HomeMy WebLinkAbout20030981 Ver 2_Stormwater Info_20131119 (2)Permit Number:
(to be provided by D TVQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMF. 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.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (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.
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page I of 3
MP element:
Potential problem:
plow I will re mediate the roblerm
The swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
Repair or replace lip.
The level lip is cracked;
settled, undercut, eroded or
otherwise damaged.
Regrade the soil to create a berm
There is erosion around the
end of the level spreader that
shows storntwater has
that is higher than the level lip, and
then plant a ground cover and
bypassed it.
water until it is established. Provide
lime and a one -time; fertilizer
application.
Remove theta.
Trees or shrubs have begun
to grow on the swale or lust
downslo e of the level lip.
The bypass channel
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
f'
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary ). After this, reestablish
the erosion control material.
The filter strip
Grass is too short or too long
Maintain grass at a height of
if applicable).
f approximately three to six inches.
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -tithe fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip:
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application,
Nuisance vegetation is
i choking out desirable species.
Remove vegetation by hand if
possible. if pesticide is used, do not
allow it to get into the receiving'
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
outlet.
Quality local Regional Office, or the
401 Oversight Unit at 919- 733 -1786.
Form SWU40i -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev.3 Page 2 of 3
Permit Number:
(to be provided by 19`0Q)
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:The Piazza at Stoneater
BJVP drainage area number:3
Print name:Gray Methven, Standard Pacific of the Carolinas-
'Fitle:Director of Land Development
Address -1100 Perimeter Park Dr, Suite 112. Morrisville, NC 27560
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.
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
ME=
Offi
My commission expires ccCV\
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Z�
Prepared by:
15401 Weston Parkway
Suite 100
Cary, North Carolina 27513
(919) 678-0035
(919) 678-0206 (Fax)
CHS Project Number 13-40024
a
an
j,.WS P
O=
Stonewater SF -1
O'Kelly Chapel Road, Cary, Chatham County, NC
Storm Water Management Plan Narrative
Existing Conditions
The existing site contains 1 property totaling 42.95 acres along O'Kelly Chapel Road.
The site is vacant with an existing subdivision located to the east of the property. The
site is part of the Stonewater PUD and the site was cleared with erosion controls
measures placed in 2007. The site has two streams, on draining down the center, and
one along the west property line, dividing the property into two drainage areas. The site
is located in the Cape Fear, Jordan Lake, and Upper New Hope river basin. Stream
buffers exist on the property.
The Wake County soil report labels the soils for this property to be Hydraulic Soil Group
(HSG) Type D soils.
Proposed Conditions
The proposed development will consist of a new residential subdivision with supporting
infrastructure.
To comply with the nutrient export requirements BMPs will be provided. This report will
outline the storm water management in order to meet the Town of Cary stormwater
management requirements and the State of North Carolina BMP design requirements.
The Stormwater Management system will provide water quality and water quantity
components.
Water Quality
Wetponds and constructed wetlands will be utilized for nitrogen and phosphorus
reduction. The combined bmps will reduce the Nitrogen to 3.06 Ib /ac /yr and phosphorus
to 0.43 lb/ac/yr. A buy down from the 3.06 to the 2.2 is proposed.
Water Quantity
The site will utilize the wetponds /wetlands to detain the runoff to the predevelopment
flows for the 2 -year, 5 -year, 10 -year, rational storm events and for the 1 -year SCS 24-
hour storm event.
Hydroflow Hydrographs was used to provide routing for each bmp to determine the post
development flows. The existing BMP was not used in the predevelopment and post
development calculations.
Page 1
M=
Erosion Control
Erosion Control measure will consist of wetponds utilized as sediment basins during
construction along with additional sediment basins. Initial measures will try to utilize the
existing erosion control while converting over to the final measures during construction.
Page 2
Existing Maps
Soil Map Wake County (Printed from NRCS)
Hydrologic Soil Group (Printed from NRCS)
NC Floodmaps (Printed from NC Floodmaps)
350 50' 57"
350 50' 30"
(Stonewater SF -1)
Map Scale: 1:3,930 if printed on Asize (8.5" x 11 ") sheet. m
v v
N Meters
n 0 35 70 140 210
Feet
0 150 300 600 900
USDA Natural Resources Web Soil Survey 5/23/2013
�Conservation Servm.l Wsb— CpsfNsw W04P C9L011u9 Pagel of3
350 50' 57"
350 50' 30"
Soil Map— Chatham County, North Carolina, and Wake County, North Carolina
(Stonewater SF -1)
MAP LEGEND
MAP INFORMATION
Area of Interest (A01)
Very Stony Spot
Map Scale: 1:3,930 if printed on A size (8.5' X 11 ") sheet.
Area of Interest (AOI)
Wet Spot
The soil surveys that comprise your AOI were mapped at scales
Soils
ranging from 1:15,840 to 1:24,000.
Other
Soil Map Units
Special Line Features
Warning: Soil Map may not be valid at this scale.
Special
Point Features
Gully
Blowout
'
Enlargement of maps beyond the scale of mapping can cause
0 0' Short Steep Slope
misunderstanding of the detail of mapping and accuracy of soil line
Borrow Pit
placement. The maps do not show the small areas of contrasting
Other
soils that could have been shown at a more detailed scale.
Clay Spot
Political Features
Closed Depression
Cities
Please rely on the bar scale on each map sheet for accurate map
measurements.
Gravel Pit
Water Features
Source of Map: Natural Resources Conservation Service
Gravelly Spot
Streams and Canals
Web Soil Survey URL: http : / /websoilsurvey.nres.usda.gov
Landfill
Transportation
Coordinate System: UTM Zone 17N NAD83
Lava Flow
i i-+ Rails
This product is generated from the USDA -NRCS certified data as of
,1L
Marsh or swamp
Interstate Highways
the version date(s) listed below.
-M US Routes
Soil Survey Area: Chatham County, North Carolina
Mine or Quarry
Survey Area Data: Version 15, Jul 2, 2012
O
Miscellaneous Water
Major Roads
Soil Survey Area: Wake County, North Carolina
p
Perennial Water
Local Roads
Survey Area Data: Version 10, Jul 13, 2012
Rock Outcrop
Your area of interest (AOI) includes more than one soil survey area.
These survey areas may have been mapped at different scales, with
+
Saline Spot
a different land use in mind, at different times, or at different levels
Sandy Spot
of detail. This may result in map unit symbols, soil properties, and
interpretations that do not completely agree across soil survey area
Severely Eroded Spot
boundaries.
Sinkhole
Date(s) aerial images were photographed: 8/28/2006
y
Slide or Slip
The orthophoto or other base map on which the soil lines were
Sodic Spot
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
a
Spoil Area
of map unit boundaries may be evident.
Stony Spot
USIDA Natural Resources Web Soil Survey 5/23/2013
Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map— Chatham County, North Carolina, and Wake County, North Carolina
Map Unit Legend
Stonewater SF -1
Chatham County, North Carolina (NC037)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
Chewacla and Wehadkee soils, 0 to 2 percent
slopes, frequently flooded
0.5
1.1%
WhB
White Store - Polkton complex, 2 to 6 percent
slopes
10.5
23.5%
WhD
White Store - Polkton complex, 10 to 15 percent
slopes
33.8
75.4%
Subtotals for Soil Survey Area
44.8
100.0%
Totals for Area of Interest
44.8
100.0%
Wake County, North Carolina (NC183)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
WsE
White Store sandy loam, 10 to 20 percent
slopes
0.0
0.0%
Subtotals for Soil Survey Area
0.0
0.0%
Totals for Area of Interest
44.8
100.0%
USDA Natural Resources Web Soil Survey 5/23/2013
Conservation Service National Cooperative Soil Survey Page 3 of 3
350 50' 57"
350 50' 30"
Hydrologic Soil Group— Chatham County, North Carolina, and Wake County, North Carolina
(Stonewater SF -1 HSG)
o
in m
v v
u� u�
ro ro
I r
Map Scale: 1:3,930 if printed on Asize (8.5" x 11 ") sheet. m
v v
N Meters
/ 0 35 70 140 210
N Feet
0 150 300 600 900
USDA Natural Resources Web Soil Survey 5/23/2013
�Conservation Service National Cooperative Soil Survey Pagel of 4
350 50' 57"
350 50' 30"
Hydrologic Soil Group—Chatham County, North Carolina, and Wake County, North Carolina
(Smnewate,or-1nos)
MAPLEGEND
MAP INFORMATION
Area ox Interest (Ao;
Map Scale: 1:u.Vaon printed onx size (a.er"11lsheet.
�] Area mInterest (A01)
The soil surveys that comprise your A01 were mapped at scales
Soils
ranging from 115,84Oto1:24,OOO
soil Map Units
Warning: Soil Map may not be valid at this scale.
Soil Ratings
A
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
mo
placement. The do not eh the U areas of contrasting
NN a
soils that could have been shown at a more detailed scale.
am
Please rely on the bar scale on each map sheet for accurate map
[�] o
measurements.
o/o
moumeofMap Notum|ReooumeoConaemaUonSemiue
Web Soil Survey URL http:0webaoi|eumeynma.uada.gov
E::] n
Coordinate System: �m� UTMZ one 17NNAD83
Not rated o, not available
This product io generated from the USDA-NRCS certified data asof
the version dote(s) listed below.
Political Features
SO cmoo
Soil Survey Area: Chatham Cvunty, North Carolina
Su�eyA�aData: Ve�inn15. Jul 2.2012
�er�eomeu
Water
,_- Streams and Canals
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 1V. Jul 13.2V12
rmnmvvunuvn
�ooa
Your aeaofintere�(AO|) includes mo�than one soil ou�eyoeo
These survey areas may have been mapped at different scales, with
Interstate Highways
o different land use in mind, at different times, orat different levels
US Routes
of detail. This may result in map unit symbols, soil properties, and
interpretations that do not completely agree across soil survey area
Major Roads
boundaries.
Local Roads
Date(s) aerial images were photographed: 8/28/2006
The ouhvphvtvo, other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed nn these maps. Asa result, some minor shifting
vf map unit boundaries may he evident.
0SDA Natural Resources Web Soil Survey 5/23/2013
Conservation Service National Cooperative Soil Survey Page 2^,4
Hydrologic Soil Group– Chatham County, North Carolina, and Wake County,
North Carolina
Hydrologic Soil Group
Stonewater SF -1 HSG
Hydrologic Soil Group— Summary by Map Unit — Chatham County, North Carolina (NG037)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI'
ChA
Chewacla and Wehadkee soils, 0 to 2
percent slopes, frequently flooded
B/D
0.5
1.1%
WhB
White Store - Polkton complex, 2 to 6
percent slopes
D
10.5
23.5%
WhD
White Store - Polkton complex, 10 to
15 percent slopes
D
33.8
75.4%
Subtotals for Soil Survey Area
44.8
100.0%
Totals for Area of Interest
44.8
100.0%
Hydrologic Soil Group— Summary by Map Unit — Wake County, North Carolina (NC183)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI '
WsE
White Store sandy loam, 10 to 20
percent slopes
D
0.0
0.0%
Subtotals for Soil Survey Area
0.0
0.0%
Totals for Area of Interest
44.8
100.0%
USDA Natural Resources Web Soil Survey 5/23/2013
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group— Chatham County, North Carolina, and Wake County,
North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long- duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A /D, B /D, and C /D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained orwell drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A /D, B /D, or C /D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
Stonewater SF -1 HSG
USDA Natural Resources Web Soil Survey 5/23/2013
Conservation Service National Cooperative Soil Survey Page 4 of 4
Stonewater SF1 FEMA A
Mawcifies Roads M 100w Flooding - Fterodway IAE) N 0 700 Feet
6
Benchmarks - NC Highway M 1COR Flooding - Has BFIE's (AE) ........ . J
DFI RM Grid -US Highway VAS 10%,rFloDding - No BFEA(A)
Rivers and Streams casalvalInterstate Highway 130yT Flooding- `Velocity Zcaw
TranserariCoastall Political Areas SGOA Flooding (Shaded -4)
County Boundrares = E&arten-rorial Jurisdictions Base Flood Elevatim (Symboli, North Carolina
M Coastal Sounds Chars Sectms I'loodplain Mapping Program
Erosion Control
Skimmer Basins
!�
a
I
k �
\V i Z§
1010700MISICNN11-
\ /tr •.. i sir
�r
v ?g
z�
N�
MRRRZO SUBIMSION
BM 2008. P0. 120 -126
STONEWA�kGLEN
SCALE 1 " -250'
11X77
STONEWATER SF -1
SEDIMENT BASIN DRAINAGE AREA *Emmwsp
Transportation & Infrastructure
DATE: 7 -10 -13 DA -3 15401 Weston Parkway Suite 100 - Cary, NC 27513 - 919.678.0035
www.wspsells.com
PROJECT: 13 -40024 STANDARD PACIFIC License No.: F -0891
SEDIMENT TRAP SIZES
Denuded area sizing based on maximum denuded area that
can be directed to sediment basin.
STRUCTURE FLOWS G= 195
GIVEN: C: 0.5 Runoff Coefficient H= 22
I: 5.27 IN /HR (10 -YR STORM) I(Tc)= 15
H: 12 INCHES Intensity Duration Frequency Equation
Cw: 3
(MALCOM, ELEMENTS OF STORMWATER DESIGN)
L = Q /(Cw *H ^(3/2))
STRUCTURE
STRUCTURE
#
DRAINAGE
AREA
(AC)
DENUDED
AREA
(AC)
SIZE (MINIMUM)
WEIR
LENGTH
(FT) **
VOLUME
REQUIRED
(CF)
VOLUME
PROVIDED
(CF)
sqft/cfs
Surface Area
Required
(ac)
Surface Area
Provided
(ac)
Detail
Top of Dam
Elevation
(ft)
WIDTH
(FT)
LENGTH
(FT)
DEPTH*
(FT)
TST -4
TST 1
4.0
3.0
45
90
4.0
10
5,400
9,113
325
0.079
0.093
SKIMMER
291
10
TST 2
9.3
5.7
65
130
5.0
10
10,260
25,350
325
0.183
0.194
RISER
295
2
TST 3
5.7
4.5
50
100
5.0
10
8,100
15,000
324
0.112
0.115
RISER
276
TST -4
2.2
2.2
33
66
4.0
10
3,960
4,901
325
0.043
0.050
SKIMMER
270
TST -5
5.0
5.0
47
94
8.0
10
9,000
23,195
325
0.098
0.101
RISER
268
TST -6
8.9
7.0
62
124
8.0
10
12,600
40,362
325
0.175
0.176
RISER
275
TST -7
7.3
7.0
56
112
5.0
10
12,600
18,816
325
0.143
0.144
RISER
276
TST -8
11.5
8.0
71
141
9.0
10
14,400
59,643
325
0.225
0.228
RISER
259
TST -8A
775
7.0
57
114
8.0
10
12,600
34,115
325
0.147
0.149
RISER
264.5
*INCLUDES 1' OF FREE BOARD. 1800SF /AC
** MINIMUM WEIR LENGTH = 4'
Denuded area sizing based on maximum denuded area that
can be directed to sediment basin.
STRUCTURE FLOWS G= 195
GIVEN: C: 0.5 Runoff Coefficient H= 22
I: 5.27 IN /HR (10 -YR STORM) I(Tc)= 15
H: 12 INCHES Intensity Duration Frequency Equation
Cw: 3
(MALCOM, ELEMENTS OF STORMWATER DESIGN)
L = Q /(Cw *H ^(3/2))
STRUCTURE
AREA
Q (CFS)
WEIR L (FT)
TST 1
4.0
10.5
10
TST 2
9.3
24.5
10
TST 3
5.7
15.0
10
TST -4
2.2
5.8
10
TST -5
5.0
13.2
10
TST -6
8.9
23.5
10
TST -7
7.3
19.2
10
TST -8
11.5
30.2
10
TST -8A
7.5
19.8
10
Skimmer Sizing
Structure
Volume
(CF)
Pipe Size
(in)
Head
(in)
Flow
(cfs)
Time
(hours)
TST 1
9,113
3
1.5
0.084
30.3
TST 2
25,350
4
2
0.172
41.0
TST 3
15,000
4.00
2.00
0.172
24.3
TST -4
4,901
3
1.5
0.084
16.3
TST -5
23,195
4
2
0.172
37.6
TST -6
40,362
4
2
0.172
65.4
TST -7
18,816
4
2
0.172
30.5
TST -8
59,643
6
3
0.473
35.0
TST -8A
34,115
4
2
0.172
55.2
Notes: 1) Based on Q= Cd *A *SQ(2GH), H =1/2 OUTLET HEIGHT
2) Draw down time to be 2 -3 days
Time
(days)
1.3
1.7
1.0
0.7
1.6
2.7
1.3
1.5
2.3
7/11/2013
PRE - DEVELOPMENT CALCULATIONS
Existing Drainage Area Map (Sheet EX DA)
Cary IDF
SCS Curve Numbers Chart
Existing Conditions Hydrograph Model Layout
Existing Drainage Area TR55 worksheet
SCS 24 -hour 1 -yr, 2 -yr, 10 -yr, 25 -yr, 100 -yr hydrographs
AP-
B P
AP-2
100' RIPARIAN BUFFER
— — — — — — — — — — — — — —
BMI
,FFSITE T
MP-2 I/
DATE: 7-10-13
PROJECT: 13-40024
BMP-3
OFFSIT
CAROLINA PRESERVE BY
STONEWATER SF-1
EXISTING DRAINAGE AREA
DA-1
STANDARD PACIFIC
BMP-4
N
OFFSITE TO
BMP-4
FTE-RRAZO AT STONEWATE-R]
IBALI AT STONEWATER
SCALE 7 "-250'
lIX77
p.wsP
Transportation & Infrastructure
15401 Weston Parkway Suite 100 - Cary, NC 27513 - 919.678.0035
www.wspsells.com
License No.: F-0891
Hydrograph OF Curves
Int. (in /hr)
OF file: CARY NOAA 6- 21- 11.IDF
14.00
14.00 100 -Yr
12.00
12.00
10.00
10.00
2 -Yr
8.00
8.00 1 O-Yr
'
6.00
6.00 5 -Yr
4.00
A
\. �..
4.00
�,
2 -Yr
_
2.00
_
—
2.00.av,
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50 55 60
Time (min)
Hydraflow Hydrographs 2004
Stonewater SF -1
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Post- Develop.
Area: AP -1
Soil Group
D Soil Group
Area: Offsite BMP -1
D Soil Group
Area: Total AP -1
Area (SF)
D Soil Group
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Impervious
Roadway
0
0.000
Impervious
0.96
Roadway
0
0.000
Impervious
0.96
Driveway
0
0.000
Roadway
0
0.000
98
0.96
Roadway
0
0.000
98
0.96
Roadway
0
0.000
98
0.96
Driveway
0
0.000
98
0.96
Driveway
750
0.017
98
0.96
Driveway
750
0.017
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
0
0.000
98
0.96
Roof
750
0.017
98
0.96
Roof
750
0.017
98
0.96
Sidewalk
0
0.000
98
0.96
Sidewalk
0
0.000
98
0.96
Sidewalk
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
0
0.000
0
0.000
Total
1,500
0.034
0
0.000
Total
1,500
0.034
0
0.000
Pervious
0.54
Riparian Buffer
0
0.000
Pervious
0.54
Riparian Buffer
0
0.000
Pervious
0.54
Open Water
0
0.000
Lawn
0
0.000
84
0.68
Lawn
0
0.000
84
0.68
Lawn
0
0.000
84
0.68
Man. Pervious
126,438
2.903
80
0.6
Man. Pervious
45,000
1.033
80
0.6
Man. Pervious
171,438
3.936
80
0.6
Forest
256,707
5.893
77
0.54
Forest
9,902
0.227
77
0.54
Forest
266,609
6.121
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
33,034
0.758
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
33,034
0.758
77
0.54
Open Water
0
0.000
0
0.15
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
416,179
9.554
Total
54,902
1.260
Total
4711081
10.815
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
Total Area
416,179
9.554
Total Area
56,402
1.295
Total Area
472,581
10.849
% Impervious
0.00%
% Impervious
2.66%
% Impervious
0.32%
Basin Weighted
78
0.561
Basin Weighted
80
0.6
1
Basin Weighted
78
0.563
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Pre- Develop.
Area: AP -1
D
Soil Group
Area: AP -1
D Soil Group
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Impervious
Impervious
Roadway
0
0.000
98
0.96
Roadway
0
0.000
98
0.96
Driveway
0
0.000
98
0.96
Driveway
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
0
0.000
98
0.96
Roof
0
0.000
98
0.96
Sidewalk
0
0.000
98
0.96
Sidewalk
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
0
0.000
Total
0
0.000
Pervious
Pervious
Lawn
0
0.000
84
0.68
Lawn
0
0.000
84
0.68
Man. Pervious
0
0.000
80
0.6
Man. Pervious
0
0.000
80
0.6
Forest
0
0.000
77
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
0
0.000
Total
0
0.000
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
Total Area
0
0.000
Total Area
0
0.000
% Impervious
#DIWO!
% Impervious
#DIWO!
Basin Weighted
# # ##
# # ##
Basin Weighted # # ## # # # ##
Table 2 -2.
Values of SCS CN and Radonal, C far various cover conditions
(Based upon S S,1 86)
HR Malcom, 2003 [2-10] Hydrologic estimates
Pre Development Analysis Point 1
Stonewater SF -1
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Post- Develop.
Area: AP -2
D Soil Group
Area: Offsite BMP -3
D Soil Group
Area: Total AP -2
Description:
Area (SF)
D
Acres
Soil Group
CN
C
Description: Area (SF) Acres CN C
Description: Area (SF) Acres CN C
Impervious
Description:
Area (SF)
Acres
CN
Impervious
Description:
Area (SF)
Acres
CN
Impervious
Impervious
Roadway
0
0.000
98
0.96
Roadway
66,320
1.523
98
0.96
Roadway
105,976
2.433
98
0.96
Driveway
0
0.000
98
0.96
Driveway
750
0.017
98
0.96
Driveway
750
0.017
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
0
0.000
98
0.96
Roof
1,500
0.034
98
0.96
Roof
21,000
0.482
98
0.96
Sidewalk
0
0.000
98
0.96
Sidewalk
7,064
0.162
98
0.96
Sidewalk
9,539
0.219
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
0
0.000
0.000
98
Total
75,634
1.736
0.000
98
Total
Pervious
137,265
3.151
0.000
Pervious
Pervious
Lawn
0
0.000
84
0.68
Lawn
2,500
0.057
84
0.68
Lawn
5,000
0.115
84
0.68
Man. Pervious
523,768
12.024
80
0.6
Man. Pervious
0
0.000
80
0.6
Man. Pervious
644,725
14.801
80
0.6
Forest
1,063,406
24.412
77
0.54
Forest
51,019
1.171
77
0.54
Forest
1,212,449
27.834
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
141,968
3.259
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
1411968
3.259
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
1,729,142
39.696
0.15
Open Water
Total
53,519
1.229
0.15
-
Total
BMP Area
2,004,142
0
46.009
0.000
30
0.15
BMP Area 0 0.000 30 0.15
BMP Area 0 0.000 30 0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
Total Area
1,729,142
39.696
30,787
0.707
Total Area
129,153
2.965
0
0.000
Total Area
2,141,407
49.160
0
0.000
% Impervious
0.00%
BMP Area
0
0.000
% Impervious
58.56%
BMP Area Water
0
0.000
% Impervious
6.41%
BMP Area Water
0
0.000
30
Basin Weighted
78
0.561
0.000
Basin Weighted
89
0.791
2,145,321
Basin Weighted
79
0.585
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Pre- Develop.
Basin Area Calculations
Pre- Develop.
Area: AP- IJAP -2
D Soil Group
Area: Offsite 13MP -4
D Soil Group
Area: Mite 13MP
-2
D Soil Group
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Impervious
Impervious
Impervious
Roadway
0
0.000
98
0.96
Roadway
39,656
0.910
98
0.96
Roadway
0
0.000
98
0.96
Driveway
0
0.000
98
0.96
Driveway
0
0.000
98
0.96
Driveway
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
0
0.000
98
0.96
Roof
19,500
0.448
98
0.96
Roof
0
0.000
98
0.96
Sidewalk
0
0.000
98
0.96
Sidewalk
2,475
0.057
98
0.96
Sidewalk
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
0
0.000
Total
61,631
1.415
Total
0
0.000
Pervious
Pervious
Pervious
Lawn
0
0.000
84
0.68
Lawn
0
0.000
84
0.68
Lawn
2,500
0.057
84
0.68
Man. Pervious
650,206
14.927
80
0.6
Man. Pervious
120,957
2.777
80
0.6
Man. Pervious
0
0.000
80
0.6
Forest
1,320,113
30.306
77
0.54
Forest
69,737
1.601
77
0.54
Forest
28,287
0.649
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
175,002
4.018
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
2,145,321
49.250
Total
190,694
4.378
Total
30,787
0.707
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
Total Area
2,145,321
49.250
Total Area
252,325
5.793
Total Area
30,787
0.707
% Impervious
0.00%
% Impervious
24.43%
% Impervious
0.00%
Basin Weighted
78
0.561
Basin Weighted
84
0.67
1
Basin Weighted
78
0.551
Table 2 -2.
Values of SCS CN and Radomal C for various cover conditions
(Based upon SCS, 1.996)
H.R. Malcom, 2003 J2 -101 Hydrologic est fral s
Predevelopment Analysis Point 2
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:8 PM
Hyd. No. 1
AP-1 Predevelop
Hydrograph type
= Rational
Peak discharge
= 28.21 cfs,
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 10.850 ac
Runoff coeff.
= 0.56
Intensity
= 4.642 in/hr
Tc by TR55
= 9.00 min
OF Curve
= GARY NOAA6-21-11.IDF
Asc/Rec limb fact
= 1/1
Q (Cfs) AP-1 Predevell
op
Hyd. No. 1 -- 2 Yr
30.00
fe
OM
IM
am
MM
0.00
0
— Hyd No. 1
Hydrograph Volume = 15,232 cuff
1E
15
Q (Cfs)
30.00
25.00
20.00
15M
10.00
0.00
20
Time (min)
Hydraflow Hydrographs by Intelisolve
il.
i !....r * r. .. J
-
_Sheet Flow
Manning's n- vane
= 0.130
0.011
0.011
Flow length (ft)
= 160.0
0.0
0.0
Two -year 24 -hr precip. (ire)
= 3.60
0.00
0.00
Land slope ( %)
= 6.00
0.00
0.00
Travel Time (min)
= 7.7
- 7.7
Shallow Concentrated _ Flow
Flow length (ft)
= 27.00
0.00
0.00
Watercourse slope ( %)
= 6.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ftls)
= 3.95
0.00
0.00
Travel Time (min)
= 0.11 +
0.00
011
Channel Flow
sectional flow area (sgft)
= 4.00
0.00
0.00
Wetted perimeter (ft)
= 6.00
0.00
0.00
Channel slope ( %)
= 7.00
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ftls)
= 10.01
0.00
0.00
Flow length (ft)
= 526.0
0.0
0.0
Travel Time i)
= 0.88 +
0.00
0.88
-
Hydraflow Hydrographs by Intelisolve
Hyd. No. I
Runoff coeff.
AP-1 Predevelop
To by TR55
Hydrograph type
= Rational
Storm frequency
= 5 yrs
Drainage area
= 10.850 ac
Intensity
= 5.219 in/hr
OF Curve
= CARY NOAA6-21-11.[DF
Q (Cfs)
35.00
30.00
AP-1 Predevelop
Hyd. No. 1 -- 5 Yr
I
Thursday, Jul 11_2013, 1:9 PM
Time interval
I min
Runoff coeff.
0.56
To by TR55
9.00 min
Asc/Rec limb fact
Hydrograph Volume = 17,124 cult
5 10 15
Q (Cfs)
35.00
ti
15.00
10.00
5.00
0 :{}0
20
Time (min)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Runoff coeff.
AP-1 Predevelop
To by TR55
Hydrograph type
= Rational
Storm frequency
® 10 yrs
Drainage area
® 10.850 ac
Intensity
= 5.689 in/hr
OF Curve
= CARY NOAA6-21-11.IDF
Q (Cfs) AP-1 Predevellop
Hyd. No. 1 -- 10 Yr
35.00
I
i
0 Me
0.00
0
— Hyd No. 1
Thursday, Jul 11 2013, 1:9 PM
Time interval
1 min
Runoff coeff.
0.56
To by TR55
9.00 min
Asc/Rec limb fact
1/1
5 10 15
Q (Ofs)
35 :00
15.00
10.00
5.00
0.00
20
Time (min)
Hyd. No. 2
AP-1 Predevelle
am]
Thursday, Jul 11 2013, 1:9 PM
Time interval
1 min
Curve number
78
Hydraulic length
1000ft
Time of conc. (Tc)
9.00 min
Distribution
Type III
Shape factor
484
Hydrograph Volume = 44,455 cuft
AP-1 Predevelop
Hyd. No. 2 -- 1 Yr Q (Cfs)
14.00
14.00
12.00
12.00
10.00
10.00
8.00'
8.00
6.00
6.00
4.00
4.00
2,00
2.00
0,00 OM
0 2 5 7 9 12 14 16 19 21 23 26
— Hyd No. 2 Time (hrs)
Hydrallow Hydrographs by Intelisolve
Hyd. No. 3
Runoff coeff
AP-2 Predevelop
To by TR55
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 49.160 ac
Intensity
= 5.070 in/hr
OF Curve
= CAR Y NOAA6-21-11.IDF
Thursday, Jul 11 2013, 1:10 PM
Fr
Time interval
1 min
Runoff coeff
0.58
To by TR55
7.00 min
Asc/Rec limb fact
1/1
Hydrograph Volume = 60,717 cult
AP-2 Predevelop
Q (Cfs)
Hyd. No. 3 21'r
Q (Cfs)
160.00
160.00
140.00
140.00
120.00
120M
100,00
100.00
80.00
80.00
60.00
60.00
40.00'
40M
20.00
MOO
0.00
0.00
0 5 10
15
- Hyd No. 3
Time (min)
1� I I 111�11' III! III 111 11 q�l
r.
Mirk-
Hyd. No. 3
Description
A
B
C
Sheet Flow
Manning's n-value
= 0.130
0.011
0.011
Flow length (ft)
= 70.0
0.0
0.0
Two-year 24-hr precip, (in)
= 3.60
0.00
0.00
Land slope (%)
= 6.00
0.00
0.00
Travel Time (min)
=
Shallow Concentrated Flow
Flow length (ft)
= 150.00
0:00
0.00
Watercourse slope
= 7.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 4.27
0.00
0.00
Travel Time (min)
= ® +
0.00 +
0.00
a_ -el Flow
X sectional flow area (sqft)
= 4.00
0.00
0.00
Wetted perimeter (ft)
= 6.00
0.00
0.00
Channel slope (%)
= 6.00
0.00
0.00
Manning's n-value
= 0.030
0.015
0.015
Velocity (ft/s)
= 9.27
0.00
0.00
Flow length (ft)
= 1500.0
0.0
0.0
Travel Time (_ i)
= 2.70 +
0.00 +
0.00
TotalTravel Time, Tc
....................................................
........................
Hydraflow Hydrographs by Intelisolve
2.70
7.27 min
MM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Runoff coeff.
AP-2 Predevelop
Tc by TR55
Hydrograph type
= Rational
Storm frequency
= 5 yrs
Drainage area
= 49.160 ac
Intensity
= 5.674 in/hr
OF Curve
= C NOAA6-21-11.IDF
Thursday, Jul 11 2013, 1:10 PM
Time interval
1 min
Runoff coeff.
M8
Tc by TR55
7.00 min
Asc/Rec limb fact
1/1
® r e
AP2 Pedv el op
Q (Cfs)
Hyd. No. 3 5 Yr
Q (Cfs)
180.00
180.00
160.00
160.00
140.00
140.00
120.00
120.00
100.00
100.00
80M
80.00
60.00
60.00
40.00
40,00
20.00
20.00
0.00
0
- Hyd o.3
0.00
5 10 15
Time (min)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Runoff coeff.
AP-2 Predevelop
Tc • TR55
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 49.160 ac
Intensity
= 6.162 in/hr
OF Curve
= CA NOAA6-21-11.IDF
0 (Cfs)
180.00
I
0.00
0
AP-2 Predevelop,
Hyd. No. 3 -- 10 Yr
Thursday, Jul 11 2013, 1:10 PM
Time interval
1 min
Runoff coeff.
OM
Tc • TR55
7,00 min
Asc/Rec limb fact
1/1
M
IN
No
150.00
90,00
60.00
30.00
0.00
15
Time (min)
Hydraflow Hydrographs by Intelisolve
Ayd.
AP-1 Predevelop
Q (Cfs)
Thursday, Jul 11 2013, 1:10 PM
Time interval
1 min
Curve number
79
Hydraulic length
200 ft
Time of conc, (Tc)
7.00 min
Distribution
Type I I I
Shape factor
484
NIM,
AP-1 Predevelop
Hyd. No. 4 -- 1 Yr Q (Cfs)
0.00
0 2 5
7 9 12 14 16 19 21 23
— MO
26
Time (hrs)
Nitrogen Calculations
Physiographic /Geologic Region:
Piedmont
Soil Hydrologic Group
D
Precipitation location:
Raleigh
Total Development Area (ft ):
2,145,321
Development Name:
Stonewater SF -14
Model Prepared By:
Shayne Leathers
II COLUMN 2 -- RESIDENTIAL LAND USES II
Development: Stone .-SF -1
Prepared By: Shay., Leathers
Date: July 10, 2013
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
REGION:
TOTAL DEVELOPMENT AREA (R`I:
Piedmont
2,145,321
Per en[ Impery ous
Pre - Develop e.t Cond [ o.s Pos[- Development Cond [ o., Port- Development w/ BMP,
(YI
A.... l Runoff Volume
L.O. 33.1% 33.1%
h, f.l
405,913 2,823,900 2,258,810
Total Nitrogen EMC
(mg/L)
1.95 1.35 1.07
T—I Nir -Laad ig
Cwt 106
b/,,/,)
Total Phosphorus EMC
0.35 0.40 0.15
(mg/L)
T-1 Pi—ph— L-dig
3C 3 41
(IbJ"No
'
Percent Diff erence Between:
Pre-Dev. & Fre- Development & Post—D— without BMP, &
Percent Impery
Post -Dev. without BMP, Port - Development wth BMP, Post -Dev with BMP,
33% 33% 0%
ous (YI
Annual Runoff VOlume(c.f.l
596% 456% -20%
Total Nitrogen EMC(mg/L)
-31% 15% -21%
Total Nitrogen LOadi.g (lb/-/y,)
382% 205% -3)%
Total Phosphorus EMC b—Al
14% -58% -63%
Volume Reduct on TN Effluent Concen TP EHl...t C—..
( %I (mg/LI (mg/L)
B orM—im ith 50% L.95 012
IWS
B [ion 35% 100 012
h ut IWS....
,Dry D—ti. Pond 0% 120 020
Grassed Swale 0% 121 026
Green Roof 50% 108 015
Level Spdr, Filter 40% 120 015
Strip
Permeable 0% 144 039
Pavement*
-Sand Filter 5% 092 014
Water h. —timg user def.ed 108 015
Wk Dete.tm. Pond 10% 101 011
Wetland 20% 108 012
t eating cum W kimg ht, TP ffluent conce ton 016 mg/L
pr SBu...........z.......:::;
Catchment O.tfi. N trogee EMC (mg/L) 1.11 - 1.05 - - -
C d O fi
Tatai 5
N tranen (IbJacjyrj s ,
Percent Red R on i. N trogee Load I %j 30% - 31% - - -
Catchment O.tfi— Phosph- EMC
0.150 — 0.146 — — —
Img/Lj
C O fl w .330 c 5
Tatai Phospharus (IbJacjyrj
Percent Red. .. m Phosphorus Load I %j 70% 68% - -
Development: St. —ter SF -1
Prepared By: Shay,, Leathers
Date: July 10, 2013
BMP SUMMARY Ver2.0
CATCHMENTI
CATCHMENT2 CATCHMENT 3 CATCHMENT 4 CATCHMENTS CATCHMENT6
BMP1 BMP2 BMP3
WMlaed —
BMP1 BMP2 BMP3 BMP1 BMP2 BMP3 BMP1 BMP2 BMP3 B— BMP2 BMP3 BMP1 BMP2 BMP3
— — _ ,,,Wet D—t. Pond,,,, — — — — — — —
T al Area Treated
1525 -
Iacl
- - - 2601
Total Inflow Volume
984072 –
– – – 1,635058 – – – – – – –
Per- tVOlu%me Reduced 20% -
j
- - „- 10%
v .fi. Nitrogen EMC
v
„-
134 -
- - 136
Toal Inflow Ntrogen
„
541 -
(lb /ac /Yrl
- - 530
In flow Phosphorus EMC
-
0.410 -
- - 0412
Total Inflow Phosphorus
-
165 -
(lb /ac /Yrl
- - 162
Catchment O.tfi. N trogee EMC (mg/L) 1.11 - 1.05 - - -
C d O fi
Tatai 5
N tranen (IbJacjyrj s ,
Percent Red R on i. N trogee Load I %j 30% - 31% - - -
Catchment O.tfi— Phosph- EMC
0.150 — 0.146 — — —
Img/Lj
C O fl w .330 c 5
Tatai Phospharus (IbJacjyrj
Percent Red. .. m Phosphorus Load I %j 70% 68% - -
Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the local government permitting your development project to
characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be
found online at httD://oortal.ncdenr.or2/web/wo/Ds/nos/nutrientoffsetintro.
PROJECT INFORMATION (for Jordan Lake)
Applicant Name:
Project Name:
Project Address (if available): Street: City/Town: County:
0 e a- P"-,
Date: (moldlyr)
Project
Let: (decimal degrees)
Long: (decimal degrees)
�
Location
F 1� �, 76'
Is this Redevelopment? F-1 - Yes
Development Type (Please check all that apply)
No
Impervious Cover
(Pre-Construction)
Commercial
F]
Mixed-Use
Single Fam. Residential
EJ
El
Industrial
Institutional
Duplex Residential
❑Multi-Fam,
Residential
Impervious Cover
J,0v
(Post-Construction)
JORDAN WATERSHED INFORMATION
Small Watershed ID (6 digits): (See next page or online ma pi
New Development Load Requirements (See individual rules
fora full description of nutrient requirements.)
Jordan Subwatershed (Please check one)
Loading Rate Targets
Nitro en {N) & Phosphorus (P) 1
Offsite Thresholds
6 N lbs/ac Residential;
21 N lb/ac/yr
JR
Upper New Hope
0,82 P lb/ac/yr
10 N lbstac Commercial
(must meet all onsite treatment
requirements)
❑
Lower New Hope
4.4 N lb/ac/yr
0.78 P Ib/ac/yr
NUTRIENT
OFFSET REQUEST(Must meet the offske thresholds - see above)
Nitrogen Loading / Offset Needs
(A)
(B)
I (C)
(D)
(E)
I (F)
(G)
(HI
Untreated
Treated
Loading Rate
Reduction Need
Project
Offset
Delivery
State Buy Down
Loading Rate
Loading Rate
Tar
(lbs/a, �/y /r)
Size (ac)
Duration (yrs)
Factor
Amount (lbs)
(lbs/ac/yr)
(lbs/aclyr)
(Itish
B - C
D * E * F * G
q,
0(o
-2, -Z
1
30
Phosphorus Loading l Offset Needs
(A)
(B'
(C)
I (D)
1E7
(F)
I (G) I
(H)
Untreated
Treated
Loading Rate
Reduction Need
Project
Offset
Delivery
State Buy Down
Load Rate
I
Load Rate
Target
(lbs/actyr)
Size (ac)
Duration (y rs
Factor (%)
it
Amount b.)
(
(ibs/ac/yr)
(lbs/aclyr)
(lbs/ac/yr)
B - C
D- E - F'G
LA I
O,ci3
0 ':6 -2—
�7
Control of Peak Stormwater Flow (1 year 24 hour design storm)
Calculated Preclevelopment Peak Flow
Calculated Post Development Peak Flow
Flow Control Method
14
Authorizing Local Government Name:
Staff Name:
Staff Email:
=Phone
Jordan Nutrient Load Reporting Form, September 12, 2012
BMP Sizing Calculations
BMP Drainage Area Map
BMP -1 -2 Wetland
Basin 3 -4 Wetpond
Stonewater SF -1
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Area: BMP -1
D Soil Group
D Soil Group
Area: -
CN
D Soil Group
Area: AP -1 Post Devel.
D Soil Group
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Impervious
0.000
98
0.96
0.000
Impervious
0.96
Driveway
0
0.000
Impervious
0.96
0.000
98
0.96
Roadway
33,568
0.771
98
0.96
Roadway
0
0.000
98
0.96
Roadway
33,568
0.771
98
0.96
Driveway
16,526
0.379
98
0.96
Driveway
0
0.000
98
0.96
Driveway
16,526
0.379
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
68,184
1.565
98
0.96
Roof
0
0.000
98
0.96
Roof
68,184
1.565
98
0.96
Sidewalk
16,998
0.390
98
0.96
Sidewalk
0
0.000
98
0.96
Sidewalk
16,998
0.390
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
135,276
3.106
Total
0
0.000
Total
135,276
3.106
Pervious
Pervious
Pervious
Lawn
171,380
3.934
34
0.68
Lawn
0
0.000
84
0.68
Lawn
171,380
3.934
84
0.68
Man. Pervious
66,758
1.533
80
0.6
Man. Pervious
0
0.000
30
0.6
Man. Pervious
70,889
1.627
80
0.6
Forest
0
0.000
77
0.54
Forest
0
0.000
7
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
33,034
0.758
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
3()
0.15
-
0
0.000
30
0.15
Total
238,138
5.467
Total
0
0.000
Total
275,303
6.320
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
5,600
0.129
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
5,600
0.129
30
0.15
Total Area
379,014
8.701
Total Area
0
0.000
Total Area
416,179
9.554
% Impervious
35.69%
% Impervious
0.00%
% Impervious
32.50%
Basin Weighted
87
0.75
Basin Weighted
79
0.581
Basin Weighted
87
0.73
Post- Develop.
Basin Area Calculations
Post- Develop.
D Soil Group
Pervious
Area: -
D Soil Group
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
04
0.68
Man. Pervious
Impervious
0.095
80
0.6
Man. Pervious
0.000
98
0.96
Roadway
0
0.000
98
0.96
0.000
98
0.96
Driveway
0
0.000
98
0.96
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
0.000
98
0.96
Roof
0
0.000
98
0.96
0.000
98
0.96
Sidewalk
0
0.000
98
0.96
0.000
98
0.96
-
0
0.000
98
0.96
0.000
-
0
Total
0
0.000
Total
37,165
Pervious
Pervious
Lawn
0
0.000
34
0.68
Lawn
0
0.000
04
0.68
Man. Pervious
4,131
0.095
80
0.6
Man. Pervious
0
0.000
30
0.6
Forest
0
0.000
77
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Riparian Buffer
33,034
0.758
77
0.54
Riparian Buffer
0
0.000
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
37,165
0.853
Total
0
0.000
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
BMP Area Water
0
0.000
30
0.15
Total Area
37,165
0.853
Total Area
0
0.000
% Impervious
0.00%
% Impervious
0.00%
Basin Weighted
77
0.55
Basin Weighted
30
-0.4
Total Area 0 SF
Table 2-2.
Values of S S Nt and Rational C for various cover conditions
(Based upon SS$ 1 9;
H.1t ale�rom, 2003 [2-1 Qj Hydrologic eso mams
Post Development AP -1
Basin Area Calculations
Post- Develop.
Area: BMP -1 Total Design
D Soil Group
Description:
Area (SF)
Acres
CN
C
Impervious
Roadway
33,568
0.771
98
0.96
Driveway
17,276
0.397
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
68,934
1.583
98
0.96
Sidewalk
16,998
0.390
98
0.96
-
0
0.000
98
0.96
Total
136,776
3.140
Pervious
Lawn
171,380
3.934
84
0.68
Man. Pervious
111,758
2.566
80
0.6
Forest
9,902
0.227
77
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
293,040
6.727
BMP Area
0
0.000
30
0.15
BMP Area Water
5,600
0.129
30
0.15
Total Area
429,816
9.867
% Impervious
31.82%
Basin Weighted
88
0.75
Stonewater SF -1
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Area: BMP -2
D Soil Group
D Soil Group
Area: BMP -3
Area (SF)
D Soil Group
Area: Total AP -2
C
D Soil Group
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Impervious
1.570
98
0.96
Roadway
Impervious
0.000
98
0.96
Driveway
Impervious
0.476
98
0.96
Driveway
Roadway
31,946
0.733
98
0.96
Roadway
67,789
1.556
98
0.96
Roadway
168,132
3.860
98
0.96
Driveway
14,105
0.324
98
0.96
Driveway
24,982
0.574
98
0.96
Driveway
59,841
1.374
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
45,456
1.044
98
0.96
Roof
87,124
2.000
98
0.96
Roof
253,796
5.826
98
0.96
Sidewalk
15,128
0.347
98
0.96
Sidewalk
25,266
0.580
98
0.96
Sidewalk
64,327
1.477
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
106,635
2.448
0.54
Natural Wetland
Total
205,161
4.710
0.54
Natural Wetland
Total
546,096
12.537
0.54
Riparian Buffer
Pervious
0.000
77
0.54
Riparian Buffer
Pervious
3.259
77
0.54
Open Water
Pervious
0.000
30
0.15
Open Water
Lawn
140,323
3.221
88
0.68
Lawn
270,111
6.201
84
0.68
Lawn
739,110
16.968
84
0.68
Man. Pervious
34,225
0.786
80
0.6
Man. Pervious
108,946
2.501
80
0.6
Man. Pervious
278,967
6.404
80
0.6
Forest
0
0.000
77
0.54
Forest
0
0.000
7
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
141,969
3.259
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
38
0.15
Open Water
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
(.)
0.15
-
0
0.000
30
0.15
Total
174,548
4.007
Total
379,057
8.702
Total
1,160,046
26.631
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
4,000
0.092
30
0.15
BMP Area Water
9,000
0.207
30
0.15
BMP Area Water
23,000
0.528
30
0.15
Total Area
285,183
6.547
Total Area
593,218
13.618
Total Area
1,729,142
39.696
% Impervious
37.39%
% Impervious
34.58%
% Impervious
31.58%
Basin Weighted
88
0.761
Basin Weighted
87
0.75
1
Basin Weighted
86
0.73
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Area: BMP -4
D Soil Group
Area: untreated Area
D Soil Group
Description:
Area (SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Impervious
Impervious
Roadway
68,397
1.570
98
0.96
Roadway
0
0.000
98
0.96
Driveway
20,754
0.476
98
0.96
Driveway
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
83,336
1.913
98
0.96
Roof
37,880
0.870
98
0.96
Sidewalk
19,433
0.446
98
0.96
Sidewalk
4,500
0.103
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
191,920
4.406
Total
42,380
0.973
Pervious
Pervious
Lawn
236,010
5.418
88
0.68
Lawn
92,666
2.127
83
0.68
Man. Pervious
101,970
2.341
80
0.6
Man. Pervious
33,826
0.777
80
0.6
Forest
0
0.000
77
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
141,969
3.259
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
38
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
337,980
7.759
Total
268,461
6.163
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area Water
10,000
0.230
30
0.15
BMP Area Water
0
0.000
30
0.15
Total Area
539,900
12.394
Total Area
310,841
7.136
% Impervious
35.55%
% Impervious
13.63%
Basin Weighted
87
0.741
Basin Weighted
82
0.65
Table 2 -;
Values of S S CN and Rational O for various cover conditions
(Based upon SOS, 1986)
H. Malcom, 2003 [2 -1 Qj Hydrologic esthsates'
Post Development AP -2
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Pervious
Area: BMP -2 Total
D Soil Group
Area: BMP -3 Total
D Soil Group
Area: BMP -4 Total
D Soil Group
Area: BMP -3/4 Total
3.279
D Soil Group
Description: Area
(SF)
Acres
CN
C
Description:
Area (SF)
Acres
CN
C
Description: Area (SF)
Acres
CN C
Description: Area
(SF)
Acres
CN
C
Impervious
80
0.6
Man. Pervious
108,946
Impervious
80
0.6
Man. Pervious
222,927
Impervious
80
0.6
Man. Pervious
Impervious
4.842
80
0.6
Forest
Roadway
31,946
0.733
98
0.96
Roadway
134,109
3.079
98
0.96
Roadway
108,053
2.481
98 0.96
Roadway
136,186
3.126
98
0.96
Driveway
14,105
0.324
98
0.96
Driveway
25,732
0.591
98
0.96
Driveway
20,754
0.476
98 0.96
Driveway
45,736
1.050
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98 0.96
Parking Lot
0
0.000
98
0.96
Roof
45,456
1.044
98
0.96
Roof
88,624
2.035
98
0.96
Roof
102,836
2.361
98 0.96
Roof
170,460
3.913
98
0.96
Sidewalk
15,128
0.347
98
0.96
Sidewalk
32,330
0.742
98
0.96
Sidewalk
21,908
0.503
98 0.96
Sidewalk
44,699
1.026
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98 0.96
-
0
0.000
98
0.96
Total
106.635
2.448
Total
280.795
6.446
30
0.15
Total
253.551
5.821
30
Total
397.081
9.116
0.000
30
Pervious
Pervious
Pervious
Pervious
Lawn
142,823
3.279
84
0.68
Lawn
272,611
6.258
84
0.68
Lawn
236,010
5.418
84
0.68
Lawn
506,121
11.619
84
0.68
Man. Pervious
34,225
0.786
80
0.6
Man. Pervious
108,946
2.501
80
0.6
Man. Pervious
222,927
5.118
80
0.6
Man. Pervious
210,916
4.842
80
0.6
Forest
28,287
0.649
77
0.54
Forest
51,019
1.171
77
0.54
Forest
69,737
1.601
77
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
7
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
Open Water
0
0.000
30
0.15
Open Water
0
0.000
3
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
205,335
4.714
Total
432,576
9.931
Total
528,674
12.137
Total
717,037
16.461
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
30
0.15
BMP Area
0
0.000
3£:1
0.15
BMP Area Water
4,000
0.092
30
0.15
BMP Area Water
9,000
0.207
30
0.15
BMP Area Water
10,000
0.230
30
0.15
BMP Area Water
19,000
0.436
30
0.15
Total Area
315,970
7.254
Total Area
722,371
16.583
Total Area
792,225
18.187
Total Area
1,133,118
26.013
% Impervious
33.75%
% Impervious
38.87%
% Impervious
32.00%
% Impervious
35.04%
Basin Weighted
87
0.74
Basin Weighted
88
0.75
Basin Weighted
86
0.721
Basin Weighted
87
0.745
Basin Area Calculations
Post- Develop.
Basin Area Calculations
Post- Develop.
Area: BMP -1/2 Total
D Soil Group
Area: Post AP
1/2
D Soil Group
Description: Area (SF) Acres CN C
Description: Area (SF) Acres CN C
Impervious
Impervious
Roadway
65,514
1.504
98
0.96
Roadway
201,700
4.630
98
0.96
Driveway
30,631
0.703
98
0.96
Driveway
76,367
1.753
98
0.96
Parking Lot
0
0.000
98
0.96
Parking Lot
0
0.000
98
0.96
Roof
113,640
2.609
98
0.96
Roof
321,980
7.392
98
0.96
Sidewalk
32,126
0.738
98
0.96
Sidewalk
81,325
1.867
98
0.96
-
0
0.000
98
0.96
-
0
0.000
98
0.96
Total
241,911
5.554
Total
681,372
15.642
Pervious
Pervious
Lawn
311,703
7.156
84
0.68
Lawn
910,490
20.902
84
0.68
Man. Pervious
100,983
2.318
80
0.6
Man. Pervious
349,856
8.032
80
0.6
Forest
0
0.000
77
0.54
Forest
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Natural Wetland
0
0.000
77
0.54
Riparian Buffer
0
0.000
77
0.54
Riparian Buffer
175,003
4.018
77
0.54
Open Water
0
0.000
30
0.15
Open Water
0
0.000
3 ()
0.15
-
0
0.000
30
0.15
-
0
0.000
30
0.15
Total
412,686
9.474
Total
1,435,349
32.951
BMP Area 0 0.000 30 0.15
BMP Area 0 0.000 30 0.15
BMP Area Water
9,600
0.220
30
0.15
BMP Area Water
28,600
0.657
30
0.15
Total Area
664,197
15.248
Total Area
2,145,321
49.250
% Impervious
36.42%
% Impervious
31.76%
Basin Weighted
88
0.75
Basin Weighted
87
0.73
POND -1
MINIMUM NORMAL POOL CALCULATIONS
Total Area 9.867 ac
Impervous Areas
Building 1.583 ac
roads - parking 1.168 ac
sidewalk -patio 0.39 ac
total 3.141 ac
% impervious 31.8 %
1" Rainfall Draw Down Calculation
Drainage Area
% Impervious
Pond N.P. elev
Rain
CN,
CN2
CN3
CN4
CN5
CN Average
Volume
9.867 ac
31.8 %
ft
1 in
98
98
98
84
0
88
IA=
Rv= 0.05 +0.009(IA) =
V= 3630(Rp)(Rv)(A)=
Draw Down
Depth Provided
Cd
9
Dia.
Ho
Ho /3
Q =CdA sq(2gH)
Draw Down Time
1.583 ac
1.168 ac
0.39 ac
6.726 ac
0 ac
9.87 ac
31.83
0.337
12053 cult
13035.0 SF Provided
SA /DA= 1.754 % per table 10 -3 NC State BMP
Manual -4ft Pond Depth
Min. SA= 0.173 ac
min. required 7539 sqft 0.17 acre
provided 13035 sqft 0.30 acre
average depth
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations
POND -2
MINIMUM NORMAL POOL CALCULATIONS
Total Area 7.254 ac
Impervous Areas
Building
1.044 ac
roads - parking
1.057 ac
sidewalk -patio
0.347 ac
total
2.443 ac
% impervious
33.7 %
1" Rainfall Draw Down Calculation
Drainage Area
% Impervious
Pond N.P. elev
Rain
CN,
CN2
CN3
CN4
CN5
CN Average
Volume
7.254 ac
33.7 %
ft
1 in
93
93
93
34
0
39
IA=
Rv= 0.05 +0.009(IA) =
V= 3630(Rp)(Rv)(A)=
Draw Down
Depth Provided
Cd
9
Dia.
Ho
Ho /3
Q =CdA sq(2gH)
Draw Down Time
1.044 ac
1.057 ac
0.347 ac
4.306 ac
0 ac
7.25 ac
33.75
0.354
9314 cult
10040.0 SF Provided
SA /DA= 1.311 % per table 10 -3 NC State BMP
Manual -4ft Pond Depth
Min. SA= 0.131 ac
min. required 5722 sqft 0.13 acre
provided 10040 sqft 0.23 acre
average depth
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations
POND -3 Table 40-1
MINIMUM NORMAL POOL CALCULATIONS Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Total Area 16.583 ac
Impervous Areas
98
Building
2.035 ac
roads - parking
3.67 ac
sidewalk -patio
0.742 ac
total
6.447 ac
% impervious
38.9 %
1" Rainfall Draw Down Calculation
Drainage Area 16.583 ac
% Impervious 38.9 %
Pond N.P. elev ft
Rain 1 in
CN,
98
2.035 ac
CN2
98
3.67 ac
CN3
98
0.742 ac
CN4
84
10.136 ac
CN5
0
0 ac
CN Average
89
16.58 ac
Volume
7.0
8.0
IA=
Rv= 0.05 +0.009(IA) =
V= 3630(Rp)(Rv)(A)=
Draw Down
Depth Provided
Cd
9
Dia.
Ho
Ho /3
Q =CdA sq(2gH)
Draw Down Time
38.88
0.400
24072 cult
SA /DA= 1.967 % per table 10 -3 NC State BMP
Manual -4ft Pond Depth
Min. SA= 0.326 ac
min. required 14209 sqft 0.33 acre
provided 13000 sqft 0.30 acre
SA /DA= 1.39 % per table 10 -1 NC State BMP
Manual -4ft Pond Depth
Min. SA= 0.231 ac
min. required 10041 sqft 0.23 acre
provided 10583 sqft 0.24 acre
pollutant removal hitzeiencv in the Mountain n cans Piedmont regions, Adapted from Driscoll, 1986
Percent
Permanent Pool Average Depth (ft)
PermanentPool Average Depth (ft)
Impervious
Impervious
Cover
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40
1.73
1.4'3
1.25
1.05
0.90
0.82
1177
50%
106
1.73
1.50
1.30
1.09
1.00
0.92
60%
140
2.03
1.71
151
1.29
1.18
1,10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
'fable 1t1 -3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Wuntain and P ec niont Regions, Adapted from Driscoll. 1986
Percent
PermanentPool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
10%
0.9
0.8
0.8
0.7
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4'
20 wo
1.5
1.3
1.1
1.0
1.0
0.9
0.9
0.9
0.8
0.8
0.8
0.7
0.7'
30%
1.9
1.8
1.7
1.5
1.4
1.4
1.3
1.1
1.0
1.0
1.0
0,.9
0.9'
40%
2.5
2.3
2.0
1.9
1.8
1.7
1.6
1.6
1.5
1.4
1.3
1.2
1.1'
50%
3.0
2.8
2.5
2.3
2.0
1.9
1.9
1.8
1.7
1.6
1.6
1.5
1.5'
60%
3.5
3.2
2.8
2.7
2.5
2.4
2.2
2.1
1.9
1.9
1.8
1.8
1.7'
70
4.0
37
3.3
3.1
2.8
27
2.5
2.4
2.2
2.1
2.0
2..0
1.9'
80%
4.5
4.1
3.8
3.5
3.3
3.0
2.8
2.7
2.6
2.4
2.3
2.1
2.0
90%
5.0
4.5
4.0
3.8
3.5
3.3
3.0
2.9
2.8
2.7
2.6
2.5
2.4'
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations
POND -4 Table 10-1
MINIMUM NORMAL POOL CALCULATIONS Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Total Area 18,187 ac
Impervous Areas
Building
2,361 ac
roads-parking
2,957 ac
sidewalk-patio
0,503 ac
total
5,821 ac
% impervious
32.0 %
11" Rainfall Draw Down Calculation
Drainage Area
% Impervious
Pond N.P. elev
Rain
CN,
CN2
CN3
CN4
CN5
CN Average
Volume
18,187 ac
32,0 %
ft
1 in
98
98
98
84
0
88
IA=
Rv=0.05+0-009(IA)=
V=3630(RD)(Rv)(A)=
Draw Down
Depth Provided
Cd
9
Dia.
Ho
HO/3
Q=CdA sq(2gH)
Draw Down Time
2,361 ac
2,957 ac
0,503 ac
12,366 ac
0 ac
18,19 ac
32.01
0.338
22318 cult
SA/DA= 1,76 % per table 10-3 NC State BMP
Manual -4ft Pond Depth
Min. SA= 0.320 ac
min. required 13943 sqft 0.32 acre
provided 14044 sqft 0.32 acre
Pollutant Removal Efficiency in the N'Tountain and Piedmont Regions, Adapted from Driscoll, 1986
Percent
Permanent Pool Average Depth (ft)
Permanent Pool Average Depth (ft)
Impervious
Impervious
Cover
3.0
4.0
5.0
6.0
17.0
8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0,70
0.59
0.51
0.46
0.44
30'm"
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40 '/6
1.73
1.4-3
1,25
1.05
0.90
0.82
077
50%
106
1.73
1.50
1.30
1.09
1.00
0.92
60%
140
2.03
1.71
151
1.29
1.18
1,10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
'table 1(1-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Wuntain and Piedniont Regions., Adapted from Driscoll, 1986
Percent
Permanent Pool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
10%
0.9
0.8
0.8
0.7
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4
20 wo
1.5
1.3
1.1
1.0
1.0
0.9
0.9
0.9
0.8
0.8
0.8
0.7
0.7
30%
1.9
I'S
1.7
1.5
1.4
1.4
1.3
1.1
1.0
1.0
1.0
0.9
0.9
40%
2.5
2.3
2.0
1.9
1.8
1.7
1.6
1.6
1.5
1.4
1.3
1.2
1.1
50%
3.0
2.8
2.5
2.3
2.0
1.9
1.9
1.8
1.7
1.6
1.6
1.5
1.5
60%
3.5
3.2
2.8
2.7
2.5
2.4
2.2
2.1
1.9
1.9
1.8
1.8
1.7
70 W/6
4.0
37
3.3
3.1
2.8
27
2.5
2.4
2.2
2.1
2.0
2.0
1.9
80%
4.5
4.1
3.8
3.5
3.3
3.0
2.8
2.7
2.6
2.4
2.3
2.1
2.0
90%
5.0
4.5
4.0
3.8
3.5
3.3
3.0
2.9
2.8
2.7
2.6
2.5
2.4i
Minimum Normal Pool Surface Area 1" Rainfall Draw Down Calculations
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:44 PM
and No. 1 - BMP-1 Wetland
can Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage {tuft) Total storage (cuft)
0.00 268:00
13,052
0 0
4.00 272M
19,567
65,238 65,238
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C] (D]
Rise (in) = 24.00 2.00
4.00
0.00
Crest Len (ft) = 9,42 10.00
0.00 0.00
Span (in) = 24.00 2.00
4:00
0.00
Crest El. (ft) = 270,30 271.00
0.00 0.00
No. Barrels = 1 1
1
0
Weir Coeff. = 333 2.60
0.00 0:00
Invert El. (ft) = 261.00 26&00 269.00
0.00
Weir Type = Riser Broad
--- ---
Length (ft) = 45.00 0.00
0.00
0:00
Multi-Stage = Yes No
No No
Slope (%) = 5.00 MIDI
0,00
0.00
N-Value = .013 .013
.013
.000
Orif. Coeff. = 0.60 0.60
0.60
0.00
Multi-Stage = n/a Yes
Yes
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
0.00 261,50 10,040
3.50 265.00 14,580
Incr. Storage (cult) Total storage (cuft)
0 0
43,085 43,085
Weir Structures
Thursday, Jul 11 2013, 1:44 PM
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
4.00
0.00
Span (in)
= 24.00
2.00
4.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 258,00
261.50
262.50
0.00
Length (ft)
= 34,00
0,00
0.00
0.00
Slope (0/0)
= 5.00
0.00
0.00
0,00
N-Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi-Stage
= n/a
Yes
Yes
No
Incr. Storage (cult) Total storage (cuft)
0 0
43,085 43,085
Weir Structures
Thursday, Jul 11 2013, 1:44 PM
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
0,00 -
0
m
20,000
Note: Culvert/Orifice-outflows have been analyzed under inlet and outlet control.
24,000 28,000 32,000 36,000
40,000
Stage (ft)
4:00
3.00
2.00
1.00
0-00
44,000
Storage {tuft)
[A]
[B]
[C]
[D]
Crest Len (ft)
= 9,42
10.00
0.00
0.00
Crest El. (ft)
= 263.70
264.50
0:00
0.00
Weir Coeff.
= 3.33
2.60
0.00
0:00
Weir Type
= Riser
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
0,00 -
0
m
20,000
Note: Culvert/Orifice-outflows have been analyzed under inlet and outlet control.
24,000 28,000 32,000 36,000
40,000
Stage (ft)
4:00
3.00
2.00
1.00
0-00
44,000
Storage {tuft)
Hydraflow Hydrographs by Intelisolve
Stage (ft)
Thursday, Jul 11 2013, 1:44 PM
on No. 3 - BMP-3 et and
4.00
4.00
3.00
Pond Data
Pond storage is based on known contour areas. Average
end area method used,
Stage / Storage Table
Stage (it) Elevation (ft) Contour
area (sqft)
Intr. Storage {tuft) Total storage {cuff)
0.00 290,60
10,583
0 0
0.40 291.00
13,422
4,801 4,801
4.40 295.00
16,316
59,476 64,277
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 36.00 2.75
0:00
0.00
Crest Len (ft) = 10.99 15.00
0.00
0.00
Span (in) = 36.00 2.75
0.00
0:00
Crest El. (ft) = 292.00 294.00
0.00
0.00
No. Barrels = 1 1
0
0
Weir Coeff. = 3.33 2.60
0.00
0.00
Invert El. (ft) = 287.00 290.60
0.00
0.00
Weir Type = Riser Broad
---
- --
Length (it) = 5Z00 0.00
0.00
0.00
Multi-Stage = Yes No
No
No
Slope (%) = 2.69 0.00
0.00
0.00
N-Value = .013 .013
.000
.000
Crif. Coeff, = 0.60 0.60
0.00
0.00
Multi-Stage = n/a Yes
No
No
Exi'lltration = 0.000 in/hr (Contour) Tailwater Elev.
= 0.00 If
Note: Culvert/Orifice outflows have been analyzed
under inlet and outlet control.
Stage (ft) Stage 1 Storage
Stage (ft)
5.00
5.00
4.00
4.00
3.00
12,000 18,000 24,000 30,000
48,000 54,000
60,000
2.00
1.00
90��=
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0,00
0
Stage (ft)
5:00
4:00
&00
2.00
1.00
0.00
90,000
Storage {cult)
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
3.00
4.00
0.00
Crest Len (ft)
= 10.99
15.00
0,00
0.00
Span (in)
= 36.00
3.00
4.00
0.00
Crest El. (ft)
= 252.00
253.20
0.00
0.00
No. Barrels
= I
1
1
0
Weir Coeff.
= 3.33
2.60
0.00
0.00
Invert El. (ft)
= 245.50
249.60
250.70
0:00
Weir Type
= Riser
Broad
---
---
Length (ft)
= 45.00
0.00
0.00
0.00
Multi-Stage
= Yes
No
No
No
Slope (0/6)
= 1.78
0♦00
0.00
0.00
N-Value
= 013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi-Stage
= n/a
Yes
Yes
No
Exfiltration = 0.000
in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0,00
0
Stage (ft)
5:00
4:00
&00
2.00
1.00
0.00
90,000
Storage {cult)
BMP Design Post Development Calculations
Hydrograph Model
Inflow and BMP Outflow Hydrographs
15 17
13 21
it
?
S
IY
V� _
Legend
1§ 22
Hyd. Origin
Description
1 Rational
AP -1 Predevelop
2 SCS Runoff
AP -1 Predevelop
f
3 Rational
AP -2 Predevelop
4 SCS Runoff
AP -1 Predevelop
z
5 Rational
BMP -1 DA
6 Rational
AP -1 Untreated
7 Reservoir
BMP -1 Routing
8 Combine
AP -1 Postdevelop
9 SCS Runoff
BMP -1 DA SCS
10 SCS Runoff
Untreated SCS
11 Reservoir
BMP -1 SCS Routing
12 Combine
AP -1 SCS Postdevel
13 Rational
BMP -2 DA
14 Reservoir
BMP -2 Routing
15 Rational
BMP -3 Routing
16 Reservoir
<no description>
17 Rational
BMP -4 DA
18 Reservoir
BMP -4 Routing
19 Rational
AP -1 Untreated
20 Combine
AP -2 Postdevelopment
21 SCS Runoff
BMP -2 SCS Routing
22 Reservoir
BMP -2 SCS Routing
23 SCS Runoff
BMP -3 SCS Routing
24 Reservoir
BMP -3 SCS Routing
25 SCS Runoff
BMP -4 SCS
26 Reservoir
BMP -4 SCS Routing
27 SCS Runoff
AP -1 Untreated
28 Combine
AP -2 Post Development
Hydraflow Hydrographs Model
Project:
1340024 SWSF -1 bmp design.gpw
Thursday, Jul 11 2013, 12:59 PM
Hydraffow Hydrographs by Intelisolve
Hyd. No. 5
Runoff coeff.
BMP -1 DA
Tc by User
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 8.700 ac
Intensity
= 5.597 in/hr
OF Curve
= CARY NO AA 6-21 -11. 1 DF
Q (of S)
40 .00
am
0.00
0 5
— Hyd No. 5
BMP-1 DA
Time interval
1 min
Runoff coeff.
Tc by User
5.00 min
Asc/Rec limb fact
4/4
Hydrograph Volume = 43,823 cuft
10 15 20
25 30 35
Q (Cfs)
40.00
MR 4=1 1I
rr
000
40
Time (min)
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:29 PM
Hyd. No. 5
BM P-1 DA
Hydrograph type
= Rational
Peak discharge
= 40.68 cfs
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 8.700 ac
Runoff coeff.
= 0.75
Intensity
= 6.234 in/hr
Tc by User
= 5.00 min
OF Curve
= CARY NOAA6-21-11.IDF
Asc/Rec limb fact
= 4/4
Q (cf S)
50.00
40.00
EM
it M11
im
000
0 5
— Hyd No. 5
ME,
10 15 20 25 30 35
Q (Cfs)
50.00
40.00
IM
0.00
40
Time (min)
Hydrailow Hydrographs by Intelisolve
Hyd. No. 5
Runoff coeff.
BMP-1 DA
Tc by User
Hydrograph type
= Rational
Storm frequency
= 10yrs
Drainage area
= 8.700 ac
Intensity
= 6.742 in/hr
OF Curve
= GARY NOAA6-21-11.IDF
Thursday, Jul 11 2013,1:29 PM
IM �W
Time interval
1 min
Runoff coeff.
0.75
Tc by User
5.00 min
1
Asc/Rec limb fact
-- 4/4
Hydrograph Volume = 52,789 cult
Q (Cfs) Hyd. No. 5 10 Yr
Q (Cfs)
50.00
50.00
40.00
40.00
30.00
30.00
10.00
0.00
0 5
— Hyd o.5
10 15 20 25 30
MM
ME
IM
0.00
0 5 10
— Hyd No. 7
15 19
— Hyd No. 5
24 29 34 39 44
1111111111 Req. for = 41,389 cuff
0
" NO#
30.00
10.00
— 0.00
48
Time (hrs)
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:29 PM
Hyd. No. 7
BMP-1 Routing
Hydrographtype =
Reservoir
Peak discharge = 9.11 cfs
Storm frequency =
5 yrs
Time interval = 1 min
Inflow hyd. No. =
5
Max. Elevation = 270.69 ft
Reservoir name =
BMP-1 Wetland
Max. Storage = 43,941 cuff
Storage Indication method used.
Hydrograph Volume = 41,576 cult
EM
1 Ii
M
000
0 3
— Hyd No. 7
5 8 11 13 16 19 21
— Hyd No. 5 1111111111 Req. Stor = 43,941 cuff
U]
K no Will
Om
Um
n nn
27
Time (hrs)
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:29 PM
Hyd. No. 7
BMP-1 Routing
Hydrograph type =
Reservoir
Peak discharge = 12.17 cfs,
Storm frequency =
10 yrs
Time interval = 1 min
Inflow hyd. No. =
5
Max. Elevation = 270.81 ft
Reservoir name =
BMP-1 Wetland
Max. Storage = 45,800 cuft
Storage Indication method used.
Hydrograph Volume = 45,544 cult
BMP-1 Routing
0 (Cfs) Hyd. No. 7 -- 10 Yr
50.00
Q (Cfs)
50.00
40.00
M
0.00 SW I 1 0.00
0.0 2.2 43 6.5 8.7 10.8 13.0 15.2 17.3 19.5 21.7
—
Time (hrs)
Hyd No. 7 — Hyd No. 5 '1 [ 1 [ 111111 Req. Star = 45,800 cuft
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
AP-1 Untreatel
Hydrograph type
Rational
it frequency
2 yrs
Drainage area
0.853 ac
Intensity
5.597 in/hr
OF Curve
CARY 1, d.... 6-21 -11.1
Q (Cfs)
3.00
PA I#
M
MM
�M.
Hyd. No,
Thursday, Jul 11 2013, 1:30 PM
MOW,
Time interval
1 min
Runoff coeff.
0.55
Tc by User
5.00 min
Asc/Rec limb fact
1/1
I
bi
3.00
M
M
n nn
10
Time (min)
IM
Hydraflow Hydrographs by Intelisolve
112111 VMW
•• .s type Rational
Storm frequency 5 yrs
Drainage area 0.853 ac,
Intensity 6.234 in/hr
OF Curve CARY NOAA6-21-11.IDF
EM
MW
9M
it
M
AP-1 Untreated
Thursday, Jul 11 2013, 1:30 PM
Time interval
1 min
Runoff coeff.
0.55
Tc by User
5.00 min
Asc/Rec limb fact
1/1
Hydrograph Volume = 877 cuff
0
Q (Cfs)
M
W61
n nn
10
Time (min)
Hydraflow Hydrographs by Intel solve
Hyd. No. 6
Runoff coeff
AP-1 Untreated
Tc by User
Hydrograph type
= Rational
Storm frequency
= 10yrs
Drainage area
= 0.853 ac,
Intensity
= 6.742 in/hr
OF Curve
= CARY NOAA6-21-11.IDF
Thursday, Jul 11 2013, 1:30 PM
Time interval
1 min
Runoff coeff
0.55
Tc by User
5.00 min
Asc/Rec limb fact
1/1
we]
M
IM
0.00
• .
M
Q (cfs)
4.00
M
im
n nn
10
Time (min)
Thursday, Jul 11 2013,1:30 PM
Hydrograph Volume = 37,395 cult
15 19
— Hyd No 6
24 29
— Hyd No. 7
El
39 44
Q (cfs)
6.00
5.00
4M
3.00
2.00
1:00
0:00
48
Time (hrs)
Q (CfS)
10.00
M
MO MIS
SMM
MM
0.00
0 3
— Hyd No. 8
Thursday, Jul 11 2013, 1:30 PM
Peak discharge 9.11 cfs
Time interval 1 min
Hydrograph Volume = 42,453 cult
AP-1 Postdevelop
Hyd. No. 8 -- 5 Yr
5 8 11
— Hyd No 6
13 16 19 21 24
— Hyd No. 7
Q (CfS)
10.00
8.00
6.00
M
ii
0.00
27
Time (hrs)
4.00
MM
Thursday, Jul 11 2013, 1:30 PM
Hydrograph Volume = 46,493 cuff
Q (cfs)
14.00
12.00
8.00
6.00
4M
2.00
0.00 0.00
0.0 2.2 4.3 6.5 8.7 10.8 13.0 152 17.3 19.5 21.7
—
Time (hrs)
Hyd N 8 — Hyd No. 6 — Hyd No. 7
o�
Hydraflow Hydrographs by Intelsolve
. zj Y .:F
Thursday, Jul 11 2013, 1:30 PM
Time interval
1 min
Curve number
87
Hydraulic E10
ft
Time of conc.
11 min
Distribution
Type III
Shape factor
484
Hydrograph Volume = 56,639 cult
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:30 PM
Hyd. No. 11
BMP -1 SCS Routing
Hydrograph type =
Reservoir
Peak discharge = 1.02 cfs
Storm frequency =
1 yrs
Time interval = 1 min
Inflow hyd. No. =
9
Max. Elevation = 270.18 ft
Reservoir name =
BMP-1 Wetland
Max. Storage = 35,564 cuff
Storage Indication method used,
Hydrograph Volume = 44,446 cult
Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 -
0
1' 2.00
9.00
6.00
3.00
0.00
5 10 15 19 24 29 34 39 44 48
Hyd No. 11 — Hyd No. 9 1111111111 Req. Stor = 35,564 tuft Time (hrs)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Curve number
Untreated SCS
Hydraulic length
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 0.550 ac
Basin Slope
= 5.0%
Tc method
= USE
Total precip.
= 3.00 in
Storm duration
= 24 hrs
EM
I n
. V
0.90
0.80
0.70
WIM
MIM
M I'm
0.30
020
0.10
Thursday, Jul 11 2013, 1:31 PM
WIM,
Time interval
1 min
Curve number
77
Hydraulic length
750 ft
Time of conc. (Tc)
10.00 min
Distribution
Type I I I
Shape factor
484
Hydrograph Volume = 2,138 tuft
Untreated SCS
Hyd. No. 10 -- 1 Yr Q (cf S)
0.00 0.00
0 2 5 7 9 12 14 16 19 21 23 26
—
Hyde No. 14 Time (hrs)
03
Thursday, Jul 11 2013, 1:31 PM
Peak discharge = 1.07 cfs
Time interval = 1 min
Hydrograph Volume = 46,584 cuft
Q (Cf S)
2.00
1.00 1.00
Hydraflow Hydrographs by Intelisolve
Hyd. ® 13
Runoff coeff
BMP-2 DA
Tc • User
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 7.250 ac
Intensity
= 5.597 in/hr
OF Curve
= CARY NOAA6-21-11.IDF
;�" W-1
Thursday, Jul 11 2013, 1:35 PM
10 i
Time interval
1 min
Runoff coeff
0 7A
Tc • User
5.00 min
Asc/Rec limb fact
4/4
Z�� • f
Q (Cfs) Hyd. No. 13 2 Yr
0 (Cfs)
35.00
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:35 PM
Hyd. No. 13
BMP-2 DA
Hydrograph type
= Rational
Peak discharge
= 33.45 cfs
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 7.250 ac
Runoff coeff.
= 0.74
Intensity
= 6.234 in/hr
Tc by User
= 5.00 min
IDF Curve
= CARY NOAA6-21-11.IDF
Asc/Rec limb fact
= 4/4
Q {Cis}
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 5
— Hyd No. 13
Hydrograph Volume = 40,134 tuft
BMP-2 DA
10 15 20 25 30 35
Q (Cis}
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
40
Time (min)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
BIVIP-2 DA
• User
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 7.250 ac
Intensity
= 6.742 in/hr
OF Curve
= CA RY NOAA 6 -21 -1 . 1 D F
BIVIP-2 DA
Q (Cfs) Hyd. No. 13 10 Yr
40.00
IM
9M
IM
0.00
0
Thursday, Jul 11 2013, 1:35 PM
Time interval 1 min
Runoff coeff 0.74
Tc
ffim� arM!
5 10
15 20 25 30
M
Q (cf S)
4000
1 i1
IM
000
40
Time (min)
• User
5.00 min
Asc/Rec limb fact
4/4
ffim� arM!
5 10
15 20 25 30
M
Q (cf S)
4000
1 i1
IM
000
40
Time (min)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
NO
= Reservoir
= 2 yrs
= 13
= BMP-2 Wetland
Storage Indication method used.
EM
' 1q1pkA-*1 - : -
Hyd. Nci
Thursday, Jul 11 2013, 1:35 PM
8.17 cfs
1 min
264.07 ft
31 609 cuft
Hydrograph Volume = 32,575 cult
35.00
35.00
M ii
OM
OM
sm
IM
MM
ME,
IM
IM
5.00 111 - 5.00
Hyd. No. 14
= Reservoir
= 5 yrs
= 13
= BMP-2 Wetland
Storage Indication method used,
Thursday, Jul 11 2013, 1:35 PM
0.0 1.2 2.3
_ Hyd No. 14
3.5 4.7
11.93 cfs
1 min
264; • ft
33,120 CA
Hydrograph Volume = 36,672 cuft
5.8 7.0 82 9.3 10.5 11:7
am
35M
30.00
25.00
20.00
15M
10.00
5.00
M
Time (hrs)
Jill IJ 1111 Req. Stor= 33,120 cuft
Hydrograph Plot
Storage Indication method used.
Thursday, Jul 11 2013, 1:35 PM
14.71 cfs
1 Min
264.28 ft
M � allM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Runoff coeff
MP -3 Routing
Tc by User
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 16.583 ac
Intensity
= 5.597 in/hr
OF Curve
= CARY NOAA6-21-11.IDF
Thursday, Jul 11 2013, 1:35 PM
Time interval
I min
Runoff coeff
0.75
Tc by User
5.00 min
Asc/Rec limb fact
4/4
Hydrograph Volume = 83,531 cuft
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Runoff coeff.
BP - 3 Routing
To • User
Hydrograph type
= Rational
Storm frequency
= 5 yrs
Drainage area
= 16.583 ac
Intensity
= 6.234 in/hr
OF Curve
= GARY NOAA6-21-11,IDF
Thursday, Jul 11 2013, 1:35 PM
Time interval
1 min
Runoff coeff.
o.75
To • User
5.00 min
1
Asc/Rec limb fact
-- 4/4
Hydraflow Hydrographs by Intelisolve
Hydrograph type
Rational
Storm frequency
10 yrs
Drainage area
16.583 ac:
Intensity
6,742 in/hr
OF Curve
CARY NOAA6-21-11,0ii
Thursday, Jul 11 2013, 1:35 PM
Time interval
1 min
Runoff coeff.
075
Tc by User
5.00 min
Asc/Rec limb fact
4/4
MOO
60.00
50.00
50.00
40,00
40.00
30.00
30.00
20.00
20.00
IN
Hydraflow Hydrographs by Intelisolve
= Reservoir
= 2 yrs
= 15
= BMP-3 Wetpond
Storage Indication method used,
Time interval
Max. Elevation
Max. Storage
Thursday, Jul 11 2013, 1:36 PM
53.17cfs
1 min
293.27 ft
38,576 cuft
Hydrograph Volume = >82,671 cuff
r.
M
Q (cf S)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
h
MID
0 10 20
Thursday, Jul 11 2013, 1:36 PM
60.75 cfs
1 min
293.40 ft
40,456 cuft
Hydrograph Volume= 92,179 cuft
30 40
10.00
0.00
50 60 70 80 90 100 110
Time (min)
I I I I I I Req. Stor = 40,456 tuft
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:36 PM
Hyd. No. 16
<no description>
Hydrograph type
= Reservoir
Peak discharge = 64.31 cfs
Storm frequency
= 10yrs
Time interval = 1 min
Inflow hyd. No.
= 15
Max. Elevation = 293.52 ft
Reservoir name
= BMP-3 Wetpond
Max. Storage = 42,292 cuft
Storage Indication method used, Hydrograph Volume = 99,760 tuft
30 40 50 60 70 80 90 100 110
—
Time (min)
Hyd No. 15 1 111 Req. Stor = 42,292 cuff
Hydraflow Hydrographs by Intelisolve
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 18.190 ac
Intensity
= 5.597 in/hr
OF Curve
= CARY NOAA6-21-11.IDF
ME
50M
Thursday, Jul 11 2013,1:36 PM
Peak discharge 73.30 cf s
Time interval 1 min
Runoff coeff. 072
Tc by User 5.00 min
Asc/Rec limb fact 4/4
Hydrograph Volume = 87,961 cuff
Q (cf S)
60.00
50.00
10.00
N &00
35 40
Time (min)
80,00
70.00
60.00
50.00
10.00
N &00
35 40
Time (min)
•"T
MM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
BMP-4 DA
Rydrograph type
Rational
Storm frequency
5 yrs
Irainage area
18.190 ac
'ntensity
j
- 6.234 in/hr
'.IDF Curve
-- CARY NOAA 6-21 -11. 1 DF
MW
Thursday, Jul 11 2013, 1:36 PM
Time interval
1 min
Runoff coeff,
0.72
Tc by User
5.00 min
Asc/Rec limb fact
4/4
Hydrograph Volume = 97,974 cuft
Q (Cfs)
_7 T 90.00
t 80.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
Hydrograph Plot
Hyd. No. 17
BMP-4 DA
Hydrograph type
Rational
Storm frequency
10 yrs
Drainage area
18.190 ac
Intensity
6.742 ih/hr
OF Curve
CARY NOAA 6-21 -11. 1 D F
Q (Cfs)
BMP-4 DA
Hyd.
Thursday, Jul 11 2013, 1:36 PM
HMM
Time interval
1 min
Runoff coeff.
0.72
Tc by User
5.00 min
Asc/Rec limb fact
4/4
Hydrograph Volume = 105,956 cult
am
90.00
10.00
OM
0 5 10 15 20 25 30
Time (min)
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:36 PM
Hyd. No. 18
BMP-4 Routing
Hydrograph type
= Reservoir
Peak discharge = 32.21 cfs
Storm frequency
= 2 yrs
Time interval = I min
Inflow hyd. No.
= 17
Max. Elevation = 252.89 ft
Reservoir name
= BMP -4 Wetpond
Max. Storage = 66,492 cuff
Storage Indication method used. Hydrograph Volume= 84,809 cult
Q (Cf S)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
MOO
0.00
0.0 1.3
— Hyd No. 18
2.7 4.0 5.3
— Hyd No. 17
6.7 8.0 9.3 10.7
1111111111 Req. Stor = 66,492 tuft
im
0.00
13.3
Time (hrs)
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:36 PM
Hyd. No. 18
BMP-4 Routing
Hydrograph type
= Reservoir
Peak discharge = 40.53 cfs
Storm frequency
= 5 yrs
Time interval = I min
Inflow hyd. No.
= 17
Max. Elevation = 253.04 ft
Reservoir name
= BMP-4 Wetpond
Max. Storage = 69,653 cuft
Storage Indication method used. Hydrograph Volume = 94,817 cuft
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 11 2013, 1:36 PM
Hyd. No. 18
BMP-4 Routing
Hydrograph type
= Reservoir
Peak discharge = 46,89 cfs
Storm frequency
= 10yrs
Time interval = 1 min
Inflow hyd. No.
= 17
Max. Elevation = 253.16 ft
Reservoir name
= BMP-4 Wetpond
Max. Storage = 72,066 cuft
Storage Indication method used. Hydrograph Volume = 102,797 cuft
ffimw�10673 0
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
AP-1 Untreated
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 7.140 ac
Intensity
= 4.457 in/hr
OF Curve
= GARY NOAA6-21-11.IDF
r ii
EM
OM
am
M
nIi
M
0.00
0
— Hyd No. 19
Thursday, Jul 11 2013,1:36 PM
Peak discharge 20.69 cfs
Time interval 1 min
Runoff coeff. 0.65
Tc by User --10 " 00 min
Asc/Rec limb fact
MZME���l
9
lim
in
Q (Cfs)
21.00
IM
im
im
M
M
M
x:00
20
Time (min)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
Runoff coeff
AP-1 Untreated
To by User
Hydrograph type
= Rational
Storm frequency
= 5 yrs
Drainage area
= 7.140 ac
Intensity
= 5.022 in/hr
OF Curve
= CARY NOAA6-21-11.[DF
Q (Cfs)
9A nn
HM
M. M
I
0.00
0
lWVW9P"NPVqMFTT
Hyd, No. 19 -- 5 Yr
Thursday, Jul 11 2013, 1:37 PM
Time interval
1 min
Runoff coeff
0.65
To by User
10.00 min
Asc/Rec limb fact
1/1
Hydrograph Volume = 13,984 cuft
- Hyd No. 19
0
iu
in
Q (Cfs)
24,00
tt
im
M
M
n nn
20
Time (min)
Hydraflow Hydrographs, by Intelisolve
Hyd. No. 19
AP-1 Untreated
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 7.140 ac
Intensity
= 5.482 in/hr
OF Curve
= CAR Y NOAA6-21-11.IDF
AP-1 Untreated
Q (Cfs) Hyd. No. 19 -- 10 Yr
28.00
9M
9M
fM
Iwo
MM
EM
0.00
0
— Hyd No. 19
Thursday, Jul 11 2013, 1:37 PM
Hydrograph Volume =15,266 cuff
9
11N
15
Q (cf S)
28.00
24.00
20.00
. 16.00
M
0:00
20
Time (min)
Hydraflow Hydrographs by Intelisolve
Hyd. No. 20
Z 1
•A 0 09 M -
V MO
am
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Combine
2 yrs
14, 161 18, 19
Thursday, Jul 11 2013, 1:37 PM
Peak discharge 82.39 cfs
Time interval 1 min
I
AP-2 Postdevelopment
Hyd. No. 20 -- 2 Yr Q (CfS)
0.00
0.0 1.0
2.0 3.0 4.O
— Hyd No. 14
— Hyd No. 19
MIMERIMINIM
OM
7O 8.0 9.0 10.0
Hyd No. 18 Time (hrs)
Thursday, Jul 11 2013, 1:37 PM
Peak discharge 103.30 cfs
Time interval I min
Hydrograph Volume = 237,652 cuff
46.00
tt
M
07 1.3 2.0 2.7 3.3
Hyd No. 20 — Hyd No. 14
— Hyd No. 10
4.0 4.7 5.3 6.o 6.7 7.3
— Hyd No. 16 — Hyd No. 18
Q (CfS)
120.00
Thursday, Jul 11 2013,1:37 PM
Peak discharge = 120.43 cfs
Time interval = 1 min
Hydrograph Volume = 257,762 cuff
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
1wL,MP-2 SCS Routing
Mydrograph type
SCS Runoff
Storm frequency
1 yrs
Drainage area
7.250 ac
Basin Slope
5.0%
Tc method
USER
® precip.
3.00 in
Storm duration
24 hrs
0 (Cfs) BMP-2 SCS Routing
Hyd. No. 21 1 Yr
18.00
Thursday, Juf 11 2013, 1:37 PM
Time interval
1 min
Curve number
•
Hydraulic length
750 ft
Time of conc. (Tc)
5.00 min
Distribution
Type I I I
Shape factor
484
Hydrograph Volume = 47,199 cuft
7
9 12 14 16 19 21 23
Q (Cfs)
18:00
15.00
12.00
9.00
6.00
M
— 0.00
26
Time (hrs)
Hydraflow Hydrographs by mtelisolve
Thursday, Jul 11 2013, 1:37 PM
Hyd. No. 22
BMP-2 SCS Routing
Hydrograph type =
Reservoir
Peak discharge = 1.41 cfs
Storm frequency =
1 yrs
Time interval = 1 min
Inflow hyd. No. =
21
Max. Elevation = 263.68 ft
Reservoir name =
BMP-2 Wetland
Max. Storage = 26,774 tuft
Storage Indication method used.
Hydrograph Volume = 39,553 cuft
Hydraflow Hydrographs by Intelisolve
Ayd. No. 23
BMP-3 SCS Routing
Q (cf S)
Thursday, Jul 11 2013, 1:38 PM
Time interval
1 min
Curve number
88
Hydraulic lenqth
750 ft
Time of conc. (Tc)
5.00 min
Distribution
Type I I I
Shape factor
484
Hydrograph Volume= 112,848 cuft
BMP-3 SCS Routing
Hyd. No. 23 -- 1 Yr a (Cfs)
0.00
0 2 5 7 9
— Hyd No, 23
000
12 14 16 19 21 23 26
Time (hrs)
Routing
Q (cfs)
Hyd. No. 24 -- 1 Yr
Q (cfs)
40.00
40.00
30.00'
i
30.00
20.00 _
20:00
10.00 _
10.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd N'o. 24 Hyd No. 2 � I I 1 111 I I C Req. Stor = 31,672 cuf#
Inlydrograph Plal
Aydrograph type
SCS Runoff
Storm frequency
1 yrs
Drainage area
8.180 ac
Basin Slope
5.0%
Tc method
USER
Total precip.
3.00 in
Storm duration
24 hrs
Thursday, Jul 11 2013, 1:38 PM
Time interval
= 1 min
Curve number
= 86
Hydraulic length
1000 ft
Time • conc, (Tc)
5.00 min
Distribution
Type III
Shape factor
484
Hydrograph Volume = 50,907 tuft
0.00
2 5
Hyd No. 25
a
9 12 14 16 19 21 23
Q (Cfs)
18.00
we]
12.00
9.00
6.00
3.00
n nr)
26
Time (hrs)
...........
. . . . . . . . . . . . .
Storage Indication method used, Hydrograph Volume = 42,294 cuft
0.00 —
0 5 10
— Hyd No. 26
BMP-4 SCS Routing
Hyd. No. 26
15 19
— Hyd No. 25
24 29 34 39 44
] I I I I I I I I I Req. Stor = 34,164 cuft
M
15.00
12.00
1130
6.00
3.00
1 0.00
48
Time (hrs)
M
Hydraflow Hydrographs by Intelisolve
M12r �M U
Thursday, Jul 11 20121:39 PM
Time interval
= 1 min
Curve number
= 82
Hydraulic length
= 750 ft
Time of conc. (Tc)
10.00 min
Distribution
Type III
Shape factor
484
Hydrograph Volume =35 741 Cult
IM
Thursday, Jul 11 2013, 1:39 PM
Peak discharge 38.04 cfs
Time interval 1 min
Hydrograph Volume = 226,434 cuft
Designed By-
Date"
Checked By:
Date.-
Company:
Project Name:
Proiect No.:
Site Location (City/ToWh)
Culvert Id.
111�61�=Zffm W -
Minimum TW Maximum TW
mm��
Minimum apron length, L. (ft .) 6
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 8 2
Step 5. Det e the apron thickness.-
Apron thickness = '1,5 x d,
, ax
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
It niav be necessary to mcrease the Size of riptap where protection of the
channel side slopes is necessary (Appendix 8.05). Where o-verfalls exist at
pipe outlets of flows are excessive, a plunge. pool should be considered, see
page &06,8_
Designed By-
Date.,
Checked By-
Date*
Company.-
Project Name:
'Proiect No.:
Site Location (CityfroWn)
Culvert Id.
Total Drainage Area (acres)
Outlet pipe diameter,
Tallwater depth
Minimum/Maximum tailwater?
i4 a
d,, size is the median stone size in a wefl-graded nprap apron-
Step 3. Determile apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same fi gure used in Step 2-
Minimum TW Maximum TW
2���
Minimum apron length, La (t) 6
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 8 2
Step 5W Deteranne the apron thickness-
Apron thickness = 1,5 x d,,,
Minimum TW Maximum TW
Apron Thickness(ft.) 1,126 2.25
Designed By.-
Checked By:
Company-
]AREWIM
Project Name:
?Froiect No.:
Site Location (CityfTown)
Culvert Id.
T11111
Arica,
W 50"rr ».<
l: The d size is the niedian stone size in a well-gr2ded >» «, «:»:
ii !1 1 1111 ii ligi: 1111, !111,
wm■� y
Minimum TW Maximum TW
Minimum apron length, L,, (ft.) 15
Apron width at pipe outlet (ft.) 9 9
Apron shape
Apron width at outlet end (ft.) 18 3
Step 5. Determine the apron thickness.-
Apron thickness = 1.5 x d..x
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
Designed By-
Date:
Checked By.- Date-
Fifflt M
mme,
Step 3. Deterrullie apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used -in Step 2 -
Minimum TW Maximum TW
Fic u re B. 06a
5qgrg b
- UL
Riprap d5o, (ft.) 0.5
Minimum apron length, La (ft-) 12
Apron width at pipe outlet (ft .) 9 9
Apron shape
Apron width at outlet end (ft.) 15 3
Step 4. Determine the maximum stone chi apeter;
drr.ar
HTi
Max Stone Diameter, dmax (ft.) 0.75 1.5
Step 5. Determine the apron thickness.-
Apron thickness = 1,5 x dl...
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
It may be necessary to increase the size, of ri
nprap Where protection of the
channel side slopes is necessary (Appondiv 8.05). NXIere rorerfalls exist at
pipe outlets or flo" are excessive- a plunge pool should be considered, see
page &0&8
Jl;
tailwater condition (Tw<0.5 diameter)
Designed By-
Date"
Checked By:
Date.-
Company:
Project Name:
Proiect No.:
Site Location (City/ToWh)
Culvert Id.
111�61�=Zffm W -
Minimum TW Maximum TW
mm��
Minimum apron length, L. (ft .) 6
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 8 2
Step 5. Det e the apron thickness.-
Apron thickness = '1,5 x d,
, ax
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
It niav be necessary to mcrease the Size of riptap where protection of the
channel side slopes is necessary (Appendix 8.05). Where o-verfalls exist at
pipe outlets of flows are excessive, a plunge. pool should be considered, see
page &06,8_
Designed By-
Date.,
Checked By-
Date*
Company.-
Project Name:
'Proiect No.:
Site Location (CityfroWn)
Culvert Id.
Total Drainage Area (acres)
Outlet pipe diameter,
Tallwater depth
Minimum/Maximum tailwater?
i4 a
d,, size is the median stone size in a wefl-graded nprap apron-
Step 3. Determile apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same fi gure used in Step 2-
Minimum TW Maximum TW
2���
Minimum apron length, La (t) 6
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 8 2
Step 5W Deteranne the apron thickness-
Apron thickness = 1,5 x d,,,
Minimum TW Maximum TW
Apron Thickness(ft.) 1,126 2.25
Designed By.-
Checked By:
Company-
]AREWIM
Project Name:
?Froiect No.:
Site Location (CityfTown)
Culvert Id.
T11111
Arica,
W 50"rr ».<
l: The d size is the niedian stone size in a well-gr2ded >» «, «:»:
ii !1 1 1111 ii ligi: 1111, !111,
wm■� y
Minimum TW Maximum TW
Minimum apron length, L,, (ft.) 15
Apron width at pipe outlet (ft.) 9 9
Apron shape
Apron width at outlet end (ft.) 18 3
Step 5. Determine the apron thickness.-
Apron thickness = 1.5 x d..x
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
Designed By-
Date:
Checked By.- Date-
Fifflt M
mme,
Step 3. Deterrullie apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used -in Step 2 -
Minimum TW Maximum TW
Fic u re B. 06a
5qgrg b
- UL
Riprap d5o, (ft.) 0.5
Minimum apron length, La (ft-) 12
Apron width at pipe outlet (ft .) 9 9
Apron shape
Apron width at outlet end (ft.) 15 3
Step 4. Determine the maximum stone chi apeter;
drr.ar
HTi
Max Stone Diameter, dmax (ft.) 0.75 1.5
Step 5. Determine the apron thickness.-
Apron thickness = 1,5 x dl...
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
It may be necessary to increase the size, of ri
nprap Where protection of the
channel side slopes is necessary (Appondiv 8.05). NXIere rorerfalls exist at
pipe outlets or flo" are excessive- a plunge pool should be considered, see
page &0&8
Jl;
tailwater condition (Tw<0.5 diameter)
Geotechnical Report
(Select Sheets)
z-
it
fi
14 MR130
MR
LE a Mn
*
NO:Y OR -jim-, Y
Dfl",VrLr� CORPO(,A77CW
G VNITA?i'l OR FC-R!4EF?LY
C, STATES CF ^EPMA
B_ 2160, PG_ 71
WC_ OF PAI,14_gr
D.E. 965, PC. I P.B. 99, pa 51
C, 2. a3
(CHA 7?,,A. CUNTY)
PX; 9792-35-0720
100' RIPARIAN FrR (CHAIIHAU COUNTY)
ot�7/
APE
CATCH A45VT OR
x
L6 ,9 1 . i - 4
30r EUF.R so, IT
VRcp INLEr
A
.
Eu E
HAN"CLE
OR RRE
27
V VTZIT�IILL BE 20 WVEF M,4.= OTHE11IMI
I,,,=
Y �17A UNE P,
AMD VAL W7
/*
T67
-E?-
N7DRAN7
HEAD IMLL
lyAFcF if-ro?
- -11 M mArNum
CF� 52--, PG: 569 PET 84 PC. 49
PIN. 0726-52 -5702
rVIATHAV COUNTY)
ll jO' WIFFER
Im
Im
lel
NOW OR FOPYETILY
WATERFORD STONSWER UC
D.E, I0039 FNa, 0716 P,&� 20031
pjN,. 0725-72-3181
I k e.
245
0-86-02S
APPROVED
To:CTIOFCARY
App_ b rata_
ptanr�f9 bat =.
"t.—
GRAPHIC SCAJ_E
C IN F= )
i—h -fm fL
TEST` BORING RECORD
TERRATKH
Depth
Description
fey
Water
Level
Slow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
Stiff tan, brown clay (CH) (RESIDUUM)
2
0
_g
2 -4 -7
3
4
5
50
4"
6
- _
7
50
S
1"
10
Partially weathered rock sampled as brown and
white fine to-medium sandy silt (ML)
50
2..
11
-
13
14
15
50
5
16.
-16.6
BORING TERMINATED
-
17
18
19
20
21
22
23
.24-
25
-
27
28
29
34
31
32
-
—
33
34
35.
Water Level 24 hr.. Boring Pprk ili d Upon. Completion TerraToi ec h Engineers, Inc. Raring Number- 13 -31(MH -111)
4905 Professional Court pro iIIaner: �zt os�o2ao
Water Levei l hr.: Not Hncountered Raleigh, 10C 276Q9 jieC
Date 'Driiieli. 4/2/07
sheet, 1 of 1
TEST BORING RECORD
TIRIATICH
Depth Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows ft
20 40 60 80
I Stiff brown silt (ML) (RESIDUUM)
2
•
3
-3
2 -4 -7
4 Very Hard brown fine sandy silt (ML)
5
-5.5
14- 32 -34
•
6.
7
SO
8
4"
9
10"
50
3"
1"1 Partially weathered rock smupled as brown fine
to medium sandy, silt (ML)
12
13
14 .
15
Sfl
2"
16
17
-17.1
18 AUGER REFUSAL -
19
21
22
23
24..
25
26
27
28
29
30-
31
.32
33
34
35-
Water Level 24 hr.: Boring Backfiiled Upon Completion- TletraToch EAgiueers, Inc. Boring Number. B -32 (Mli 112)
Water Level 1 hr. -Not Encountered 4905 Frofessionai Court Project Number: 121 -45 -40240
Ral Dkh, NC 27609
Date Drilled: 4i2M
Sheet: 1 of 1
TEST BORING RECORD
TERRATECH
u •n i v � n w i
Depth
Description
1316W.
Level
Level
1310
Counts
Standard Penetration Test
blows/ft
20 40 64 80
1
Loose brown clayey fine to medium sand (SC)
with wood fragments (RESIDUUM)
2
3
(Sample is 40% wood fragments)
_3
8--3 -3
•
.4—
Dense brown silty micaccous fine to medium
sand (SM)
5
5,g
19 -21 -24
•
-
6
7
8'
Hard brown fine to medium sandy silt (ML)
9 -14 -17
•
9
10
50
4"
11
12
13
.14
Farbally weathered rock sampled as brown fine
to medium sandy silt (ML)
50
2"
1s
16
17
18
19
-19.2
AU4aFR ICE!♦ USA2.
20
21
22
23
24—
25
26
.
27
-
-
28
29- -
30
31
32
33
34
..35
...
Watcr Level 24 hr.: Boring Backfslled Upon Completion Tere :TiAch Engineers, Inc. Boring Neeueber: B -33 (MH 113)
4905 Professional Court
Wu(er Level l ter.: Not Encountered 12a14gh, NC 27609 Project Ntimber: 121 - 05-00240
Datellrilled: 4/2/07
sheet: 1 of I
TEST BORING RECORD
TERRATECH
Depth Description
-
Elev_
Water
Level
Blow
Counts
Standard Penetration Test
Blows /ft
20 40 60 80
1 Stiff brown fine to medium sandy clay (CLj
2 (RESIDUUM)
•
3
_3
2 -4-7
4
5
50
5°
6 Partially weathered rock sampled as brown fine
7 to medium sandy silt (ML)
50
g
2"
9
10
BORING TERMINATED
II -
-10
50
011
12 : .
13
14
16
17
I8
19
.20.
21
22
23
24
25
26.
27
29
30
31
32
33
34
35
Water Level 24 hr.: Boring Baald;lledUpon Completion TerraTeoh. ngineers, Ync. Boring Number: B-34 (MI; -114)
4905 Professional Court
Water Lerel 1 hr.. Not Encountered 4905
KC 27609 project riTumber -121-05-402M
Rate DrilU. 3128107
Sheet: t of t
TEST BORING RECORD
TERRATKH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 80
I
Partially weathered rock sampled as brown
2
3
clayey fiixe to medium sand (SC) (RESIDUUM)
_3
50
2"
4
5
50
2
6
7
50
S-
9-
PartiaIly weathered rock sampled as brown fine
to medium sandy silt (ML)
I"
10
50
0"
11
12`
13-
-13.7
50
14
2"
BORING- TERMIINATED
15
.16
I7
18.
-
19
21
22
23
24
25
26
27
29
30
31
32
33
34
35
Water Level -24 hr.: Boring- Daekfilled Upon Completion TerraTech Engineers, iac. Boring Number.- 13-35 (MR -1IS)
1 hr.: e Nut Encounfcred 4905 Professional Court
V1 atr,Level "ei project Number; 121 os zo240
Ra1gh, NC .2<7609
Date Drilled: 3/28107
Sheet: 1 oil
TEST BORING RECORD
� e j
Depth
Qescription
Elev.
Water
ievel
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
Stiff brown -fine to medium sandy clay (CL)
2
3
(FZES1DUUM)
-3.
-
2-4 -7
•
4'
s
Partially weathered rock sampled as brown foie
50
6°
6
to medium sandy silt (ML)
7 -
54
8
0..
BORING TERMINATED
14
11
12
13
,
14
15
16
17
18
19
20
21
22
23
24
25
;
26
27
.28
.
29
.3Q
31
32
33
34
35
—
Water Level 24-hr:: Boring BaMilled Upon Completion TerraTech Engineers, Inc. Boring Number: B -36 QM-1 16).
4905 Professional Court
Water.Level1 hr.: Not Encountered je# � He 276fl9 ProjectN —ber: 121 -05 -40240
Date Drilled: 3/UM
Sheet.- 1 of 1
TEST BORING RECORD
TERUTICH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 80
I
Very firm white brown silty fine to Medium sand
2
(SM) (RESIDUUM)
•
3
-3
2 -7 -21
4
5
Partially weathered rock sampled as brown fume
sandy silt (ML)
-5.5
50
5..
6
7
Very hard brown fine sandy silt (ML)
8
g
31 -34-43
•
.
9
14
! l
Partially weathered rock sampled as brown fine
sandy silt (ML)
SO
011
12
13
14
15
-74.7
50
1,
13ORING TERMIKATF -D
16
17
18
19'
20
21
23
24
25
26- -
27
28
29
34
31
32- -
33
34,.
35
Water Level24 hr.: Boring $W*fflled Upon Cotapledou- TerraTech Engineers, Inc. Boring Number: B -37 (M4-117)
4905 Professional Coiut
Water Level Ihr.:'KotEacountered R.alelgls, NC 27609 Project Number; 121 -05 -40240
Date Drilled: 3128107
Sheet: i of 1
TEST 13ORING RECORD
TE.RRATKH
Depth
Description
Water
Level
Slaw
Counts
Standard Penetration Test
blows /fit
20 40 60 80
i
Stiff brown fine to medium sandy silt (ML)
2
(RESIDUUM)
-
-3'
3 -5 -7
0
3
4
5
Partially weathered rock sampled as brown fine,
to medium sandy silt fi
t (ML)
50
51•
5
-6:7
50
7
1
AUGER REFUSAL
8
9
10
11
12
13
14
15
i6
17
18
19
20
21
22
23
.
24
25
26
27
28
29
30
31
32—
33
34
35
Water Level 24 hr.: Boring Bwktillcdi Won Completion TerraTeeh Engineers, Inc. BuriogNumber: B-39 (MU -118) j
Water Level 1 hr.: Not Encountered 4908. Professional Court: Project Number: 121 - 05-40240
j Raleigh, HC 27609
Date Drilled: 31.29107
Sheet: 1 of 1
1
TEST BORING RECORD
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
24 40 60 80
i
Stiff brawn fine to medium sandy silt (ML)
2
(RESIDUUM) -.
O
3
_3
3 -4 -8
4
5
Partially weathered rock sampled as brown fine
m
to mediu sandy silt tom)
50
5
6
7
-7.7
50
8
2"
BORING TERMINATED
9
10
11
12
13
14
15
16
17
19
19
20
21
22
23
24
25
26—
27
28
29
30
31
32
33
34
Water Level 24 hr.: Boring Backfilled Upon Complb6n Te1C7CaTech Engineers, Inc. Baring Number. D- 39'GAR -119)
Water Level hr.. Not Encountered 4905 Professlonal Court Pruject Number; n1 -05 -40240
Raleigh, NV 27609
Date Drilled: 3128107
Sheet: l of i
TEST BORING k9CORD
TERRATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 80
1
Firm brown fmc to medium sandy silt (ML}
2
(RESIDUUM)
•
3
_3.
3 -4-4
q
Dense brown and white silty fare to medium
sand (SM)
5
-5.5
5 -12 -26
Partially weathered rock sampled as brown and
6
7—
S
white silty fine to medium sand (SM)
-7-
50
6..
BORING TERMINATED
9
10
11—
12
13
14
15
16
17
18
19
20
21
22
23
24.
25
26
27
28
29
30
31
32
33
34
35
Water Level 24 hr.: Baring Baakfilled Upon Completion Terra'Teck Engineers, Inc. Horing Number, 540 (MR -126)
49 Professional Court WaterLevell6r.: Not Encountered 05 Raleigh, HC 27609 Proiect Number: l2[- OS -4fl24tl
Date Drilled: 414107
Sheet: 1 of 1
TEST BORING RECORD
Wt in,
7.11_ ._ �'11
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
2Q 40 60 80
1
2
3
Firm brown and white clayey fine to medium.
sand (SC` (RESIDUUM]
4 -5 -7
4
5
8 -9 -10
6
-6.
BORING TERMINiATED
7
8
9
10
11
12
13
14
l.5
16
17
18
19
20
21
22
23
24
25- -
26
27
28
29
30
.
31
32
33
34
35
-
Water Level Z4 hr.: Boring Backfilled Upon Completion TerraTech gagineers,. -Inc, Boring Number: B41 (MH 12I)
Water Level I hr.: Not Encountered 4905 Professional Court project Number_ 121 -0540244
Raleigh, NC 27609
Date DrMed: 412107
Sheet: I of 1
TEST BORING RECORD
TIRUTECH
Depth
Description
E1ev,
Water
Level
Blow
Counts
Standard Penetr ation Test
blows /ft
20 40 54 80
I-
Very stiff brown Cute to medium sandy silt (ML)
I
2-i
(RBSIDUUM)
-3
4 -7 -11
.
L
—fl
3
4
Partially weathered rock sampled as brown fine
to medium sandy silt (ML)
50
W
5
7
Very hard brown fine to medium. sandy silt (ML)
;
_g
26 -29 -36
•
8
13ORING TERMINATED
9
10
11
12
13
14
}.5
.16-
17
18
19
20-
21
22-.
23
24 -
.
26
27
28
29
30-
31
-
32
33
U34
-
-
Witter Level 24 hr.: Boring Bad&lled Upon Completion TerraTabh'Englueers, Inc. Boring Number: B-42 (MR-122)
4905 Professional Court
Water Level 1 Project Numbcr: Y21-05-4024f) &r.: Not Encountered Raleigh, NC 27609
Date Drilled:AIV07
Skeels I of I
TEST BORING RECORD
TERRATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 80
1
Very firm tan and gray silty fine to medium sand
2
(SM) (RESIDUUTA)
•
3
-3
4 -10 -14
4-
Hard brown and grey fine to medium sandy silt
5
(ML)
15 -14 -25
•
6
-6c5
BORING TERMINATED
7
8
_
9
xo
=
lI
12
13
14
15
16
17
19 .
20
21
22.
23
:24
25
26
27
28.
29
so---
31
32
33
34
35
Water Level -24 hr.: Boring Backfilled Upon Cotnple,4orn ' TerraTech Engineers, Ina. Boring Number: B .43 (MH- -123).
4905 Vrgfessional Court
Wgter Level 11tr.: Not Encountered R Aleigh, NC 27603 Project lvumher: 121-05-40240
Date Drille& 4007
Sheet: 1 of 1
TEST BORING RECORD
TERMTECH
Depth
Description
Elev,
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 8o
1
Stiff brown fine to medium sandy silt (ML)
2
3
(RESIDUUM)
-3
4 -5-6
4
5
50
6
Partially weathered rock sampled as brown fine
7
to medium Saady silt (ML)
50
S
3"
9-
1Q "
104
5Q
2"
11
BORINb TERMINATED
. 12 '
13
14
15
16
17
18
.
19
20
21
22
23
24
25
..26
27
28
29
30
31
32
33
34
. 3S
WaterLevel'24 hr.. B666gifu&filied Upon Completion - TextaTech Engineers, Inc. Boeing Number: B 44 (MU -124)
Water Level 1 hr.: NotBneauntered 4905 Professional Court Raleigh, IBC 2,7609 l?rojectNumhm_ 121(35 40240
Date Drifted: 412107
sheet: 1 of I
N
TEST BORING RECORD
TERRATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
I.
Loose brown silty micaceous fine to medium
2
3
sand (SM) (RESIDUUM)
-3
3 -5 -5
A
4
5
Partially weathered rack sampled as brown
clayey fine to medium sand (SC) .
-5,5
50
6"
6
7
Hard brown fine to medium sandy silt.(ML)
9 -22 -23
O
8
9
9
I30FJNQ TERMINATED
10
'
11 ,
12
13 "
14
15
lb
17
1$
19
20
21
23
24
25
26
27
28
29
30
31
32
33
34
35
WaT'er Level 24 hr -, Boriug Baekfilled Upon Completion terra.Teah Engineers, Inc. Boring Number: B45 (MH- 125)
4905 Professional Court
Water level 1 hr.: Not Fticountered Raleigh, NC 27609 Proieet Number: 121-05 - 40240
Date Drilled; 412107
Sheet: 1 of I
iV .
TEST BORING RECORD
TERRATECH,.
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
Stiff brown and gray clay (CL) (RESIDUUM)
2
4--4 -5
•
3
•
5
12 -37 -41
6
7-
Very hard brown and, gray f te sandy silt L)
27 -36 -44
9
10..
20 -28 -30
11
,12
12
13
14-
15-
Partially weathered rack sampled as brown fine
sandy sift (ML)
54
.5"
16
17
17:5
50
18'
OS
13ORING TORMINA` ED
19
20
21
22
23
.24
25
26-
27
28
29
30
31
32
33
34
35
.
Water Level 24 hr : Boring Backfilled Upon Completion - TerrnTecF�.Engineers, Inc. Boring Number; B46 (MU- 128)"
Water Level l hr- Hof EnCOVntered 4905 Prpfessional Court Project Number. 921 - x5.40240
lisleigh, NC 27609
Date Drilled: 413107
Sheet: 1 of i
Vr//
I
TEST BORING RECORD
TERUTICH
Depth
Description
E1ev,
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 $0
1
Stiff brown fine to medium sandy micaceous silt
2
(ML) (RESIDUUM)
•
3
-3
3 -5 -9
4
5
50
6"
6
7
.50
8
Partially weathered rock sampled as brown and
.5
9-
white fine to medium sandy silt (ML)
10
50
5..
11
.
12
13
14-.
-] 4.4
50
15
0"
AUGER REFUSAL
.16
17
>�
19
2Q
21
22
23
24
.
25
26
27
28—
29
30
31
32 .
33
34
35
..
Water Level 24hr __ Boring Baailled Upon Comgietion TBrraTedh-E.9"rs.Iue. Buriag Number: B47 (MR-129)
4905 Professional Court
Water Level 1 hr.: Not Eueauntereci Raleigh, NC 27609 Pruisce ivumaer: i21 05 aozao
Date Drilled: 412107
Sheet: l of l
TEST BORING RECORD
TERRATECH
p u r_ i wt c a o c s s.s
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 50 80
1
Stiff tan fine to medium sandy clay (CL -CH)
2
(RESIDUUM)
-3
3 -5 -5
•
3
4
Very hard brown fine to medium sandy f7t
5
-5.5
29 -37-38
6
7
54
8
sit
9
I()—
Partially weathered rack sampled as brown fine
to rnedium sandy silt (ML)
53„
li
12
13—
14
15
-
-15.2
50
1"
AUGER REFUSAL
16
17
18
19
20
.
21
22
23
24—
25
26
27
28
29
30
31
32
33
34
35
Water L6vel2fh r.- Baring Baokfilled Upon Completion TerraTechEnginleers,Inc. Soring Number: B-48(MR -130)
Wafer Level t 6r.: Ngt;Bncountued 4905 Professional Court project Number: 121 -05 -40240
Raleigh, KC 27609
Date Drilled: 4/2!07
Sheet: l of 1
TEST BORING- RECORD
i
Depth
Description
V.
Water
Lerrel
Blow
Counts
Standard Penetration Test
blows /ft
20 4fl 6i) 80
1
Stiff brown fine to medium sandy silt (ML)
2
(RESIDUUM)
0
3
_g
-
4 -5 -7
4
5
Paf:tially,rveathered rock sampled as brown axed
gray fine to medium sandy slit (ML)
-5.5
50'
5..
BORING TERMINATED
6-
7
8
9
-
11
12
13
14
15 .
16
17
18
19
20
21
22
23,
24
25
.26
27
-
28-
29
31
33
34
35
Water Level 24 hr.: BotingiackF[led Upon Completioh, TerraTech Enghiaers, Inc. Borlag Number. B49 (MR -131)
4905 Professional Court
Water Level l hr.. Not;Encouutered Raleigh, NC `�7609 Yrujact Nuxnber:12t- ,05-40240
Date Drilled: 413107
Sheet, 1 of 1
}
Water Level 24 hr.-. Boring 13acisfilled lJpon Completion
Tcj7RTdchEst neeTS,IttC. Boring Number: 13-59(MH -132)
4906 Professional C011Ct Project Number: 121-5. 40244
Water Level i hr.: Not Encountered gal9;gtx, KG 27609
Date Drilled: 413107
Sheet: 1 of 1 .
'I''EST BORING RECORD
TERRATECH
Depth
De6cription
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
2-
50
3
6
4
6
Partially weathered rock sampled as brown. and
white fine to medium sandy silt (ML)
50
7
(RESIDUUM)
50
9
10 .
50
X
i1
12
-12.5
50
13
V
130PJNG TERbUNATED
14
15
16
17
18
19
21
22
_
23
24
25
26
27
28
29
30
31
32
33
34
35
Water Level 24. hr._ During D8ekfilledUpmComplerian TerraTecb.Fagineers, Inc. BQringNumber: B -51 (MR-133)
4908 rofessional Court
Water Leyelt hr.:ITatEncounlered 1#g elgli, HC 2'7609 ProjecsNumUcr 121- 05110240
Date Drilled: 4141117
Sheet: l of 1
'T'�ST BORING kkCCRD
TERRATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
Very stiff brown fine to medium sandy silt (ML)
2
(RESIDUUM)
0
3
-3.
7 -12 -15
4
5
50
6"
6
7
50
$
6"
9''
10—
11
Partially weathered rock sampled as brown and.
gray fine to medium sandy silt (ML)
50
3"
12
-
-
13
14
15
50
2"
16
17
-18
50
BORING TERMINA`T`ED
19
20-.
21
22
23
24
25
27
28
29
30
31
32
33
34
35
Water Level 24 hr.. Baring'Bkkfilled Upon Cnmpletion TeMTech Engineers, Ine. Boring Nnmber: B -52 (MR -134)
4905 Professional Court
'Water Level I hr.: Not Encounterad Iialeigti, KC 27609 Project Number: 121- 0540240
Dote Drilled: 413V
Sheet: 1 of I
TEST BORING
RECORD
TERRATKH
Depth
Description
>ile.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 60
1
'Very stiff brown. fine to medium sandy clay (CLt
2
(FILL}
_g
4 -7 -10
•
3
4
Partially weathered rock sampled, as gray s4ty
fine to.medium sated (SM) (RESIDUUM)
50-
fi
-
7
50
R-
9—
10
Partially weathered rock sampled as brobvn. 'flne
to Medium sandy sft (ML)
50
5"
11
12
13
14
15
14:7
50
AUGER R'SFUBAL
16
1'7
-
19
.24
21
22
23
24
25
26—
27
28
29
30
31
32--
:., .
33
34
35—
W1ter Leyc! 2d' hr -: Boring Backfilled Upon CompieYitin:: TertaViiah-Englueers, 11kc. Boring Number. B -53 (MH -135)
4905, professioual Court Project Numder: i21 -45 T0240
Waicr Lci el i hr.: loot Encountered Raleigh, -NC 27809 �
Date Drilled: 413/07
Sheet:1 of 1
V
''SST BORING RECORD
-
TERTECH
Water
Blow
Standard Penetration Test
Depth
Description
Elev.
Level Counts
blows /ft
20 40 60 80
1 Stiff brown.clay (CL) (RESIDUUM)
2
- -3
3-4- -6
O
3
4
50
57 Partially weathered rock sampled as tan brown
6"
6 fine to medium sandy silt (ML) .
7
50
6 >,
9 BORING TERMINATED
12-
14
15 -
16
17
18-
19
20
21
22
23
24
25
.26-
27
29
.30
31
32
33
34
35
Watefr Levet24,hr.; Botiog Backtined Upon Completion -- TexrgTe ch Bnglneers, Inc.
Beflag Number: B -54 (Mkt -138) .
4966 Proressional Court
Water Level I iir.: t. b ucountemd zaleigii, KG 27609
Pro] ed Number: 121 -05 -40240
Date Drilled: 4/3/07
Sheet: 1 of 1
TEST BORING RECORD
TERRATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard' Penetration Test
blows /ft
20 40 60 80
.......,...
1
2
50
3
6„
4
5
50
6"
7
Partially weathered rock sampled as brown fine
to medium sandy silt, JML) (RESIDUUM)
50
2,,
9
-
50
10
1..
11
12
13
14
-14.5
50
15
0.5"
BORINd TERMINATED
16
17
18
19
2.0
21 "
22
"
23—
24
25
26--
27
29
30..
.
31
32
33
34
Water 1,evis -24 hr.: Bering Backflled Upon Completion TerraTooli EngWeers, Inc. Baring Number: B -55 (MH -739)
4905 Professional Court ectNum6er:121 o5�tcf2a0
Water Level I hr.: NoCEncountered k2aleiglt, He 2 Project
Date Drilled: 413107
Sheet: I of I
TES's` BORING RECORD
TERRATECH
Depth
Description
E.
Water
Level
Blow
Counts
Standard Penetration Test
blows /ft
20 40 60 80
1
Very dense purple and brown silty fine to
2
medium sand (SM) (RESIDUUM)
0
3
_3
7 -19 -34
4
5
Partially weathered rock sampled as purple and.
brown silty Ane to medium sand,(SM)
50
6"
6-
7 -
-7-5
50
S
2"
BORING TERMINATED
9
11
12
13
14
15
16-
17
1$
19
20
21
22-;
23
24
25
26
27
28
29
30
31
32-
34
.
35-
Water Level 24hr.- BorFt"sgBackfiltedCTponCompletion TerraToohXugWeere,Ixic. 0oringNum4er:13- 56(M11 -140)
Water Level 1 hr.: biot,8ncountercd 4905 Professional Coin
Raleigh, NC 27609 Project Number: 121-35 -40240
We Drilled: 413107
Sheet: 1 of
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 5.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -1 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/21/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
SURFICIAL ORGANIC SOIL
0.5
NATIVE SOIL: Soft, wet, orange -tan silty clayey
SAND (SC).
2.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
light gray silty SAND.
5.0
Test pit terminated at 5.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 10.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -2 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.0
NATIVE SOIL: Soft, wet, red sandy silty CLAY (CL).
2.5
Moist, reddish brown sandy clayey SILT (ML).
8.0
PARTIALLY WEATHERED ROCK: Sampled as
reddish brown sandy SILT /silty SAND.
10.0
Test pit terminated at 10.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 3.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -3 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
Stockpiled Material
FILL: Wet, fairly clean with mix of sandy silty
CLAY (CL) and Triassic rock fragments.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 5.5'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -4 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
SURFICIAL ORGANIC SOIL
0.8
NATIVE SOIL: Wet, orange -tan highly plastic CLAY
(CH).
2.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
red -brown sandy clayey SILT.
5.5
Test pit terminated at 5.5 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 3.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -5 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
Stockpiled Material
FILL: Wet, tan and brown sandy silty CLAY (CL)
with roots and organics.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 6.5'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -6 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.0
NATIVE SOIL: Soft, wet, orange -brown plastic
CLAY (CH).
2.5
Moist, reddish brown clayey silty fine SAND (SM).
6.0
6.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
reddish brown silty SAND.
est pit terminated at b.b teet due to hardF
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 4.5'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -7 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
0.8
NATIVE SOIL: Soft, wet, orange -tan plastic CLAY
(CH).
3.0
Moist, brown, tan and orange sandy silty CLAY
(CL).
4.0
4.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
reddish brown sandy clayey SILT.
est pit terminated at 4.5 teet due to ar
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 7.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -8 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.0
NATIVE SOIL: Soft, wet, orange, tan and light gray
silty plastic CLAY (CH).
3.5
Moist, brown sandy silty CLAY (CL).
6.0
PARTIALLY WEATHERED ROCK: Sampled as moist,
reddish brown clayey silty SAND with weathered
0
rock fragments.
est pit terminate at eet due to ar
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 5.5'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -9 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.0
NATIVE SOIL: Soft, wet, brown plastic CLAY (CH).
2.5
Moist, reddish brown silty fine to medium SAND
(SM).
4.5
PARTIALLY WEATHERED ROCK: Sampled as
reddish brown silty SAND.
5.5
Test pit terminated at 5.5 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 8.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -10 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.3
NATIVE SOIL: Wet to very moist, red, tan and
orange silty SAND (SM).
4.5
Very moist, pink -brown silty SAND (SM).
7.5
g•0
PARTIALLY WEATHERED ROCK: Sampled as very
moist, light gray and brown silty SAND.
est pit terminated at 6.0 teet due to ar
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 11.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -11 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.0
NATIVE SOIL: Wet, tan - orange silty plastic CLAY
(CH).
3.0
Moist, red - maroon sandy silty CLAY (CL).
5.0
Moist, light gray silty SAND (SM).
6.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
light gray silty SAND.
10.0
PARTIALLY WEATHERED ROCK: Sampled as moist,
red - maroon clayey fine sandy SILT.
11.0
Test pit terminated at 11.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 12.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -12 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
0.8
NATIVE SOIL: Wet, tan silty SAND (SM).
3.0
Wet, orange silty SAND (SM).
5.0
Wet, orange -red sandy silty CLAY (CL).
10.0
PARTIALLY WEATHERED ROCK: Sampled as moist,
pink -brown silty SAND.
12.0
Test pit terminated at 12.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 5.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -13 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
1.0
NATIVE SOIL: Soft, wet, orange -brown plastic
CLAY (CH).
2.5
Moist, reddish brown sandy silty CLAY (CL).
3.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
pink and light gray silty SAND.
5.0
Test pit terminated at 5.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 4.5'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -14 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
0.7
NATIVES IL: Wet, orange -tan silty clayey SAND
(SC).
2.5
Very moist, pink and brown silty SAND (SM).
4.0
4.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
pink silty SAND.
est pit terminated at 4. eet ue to ar
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 3.5'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -15 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
SURFICIAL ORGANIC SOIL
0.8
NATIVE SOIL: Soft, wet, orange -brown sandy silty
CLAY (CL).
2.0
Moist, reddish brown silty sandy CLAY (CL).
3.0
3.5
PARTIALLY WEATHERED ROCK: Sampled as
brown silty SAND.
est pit terminate at eet ue to very ar
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 6.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -16 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
SURFICIAL ORGANIC SOIL
0.7
NATIVE SOIL: Soft, wet, brown - orange plastic
CLAY (CH).
3.5
Moist, reddish brown sandy silty CLAY (CL).
4.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
brown silty CLAY.
6.0
Test pit terminated at 6.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 6.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -17 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
SURFICIAL ORGANIC SOIL
0.7
NATIVE SOIL: Soft, wet, reddish brown clayey
elastic SILT (M H).
3.5
Very moist, reddish brown sandy clayey SILT
(ML).
4.5
PARTIALLY WEATHERED ROCK: Sampled as moist,
pink -brown silty SAND.
6.0
Test pit terminated at 6.0 feet due to very hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 5.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -18 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
SURFICIAL ORGANIC SOIL
0.8
NATIVE SOIL: Soft, wet, reddish brown clayey
elastic SILT (M H).
2.5
Very moist, reddish brown sandy clayey SILT
(ML).
3.5
PARTIALLY WEATHERED ROCK: Sampled as
red -brown clayey silty SAND.
5.0
Test pit terminated at 5.0 feet due to hard
digging.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
Client: Standard Pacific Homes
Project: Stonewater Subdivision
City /State: Cary, NC
Total Depth: 3.0'
Test Pit Location: See Location Plan
TEST PIT LOG
Test Pit: TP -19 (1 of 1)
Drilling Method: Test Pit
Hammer Type: Komatsu 200 LC
Date Excavated: 3/22/13
Driller: W. Harrelson
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
Stockpiled Material
FILL: Wet, fairly clean with mix of sandy silty
CLAY (CL) and Triassic rock fragments.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
This form must be completely filled out, printed, initialed, and submitted
Project name
Contact name
Phone number
Date
Drainage area number
The purpose of the LS -VFS
Stormwater enters LS -VFS from
Type of VFS
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in /hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Design storm
Maximum amount of flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
The Piazza at'Stonewater
Shayne Leathers
919 - 678-0035
November 13 2013
3
SW Rule 10 -year drawdown from Wet Pond
A BMP
Engineered filter strip (graded & sodded slope < 8 %)
ft
Do not complete this section of the form.
ftz
Do not complete this section of the form.
%
Do not complete this section of the form.
Do not complete this section of the form.
cfs
Do not complete this section of the form.
min
Do not complete this section of the form.
in /hr
Do not complete this section of the form.
cfs
Do not complete this section of the form.
Pick one
cfs
Do not complete this section of the form.
(Y or N)
Do not complete this section of the form.
Pick one
1 cfs
64.3 cfs
10 cfs
1 cfs
y (Y or N)
Flow splitter within BMP -3 Riser
Form SW401 - LS -VFS - 29June2012 - Rev.10 page 1 of 3
LS -VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
(Y or N)
(Y or N)
ft
ft
ft
ft
ft
ft /sec
Pick one
(Y or N)
(Y or N)
o r
i 1
B IF
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 2 of 3
sq ft
in
in
10
ft /cfs
10
ft
24
ft
30
ft
287.76 !
fmsl
28600 !
fmsl
5.87
%
N
(Y or N) OK
N
(Y or N)
(Y or N)
(Y or N)
ft
ft
ft
ft
ft
ft /sec
Pick one
(Y or N)
(Y or N)
o r
i 1
B IF
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 2 of 3
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met,
attach justification.
Requried Item: Initials
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Page or plan sheet number and any notes:
Form SW401 - LS -VFS - 29June2012 - Rev.10 page 3 of 3