo-2005-289
1. Please disclose any connection between the proposed Credit Union development and the proposed
car wash adjacent.
2. Disclose why stormwater pond is not being built prior to the site development and grading.
3. #1 on the construction sequence should be to schedule a pre -construction, on -site meeting with the
Land Quality inspector.
4. Provide sediment Pit #1 dimensions (length, width and depth) on the Erosion Control Plan.
5. Is a permanent erosion control measure needed at the end of the proposed 6' concrete flume?
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, NC 28405 Phone: [phone] Fax: [phone]

JORDAN - TEW & ASSOCIATES, P.A.
ENGINEERING, SURVEYING, MATERIALS TESTING & PLANNING
102 WEST BROAD STREET (ZIP 28334)
P.O. BOX 249
DUNN, N.C. 28335
RONNIE E. JORDAN, P.L.S. EMAIL: [e-mail] TELEPHONE: [phone]
JOHNNY GLENN TGW, P.G. FAX: [phone]
RECEIVED
Navy Federal Credit Union
jUN 2 3 2005 Jacksonville, N.C.
Storm Water Control Narrative & Calculations
pR03 # Sw 8 ()`)'( ? -
vy e eral Credit Union project site is located at 2830 Piney Green Road (NCSR
1413) in Midway Park, N.C. The project site is located 550 If to the North from the
intersection of Piney Green Road (NCSR 1413) and NC Hwy 24 in the Midway Park
community.
The project will consist of the Navy Federal Credit Union site (1.74 acres) plus an offsite
area used to provide a common entrance drive between the Navy Federal parcel and the
adjacent property to the south (this area of offsite drainage is 0.11 acres that is flowing
toward the retention pond). A second offsite area that is a part of the upslope drainage
area to the retention pond is Lot #3 as shown on the survey by Johnny Williams surveyor.
This lot #3 is presently the location of a beauty shop and associated parking at the corner
of Piney Green Road and Evergreen Avenue (which is a rear entrance to Piney Green
Shopping Center). This lot #3 is 0.31 acres in size. Therefore the total upstream drainage
area to the proposed retention pond will be as follows: Navy Federal site 1.74 acres +
offsite area for access road 0.1 1 acres + offsite area (lot #3 beauty shop) 0.31 acres Total
drainage area = 2.16 acres.
Next we determine the percentage impervious area that is present or is to be planned for
in the upstream drainage area as follows:
On site buildings (navy Federal Parcel) _
On site streets (Navy Federal Parcel) =
On site parking (Navy Federal Parcel) =
On site sidewalks (Navy Federal Parcel) _
Offsite area (needed for common access drive) _
Off site area (Lot #3 present beauty shop) =
Total upslope impervious area =
Total impervious area in acres =
5,700 sf
"ItoIIII IIII
�ao,.•`��1� BAR
30,644 sf
12,414 sf°5!
44;� �m ,.. ES ,....,,°,° /� ,00
°• : �w
2,126 sf
l°
4,791.60 sf
13,503.60 sf
580
O •
69,179.20 sf
�h+n71
1.588 acres
,�2,o5
Therefore total impervious percentage = 69,179.20 sf - 94,089.60 sf (2.16 ac) = 73.53%
Using the SA/DA monograph for costal counties and using the chart that provides 90%
T55 removal (no vegetative filter required) we set up a ratio to interpolate the specific
SA/DA factor for this situation with a pond depth of 5' as follows:

aaIO` . io
..e��, ��i I~o�RV e4F�r
b +
• r •
580 b
3.53 = x x = 3.53 (0.7) x = 0.247 $ y •�� El f
a
_ O
LEN ,5
Next we add this amount to the SAIDA factor for 70% impervious at 5' deep pond, wh�icC h
is 5.0 which gives a total factor of 5.0 + 0.247 = 5.247 for the specific situation of
73.53% impervious area flowing to a 5' retention pond.
Knowing this specific SAIDA factor (5.247) we can determine the required surface area
of the permanent pool as follows:
2.16 acres (total drainage area) x (5.247 _ 100) = 4936.88 sf surface area required at
pennanent pool elevation of 36.00
As can be seen on the attached breakdown of the retention pond areas and dimensions we
have provided 6581 sf surface area at the permanent pool elevation of 36.00. Since 6581
sf is greater than 4936.88 sf our design is sufficient to meet the minimum surface area
requirement for the retention pond.
Next we determine the design runoff volume (temporary water quality pool) to be
controlled and held above the pennanent pool elevation as follows:
We have designed the temporary pool volume to equal the volume of a 1" deep rainfall
over the entire watershed (2.16 acres). This volume was determined as follows:
(I " rainfall) (1 /12 ft/inch) (2.16 ac) (43,560 ft2/ac) = 7841 ft3
This is a more conservative value for temporary storage than the Rv method as this
method assumes 100% of the 1" rainfall will be transported to the retention basin and
temporarily held in the temporary pool volume.
Therefore the volume of water to be controlled as a result of a 1" rainfall event over the
2.16 ac drainage area is 7841 ft3.
We have determined that the top of the principal spillway needs to be set at elevation
37.13 in order to store 7841 ft3 above the permanent pool elevation of 36.00.
Next we use the orifice formula (Q = 0.6 A 2gh) to determine the draw down time that
will be required for this volume (7841 ft3) using a l '/" diameter outlet pipe and using an
average driving head of 1.13 - 2 = 0.57. We use A = 0.0085 ft2 (1 %" diameter pipe) g =
32.2 and h = 0.57' Q = 0.6 (0.0085 ft2) (6.06) = 0.0309 efs. The orifice fonnula gives :ps
the average discharge rate of 0.0309 ft3/sec for the conditions stated above.
Next we divide the volume to be controlled (7841 ft3) by the average outflow rate of
0.0309 ft3/sec and we determine the total draw down time of 253,758.69 seconds. This
total draw down time in seconds (253,758.69 seconds) is then divided by 60 to give
4,229.31 minutes and then divided by 60 to give 70.49 hours and then divided by 24 to

give 2.94 days. This draw down tune is ok as it falls within the allowed draw down time
of 2-5 days.
Therefore the outlet orifice size of 1.25" diameter is ok to accomplish the desirded draw
down time of between 2-5 days.
4`°'�t1k CAll Rp''�.
*'6`Y:'� 1 o s

POND (EXCLUDES FORBAY) (ABOVE & BELOW PERM. POOL)
ELEVATION SURFACE AREA STORAGE
(SQ. FT.
FT3
31
2119
0
32
594
406.5
33
1041
1224.0
34
1560
2524.5
35
2151
4380.0
36
4638
7774.5
37
5008
12597.5
37.5
5196
15148.5 -
38
5385
17793,75
FORBAY (ABOVE & BELOW PERM. POOL)
ELEVATION
SURFACE AREA
STORAGE
_
(SO. FT.)
(FT3)
32
8
0
33
121
64.5
34
306
278.0
35
563
712.5
36
1942
1965.0
37
2151
4011.5
37.5
2258
5113.75
38
2368
6270.25
sr�
m � Et7
m m
C�Cl m
POND & FORBAY
(ABOVE
PERM. POOL1
0
`n ELEVATION
0
SURFACE
AREA STORAGE
---------(S0.
FT.)
-(FTC)
0 36.00
6581
0
37.00
7159
6870.0
0 37.13
7235
7841.0
37.5
7454
10523.25
° 38
7753
14325.0
STAGE VS. DISCHARGE
ELEVATION
DISCHARGE
(CFS)
36.00
0.0
37.00
0.04
37:35
-0.044
37.50
1.55
38.00
14.3
�9�a+r�rtrrrarrr4�
a•°ZN CAR x�•
� f �
a
r
010
r c��NN,..�•`
4rrrrr s/11���
�� �05

lei
85% TSS REMOVAL
30 FOOT 'VEGETATED FILTER REQUIRED
PTH ! -3' 1 3.5' 1 4.0' 1 4.5' 1 5.0' 1-5.5' 1 6.0' 1 6.5' 1 7.0' f 7.5'
�q
10%
.9
1.8
1.7
.6
1.5
10
0
10
0 0
20%
1.7
1.3
1.2
1.1
1 1.0
.9
.8
.7
.6 .5
30 %
2.5
2.2
-1.9
1.8
1.6 -
1.5
.1.3,
1.2
1.0 .9 . _
%
3.4
3.0
2.6
2.4
2.1
1.9
1.6 '
1.4
1A 1.0
50%-.- - .
-.4:2 .
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5 .1.3'
140
60%
5.0
4.5
.3.8
3.5
3.2
2.9
2.6
2.3
2.0 1.6
70%
6.0
5.2
4.5
4.1
3.7
*3.3
2.9
2.5
2.1 1.8
80%
6.8
6.0
5.2
4.7
1-4.2-
3.7
3.2
2.7
2.2 2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.$ ,ray t4i9ro.,
100%
8.2 j
7.4 16.8
b.2
1 5.6
f 5.0
4.4
13.8��••
• ••© ti�
*Revised
10/31/97
-
90% TSS REMOVAL
� $580
NO VEGETATED FILTER REQUIRED
%�;S y%, of PdE��:.•"" '
DEPTH
3
3.5'
4.0'
4.5'•
5.0'
5.5'
6.0'
6.5'
7.0'
/tltool l7f
7.5'
IMP %
10%
1.3
1 1.0
.8
1.7
1.6
.5
.4
1.3
1.2
.1
20 %
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1 1.0
.9
.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
-1.1
.8
40 %
4.5
4.6
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50 %
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60 %
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70 %
8.1
7.0
6.0
.5
5.0
4.5
3.9
3.4
2.9
2.3
j6.4
5.7
5.2
4.6
4.0
3.4
2.8
80 %
9.4
8.0 7.0
90%
.10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
39
3.3
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6 ==jl
Noce: The required surface area calculated from'the tables is to be provided at the permanent pool elevation.