SW8120404_COMPLIANCE_20120802

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

Permit Number SW8120404
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
steven.pusey
Coastal SW Rule
Coastal Stormwater - 2008
Permitted Flow
Facilit
Central Files: AP5 SWP
08/02/12
Permit Tracking Slip
Status
Project Type
Active
New Project
Version
Permit Classification
1.00
Individual
Permit Contact Affiliation
Facility Name Major/Minor Region
Parker Ventures Minor Wilmington
Location Address County
5411 Castle Hayne Rd New Hanover
Castle Hayne NC 28429 Facility Contact Affiliation
Owner
Owner Name Owner Type
Castle Plaza Development LLC Non -Government
Owner Affiliation
Betty Hudson
Manager Member
PO Box 397
Dates/Events Castle Hayne NC 28429
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
08/02/12 04/05/12 08/02/12 08/02/12 08/02/20
Regulated Activities Requested/Received Events
State Stormwater - HD - Infiltration Deed restriction requested
Deed restriction received
Additional information requested 05/10/12
Additional information received 06/19/12
Additional information requested 07/10/12
Additional information received 07/30/12
Outfall NULL
Waterbody Name
Stream Index Number Current Class Subbasin

Sw
w Permit No. 1 LO 110 N
(to be provided by OWQ)
oti warEq
A,*'A*
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM a
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Project name
Parker Ventures
Contact person
Phillip Tripp, P.E:.
Phone number
.910.763-5100 E
Date
;711612012
Drainage area number
11
IIgDESIGWINEORMATION
Site Characteristics
Drainage area
97,385.00 n2
Impervious area
1 75,639.00 n2
Percent impervious
77.7% %
Design rainfall depth
1.50 ,in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.88
Jn
1 -yr, 24-hr intensity
4.87
'inmr
Pre -development 1-yr, 24-hr discharge
5.02
'ft'Isec
Post -development 1-yr, 24-hr discharge
1.78
.fi3isec
PretPost 1-yr, 24-hr peak flow control
-3.24
ff'isec
Storage Volume: Non -SA Waters
Minimum volume required
; 9.139.60
;n3
Volume provided
44,699.00
in3 OK for non -SR waters
Storage Volume: SA Waters
_
1.5" runoff volume
[n3
Pre -development 1-yr, 24-hr runoff volume
fi3
Post -development 1-yr, 24-hr runoff volume
fi'
Minimum volume required
n3
Volume provided
in3
Soils Report Summary
Soil type
Sands
Infiltration rate
1.23
Jnlhr
SHWT elevation
14,17
fmsl
Trench Design Parameters
Drawdown time
2,30 'days OK
Perforated pipe diameter
0,00 .in �� � ���
Perforated pipe length
0.00 Ift
Number of laterals
NIA
Stone type (if used)
I NIAI JUL 3 0 2011
Stone void ratio
' 95%
Stone is free of Tines?
Y ; (Y or N) OK BY.
Form SW401-Infiltration Trench-Rev.4 Parts r. & Il. Design Summery, Page 1 of 2

Permit No. -e i 2 Q y 014
(to be provided by D WQ)
Trench Elevations
Bottom elevation
i 16.20
lfmsl OK
Storage/overflow elevation
18.90
fmsl
Top elevation
19.10
fmsl
Trench Dimensions
Length (long dimension)
141.75
Ift
Width (short dimension)
115.25
it
Height (depth)
2.89
ft OK
Additional Information
Maximum volume to each inlet into the trench?
2.00
ac-in
OK
Length of vegetative filter for overflow
NIA
`ft
OK
Number of observation wells
1
1
OK
Distance to structure
30.00
i ft
OK
Distance from surface waters
I 100+
;ft
OK
Distance from water supply well(s)
100+
tft
OK
Separation from impervious soil layer
NIA
!ft
OK
Depth of naturally occuring soil above SHWT
i 2:00
ift
OK
Bottom covered with 4-in of clean sand?
i Y
'(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
`(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
Drop Inlets
_
SCOVE
JUL 3 0 2012
dw
Form 5W401-tnri1tration Trench-Rev.4 Parts !. & II. Design Summary, Page 2 of 2

s
Permit Number: sli�/(J � W!0�
(to be provided by DWQ)
Drainage Area Number:
Infiltration Trench Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the infiltration trench will be carefully managed to reduce
the sediment load to the sand filter.
— The water Ievel in the monitoring wells will be recorded once a month and after
every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County).
The infiltration trench will be inspected once a quarter and within 24 hours after every
storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of
operation and maintenance will be kept in a known set location and will be available
upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential roblem:
How I will remediate theproblem;
The entire BMP
Trash/debris is present.
Remove the trash debris.
The grass filter strip or
Areas of bare soil and/or
Regrade the soil if necessary to
other pretreatment area
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment has accumulated to
Search for the source of the
a depth of greater than six
sediment and remedy the problem if
inches.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
The flow diversion
The structure is clogged.
Unclog the conveyance and dispose
structure (if applicable)
of any sediment off -site.
The structure is damaged.
Make any necessary repairs or
replace if damage is too large for
repair,
CEI E'
MAR 2 8 2012
BY:
Form SW401-Infiltration Trench O&M-Rev.3
Page I of 3

BMP element:
Potentialproblem:
How I will remediate theproblem:
The trench
Water is ponding on the
Remove the accumulated sediment
surface for more than 24
from the infiltration system and
hours after a storm.
dispose in a location that will not
im act a stream or the BMP.
The depth in the trench is
Remove the accumulated sediment
reduced to 75% of the original
from the infiltration system and
design depth.
dispose in a location that will not
impact a stream or the BMP.
Grass or other plants are
Remove the plants, preferably by
growing on the surface of the
hand. If pesticide is used, wipe it on
trench,
the plants rather than spraying.
The observation well(s)
The water table is within one
Contact the DWQ Stormwater Unit
foot of the bottom of the
immediately at 919-733-5083.
system for a period of three
consecutive months.
The outflow pipe is clogged.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
The outflow pipe is damaged.
Repair or replace the pipe.
The emergency overflow
Erosion or other signs of
The emergency overflow berm will
berm
damage have occurred at the
be repaired or replaced if beyond
outlet.
re air.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
10"ECEIVE,
MAR 2 8 2012
Form SW401-Infiltration Trench O&M-Rev.3 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Parker Ventures
BMP drainage area number: I
Print name:Joseph L. Hudson_
Title:Member Manager, Castle Plaza Development, LLC
Address: 1009_Waterview Place, Carolina Beach, NC 28428
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, _1�1 Ic1.���_ i'��r1 , a Notary Public for the State of
, County of , do hereby certify that
personally appeared before me this 1 b
day of , Z , , ` - Z. , and acknowledge the due execution of the
forgoing infiltration trench maintenance requirements. Witness my hand and official
seal,
C.
`r10 T.4 .O
=`2 p03 LIGCOU
!!!!!lfrio itO
SEAL
My commission expires_ 1 O - [ 5 -ilk
�CCCt C
f E.
EP Vk_;.
MAR 2 8 2012
8)':—_
Form SW40I-infiltration Trench O&M-Rev.3
Page 3 of 3

INFILTRATION CHAMBER ANALYSIS
Filename S:IWQSIStormwater\Permits & Projects120121120404 HD12012 07 Excel—IT-2 120404
Initial Run Date: July 10, 2012
Project # SW8 1120404 see note#1 Last Modified 10-Jul-12
Project Name Parker Ventures I Reviewer L. Lewis
Phase 11? Y 1 N L
Recvng Stream
Drainage Basin
Classification
Index Number
Buildings
Street & Parking
Concrete
Offsite
Future
Total BUA
Drainage Area
Drainage Area
% Impervious
Cc
Design Storm
Rv pre
Rv Post
1 yr 24 hr pre
1 yr 24 hr post
Volume req'd.
Model #
Vol./Chamber cf.
No. of chambers
Chamber vol.
Length of Trench
Width Of Trench
Surface Area
Height Of Trench
Trench Volume
Total Volume
Bottom Elev.
SHWT Elev.
Min. Weir Elev.
Infiltration Rate
Drawdown Time
DA1
DA2
DA3
DA4
DA5
DA6
Prince George Creek
CPF
C Sw
18-74-63
00000
97385
2.24
0.00
0.00
0.00
0.00
0.00
77.7%
#DIVIO!
#DIV/O!
#DIVIO!
#DIV/O!
#DIVIO!
0.71
#DIVIO!
#DIVIO!
#DIVIO!
#DIVIO!
#DIVIO!
1.50
0.05
0.75
#DIV/O!
#DIVIO!
#DIVIO!
#DIVIO!
#DIV/O!
NIA
0
0
0
0
0
NIA
#DIVIO!
#DIVIO!
#DIVIO!
#DIV/0!
#DIVIO!
9118
#DIVIO!
I #DIV101
#DIV/O!
I #DIVIO!
I #DIVIO!
DA 1 DA 2 DA 3 DA 4 DA 5 DA 6
11 I
-----
00
00
0000�
`
00�00
1.23
5.45
1 #DIVIO! I #DIVIO!
#DIVIO!
I #DIVIO!
I #DIVIO!
10 yr-24 hr analvsis
1
0.98
0.95
sq, ft,
sf
acres
in
cf
cf
cf
ECO I
See Note
See Note
cf
ft
ft
See Nete
ft
cf
fmsl
fmsl
fmsl
in hr
h rs
Rd 10 yr 24 hr 7.22 inches,l
Volume, cf 43688 cf
Volume 124 hours 20086 cf
Volume to store = 23802 cf
Note- the total available volume must be larger than the remaining volume to store.
Note #1 - the project number needs a single quote mark entered first so that the "0" shows up in the number.
Note #2 - either the volume per chamber or the volume per linear foot of chamber can be enetered here.
Note #3 - either the number of chambers or the linear feet of chamber can be entered here.
Note #4 - If the trench widths and lengths are irregular, the reviewer may enter surface area directly.
Comments:
Required volume, storage, and drawdown guidelines are met.

Job No. 10013
Date: 07/27/12
TRIPP ENGINEERING, P.C.
419 Chestnut Street, Wilmington, NC 28401 REC�� , (�� 1
Phone: [phone] • FAX: [phone]
Email: [e-mail]
LETTER OF TRANSMITTAL
To: NCDENR
Attention: Steve Pusey
Subject: Parker Ventures
FAX TRANSMITTAL: NUMBER OF PAGES INCLUDES COVER
I am sending you: ( X ) ATTACHED ( ) UNDER SEPARATE COVER
( ) Prints ( ) Tracings ( ) Copy of letter ( ) Specifications ( X ) Other
Conies Item No. _ Description
1 set Calculations
1 Infiltration Trench Supplement__
JUL 302012
BY:
These are transmitted as checked below:
( X ) For Approval ( ) For Your Use ( ) Sign & Return ( X ) Review
Remarks: -Infiltration Trench SuDr)lement. Includes the revised 44.699 cf
-Infiltration Basin Storacie Volume Calcs. Includes the revised 8.25 cf per tank and the
volume of 4414699 cf _
-Infiltration Trench Routing 10 Year „Storm with Half Infiltration Rate. Includes page six that
shows the time period until full drawdown using half the infiltration rate.
cc:
Signed: Lee Galloway

Revised: 7/16/12 Parker Ventures
ALG Simple Method - 1.5" Storage Volume Calculations
Infiltration Trench
Infiltration Basin - Storaae Volume - Non SA Waters - Minimum Volume Reauired
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv = 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
lA = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
IA= 77.7 %
Rv = 0.75
Design Rainfall Depth =
1.50
in.
Drainage Area =
2.24
acres
Volume Required =
9,139
ft3
Volume Provided =
44,699
ft3 (Includes 95% Void)
tes for Vol. Provided:
5,418 Double Rain Tank Units Proposed
Each Rain Tank Unit provides approximately 8.25 cf of water storage
J#: 10013
j�ECE1VED
JUL 3 0 2012
BY:
G:�JOBS\2010\10013-PARKER VENTURES\calcs\10013 Infiltration Basin Storage Volume Calcs 1.5inch 7-16-12

}
Revised: 6/18112
ALG
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
2.24 ACRES
HYDRAULIC LENGTH
250 FT
CHANGE IN HEIGHT
1 FT
RUNOFFCOEF.'C'
0.1
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.00 INIHR
Qa a 1.67 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7.23 INCHES 10yr, 24hr PRECIPITATION
CN = 85
S = (10001CN}10
S = 1.76
Depth (D) = (P-0.2S)A2/(P+O.BS)
D = 5.47 IN - 10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] I Op
Tp= 44,75 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp"1.39'60
38,622 cu. It,
CALCULATE Ka AND b
SET NORMAL ELEVATION AT = 16.20 feet
Parker Ventures
Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
AFTER DEVELOPMENT
WATERSHED AREA
2.24 ACRES
HYDRAULIC LENGTH
250 FT
CHANGE IN HEIGHT
1 FT
RUNOFF COEF.'C'
0.76
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.00 IN/HR
QP a 11.92 CFS
QP = POST -DEVELOPED PEAK DISCHARGE
5
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z eat
(sq ft)
(cu ft)
(cu ft) _
(ft)
(ft)
16.20
15518
0
0
0
0
0
0
17.00
15518
12.414
12,414
0.8
9.4266
-0.2231
0.60
17.50
15518
7.759
20,173
1.3
9.9121
0.2624
1.30
19.10
15518
24.829
45.002
2.9
10.7145
1,0647
2.90
'NOTE: Contour Area includes 95% Vo(d Ratio for Eco Rain Tanks,
Regression Output:
=� Ks = 16518
b = 1.00
X Coefficient 9.65
RECEIVE
JUL 3 o 2012
p
BY:-
10013
G:UOBS12010110013-PARKER VENTURES%calcs110013 tnfiltrafian Trench Rautnp 10y24hr- Half Inflt Rate (DEN R) 0-IB-12

Revised: 6/18112 Parker Ventures
ALG Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
1.57 ds
Qp =
11.92 cfs
' HALF 1nffltrattort rate - 0.62 1n/hr
Tp =
44.7 min
(Per Soils Report)
dT =
1 min
BASIN DATA
Basin Drawdown Time - 55.fi hours
Ks =
15518
(see Page 6 this report)
b =
1.00
Zo =
16.20 ft
Normal water elev =
16.20 ft
Peak Outflow =
0.00 cfs
Box Weir Length =
0 it
Peak Stage =
18,88 ft
Cw =
0.0
Maximum Storage =
41,659 cu it
Zcr =
0.00 ft
Control Holes:
State Orifice: Dia =
0.00 in
Dd =
18 in
Inv =
0.00 ft
Cd =
0.59
Weir: L =
48 in
Zi =
16.50 tt
Inv =
18.9 ft
Time
inflow
Storage
Stage
Outflow W Riser
Orifice Weir
IFStore
Infiltrate
min)
(cfs)
(cu ft
ft)
(cfs) (ds
ds)
(Cfs)
(cu fi
0
0.0
0
16.20
0 0
4
0.00
0.0
0.0
1
0.0
0
16.20
0 0.00
0
0.00
0.0
13.4
2
0.1
1
16.20
0.00 0.00
0.00
0.00
0.0
26.7
3
0,1
4
16.20
0.00 0.00
0.00
0.00
0.0
40.1
4
0.2
12
16,20
0.00 0.00
0.00
0.00
0.0
53.5
5
0.4
26
16.20
0.00 0.00
0.00
D.OD
0.0
66.8
6
0.5
48
16.20
0.00 0.00
0.00
0.00
0.0
80.2
7
0.7
79
16.20
0.00 0.00
0.00
0.00
0.0
93.5
8
0.9
122
16.20
0.00 0.00
0.00
0.00
14,8
106.9
9
1.2
177
16.20
0.00 0,00
0.00
0.00
56.3
12133
10
1.4
246
16.21
0.00 0.00
0.00
0.00
112.0
133.E
11
1.7
330
16.21
0.00 0.00
0.00
0.00
i83.2
147.0
12
2,0
432
16.22
0.00 0.00
0.00
0.00
271.2
160A
13
2.3
$51
16.22
0.00 0.00
0.00
0.00
377.4
173.7
14
2.7
690
16.23
0.00 0.00
0.00
0.00
502.9
187A
15
3.0
849
16,24
0.00 0.00
0.00
0.00
648.7
200.4
16
3.4
1030
16.25
0,00 0.00
0.00
0.00
815.9
213.8
17
3.8
1233
16.26
0.00 0,00
0.00
0.00
1005.4
227.2
18
4,2
1458
16.28
0.00 0,00
0.00
0.00
1217.8
240.5
19
4.6
1708
16.29
0.00 0.00
0.00
0.00
1453.9
253.9
20
5.0
1981
16.31
0,00 0.00
0.00
0.00
1714.1
267.3
21
5.4
2280
16.33
0.00 0,00
0.00
0.00
1998.9
280.6
22
5,8
2603
16.35
0.00 0,00
0.00
0.00
2308.6
294,0
23
6.2
2951
16,37
0.00 0.00
0.00
0,00
2643.4
307.3
24
6.6
3324
16.39
0,00 0.00
0.00
0.00
3003.2
320.7
25
7.1
3722
16.42
0.00 0.00
0.00
0.00
3388.1
334.1
26
7.5
4145
16,44
0.00 0.00
0.00
0.00
3797.7
347,4
27
7.9
4593
16.47
0.00 0.00
0.00
0.00
4231.9
360.8
28
8.3
5064
16.50
0.00 0.00
0.00
0.00
4690.1
374.2
29
8.6
5559
16.53
0.00 0,00
0.00
0.00
5171.8
387.5
30
9.0
6077
16.57
0.00 0.00
0.00
0.00
5676.3
400.9
31
9.4
6617
16.60
0.00 0.00
0.00
0.00
6202.8
414.2
32
9.7
7178
16.64
0.00 0,00
0.00
0.00
67%5
427,6
33
10.0
7759
16.67
0.00 0.00
0.00
0.00
7318.2
441.0
34
10.3
8359
16.71
0.00 0.00
0.00
0.00
7905.0
454.3
35
10.6
8977
16.75
0.00 0,00
0.00
0.00
8509.6
467,7
36
10.6
9612
16.79
0.00 0.00
0.00
0.00
9130.7
481 A
37
11.1
10261
16.83
0.00 0.00
0.00
0.00
9767.0
494.4
38
11.3
10925
16.87
0.00 0,00
0.00
0.00
10417.1
507,8
39
11.4
11600
16.91
0.00 0.00
0.00
0.00
11079.3
521.1
40
11_6
12287
16.96
0.00 0.00
0.00
0.00
11752.3
534.5
41
11.7
12982
17.00
0.00 0.00
0.00
0.00
12434.2
547.9
42
11.8
13685
17.05
0.00 0,00
0.00
0.00
13123.6
561.2
43
11.9
14393
17.09
0.00 0,00
0.00
0.00
13818.6
574.6
44
11.9
15105
17.14
0.00 0.00
0.00
0.00
14517.5
588.0
45
11.9
15820
17.18
0.00 0.00
0.00
0.00
15218.7
601.3
46
11.9
16535
17.23
0.00 0.00
0.00
0.00
15920.3
614.7
47
11.8
17249
17.27
0.00 0.00
0.00
0.00
16620.5
626.0
G:V08S@01011001
YPARKER VENTURES14aIC$110013 Infitratmn
Trench Routing t0yr24hf - Half InfRt Rate (DENR)
9-18-t2
10013

Revised: 6118/12
Parker Ventures
10013
ALG
Starmwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
48
11.8
17959
17.32
0.00
0.00
0.00
0.00
17317.7
641.4
49
11.7
18665
17.36
0.00
0.00
0.00
0.00
18010,1
654.8
50
11.5
19364
17.40
0.00
0,00
0.00
0.00
18695.9
668.1
51
11.4
20055
17.45
0.00
0.00
0.00
0.00
19373.6
681.5
52
11.2
20736
17,49
0.00
0.00
0.00
0.00
20041.3
694.9
53
10.9
21406
17.53
0.00
0.00
0.00
0.00
20697.6
708.2
54
10.7
22063
17.58
0.00
0.00
0.00
0.00
21341-0
721.6
55
10.4
22705
17.62
0.00
0.00
0.00
0.00
21969.8
734.9
56
10.2
23331
17,66
0.00
0.00
0.00
0.00
22582.8
748.3
57
9.9
23941
17,69
0.00
0.00
0.00
0.00
23179.3
761.7
58
9.6
24533
17.73
0.00
0.00
0.00
0.00
23758.4
775.0
59
9.3
25109
17.77
0.00
0.00
0.00
0.00
24320.5
788,4
60
9.0
25668
17.80
0.00
0.00
0.00
0.00
24866.2
801.8
61
8.8
26211
17,84
0.00
0.00
0.00
0.00
25395.8
815.1
62
8.5
26738
17.87
0.00
0.00
0.00
0.00
25909-9
828.5
63
8.3
27251
17.90
0.00
0.00
0.00
0.00
26408.9
841.9
64
8.1
27748
17.93
0.00
0.00
0.00
0.00
26893.2
855.2
65
7.8
28232
17.96
0.00
0.00
0.00
0.00
27363.3
868.6
66
7.6
28701
17,99
0.00
0.00
0.00
0.00
27819.5
881.9
67
7.4
29158
18.02
0.00
0.00
0.00
0.00
28262,2
895.3
6B
7.2
29601
18.05
0,00
0.00
0.00
0.00
28692.0
908.7
69
7.0
30031
18.08
0.00
0.00
0,00
0.00
29109.0
922.0
70
6.8
30449
18.10
0.00
0.00
0.00
0,00
29513.7
935.4
71
6.6
30855
18.13
0.00
0.00
0.00
0.00
29906.4
948.8
72
6.4
31250
18.15
0.00
0.00
0.00
0.00
30287.5
962.1
73
6.2
31633
18.18
0.00
0.00
0.00
0.00
30657.3
975.5
74
6.0
32005
18.20
0.00
0.00
0.00
0.00
31016.2
988.8
75
5.9
32367
18.22
0.00
0.00
0,00
0.00
31364.4
1002.2
76
5.7
32718
18,24
0.00
0.00
0.00
0.00
31702.2
1015.6
77
5.5
33059
18.26
0.00
0.00
0.00
0.00
32030.0
1028.9
78
5.4
33390
18,28
0.00
0.00
0.00
0.00
32348.0
1042.3
79
5.2
33712
18,30
0.00
0.00
0.00
0.00
32656,5
1055.7
80
5.1
34025
18.32
0.00
0.00
0.00
0.00
32955.8
1069.0
81
4,9
34329
18.34
0.00
0.00
0.00
0.00
33246.1
1082.4
82
4,8
34624
18.36
0.00
0.00
D.00
0.00
33527.8
1095.7
83
4.6
34910
18,38
0.00
0.00
0.00
0.00
33801.0
1109.1
84
4.5
35188
18.40
0.00
0.00
0.00
0.00
34066.0
1122.5
85
4.4
35459
18.41
0.00
0.00
0.00
0.00
34323.0
1135.8
86
4.3
35722
18.43
0.00
0.00
0.00
0.00
34572.3
1149.2
87
4.1
35977
18A4
0,00
0.00
0.00
0.00
34814.1
1162.6
88
4.0
36224
18.46
0.00
0,00
0,00
0.00
35048.6
1175.9
89
3.9
36465
18.47
0.00
0.00
0.00
0.00
35275.9
1189.3
90
3.8
36699
18,49
0.00
0.00
0.00
0.00
35496.4
1202.6
91
3.7
36926
18.50
0.00
0.00
0.00
0.00
35710.2
1216.0
92
3.6
37147
18.51
0.00
0.00
0.00
0.00
35917.4
1229.4
93
3.5
37361
18.53
0.00
0.00
OM
0.00
36118.4
1242.7
94
3.4
37569
18.54
0.00
0.00
0.00
0.00
36313.2
1256.1
95
3.3
37772
18.55
0.00
0.00
0.00
0.00
36502.1
1269.5
96
3.2
37968
18.56
0.00
0.00
O.OD
0,00
36685.1
1282.8
97
3.1
38159
18.58
0.00
0.00
0.00
0.00
36862.6
1296,2
98
3.0
38344
18.59
0.00
0.00
0.00
0.00
37034.6
1309.5
99
2.9
36524
18.60
0.00
0.00
0.00
0.00
37201,2
1322.9
100
2.8
38699
18.61
0.90
0.00
0.00
0.00
37362.8
1336.3
101
2.8
38869
18.62
0.00
0.00
MCI
0.00
37519.3
1349.6
102
2.7
39034
18.63
0.00
0.00
0.00
0.00
37670.9
1363.0
103
2.6
39194
18.64
0.00
0.00
0.00
0.00
37817.8
1376.4
104
2.5
39350
18.65
0.00
0.00
0 00
0.00
37960.2
1389.7
105
2.4
39501
18.66
0.00
0.00
0.00
0.00
38098.1
1403A
106
2.4
39648
18,66
0.00
0.00
0.00
0,00
38231.6
1416.4
107
2.3
39791
18.67
0,00
0.00
0.00
0.00
38360.9
1429.8
108
2.2
39929
18.68
0.00
0.00
0.00
0.00
38466.2
1443.2
109
2.2
40064
18.69
0.00
0.00
0.00
0.00
38607.5
1456.5
110
2A
40195
18.70
0.00
0.00
0.00
0.00
38724.9
1469.9
111
2.1
40322
18.70
0,00
0.00
0.00
0.00
38838.6
1483.3
112
2.0
40445
18.71
0,00
0.00
0.00
0.00
38948.6
1496.6
113
1.9
40565
18.72
0.00
0.00
0.00
0.00
39055.1
1510,0
114
1.9
40682
18.72
0.00
0.00
0.00
0.00
39158.2
1523.4
115
1.8
40795
18.73
0,00
0.00
0.00
D.00
39258.0
1536.7
116
1.8
40905
18.74
0.00
0.00
0.00
0.00
39354,5
1550.1
117
1.7
41011
18.74
0.00
0.00
0.00
0.00
39447.8
1563.4
118
11
41115
18.75
0,00
0.00
0.00
DAD
39538.1
1576.8
119
1.6
41216
18.75
0.00
0.00
0.00
0.00
39625.5
1590.2
120
1.6
41313
18.76
0.00
0.00
0.00
0.00
39709.9
1603.5
121
1.5
41408
18.76
0.00
0.00
0.00
0,00
39791.6
1616.9
122
1.5
41501
18.77
0.00
0.00
0.00
0.00
39870.5
1630,3
123
1.5
41590
18,77
0.00
0.00
0.00
0.00
39946.8
1643.6
124
1.4
41677
18.78
0.00
0.00
0.00
0.00
40020.5
1657.0
125
1.4
41762
18.78
0.00
0.00
0.00
0.00
40091,7
1670.3
GlZBS1201
01100131PARKER VEN1J45$Acalrs1100131eAJAian
Trench R&9910y24hr-
Half IrRIPAte (DENR) 6-19-PA
0.00
40160,6
1883.7

Revised: 6/18112
Parker Ventures
10013
ALG
Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF fNFILTRATION RATE
127
1.3
41924
18.79
0.00
0.00
0.00
0.00
40227.0
1697.1
128
1.3
42002
18.80
0.00
0.00
0.00
0,00
40291.2
1710.4
129
1.2
42077
18.00
0.00
0.00
0.00
0.00
40353.1
1723.8
130
1,2
42150
18.80
0.00
0.00
0.00
0.00
40412.9
1737,2
131
1.2
42221
18.81
0.00
0.00
0,00
0,00
40470.6
1750.5
132
1 A
42290
18.81
0.00
0.00
0.00
0.00
40526.3
1763.9
133
1.1
42357
18.82
0,00
0.00
0.00
0.00
40580.0
1777,2
134
1.1
42422
18.82
0.00
0.00
0.00
0.00
40631.7
1790.6
135
10
42486
18.82
0.00
0.00
0,00
0.00
40681.6
1804.0
136
1.0
42547
18.82
0.00
0.00
0.00
0.00
40729.7
1817.3
137
1.0
42607
18.83
0.00
0.00
0.00
0.00
40776.1
1830.7
138
0.9
42665
18.83
0.00
0.00
0.00
0.00
40820.7
1844.1
139
0.9
42721
18.83
0.00
0.00
0.00
0.00
40863,E
1857.4
140
0.9
42776
18.84
0.00
0.00
0.00
0.00
40905.0
1870.8
141
0.9
42829
18.84
0.00
0.00
0.00
0.00
40944.8
1884.1
142
0.8
42881
18.84
0.00
0.00
0.00
0.00
40983.0
1897.5
143
0.8
42931
18.84
0.00
0.00
0,00
0.00
41019.8
1910.9
144
0.8
42979
18,86
0.00
0.00
0,00
0.00
41055.2
1924.2
145
0.8
43027
18,85
0.00
0.00
0.00
0.00
41089.1
1937.6
146
0.7
43073
18.85
0,00
0.00
OM
0.00
41121.7
1951.0
147
0.7
43117
18.85
0.00
0.00
0,00
0.00
41153.0
1964.3
148
0.7
43161
18,85
0.00
0.00
0.00
0.00
41183.0
1977.7
149
0.7
43203
18.86
0.00
0.00
0.00
0.00
41211,7
1991.0
150
0.7
43244
18.86
0.00
0.00
0.00
0.00
41239.3
2004.4
151
0.6
43283
18.86
0.00
0.00
0,00
0.00
41265.7
2017.8
152
0.6
43322
18,86
0.00
0.00
0.00
0.00
41290.9
2031.1
153
0.6
43360
18.86
0.00
0.00
0.00
0.00
41315.1
2044.5
154
0.6
43396
18.86
0.00
0.00
0.00
0.00
41338.1
2057.9
155
0.6
43431
18.87
0.00
0.00
0,00
0.00
41360.2
2071.2
156
0.6
43466
18,87
0.00
0.00
0.00
0.00
41381.2
2084.6
157
0.5
43499
18,87
0,00
0.00
OM
0.00
41401.2
2097.9
158
0.5
43532
18.87
0.00
0.00
0.00
0.00
41420.3
2111.3
159
0.5
43563
18.87
0.00
0.00
0,00
0.00
41438.4
2124.7
160
0.5
43594
18.B7
0.00
0.00
0.00
0.00
41455.6
2138.0
161
0.5
43623
18,87
0.00
0.00
0.00
0.00
41472.0
2151.4
162
0.5
43652
18.87
0.00
0.00
0,00
0.00
41467.5
2164.8
163
0.5
43680
18.87
0.00
0.00
0.00
0,00
41502.2
2178.1
164
0.4
43708
18.88
0.00
0.00
0.00
0.00
41516.1
2191.5
165
0.4
43734
18.88
0.00
0.00
0,00
0.00
41529.2
2204.8
166
0.4
43760
18.88
0.00
0.00
0.00
0,00
41541,5
2218.2
167
0.4
43785
18.88
0.00
0,00
0.00
0.00
41553.1
2231.6
168
0.4
43809
18.88
0.00
0.00
0.00
0.00
41564.0
2244.9
169
0.4
43833
18,88
0.00
0.00
0.00
0.00
41574.2
2258.3
170
0.4
43855
18.88
0.00
0.00
0.00
0.00
41583,7
2271.7
171
0.4
43878
18.88
0.00
0.00
0.00
0.00
41592.6
2285.0
172
0.3
43899
18.88
0.00
0.00
0.00
0.00
41600.8
2298.4
173
0.3
43920
18.88
0.00
0.00
0.00
0.00
41608.5
2311.8
174
0.3
43941
18.88
0.00
0,00
0.00
0.00
41615.5
2325.1
175
0.3
43960
18.88
0.00
0.00
0.00
0.00
41621.9
2338.5
176
0.3
43980
18.88
0.00
0.00
0.00
0.00
41627.8
2351.8
177
0.3
43998
18.88
0.00
0.00
0.00
0.00
41633A
2365.2
178
0.3
44016
18.88
0.00
0 00
0.00
0.00
41637.8
2378.6
179
0.3
44034
18.88
0.00
0.00
0.00
0.00
41642A
2391.9
180
0.3
44051
18.88
0.00
0.00
0.00
0,00
41645.9
2405.3
181
0.3
44068
18.88
0.00
0.00
0.00
0.00
41649.1
2418.7
182
0.3
44084
18.88
0.00
0.00
0.00
0.00
41651.9
2432.0
183
0.3
44100
18.88
0.00
0.00
0.00
0.00
41654.2
2445A
184
0.2
44115
18.88
0.00
0.00
0.00
0.00
41656.1
2458.7
185
0.2
44130
18.80
0.00
0.00
0.00
0.00
41657.5
2472A
186
0.2
44144
10.88
0.00
0.00
0.00
0.00
41658.6
2485.5
187
0.2
44158
18.88
0.00
0.00
0.00
0.00
41659,2
2498.8
m
188
0.2
44172
18.88
0.00
0,00
0.00
0.00
41659.4
2512.2
189
0.2
44185
18.88
0.00
0.00
0.00
0.00
41659.2
2525.6
1..�
C
190
0.2
44198
1 B.88
0,00
0.00
0.00
0.00
41658.6
2538.9
r
191
0.2
44210
18.88
0.00
0.00
0.00
0.00
41657.7
2552.3
192
0.2
44222
18.8E
0.00
0,00
0.00
0.00
41656.4
2565.E
w
193
0.2
44234
18.88
0.00
0.00
0.00
0.00
41654.8
2579.0
a
194
0.2
44245
18.68
0.00
0.00
0.00
0,00
41652.8
2592.4
195
0.2
44256
18.88
0,00
0.00
0.00
0.00
41650,5
2605.7
196
0.2
44267
18.88
0.00
0,00
0.00
0.00
41647.9
2619.1
R�7
197
0.2
44277
18.88
0.00
0.00
0.00
0.00
41645.0
2632.5
rn
198
0.2
44288
18.88
0,00
0.00
0.00
0.00
41641.8
2645.8
199
0.2
44297
18.88
0.00
0.00
0.00
0.00
41638.3
2659.2
200
0.2
44307
18.88
a.aa
0.00
0.00
0.00
41634.5
2672.5
201
0.2
44316
18.88
0.00
0.00
0.00
0,00
41630.4
2685.9
202
0.1
44325
18.88
0.00
0.00
0.00
0.00
41626.1
2699.3
203
0.1
44334
18.88
0.00
0.00
0.00
0.00
41621,5
2712.6
204
0.1
44343
18.88
0.00
0.00
0.00
0.00
41616.7
2726.0
Csi6512010110013�ARKER VEN1calc�lL0013
�iAi113Rion Tmnch
R�I�q 14y24hr-Half ir{tll{SO {OENRj 8-1�-OP
0,00
41611.6
2739.4

Revised; 6118/12
Parker Ventures
10013
ALG
Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
206
0.1
44359
18.88
0.00
0.00
0.00
0.00
41606.3
2752.7
207
0.1
44367
18.88
0.00
0.00
0.00
0.00
41600.7
2766.1
208
0.1
44374
18.88
0.00
0.00
0.00
0.00
41594.9
2779A
209
0.1
44382
18.88
0.00
0.00
0.00
0.00
41588.9
2792.8
210
0.1
44389
18.88
0.00
0.00
0.00
0.00
41582,7
2806.2
211
0.1
44396
18.88
0.00
0.00
0.00
0.00
41576.3
2819,5
212
0.1
44403
18.88
0.00
0.00
0.00
0.00
41569.7
2832.9
213
0.1
44409
18,88
0.00
0.00
0.00
0,00
41562.9
2846.3
214
0.1
44416
18.88
0.00
0.00
0.00
0.00
41555,9
2859.6
215
0.1
44422
18.88
0.00
0.00
0.00
0.00
41548.8
2873.0
216
0.1
44428
18.88
0.00
0.00
0.00
0.00
41541.4
2BB6.3
217
0.1
44434
18.88
0.00
0.00
0.00
0.00
41533.9
2899.7
218
0.1
44439
18.88
0.00
0,00
0.00
0.00
41526.2
2913.1
219
0.1
44445
18.88
0.00
0.00
0,00
0,00
41518.4
2926.4
220
0.1
44450
18,87
0.00
0.00
0.00
0.00
41510.4
2939.8
221
0.1
44455
18.87
0,00
0.00
0.00
0.00
41502.2
2953.2
222
0.1
44460
18.87
0.00
0,00
0.00
0.00
41493.9
2966.5
223
0.1
44465
18.87
0.00
0.00
0.00
0.00
41485.4
2979.9
224
0.1
44470
18.87
0.00
0.00
0.00
0.00
41476.8
2993.2
225
0.1
44475
18.87
0,00
0.00
0.00
0.00
41468.1
3006.E
226
0.1
44479
18.87
0.00
0.00
0.00
0.00
41459.2
3020.0
227
0.1
44484
18.87
0.00
0.00
0.00
0,00
41450.2
3033.3
228
0.1
44488
18,87
0.00
0.00
0.00
0.00
41441.1
3046.7
229
0.1
44492
18.87
0.00
0.00
0.00
0.00
41431.9
3060,1
230
0.1
44496
18.87
0.00
0.00
0.00
0.00
41422.5
3073.4
231
0.1
44500
18.87
0,00
0.00
0.00
0.00
41413.0
3086.8
232
0.1
44504
18.87
0.00
0.00
0.00
0.00
41403.5
3100,2
233
0.1
44507
18.87
0.00
0.00
0,00
0.00
41393.8
3113.5
234
4.1
44511
18.87
0,00
0.00
0.00
0.00
41384,0
3126.9
235
0.1
44514
18.87
0.00
0.00
0.00
0.00
41374.1
3140.2
236
DA
44518
18,87
0.00
0.00
0.00
0,00
41364.1
3153.6
237
0.1
44521
18.86
0.00
0.00
0.00
0.00
41354,0
3167.0
238
0.1
44524
18.86
0.00
0.00
0.00
0.00
41343.8
3180,3
239
0.0
44527
18.86
0.00
0.00
0.00
0,00
41333.5
3193.7
240
0.0
44530
18.86
0,00
0.00
0.00
0.00
41323.1
3207.1
241
0,0
44533
18.86
0.00
0.00
0.00
0.00
41312.7
3220.4
242
0.0
44536
18.86
0.00
0.00
0.00
0.00
41302.2
3233,B
243
0.0
44539
18.86
0.00
0.00
0.00
0.00
41291.5
3247.1
244
0.0
44541
18.86
0,00
0.00
0.00
0.00
41280.8
3260.5
245
0.0
44544
18.86
0-00
0.00
0.00
0.00
41270.1
3273.9
EGEIVE
JUL 3 4 202
G:UQB512010110013-PARKER VENTURMcalcM10013 Infiltration Trench Raining 10yr24nr- Hall InG7t R61e (DENR) 6-18-12

Revised: 6118/12 Parker Ventures
ALG Stormwater Infiltration Trench Routing
10-year24hr Storm
HALF INFILTRATION RATE
3330
0.0
44632
16.21
0.00
0.00
0.00
0.00
133.9
44497.9
3331
0.0
44632
16.21
0.00
0,00
0.00
0.00
120.6
44511,2
3332
0.0
44632
16.21
0.00
0.00
0.00
0.00
107.2
44524.E
3333
0.0
44632
16.21
0.00
0.00
0.00
0.00
93.9
44538.0
3334
0.0
44632
16.21
0.00
0.00
0.00
0.00
80.5
44551.3
3336
0.0
44632
-16.20
0.00
0.00
.0.00
0.00
67.1
44564.7
3336
0.0
44632
16.20
0.00
0.00
0.00
0.00
53.8
44578.0
3337
0.0
44632
16.20
0.00
0.00
0.00
0.00
40.4
44591.4
3338
0.0
44632
16.20
0.00
0.00
0.00
0.00
27.0
44604.8
3339
0.0
44632
16.20
0.00
0.00
0.00
0.00
137
44618.1
3340
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.3
44631.5
3341
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44644.9
3342
0.0
44632
16.20
0.00
0.00
OM
0.00
0.0
44658.2
3343
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44671.6
3344
0.0
44632
16,20
0.00
0.00
0.00
0.00
0.0
44684.9
3345
0.0
44632
16,20
0.00
0.00
0.00
0.00
0.0
44698.3
3346
0.0
44632
16.20
0,00
0.00
0.00
0.00
0.0
44711.7
3347
0.0
44632
16,20
0.00
0.00
0.00
0.00
0.0
44725.0
3348
0.0
44632
16,20
0.00
0.00
0.00
0.00
0.0
44738.4
3349
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44751.8
3350
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44765.1
3351
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44778.5
3352
0,0
44632
16.20
0.00
0,00
0,00
0.00
0,0
44791.8
3353
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44805.2
3354
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44818.6
3355
0,0
44632
16,20
OM
0.00
0.00
0.00
0.0
44831.9
3356
0.0
44632
16.20
0,00
0.00
0,00
0.00
0.0
44845,3
3357
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44858.7
3356
0.0
44632
16.20
0.00
0.00
0.00
0,00
0.0
44872.0
3359
0.0
44632
16.20
0,00
0.00
0.00
0.00
0.0
44885.4
3360
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44898.7
ECEI V E
JUL 3 0 202
10013
G;WB51201011 D013-PARKER VENTURESIcalca110013 Infiltration Trench Routng 10y24hr • Had Inhlt Rate (DENR) B-18.12

Revised: 6/18/12
ALG
Parker Ventures
25 and 100 Year Storm Pipe and HGL Calculations
10013
LOCATION
AREA
RUNOFF
RAIN
INCREMEIRCE
AL
PIPE DATA
COEFF.
INT.
FLOWW
SUB
Q=CIAIA
Q
Friction
Pond
Inlet WS
Rim
FROM
TO
TOTAL
TOTAL
C
I
(C.F.SS.
TYPE
N
LENGTH
S %
SIZE
VEL.
AVAIL.
Loss (Hf)
Elev.
Elay.
Elev.
Acre)
(Acre
(Inlhr
REQ'DD
(tt
(in
(fps)
Ids
(nJ
ft
(tt
ttj
25 YEAR
DI #7
01 #6
0,16
0.16
0.80
8.15
1.04
1.04
RCP
0.013
30
0.30%
15
0.9
3.55
0,0054
18.90
18.92
20,00
DI #6
Infilt. Basin
0.14
0.30
0.80
8.15
0.91
1.96
RCP
0.013
19
0.50%
15
1.6
4.58
0.0120
18.90
18.92
20.50
DI #5
DI 44
0.19
0.19
0.80
8.15
1.24
1.24
RCP
0.013
170
0,30%
15
1.0
3.55
0.0430
18.90
19.20
20.30
DI #4
DI #3
0.24
0.43
0.80
8.15
1.56
2.80
RCP
0.013
70
0.3D%
15
2.3
3.55
0.0908
18.90
19.16
19.80
DI #3
DI #2
0.08
0.51
0.80
8.15
0.52
3.33
RCP
0.013
73
0.30%
15
2.7
3.55
0A 32
18.90
19.07
20.20
DI #2
Infilt. Basin
0.26
0.77
0$0
8.15
1.70
5.02
RCP
0.013
19
0.30%
18
2,8
5.77
0.0318
18.90
18.94
20.50
DI #1
Infilt. Basin
0.20
0.20
0.80
8.15
1.30
1.30
RCP
0,013
19
0.30%
15 1
1,1 1
3.55
0.0053
18.90
18,91
20.50
01 #13
Infilt. Basin
0.12
0.12
0.80
8.15
1 0.78
0.78
RCP
0.013
19
0.30%
15
0.6
3.55
0.0019
18.90
18.90
20.50
DI #12
DI #11
0.30
0.30
0.80
8.15
1.96
1.96
RCP
M13
152
0.30%
15
1.6
3.55
0.0959
18.90
19.21
20.30
DI #11
DI #10
0.12
0.42
0.80
8.15
0.78
2.74
RCP
0.013
50
0.30%
15
2.2
3.55
0.0619
18.90
19.11
19.80
DI #10
DI #9
0,10
0.52
0.80
8,15
0.65
3.39
RCP
0.013
65
0.30%
15
2.8
3.55
0.1233
18.90
19.05
20.00
DI #9
Infilt. Basin
0.18
0.70
0.80
8.15
1.17
4.56
RCP
0.013
19
0.30%
18
2.6
5.77
0,0262
18.90
18.93
20,50
DI #8
Infilt. Basin
0.15
015
0.80
1 8.15
0.98
0.98
RCP
0.013
19
0.30%
15
0.8
3.55
0.0030
18.90
18.90 1
20.50
Control Struct.
JB #1
1 0.00
1 0,00
1 0,80
1 8.15
1 1.31
j 1.31
1 RCP 0.013
1 103
1 0.30% 1 18 0.7
1 5.77
1 0.0117
1 16.00 1 16.03 1 20.80
JB #1
1 Pipe End
LO.00
1 0.00 j
0.80
18.115 j
0.00
1.31
1 RCP 0.013 1
198 1
0.30% 1 18 1 0.7
1 5.77
1 0.0225
1 16.00 1 16.02 1 19.00
See 25-yr Pond Routing Calculations for Outfall Flaw
"`Assumes tailwater condition in downstream "Exst. Ditch" is approximately Flowing 25% full.
RECEIVED
JUN ! 9 2012
BY:
G', OOBS 2010110013-PARKER VENTURES�ca"ii 0Oi3 25 yr d 100 yr drain pipes 6 HGL B-18-12

Revised: 6/18112
ALG
Parker Ventures
25 and 100 Year Storm Pipe and HGL Calculations
10013
LOCATION
AREA
RUNOFF
RAIN
INCREMENTAL
TOTAL
PIPE DATA
COEFF.
INT.
FLOW
FLOW
SU8
Q=CIA
Q=ClA
Q
Friction
Pond
Inlet W5
Rim
FROM
TO
TOTAL
TOTAL
C
I
(G.F.S.
{C.F.S.
TYPE
N
LENGTH
S %
SIZEL1011
EL.
AVAIL.
LOSS (FIf)
Elev.
Elev.
Elev.
(Acre)
(Acre
Infhr
REQ'O
REQ'D)
(n)
{Incfs
ft)
{ft
n
n
100 YEAR
DI #7
DJ #6
0.16
0.16
0.80
9.60
1.23
1,23
RCP
0.013
30
0.30%
15
1.0
3.55
0.0075
19.20
19.23
20.00
DI #6
Infilt. Basin
0.14
0.30
0.80
9.60
1.08
2.30
RCP
0.013
19
0.50%
15
1.9
4.58
0.0166
19.20
19.22
20.50
DI #5
DI #4
0.19
0.19
0.80
9.61)
1.46
1.46
RCP
0,013
170
0.30%
15
1.2
3.55
0.0597
19.20
19.62
20.30
DI 44
DI #3
0.24
0.43
0.80
9.60
1,84
3.30
RCP
0.013
70
0.30%
15
2.7
3.55
0.1259 1
19.20
19.56
19.80
DI #2
0.08
0.51
0.80
9.60
0.61
3.92
RCP
0.013
73
0.30%
15
3.2
3,55
0.1846
19.20
19.44
20.20
L13
Infilt, Basin
0.26
0.77
0.80
9.60
2.00
5.91
RCP
0.013
19
0,30%
18
3.3
5.77
0.0441
19.20
19.25
20.50
DI #1
Infilt. Basin
0.20
0.20
0.80
9.6o
1.54
1.54
RCP
0.013
19
0.30%
15
1.3
3.55
0.0074
19.20
19.21
20.50
DI #13
Infilt. Basin
0.12
0,12
0,80
9.60
0.92
0.92
RCP
0,013
19
0.30%
15
0.8
1 3.55
0.0027
19.20
19.21
20.50
DI #12
DI #11
0.30
0.30
0.80
9.60
2.30
2.30
RCP
0.013
152
0.30%
15
1.9
3.55
0.1331
19,20
19.63
20.30
01 #11
DI #10
0.12
0.42
0.80
9.60
0.92
3.23
RCP
0.013
50
0,30%
15
2.6
3.55
0,0858
19.20
19.50
19,80
DI #10
DI #9
0.10
0.52
0.80
9.60
0.77
3.99
RCP
0.013
65
0.30%
15
3.3
3.55
0.1710
19.20
19,41
20.00
DI #9
Infilf. Basin
0.18
0.70
0.80
9.60
1.38
5.38
RCP
0.013
19
0.30%
18
3.0
5.77 1
0.0364
19.20
1924.
20.50
DI #8
Infilt. Basin
0.15
0.15 1
0.80
9.60
1,15
1.15
RCP
0.013
19
0.30% 1
15
0.9 1
3.55 1
0.0042 1
19.20
19,20
20.50
Control Struct.
JB #1
0.00
0.00
0.80
9.60
4.88
4,88
RCP
0.013 103 1 0.30%
1 18
2.8
5.77
0.1626
1 16,25
1 16.73
20.80
JB #1
1 Pipe End
0.00
0.00
0.80
9.60
0.00
4.88
RCP
0.013 198 0.30%
18
2.8
5.77
0.3126
L 16.25
1 16.56
1 i9.00
See 100-yr Pond Routing Calculations for Cutfall Flow
"Assumes taitwater condition in downstream "Exst. Ditch" is approximately Flowing 50% full.
Pond
Required Zone 1 for a 18"
5'x5'x18"
Energy Dissipater Sizing (WxLKH)
Minimum Provided Zone i for a 18"
5'x5'x18"
JUN 1 9 2012
G,VOB512D1Di1 DOI 3-PARKER VENTURES%caIcs510013 25 yr A 100 yr drain pipes S HGL 618-12

Revised: 6/18/12 Parker Ventures 1#: 10013
ALG Simple Method -1.5" Storage Volume Calculations
Infiltration Trench
Infiltration Basin - Storage Volume - Non SA Waters -_Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA = Impervious Fraction = Impervious portion of the drainage area (acres) 1 Drainage area (acres)
IA= 77.7 %
Rv = 0.75
Design Rainfall Depth = 1.50 in.
Drainage Area = 2.24 acres
Volume Required = 9,139 ft3
Volume Provided = 45,002 ft3 (Includes 95% Void)
`Notes for Vol. Provided:
5,418 Double Rain Tank Units Proposed
Each Rain Tank Unit provides approximately 8.306 cf of water storage
o1111111111,
CAR&
a�
- 0
a I EGA ��lll �
11111110�
ECEBVE I�
JUN 19 2012
13Y:
G:u0BS\2010\10p13- PARK ER VENTURES\calcs\10013Infiltration Basin Storage Volume Cala 1.5inch 6-18-12

Revised: 6118112
ALG
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
2.24 ACRES
HYDRAULIC LENGTH
250 FT
CHANGE IN HEIGHT
i FT
RUNOFF COEF, 'C'
0.1
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.00 IN1HR
Qa = 1.57 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7.23 INCHES 10yr, 24hr PRECIPITATION
CN = 85
S = (10001CN)-10
S= 1.76
Depth (D) = (P-0,2S)"21(P+0.8S)
D = 5.47 IN - 1 Cyr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = 1(43.5)(D)(Area)] I Op
Tp = 44.75 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
= 38,622 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 16.20 feet
Parker Ventures
Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
AFTER DEVELOPMENT
WATERSHED AREA
2.24 ACRES
HYDRAULIC LENGTH
250 FT
CHANGE IN HEIGHT
1 FT
RUNOFFCOEF,'C'
0.76
TIME OF CONCENTR
5.00 MIN
INTENSITY J10 YR
7.00 IN1HR
Qp = 11.92 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft) (ft)
(ft)
16.20
15518
0
0 0
0
0
0
17.00
15518
12,414
12,414 0.8
9.4266
-0.2231
0.80
17.50
15518
7.759
20,173 1.3
9A121
0.2624
1.30
19.10
15518
24,829
45,002 2.9
10,7145
1.0647
2.90
'NOTE: Contour Area includes 05% Void Ratio for Eco Rain Tanks.
Regression Output:
==> Ks = 15518
b= 1.00
X Coefficient 9.65
10013
G:U0eS12010%10013-PARKER VENTURES%caIcs%10013 Infiltration Trench Routing 10y24hr-Hall Infil1 Rate (DENR) 6-18-12

Revised: 6118/12 Parker Ventures
ALG Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
7.24 Cfs
Qp=
11A2 cfsACFlritiltratfonlate'y
`:::fi c'0.62 inlhr
Tp =
44.7 min
(Per Soils Report)
dT =
1 min
BASIN DATA
Basin Drawdown Time = `.;'J;'e;�55.6 hours
Ks =
15518
(see Page 6 this report)
b =
1.00
Zo =
16.20 11
Normal water elev =
16.20 It
Peak Outflow =
0.00 cis
Box Weir
Length =
0 It
Peak Stage =
18.88 It
Cw =
0.0
Maximum Storage =
41,659 cu ft
Zcr =
0.00 It
Cgntrol Holes:
State Orifice; Oia =
0.00 in
Dd =
18 in
Inv =
0.00 it
Cd =
0.59
Weir: L =
48 in
Zi =
16.50 ft
Inv =
18.9 ft
Time
Inflow
Storage
Stage
Outflow W Riser
Orifice Weir
IFSlore
Infiltrate
(min)
(cfs)
(cu ft)
(ft)
(cfs) (Cfs)
(Cfs)
(cfs)
(Cu ft)
(CI)
0
0.0
0
16.20
0 0
0
0,00
0.0
0.0
1
0,0
0
16.20
0 0.00
0
0,00
0.0
13.4
2
0.1
1
16.20
0.00 0.00
0.00
0,00
0.0
26.7
3
0.1
4
16.20
0,00 0.00
0.00
0.00
0.0
40.1
4
0.2
12
16,20
0.00 0.00
0,00
0.00
0.0
53.5
5
0.4
26
16.20
0.00 0.00
0.00
0.00
0.0
66.8
6
0.5
48
16.20
0.00 0.00
0.00
0,00
0.0
80.2
7
0.7
79
16.20
0,00 0.00
0.00
0.00
0.0
93.5
8
0.9
122
16,20
0.00 0.00
0A0
0.00
14.8
106.9
9
1.2
177
16,20
0.00 0.00
0.00
0.00
56.3
120.3
10
1.4
246
16.21
0.00 0.00
0.00
0.00
112.0
133.6
11
1.7
330
16.21
0.00 0.00
0.00
0,00
183.2
147.0
12
2.0
432
16.22
0.00 0.00
0.00
0,00
271.2
160A
13
2.3
551
16.22
0,00 0.00
0.00
0.00
377A
173.7
14
2,7
690
16.23
0.00 0.00
0.00
0.00
502.9
187,1
15
3,0
849
16.24
0,00 0.00
0.00
0.00
648.7
200.4
16
3.4
1030
16.25
0.00 0.00
0,00
0.00
815.9
213.8
17
3.8
1233
16,26
0.00 0.00
0.00
0.00
1005.4
227.2
18
4.2
1458
16.28
0.00 0.00
0.00
0.00
1217.8
240.5
19
4.6
1708
16.29
0.00 0.00
0.00
0.00
1453.9
253.9
20
5.0
1981
16.31
0.00 0,00
0.00
0,00
1714.1
267.3
21
5.4
2280
16.33
0.00 0.00
0.00
0,00
1998.9
280.E
22
5.8
2603
16,35
0.00 0.00
0.00
0.00
2308.6
294.0
23
6.2
2951
16.37
0.00 0.00
0,00
0.00
2643.4
307.3
24
6.6
3324
16.39
0,00 0.00
0.00
0.00
3003.2
320.7
25
7.1
3722
16,42
0.00 0.00
0.00
0.00
3388.1
334.1
26
7.5
4145
16.44
0.00 0.00
0.00
0,00
3797.7
347.4
27
7.9
4593
16A7
0.00 0.00
0.00
0,00
4231.9
360.8
28
8.3
5064
16.50
0.00 0.00
0.00
0.00
4690,1
374.2
29
8.6
5559
16.53
0.00 0.00
0.00
0.00
5171.8
387.5
30
9.0
6077
16,57
0.00 0,00
0.00
0.00
5678.3
400.9
31
9.4
6617
16.60
0.00 0.00
0.00
0,00
6202.8
414.2
32
9.7
7178
16,64
0,00 0.00
0.00
0.00
6750.5
427.6
33
10.0
7759
16.67
0.00 0.00
0.00
0.00
7318.2
441.0
34
10.3
8359
16.71
0.00 0.00
0.00
0.00
7905.0
454.3
35
10.6
8977
16.75
0.00 0.00
0.00
0.00
8509,6
467.7
36
10.8
9612
1 &.79
0.00 0.00
0.00
0.00
9130.7
481.1
37
11 A
10261
16.83
0.00 0.00
0.00
0.00
9767.0
494.4
38
11.3
10925
16.87
0.00 0.00
0.00
0.00
10417.1
507.8
39
11.4
11600
16.91
0.00 0.00
0.00
0.00
11079.3
521.1
40
11.6
12287
16.96
0.00 0.00
0.00
0.00
11752.3
634.5
41
11.7
12982
17.00
0.00 0.00
0,00
0.00
12434.2
547.9
42
11.8
13685
17.05
0.00 0.00
0.00
0.00
13123.6
561.2
43
11.9
14393
17.09
0.00 0.00
0.00
0.00
13818.6
574.6
44
11.9
15105
17.14
0.00 0.00
0.00
0.00
14517.5
588.0
45
11.9
15820
17.18
0.00 0.00
0.00
0.00
15218.7
601.3
46
11.9
16535
17.23
0.00 0.00
0.00
0.00
15920,3
614.7
47
11.8
17249
17.27
0.00 0.00
0.00
0.00
16620.5
628.0
G,U013S1201(mool3-PARKER
VENTURES/calcs110013
Infiltration Trench Routing i0y24hr - Hatt Infiu Rate (DENR) 6-111-12
10013

Revised: 6118112
Parker Ventures
10013
ALG
Stormwater Infiltration Trench Routing
i0-year 24hr Storm
HALF INFILTRATION RATE
46
11.8
17959
17.32
0.00
0.00
0.00
0.00
17317.7
641.4
49
11.7
18665
17.36
0.00
0.00
0.00
0.00
18010.1
654.8
50
11.5
19364
17.40
0.00
0,00
0.00
0.00
18695,9
668.1
51
11.4
20055
17.45
0.00
0.00
0.00
0.00
19373.6
681.5
52
11.2
20736
17.49
0.00
0.00
0.00
0.00
20041.3
694.9
53
10.9
21406
17.53
0.00
0.00
0.00
0,00
20697.E
708.2
54
10.7
22063
17.58
0.00
0.00
MCI
0,00
21341.0
721.6
55
10.4
22705
17,62
0.00
0.00
0.00
0.00
21969.8
734.9
56
10.2
23331
17.66
0.00
0.00
0.00
0.00
22582,8
748.3
57
9.9
23941
17.69
0.00
0.00
0.00
0.00
23179.3
761.7
58
9.6
24533
17.73
0.00
0.00
0.00
0.00
23758.4
775.0
59
9.3
25109
17.77
0.00
0.00
0.00
0,00
24320.5
788.4
60
9.0
25668
17,80
0.00
0.00
0.00
0.00
24866.2
801.8
61
8.8
26211
17.84
0.00
0,00
0.00
0.00
25395.8
815.1
62
8.5
26738
17.87
0.00
0.00
0.00
0.00
25909.9
828.5
63
8.3
27251
17.90
0.00
0.00
0.00
0.00
26408.9
841.9
64
8.1
27748
17.93
0.00
0.00
0.00
0.00
26893.2
855.2
65
7.8
28232
17.96
0.00
0.00
0.00
0.00
27363.3
868.6
66
7.6
28701
17.99
0.00
0.00
0.00
0.00
27819.5
881,9
67
7.4
29158
18.02
0.00
0.00
0.00
0.00
28262.2
895.3
fib
7.2
29601
18.05
0.00
0.00
0.00
0.00
28692.0
908.7
69
7.0
30031
18.08
0.00
0.00
0.00
0.00
29109.0
922.0
70
6.8
30449
18.10
0,00
0.00
0.00
0.00
29513.7
935.4
71
6.6
30855
18.13
0.00
0.00
0.00
0.00
29906.4
948.8
72
6.4
31250
18.15
0.00
0.00
0.00
0.00
30287.5
962.1
73
6,2
31633
18.18
0.00
0.00
0.00
0.00
30657.3
975.5
74
6.0
32005
18.20
0.00
0.00
0.00
0.00
31016.2
988.8
75
5,9
32367
18.22
0.00
0.00
0.00
0.00
31364.4
1002.2
76
5.7
3271E
18,24
0.00
0.00
0.00
0.00
31702.2
1015.6
77
5.5
33059
18.26
0.00
0.00
0.00
0.00
32030.0
1028.9
78
5.4
33390
18.28
0.00
0,00
0.00
0.00
32348.0
1042.3
79
5.2
33712
18.30
0.00
0.00
0.00
0.00
32656.5
1055.7
80
5.1
34025
18.32
0.00
0.00
0.00
0.00
32955.8
1069.0
81
4.9
34329
18.34
0.00
0.00
0.00
0.00
33246.1
1082,4
82
4.8
34624
18.36
0.00
0,00
0.00
0.00
33527.8
1095.7
83
4.6
34910
18.38
0.00
0.00
0.00
0.00
33801.0
1109.1
84
4,5
35188
18.40
0.00
0.00
0.00
0,00
34066.0
1122.5
85
4.4
35459
18.41
0.00
0.00
0.00
0.00
34323.0
1135.8
86
4.3
35722
18,43
0.00
0.00
0.00
0.00
34572.3
1149,2
87
4.1
35977
18.44
0.00
0.00
0.00
0.00
34814.1
1162,E
88
4.0
36224
18.46
0.00
0.00
0.00
0.00
35048.6
1175.9
89
3.9
36465
1BA7
0.00
0.00
0.00
0.00
35275.9
1189.3
90
3.8
36699
18.49
0.00
0.00
0.00
0.00
35496.4
1202.6
91
3.7
36926
18.50
0.00
0.00
0.00
0.00
35710.2
1216.0
92
3.6
37147
18.51
0.00
0.00
0.00
0.00
35917.4
1229.4
93
3.5
37361
18.53
0.00
0.00
0.00
0.00
36118.4
1242.7
94
3A
37569
18.54
0.00
0.00
0.00
0.00
36313.2
1256.1
95
3.3
37772
18,55
0.00
0.00
0.00
0.00
36502.1
1269.5
96
3.2
37968
18.5E
0.00
0.00
0.00
0.00
36685.1
1282.8
97
3.1
38159
18.58
0.00
0.00
OM
0.00
36862.6
1296.2
98
3.0
38344
18.59
0.00
0.00
0.00
0.00
37034.6
1309.5
99
2.9
38524
18,60
0.00
0.00
0.00
0.00
37201.2
1322.9
100
2.8
38699
18.61
0.00
0.00
0.00
0.00
37362.8
1336.3
101
2.8
38869
18.62
0.00
0,00
0.00
0.00
37519.3
1349.6
102
2.7
39034
18.63
0.00
0.00
0.00
0.00
37670.9
1363,0
103
2.6
39194
18.64
0.00
0.00
0.00
0.00
37817.8
1376.4
104
2.5
39350
18.65
0.00
GM
0.00
0.00
37960.2
1389.7
105
2.4
39501
18.66
0.00
0.00
0.00
0.00
38098.1
1403,1
106
2.4
39648
18.66
0.00
0.00
0.00
0.00
38231.6
1416.4
107
2.3
39791
18.67
0.00
0.00
0.00
0.00
38360.9
1429.8
108
2.2
39929
18.68
0.00
0.00
0.00
0.00
38486.2
1443.2
109
2.2
40064
18.69
0.00
0.00
0.00
0.00
3B607.5
1456.5
110
2.1
40195
18.70
0.00
0.00
0.00
0,00
38724.9
1469.9
111
2.1
40322
18.70
0.00
0.00
0.00
0.00
38838.6
1483.3
112
2.0
40445
18,71
0.00
0.00
0.00
0.00
38948.6
1496.6
113
1.9
40565
18.72
0.00
0.00
0.00
0.00
39055.1
1510.0
114
1.9
40682
18.72
0.00
0.00
0.00
0.00
39158.2
1523.4
115
1.8
40795
18.73
0.00
0.00
0.00
0.00
39258.0
1536.7
116
1.8
40905
18.74
0.00
0.00
0.00
0.00
39354.5
1550.1
117
1.7
41011
18.74
0.00
0.00
0,00
0.00
39447.8
1563.4
118
1.7
41115
18,75
0.00
0.00
0.00
0.00
39538.1
1576.8
119
1.6
41215
18.75
0.00
0,00
0.00
0.00
39625.5
1590.2
120
1.6
41313
18.76
0.00
0.00
0.00
0.00
39709.9
1603.5
121
1.5
41408
18.76
0.00
0.00
0.00
0.00
39791.6
1616.9
122
1.5
41501
18.77
0.00
0.00
0.00
0.00
39870.5
1630.3
123
1.5
41590
18.77
0,00
0.00
0,00
0.00
39946.8
1643.6
124
1.4
41677
18.78
0.00
0.00
0.00
0.00
40020.5
1657.0
125
1.4
41762
18,78
0.00
0.00
0.00
0.00
40091.7
1670.3
GtZ8S12010000t317ARKER
VEN40gd,4 c.i.1100131A]Tiltion Trench RAN
10y24hr - Hall WUPale (GENR) 6 %QQ
0.00
40160.6
1683.7

Revised: 6118112
Parker Ventures
10013
ALG
Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
127
1,3
41924
18.79
0.00
0.00
0.00
0.00
40227,0
1697.1
128
1.3
42002
16.80
0.00
0.00
0.00
0.00
40291.2
1710.4
129
1.2
42077
18.80
0.00
0.00
0.00
0.00
40353.1
1723.8'
130
1.2
42150
18.80
0.00
0.00
0.00
0.00
40412.9
1737.2
131
1.2
42221
18.81
0.00
0.00
0.00
0.00
40470.6
1750.5
132
1.1
42290
18.81
0.00
0.00
0.00
0.00
40526.3
1763,9
133
1,1
42357
18.82
000
0.00
0.00
0.00
40580,0
1777.2
134
1.1
42422
18.82
0.00
0.00
0.00
0.00
40631.7
1790.6
135
1.0
42486
18.82
0.00
0.00
0.00
0A0
40681,6
1804.0
130
1.0
42547
18.82
0.00
0,00
0.00
0.00
40729.7
1817.3
137
1.0
42607
18.83
0.00
OW
0.00
0.00
40776.1
1830.7
138
0.9
42665
18,83
0.00
0.00
0.00
0.00
40820.7
1844.1
139
0.9
42721
18.83
0.00
0.00
0.00
0.00
40863.6
1857.4
140
0.9
42776
18.84
000
0.00
0.00
0.00
40905.0
1870,8
141
0.9
42829
18.84
0.00
0.00
0.00
0.00
40944.8
1884,1
142
0.8
42881
18.84
0.00
0.00
0.00
0.00
40983.0
1897.5
143
0.8
42931
18.84
0.00
0.00
0.00
0.00
41019.8
1910.9
144
0.8
42979
18.85
0.00
0.00
0.00
0.00
41055.2
1924.2
145
0.8
43027
18.85
0.00
OM
0.00
0.00
41089.1
1937.6
146
0.7
43073
18.85
0.00
0.00
0,00
0.00
41121.7
1951.0
147
0.7
43117
18.85
000
0.00
0.00
0.00
41153,0
1964.3
148
0.7
43161
18.85
0.00
0.00
0.00
0.00
41183.0
1977.7
149
0.7
43203
18,86
D.00
0.00
0.00
0.00
41211.7
1991.0
150
0.7
43244
18.86
0.00
0.00
0.00
0.00
41239.3
2004,4
151
0.6
43283
18.86
0.00
100
0.00
0.00
41265.7
2017,8
152
0.6
43322
18.86
0.00
0.00
0.00
0.00
41290.9
2031.1
153
0.6
43360
18.86
0.00
0.00
0.00
0.00
41315.1
2044.5
154
0.6
43396
18.86
000
0.00
0.00
0.00
41338.1
2057.9
155
0.6
43431
18.87
0,00
0.00
0.00
0.00
41360.2
2071.2
156
0,6
43466
18.87
0.00
0.00
0.00
0.00
41381.2
2084,6
157
0.5
43499
18.87
0.00
0.00
0.00
0.00
41401.2
2097.9
158
6.5
43532
18.87
0.00
0.00
0.00
0.00
414201
2111.3
159
0.5
43563
18.87
0.00
0,00
0.00
0.00
41438.4
2124.7
160
0.5
43594
18.87
0.00
0.00
0.00
0.00
41455.6
2138.0
161
0.5
43623
18.87
0.00
000
0.00
0.00
41472.0
2151.4
162
0.5
43652
18.87
0.00
0.00
0.00
0M
41487.5
2164.8
163
0.5
43680
18.87
0,00
D00
0.00
0.00
41502.2
2178,1
164
0.4
43708
18.88
0.00
0.00
0.00
0.00
41516.1
2191.5
165
0.4
43734
18.88
0.00
0.00
0.00
0.00
41529.2
2204.8
166
0,4
43760
18.88
0.00
0.00
0.00
0.00
41541,5
2218.2
167
0.4
43785
18.88
0.00
0.00
0.00
0.00
41553.1
2231.6
168
0.4
43809
18.88
0.00
0.00
0.00
MID
41564.0
2244.9
169
0.4
43833
18.86
0.00
0.00
0.00
0.00
41574.2
2258,3
170
0.4
43855
18.88
0,00
0.00
0.00
0.00
41583.7
2271.7
171
0.4
43878
18.88
0.00
DAD
0.00
0.00
41592,6
2285.0
172
0.3
43899
18.88
0.00
0.00
0.00
0.00
41600,8
2298.4
173
0.3
43920
18.88
0.00
0.00
0.00
0.00
41608.5
2311.8
174
0.3
43941
18,88
0.00
0.00
0.00
0.00
41615.5
2325.1
175
0.3
43960
18.88
0,00
0.00
0.00
0.00
41621.9
2338.5
176
0.3
43980
18.88
0.00
0.00
0.00
0.00
41627.8
2351.8
177
0.3
43998
18.88
0.00
0.00
0.00
D.00
41633,1
2365.2
178
0.3
44016
18.88
0.00
OM
0.00
0.00
41637-8
2378.6
179
0.3
44034
18.88
0.00
0,00
0.00
0.00
41642.1
2391.9
180
0.3
44051
18.88
0.00
0.00
0.00
0.00
41645.9
2405.3
181
0.3
44068
18.88
0.00
0.00
0.00
0.00
41649.1
2418.7
182
0.3
44084
18.88
0.00
0.00
0.00
0.00
41651.9
2432.0
183
0.3
44100
18.88
0.00
0.00
0.00
0.00
41654.2
2445.4
184
0.2
44115
18.88
0.00
0.00
0.00
0.00
41656.1
2458.7
185
0.2
44130
18,88
0.00
OA0
0.00
0.00
41657.5
2472.1
186
0.2
44144
18.88
0.00
0.00
0.00
0.00
41658.6
2485.5
187
0.2
44158
18.88
0.00
0.00
0.00
0.00
41659.2
2498.8
18B
0.2
44172
18.88
0.00
0.00
0,00
0.00
41659.4
2512.2
189
0.2
44185
18.88
0.00
0.00
0.00
O.00
41659.2
2525.6
190
0.2
44198
18.88
0,00
0.00
0.00
0.00
41658,6
2538.9
191
0.2
44210
18.88
0.00
0.00
0.00
0.00
41657.7
2552.3
192
0.2
44222
18.88
0.00
0.00
0.00
0.00
41656.4
2565.6
193
0.2
44234
18.88
0.00
0.00
0.00
0,00
41654.8
2579.0
194
0.2
44245
18.88
0.00
0.00
0.00
0.00
41652.8
2592.4
195
0.2
44256
18,88
0,00
0.00
0.00
0.00
41650.5
260$.7
196
0.2
44267
18.88
0.00
0.00
0DO
0.00
41647.9
2619.1
197
0.2
44277
18.68
0.00
0.00
0.00
0.00
41645.0
2632.5
198
0.2
44288
18.88
0.00
0.00
0.00
GM
41641.8
2645.8
199
0.2
44297
18.88
0.00
0.00
0.00
0.00
41638,3
2659.2
200
0.2
44307
18.88
0.00
0.00
0.00
0.00
41634.5
2672.5
201
O.2
44316
18.88
0.00
0.00
0.00
0.00
41630.4
2685.9
202
0.1
44325
18.88
0.00
0.00
0.00
0.00
41626A
2699.3
203
0.1
44334
18.88
0.00
0.00
0.00
0.00
41621.5
2712.6
204
0.1
44343
18.88
0.00
0.00
0.00
0.00
41616.7
2725.0
GV6B51201M1001AZARKER
VENi114Q695caIcs11D01310i1f}$tion
Trench FA0q
IGyr24hr- Half APPate (DE NR)fi-{>3rJQ
0.00
41611.6
2739.4

Revised: 6118112
Parker Ventures
10013
ALG
Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
206
0.1
44359
18.88
0.00
0.00
0.00
0.00
41606.3
2752.7
207
0.1
44367
18.88
0.00
0.00
0,00
0.00
41600.7
2766.1
208
0.1
44374
18.88
0.00
0,00
0.00
0.00
41594.9
2779.4
209
0.1
44382
18.88
0.00
0.00
0.00
0.00
41588.9
2792.8
210
0.1
44389
18AS
0.00
0.00
0.00
0.00
41552.7
2806.2
211
0.1
44396
18.88
0.00
0.00
0.00
0,00
41576.3
2819.5
212
0.1
44403
18.88
0,00
0.00
0.00
0.00
41569.7
2832.9
213
0.1
44409
18.88
0.00
0.00
0.00
0.00
41562.9
2846.3
214
0.1
44416
18.88
0.00
0.00
0.00
0.00
41555,9
2859.6
215
0,1
44422
18.88
0.00
0,00
0.00
0.00
41548.8
2873.0
216
0.1
44428
18.88
0.00
0.00
0.00
0.00
41541.4
2886.3
217
0.1
44434
18.88
0.00
0.00
0.00
0.00
41533.9
2899.7
218
0.1
44439
18.88
0.00
0.00
0.00
0.00
41526.2
2913,1
219
0.1
44445
18.88
0.00
0.00
0,00
0.00
41518.4
2926.4
220
0.1
44450
18.87
0.00
0.00
0.00
0.00
41510.4
2939.8
221
0,1
44455
18.87
0.00
0.00
0.00
0.00
41502.2
2953.2
222
0.1
44460
18.87
0.00
0.00
0.00
0.00
41493.9
2966.5
223
0.1
44465
18.87
0.00
0.00
0.00
0.00
41485.4
2979.9
224
0.1
44470
18.87
0,00
0.00
0,00
0.00
41476.8
2993.2
225
0.1
44475
18.87
0.00
0.00
0,00
0.00
41468.1
3006.6
226
0A
44479
18.87
0.00
0.00
0.00
0.00
41459,2
3020.0
227
0.1
44484
18.87
0.00
0.00
0.00
0.00
41450.2
3033.3
228
0.1
44488
18.87
0.00
0.00
0.00
0.00
41441.1
3046.7
229
0.1
44492
18.87
0.00
0.00
0.00
0,00
41431.9
3060.1
230
0.1
44496
18.87
0,00
GAO
0.00
OM
41422.5
3073.4
231
0.1
44500
18.87
0.00
0.00
0,00
0.00
41413.0
3086.8
232
0.1
44504
18.87
0.00
OM
0,00
0.00
41403.5
3100.2
233
0.1
44507
18.87
0.00
0.00
0.00
0.00
41393.8
3113.5
234
0,1
44511
18.87
0.00
0.00
0.00
0.00
41384.0
3126.9
235
0.1
44514
18.87
0.00
0.00
0.00
0.00
41374.1
3140.2
236
0.1
44518
18.87
0.00
0.00
0.00
0.00
41364.1
3153,E
237
0.1
44521
16.86
0.00
0.00
0.00
0.00
41354.0
3167.0
238
0.1
44524
15.86
0.00
0.00
0,00
0.00
413418
3180.3
239
0.0
44527
18.86
0.00
0.00
0.00
0.00
41333.5
3193.7
240
0.0
44530
18.86
0.00
0,00
0.00
0.00
41323.1
3207.1
241
0.0
44533
18,86
0.00
0.00
0.00
0.00
41312.7
3220.4
242
0.0
44536
18.8E
0,00
0.00
0.00
0.00
41302.2
3233.8
243
0.0
44539
10.86
0,00
0.00
0,00
0.00
41291.5
3247.1
244
0.0
44541
18.86
0.00
0.00
0.00
0.00
41280.8
3260.5
245
0 0
44544
18.86
0.00
0.00
0.00
0.00
4127G 1
3273.9
GAJ0BS)2D10N10013-PARKER VENTURES1calcW0013 Infiltration Trench Routing 10yr24hr -Half Infilt Rate (DENR) 6-18.12

Revised: 6118112 Parker Ventures
ALG Stormwater Infiltration Trench Routing
10-year 24hr Storm
HALF INFILTRATION RATE
3330
0.0
44632
16.21
0.00
0.00
0,00
0.00
133.9
44497.9
3331
0.0
44632
16,21
0.00
0.00
0.00
0.00
120.6
44511,2
3332
0,0
44632
16.21
0.00
0.00
0.00
0,00
107.2
44524.6
3333
0.0
44632
16.21
0.00
0.00
OM
0.00
93.9
44538.0
3334
0.0
44632
16.21
0.00
0.00
D.00
0.00
80.5
44551.3
_ -
?xx4!1632
-
A
a.Do s�
a4ssa r;
3336
0.0
44632 J
16.20
0.00
0.00
0.00
0.00
53.8
44578.0
3337
0.0
44632
16.20
D.00
0.00
0.00
0.00
40A
44591.4
3338
0.0
44632
16.20
0.00
0.00
0.00
0,DO
27.0
44604,8
3339
0.0
44632
16.20
0.00
0.00
0.00
0.00
13.7
44618,1
3340
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.3
44631.5
3341
0.0
44632
46.20
0,00
0.00
0.00
0.00
0.0
44644.9
3342
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44658.2
3343
0.0
44632
16.20
0.00
0DO
0.00
0.00
0.0
44671.6
3344
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44684.9
3345
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44698.3
3346
0.0
44632
16.20
0.00
0.00
OA0
0.00
0.0
44711,7
3347
U
44632
16.20
0.00
0.00
0.00
0.00
0.0
44725.0
3348
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44738.4
3349
0.0
44632
16.20
0,00
0.00
0.00
0.00
0.0
44751.8
3350
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44765A
3351
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44778.5
3352
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44791.8
3353
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44805.2
3354
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44818.6
3355
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44831.9
3356
0.0
44632
16.20
0.00
0.00
0,00
0.00
0.0
44845.3
3357
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44858.7
3358
0.0
44632
16.20
0.00
0.00
0.00
0,00
0.0
44872,0
3359
0,0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44885.4
3360
0.0
44632
16.20
0.00
0.00
0.00
0.00
0.0
44898.7
10013
Ga10BS12010M013-PARKER VENTVRES%calcW0013 Infiltration Trenth Routing 10yr24hr -Half IJAA Rate 1DENRj Fit 8-12

Revised: 6118/12 Parker Ventures 10013
ALG 25 and 100 Year Storm Pipe and HGL Calculations
LOCATION
AREA
RUNOFF
RAIN
INCREMENTAL
TOTAL
PIPE DATA
COEFF.
INT.
FLOW
FLOW
SUB
Q=CIA
Q=CIA
Q
Friction
Pond
Rim
FROM
TO
TOTAL
TOTAL
C
I
[C.F.S.
[C.F.S.
TYPE
N
LENGTH
5 %
SIZE
VEL.
AVAIL.
Loss [HQ
Elev.
1InIetWS
Elev,
Elev.
Acre
(Acre
inlhr)
REQ'�
REQ'D
[ft
pn
f s
(cfs
{tt
fi
[tt)
ft)
25 YEAR
DI #7
DI #6
0A6
0.16
0.80
8.15
1.04
1.04
RCP
0.013
30
0.30%
15
0.9
3.55
0.0054
18.90
1 18.92
20.00
DI #6
Infilt Basin
0.14
0.30
0.80
8.15
0,91
1,96
RCP
0.013
19
0.50%
15
1.6
4.58
0.0120
18.90
18,92
20.50
DI #5
DI #4
0.19
0.19
0.80
8.15
1.24
1.24
RCP
0.013
170
0.30%
15
1.0
3.55
0.0430
18,90
19,20
20.30
DI #4
DI #3
0.24
0.43
1 0.80
8.15
1 1.56
2.80
RCP 1
0.013
70
0.30%
15
2.3
3.55
0.0908
1 18.90
19,16
19.80
DI #3
DI #2
0.08
0.51
0.80
8.15
0.52
3.33
RCP
0.013
73
0.30%
15
2.7
1 3.55
0,1332
18.90
19.07
20.20
DI #2
Infilt Basin
0.26
0.77
0.80
8.15
1.70
5.02
RCP
0.013
19
0,30%
18
2.8
5.77
0.0318
18.90
18.94
20.50
DI #1
Infilt. Basin
0.20
0.20
0.80
8.15
1.30
1.30
RCP
0.013
19
0.30%
15
1.1
3.55
0,0053
18.90
18.91
20.50
DI #13
Infilt Basin
0.12
0.12
0.80
8.15
0.78
0.78
RCP
0.013
19
0.30%
15
0.6
1 3.55
0.0019
18.90
18.90
20.50
DI #12
DI #11
0.30
0.30
0.80
8.15
1.96
1.96
RCP
0.013
152
0.3D%
15
1.6
3.55
0.0959
18.90
19-21
20.30
DI #11
DI #10
0.12
0.42
0.80
8.15
0.78
2.74
RCP
0.013
50
0.30%
15
2.2
3.55
0.0619
18.90
19.11
19.80
DI #10
DI #9
0,10
1 0.52
0.80
8.15
0.65
3.39
RCP
0.013
65
0.30%
15
2.8
3.55
0.1233
18.90
19,05
20.00
DI #9
Infilt. Basin
0.18
0.70
0.80
8,15
1,17
4.56
RCP
0.013
19
0.30%
18
2.6
5,77
0.0262
18.90
18.93
20.50
DI #8
Infilt. Basin
0.15
0.15
0.80
1 8.15
0.98
0.98
RCP
0.013
�El30%
15
0.8
3.55
0.0030
18.90
18,90
20.50
Centro! Struct. JB #1
1 0.00
1 0.00
1 0.80
1 8.15
1 1.31
1 1.31
1 RCP
1 0.013
1 - 103
1 0.30%
1 18
0.7
5.77
0.0117
16.00 16.03
20.80
JB #1 1 Pi a End
0.00
1 0.04
1 0.80 1
8.15
1 0.00
1 1.31
1 RCP
1 0.013
1 198
1 0.30%
1 18
0.7
5.77
0.0225
16.00 16.02
19.00
" See 25-yr Pond Routing Calculations for Outfall Flow
"Assumes taiiwater condition in downstream "Exst. Ditch" is approximately flowing 25% full.
G.UOBS201011D013.PARKER VENTURESvaICs110013 25 yr d 100 yr drain Apes 6 HGL 5-1$12

Revised: 6118112 Parker Ventures 10013
ALG 25 and 100 Year Storm Pipe and HGL Calculations
LOCATION
AREA
RUNOFF
RAIN
INCREMENTAL
TOTAL
PIPE DATA
COEFF,
INT,
FLOW
FLOW
SUB
O=CIA
O=CIA
a
Friction
Pond
WS
Rim
FROM
TO
TOTAL
TOTAL
C
I
{C.F.S.
{C.F.S.
TYPE
N
LENGTH
S %
SIZE
VEL.
AVAIL.
Loss (Hp
Elev.v.
LE
Elev.
Acrej
(Acre)
(inlhrJ
REQ'D
REQ'D
{ttJ
{In
(fps)
(cfs
fti
(ft)J
tt
100 YEAR
DI #7
DI #6
0.16
0.16
0-80
9.60
1.23
1.23
RCP
0.013
30
0.30%
15
1.0
3.55
0.0075
19.20
19.23
20.00
DI #6
Infilt. Basin
0.14
0.30
0.80
9.60
1.08
2.30
RCP
0.013
19
0.50%
15
1.9
4.58
0.0166
19.20
19.22
20.50
DI #5
DI #4
0.19
0.19
0.80
9.60
1.46
1.46
RCP
0.013
170
0.30%
15
1.2
3.55
0.0597
19.20
19.62
20.30
DI #4
DI #3
0.24
0.43
0.80
9.60
1.84
3.30
RCP
0.013
70
0.30%
15
2.7
3.55
0.1259
19.20
19.56
19.80
Ol #3
DI #2
0.08
0.51
0.80
9.60
1 0.61
3.92
RCP
0.013
73
0.30%
15
3.2
3.55
0.1848
19.20
19.44
20.20
DI #2
Infilt. Basin
0.26
0.77
0.80
9.60
2.00
5.91
RCP
0.013
19
0.30%
18
3.3
5.77
0.0441
19.20
19.25
20.50
DI #1
Infilt. Basin
0.20
0.20
0.80
9.60
1.54
1.54
RCP
0.013
19
0.30%
15
1.3
3.55
0.0074
19.20
19.21
20.50
DI#13
Infilt. Basin
0,12
0.12
0.80
9.60
0.92
0.92
RCP
0.013
19
0.30%
15
0.8
3.55
0.0027
19.20
19.21
20.50
DI #12
DI #11
0.30
0.30
0.80
9,60
2,30
2.30
RCP
0.013
152
0.30%
15
1.9
3.55
0.1331
19.20
19.63
20.30
DI #11
DI #10
0.12
0.42
0.80
9,60
0.92
3.23
RCP
0.013
50
0.30%
15
2.6
3.55
0.0858
19.20
19.50
19.80
DI #10
DI #9
0.10
0.52
0.80
9.60
0.77
3.99
RCP
0.013
65
0.30%
15
3.3
3.55
0.1710
19.20
19.41
20.00
DI #9
Infilt. Basin
0.18
0.70
0.80 1
9.60
1.38
5.38
RCP
0.013
19
0.30%
18
3.0
5.77
0,0364
19.20
1924.
2050.
DI #8
Infilt. Basin
0.15
0.15
0.80 1
9.60
1.15
1.15
RCP
0.013
19
0.30% 1
15
0.9
3.55
0.0042
19.20
19.20
20.50
Control Struct.1
JIB #1
1 0.00
1 0.00
1 0.80
1 9.60
1 4,88
1 4.88 RCP
1 0.013
103 0,30%
18
2.8
5.77
0.1626
16.25
16.73 20.80
JB #1 j
Pipe End
1 0.00
1 0.00
1 0.80
1 9.60
1 0.00
1 4.88 RCP
1 0.013
198 0,30%
18
2.8
5.77
0.3126
16.25
16.56 1 19.00
See 100-yr Pond Routing Calculations for Outfall Flow
"Assumes lailwater condition in downstream "Exs1. Ditch" is approximately [lowing 50% full.
Pond
Required Zone i for a 18"
5'x5'x18"
Energy Dissipater Sizing (WXLxH)
Minimum Provided Zone 1 for a 18"
5'x5'x18"
G U08S12010510013-PARKER VENTURES1calcs11D013 25 yr & 100 yr drain pipea d HGL 6r18-12

NC DENR - DIVISON OF WATER QUALITY 2B .0300
.0311 CAPE FEAR RIVER BASIN
Class
Name of Stream Description Class Date Index No.
Godfrey Creek
From
source
to
Harrisons
C;Sw
Creek
Merricks Creek
From
source
to
Harrisons
C;Sw
Creek
Catskin Creek
From
source
to
Merricks
C;Sw
Creek
Trumpeters Swamp
From
souuce
to
Catskin Creek
C;Sw
Blossom Swamp
From
source
to
Trumpeters
C;Sw
Swamp
Players Creek
From
source
to
Merricks
C;Sw
Creek
Island Creek
From
source
to
Northeast
C;Sw
Cape
Fear River
Old Creek
From
source
to
Northeast
C;Sw
Cape
Fear River
Sturgeon Creek
From
source
to
Northeast
C;Sw
Cape
Fear River
Northeast Cape Fear River
From
Prince
George Creek to
C;Sw
mouth of Ness Creek
Prince George Creek
From
source
to
Northeast
C;Sw
Cape
Fear River
Turkey Creek
From
source
to
Northeast
C;Sw
Cape
Fear River
Long Creek
From
source
to
Northeast
C;Sw
Cape
Fear River
Horse Branch
From
source
to
Long Creek
C;Sw
Pole Branch (Penderlea Lake)
From
source
to
Horse Branch
C;Sw
Keith Branch
From
source
to
Long Creek
C;Sw
Cypress Creek
From
source
to
Long Creek
C;Sw
Bee Branch
From
source
to
Cypress Creek
C;Sw
Mill Branch
From
source
to
Long Creek
C;Sw
Big Branch
From
source
to
Long Creek
C;Sw
Jumping Run Branch
From
source
to
Long Creek
C;Sw
Mill Branch
From
source
to
Long Creek
C;Sw
Mulberry Branch
From
source
to
Long Creek
C;Sw
Mill Run
From
source
to
Long Creek
C;Sw
Rileys Creek
From
source
to
Long Creek
C;Sw
Rizzo Creek (Resce Creek)
From
source
to
Rileys Creek
C;Sw
Birch Creek
From
source
to
Rizzo Creek
C;Sw
Mill Creek
From
source
to
Rileys Creek
C;Sw
Kellys Creek
From
source
to
Rileys Creek
C;Sw
Guffords Branch
From
source
to
Rileys Creek
C;Sw
Juniper Branch
From
source
to
Long Creek
C;Sw
Mill Creek
From
source
to
Long Creek
C;Sw
Collins Branch
From
source
to
Mill Creek
C;Sw
Morgans Creek
From
source
to
Long Creek
C;Sw
Cowpen Branch
From
source
to
Northeast
C;Sw
Cape
Fear River
09/01/74 18-74-49-1
07/01/73 18-74-49-2
09/01/74 18-74-49-2-1
09/01/74 18-74-49-2-1-1
09/01/74 18-74-49-2-1-1-1
09/01/74 18-74-49-2-2
07/01/73 18-74-50
04/01/59 18-74-51
09/01/74 18-74-52
09/01/74 18-74-(52.51
07/O1/73 18=74-53
04/01/59 18-74-54
07/01/73 18-74-55
09/01/74 18-74-55-1
09/01/74 18-74-55-1-1
09/01/74 18-74-55-1-2
04/01/59 18-74-53-2
04/01/59 18-74-55-2-1
04/01/59 18-74-55-3
04/01/59 18-74-55-4
04/01/59 18-74-55-5
04/01/59 18-74-55-6
04/01/59 18-74-55-7
04/01/59 18-74-55-8
07/01/73 18-74-55-9
09/01/74 1B-74-55-9-1
09/01/74 1B-74-55-9-1-1
09/O1/74 18-74-55-9-2
09/01/74 18-74-55-9-3
07/01/73 18-74-55-9-4
04/01/59 18-74-55-10
04/01/59 18-74-55-11
04/01/59 18-74-55-11-1
09/01/74 16-74-55-12
04/01/59 18-74-56
Page 57 oF69
1-
30 OJ%1:3`312

MyTopo Map Print
Page 1 of 1
s r �• f J , f ,� t� ;r�:., �� r ��
�Ri,�+"
�- yijs5'� Rt.
7,;
' a 1
P 5 fd i t;C � SRTI i .fir' f
{ a• 'F .�a,S't \ � F�!•sF ,a..'t, rz'd'.TF F S. �'i: / fj t` �';"L
gFd
3,�
sFt"�°
'�.Ir
t
4�� � � '" ��r�[ w�c �>-7. 3•z�}i '�."sa y_ -5 YwS,f� ~'7 4 -..e:~
VV .jl r'
-"�t+. .'e�'r���C,..� �x �•�R y ��t V � �,+f ^�'rr t y.)s'ixrt� V iy � ,�����i.
r a'�+►
�p HS r ai 11 i eSdr t
SU1},}14
f.4�?•ilkb}'r�Y
3��fK;�i+e,�'t' ,� ti� �- ��;,4\f>•,:r-,mow, \.t�! •t �� �.
��i1 •FiM r'�y,�!
+I
(({({rye�4. \, r - �� # • ;e )
.J �f ��Es, ,r. ti ria:. f*' �; � � ,:Swt(Iw�•4 ���: I 'G v/f f+,�
_ n
yrs-.• - r� -.5 'k j y -.` + r f x 'r fe � l i '�. 'r I - -..- � .- -�-j ..^ ��•. r,, ,. - ,
I x*x,�„r ' ,. ,(�•� �,y]'Irri! i srr'' a s i•1'r. ' t Y M . ��, � t �P 4,
G1�r t%T i`'}yi �' T4'sTa {lia('yt,i Y-Y�•-1� �. -a• ) ', S' t i , ¢� t {.L'J
b rn 's x{4 r •' t'r .r" s7 J P CAS'7,!��KAS
yr h"`.7,t ,•>�'_p.s('.��r �'wjt.,�+,, l t #r`?'-iry.�Tff.?F. '��;i (� g r .s t f _ P`; a t.,-- ). Lir
� � �' R `:' ��FI �,�1 r �'�.��rx rt 5� 4 r.. t a i• c• �r M �T �_ "per 7-
7r
hY
S`''� }rry L /J� '�-� � Is.') � rV s •w L , / i / T �x.wr � 1 � I - r {�f
I rr ��= A� ...F6 -3 i R'� '(,���``V �� �rl� ? 7 , .fir •cP'� ���! f1f �./ F r''+A i ., .-fit a!!�'. - +. s h \. �^f..i.
cat -Ls ,r t t'•i ,Y ; }r4 L ` l.' r ���.1•'t r , ,�,.y.rn " £ .r 4^>r- t s GY `[a: ' i f1 1� - i r ,t
Ili Kri�r •�'� u_t I... �FS.si�;".,`R,f'� �•fia�}I '.-ti II CC [ r:1' ,� -y' w" Y r y r1 �.I Is r A 7 (ti�G,,l.
ilrf Ate. f dh ..` .r . ' J} r - s '•� r i �1 s � 1 ..i "n.-"st'� r-^-- - r � �.'�: R. s Y f I f ♦ t� �;,
F �� � 1.� •.rs �� r- / F--• t q 3
�.� �� �� � ♦ Q ti '� �f]/t ! ��gl� {.c r't�'. � C ! i v'k' w3 .f�`�rf l f� a� `„�1 , � ,Y_r � M}, �7� � j ��� I
NO`tz r y f �t Y �' '3r ti-,}�` j'4 i' f r ltcl i,5 •� .31M 'ti F rs� ,r r �r•i r
(✓,1 k��> s, --..+I ' r r-�'r''.. 'i ;j�l F , {`{: rt
r��''"�{ �i^•j��`QE •+�,' 1 �r' '•t: �''-t
ISO
=r'�
�, ',*�1 u�. � �., 1�'�•} :Fxr sl'."f + �^sy.r.. 5" QN^ + , Jt" ' _ �l���l q,t 7'-, �`� �ss`�°.��-� I tt'.•. a`�!� �\ � " +7,��
a r6 i` 1 r " I {r �` r ,•� fjd1P L ,4 ( 1 J- a S
t
,j, as .r r am, ) ; r t �Y�� x s.tt •� i�,A NDID F;
rC slIlr: Y�^ a� i rr �� a !/ i%7�j} Ya.•,1lr� r }I++y \ a}r t�><+ �� pT,� sj
41
( �q f"�;�;�`a �r � � �`x r?•'�!=�t ri'�'(�.} }[1 ��[r
22�:
�rF_qi. r -1 1 .,.b..� �\\rs � � � \ Y S t� -- r }. r�t ti� �i s � .- �' k +•3. � �r� ld
�[FV�-t•��/t� � t., i , � w- � ��y.. r ��r }"l�r' Y*. `}�.�/{��� � �' �r:'--r�7. #� I,, ��. . !('r, • "�y •-^-n � �.,;_; 4 ;`1.
x =� ��zj"'i~ tax? y s µ'i"ff•2 „oCY`af� 'rr2
A _ 4y..�:
f * �I r '" ~ r"t
w }ter '��yi
'�y •� :�r��%��i `L� f� yS. ? Y vt�< 1. L a'� -yr.i � w � `(.-s_LJ'�. r 1)- v f;
✓'�^.'.'.7.. ,f .f:., /:''° ll7n, w .r.. � :.�l _�LY:1 a.. �r•`n..;, 7 i -�=, a ri
N
A Q 0.5 Mi
o z000 Ft Map provided by My7opo.com
"ECEIV ,
MAR 2 8 2012
BY:_
http:llmap-pass. mytopo.com/maps/print_mytopo.asp?print=20&scale=5&layei---DRG&laye... 1/3/2012

ti
STORMWATER SUBMITTAL REQUIREMENTS
INFILTRATIONIEXFILTRATION SYSTEMS
Basins and Trench
Objective
A. Collect all runoff from all BUA (proposed and/or existing and/or offsite) as the case may be, by
any means including piping or swales, and direct it to the infitration system.
B. Check the proposed basin/ trench design to make sure it meets or exceeds the minimum
design criteria for design storm, volume and drawdown.
II. What makes up a complete infiltration basin / trench application package?
Two sets of sealed, signed & dated layout & grading plans with appropriate details.
Completed application (SWU-101) with supplement(s), SW-401-Infiltration Basin, SW-401-
Infiltration Trench, SW-401-Level Spreader, and inspection and maintenance agreements.
A.,C Deed restriction document, if applicable. (subdivisions & projects with out parcels)
.-D. Sealed, signed & dated calculations.
iE" A soils report containing information in regard to the soil type, boring locations, seasonal high
water table elevation and expected infiltration rate.
III. BIMS entry (for DWQ use only)
Enter & track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area and stream/waterbody info. Best done after the add info letter is
written and before sending permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:lwqslstormwaterlshelilshighcominbasin
S:Iwgslstormwaterlshellslhighcomintrench
s:lwqslstormwaterlshellslhighsubinbasin
s:lwqslstormwaterlshellslhighsubintrench
Calculations: s:lwgslstormwaterlexcel spreadsheetslinbasin
s:lwgslstormwaterlexcel spreadsheetslintrench
V. Review Procedure- look for consistency between the various elements of the package- application,
plan and calculations.
A. APPLICATION
Original signatures are required. Photocopied signatures cannot be accepted.
VZ' A completed infiltration basin or infiltration trench supplement, one for each proposed
system. A signed, dated and notarized Inspection and Maintenance Agreement for
each proposed system with an original signature.
Q3 The elevations, areas and volumes reported on the supplement match up to the
numbers used in the calculations and shown on the plan details.
i Built -upon areas are reported in square feet in Section 111.9.
1�5. Receiving stream name and classification.
•—$. Section 111.9 is filled in -cannot be left blank. One column must be filled in for each
proposed infiltration basin or trench.
If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member -managed LLC, or the manager of a manager -managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs, then a letter of authorization is needed from the
president, vice president, general partner, member or manager.
For subdivided projects, a signed and notarized deed restriction statement must be
provided.
v9. Soils report with the SHWT, Soil type and expected infiltration rate.
Page 7 of 12

iw
Infiltration Basin & Trench, cont.
LCULATIONS
The basin or trench must draw down within 5 days. Spray irrigation is not acceptable as
the sole means of drawdown.
/2. For sites with high infiltration rates, the maximum infiltration rate to use for the design
is10 in/hr, per Vincbl�_"ilf
gwis.
•!3 The design storm the project is subject to Phase II or is sited within'/ mileof
and draining to SA waters. Otherwise, use 1" design storm.
�4! For Phase II projects that are within'/2 mile of and draining to SR waters, the difference
in runoff from the predevelopment and post -development conditions for the 1 year 24
hour storm must be controlled and treated.
Report the bottom surface area.
Report the surface area at the overflow elevation.
7 Show the calculation for the minimum required volume.
Provide a table of elevations, areas, incremental volumes and accumulated volumes to
demonstrate that the minimum required volume has been provided.
Calculations are signed, sealed & dated.
✓ir0. Report the Drainage Area and Built -upon area for each basin or trench.
0,1' The seasonal high water table must be at least 24" below the proposed bottom elevation
of the system. For Phase II projects, at least 12" of this must be in naturally occurring
soils.
All runoff in excess of the design storm must bypass to a vegetated filter prior to entering
the basin or trench. If the system is designed to store a larger design storm (generally 2-
3 times the minimum), the requirement for an offline bypass can be waived. Please
contact the Division to determine what design storm is appropride for the project.
S:IWQSISTORMWATERIFORMSICHECKLIST
Page 8 of 12

Infiltration Basin & Trench, cont.
C. PLANS - Plan sheets should be kept to a minimum. For small commercial single basin
projects, the plan set could consist of only 2 or 3 sheets, layout, grading and details. For larger
projects, show as much information as possible on as few sheets as possible, without
cluttering them up.
Development/Project Name
Engineer name and firm.
-T
Legend
✓4.
North Arrow
Location Map with nearest intersection of two major roads shown. Major road is any 1, 2,
or 3 digit NC, US or interstate highway.
Scale- standard engineering scale, no off-the-wall stuff.
Date
9.
Revision number and date, if applicable.
Original�rontours�Sroposed contour$4pot elevatio inished floor elevation pipe
inverts, Swale inverts, etc.
410.
Existing drainage (piping, swales, ditches, ponds, etc.), including off -site. Include a map
delineating the offsite drainage areas.
1
Property/Project boundary lines, bearing & distances.
Mean High Water Line or Normal High Water.Line, if applicable.
1
Drainage easement locations shown on the plans along with their width.
Wetlands delineated, or a note on the plans that none exist. Provide a copy of the
wetlands delineation map signed by the Corps of Engineers, or contact the appropriate
field rep for the Corps to see if they can email a statement regarding the status of the
delineation. Infiltration systems may not be located in wetlands.
1
Details for the roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions &
slopes.
..IT
Apartment 1 Condo development- provide a typical building footprint with dimensions,
17
and note all concrete and wood deck areas.
The drainage area for each basin or trench is clearly delineated and numbered to match
up to the calculations and supplement. Drainage area delineation is best done as a
separate plan sheet.
18.
A basin section detail showing bottom and storage elevations, . The side
slopes of an infiltration basin are not restricted to vegetation. They may be hardened
with rock, timber, concrete, decorative brick, etc.
19.
A trench section detail with the perforated pipe diameter, filter fabric wrapped around the
pipe and around the trench, trench height and width, rock fill type.
20
If using a pre-fab chamber -structure, provide details of the chamber, including model #,
leer gth,,width, chamber v ume and number of used.
A bypass s rructure detail -is -provided showing quare openings,
and the necessary bypass weir or pipe elevation. Several types of bypass structure
designs are acceptable.
V�� �2.
Dimensions for each line and arc formed by the bottom contour of an infiltration basin.
All runoff in excess of the design storm must pass through a vegetated filter prior to
V/ �~
�qr nD �
beingdischarged into the receivingstream. The filter must be 50' Ion for SA waters and
g
30' lng for
non -SA waters.
✓``'
All infiltration systems must be located at least 50' from the MHW line of surface waters.
,5
Vegetation is specified for basin slopes not being hardened. Weeping Love Grass is not
suitable as a permanent vegetated cover for side slopes.
All roof drainage must be directed to the system. Show the roof drain collection piping
on the plans. This is especially necessary for projects where the buildings back up the
property lines where roof drainage may leave the site prior to going through the system.
1
Monitoring wells may be required on a case -by -case basis.
Page 9 of 12

Com leteness Review Checklist
Project Name: Received Date:
7as fQ'&"A- --a'A
Project Location: Accepted Date:
Rules) 2008 Coastal E11995 Coastal Phase II (WiRO) Universal 1-11988 Coastal
Type of Permit: New or Mod or PR Existing Permit # (Mod or PR): FiPE Cert on File?
Density: or LD Type: LO
mercia or Residential �NCG:
%: .... 0(% 00) Stream Class: 7(:�� EISA Map F—]Offsite to SW8
Subdivided?: Subdivision or inele L t MORW Mao nExempt
Paperwork Emailed Engineer on:
ED-%pplement(s) (1 original per BMP) BMP Type(s):1�Crrt+-TP,4ritOn� �RENCH _
&M with correct/original signatures (1 original per BMP except LS/VFS and swoles)
0 plication with correct original signatures
Corp or LLC: Si P.DAu er SoS or letter Note to Reviewer: q
la505 (within 6mo) �>n�tn V%V)C. S 1&0
oil
s s Report with SHWT t
[DLa�
lculations (signed/sealed) - V \'(sCC �3 \�� V1fj c L4 15 11
nNo obvious errors
nsity includes common areas, etc
Deed Restrictions, if subdivided:
igned & Notarized
orrect Template (Comm/Res & HD/LD1 or
Plans
pets Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading Wetlands: Delineated or No Wetlands
Vicinity Map 1-1 Layout (proposed BUA dimensions)
Legend FTA Maps Project Boundaries
Infiltration
Wet Pond
Offsite
oils Report
Soils Report
OPE Cert for Master
Lot ft.-
SHWT ` .11
0
SHWT:
Deed Rest for Master
Lot # Matches Master
Bottom: 1(0.aO
PP:
BUA Permitted (Master):
sf
Visited: 4/
BUA Proposed (Offsite):
sf
Additional Information:
Permitted
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
Proposed:
Pro
sed:

,,,
December 28, 2011
Tripp Engineering, P.C.
411 Chestnut Street
Wilmington, North Carolina 28401
Attention: Mr. Lee Galloway
Reference: Infiltration Testing and Seasonal High Watertable Estimate
Parker Ventures, Inc.
US Highway 1.17
Castle Hayne, North Carolina
RFTS .lob No. 705-11
Dear Mr. Galloway:
RFTS is pleased to provide testing services during the design phase of the Parker Ventures, Inc. project
located near the intersection of US Highway 117 and Hickory Street in Castle Hayne, North Carolina.
Specific site grading plans had not been provided to us at the time this report was prepared.
DESCRIPTION OF ACTIVITIES AND FINDINGS
As requested, our staff visited the site on December 16, 2011,.to perform infiltration testing and estimate
the seasonal high watertable level at one Iocation in the area proposed for an infiltration basin. The
purpose of this testing was to provide soil parameters for stormwater infiltration design.
Seasonal High Watertable Estimate
A hand auger boring was advanced to a depth of approximately 9 feet below the existing ground surface
in the proposed area. The encountered soils were logged and visually classified by depth and a Munsell
Soil Color Chart was used to determine the hue, value, and chroma of the visually distinct soil layers. Our
soil logs are presented inTable 1.
Soils encountered at this boring location consisted of interbedded relatively clean sands (USCS Soil
Groups `SP' and `SP-SC') in the upper 80 inches below the ground surface, and was underlain from 80 to
93 inches with sand with clay (USCS Soil Group `SC'). From 93 inches to the boring termination depth
of 111 inches clean sands (USCS Soil Group `SP') were again encountered. Comparison of the soils to
the Munsell Chart suggests the presence of a zone of aerated soils approximately 64 inches below
the ground surface indicative of a seasonal high water level. No groundwater was encountered at the
boring location through the depth investigated.
RFTS, PLLC Committed to Responsive Service Phone:[phone]
1305 3A Carolina Beach Ave N
Carolina Beach, Norlh Carolina 28428 :vwzu.rftsp11c.co7n Email:davidwinsteed0chaftef.nat

Tripp Engineering, P.C.
RFTS Job'No. 705-11
Infiltration Testing
December 28, 2011
Page Two
Infiltration testing was performed using a model 2800 Guelph Permeameter which is a constant -head
device which operates on the Mariotte siphon principle and is referenced in ASTM D-5126. The
penmeameter is used to determine field saturated hydraulic conductivity in centimeters per second for soil
at a specified depth. This testing involves advancing a borehole to the desired infiltration depth and
introducing water at a constant head to determine the steady state flow rate from which the hydraulic
conductivity can be calculated.
No specific depth for testing was required; however, our testing was performed approximately 30 inches
below the existing ground surface, approximately 34 inches above the seasonal high water level estimate.
The results of our permeameter testing are presented.in Table 2.
RECOMMENDATIONS
Based on the results of our field testing and soil classifications at the test location, we offer the following
recommendations for stormwater infiltration design:
At test location INF-1, it is our opinion that in order to achieve the steady state flow rate obtained during.
our testing; the areas of infiltration galleries or other infiltration structure should introduce stormwater at
approximately 30 inches below the existing ground surface elevation. For purposes of sizing the structure
werecommend an ultimate application rate of 1.23 inches per hour. These recommendations should be
reviewed by appropriate regulatory authorities before finalizing the details of any civil design.
CLOSURE
Please find attached our field data and a sketch showing the approximate test locations. If you have any
questions after reviewing this letter, please do not hesitate to contact us at your convenience.
Sincerely,
RFTS, PLLC11
L '--i L..
David-L. Winstea
Field Operations Manager
DLW:SDK/dlw
Attachments
Steven P.E.
Senior Engineer
NC Registration o. 17638
n +µ.id.. �99•!;q•�ri;*.
y * 176380.
(.0 w, ,
Py C4•� •+a�aO��V���

Table 1
Munsell Soil Classifications
Parker Ventures; Inc.
US Highway 117
Castle Hayne, North Carolina
RIFTS Job No. 7 05 -11
Loc Soil Description Hue Value Chroma Depth ; Comments
(in 1
_
1Nf=-1
i ABC Stone
-
0-9 -
Pale Yellow tine to medium
2.5Y
7
3
9-27
SAND
_...._..
i Pale Yellow and Brownish
2.5Y/I0Y
7/5
3/8
27-4Q
low
t
t..,,._.�_..._,.....Ie
- ---—.
- _ •---
; �. ..� ,,,
i Pale Yellow fine to
25 Y
7
4
40-45
i SAND.medium--_
-
{ Yellowish Brown fine to
I OYR
5
4
45-54
1
mediumSAND
j
i Pale Yellow fine to medium
2.5Y
8
4
_
1
` SAND
Fight Gray fine to medium
2.5Y
7 i
2
64-72 ? SHWT
SAND
f
- _..._ ....:
Brownish Yellow fine to
IOYR
5
8
72-80 i
1 medium SAND, trace of Clay
Light Gray and Brownish
2.5Y/1 OY 7/5
2/8
80-93
i
Yellow fine to medium SAND,
R
withclay.
--w , White fine to medium SAND
2.5Y
8
1
93-1 I 1 No FhO 1
EGET&
OR 2 8 24t2
t3v:

Table 2
Guelph Permeameter Test Results
Parker Ventures, Inc.
US Highway 117
.Castle Hayne, North Carolina
RFTS Job No. 705-11
Location --
( INF-1
? Depth (in)_..
Ri (cm/min)
._ _ w
3.6 -}
i RIs (cm/sec),,
+ 0.06 ;
2()
10
. R cm/min)
' - 4.4
Res (cm/sec)
--0.073 Y
Kis (cmisec)
8.70x] 0
K mlhr
;.__..._.1.23
v
(1),_(cIn/sec)
0.060
�;
0.015 .._,
Definition of Terms
RI,2 —.Established 3 or more constant rate of water level change (cm/min)
Ris, 2s — Calculated steady state flow rates (cm/sec)
HE,2 — Maintained Head of H2O (cm)
Kfs -- Calculated field saturated hydraulic conductivity (cm/sec)
(D,, — Matric flux potential (cm/sec)
a — Alpha parameter
Depth — Depth of well hole (in.)
Location — Test location identification number
Note:'Diameter of well is 3.0 cm.

i
i
i
i
i
i EXISTING
i BUILDING
INF-1 i
e I
i
1
I
I
i
I
I
I
I
I
I
2 I
D i
� I
m
rFl 1
� I
I
I
I
US HIGHWAY 117
s
i7
O
m Legend
e APPROXIMATE TEST LOCATION
INFILTRATION TESTING AND SHWT ESTIMATE FIGURE 1
PARKER VENTURES, INC. DRAWING NOT TO SCALE RFTS, PLLC
1305 3A Carolina Beach Ave N
US HIGHWAY 117' DATE: 12128199 PTS Carolina Beach, North Carolina 28428
Soils Engineering and CASTLE HAYNE,. NORTH CAROLINA SKETCH: DLW Office: 910-470-7450
Testing Services JOB NO, 705-11 REVIEW: SDK