SW8050101_COMPLIANCE_20050126

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

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
/v
DOC TYPE
❑ HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
❑
YYYYMMDD

Permit No. 5%U JO So o
(to be provided by UWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name:
Place
Contact Person: Charles D. Cazier. Phone Number: [phone]_
This worksheet applies to : Basin No. I in Drainage Area i
(as identified on plans) (from Form SiYU-101)
11. DESIGN INFORMATION — Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable
source of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
S14WT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Form SWU-103 Rev 3.99
Fine to Med. Sand
7.0 _CD r ef/hr/sf (circle appropriate units)
18.5 fmsl (Seasonal High Water Table elevation)
inch (1.5 inch event for SA waters, 1 inch event for others)
3 951 c.f.
3.86 days hours
53.4 ft. x 64
9 516 c.f.
20.5 fmsl
22.75 fmsl
23.25 fmsl
Page] of 3
ft, = 3,415 sq. ft. (bottom dimensions)

Ill. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
9::W a.
System is located 50 feet from class SA waters and 30 feet from other.surface waters.
CDC _ b.
System is located at least 100 feet from water supply wells.
c.
Bottom of system is at least 2 feet above the seasonal high water table.
d.
Bottom of system is 3 feet above any bedrock or impervious soil horizon.
e.
System is not sited on or in fill material or DWQ approval has been obtained
f.
System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
G� g.
Drainage area for the device is less than 5 acres.
h..
Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
I. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters). Design volume and infiltration calculations attached.
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
GAG k. All side slopes stabilized with vegetated cover are no steeper than 3:1(H:V).2:1 & sodded
I. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches
or dense vegetative cover is provided.
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within basin is provided.
r� p. A benchmark is provided to determine the sediment accumulation in the pretreatment
device.
q. Runoff in excess of design volume bypasses off-line systems (bypass detail provided).
r . System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
Cr, s. Plans ensure that the installed system sill meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area
is stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly, inspect the infiltration system for erosion,
trash accumulation, grass cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved
design specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when
depth in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored
to the original design depth without over -excavating. Over excavating may cause the required water
table separation to be reduced and may compromise the ability of the system to perform as designed.
Removed sediment shall be disposed of in an appropriate manner and shall not be handled in a manner
That will adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream,
etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used
to determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads .75 feet in the pretreatment unit, the sediment shall be removed
from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .l 000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
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.
Print Name and Title: Michael Newton President
Address: 5600 Maxwell Place Wilmington, NC 28409
Phone: [phone] ., Date: 9 r 2 fr cam¢
Signature:
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, Della C. Baird -,a Notary Public for the State of North Carolina , County of Pender , do
hereby certify that Michael Newton personally appeared before me thisZL day of _September_, _2004_, and
acknowledge the due execution of the forgoing infiltration basin maintenance requirements. Witness my hand and official
seal,
SEAL = No Aqy
�2: AUBLIG r',,'
Form SWU-103 Rev 3.99 i%'l,r11r0U'�l"o\��
My commission expires October 15 2006
Page 3 of 3

Permit No. SWFOSMI
(to be provided by DIVA)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Storm_water Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
1. PROJECT INFORMATION
Project Name:
191
Contact Person: Charles D. Cazier Phone Number: [phone]
This worksheet applies to : Basin No. 2 in Drainage Area 2
(as identified on plans) (from Form SPVU-101)
I1. DESIGN INFORMATION — Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable
source of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type Fine to Med. Sand
Infiltration Rate 33 in/hr r ef/hr/sf (circle appropriate units)
SHWT Elevation 16.5 fmsl (Seasonal High Water Table elevation)
Basin Design Parameters
Design Storm _ 1.5 inch (1.5 inch event for SA waters, I inch event for others)
Design Volume I4 225 c.f.
Drawdown Time 1.64 -d}s hours
Basin Dimensions
Basin Size 39 ft. x �129.66_ ft. = 3 760 sq. ft. (bottom dimensions)
Basin Volume Provided 26,944 c.f
Basin Elevations
Bottom Elevation 19.0 fmsl
Storage Elevation 23.5 fmsl
Top Elevation 24.0 fmsl
Form SWU-103 Rev 3.99 Page i of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
GX__ a.
System is located 50 feet from class SA waters and 30 feet from other surface waters.
CJZ- , . b.
System is located at least 100 feet from water supply wells.
CZ. c.
Bottom of system is at least 2 feet above the seasonal high water table.
d.
Bottom of system is 3 feet above any bedrock or impervious soil horizon.
e.
System is not sited on or in fill material or DWQ approval has been obtained
C f.
System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
g.
Drainage area for the device is less than 5 acres.
[IVW h..
Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
1:1,M i.
System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters). Design volume and infiltration calculations attached.
GAL' j.
System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k.
All side slopes stabilized with vegetated cover are no steeper than 3:1(H:V).2:1 & sodded
�T 1.
A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
in.
Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches
or dense vegetative cover is provided.
n.
Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
o.
Flow distribution mechanism within basin is provided.
p.
A benchmark is provided to determine the sediment accumulation in the pretreatment
device.
(. q.
Runoff in excess of design volume bypasses off-line systems (bypass detail provided).
r .
System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
r�7(� s.
Plans ensure that the installed system sill meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area
is stabilized.
Form SWU-103 Rev 3.99
Page 2 of

IV. INIF'ILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly, inspect the infiltration system for erosion,
trash accumulation, grass cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
I After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved
design specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when
depth in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored
to the original design depth without over -excavating. Over excavating may cause the required water
table separation to be reduced and may compromise the ability of the system to perform as designed.
Removed sediment shall be disposed of in an appropriate manner and shall not be handled in a manner
That will adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream,
etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used
to determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads .75 feet in the pretreatment unit, the sediment shall be removed
from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
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.
Print Name and Title: Michael Newton President
Address:
Phone:
Signature:
Date: V - Zl — 47
Note: The legally responsible party should not be a homeowners association unless more than SO% of the lots have been sold and
a resident of the subdivision has been named the president.
1, Della C. Baird , a Notary Public for the State of North Carolina-. County of Pender , do
hereby certify that Michaei Newton personally appeared before me this�day of_September , 2004 ,and
acknowledge the due execution of the forgoing infiltration basin maintenance requirements. Witness my hand and official
seal, M,,Zd
SEAL = 4).
C1OTAR .a
PUBL\G
Form SWU-103 Rev 3.99 '�.,F9 C�1jN��\\
��f+!!! rl n n t������
My commission expires October 15, 2006
Page 3 of 3

TRIPP . ENGINEERING} P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
January 11, 2005
NCDENR
Division Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Linda Lewis
Re: Somersett Place
Project No. SW8 050101
TE 04086
Dear Linda:
RECEIVED
JAN 12 2M
DWQ
PROJ #
In response to your comments dated January 6, 2005, we offer the following:
1. A note that "no wetlands exist on site" has been provided.
2. A copy of the soils report and a site visit investigation report with Vincent
Lewis has been documented.
3. A highlighted drainage area map is enclosed.
4. The off site area is highlighted within the highlighted drainage area map.
5. An updated vicinity map is provided.
6. A typical lot grading plan has been provided on the Cl sheet.
7. A new set of deed restrictions are enclosed specifying_1,250 sf.
8. Calculations, applications and supplements for basin No. 1 and basin No. 2
are provided.
9. Calculations, applications and supplements for basin No. 1 and basin No. 2
are provided.
10. Please find enclosed a copy of the Board of Directors sheet with the corporate
seal.
Please review for approval and contact us with any questions, comments or if you
need additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
0" - I
Charles D. Cazier, E.I.
CDC:dcb
Eric.

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER: 050101-2
PROJECT NAME: Somersett Place
DRAINAGE BASIN: Cape Fear River
RECEIVING STREAM: Hewletts Creek
Index No.:
SITE AREA 6.98 acres
IMPERVIOUS AREA CALCULATION
Lots
Street
Sidewalk
Offsite
TOTAL
% IMPERVIOUS, I=
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
FILENAME: S:IWQSIINBASIN1050101-2.WK1
DATE: 12-Jan-05
REVIEWER: L. Lewis
CLASS: SA
If ORW, is site within the 575' AEC?
DRAINAGE AREA: :<.«247856i SF
Elev. (ft) Area, sq ft
Inc. Volume
Acc. Volume
BOTTOM 19 3760
0
TOP 23.5 8215
26943.75
VOLUME I DEPTH 1 DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
:::<><:<2370&
CUBIC FEET
TOTAL VOLUME AVAILABLE
;.;:.:2643:75
CUBIC FEET
DEPTH OF RUNOFF
:.f?
FEET
TIME TO DRAWDOWN
::«:.5'
HOURS MUST BE <120
25 YEAR 24 HOUR STORM NIA
Intensity, i = .33 inches 1 hour
Qr=CiA=
1.02
CFS
Qp through the bottom of the basin=
2.87
CFS Must be > Or
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event =
11634.75
CF < 26943.75 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER: 050101-1
PROJECT NAME: Somersett Place
DRAINAGE BASIN: Cape Fear River
RECEIVING STREAM: Hewletts Creek
Index No.:
SITE AREA 6.98 acres
IMPERVIOUS AREA CALCULATION
Lots
Street
Sidewalk
Offsite
TOTAL
FILENAME: S:1WQS11NBASIN1050101-1.WK1
DATE: 12-Jan-05
REVIEWER: L. Lewis
CLASS: SA
If ORW, is site within the 575' AEC?
DRAINAGE AREA: :63597 SF
Rational C
16250
0.95
7793
0.95
3047
0.95
4500
0.5 Pine Grove Drive
Place a 1" here if Rational :>
% IMPERVIOUS, 1= 49 7°!a RV= .05+.009 (I)
ELEVATION OF SEASONAL HIGH WATER TABLE 185` FEET MSL
REPORTED INFILTRATION RATE >7: INCHES/HOUR
or 0.000162 FPS
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq ft Inc. Volume Acc. Volume
BOTTOM 20.5 3415
TOP 22.75 5044
VOLUME I DEPTH / DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
DEPTH OF RUNOFF
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM NIA
Intensity, i = .33 inches 1 hour
Qr=CiA=
Qp through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event =
0
9516.375
CUBIC FEET
CUBIC FEET
FEET
HOURS MUST BE <120
0.26 CFS
0.55 CFS Must be > Qr
2983.99 CIF < 9516.375 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

1 /11 /2005
CDC
WATERSHED DATA
Total Drainage Area
s . ft. Iacre$
63,597 1 1,46
Somersett Place
Infiltration Basin Not
10-year Storm
Impervious Area
Land Use
s . ft.
I acres
buildings
16,250
0.37
arkin las halt
7,793
0.18
concrete
3,047
0.07
offsite
4,500
0.10
Total
31,590
0.73
INFILTRATION SYSTEM:
Rv= 0.50 inlin
Design Rainfall= 1.5 in
Volume of first inch and one half of runoff = (Design rainfall) (Rv)(Drainage Area)
V= 3,951 cu-ft
% impervious = 0.497
= 49.7%
say 49.7%
CPRE = 0.25
CPOST = (% imp.)(.95)+(1-% imp.)(.25)
0.6
12 = 5.06 inihr
110 = 6.30 inlhr
125 = 7.13 inlhr
Total Volume provided: ((Bottom Area + Flood Area)/2) x (Flood Elevation + Bottom Elevation)
Area (so Elevation(ft)
Vt = 9,516 cu-tt Bottom: 3,415 20.5
Flood: 6,044 22,75
DRAWDOWN RATE:
RATE OF INFILTRATION 7 INIHR
DEPTH OF BASIN; 27,00 ft
DRAW DOWN RATE: 3.85714286 H R S
o�X\%h1CARp���,,
aQ SEA �'•
w -a 17374
f�,AtirF • �Q�
r'R G 69A, N`�
1111111I I lillO
04086
RECEIVED
JAN 12 2005
DWQ
PRoJ # S6V 90 501v1

i
1 /11/2005
CDC
WATERSHED DATA
Total Draina a Area
s . ft. acres
247,B56 5.69
Somersett Place
Infiltration Basin No2
10-year Storm
Impervious Area
Land Use
s ,ft.
acres
buildings
84,500
1.04
arkin las halt
20,520
0.47
concrete
7,654
0.18
Total
112,674
2.59
INFILTRATION SYSTEM:
Rv= 0.46 in/in
Design Rainfall= 1.5 in
Volume of first inch and one half of runoff = (Design rainfall) (R v) (Drainage Area)
V= 14,225 cu-ft
% impervious = 0.455
= 45.5 %
say 45.5%
CPRE = 0.25
CPOST = (% imp.)(.95)+(1-% imp.)(.25)
0.57
12 = 5.06 inlhr
110 = 6.30 inlhr
125 = 7.13 inlhr
-otal Volume provided: ((Bottom Area + Flood Area)12) x (Flood Elevation + Bottom Elevation)
Area (SO Elevation(ft)
Vt = 26,944 cu-ft Bottom: 3,760 19.0
Flood., 8,215 23.50
DRAWDOWN RATE:
RATE OF INFILTRATION 33 INlHR
DEPTH OF BASIN: 54.00 ft
DRAW DOWN RATE: 1.63636364 HRS
04086

1/17/2005
CDC
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
1.46 ACRES
HYDRAULIC LENGTH
430 FT
CHANGE IN HEIGHT
5 FT
RUNOFF COEF.'C'
0,25
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.23 INIHR
Somersett Place
Stormwater Basin No 1 Routing
10-year Storm
Qa = 2.64 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4.8 INCHES t0yr, 6hr PRECIPITATION
CN = 75
S = (10001CN)-10
S = 3.33
Depth (D) = (P-0.2S)A21(P+0.8S)
D = 2.29 IN - 10yr, 6hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)J / Qp
Tp = 22.94 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39`60
= 7,070 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 20.50 feel
AFTER DEVELOPMENT
WATERSHED AREA
1,46 ACRES
HYDRAULIC LENGTH
430 FT
CHANGE IN HEIGHT
5 FT
RUNOFF COEF.'C'
0.6
TIME OF CONCENTR
5.00 MIN
INTENSITY (10 YR)
7.23 INIHR
Qp = 6.33 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
\`�,�E11111 111 !l11I1�
.;oF�SS%p••.
9
aQ SEAL yam'• y
-o t 17374
:a:
i//Z OREGORy
��7h!!1 i 11111L11��`
S
Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL
STAGE
In S
In Z
Z est
(sq ft)
(cu ft)
(cu ft)
(ft)
(ft)
20,5
3,415
0
0
0
0
0
0
21.5
4,139
3,777
3,777
1,0
8.2367
0
1.02
22.5
4,863
4,501
8,278
2.0
9.0214
0.6931
1.96
23,5
5,587
5,225
13,503
3.0
9.5107
1.0986
2.95
24.5
6,311
5.949
19,452
4.0
9.8757
1.3863
4.00
25.5
7,035
6,673
26,125
5.0
10.1706
1.6094
5,11
26.5
3,518
29,643
6.0
10.2970
1.7918
5,68
27.5
-
29,643
7.0
10.2970
1.9459
5.68
28.5
29,643
8.0
10,2970
2.0794
5.68
Regression Output
04086
Ks = 3698
b = 1.20
RECEIVED
Constant 8.22
JAN 18 -2005
DWQ
PROD #

0
1/17/2005 Somersett Place 04086
CDC Stormwater Basin No 1 Routing
10-year Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
2.64 cis
Qp =
6.33 cis
Tp =
22.9 min
Calculations account for infiltration
dT =
4 min
At 7.8 in/hr
BASIN DATA
Ks =
3698
b =
1.20
Zo =
20.5 ft
Normal water elev =
20.5 ft
Peak Outflow =
0.00 cfs
Box Weir
Length =
0 ft
Peak Stage =
22.59 ft
Cw =
3.0
Maximum Storage =
8,957 cu ft
Zcr =
23.25 ft
Control Holes:
State Orifice:
Dia =
0.00 in
Dd =
0 in
Inv =
20.5 ft
Cd =
0.59
Weir:
L =
48 in
Zi =
20.5 ft
Inv =
22.75 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel Orifice
City Weir
IFStore
Infiltrate
(min)
(cfs) .
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cu ft)
(cfm)
0
0,0
0
20.50
0
0
0
0
0.00
0.0
0
4
0.5
0
20.50
0
0.00
0
0
0.00
0.0
148
8
1.7
ill
20.50
0.00
0.00
0.0
0.00
0,00
0.0
296
12
3,4
523
20.54
0.00
0.00
0.0
0.00
0.00
79.3
444
16
5.0
1338
20.76
0.00
0.00
0.0
0.00
0.00
746.2
592
20
6.1
2540
21.05
0.00
0.00
0.0
0.00
0.00
1799,8
740
24
6.3
3999
21.37
0.00
0.00
0.0
0.00
0.00
3110.9
888
28
5.6
5511
21.67
0,00
0.00
0.0
0.00
0.00
4475.0
1036
32
4.5
6856
21.93
0,00
0.00
0.0
0.00
0.00
5672.1
1184
36
3.6
7932
22.12
0.00
0.00
0.0
0.00
0.00
6600.4
1332
40
2.9
8790
22.27
0.00
0.00
0,0
0.00
0.00
7310.4
1480
44
2.3
9474
22.37
0,00
0.00
0.0
0.00
0.00
7846.5
1628
48
1.8
10020
22.45
0.00
0.00
0.0
0.00
0.00
8243.8
1776
52
1.4
10455
22.51
0.00
0.00
0.0
0.00
0.00
8530.5
1924
56
1.2
10801
22.55
0.00
0.00
0.0
0,00
0.00
8729.1
2072
60
0,9
11077
22,57
0.00
0.00
0.0
0.00
0.00
8857.4
2220
64
0.7
11298
22.59
0.00
0.00
0.0
0.00
0.00
8929.6
2368
68
0.6
11473
22.59
0.00
0.00
0.0
0.00
0,00
8967.2
2516
72
0.5
11613
22.59
0.00
0.00
0.0
0.00
0.00
8949.2
2664
76
0.4
11725
22.58
0.00
0.00
0,0
0.00
0.00
8912,8
2812
80
0.3
11814
22.57
0.00
0.00
0.0
0.00
0.00
8853.8
2960
84
0.2
11885
22.56
0.00
0.00
0.0
0.00
0.00
6776.7
3108
88
0.2
11941
22.54
0.00
0.00
0.0
0.00
0.00
8685.3
3256
92
0.1
11986
22.52
0.00
0.00
0.0
0.00
0.00
8582.3
3404
96
0.1
12022
22.50
0.00
0.00
0.0
0.00
0.00
8470.3
3552
100
0.4
12051
22.47
0,00
0.00
0.0
0.00
0.00
8350.9
3700
104
0.1
12074
22.45
0.00
0 00
0.0
0.00
0.00
8225.8
3848
108
0.1
12092
22.42
0.00
0,00
0.0
0.00
0.00
8096.0
3996
112
0.0
12106
22.40
0.00
0.00
0.0
0.00
0.00
7962,5
4144
116
0.0
12118
22.37
0.00
0.00
0.0
0.00
00.00
7826.0
4292
120
0.0
12127
22.34
0.00
0.00
0,0
0.00
0.00
7687.3
4440
124
0.0
12135
22.31
0.00
0.00
0.0
0.00
0.00
7546.6
4588
128
0.0
12140
22.28
0.00
0.00
0.0
0.00
0.00
7404,5
4736
132
0.0
12145
22.26
0.00
0.00
0,0
0.00
0.00
7261.2
4884
136
0.0
12149
22.23
0.00
0.00
0,0
0.00
0.00
7116.9
5032
140
0.0
12152
22.20
0.00
0.00
0.0
0.00
0.00
6971.9
5180
144
0.0
12154
22.17
0,00
0.00
0.0
0.00
0.00
68262
5328

1/17/2005
Somersett Place
04086
CDC
Stormwater Basin No 1 Routing
10-year Storm
148
0.0
12156
22.14
0.00
0.00
0.0
0.00
0.00
6680.1
5476
152
0.0
12158
22.11
0.00
0.00
0.0
0.00
0.00
6533.6
5624
156
0.0
12159
22.08
0.00
0.00
0,0
0.00
0.00
6386.8
5772
160
0.0
12160
22.05
0.00
0.00
0.0
0.00
0.00
6239.8
5920
164
0.0
12161
22.02
0.00
0.00
0.0
0.00
0.00
6092.5
6068
168
0.0
12161
21.99
0.00
0,00
0.0
0.00
0.00
5945.2
6216
172
0.0
12162
21.96
0.00
0.00
0.0
0.00
0.00
5797.6
6364
176
0.0
12162
21.92
0.00
0.00
0.0
0.00
0.00
5650.0
6512
180
0.0
12162
21.89
0.00
0.00
0.0
0,00
0.00
5502.3
6660
184
0.0
12163
21.86
0.00
0.00
0.0
0.00
0,00
5354.6
6808
188
0.0
12163
21,83
0,00
0.00
0.0
0.00
0.00
5206.8
6956
192
0.0
12163
21.80
0.00
0.00
0.0
0.00
0.00
5058.9
7104
196
0.0
12163
21.77
0.00
0.00
0.0
0.00
0.00
4911.1
7252
200
0.0
12163
21.74
0.00
0.00
0.0
0.00
0.00
4763.2
7400
204
0.0
12163
21,70
0.00
0.00
0,0
0.00
0.00
4615.2
7548
208
0.0
12163
21.67
0.00
0.00
0.0
0.00
0.00
4467.3
7696
212
0.0
12163
21.64
0.00
0.00
0.0
0.00
0,00
4319.3
7844
216
0.0
12163
21.61
0,0C
0.00
0.0
0.00
0.00
4171.4
7992
220
0.0
12163
21.57
0.00
0.00
0.0
0.00
0.00
4023.4
8140
224
0.0
12163
21,54
0.00
0.00
0 0
0.00
0.00
3875.4
8288
228
0.0
12163
21.51
0.00
0.00
0.0
0.00
0,00
3727.5
8436
232
0.0
12163
21.47
0.00
0.00
0.0
0.00
0.00
3579.5
8584
236
0.0
12163
21.44
0.00
0.00
0,0
0.00
0.00
3431.5
8732
240
0.0
12163
21.41
0.00
0.00
0.0
0,00
0.00
3283.5
8880
244
0.0
12164
21.37
0.00
0.00
0.0
0.00
0.00
3135.5
9028
248
0.0
12164
21.34
0,00
0.00
0.0
0.00
0.00
2987.5
9176
252
0.0
12164
21.30
0.00
0.00
0,0
0.00
0.00
2839.5
9324
255
0.0
12164
21.27
0.00
0.00
0.0
0,00
0.00
2691.5
9472
260
0.0
12164
21.23
0.00
0.00
0.0
0,00
0.00
2543.5
9620
264
0.0
12164
21.20
0.00
0.00
0.0
0.00
0.00
2395.5
9768
268
0.0
12164'
21.16
0.00
0.00
0,0
0.00
0.00
2247.5
9916
272
0.0 ,
12164
21 A 2
0.00
0.00
0.0
0.00
0.00
2099.5
10064
276
0.0
12164
21,09
0.00
0.00
0.0
0.00
0.00
1951.5
10212
280
0.0
12164
21.05
0.00
0.00
0.0
O.Oo
0.00
1803.5
10360
284
0.0
12164
21.01
0.00
0.00
0.0
0.00
0.00
1655.5
10508
288
0.0
12164
20.97
0.00
0.00
0,0
0.00
0.00
1507.5
10656
292
0.0
12164
20,93
0.00
0.00
0.0
0,00
0.00
1359.5
10804
296
0.0
12164
20.89
0.00
0,00
00
0.00
0.00
1211.5
10952
300
0.0
12164
20.85
0.00
0.00
0.0
0.00
0.00
1063.5
11100
304
0,0
12164
20.81
0,00
0.00
0.0
0.00
OM
915.5
11248
308
0,0
12164
20.77
0.00
0.00
0.0
0.00
0.00
767.5
11396
312
0.0
12164
20.73
0.00
0,00
0.0
0,00
0.00
619.5
11544
316
0.0
12164
20.68
0.00
0.00
0.0
0.00
0.00
471.5
11692
320
0,0
12164
20,63
0.00
0.00
0.0
OM
0.00
323.5
11840
324
0.0
12164
20.58
0.00
0,00
0.0
0.00
0.00
175.5
11988
328
0.0
12164
20.52
0,00
0.00
0.0
0.00
0.00
27.5
12136
332
0.0
12164
20.50
0,00
0.00
0.0
0.00
0.00
0.0
12284
336
0,0
12164
20,50
0.00
0.00
0.0
0.00
0.00
0.0
12432
340
0.0
12164
20.50
O.CO
0.CO
0.0
0.00
0.00
M
12580
344
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
12728
348
0.0
12164
20.50
0,00
0.00
0.0
0.00
0,00
0,0
12876
352
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
13024
356
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
13172
350
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
13320
364
0.0
12164
20.50
0,00
0.00
0.0
0.00
0,00
0.0
13468
368
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
13616
372
0.0
12164
20.50
0,00
0.00
0.0
0.00
0.00
0.0
13764
376
0.0
12164
20,50
0.00
0.00
0.0
0,00
0.00
0.0
13912
380
0.0
12164
20.50
0.00
OM
0.0
0.00
0.00
0.0
14060
384
0.0
12164
20.50
0,00
MO
0,0
0.00
0.00
0.0
14208
388
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
14356
392
0.0
12164
20.50
0,00
0.00
0.0
0.00
0.00
0.0
14504
396
0,0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0.0
14652
400
0.0
12164
20.50
0.00
0.00
0.0
0.00
0.00
0,0
14800
404
0.0
12164
20.50
0,00
0.00
0,0
0.00
0.00
0.0
14948
408
0.0
12154
20.50
0,00
0.00
0.0
0,00
0.00
0.0
15096