20141236 Ver 1_Stormwater Info_20141202

STORMWATER AND EROSION CONTROL
'NARRATIVE AND
SUPPORTING CALCULATIONS
Hempstead at Beaver Creek
'Town of Apex, North Carolina
November 6, 2014
Prepared for:
NVR Ryan Homes
14,01 Sunday Drive, Suite 1 11
Raleigh, North Carolina 27607
Prepared By:
v MCMM &CREED
v
1730 Varsity Drive, Suite 500
Raleigh, North Carolina ,27606
Phone: [phone]
Fax: [phone]
M&C Project No. 06631 -0002
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PROJECT DESCRIPITON
The purpose of the project is to construct a 193 unit townhome community within the Beaver
Creek Crossings Shopping Center development in Apex, North Carolina: The community Will
have two access points for residents, one off of Creekside Landing Drive and the other off of
`Chapel Ridge Road. Construction access is restricted to Creekside Landing Drive.
The impervious footprint of the site is approximately 10.60,acres
SITE DESCRIPTION
The existing 24.31 acre site is comprised of approximately 16.64 acres of seeded /grassed area
and 7.67 acres of wooded area. The seeded /grassed portion of the site has previously been
rough graded and envelopes the northwestern area of-the site. This area slopes moderately
(2 % -3 %) from west to east towards"Beaver Creek. The wooded, southeastern ;portion of the site
slopes more severely (8 % -15% and higher) towards Beaver Creek, which provides a natural
parcel divide along a portion of the eastern boundary of the site.
ADJACENT PROPERTIES
The,project site'is bound to the north by Beaver Creek Shopping Center, Phase III. The site is
bound to the south and °West by Chapel Ridge Subdivision. The site is bound to the east by
Beaver Creek and Beckett Crossing Subdivision.
STORMWATER IMPROVEMENTS
A stormwater wet detention pond has been designed based upon the guidelines detailed in the
North Carolina Division of Water Quality's "Stormwater Best Management Practices Manual
The pond has been designed to remove `85% of the Total Suspended Solids (TSS) and to
attenuate post- development runoff rate`s to a value at or below pre - development rates for the
1 -year, 24 -hour storm event Further, as required by Town of Apex guidelines, the pond has been
designed to attenuate post - development runoff rates to a value at or below, pre-development
rates for the 10 -year, 24- hour,storm event In, addition, as required per regulations, a level"
spreader has been provided to disperse low flows into and across the adjacent 50' riparian
buffer. A high -flow bypass will direct larger flows directly into the stream.
STORMWATER CALCULATIONS
H droCAD Results - Pre /Post Summary
Predevelopment
Postdevelopment
Return Period (Yr)
Runoff (cfs)
Discharg_e,from
gMPs cfs
1
12.44
12.06
10
45.92
43.08

SOILS
According to the Wake County Generalized Soil Survey, the soils located.on the,site are
classified as Altavista fine sandy loam, 0 to 6 percent slopes (AfB); Creedmoor sandy loam, 2 to 6
,percent slopes (CrB2); Creedmoor sandy loam, 6 to 10 percent slopes (CrC2); Granville sandy
loam, 6 to 10 percent_ slopes (GrC); Granville sandy loam, 1`0 to 15 percent slopes (GrD); Water
(W); Wehadkee and Bibb sods, 0 °to 2 percent slopes (WOA); and Worsham.sandy loam, 0 to 3
percent slopes (WyA)
The following soil descriptions are associated with the sods found on the site:
AfB - Altavista fine sandy loam, 0 to 6 percent slopes - often found in the southern piedmont
and coastal plain, along stream terraces,, Permeability is moderate and the, -soils are
,moderately well drained. the seasonal high water is perched at a depth of 18 to 30
inches.
CrB2 - Creedmoor sandy loam, 2 to 6 percent slopes - often found in the Piedmont uplands.
Permeability is very slow and ,the-,Soils are moderately well drained and somewhat poorly
drained. The seasonal high water is perched at a depth of'3 to 6 feet.
CrC2•- Creedmoor sandy loam, 6 to 10 percent slopes - often found in the 'Piedmont
uplands. Permeability is very slow and the sods are moderately well drained and
somewhat poorly drained. The seasonal high water is perched at a depth of 3 to 6 feet.
GrC - Granville sandy loam, 6 to 10 percent slopes - often found in the Piedmont uplands.
Permeability is moderate and the soils are wel[drained.
GrD - Granville sandy loam, 10 to 15 percent slopes - often found in the Piedmont uplands.
Permeabdity,is moderate and the sods are well drained.
WoA - Wehadkee and Bibb sods, 0 to 2 percent slopes, —often found ,on flood plains along
streams that drain from the mountains and piedmont Permeability is moderate, and sods
are poorly drained.
WyA - Worsham sandy loam, 0 to 3 percent slopes - often found in depressions, at the heads
of drains, ,at the base of slopes, and on upland flast in the Piedmont Plateau.
Permeability is very slow and soils are poorly drained. The seasonal high water is perched
at 0 to 12 inches.
PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE /EXIT
Temporary gravel construction entrances'/exits will be installed at the existing end of
pavement locations along Briar Chapel Parkway and Boulder Point Drive to provide a
buffer area for construction vehicles to drop mud and sediment to avoid transporting it
onto public roads
2. SILT FENCE
Silt fence will be used' in natural outfall areas to prevent any,sedimenit from,leavmg the
site

3, SILT FENCE OUTLET
Silt fence outlets are to be used in low areas to allow a drainage point through silt fence
areas such as to relieve pressure from water held behind silt fences
4. HARDWARE CLOTH AND GRAVEL INLET PROTECTION
Hardware cloth & gravel inlet protection will be installed around all new storm drainage
inlet structures installed during construction LOf the project. These devices are used to
keep sediment laden water out of the storm drainage system such that no, or very little,
sediment is introduced to natural drainageways
5 TEMPORARY DIVERSION DITCH
Temporary diversion ditches Will be installed to direct water into.existing skimmer
sediment basins. They will be maintained by the contractor until approved to be
removed.
6 CHECK, DAM
Stone check dams will be provided within temporary diversion ditches where velocities
exceed established erosive velocities.
7. SKIMMER SEDIMENT BASINS
Existing skimmer sediment basins will be mucked out, repaired and brought to original
design,standards,to retain sediment on the construction site,and prevent sedimentation
in the surrounding area. Basins'will be maintained °by contractor,until,approved to be
removed.
8. RIPRAP OUTLET PROTECTION
Riprap outlet protection will be used at'the outlet of all stormwater discharge into natural
ground and drainageways to dissipate the energy from concentrated runoff and reduce
the scour potential.in vegetated areas.
9 TEMPORARY'SLOPE STABILIZATION
Temporary erosion control matting will be installed on all slopes greater than ten feet to
stabilize fill slopes.
10 TEMPORARY AND PERMANENT SEEDING
Temporary and permanent seeding will be used to form a dense ground cover to reduce
sod loss from exposed slopes.
11 TEMPORARY SLOPE DRAINS
Slope drains will be installed where diversion ditches enter sediment basins to convey the
water and' prevent erosion of the basins�slopes

MAINTENANCE CONSIDERATIONS
Contractor shall be responsible for periodic inspection and maintenance of all indicated erosion
control devices. In addition, inspection and any necessary maintenance will be required
immediately following any significant storm event. Any measure that fads to function as
intended shall be repaired immediately. Upon completion of construction, the property owner
shall be responsible for site maintenance.

11
CALCULATIONS

S
Pre - Development
Subcat Reach on Link
(2S)
Post-Development
3P
Hempstead BMP

'2014.11.06.BMP Routing Type 11 24 -hr 1 -Inch Rainf611=4 00"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD®10 00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Paae 9
Summary'for Pond 3P: Hempstead BMP
Inflow Area = 20 460 ac, 51 22% Impervious, Inflow Depth > 0 17" for 1 -Inch event
Inflow = ,5 35 cfs @ 12 04 hrs, Volume= 0 295 of
Outflow '0 14 cfs @ 19 77 hrs, Volume= 0 083 ,af, Atten= 97%, Lag= 463 7 min
Primary = 0 00 cfs @ 5 00 hrs, Volume= 0 000 of
Secondary = 0.14 cfs @ 19 77 hrs, Volume= 0 083 of
Tertiary = 0 00 cfs @ 5 00 hrs, Volume= 0 -000 of
Routing by Stor -Ind method, Time Span= 5 00 -20 00 hrs, dt= 0 05 hrs
Peak Elev= 311 96' @ 19 77 hrs Surf Area= 21,701 sf Storage= 9,258 cf
P lug- Flow, detention time= 254,8 min calculated,'for 0 083 of (28% of inflow)
Center -of -Mass det time= 143 0 min ( 976 0 - 833 1 )
Volume Invert Avail Storage Storage Description
#1 311,50' 143,295,cf Custom Stage Data (Prismatic)bsted below (Recalc)
Elevation - Surf Area Inc Store Cum Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
31'150, 18',321 0 0
31200 21,974 10,074 10,074
31300 24,214 23,094 33,168
31400 26,1,53 25,184 58,351
31500 27,586 26,870 85,221
31600 29,026 28,306 113,527
31700 30,510 29,768 143,295
Device Routing Invert Outlet Devices
#1 Primary 306 50' 24.0" Round Culvert
L= 63 5' RCP, square edge headwall, Ke= 0 500
Inlet / Outlet Invert= 306 50'/ 303 00' S= 0 0551 T Cc= 0 900
n= 0 013, Flow Area= 3 14 sf
#2 Device 1 313 20' 36.0" W x 3.6" H Vert. Orifice /Grate C= 0 600
#3 Device 1 313 50' 48.0" x 48.0" Horiz. Orifice /Grate C= 0 600
Limited to weir flow at low heads
#4 Secondary 311 50' 3:0" Vert. Orifice /Grate C= 0 600
#5 Tertiary 315 50' 50.0' long x 22:0' breadth Broad - Crested Rectangular Weir
Head (feet) 0 20 0 40 0 60 0 80 1 00 1 20 140 1 60
Coef (English) 2 68 2 70 2 70 2 64 2 63 2 64 2 64 2 63
P.r"imary OutFlow Max =O 00 cfs @ 5 00 hrs HW =311 50' (Free Discharge)
1•- = Culvert (Passes 0 00 cfs of 30 25 cfs potential flow)
2 =Orifice /Grate ( Controls 0 00 cfs)
3= Orifice /Grate ( Controls,0.00 cfs)
econdary OutFlow Max =O 14 cfs @ 19 77 hrs HW =311 96' (Free Discharge)
= Orifice /Grate (Orifice Controls 0 14 cfs @ 2 80 fps)
librtiary OutFlow Max =O 00 cfs @ 5 00 hrs HW =311 50" (Free Discharge)
L-5= Broad - Crested Rectangular Weir( Controls, 0 00 cfs)

2014.11.06.BMP Routing Type 11 24 -hr 1 -Inch Rainfall = 1.00"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD® 10.00 s/n 04927 @2011 HydroCAD Software Solutions LLC Page 10
N
V
O
LL
Pond 3P: Hempstead BMP
Hvdroaraoh
0.00 cfs
5 6
7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
C= Outfl
❑ Primary
r] Secondary
■ Tertiary

2014.11.06.BMP Routing Type 1124-hr 9 -Yr Rainfall= 2.87"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Pre - Development
Runoff = 12.44 cfs @ 12.16 hrs, Volume= 0.963 af, Depths 0.57"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall =2.87'
Area (so CN Description
891,249 70 Woods, Good, HSG C
891,249 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 1S: Pre - Development
Hydrograph
13- 12.44 cfs
12 Type II 24 -hr
11 1 -Yr Rainfall= 2.87"
10 Runoff Area = 891,249 sf
9 Runoff Volume =0.963 of
8-
Runoff Depth >0.57"
LL
: 6 7 Tc =20.0 min
5 CN =70
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2014.11.06.BMP Routing Type// 24 -hr 1 -Yr Rainfall = 2.87"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post - Development
Runoff = 48.02 cfs @ 12.02 hrs, Volume= 2.441 af, Depth> 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall =2.87'
Area (so
CN
Description
434,734
74
>75% Grass cover, Good, HSG C
456,515
98
Paved parking, HSG C
891,249
86
Weighted Average
434,734
48.78% Pervious Area
456,515
51.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
❑ Runoff
50 48.02 cfs
45 Type II 24 -hr
1 -Yr Rainfall= 2.87"
40 Runoff Area = 891,249 sf
35 Runoff Volume =2.441 of
30 Runoff Depth >1.43"
0
25- Tc =10.0 min
LL
20 CN =86
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2014.1'1.06.BMP Routing Type 1124 -hr 1 -Yr Rainfall= 2.87"
Prepared by McKim & Creed Printed 11/6/2014
HydroCADO 10 00 s/n 04927 © 2011 HydroCAD Software�Solutions LLG Paae 1,4
Summary forftnd 3P: Hempstead BMP
Inflow Area = 20 460, ac, '51'22% Imperviou "s,, Inflow Depth > 1 43" for 1 -Yr event
Inflow = 48 02 cfs @ 12.02 hrs, Volume= 2 441,af'
Outflow = 12 06 cfs @ 12 24 hrs, Volume= 1 489 af, Atten= 75 %, Lag= 13 4 min
Primary = 11 71 cfs @ 12 24 hrs, Volume= 1 263 of
Secondary = 0 35 cfs @ 12 24 hrs, Volume= 0 226 of
Tertiary = 0 00 cfs @ 5 00 hrs,, Volume= 0 000 of
Routing by Stor -Ind method, Time Span= 5.00 -20 00 hrs„ dt= 0 05 hrs
Peak Elev= 313 80'@,12 24 hrs Surf Area= 25,774 sf Storage= 53,276 cf
Plug -Flow detention time= 151:6 min calculated for 1 489 of (61 %of inflow)
Center -of -Mass det time= 77 3 min ( 863 8 - 786 4 )
Volume Invert Avail Storage Storage-Description
#1 311 50' 143,295 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf Area Inc Store Cum Store
(feet) (sq =ft) (cubic -feet) (cubic -feet)
311 50 18,321 0 0
312.00 21,974 10,074 10,074
31300 24;214 23;094 33,168
31400 26,153 25,184 58,351
31500 27,586 26,870 85,221
31600 29,026 28,306 113,527
31,700 30;510 29,768 143,295
Device Routing _ Invert Outlet Devices
#1 Primary 306 50' 24.0" Round Culvert
L= 63 5' RCP, square edge headwall, Ke= 0 500
Inlet / Outlet Invert= 306 50'/ 303.00' .S= 0 0551 T Cc= 0 900
n= 0 013, Flow Area= 3 14 sf
#2 Device 1 313 20' 36.0" W x 3.6" H Vert. Orifice /Grate C= 0 600
#3 Device 1 313 50' 48.0" x 48.0" Horiz. Orifice /Grate C= 0 600_
Limited to weir flow at low heads
#4 Secondary 311:50" 3.0" Vert. Orifice /Grate C =, 0 600
#5 Tertiary 31'5 50' 50.0' long x 22.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0 20 0 40 0 60 0 80 1, 00 1 20 140 1.60
Coef (English) 2 68 2'70 2 70 2 64 2 63 2 64 2'64 2,63
Primary OUtFlow Max =11 62 cfs ,@ 1-2 24 hrs HW =313'80' (Free Discharge)
t-� =Culvert (Passes 1162 cfs of 37 98 cfs potential flow)
2 --Orifice /Grate (Orifice Controls 2 90 cfs @ 3 23 fps)
3- Orifice /Grate (Weir Controls 8.72 cfs @ 1 80 fps)
econdary 'OutFlow Max =O 35 cfs @ 12 24 'hrs HW =313 80'' (Free Discharge)
= Orifice /Grate (Orifice Controls 0 35 cfs @ 7 11 fps)
Iertiary•OutFlow Max =O 00 cfs @ 5 00 hrs HW =311 50' (Free Discharge)
z-5= Broad - Crested Rectangular Weir( Controls 0 00 cfs)

2014.11.06.BMP Routing Type 1124-hr 9 -Yr Rainfall = 2.87"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 15
Pond 3P: Hempstead BMP
Hydrograph
48.02 CfS
■Inflow
I -: Outflow
Inflow Area = 20.460 ac
0 Primary
Ci Secondary
Peak Elev= 313.80
0Tertiary
50f
Storage= 53,276 cf
45
40
35
30
c 25
20
11.71 Cfs
15
10
_
0.35 cfs
- - --
0.00 CfS
0
5 6 7
8 9 10 11 12 13 14 15
16 17 18 19 20
Time (hours)

2014.11.06.BMP Routing Type 1124-hr 90 -Yr Rainfall = 5.04"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAM 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Paae 17
Summary for Subcatchment 1S: Pre - Development
Runoff = 45.92 cfs @ 12.14 hrs, Volume= 3.195 af, Depth> 1.87'
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall = 5.04"
Area (so CN Description
891,249 70 Woods, Good HSG C
891,249 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 1S: Pre - Development
Hydrograph
48
45.92
cfs
44
Type II 24 -hr
40
10 -Yr Rainfall= 5.04"
36
Runoff Area = 891,249 sf
32
Runoff Volume =3.195 of
30
Runoff Depth >1.87"
26
0 24
Tc =20.0 min
LL 22
18
CN =70
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2014.11.06.BMP Routing Type 1124-hr 10 -Yr Rainfall = 5.04"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAM 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post - Development
Runoff = 105.74 cfs @ 12.01 hrs, Volume= 5.577 af, Depth> 3.27"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall = 5.04"
Area (sf)
CN
Description
434,734
74
>75% Grass cover, Good, HSG C
456,515
98
Paved parking, HSG C
891,249
86
Weighted Average
434,734
48.78% Pervious Area
456,515
51.22% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
10.0
Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
115
110 105.74 cfs
105
100
65
60
70
65
— 60
0 55
lL cn
Type II 24 -hr
10 -Yr Rainfall= 5.04"
Runoff Area = 891,249 sf
Runoff Volume =5.577 of
Runoff Depth >3.27"
Tc =100 m in
CN =86
5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2014.11 .,06.BMP Routing Type lI 24 -hr 10 -Yr Rainfall =5 04"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD®10 00 s/n 04927 © 2011 HydroCAD Software Solutions LLC_ Paae 19
Summary for Pond 3P: Hempstead BMP
Inflow Area = 20 460 ac, 51 22% Impervious, Inflow Depth > 3 27" for 10 -Yr event
Inflow = 1,05 74 cfs @ 12 01 hrs, Volume= 5 577 of
Outflow = 43 08 cfs @ 12 16 hrs, Volume =4 563 af, Atten= 59 %, Lag 9 1 min
Primary = 42 62 cfs @ 12 16 hrs, Volume= 4 288 of
Secondary = 0 46 cfs @ 12 1`6 hrs, Volume= 0 276 of
Tertiary = 0 00 cfs @ 5 00 hrs, Volume= 0 000 of
Routing by(Stor =Ind method, Time Span= 5 00 -20 00 hrs, dt= 0 05'hrs
Peak Elev= 315 44' @ 12 16 hrs Surf Area= 28,216 sf Storage= 97,428 cf
Plug -Flow detention °time= 93 1 min calculated for 4 563 of (82% of inflow)
Center -of -Mass det time= 41 -9 min ( 809 7 - 767 8 �y
Volume Invert Avail Storage Storage Description
#1 311 50' 143,295 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf Area Inc Store Cum Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
311.50 1'8,321 0 0
31,200 21,974 10,074 10,074
313 00 24,214 23;094 33,168
31400 26',153 25,184 58,351
31500 27,586 26,870 85,221
31600 29,026 28,306 113,527
31700 30,510 29,768 143,295'
Device Routing Invert Outlet Devices
#1 Primary 306 50' 24.0" Round Culvert
L= 63,5' RCP, square edge headwall, Ke= 0 500
Inlet/ Outlet Invert= 306 50'/ 303.00' S= 0 0551 T Cc= 0 900,
n= 0 013, Flow Area= 3 14 sf
#2 Device 1 313 20' °36.0" W x 3.6" H Vert. Orifice /Grate C= 0 600
#3 Device 1 313 50' 48.0" x 48.0" Horiz. Orifice /Grate C=0600
Limited .to weir flow, at low, heads
#4 Secondary 311 50' 3.0" Vert. Orifice /Grate C= 0 600
#5 Tertiary 315 50' 50.0' long x 22.0' breadth Broad - Crested Rectangular Weir
Head (feet) •O 20 0.40 0 60 0 80 1 00 1 20 1 40 1 60
,Coef, , (English) 2 68 2170 2 ,70 2,64 2 63 2 64 2 64 2 63,
Primary OutFlow Max =42 58 cfs @ 12 16 hrs HW =315 43' (Free Discharge)
t = Culvert (Inlet Controls 42 58 cfs @ 13 -56 fps)
2= Orifice /Grate (Passes < 6 24 cfs potential flow)
3= Orifice /Grate (Passes z'1106 89 °cfs potential flow)
econdary OutFlow Max =O 46 cfs @ 12 16 hrs HW =315 43' (Free Discharge)
= Orifice /Grate (Orifice Controls 0 46 cfs @ 9 39 fps)
Tertiary OutFlow Max =O 00 cfs @, 5 00 hrs HW =311 50' (Free Discharge)
z-5= Broad - Crested Rectangular Weir( Controls 0 00 cfs)

2014.11.06.BMP Routing Type fl 24 -hr 10 -Yr Rainfall= 5.04"
Prepared by McKim & Creed Printed 11/6/2014
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
3
O
LL
110
100
90
20
0.00 CfS
5
Pond 3P: Hempstead BMP
Hydrograph
105.74 CfS 0 Inflow
(.:Outflow
Inflow Area = 20.460 ac ❑ Primary.
'_.Secondary
Peak Elev = 315.44 0Tertiary
Storage= 97,428 cf
42.6 CfS h
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

WATER QUALITY-POND CALCULATIONS
Project Name
Hempstead at Beaver Creek
Project Number
6631 -0002
Date
November 6, 2014
3rd revision
2nd revision
Ist revision 201411 06

Water Quality Pond Drainage Area Data
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Total site area 879,004 square feet = 20.18 acres
Impervious areas
Drainage
area to and
Other Drainage
Area
Existing
s
Proposed
s
Change
s
Existing
s
Proposed
s
20' Lots 1,350 sf ea 102 ttl
0
137,700
137,700
0
0
22' Lots 1,500 sf ea 91 ttl
0
136,500
136,500
0
0
On -site streets/alleys
0
155,283
155,283
0
0
On -site sidewalks
0
25,032
25,032
0
0
On -site open s ace
0
2,000
2,000
0
0
Off -site streets
0
0
0
0
0
Off -site sidewalks
0
0
0
0
0
Total Impervious
0
456,515
456,515
0
0
Non-impervious areas
Drainage
area to and
Other Drainage
Area
Existing
s
Proposed
s
Change
s
Existing
s
Proposed
s
On -site grass/landscape
18,213
434,734
416,521
0
0
On -site woods
0
0
0
0
0
Other undeveloped
873,036
0
- 873,036
0
0
Total off -site non-impervious
0
0
0
0
0
Total non-impervious
891,249
434,734
- 456,515
0
0
Total -Drainage Area
879,004
879,004
1 0
1 3,167,850
3,167,850
Percent Impervious
0.0
51.9
1 51.9
1 0.0
0.0
Notes:
2014.11.04.Wet Detention Pond.xls
Site Drainage Area Data Page 2 of 17 Printed 11/6/2014 10:08 AM

Water Quality Pond Surface Area Calculations
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Total on -site drainage area to pond 879,004 square feet
Total impervious area in drainage area 456,515 square feet
Average water depth of basin at normal pool 3.2 feet
Location of site Apex, Wake County, NC
Site region Piedmont
% Impervious cover 51.9 percent
If the site is in a coastal area, will a vegetative filter be used?
Surface Area /Drainage Area Ratios:
n/a
For a site in the Piedmont (85 %) 2.1 percent
For a site in the Piedmont (90 %) 3.0 percent
For a site in a Coastal County w/ Vegetative Filter 4.2 percent
For a site in a Coastal County w /out Vegetative Filter 5.6 percent
Required surface area of pond:
For a site in the Piedmont (85 %) 18,100.0 square feet
For a site in the Piedmont (90 %) 26,280.0 square feet
For a site in a Coastal County w/ Vegetative Filter 36,600.0 square feet
For a site in a Coastal County w /out Vegetative Filter 49,190.0 square feet
Notes:
2014.11.04.Wet Detention Pond.xls
Pond Surface Area Calcs Page 3 of 17 Printed 11/6/2014 10:08 AM

Water Quality Pond Stormwater Runoff Volume Calculations
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Drainage area
879,004
square feet
Impervious area
456,515
square feet
Rainfall depth
1.00
inches
Percent Impervious
51.9
percent
R(v) =0.05 +0.009 *(Percent
impervious)
Runoff coefficient - R(v)
0.52
in /in
Runoff volume = (Design rainfall)
*(R(v)) *(Drainage
area)
Runoff volume
37,901.1
cubic feet
Notes:
2014.11.04.Wet Detention Pond.xls
Runoff Volume Calcs Page 4 of 17 Printed 11/6/2014 10:08 AM

Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Temporary Pool
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Contour ID
Stage
Area
[s q. ft.
Area
acres
Incremental
Area
[s q. ft.
Incremental
Area
acres
Incremental
volume
cu. ft
Incremental
volume
acre -ft
Cumulative
volume
cu. ft
Cumulative
volume
acre -ft
311.5
0
18,321.0
0.421
18,321.0
0.4
0.0
0.0
0.0
0.0
312
0.5
21,974.0
0.504
3,653.0
0.1
10,073.8
0.2
10,073.8
0.2
313
1.5
24,214.0
0.556
2,240.0
0.1
23,094.0
0.5
33,167.8
0.8
313.2
1.7
24,664.0
0.566
450.0
0.0
4,887.8
0.1
38,055.5
0.6
314
2.5
26,153.0
0.600
1,489.0
0.0
20, 326.8
0.5
58, 382.4
0.6
315
3.5
27,586.0
0.633
1,433.0
0.0
26,869.5
0.6
85,251.9
1.1
316
4.5
29,026.0
0.666
1,440.0
0.0
28,306.0
0.6
113,557.9
1.3
317
5.5
30,510.0
0.700
1,484.0
0.0
29,768.0
0.7
143,325.9
1.3
2014.11.04.Wet Detention Pond.xls
Stage Storage (Temp Pool) Page 5 of 17 Printed 11/6/201410:08 AM

Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Permanent Pool
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Contour ID
Stage
Area
ft.
Area
acres
Incremental
Area
[s q. ft.
Incremental
Area
acres
Incremental
volume
cu. ft
Incremental
volume
acre -ft
Cumulative
volume
cu. ft
Cumulative
volume
acre -ft
304
0
2,326.0
0.053
2,326.0
0.1
0.0
0.0
0.0
0.0
305
1
3,167.0
0.073
841.0
0.0
2,746.5
0.1
2,746.5
0.1
306
2
4,445.0
0.102
1,278.0
0.0
3,806.0
0.1
6,552.5
0.2
307
3
5,951.0
0.137
1,506.0
0.0
5,198.0
0.1
11,750.5
0.2
308
4
7,737.0
0.178
1,786.0
0.0
6,844.0
0.2
18,594.5
0.3
309
5
9,702.0
0.223
1,965.0
0.0
8,719.5
0.2
27,314.0
0.4
310
6
11,850.0
0.272
2,148.0
0.0
10,776.0
0.2
38,090.0
0.4
311
7
14,148.0
0.325
2,298.0
0.1
12,999.0
0.3
51,089.0
0.5
311.5
7.5
18,321.0
0.421
4,173.0
0.1
8,117.3
0.2
59,206.3
0.5
2014.11.04.Wet Detention Pond.xls
Stage Storage (Perm Pool) Page 6 of 17 Printed 11161201410:08 AM

Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Forebays
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Contour ID
Stage
Area
[s q. ft.
Area
acres
Incremental
Area
[s q. ft.
Incremental
Area
acres
Incremental
volume
cu. ft
Incremental
volume
acre -ft
Cumulative
volume
cu. ft
Cumulative
volume
acre -ft
306
0
368.0
0.008
368.0
0.0
0.0
0.0
0.0
0.0
307
1
872.0
0.020
504.0
0.0
620.0
0.0
620.0
0.0
308
2
1,428.0
0.033
556.0
0.0
1,150.0
0.0
1,770.0
0.0
309
3
2,047.0
0.047
619.0
0.0
1,737.5
0.0
3,507.5
0.1
310
4
2,697.0
0.062
650.0
0.0
2,372.0
0.1
5,879.5
0.1
311
5
3,345.0
0.077
648.0
0.0
3,021.0
0.1
8,900.5
0.1
311.5
5.5
4,693.0
0.108
1,348.0
0.0
2,009.5
0.0
10,910.0
0.1
2014.11.04.Wet Detention Pond.xls
Stage Storage (Forebays) Page 7 of 17 Printed 11/6/2014 10:08 AM

Water Quality Basin Dewatering Time Calculations
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Water quality treatment volume 37,952 cubic feet
Total treatment volume 38,056 cubic feet
Maximum head of water above dewatering hole 1.70 feet
Driving head 0.56 feet
Orifice coefficient 0.60
Diameter of each hole
Number of holes
3.00 inches
Cross sectional area of each hole = 0.049 square feet

Water Quality Pond Summary Information
Project Hempstead at Beaver Creek
Project No. 6631 -0002
Date November 6, 2014
Drainage area to pond
879,004
square feet = 20.18 acres
Impervious area in drainage area
456,515
square feet = 10.48 acres
Bottom of pond elevation
304.00
feet
Normal pool elevation
311.50
feet
Pond volume at normal pool
59,206
cubic feet
Required volume for design rainfall 37,901 cubic feet
Required surface area for pond 18,100 square feet
Volume provided for storage of design rainfall = 38,056 cubic feet at elevation 313.20
Surface area provided at normal pool 18,321 square feet
Average Depth 3.23 feet
2014.11.04.Wet Detention Pond.xls
Summary Data Page 9 of 17 Printed 11/6/2014 10:08 AM

Friction Method
Solve For
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Downstream Depth
Length
Number Of Steps
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Worksheet for BMP Bypass Channel
Manning Formula
Normal Depth
Subcritical
0.078
0.06800 tuft
3.00 Will (H:V)
3.00 tuft (H:V)
5.00 ft
42.62 ft3 /s
1.17 ft
9.94 ft'
12.39 ft
0.80 ft
12.01 ft
1.06 ft
0.10106 Wit
4.29 ft/s
0.29 ft
1.45 ft
0.83
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
1.17 ft
1.06 ft
0.06800 Will
T =yds
y =62.4 Ib /ft3
d =1.17 ft
s =0.068 ft/ft
T= 62.4*1.17 *.068
T =4.96 Ib /ft2
4.96 >5 ib /ft2 allowable for Riprap
with D50 15"
Bentley Systems, Inc. Haested Methods SANi wfliiiaNaster V81(SELECTseries 1) [06.11.01.031
1116/201411 :17:67 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for BMP Bypass, Channel
GYE Output Data
Critical Slope
0 10106 ft/ft
Bentley Systems, Inc Haestad Methods SdUkIdlefSkboWMaster V81 (SELECTsernes 7) [08 11 01 031
11/612014 11 17 67 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796,USA [phone] Page 2 of 2

HYDRAULIC CALCULATIONS

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_ HEMPSTEAD AT BEAVER CREEK
_ STORM DRAINAGE DESIGN SUMMARY TABLE 2 OF 2
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Catch Basin FlexTable: Spread Report
Label• : r Inlei Inlet, --Inlet, C - Total Loaitudin" - Inlet— ,Intercepted _Capture Spread % Bypass `T Bypassed,
Drainage " °r aRedorial al Slope Location- 'RationaV • IE iciericy` ' -Top Targets Rational
- Area Flow °(o (Inlet){ -' 'Flows (Calculated) Width Flowk
'Inlet' P,
0-4
NCDOT 840 03
0 070
0 850
036
0 043
On Grade
033
914
35
01=70
003
0-4121
NCDOT 840 03
0 320
0 850
;1 35
0 043
On Grade
0_96
710
5 7
CI -70
039
CI -6
NCDOT 840 03
0 100
0 850
067
0 041
On Grade
055
823
+4
CIA
0 12
0-7
NCDOT 840 03
0200
0 850
101,
0 040
On Grade
076
753
52
CI76
0 25
a -8
NCDOT 840 03
0 210
0 850
088
'0 040
On Glade
6-68'
77 7
49
a -7
020
0-9
NCDOT 840 03
0110,
0 850
052
0 042'
On,Grade
045
86_1
40
CI,6
007
a -9A
NCDOT 840 03
0 180
0 850
102
0 042
On Grade
077
75 5
51
a-4B
025
0-11
NCDOT 840 03
0 220
0 850
0 76
0 043
On Grade
061
806
46
0-9
0'151
CI -11A
NCDOT 840 03
0 380
0 850
138
0 043
On Grade
0 98
706
5 7
CI -9A
041
a712
NCDOT 840 03
0 040
0 850
0 15
0 052'
On Grade
0 15
992,
2 4
CI -11
000
0-13
NCDOT 840 03
0 060
0 850
032
0 062
On Grade
030
945
31
CI -12
002,
CI -14
NCDOT 840 03
0 210
0 850
0'72
0 066
On Grade
061
841
41
'CI -13
Oil
a -15
NCDOT 840 03
0 220
0'850
075
0 066
On Grade
0 63
834
4 2
CI -16
0 13
0-16
NCDOT 840 03
0140
0 850
060
0 062
On Grade
052
863
3'9
CI-11A
008
CI -27
NCDOT 840 03
0200
0 850
069
0 033
On Grade
055
805
46,
CI -7
013
CI -28
MCDOT 840 03
CIF 220
0 850
0 75
0 033
On Grade
060
79 0'
4 8
0-8
0'16
a -31
NCDOT 840 03
0 350
0 850
136,
0 037
On Grade
0 95
699
5 9
'CI -70
041
a -31A
NCDOT 840 03
0 360'
06-50
130
0 037
On Grade
092
707
5 8
CI -70
638
,CI -32
NCDOT 840 03
0 210,
0 850
078
00371
IOmGrade
062,
99-1
48
CI -31
0'16
CI -33
NCDOT 840 03
0 140
0 850
049
0 037
On Grade
043
862
40
CI -31A
007
a -34
NCDOT 840 03
0 070
0 850
027
0 050
On Grade
0 26'
951
3'0
CI -33
001
CI -35
NCDOT 840 03
0 090
0 850
036
0 038
On Grade
0.33
907
35
CI -34
003
CI -36
NCDOT 840 03+
0 070
01850
044
0 038
On Grade
038
88 2,
3 8
a -35
005
`047
NCDOT 840 03
0 220'
0 850
687
0 038
On Grade
067
775,
4 9
CI -36
020
CI -38`
NCDOT 840'03
0 100
0 850'
065
0039,
On Grade
0'54
82 3'
4 4
a -37
012
CI -39
NCDOT 840 03
0 180
0 850
106
0 020
On Grade
075
70 8
60,
CI -38
031
a -40
NCDOT 840'03
0 390
0 850
134
0 020
On Grade
089
669
6 5
0 -39
044
CI-43
NCDOT 840 03
0 290
0 850
099
0 020
On Grade
071
71.8
58
,a-45
028
a-45
NCDOT 840 03
0 200
0 850
097
0 039
On Grade
0 73
76-0
5.1
0-48
023
0-48
NCDOT 840 03
0 340
0 850
140
0 038
,On Grade
097,
694'
5 9
,CI-49
042
Bentley StormCAD V81(SELECTsedes 4)
2014 08 15 Hempstead SD slew Bent y Systems- Inc Hassled Methods Solution Center 108 11 "04 541
1'1/612014 27 Slemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2
+,1- 203 - 755 -1666

Catch Basin FlexTable: Spread Report
2�aw� � _' nc�' � p'a uucq�, - ai �,�.7 - i�wi vnynuum•� -•i uc� �c�cyiw- wyauic -. _oVcwi +1w??° „'rw�.ac" f
Dramage - Y Rational al Sl6pe, Cocatiori -Rational` Effi iericy_ Top y Target; 'RattioQal
-Area, n1 Abiko� _ (Inlet)_ f?low� (Calculated); ',Wfdth '' _ `Flow
iacies) Inlet,` R) icfs) (Ct5)�,
i 1
CI-49
NCDOT 840 03
0 390
0 850
176
In Sag
176
1000
52
<None>
000
CI -50
NCDOT 840 03
0 140
0 850
048
0 037
On Grade
042
866
40
CI -32
006
CI -51
INCDOT 840 03
0 010,
0 850
0 15(
0 037
On Grade,
015
986
26
CI-49
000
CI -55
NCDOT 840 03
0 060
0 850
070
0 056
On Grade
059
834
4'2
CI -51
012
CI -57
' NCDOT 840 03
10 020'
0'850
007
0 032'
`On Grade
0 07
1000
20
CI -58
000
CI -58
NCDOT 840 03
0 040
0 850
014
ImSag
014
1000
14
<None>
000
CI -59
NCDOT 840 03
01240
0 850
113
In Sag
113
1000
34
<None>
000
a -61
NCDOT 840 03
0 320
0 850
1 52;
0 033
On Grade
P03i
674,
62
0 -55
050
,C -62
NCDOT 840 03
0 410
0 850
141
0 039
On Grade
098
697
5 9
0 -61
043
CP63
NCDOT 840 03
0 070
0 8501
043
0039,
On Grade
0'38
684
38
C-69
0 05
0 -64
NCDOT 840 03
0 230
0 850
0 79
0 020
On Grade
060
75 6
54
r0 -63
019
C-65
NCDOT 840 03
0 330
0 850
1'39
In Sag
-139
1000"
4 4
<None>
000
0 -66
NCDOT 840 03
0 300
0 850
103
0 039
On Grade
077
749
5 2,
CI-65
026
C -69
NCDOT 840 03
0 310
0 850
111
0 033
On Grade
081
726
5 5
C -59
030
0 -70
DBL NCDOT 840 03,
0310,
0 850
228
In Sag
2281
10001
5'6
<None>
0 00
Bentley StormCAD V81 (SELECTsedes 4)
2014 08 15 Hempstead SD stsw Bentley Systems Inc Heestad Methods Solution Center [08 11 04 541
11/6/2014 27 Slemon Company,Drive Salve 200 W Watertown, CT 06795 USA Page 2 of 2
t1'- 203 - 755 =1666