20110737 Ver 1_Stormwater Info_20110810

20110737
D
AUG 3 2.0 11
flENR - 17UAT&q QUALITY
Wetlands b bow--
STORMWATER MANAGEMENT PLAN
for
ANDALE DATA CENTER
RUTHERFORD COUNTY, NORTH CAROLINA
v
00 2?I7
Calculated by: Christine Brown, CPSWQ, CPESC
Checked by: Shad Walters, P.E.
McGill
A S S O C I A T E" "? 1
Engineering • Planning •.ce`
Post Office Box 1136 = SEAL
Hickory, North Carolina 2 •.
•.A'GINE? ?$??
January 13, 2011
?ataaafa
ANDALE DATA CENTER
PROJECT # 10.01417
SW REPORT
January 13, 2011
ANDALE DATA CENTER
STORMWATER MANAGEMENT PLAN
NARRATIVE
PROJECT DESCRIPTION
The proposed project consists of a 242,000 sq.ft. building with employee parking and a truck
court yard, an underground drainage system, stormwater management facilities, an electrical
substation, a wastewater pumping station and access roads. The storm drainage system has been
designed for the 25 year storm. There will be three permanent wet detention ponds and one
bioretention facility on site for stormwater management. The proposed project site is located off
of Old Caroleen Road in the County of Rutherford, North Carolina.
SITE DESCRIPTION
Pre-development:
The property has been previously graded and has an access road to the site location. The
majority of the site is grassed. There is an existing conservation easement throughout the site as
shown on the plans. There are existing sediment basins on site left from the previous grading
work. The Second Broad River runs to the east of the site. A 35' buffer will be maintained from
the river bank. The majority of the site drains west to east. Proposed drainage patterns will
remain similar to the existing drainage patterns. The average cross slope is approximately 3% to
8% in the area of construction.
Post-development:
The post-development drainage patterns will remain similar to the pre-development. Stormwater
from impervious areas will be collected and management facilities, (wet detention ponds and
bioretention), will be used to treat and control discharges.
BASIS OF DESIGN
Stormwater from the proposed building, roads and parking areas will be captured and controlled
through a closed piped system with catch basin structures. All runoff from disturbed areas will
discharge to a stormwater management facility. All stormwater facilities are designed in accordance
with the NC DWQ standards. The stormwater facilities will be designed to remove 90% TSS with
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT
January 13, 2011
the use of multiple wet ponds. This is above the standard 85% TSS removal design standard. The
wet ponds will include a fore-bay area and a main bay area. The depth, size and configuration varies
and depends upon its location and the proposed drainage area that the basin will serve. The main bay
area will include an outlet control structure with multiple weirs, orifices, and openings in order to
control the post development flows. The stormwater facility for the substation area will be a grassed
(sodded) bioretention area with an outlet control structure and underdrain pipes. The outlet control
structure will have multiple weir openings to control flows in excess of the design volume.
All stormwater facilities are designed to treat the runoff from the 1" rainfall depth as required to
meet the Phase II Stormwater Requirements. Additionally, the facilities will be used to control
runoff to pre-development flow rates. The 1 year, 2 year and 10 year storms will be controlled to
pre-development flow. The emergency overflows will be designed to carry the 100 year storm with
approximately 1' of freeboard. Precipitation values, used in the calculations were taken from
NOAA's National Precipitation Frequency Data Server for the Town of Caroleen area. Each of the
stormwater facilities consist of an outlet pipe from the outlet control structure. Rip-rap dissipaters
have been designed for the pipe outlet. A natural vegetative filter exist prior to flows entering the
stream buffer. At each facility, anywhere from 35 to 100 feet is available for the discharge of flows
from the dissipaters. These facilities are not providing point discharges directly into the buffer or
stream.
All appropriate calculations have been executed per the North Carolina Division of Water Quality
Stormwater Best Management Practices Manual. They are included in this report.
WET DETENTION PONDS
Each of the three wet detention ponds is designed with a forebay and a main pond. Features of
the ponds include a permanent pool with an extra l' of area at the bottom for sediment
accumulation. The permanent pools have an average minimum depth of 3'. Inlet velocities will
be controlled using rip-rap dissipaters in the forebay. Each pond will have a 10' wide shelf
sloped at 10:1. The shelf will be planted using plants per NC DWQ recommendations. The
permanent pool elevation will come up to the middle of this shelf, thus the lower half being
inundated. The risers have been designed to allow for a temporary storage volume for a 1"
rainfall depth which will be released within a (2) two to (5) five day range. Additional storage
will be provided and the outlet control structures have been designed with orifices and weirs to
control the 2 and 10 year storms to below pre-development flows. The emergency spillways
have been designed to handle the 100 year storm event. These design features for each of the wet
detention ponds have been designed in accordance with Chapter 10, Wet Detention Basin, of the
North Carolina Division of Water Quality Stormwater Best Management Practices Manual.
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT
January 13, 2011
BIORETENTION FACILITY
At the proposed substation a bioretention facility has been designed for permanent stormwater
quality control. Due to low runoff rates and space constraints this area was more conducive to a
bioretention cell than a pond. A minimum of 2' of a particular planting soil mixture shall be
used to construct the cell. The bioretention area will be grassed using sod. The approach to the
bioretention area is through grassed swales with matting, which further help to reduce inflow
velocities. A by-pass system was not needed for this design due to minimum flow rates and low
velocity. A precast concrete riser has been designed with weirs to control flows above the 1"
rainfall depth, and to allow for control to pre-development flows. The ponding depth of the
bioretention cell is (1) one foot. This allowed for enough storage capacity to control the 2 and 10
year storms in addition to the volume required for the 1" rainfall depth. The facility has been
designed to drawdown the F of ponded volume of stormwater to the grass level within the
required 12 hours. The drawdown level to 2' below the surface is within the required 48 hours.
An underdrain pipe system comprised of 4" PVC pipes with capped ends and cleanouts has been
designed for the area under the planting medium. The underdrain pipes shall terminate into the
outlet control structure. The bioretention facility shall be used to remove pollutants from
stormwater runoff, by allowing for filtration and biological activity. These design features for
the bioretention facility have been designed in accordance with Chapter 12, Bioretention, of the
North Carolina Division of Water Quality Stormwater Best Management Practices Manual.
STORMWATER MAINTENANCE
The stormwater management facilities shall be maintained by the owner. The facilities shall be
checked and maintained on a regular basis. Repairs and or replacements shall be made as deemed
necessary to assure proper performance of all stormwater management facilities.
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT
January 13, 2011
STORMWATER MANAGEMENT
FACILITIES
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT
January 13, 2011
WET DETENTION POND #1
CALCULATIONS
P(6",?j

Andale Data Center
OPTION 2: WET POND I CALCULATIONS Rutherford Co., NC
(Procedure and Calculations taken from NCDENR Stormwater BMP Manual) I-Oct-10
Step 1: Solve for Rv
Step 2: Solve for Volume
Step 3: Assume Permanent pool Average Depth to determine Surface Area
to Drainage Area Ratio, SA:DA [Tables 10-(1-4)]
Step 4: Solve for Required Surface Area (minimum)
Step 5: Design contours for Wet Pond (Figure 10-2b)
Step 6: Check if da,,> Assumed
Step 7: If day < Assumed, then assume greater depth or go back to Step 3
DA = 6.84 ac
DA-IMP = 4.52 ac
IA= I-M
F v = 0.05 + 0-91A
V;,, =3630xRD xRV xA
Rv = Runoff Coefficient
IA = Impervious Fraction
Rv=
SA min = DA x SA/DA x 43560
RD= Rainfall Depth
Vmin = 16008.30 cf
Design for 90% TSS Removal
ASSUMED PERMANENT POOL DEPTH = 3'
SA/DA= 3.80%
SAmin -
Abot_shelf + (±b-!_Alf + `4bot_pond x Depth'l
day = 0.25 x 1 + -- 2 Abot_she f
Aperm_ pool
da,,= Average depth of permanent pool to use in
the SA/DA tables (ft)
Note: Assume Depth to solve for day
Depth is distance between bottom of shelf to bottom of pond
SURFACE AREAS (0) ASSUMED DEPTH = 5'
rc' OK
Abot-pool = 1678.00 sf day - 3.42'
Abot shelf= 8910.00 sf -
Aperm_pool= 11234.00 sf
Project: Andale Data Center Job No. 10.01417
Wet Detention Pond Calculations
Date: 10-05-10
Cale. by CDB: Checked by SW
ANDALE DATA CENTER
Wet Detention Pond # 1 Calculations
10-05-10
Wet Detention Pond # 1
Required Volume for 1" storm:
Vreq = 16,008.301'
Drawdown - Using 1.5" pipe
Q = 0.6 A Y 2g(H/3)
Q = 0.6 (0.012 ft.2) 2 (32.2) (0.67ft.)
= .047 cfs.
Time = 16,008.30 cu ft I second I hr
0.047 cu. ft. 13600 sec.
= 94.61 hr. = 3.94 days
Fore Bay
20% of Total Volume
0.2 x 30,788 cu. ft. = 6,157.6 cu.ft.
Volume Provided: Forebay = 5,352 cu. ft. (17.4%)
Pond Report
Thursday, Jan 13, 2011
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 1 - WET DET POND 1
Pond Data
Be
ulation
l
gining Elevation = 855.00 ft
.
c
Contours - User-defined contour areas. Conic method used for volume ca
Stage 1 Storage Table
ft
Storage (cuft)
cr
I
Total storage (cuft)
)
Stage (ft) Elevation (ft) Contour area (sg .
n
0.00 855.00 1,678

339
2 0

1,999 0
1,999

1.00
00 856.00 857.00
2 ,
3,557
2,927 4,926
051
9
.
3.00 858.00 4,722 4,125
324
5 ,
14,375
4.00 859.00 5,951
257
7 ,
6,593 20,968
5.00 860.00
50
860 ,
9,428
4,159 25,127
.
5.50
Weir Structu res
Culvert / Orifice Structures
[A] [B] [C] [PrfRsrl [A] [B] [C] ID]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00
00
00 0
0 0.00
0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft)
Weir Coeff .
.
= 0.00
= 0.00 0.00 0.00 0.00
No. Barrels = 0 0
00
0 0
00
0 0
0.00 .
Weir Type --
.
Invert El. (ft) = 0.00
00
0 .
00
0
0.00
Multistage =
No No No
.
Length (ft) = 0.00 .
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000
00
0 n/a
00
0
ExfiQIn/hr)
=
0.000 (by Wet area)
Orifice Coeff. = 0.00 0.00 .
No .
No
TW Elev. (ft)
=
0.00
Multi-Stage = n/a No
zed under inlet (ic) and outlet (oc)
l control. Weir risers checked for orifice conditions (ic) and submergence (s).
Note: Culvert/Orif ice outflow y
s are ana
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 3,000
Storage
Stage / Storage
6,000 9,000 12,000 10,uuu 10,VVV -- -
Elev (ft)
861.00
860.00
859.00
858.00
857.00
856.00
855.00
27,000
Storage (cuft)
Pond Report Thursday, Jan 13, 2011
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 2 - POND 1 FOREBAY
Pond Data
. Conic method used for volume calculation. Begining Elevation = 856.00
User-defined contour areas
Contours - User-de
Stage I Storage Table Storage (cuft)
r
I Total storage (tuft)
Stage (ft) Elevation (ft) Contour area (sgft) .
nc

0.00
856.00
660
870
763 0
763
1.00 857.00
00
858
1,105 985 1,748
981
2
2.00
00
3 .
859.00 1,366 1,233
507
1 ,
4,488
.
4.00 860.00 1,653
806
1 ,
864 5,352
4.50 860.50 ,
Weir Structu res
Culvert I Orifice Structures
[Al IBl [C] IDl
[A] [B] [C] [PrfRsr]
00
= 0 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00
00
0 0.00
00
0 0.00
0.00
Rise (in) .
00
= 0 0.00 0.00 0.00 yy
?t
) .
= 0.00
00
0 .
00
0 0.00
Span (in) . 0 0 i
Coeff. .
= 0.00 .
No. Barrels
(ft)
Invert El = 0
= 0.00 0
0.00
0.00
0.00
Weir Type _ --
_ No No ---
No ---
No
.
Length (ft) = 0.00 0.00 0.00 0.00 Multistage
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
00
0
EI.(in/hr) = 0.000 (by Wet area)
Orifice Coeff. = 0.00 0.00 0.00 .
No
TW Elev. (ft) = 0.00
Multistage
= n/a
No
No
Weir risers checked for o
l
rifice co
nditions (ic) and submergence (s).
Note: Culvert/O rifice outflows are analyzed under inlet (ic) and outlet (oc) .
contro
Stage (ft)
5.00
4.00
3.00
2.00
1.0(
0.0
0 500
Storage
Stage I Storage
1,000 1,500 z,uuu L.C)VV ?-
Elev (ft)
861.00
360.00
859.00
858.00
857.00
856.00
5,500
Storage (cuft)
Pond Report
Thursday, Jan 13, 2011
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 3 - POND 1 Main Pond & Forebay
Pond Data
Conic method used for volume calculation. Begining Elevation = 855.00 ft
as
.
Contours - User-defined contour are
stage / Storage Table
Storage (cuft)
Incr Total storage (cuft)
Stage (ft) Elevation (ft) Contour area (sgft) .

0.00 855.00
1,678
999
2
2,307 0
2,307
1.00 856.00 ,
427
4 3,690 5,996
2.00 857.00 ,
827
5
5,110 107
1
11,
858.00
3.00 ,
317
7
6,557 ,664
1
859.00
.00
4 ,
8
910
8,100 25,763
5.00 860.00
50
860 ,
11,234 5,024 30,788
.
5.50
Weir Structu res
Culvert / Orifice Structures
[A] [B] [C] [PrfRsr] [A] IB] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00
00 0.00
00 0
= 0 0.00
0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft)
Weir Coeff .
.
= 0.00 0.00 0.00 0.00
No. Barrels = 0 0
00
0 0
00
0 0
0.00 .
Weir Type
.
Invert El. (ft) = 0.00
00
0 .
00
0
0.00
Multi-Stage _ No No No No
.
Length (ft) = 0.00 .
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
00
0
ExfiQIn/hr) = 0.000 (by Wet area)
Orifice Coeff. = 0.00 0.00 0.00 .
N
TW Elev. (ft)
=
0.00
Multistage = n/a No No o e conditions (ic) and submergence (s).
if
Note: Culvertiorifice outflows are analyzed under inlet (ic) and outlet (oc) ic
control. weir risers checked for or
Stage (ft)
6.00
Stage / Storage
Elev (ft)
961.00
5.00
4.00
3.00
2.00
1.00
0.00 0 3,000
--- Storage
860.00
859.00
858.00
857.00
856.00
855.00
33,000
Storage (cuft)
6,000 9,000 12,000 15,OO0 its,uuu / 1'UVU -1- -
Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.23
Hydrograph
ffNo ydrograph InfloT Peak Outflow (cfs) description
type H yd(origin) Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
12 82 ------ 28.96 Predevelopment
------- 2.226 4.593 -------
48 29 ------- ------- 78.28 Postdevelopment
TSCSRunoff _______ 22.37 29.40 -------
11.25 ------- ---- 62.52 Routing Wet Det Pond 1
8 -------
2 0.424 1.58
Thursday, Jan 13, 2011
Proj. Me: Andale Data Center Pond 1.gpw
M
N
O
O
N
C
T
N
t
a
too
rn
0
v
T
r
-? O
C ?
0 LO
CLW
'1500.
a>
F-- 111
cc
L
4)
40
cc
r
0
Z
O
IL
qe
z
O
CL
N
E
m
a)
N
C
3
O
d Y
O
O
4+ J
C O (n
LL. Z
r
r
3
Q.
rn
r-
a
c
O
a
a?
c
a?
U
0
U
N
a
O O O C) O N
O O M CV .- O A
?j IIIIIIIII U)
Pond Report Thursday, Jan 13, 2011
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 4 - POND 1 Water Quanity
Pond Data
d for v
olume calculation. Beg
ining Elevation = 860.50

s. Con
User-defined contour area
User-de
ic method
use
Contours -
Stage 1 Storage Table Storage (cult)
cr
I Total storage (cult)
Stage (ft) Elevation (ft) Contour area (sgft) .
n
0 0
0.00 860.50 11,234
715
13
226
6 226
2 66,
929
0.50 861.00
50 862.00
1 ,
15,715 702
14,
465
16 ,
37,394
.
.50 863.00
2
1 178,
230 625
625
18 ,
17,921
17,921
315
55,315
5574,
588
74
.00
864
3.50 864.00 ,
,
19 933 19,273 ,
,
.00
865
4
Weir Structures
Culvert 1 Orifice Structures
[C]
121
[D]
[p] [B] [C] [PrfRsr]
1
[A] 1
00
00 1.50
= 36 4.00 0.00 Crest Len (ft) .00 0.00
= 24.00 20
.00
863
=
50 864 864..00 0 0.
.00
0
.
Rise (in)
Span (in) = 36.00 1.50 48.00 0.00 Crest El. (ft)
Weir Coeff. .33
3
.33.
3.33
= 3 3.33
No. Barrels 1 1

50
860 2

862.50 0

0.00

Weir Type -_-

Riser Ciplti
=
No
N __

No
.
Invert El. (ft) = 854.00 00
0 00
0
Multistage
o
=Yes
Length (ft) = 224.00 0.00 .
00
0 .
n/a
Slope (/o o) = 1.00 0.00
013 .013
= .
.013 n/a 000 (by Wet area)
=
0
.
N-Value
Orifice Coeff. = 0.60 0.60 0.60 0.60 ? E e heft) .
= 0.00
Multistage = n/a Yes Yes No
rs checked for orifice conditi
i
ons (ic) and submergence (s).
Note: Culvert/orifice outflows are analyzed se
under inlet (ic) and outlet (oc) control. Weir r
Hydrograph Summary Report
Inflow
Hyd. HydrograpTPeak Time Time to Hyd.
No. type interval peak volume hyd(s)
(origin) ) (min) (min) (cult)
1 SCS Runoff 2.226 1 727
2 SCS Runoff 22.37 1 715
941
3 Reservoir 0.424 1
Andale Data Center Pond 1.gpw
Hydraflow Hydrographs by Intelisolve v9.23
Maximum Total Hydrograph
description
elevation strge used
(ft) (cult)
------ Predevelopment
10,050 --- """"--
Postdevelopment
39,921 --- ""--??
17,343 2 862.54 29,815 Routing Wet Det Pond 1
Return Period: 1 Year I Thursday, Jan 13, 2011
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
1 yrs
1 min
6.610 ac
2.9%
LAG
3.15 in
24 hrs
* Composite (Area/CN) = [(4.720 x 98) + (3.600 x 61)] / 6.610
Q (cfs)
3.00
Predevelopment
Hyd. No. 1 -- 1 Year
Q (cfs)
3.00
2.00
2.00
1.00
1.0C
0.00
0
Thursday, Jan 13, 2011
Peak discharge = 2.226 cfs
Time to peak = 727 min
Hyd. volume = 10,050 cuft
Curve number = 61*
Hydraulic length = 505 ft
Time of conc. (TO = 18.30 min
Distribution = Type II
Shape factor = 484
0.00
0
Time (min)
Hyd No. 1
120 240 360 480 600 720 84U MU IUOV .. --
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
1 yrs
1 min
6.840 ac
0.0%
TR55
3.15 in
24 hrs
* Composite (Area/CN) = [(4.520 x 98) + (2.320 x 61)] / 6.840
Q (cfs)
24.00
Thursday, Jan 13, 2011
Peak discharge = 22.37 cfs
Time to peak = 715 min
Hyd. volume = 39,921 cuft
Curve number = 85*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.30 min
Distribution = Type 11
Shape factor
Postdevelopment
Hyd. No. 2 --1 Year
Q (cfs)
24.00
?0.00
20.00
16.00
16.00
12.00
12.00
8.00
8.0(
4.00
4.01
0.00 0 120 240 360 480 600
---- Hyd No. 2

0.00
00
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Routing Wet Det
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Pond 1
= Reservoir
= 1 yrs
= 1 min
= 2 - Postdevelopment
= POND 1 Water Quanity
Thursday, Jan 13, 2011
Peak discharge = 0.424 cfs
Time to peak = 941 min
Hyd. volume = 17,343 cuft
Max. Elevation = 862.54 ft
815 cuft
= 29
Max. Storage ,
Storage Indication method used
Q (cfs)
24.00
Routing Wet Det Pond 1
Hvd. No. 3 --1 Year
Q (cfs)
24.00
!0.00
20.00
16.00
16.00
12.00
12.00
8.00
8.0(
4.00
4.0
0.00
0 300
Hyd No. 3
600 900 1zuu
Hyd No. 2
Iwu ,.,.... -
T LI_. ] C Total storage used = 29,815 cuft
0.00
0
Time (min
¦ ¦ e...Y,mianl Rpno1't Hvdraflow Hydrographs by lntelisolve v9.23
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
1 min
6.610 ac
2.9%
LAG
3.80 in
24 hrs
* Composite (Area/CN) = [(4.720 x 98) + (3.600 x 61)] / 6.610
Q (cfs)
5.00
Thursday, Jan 13, 2011
Peak discharge = 4.593 cfs
Time to peak = 726 min
Hyd. volume = 16,916 cuft
Curve number = 61*
Hydraulic length = 0
t

Time of conc. (TO _ 83
min
1
Distribution _ Type II
Shape factor
Predevelopment
Hyd. No. 1 -- 2 Year
Q (cfs)
5.00
4.00
4.00
3.00
3.00
2.00
2.0(
1.00
1.01
0.00
0 120 240 360 480 600
----- Hyd No. 1
/Lu awu U%JW -
0.00
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
1 min
6.840 ac
0.0%
TR55
3.80 in
24 hrs
Composite (Area/CN) _ [(4.520 x 98) + (2.320 x 61)] / 6.840
Thursday, Jan 13, 2011
Peak discharge = 29.40 cfs
Time to peak = 715 min
Hyd. volume = 53,070 cuft
Curve number = 85*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.30 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Routing Wet Det
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Pond 1
= Reservoir
= 2 yrs
= 1 min
= 2 - Postdevelopment
= POND 1 Water Quanity
Storage Indication method used
Thursday, Jan 13, 2011
Peak discharge = 1.588 cfs
Time to peak = 762 min
Hyd. volume = 30,459 cuft
Max. Elevation 148

Max. Storage 0 cult
_ 3
Hydrograph Summary Report
Inflow
rHyd. graph T eak Time Time to Hyd.
ow interval peak volume hyd(s)
fs) (min) (min) (cult)
1 SCS Runoff 12.82 1 725
2 SCS Runoff 48.29 1 715
3 Reservoir 11.25 1 722
Andale Data Center Pond 1.gpw
Hydraflow Hydrographs by Intelisolve v9.23
Maximum Total Hydrograph
elevation strge used description
(ft) (cult)
__ Predevelopment
40,125 """
Postdevelopment
89,655 --°
66,985 2 863.43 44,942 Routing Wet Det Pond 1
Return Period: 10 Year I Thursday, Jan 13, 2011
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
1 min
6.610 ac
2.9%
LAG
5.52 in
24 hrs
* Composite (Area/CN) = ((4.720 x 98) + (3.600 x 61)] / 6.610
Q (cfs)
14.00
Predevelopment
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.0(
2.00
2.01
Thursday, Jan 13, 2011
Peak discharge = 12.82 cfs
Time to peak = 725 min
Hyd. volume = 40,125 cuft
Curve number = 61
Hydraulic length = 0
f t

Time of conc. (TO _ 8
min
1
Distribution _ Type II
Shape factor
484
0.00 960 UbU -
0 120 240 360 480 600 i?u 84u
- Hyd No. 1
0.00
0
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
6.840 ac
0.0%
TR55
5.52 in
24 hrs
* Composite (Area/CN) = [(4.520 x 98) + (2.320 x 61)] / 6.840
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 12Ti
Time (min)
- Hyd No. 2
Postdevelopment
Hyd. No. 2 -- 10 Year
Thursday, Jan 13, 2011
Peak discharge = 48.29 cfs
Time to peak = 715 min
Hyd. volume = 89,655 cuft
Curve number = 85*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.30 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow rographs by Intelisolve v9.23
Hyd. No. 3
Routing Wet Det
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Pond 1
= Reservoir
= 10 yrs
= 1 min
= 2 - Postdevelopment
= POND 1 Water Quanity
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
lzu o•tv ?.,., •---
FT_1_LT Total storage used = 44,942 cuft
Thursday. Jan 13, 2011
= 11.25 cfs
= 722 min
= 66,985 cult
= 863.43 ft
= 44,942 cuft
Storage Indication method used.
Q (cfs)
50.00
Routing Wet Det Pond 1
Hvd. No. 3 -- 10 Year
Q (cfs)
50.00
F0.00
40.00
30.00
30.00
20.00
20.OC
10.00
10.0(
O.C.,
0 120 240 360 480 600
---- Hyd No. 3 --- Hyd No. 2
0.00
0
Time (min)
mmary Repot
S Hydraflow Hydrographs by Intelisolve v9.23
u
h
Hydrograp Hydrograph

Time to Hyd.
d(sInflow)
h Peak Time
h Maximum

elevation Total
str a used description
9
y
volume
Hyd. Hydro9raP
flow interval peak (ft) (tuft)
No. type
(origin) (cfs) (min) (min) (tuft)
Predevelopment
"'-
SCS Runoff 28.96 1 724 86,444
------ Postdevelopment
1
78.28 1 715 150,473 -?'
2 SCS Runoff
16
864
58,312 Routing Wet Det Pond 1

717 127,741 2
52 1
62 .
.
3 Reservoir
Thursday, Jan 13, 2011
Andale Data Center Pond 1.gpW Return Period: 100 Year
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
1 min
6.610 ac
2.9%
LAG
8.26 in
24 hrs
* Composite (Area/CN) = [(4.720 x 98) + (3.600 x 61)] / 6.610
Q (cfs)
30.00
Predevelopment
Hyd. No. 1 --100 Year
Q (cfs)
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.0(
0.00
0.00 _ 1560
0 120 240 360 480 600 720 840 960 1180 1200 vw Time (min)
--- Hyd No. 1
Thursday, Jan 13, 2011
Peak discharge = 28.96 cfs
Time to peak = 724 min
Hyd. volume = 86,444 cuft
Curve number = 61*
Hydraulic length = 505 ft
Time of conc. (TO = 18.30 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
1 min
6.840 ac
0.0%
TR55
8.26 in
24 hrs
* Composite (Area/CN) = [(4.520 x 98) + (2.320 x 61)] / 6.840
Thursday, Jan 13, 2011
Peak discharge = 78.28 cfs
Time to peak = 715 min
Hyd. volume = 150,473 cuft
Curve number = 85*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.30 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jan 13, 2011
Hyd. No. 3
Routing Wet Det Pond 1
Hydrograph type = Reservoir Peak discharge = 62.52 cfs
Storm frequency = 100 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 127,741 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 864.16 ft
Reservoir name = POND 1 Water Quanity Max. Storage = 58,312 cuft
Storage Indication method used.
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 0.0 0.0 0.0
Two-year 24-hr precip. (in) = 0.00 0.00 0.00
Land slope (%) = 0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Shallow Concentrated Flow
Flow length (ft) = 109.00 0.00 0.00
Watercourse slope (%) = 0.70 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) = 1.70 0.00 0.00
Travel Time (min) = 1.07 + 0.00 + 0.00 = 1.07
Channel Flow
X sectional flow area (sqft) = 3.14 4.91 7.07
Wetted perimeter (ft) = 6.28 7.85 9.43
Channel slope (%) = 3.49 0.75 0.75
Manning's n-value = 0.013 0.013 0.013
Velocity (ft/s) = 13.46 7.24 8.19
Flow length (ft) = 162.0 384.0 85.0
Travel Time (min) = 0.20 + 0.88 + 0.17 = 1.26
Total Travel Time, Tc ................................... ............... ............................ 2.33 min
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT
January 13, 2011
WET DETENTION POND #2
CALCULATIONS
OPTION 2: WET POND 2 CALCULATIONS Andale Data Center
Rutherford Co., NC
(Procedure and Calculations taken from NCDENR Stormwater BMP Manual) 11-Oct-10
Step 1: Solve for Rv
Step 2: Solve for Volume
Step 3: Assume Permanent pool Average Depth to determine Surface Area
to Drainage Area Ratio, SA:DA [Tables 10-(1-4)]
Step 4: Solve for Required Surface Area (minimum)
Step 5: Design contours for Wet Pond (Figure 10-2b)
Step 6: Check if dav> Assumed
Step 7: If da,, < Assumed, then assume greater depth or go back to Step 3
DA=4.55 ac
DA-IMP = 3.45 ac
ONSONINIMA
IA= IMINNINOW
T=0.05+0.9IA
F Rv
V;r, = 3630x RD x RV x A
Rv = Runoff Coefficient
IA = Impervious Fraction
Rv
SA min = DA x (SA DA x 43560
RD= Rainfall Depth
Vmin= `r,
Design for 90% TSS Removal
ASSUMED PERMANENT POOL DEPTH = 4'
SA / DA = 3.60%
SAmin =
---------------
Abot shelf (Abot_shelf + Abot_pond =De dQ„ 0.25x 1
+= +
Aperm 2 _pool
date= Average depth of permanent pool to use in
the SA/DA tables (ft)
Note: Assume Depth to solve for da,,
Depth is distance between bottom of shelf to bottom of pond
SURFACE AREAS (SO ASSUMED DEPTH = 6'
Abot_pool = 923.00 sf ., ., OK
Abot_shelf- 5873.00 sf dav=
APerm_Pool = 7299.00 sf
Project: Andale Data Center Job No. 10.01417
Wet Detention Pond Calculations
Date: 10-26-10
Calc. by CDB: Checked by SW
ANDALE DATA CENTER
Wet Detention Pond 42 Calculations
10-26-10
Wet Detention Pond # 1
Required Volume for 1" storm:
Vreq =12,096.98 ft .3
Drawdown Usin>? 1 5" pipe
Q = 0.6 A Y 2S(H/3)
Q=0.6(0.012ft22(32.2)(0.833ft.)
= .053 cfs.
Time = 12,096.98 cu ft I second I hr
0.053 cu. ft. 13600 sec.
= 63.40 hr. = 2.64 days
Fore Ba
20% of Total Volume
0.2 x 22,604 cu. ft. = 4520.8 cu.ft.
Volume Provided: Forebay = 4,384 cu. ft. (19.40%)
Pond Report
Friday, Nov 12, 2010
Hydraflow Hydrographs by Intelisolve v9.23
Wet Detention Pond 2 (Main Pond)
1
-
Pond No.
Pond Data
Conic method used for volume calculation. Begining Elevation = 854.00 It
s
r
.
area
Contours - User-defined contou
Stage / Storage Table
I
Storage (cult)
r
Total storage (cult)

.
nc
Elevation (ft) Contour area (sqft)
Stage (ft)

0.00 854.00
923
382
1
1,145 0
1,145
1.00 855.00 ,
909
1 1,638 2,783
2.00 856.00 ,
494
2 2,195 4,978
3.00 857.00 ,
135
3 2,808 7,786
4.00 858.00 ,
833
3 3,478 11,264
5.00 859.00 ,
588
4 4,204 15,468
6.00 860.00 ,
881
5 2,610 18,078
6.50 860.50 ,
Weir Structu res
Culvert / Orifice Structures

[A] [B]
[C] [PrFRsr] [A] [B] ICl ID]
= 0.00 0.00
Rise (in) 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00
00 0.00
00 0
= 0 0.00
0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft)
Weir Coeff .
.
0.00 0.00 0.00
= 0.00
No. Barrels = 0 0
00
0 0 0
00 0.00
0 .
Weir Type --- --- -- ---
.
invert El. (ft) = 0.00
00
0 .
00 0.00
0
Multi-Stage _ No No No No
.
Length (ft) = 0.00 .
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
00
0
(in/hr)
Exfil = 0.000 (by Contour)
orifice Coeff. = 0.00 0.00 .
0.00
No
N .
TW Elev. (ft) = 0.00
Multi-Stage = n/a No o
tlet (oc)
d Weir risers checked for orifice conditions (ic) and submergence (s).
control
Note: culvert/or ifice outflows are analyzed und ou
er inlet (ic) an .
Stage (ft)
7.00
Stage / Storage
Elev (ft)
861.00
860.00
6.00 n. .
a
859.00
5.00 _ ?.. ..r.?.-__
858.00
4.00
857.00
3.00
856.00
2.00
.._
- 855.00
_n
1.00
854.00
0.00 20,000
0 W 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 Storage(cuft)
---- Storage
Pond Report
Friday, Nov 12, 2010
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 2 - Wet Det Pond 2 Forebay
Pond Data
Be
lculation
gining Elevation = 855.00 ft
.
Contours - User-defined contour areas. Conic method used for volume ca
Stage I Storage Table
ft
Storage (cuft)
cr
I
Total storage (cult)
)
Stage (ft) Elevation (ft) Contour area (sq .
n
0.00 855.00 304

450 0

375
0
375
1.00 856.00 621 533 908
2.00 857.00
817 717 1,624
3.00 858.00
038
1
925 2,550
4.00 859.00
00 860.00
5 ,
1,285 1,159 3,709
384
4
.
5.50 860.50 1,418 675 ,
Weir Structu res
Culvert I Orifice Structures
[A] IB] [C] [PrfRsr] [A] [B] ICI [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00
00
00 0
0 0.00
0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft)
Weir Coeff .
.
= 0.00
= 0.00 0.00 0.00 0.00
No. Barrels = 0 0
Invert El. (ft) = 0.00 0.00 0
0.00 0
0.00 .
Weir Type = -- No No No
Length (ft) = 0.00 0.00 0.00 0.00 Multistage
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000
00
0 n/a
00
0
ExfiQIn/hr)
=
0.000 (by Contour)
Orifice Coeff. = 0.00 0.00
No .
No .
No
TW Elev. (ft)
=
0.00
Multi-Stage = n/a
ce conditions (ic) and submergence (s).
if
zed u
al nder inlet (ic) and outlet (oc) i
control. Weir risers checked for or
Note: Culvert/Ori fice outflows y
are an
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 400
- Storage
Stage I Storage
800 1,200 1,600 2,000 z,4uu 4,ovv --
Elev (ft)
861.00
860.00
859.00
858.00
857.00
856.00
855.00
4,400
Storage (cuft)
Pond Report
2010
12
N
,
ov
Friday,
Hydraflow Hydrographs by intelisolve v9.23
Pond No. 3 - Wet Det Pond 2 Forebay & Main Pond
Pond Data
User-defined contour areas. Conic meth od used for volume calculation. Begining Elevation = 854.00 ft
Contours -
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 854.00
00 855.00
1 923
1,686 0
1,285 0
1,285
.
2.00 856.00 2,359 2,013
728
2 3,298
6,026
3.00 857.00
00 858.00
4 3,115
3,952 ,
3,525 9,551
.
5.00 858.50 4,871 4,403
364
5 13,954
19,318
6.00 860.00
6.50 860.50 5,873
7,299 ,
3,286 22,604
Culvert / Orifice Structures Weir Structu res
[A] [B] [C] [PrfRsr] [A] [Bl [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
N
Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No o
No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 EAI.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence ts)
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Stage / Storage
Elev (ft)
861.00
860.00
859.00
858.00
857.00
856.00
855.00
854.00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 LL,000 L4,u00
Storage (cult)
?? Storage
Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.23
Hydrograph
Peak Outflow (cfs) description
Hyd. Hydrograph Inflow
No. type Hyd(s)
1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50 Yr 100- r
(origin)
---- 14.15 ------- ------- 30.89 Predevelopment
__W-- 2.787 5.392 ----- -
1 SCS Runoff
17.45 22.25 ----- - 34.93 ------- ------- 54.85 Postdevelopment
2 SCS Runoff ------
13.34 ------- ------- 48.16 Routing
3 Reservoir 2 1.942 5.287 ----
Nov 12, 2010
Friday,
file: Andale Data Center Pond 2.gpw
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Pond Report
Friday, Dec 3, 2010
Hydraflow Hydrographs by intelisolve v9.23
Pond No. 4 - POND 2 Water Quantity
Pond Data
Co
nic method used for volume calculation. Begining Elevation = 860.50 ft
Contours - User-defined contour areas.
Stage 1 Storage Table
Storage (tuft)
r
I Total storage (cult)
Stage (ft) Elevation (ft) Contour area (sgft) .
nc

0.00 860.50
7,299

868
8

4,035 0

4,035
0.50 861.00
00
862 ,
10,206 9,528 13,563
209
24
.
1.50
2.50 863.00 11,094 10,646
541
11 ,
35,750
3.50 864.00 11,997
866
12 ,
12,428 48,178
4.50 865.00 ,
Weir Structu res
Culvert I Orifice Structures
IA] IB] [D] [DI
[A] [B] [O] [PrfRsr]
1.50
Rise (in) = 30.00 6.00 0.00 Crest Len (ft) = 24.00 20.00 0.00
50 864.00 0.00
= 863 0.00
0.00
Span (in) = 30.00 1.50 40.00 0.00 Crest El. (ft)
Weir Coeff .
= 3.33 3.33 3.33
3.33
1
No. Barrels = 1
00 860.50
= 853 1

862.00 p

0.00 .

Weir Type = Ciplti ---

Riser
No
Ci
- -

No
.
(ft)
invert El.
00
0 00
0 0.00 Multistage = Yes
.
Length (ft) = 57.00 .
Slope (%) = 1.75 0.00 0.00 n/a
N-Value = .012 .013 .013 n/a
60
0
EAI.(in/hr) = 0.000 (by Wet area)
Orifice Coeff. = 0.60 0.60 0.60 .
No
TW Elev. (ft) = 0.00

= n/a Yes Yes
Multistage
Weir risers checked for orifice conditions (ic) and submergence (s).
ol
t
Note: Culvert/O rifice outflows are analyzed u nder inlet (ic) and outlet (oc) .
r
con
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00
0 5,000
Storage
Stage I Storage
10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000
Elev (ft)
865.50
864.50
863.50
862.50
861.50
1 860.50
50,000
Storage (cuft)
Hydrograph Summary Report

Hyd. Hydrograph PeaT e Time to
eak
l Inflow
Hyd.
volume hyd(s)
p
No. type flow rva
(origin) (cfs) n) (min) (cult)
1 SCS Runoff 2.787 1 719
2 SCS Runoff 17.45 1 715
3 Reservoir 1.942 1 731
Andale Data Center Pond 2.gpw
Hydraflow Hydrographs by Intelisolve v9.23
Maximum Total Hydrograph
description
elevation strge used
(ft) (cult)
------ Predeveiopment
7,216 ---' -----
Postdevelopment
31,871 --- -----
23,626 I 2 I 862.30 I 16,757 I Routing
Return Period: 1 Year I Friday, Nov 12, 2010
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 4.550 ac
0%
= 10
Basin Slope .
Tc method = LAG
Total precip. = 3.15 in
Storm duration = 24 hrs
Q (cfs)
3.00
Predevelopment
Hvd. No. 1 --1 Year
Q (cfs)
3.00
?.00
2.00
1.00
1.01
0.00
60
Time (min)
Friday, Nov 12, 2010
Peak discharge = 2.787 cfs
Time to peak = 719 min
Hyd. volume = 7,216 cuft
Curve number = 61
Hydraulic length = 682
m

Time of conc. (Tc) _ 3
in
Distribution _ Type II
Shape factor
484
Hyd No. 1
O.G.. - -
0 120 240 360 480 600 720 840 960 1 -
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff
Storm frequency _ ? Yr
Time interval min

Drainage area = 4
ac
Basin Slope =
0.0%

Tc method = TR55
Total precip. = 3.15 in
Storm duration = 24 hrs
. Composite (Area/CN) = [(3.450 x 98) + (1.150 x 61A/ 4.600
Q (cfs)
18.00
Postdevelopment
Hvd. No. 2 --1 Year
Q (cfs)
8.00
5.00
15.00
12.00
12.00
9.00
9.0C
6.00
6.01
3.00
3.0
0.00
10
Time (min)
Friday, Nov 12, 2010
Peak discharge = 17.45 cfs
Time to peak =
= 715 min
871 cuft
31
Hyd. volume
Curve number = ,
89*
Hydraulic length =

Time of conc. (Tc) _ 2 70 min
Distribution =
II
Type
Shape factor
y
O.G., __
0 120 240 360 480 ?""
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Routing
Hydrograph type
Storm frequency
Time interval
inflow hyd. No.
Reservoir name
Reservoir
1 yrs
1 min
2 - Postdevelopment
POND 2 Water Quantity
Storage Indication method used
Q (cfs)
18.00
Friday, Nov 12, 2010
Peak discharge = 1.942 cfs
Time to peak = 731 min
Hyd. volume = 23,626 cuft
Max. Elevation 86 756

Max. Storage _
7 cult
Routing
Hyd. No. 3 --1 Year
Q (cfs)
8.00
15.00
15.00
12.00
12.00
9.00
9.OC
6.00
6.0(
3.00
3.0
0.00
0 300
Hyd No. 3
600 900 1200
- Hyd No. 2
1bUU iow .,.. - --
int V1-T Total storage used = 16,757 cuft
0.00
0
Time (min)
Hydrograph Summary Report
to
Hyd. Hydrograph Peak T Hyd
T
vol
tei

flow
No. tYPe
(origin) (cfs) in)

(tuHydraflow Hydrographs by Intelisolve v9.23
Maximum Total Hydrograph
description
elevation strge used
(ft) (cuft)
Predevelopment
1 SCS TRRunoff5-392 1 718 12,146
Postdevelopment
2 SCS 1 715 41,263 -""?
862.67 20,712 Routing
3 Rese1 721 32,982 2
I Return Period: 2 Year I Friday, Nov 12, 2010
Andale Data Center Pond 2.9pw
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
6.00
SCS Runoff
2 yrs
1 min
4.550 ac
10.0%
LAG
3.80 in
24 hrs
Friday, Nov 12, 2010
Peak discharge = 5.392 cfs
Time to peak = 718 min
Hyd. volume = 12,146 cuft
Curve number = 61
Hydraulic length = 285 ft
Time of conc. (Tc) = 6.23 min
Distribution Type II
Shape factor
484
Predevelopment
Hyd. No. 1 -- 2 Year
Q (cfs)
6.00
5.00
5.00
4.00
4.00
3.00
3.OC
2.00
2.01
1.00
1.0
O.C.,
0
120 240 360 480 600 IGU 04U VVV .---
0.00
60
Time (min)
--- Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
1 min
4.600 ac
0.0%
TR55
3.80 in
24 hrs
" Composite (Area/CN) = [(3.450 x 98) + 0.150 x 61)] / 4.600
Q (cfs)
24.00
Postdevelopment
Hyd. No. 2 -- 2 Year
Q (cfs)
24.00
!0.00
20.00
16.00
16.00
12.00
12.00
8.00
8.0(
4.00
4.0
O.C.,
0 120 240
._.._.. Hyd No. 2
360 480 buu
Friday, Nov 12, 2010
Peak discharge = 22.25 cfs
Time to peak = 715 min
Hyd. volume = 41,263 cuft
Curve number = 89*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.70 min
Distribution = Type II
Shape factor = 484
rcv ---
0.00
0
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Nov 12, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 5.287 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 32,982 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 862.67 ft
Reservoir name = POND 2 Water Quantity Max. Storage = 20,712 cuft
Storage Indication method used.
Q (cfs) Routing
Hyd. No. 3 -- 2 Year
24.00
20.00
16.00
12.00
8.00
4.00
0.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000

--- Hyd No. 3
Hyd No. 2
LIT E Total storage used = 20,712 cult Time (min}
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 14.15 1 718 28,811 --- ----- --- Predevelopment
2 SCS Runoff 34.93 1 715 66,869 ---- ------ ------ Postdevelopment
3
I Reservoir 13.34 1 720 58,522 2 863.63 31,456 Routing
Andale Data Center Pond 2.gpw Return Period: 10 Year Friday, Nov 12, 2010
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Nov 12, 2010
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff Peak discharge = 14.15 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 28,811 cuft
Drainage area = 4.550 ac Curve number = 61
Basin Slope = 10.0% Hydraulic length = 285 ft
Tc method = LAG Time of conc. (Tc) = 6.23 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0 00
Predevelopment
Hyd. No. 1 -- 10 Year
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Nov 12, 2010
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff Peak discharge = 34.93 cfs
Storm frequency = 10 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 66,869 cuft
Drainage area = 4.600 ac Curve number = 89*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 2.70 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.450 x 98) + (1.150 x 61)] / 4.600
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
Postdevelopment
Hyd. No. 2 -- 10 Year
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Nov 12, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 13.34 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 58,522 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 863.63 ft
Reservoir name = POND 2 Water Quantity Max. Storage = 31,456 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -1 - ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 L [T-11 Total storage used = 31,456 cult
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 30.89 1 718 62,068 ---- ----- ----- Predevelopment
2 SCS Runoff 54.85 1 715 108,673 ---- ------ ---- Postdevelopment
3 Reservoir 48.16 1 717 100,257 2 864.08 36,760 Routing
Andale Data Center Pond 2.gpw Return Period: 100 Year Friday, Nov 12, 2010
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 4.550 ac
Basin Slope = 10.0%
Tc method = LAG
Total precip. = 8.26 in
Storm duration = 24 hrs
Friday, Nov 12, 2010
Peak discharge = 30.89 cfs
Time to peak = 718 min
Hyd. volume = 62,068 cuft
Curve number = 61
Hydraulic length = 285 ft
Time of conc. (Tc) = 6.23 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Nov 12, 2010
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff Peak discharge = 54.85 cfs
Storm frequency = 100 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 108,673 cuft
Drainage area = 4.600 ac Curve number = 89*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 2.70 min
Total precip. = 8.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.450 x 98) + (1.150 x 61)] / 4.600
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Postdevelopment
Hyd. No. 2 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Nov 12, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 48.16 cfs
Storm frequency = 100 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 100,257 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 864.08 ft
Reservoir name = POND 2 Water Quantity Max. Storage = 36,760 cuft
Storage Indication method used.
Routing
Q (cfs)
Hyd. No. 3 -- 100 Year
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 3 Hyd No. 2 17.._LI_1 Total storage used = 36,760 cult
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Description A
Sheet Flow
Manning's n-value = 0.011
Flow length (ft) = 20.0
Two-year 24-hr precip. (in) = 3.80
Land slope (%) = 0.50
Travel Time (min) = 0.53
Shallow Concentrated Flow
Flow length (ft) = 56.00
Watercourse slope (%) = 1.00
Surface description = Paved
Average velocity (ft/s) = 2.03
Travel Time (min) = 0.46
B C Totals
0.011 0.011
0.0 0.0
0.00 0.00
0.00 0.00
+ 0.00 + 0.00 = 0.53
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 + 0.00 = 0.46
Channel Flow
X sectional flow area (sqft) = 1.23 3.14 4.91
Wetted perimeter (ft) = 3.93 6.28 7.85
Channel slope (%) = 1.00 1.00 35.00
Manning's n-value = 0.013 0.013 0.013
Velocity (ft/s) = 5.26 7.20 49.52
Flow length (ft) = 242.0 394.0 26.0
Travel Time (min) = 0.77 + 0.91 + 0.01 = 1.69
Total Travel Time, Tc .................................................. ............................ 2.70 min
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT
January 13, 2011
WET DETENTION POND #3
CALCULATIONS
Andale Data Center
OPTION 2: WET POND 3 CALCULATIONS NC
(Procedure and Calculations taken from NCDENR Stormwater BMP Manual) Rutherford d Co. , 10
Step 1: Solve for Rv
Step 2: Solve for Volume
Step 3: Assume Permanent pool Average Depth to determine Surface Area
to Drainage Area Ratio, SA:DA [Tables 10-(1-4)]
Step 4: Solve for Required Surface Area (minimum)
Step 5: Design contours for Wet Pond (Figure 10-2b)
Step 6: Check if dav> Assumed
Step 7: If day < Assumed, then assume greater depth or go back to Step 3
Rv =
SA min = DA x SA/DA Fx 43560
Design for 90% TSS Removal
ASSUMED PERMANENT POOL DEPTH = 3'
SA/DA= 3.00%
SAmin =
Dh
day "bot shelf Abot_shelf + Abot_pond x e pt
0.25x 1+= + 11 2 Abot_shelf
Aperm_ pool
day= Average depth of permanent pool to use in
the SA/DA tables (ft)
Note: Assume Depth to solve for day
Depth is distance between bottom of shelf to bottom of pond
SURFACE AREAS (SO ASSUMED DEPTH = 4'
Abot-pool = 1773.00 sf OK
A 5776.00 sf day = 3.06'
bot shelf
Ap,nn pool= 7508.00 sf
Project: Andale Data Center Job No. 10.01417
Wet Detention Pond Calculations
Date: 10-05-10
Calc. by CDB: Checked by SW
ANDALE DATA CENTER
Wet Detention Pond #3 Calculations
10-05-10
Wet Detention Pond # 3
Required Volume for 1" storm:
Vreq = 7,813.58 ft.'
Drawdown - Using 2.0" pipe
Q = 0.6 A V 2g(H/3)
Q = 0.6 (0.022 ftz) v 2 (32.2) (0.167ft.)
= .043 cfs.
Time = 7,813.58 cu. ft. I second I br
0.043 cu. ft. 13600 sec. J
= 50.48 hr. = 2.10 days
Fore Bay
20% of Total Volume
0.2 x 17,957 cu. ft. = 3,591.4 cu.ft.
Volume Provided: Forebay = 3,372 cu. ft. (18.8%)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Pond No. 1 - Wet Detention Pond 3 (Main Pond)
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 862.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 862.00 1,439 0 0
1.00 863.00 2,159 1,787 11,787
2.00 864.00 2,937 2,538 4,324
3.00 865.00 3,766 3,343 7,667
4.00 866.00 4,652 4,201 11,868
4.50 866.50 6,256 2,717 14,585
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = - --- --- ---

)
Length ( . . . .
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 ExfiI.(in/hr) = 0.000 (by Contour)

Multistage
= n/a
No
No 00 Multi-Stage = No No No No
00 0
00 0
00 0
= 0
ft
No TW Elev. (ft) = 0.00
Note: Culvert/Orifioe outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0 00
Stage I Storage
Elev (ft)
867.00
866.00
865.00
864.00
863.00
862.00
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 14,000 15,000
Storage (cuft)
?- Storage
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Pond No. 2 - Wet Det Pond 3 Forebay
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 862.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 862.00 334 0 0
1.00 863.00 493 411 411
2.00 864.00 678 583 994
3.00 865.00 888 781 1,774
4.00 866.00 1,124 1,004 2,778
4.50 866.50 1,252 594 3,372
Culvert / Orifice Structures Weir Structures
[A] [13] [C] [PrfRSr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%,) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Elev (ft)
B67.00
866.00
Stage / Storage
865.00
864.00
863.00
862 00
0 300 600 900 1,200 1,500 1,800 2,100 2,400 2,700 3,000 3,300 3,600
Storage (cuft)
- Storage
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Pond No. 3 - Wet Det Pond 3 Forebay & Main Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 862.00 ft
Stage ! Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 862.00 1,773 0 0
1.00 86100 2,652 2,198 2,198
2.00 864.00 3,615 3,121 5,318
3.00 865.00 4,654 4,123 9,442
4.00 866.00 5,776 5,204 14,646
4.50 866.50 7,508 3,311 17,957
Culvert / Orifice Structures
[A] [B] [C] [PrFRsr]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
Slope (%) = 0.00 0.00 0.00 n/a
N -Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00
Multistage = n/a No No No
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 0.00 0.00 0.00 0.00
Weir Type = --- --- --- ---
Multistage = No No No No
ExfiI.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft) Stage / Storage
5.00
4.00
3.00
2.00
1.00
0 00
Elev (ft)
867.00
866.00
865.00
864.00
863.00
862 00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
Storage Storage (cult)
Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.23
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1 Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff --- 1.388 2.863 ------ ----- 7.989 ----- ------- 18.05 Predevelopment Pond 3
2 SCS Runoff - ---- 11.03 15.17 ------ - --- 26.76 ------ --- - 45.87 Postdevelopment Pond 3
3
i Reservoir 2 0.586 2.496 ----- ------ 7.694 ---- --- ------ 38.73 Routing
Proj. file: Andale Data Center Pond 3.gpw Tuesday, Oct 5, 2010
Hydrograph Summary Report HydraflowHydrographsbyintelisolvev9.23
Hyd.
No, Hydrograph
type
(origin) Peak
flow
(cts) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 1.388 1 727 6,264 -- - - ------ Predevelopment Pond 3
2 SCS Runoff 11.03 1 716 19,234 --- ------ ------ Postdevelopment Pond 3
3 Reservoir 0.586 1 773 16,602 2 867.59 10,115 Routing
Andale Data Center Pond 3.gpw Return Period: 1 Year Tuesday, Oct 5, 2010

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Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jan 13, 2011
Pond No. 4 - Wet Detention Pond 3 Water Qua ntity
Pond Data
Contours - User-defined contour areas. Conic meth od used for volume calculation. Begining Elevation = 866.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 866.50 7,508 0 0
0.50 867.00 9,315 4,197 4,197
1.50 868.00 10,787 10,041 14,238
2.50 869.00 11,841 11,309 25,547
3.50 870.00 12,218 12,028 37,575
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRSr] [A] [B] [C] [D]
Rise (in) = 36.00 2.00 4.00 0.00 Crest Len (ft) = 20.00 20.00 0.00 0.00
Span (in) = 36.00 2.00 30.00 0.00 Crest El. (ft) = 868.60 869.00 0.00 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 861.00 866.50 867.50 0.00 Weir Type = Riser Ciplti --- ---
Length (ft) = 33.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfii.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
4.00
Stage / Discharge
3.00
2.00
1.00
0.00 . ' ' ' '
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0
Total Q
Elev (ft)
870.50
869.50
868.50
867.50
-'- 866.50
160.0
Discharge (cfs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment Pond 3
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 I I 1 _ 1 I I_ it I I I I%- - j 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
1 min
4.120 ac
0.6%
LAG
3.15 in
24 hrs
3
Tuesday, Oct 5, 2010
Peak discharge = 1.388 cfs
Time to peak = 727 min
Hyd. volume = 6,264 cuft
Curve number = 61
Hydraulic length = 176 ft
Time of conc. (Tc) = 17.20 min
Distribution = Type II
Shape factor = 484
Predevelopment Pond 3
Hyd. No. 1 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment Pond 3
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
4.350 ac
0.0%
TR55
3.15 in
24 h rs
4
Tuesday, Oct 5, 2010
Peak discharge = 11.03 cfs
Time to peak = 716 min
Hyd. volume = 19,234 cuft
Curve number = 79*
Hydraulic length = 0 ft
Time of conc. (Tc) = 1.80 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(2.150 x 98) + (2.200 x 61)] / 4.350
Q (cfs
12.00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 J ;? i i
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
--- Hyd No. 2
TR55 Tc Worksheet
5
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment Pond 3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 0.0 0.0 0.0
Two-year 24-hr precip. (in) = 0.00 0.00 0.00
Land slope (%) = 0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Shallow Concentrated Flow
Flow length (ft) = 113.00 0.00 0.00
Watercourse slope (%) = 1.25 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) = 2.27 0.00 0.00
Travel Time (min) = 0.83 + 0.00 + 0.00 = 0.83
Channel Flow
X sectional flow area (sqft) = 1.23 3.14 3.14
Wetted perimeter (ft) = 6.28 3.14 3.14
Channel slope (%) = 1.00 1.00 0.94
Manning's n-value = 0.013 0.013 0.013
Velocity (ft/s) = 3.84 11.46 11.11
Flow length (ft) = 129.0 166.0 125.0
Travel Time (min) = 0.56 + 0.24 + 0.19 = 0.99
Total Travel Time, Tc .............................................................................. 1.80 min
Hydrograph Report 6
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 0.586 cfs
Storm frequency = 1 yrs Time to peak = 773 min
Time interval = 1 min Hyd. volume = 16,602 cuft
Inflow hyd. No. = 2 - Postdevelopment Pond 3 Max. Elevation = 867.59 ft
Reservoir name = Wet Detention Pond 3 Water Quantity Max. Storage = 10,115 cult
Storage Indication method used.
Q (cfs) Routing
Hyd. No. 3 -- 1 Year
12.00
10.00
8.00
6.00
4.00
2.00
0.00 W.VV
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
----- Hyd No. 3 Hyd No. 2 iL11..T_Il Total storage used = 10,115 cult
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 2.863 1 726 10,543 ---- ---- ----- Predevelopment Pond 3
2 SCS Runoff 15.17 1 716 26,682 --- --- ------ Postdevelopment Pond 3
3
i
I Reservoir 2.496 1 723 24,026 2 867.77 11,905 Routing
Andale Data Center Pond 3.gpw Return Period: 2 Year Tuesday, Oct 5, 2010
8
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 1
Predevelopment Pond 3
Hydrograph type = SCS Runoff Peak discharge = 2.863 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 10,543 cuft
Drainage area = 4.120 ac Curve number = 61
Basin Slope = 0.6% Hydraulic length = 176 ft
Tc method = LAG Time of conc. (Tc) = 17.20 min
Total precip. = 3.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
3.00
2.00
1.00
0 00
Predevelopment Pond 3
Hyd. No. 1 -- 2 Year
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 2
Postdevelopment P ond 3
Hydrograph type = SCS Runoff Peak discharge = 15.17 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 1 min Hyd. volume = 26,682 cuft
Drainage area = 4.350 ac Curve number = 79*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 1.80 min
Total precip. = 3.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
" Composite (Area/CN) = [(2.150 x 98) + (2.200 x 61)1/ 4.350
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Postdevelopment Pond 3
Hyd. No. 2 -- 2 Year
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
--- Hyd No. 2 Time (min)
Hydrograph Report
10
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 2.496 cfs
Storm frequency = 2 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 24,026 cuft
Inflow hyd. No. = 2 - Postdevelopment Pond 3 Max. Elevation = 867.77 ft
Reservoir name = Wet Detention Pond 3 Water Quantity Max. Storage = 11,905 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Routing
Hyd. No. 3 -- 2 Year
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 LLLEL Total storage used = 11,905 cult
11
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 7.989 1 725 25,010 ---- - --- ------ Predevelopment Pond 3
2 SCS Runoff 26.76 1 715 48,174 _-- ------ ------ Postdevelopment Pond 3
3 Reservoir 7.694 1 721 45,474 2 868.55 20,480 Routing
Andale Data Center Pond 3.gpw Return Period: 10 Year Tuesday, Oct 5, 2010
12
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 1
Predevelopment Pond 3
Hydrograph type = SCS Runoff Peak discharge = 7.989 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 25,010 cuft
Drainage area = 4.120 ac Curve number = 61
Basin Slope = 0.6% Hydraulic length = 176 ft
Tc method = LAG Time of conc. (Tc) = 17.20 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Predevelopment Pond 3
Q (cfs) Hyd. No. 1 -- 10 Year
8.00
6.00
4.00
2.00
0.00
Q (cfs)
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
13
Hydraflow Hydrographs by Intelisoive v9.23 Tuesday, Oct 5, 2010
Hyd. No. 2
Postdevelopment Pond 3
Hydrograph type = SCS Runoff Peak discharge = 26.76 cfs
Storm frequency = 10 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 48,174 cuft
Drainage area = 4.350 ac Curve number = 79*
Basin Slope = 0.0% Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 1.80 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(2.150 x 98) + (2.200 x 61)1/ 4.350
Postdevelopment Pond 3
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)
Hydrograph Report
14
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 7.694 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 45,474 cuft
inflow hyd. No. = 2 - Postdevelopment Pond 3 Max. Elevation = 868.55 ft
Reservoir name = Wet Detention Pond 3 Water Quantity Max. Storage = 20,480 cuft
Storage Indication method used
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
Routing
Hyd. No. 3 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 3 Hyd No. 2 M EE Total storage used = 20,480 cult
15
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 18.05 1 724 53,880 ---- ------ --- - Predevelopment Pond 3
2 SCS Runoff 45.87 1 715 85,127 --- ------ ------ Postdevelopment Pond 3
3 Reservoir 38.73 1 717 82,383 2 869.13 27,092 Routing
I
i
Andale Data Center Pond 3.gpw Return Period: 100 Year Tuesday, Oct 5, 2010
Hydrograph Report
16
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 1
Predevelopment Pond 3
Hydrograph type = SCS Runoff Peak discharge = 18.05 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 53,880 cuft
Drainage area = 4.120 ac Curve number = 61
Basin Slope = 0.6% Hydraulic length = 176 ft
Tc method = LAG Time of conc. (Tc) = 17.20 min
Total precip. = 8.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Predevelopment Pond 3
Q (cfs) Hyd. No. 1 -- 100 Year
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
--- Hyd No. 1 Time (min)
Hydrograph Report
17
Hydraflow Hydrographs by Intellsolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 2
Postdevelopment Pond 3
Hydrograph type = SCS Runoff Peak discharge = 45.87 cfs
Storm frequency = 100 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 85,127 cult
Drainage area = 4.350 ac Curve number = 79*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 1.80 min
Total precip. = 8.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(2.150 x 98) + (2.200 x 61)] / 4.350
Postdevelopment Pond 3
Q (cfs) Hyd. No. 2 --100 Year
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1----- 1 -- l i i - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
--- Hyd No. 2
Hydrograph Report
18
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Oct 5, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 38.73 cfs
Storm frequency = 100 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 82,383 cuft
Inflow hyd. No. = 2 - Postdevelopment Pond 3 Max. Elevation = 869.13 ft
Reservoir name = Wet Detention Pond 3 Water Quantity Max. Storage = 27,092 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
- Hyd No. 3 Hyd No. 2 FrEEE Total storage used = 27,092 cuft
ANDALE DATA CENTER
PROJECT 410.01417
SW REPORT
January 13, 2011
BIORETENTION FACILITY
at SUBSTATION
CALCULATIONS
BIORETENTION CALCULATIONS
(Procedure and Calculations taken from NCDENR Stormwater BMP Manual)
SIMPLE METHOD:
Step 1: Solve for Rv
Step 2: Solve for Volume
DA = 2.78 ac
DA-IMP = 1.65 ac
IA=
RV = 0.05 + 0.91,
Rv = Runoff Coefficient
IA = Impervious Fraction
Rv =
SURFACE AREA REQUIRED:
Ponding depth= 12"
Vmin / Ponding Depth
5895 / 1' = 5895 sq.ft.
SURFACE AREA PROVIDED:
Ponding depth = 12"
Win / Ponding Depth
6771 / V= 6771 sq.ft.
Andale Data Center
Bioretention for Substation
Rutherford County, NC
vmin=3630xRD xRV xA
RD= Rainfall Depth (typically 1
Vmin -
ANDALE DATA CENTER
Job No. 10.01417
October 11, 2010
ANDALE DATA CENTER
RUTHERFORD COUNTY
BIORETENTION AT SUBSTATION
BIORETENTION CALCULATIONS - DRAWDOWN RATES
BIORETENTION DEPTH AND SOIL TYPE
Use 2' minimum planting soil depth
Soil Type will be Loamy Sand with a conductivity rate of 2 in/hr
Drawdown Rate using Darcy's Equation:
Q= (2.3e-5) x K x A x OH/AL
Where Q = Flow (rate of draw) through bioretention soils (cfs)
K = Hydraulic Conductivity of soil (in/hr)
A = Surface Area of Bioretention Area (sq.ft.)
OH = Height of water above gravel envelope (drainage pipe zone)
AL = Thickness of soil
Q= (2.3e-5) x 2 x 5,895 x (3/2)
Q =.41 cfs
Drawdown time from Inundation to saturation:
Volume
V1-s = 5,895 x 1.0
V1-s = 5,895
Time
T1-s = Vi-s = Q
T1-s = 5,895 - .41
T1-s = 14,378 seconds
Ti-s = 3.99 hours
ANDALE DATA CENTER
Job No. 10.01417
October 11, 2010
Drawdown time from Saturation at Surface to 2.0' below Surface:
Use soil porosity 45% n = 0.45
Volume
Vs-2.0 = 2.0 ft. x 5,895 x 0.45
Vs-2.0 = 5,306 cu.ft.
Time
Ts-2.0 = VS-2.0 _ Q
Ts-2.0 = 5,306 _ .41
Ts-2.0 = 12,942 seconds
Ts-2.0 = 3.60 hours
Total Drawdown Time:
TTOTAL = TI-s + Ts-2.0
TTOTAL = 3.99 hours + 3.60 hours
TTOTAL = 7.59 hours
Size Underdrain Pipes:
N x D= 16 x (Q x n/s ^0.s)^3is
Where: N = number of pipes
D = diameter of pipes (inches)
Q = flow to be carried (cfs)
n = manning coefficient
s = slope of pipe
Known Q = .41 cfs
Size for 10 x Q = .41 x 10 = 4.1
n = 0.010
N x D = 16 x (4.1 cfs x.010 - .005^0.5)^3is
N x D = 13.04 inches
Use 3 - 6" perforated PVC pipe = 18 inches
CDB
10/11/10
Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.23
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
description
No. type Hyd(s)
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 0.907 1.477 ----- ----- 5.930 ---- ------ 13.86 Predevelopment
2 SCS Runoff --- -- 4.468 5.593 ------- 12.58 ------- ------- 23.44 Postdevelopment
3 Reservoir 2 0.000 0.000 --- ------- 3.871 ------- ----- 13.57 Routing
Proj. file: Andale Data Center 1310 Revised 2Nov10.gpw Tuesday, Nov 2, 2010

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Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Pond No. 1 - Bioretention
Pond Data
Contours - User-defined contour areas. Conic method used fo r volume calculation. Begining Elevation = 930.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 930.00 6,048 0 0
1.00 931.00 6,809 6,424 6,424
2.00 932.00 7,610 7,205 13,629
3.00 933.00 8,447 8,024 21,653
4.00 934.00 9,312 8,875 30,528
5.00 935.00 10,202 9,753 40,281
Culvert / Orifice Structures Weir Structures
[A] (B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 15.00 4.00 0.00 0.00 Crest Len (ft) = 12.00 0.00 0.00 0.00
Span (in) = 15.00 24.00 0.00 0.00 Crest El. (ft) = 932.00 0.00 0.00 0.00
No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 926.00 931.00 0.00 0.00 Weir Type = Riser -- --- ---
Length (ft) = 88.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.27 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 2.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
5.00
4.00
3.00
2.00
Stage / Discharge

1.00
0.00
Elev (ft)
935.00
934.00
933.00
932.00
931.00
930 00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Total Q Discharge (cfs)
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd
No. . Hydrograph
type
(origin) Peak
flow
(c%) Time
Interva
(min) Time to
l peak
(min) Hyd.
volumo
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 0.907 2 724 3,721 ---- ------ ------ Predevelopment
2 SCS Runoff 4.468 2 718 8,966 ---- ------ ----- Postdevelopment
3 Reservoir 0.000 2 1450 0 2 930.67 4,323 Routing
Andale Data Center BIO Revised 2Nov1 . Period: 1 Year Tuesday, Nov 2, 2010
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff Peak discharge = 0.907 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 3,721 cuft
Drainage area = 2.780 ac Curve number = 61
Basin Slope = 6.6% Hydraulic length = 437 ft
Tc method = LAG Time of conc. (Tc) = 10.75 min
Total precip. = 2.98 in Distribution = Type li
Storm duration = 24 hrs Shape factor = 484
Predevelopment
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff Peak discharge = 4.468 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 8,966 cuft
Drainage area = 2.780 ac Curve number = 75*
Basin Slope = 2.0% Hydraulic length = 600 ft
Tc method = TR55 Time of conc. (Tc) = 5.60 min
Total precip. = 2.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite (Area/CN) = [(1.650 x85)]12.780
Postdevelopment
Q (cfs)
Hyd. No. 2 -- 1 Year
5.00
4.00
3.00
2.00
1.00
0.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Description A
Sheet Flow
Manning's n-value = 0.011
Flow length (ft) = 300.0
Two-year 24-hr precip. (in) = 3.33
Land slope (%) = 0.50
Travel Time (min) = 4.98
Shallow Concentrated Flow
Flow length (ft) = 79.00
Watercourse slope (%) = 1.95
Surface description = Paved
Average velocity (ft/s) = 2.84
Travel Time (min) = 0.46
B C Totals
0.011 0.011
0.0 0.0
0.00 0.00
0.00 0.00
+ 0.00 + 0.00 = 4.98
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 + 0.00 = 0.46
Channel Flow
X sectional flow area (sqft) = 6.28 6.28 0.00
Wetted perimeter (ft) = 3.14 3.14 0.00
Channel slope (%) = 1.00 17.71 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 15.80 66.50 0.00
Flow length (ft) = 157.0 48.0 0.0
Travel Time (min) = 0.17 + 0.01 + 0.00 = 0.18
Total Travel Time, Tc ............ ...................................... ............................ 5.60 min
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 930.67 ft
Reservoir name = Bioretention Max. Storage = 4,323 cuft
Storage Indication method used. EAltration extracted from Outflow.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 00
Routing
Hyd. No. 3 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 LL 11LL Total storage used= 4,323 cuft
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 ' 1 1 11 1 1 1 1 --1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
2 min
2.780 ac
6.6%
LAG
3.33 in
24 hrs
Predevelopment
Hyd. No. 1 -- 2 Year
Tuesday, Nov 2, 2010
Peak discharge = 1.477 cfs
Time to peak = 722 min
Hyd. volume = 5,184 cuft
Curve number = 61
Hydraulic length = 437 ft
Time of conc. (Tc) = 10.75 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
2.780 ac
2.0%
TR55
3.33 in
24 hrs
Tuesday, Nov 2, 2010
Peak discharge = 5.593 cfs
Time to peak = 718 min
Hyd. volume = 11,191 cult
Curve number = 75*
Hydraulic length = 600 ft
Time of conc. (Tc) = 5.60 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(1.650 x 85)] / 2.780
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Postdevelopment
Hyd. No. 2 -- 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 1518 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 930.86 ft
Reservoir name = Bioretention Max. Storage = 5,520 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
--- Hyd No. 3 Hyd No. 2 U-TLL Total storage used = 5,520 cult Time (min)
Routing
Hyd. No. 3 -- 2 Year
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 5.930 2 722 16,094 -- ---- ------ Predevelopment
2 SCS Runoff 12.58 2 716 25,416 --- ------ ------ Postdevelopment
3
i Reservoir 3.871 2 724 9,065 2 931.54 10,256 Routing
Andale Data Center BIO Revised 2Nov t9wurn Period: 10 Year Tuesday, Nov 2, 2010
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 2.780 ac
Basin Slope = 6.6%
Tc method = LAG
Total precip. = 5.29 in
Storm duration = 24 hrs
Tuesday, Nov 2, 2010
Peak discharge = 5.930 cfs
Time to peak = 722 min
Hyd. volume = 16,094 cult
Curve number = 61
Hydraulic length = 437 ft
Time of conc. (Tc) = 10.75 min
Distribution = Type II
Shape factor = 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Predevelopment
Hyd. No. 1 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff Peak discharge = 12.58 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 25,416 cuft
Drainage area = 2.780 ac Curve number = 75*
Basin Slope = 2.0% Hydraulic length = 600 ft
Tc method = TR55 Time of conc. (Tc) = 5.60 min
Total precip. = 5.29 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.650 x 85)] / 2.780
Postdevelopment
Q (cfs) Hyd. No. 2 -- 10 Year
14.00
12.00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' ' ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 3.871 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 9,065 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 931.54 ft
Reservoir name = Bioretention Max. Storage = 10,256 cuft
Storage Indication method used. Exflltration extracted from Outflow
Routing
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 3 Hyd No. 2 ?I Ill Total storage used = 10,256 cult
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 13.86 2 720 36,245 ---- ------ ------ Predevelopment
2 SCS Runoff 23.44 2 716 48,125 ---- --- ------ Postdevelopment
3 Reservoir 13.57 2 722 27,976 2 932.41 16,733 Routing
Andale Data Center BIO Revised 2Nov1 . gturn Period: 100 Year Tuesday, Nov 2, 2010
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 2.780 ac
Basin Slope = 6.6%
Tc method = LAG
Total precip. = 8.05 in
Storm duration = 24 hrs
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
Predevelopment
Hyd. No. 1 -- 100 Year
Tuesday, Nov 2, 2010
Peak discharge = 13.86 cfs
Time to peak = 720 min
Hyd. volume = 36,245 cuft
Curve number = 61
Hydraulic length = 437 ft
Time of conc. (Tc) = 10.75 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff Peak discharge = 23.44 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 48,125 cuft
Drainage area = 2.780 ac Curve number = 75*
Basin Slope = 2.0% Hydraulic length = 600 ft
Tc method = TR55 Time of conc. (Tc) = 5.60 min
Total precip. = 8.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.650 x 85)] / 2.780
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
Postdevelopment
Hyd. No. 2 -- 100 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Nov 2, 2010
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 13.57 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 27,976 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 932.41 ft
Reservoir name = Bioretention Max. Storage = 16,733 cuft
Storage Indication method used. EAltration extracted from Outflow.
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Routing
Hyd. No. 3 -- 100 Year
L
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080

Hyd No. 3
Hyd No. 2
LL?I-I Total storage used = 16,733 cuft Time (min)
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT MASTER PLAN
May 11, 2011
WET DETENTION POND #4
CALCULATIONS
OPTION 2: WET POND 4 CALCULATIONS Andale Data Center
(Procedure and Calculations taken from NCDENR Stonnwater QMP Manual) Rutherford Co., NC
Step 1: Solve for Rv 14-Apr- I I
Step 2: Solve for Volume
Step 3: Assume Permanent pool Average Depth to determine Surface Area
to Drainage Area Ratio, SA:DA [Tables 10-(1-4)]
Step 4: Solve for Required Surface Area (minimum)
Step 5: Design contours for Wet Pond (Figure 10-2b)
Step 6: Check if dav> Assumed
Step 7: If day < Assumed, then assume greater depth or go back to Step 3
DA = 4.46 ac
DA-IMP = 1.4 ac
IA= 31.39%
R V = 0.05 + 0.91A
Fj'min= 3630x RD x RV x A
Rv = Runoff Coefficient
IA = Impervious Fraction
Rv = 0?3
SA ,,,;n =DA x SA/DA x 43 560
RD= Rainfall Depth
ASSUMED PERMANENT POOL DEPTH = 3'
SA / DA = 1.96%
SAmin = 3807.84 sf
V= 5383.29 of
Design for 90% TSS Removal
d =
av 0.25 x 1 + Abo,_she f ] + [(Aboi_shejf + Abot_ pond x Depth
Apern,_ pool 2 Abot_shelf
da,.= Average depth of permanent pool to use in
the SA/DA tables (ft)
Note: Assume Depth to solve for da,,
Depth is distance between bottom of shelf to bottom of pond
SURFACE AREAS (sf)
Abw pool = 440.00 sf
Aboc shelf= 2643.00 sf
Apenn_pool= 3839.00 sf
ASSUMED DEPTH = 4.5'
day = 3.05' OK
Project: Andale Data Center Job No. 10.01417
Wet Detention Pond Calculations
Date: 04-25-11
Cale. by CDB: Checked by SW
ANDALE DATA CENTER
Wet Detention Pond #4 Calculations
04-25-11
Wet Detention Pond # 4
Required Volume for 1" storm:
Vreq = 5,383.29 ft.3
Drawdown - Using 1.5" pipe
Q = 0.6 A Y 2g(H/3)
Q = 0.6 (0.012 ft.') v 2 (32.2) (0.833ft.)
= .052 cfs.
Time = 5,383.29 cu. ft. I second j lu
0.052 cu. ft. 3600 sec.
= 28.76 hr. = 1.19 days (draws down too fast)
Drawdown - Using 1.0" pipe
Q = 0.6 A v 2g(H/3)
Q = 0.6 (0.005 ft.2 ) V 2 (32.2) (0.833ft.)
= .022 cfs.
Time = 5,383.29 cu. ft. I second ( hr
0.022 cu. ft. 13600 sec.
= 67.97 hr.= 2.83 days (use I")
Fore Bay
20% of Total Volume
0.2 x 7,352 cu. ft. = 1,470 cu.ft.
Volume Provided: Forebay = 1,854 cu. ft. (25.2%)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 1 - Main Pond
Pond Data
Contours - User-defined contour areas . Conic method used for volume calculation. Begining Elevation = 846.00 ft
Stage / Storage Table
stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 846.00 440 0 0
1.00 847.00 728 578 578
2.00 848.00 1,076 896 1,474
3.00 849.00 1,505 1,284 2,759
4.00 850.00 2,003 1,748 4,506
4.50 850.50 2,991 1,240 5,747
Culvert / Orifice Structures Weir Structu res
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type _ --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note. Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
5.00
4.00
3.00 -
2.00 -
1.00 -
0.00
Stage / Storage
Elev (ft)
851.00
850.00
849.00
848.00
847.00
846 00
0 600 1,200 1,800 2,400 3,000 3,600 4,200 4,800 5,400 6,000
Storage Storage (cuft)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 2 - Forebay
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 847.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 847.00 171 0 0
1.00 848.00 301 233 233
2.00 849.00 458 377 610
3.00 850.00 640 546 1,156
4.00 851.00 757 698 1,854
Culvert / Orifice Structures Weir Structu res
[A] [Bl [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfii.(in/hr) = 0.000 (by Wet area)
Multistage = n/a No No No TW Elev. (ft) = 0.00
Note. CulverVOriflce outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
4.00
3.00
2.00
1.00
0.00 jr '
0 200
Storage
Stage / Storage
400 600 800 1,000 1,200 1,400 1,600 1,800
Elev (ft)
851.00
850.00
849.00
848.00
- ' 847.00
2,000
Storage (cuft)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 3 - Main Pond & Forebay
Pond Data
Contours - User-defined contour areas. Conic method used fo r volume calculation. Begining Elevation = 846.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuff)
0.00 846.00 440 0 0
1.00 847.00 899 656 656
2.00 848.00 1,377 1,129 1,785
3.00 849.00 1,963 1,661 3,447
4.00 850.00 2,643 2,294 5,741
4.50 850.50 3,839 1,611 7,352
Culvert / Orifice Structures Weir Structures
[A] [Bl [C] [PrfRsr] [A] [B] [Cl [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Wet area)
Multistage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 +r I
0 700
.r..... Storage
Stage / Storage
Elev (ft)
851.00
850.00
849.00
848.00
847.00
1,400 2,100 2,800 3,500 4,200 4,900 5,600 6,300 7,000 7,700 846.00
Storage (cult)
Hydrograph Return Period Recap HydrafiowHydrographsbylntelisolvev9.23
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
ti
n
i
d
No. type Hyd(s) escr
p
o
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 4.209 6.355 ------- ------- 12.75 ------- ------- 23.99 Predevelopment
2 SCS Runoff ------- 4.219 6.370 ------- ------- 12.78 ------- ------- 24.05 Post Development
3 Reservoir 2 1.002 4.046 ------- ------- 10.48 ------- ------- 22.83 Routing
Proj. file: Andale Data Center Pond 4.gpw Wednesday, May 11, 2011
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 4 - Pond - Water Quantity
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Segining Elevation = 850.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 850.50 3,839 0 0
0.50 851.00 4,852 2,168 2,168
1.50 852.00 5,656 5,248 7,416
2.50 853.00 6,275 5,962 13,378
Culvert/ Orifice Structures Weir Structures
[A] [8] [C] [PrfRsr] [Al 1131 ICI [Dl
Rise (in) = 18.00 1.00 4.00 0.00 Crest Len (ft) = 16.00 8.00 0.00 0.00
Span (in) = 18.00 1.00 36.00 0.00 Crest El. (ft) = 852.50 852.75 0.00 0.00
No. Barrels = 1 1 3 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 845.00 850.50 851.75 0.00 Weir Type = Riser Ciplti --- ---
Length (ft) = 42.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N -Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(inthr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
3.00
2.00
1.00
0.00
Stage / Storage
Elev (ft)
853.50
852.50
851.50
850.50
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 14,000
Storage (cuft)
Storage
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N
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N
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it
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Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 4.209 2 728 15,636 ---- ------ ------ Predevelopment
2 SCS Runoff 4.219 2 728 15,671 ---- ------ ------ Post Development
3 Reservoir 1.002 2 754 14,848 2 851.84 6,597 Routing
Andale Data Center Pond 4.gpw Return Period: 1 Year Wednesday, May 11, 2011
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
4.450 ac
5.4%
LAG
3.15 in
24 hrs
* Composite (Area/CN) = [(1.390 x 98) + (3.060 x 61)) / 4.450
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0
Predevelopment
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720
Hyd No. 1
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
3
Wednesday, May 11, 2011
Peak discharge = 4.209 cfs
Time to peak = 728 min
Hyd. volume = 15,636 cuft
Curve number = 73*
Hydraulic length = 1482 ft
Time of conc. (Tc) = 23.00 min
Distribution = Type 11
Shape factor = 484
Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 4.460 ac
Basin Slope = 5.4%
Tc method = LAG
Total precip. = 3.15 in
Storm duration = 24 hrs
Wednesday, May 11, 2011
Peak discharge = 4.219 cfs
Time to peak = 728 min
Hyd. volume = 15,671 cuft
Curve number = 73*
Hydraulic length = 1482 ft
Time of conc. (Tc) = 23.00 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) = [(1.400 x 98) + (3.060 x 61)] / 4.460
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Post Development
Hyd. No. 2 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 2 Time (min)
Hydrograph Report
5
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Hyd. No. 3
Routing
Hydrograph type = Reservoir Peak discharge = 1.002 cfs
Storm frequency = 1 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 14,848 cuft
Inflow hyd. No. = 2 - Post Development Max. Elevation = 851.84 ft
Reservoir name = Pond -Water Quantity Max. Storage = 6,597 cuft
Storage Indication method used.
Routing
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 u ' 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 6,597 cult
Hyd rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd
No. . Hydrograph
type
(origin) Peak
flow
(cfs) Time
interva
(min) Time to
l peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 6.355 2 728 22,782 ---- ------ ------ Predevelopment
2 SCS Runoff 6.370 2 728 22,833 ---- ------ ------ Post Development
3 Reservoir 4.046 2
I 740 22,006 2 852.01 7,462 Routing
Andale Data Center Pond 4.gpw Return Period: 2 Year Wednesday, May 11, 2011
7
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 4.450 ac
Basin Slope = 5.4%
Tc method = LAG
Total precip. = 3.80 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(1.390 x 98) + (3.060 x 61)J / 4.450
Wednesday, May 11, 2011
Peak discharge = 6.355 cfs
Time to peak = 728 min
Hyd. volume = 22,782 cuft
Curve number = 73*
Hydraulic length = 1482 ft
Time of conc. (Tc) = 23.00 min
Distribution = Type II
Shape factor = 484
Predevelopment
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 - 2.00
?s
1.00 1.00
0.00 k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I- Hyd No. 1
Hydrograph Report
8
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 4.460 ac
Basin Slope = 5.4%
Tc method = LAG
Total precip. = 3.80 in
Storm duration = 24 hrs
Composite (Area/CN) = [(1.400 x 98) + (3.060 x 61)] / 4.460
Wednesday, May 11, 2011
Peak discharge = 6.370 cfs
Time to peak = 728 min
Hyd. volume = 22,833 cuft
Curve number = 73*
Hydraulic length = 1482 ft
Time of conc. (Tc) = 23.00 min
Distribution = Type II
Shape factor = 484
Post Development
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
7
00
7.00 .
00
6
6.00 .

5
00
5.00 .
4 4
00
.00 .
3
00 00
3
. f .
2
00 2
00
. .
1
00 1
00
.
.

0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 2 Time (min)
9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Pond -Water Quantity
Storage Indication method used.
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0
Routing
Hyd. No. 3 -- 2 Year
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 - Hyd No. 2 Total storage used = 7,462 cult Time (min)
Wednesday, May 11, 2011
Peak discharge = 4.046 cfs
Time to peak = 740 min
Hyd. volume = 22,006 cuft
Max. Elevation = 852.01 ft
Max. Storage = 7,462 cuft
ANDALE DATA CENTER
PROJECT #10.01417
SW REPORT MASTER PLAN
May 11, 2011
WET DETENTION POND #5
CALCULATIONS
OPTION 2: WET POND 5 CALCULATIONS Andale Data Center
(Procedure and Calculations taken from NCDF.NR Stormwater BMP Manual) Rutherford Co., NC
Step 1: Solve for Rv 26-Apr-1 I
Step 2: Solve for Volume
Step 3: Assume Permanent pool Average Depth to determine Surface Area
to Drainage Area Ratio, SA:DA [Tables 10-(1-4)]
Step 4: Solve for Required Surface Area (minimum)
Step 5: Design contours for Wet Pond (Figure 10-2b)
Step 6: Check if da,.> Assumed
Step 7: If da,, < Assumed, then assume greater depth or go back to Step 3
DA = 48.8 ac
DA-IMP = 21.88 ac
IA r_.
RV = 0.05 + 0.91A
V,,,;t, = 3 63 0x RD x Rv x A
Rv = Runoff Coefficient
IA = Impervious Fraction
Rv =
SA,,;,, = DA x SA/DA x 43560
RD= Rainfall Depth
ASSUMED PERMANENT POOL DEPTH = 4'
SA/DA= ???°ro
SAm,n == 47828.88 sly
V,,,,,, = 80339.16 cf
Design for 90% TSS Removal
Abot
shelf Depth
Abo1
pond
.y1jejt' + Abot
d =
.v ]
_
0.25 x l +
Ape)-in- Poo/ + [(
x
._.
_
2 Abot_.rhelf
d„v = Average depth of permanent pool to use in
the SA/DA tables (ft)
Note: Assume Depth to solve for day
Depth is distance between bottotn of shelf to bottom of pond
SURFACE AREAS (sf)
Abo,_p,,o, = 27674.00 sf
Abot Aelr= 48133.00 sf
Aperm pool = 54140.00 sf
ASSUMED DL'PTH = 5'
day, = 4.4 P 0A
Project: Andale Data Center Job No. 10.01417
Wet Detention Pond Calculations
Date: 5-04-11
Calc. by CDB: Checked by SW W
ANDALE DATA CENTER
Wet Detention Pond #5 Calculations
5-04-11
Required Volume for 1" storm:
Vreq = 80,339.16 ft.'
Drawdown - Using 2_0" pipe
Q = 0.6 A v 2g(H/3)
Q = 0.6 (0.022 ft.2) 2 (32.2) (1.167ft.)
=.I 14 cfs.
Time = 80,339.16 cu. ft. Isecond J hr
0.114 cu. ft. (3600 sec.
= 195.02 hr. = 8.12 days (too slow)
Drawdown - Using 3.0" pipe
Q = 0.6 A Y 2g(H/3)
Q = 0.6 (0.049 ft.2) 2 (32.2) (1.167ft.)
_ .255 cfs.
Time = 80,339.16 cu. ft. Isecond 1 lu
0.255 cu. ft. 13600 sec.
= 87.56 hr. = 3.65 days (Use 3" Orifict
Fore Bay
20% of Total Volume - Total volume of main pond and forebay = 226,222 cu.ft.
0.2 x 226,222 cu. ft. = 45,244.4 cu.ft.
Volume Provided: Forebay = 36,835 cu. ft. (19.39%)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 5 - Forebay POND 5
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 794.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 794.00 6,730 0 0
1.00 795.00 7,352 7,038 7,038
2.00 796.00 8,000 7,673 14,711
3.00 797.00 8,672 8,333 23,044
4.00 798.00 9,369 9,017 32,061
4.50 798.50 9,728 4,773 36,835
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exffl.(Inlhr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00
0 4,000
Storage
Stage / Storage
8,000 12,000 16,000 20,000 24,000 28,000 32,000
Elev (ft)
799.00
000,
798.00
797.00
796.00
795.00
794.00
36,000 40,000
Storage (cuft)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 6 - Main Pond 5
Pond Data
Contour - User-defined contour areas. Co nic method used for volume calculation. Begining Elevation = 793.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 793.00 27,605 0 0
1.00 794.00 29,964 28,774 28,774
2.00 795.00 32,379 31,161 59,934
3.00 796.00 34,851 33,604 93,538
4.00 797.00 37,380 36,104 129,643
5.00 798.00 39,965 38,662 168,304
5.50 798.50 44,412 21,082 189,387
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsrl [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(inlhr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Stage / Storage
0
Elev (ft)
799.00
798.00
797.00
796.00
795.00
794.00
793.00
40,000 80,000 120,000 160,000 200,000
Storage (cult)
- Storage
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Pond No. 8 - Main Pond & Forebay POND 5
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 793.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 793.00 27,605 0 0
1.00 794.00 36,694 32,039 32,039
2.00 795.00 39,731 38,199 70,237
3.00 796.00 42,851 41,277 111,514
4.00 797.00 46,052 44,437 155,952
5.00 798.00 49,334 47,679 203,631
5.50 798.50 54,140 25,857 229,487
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Wet area)
Multistage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Stage / Storage
0 50,000 100,000
--r---- Storage
Elev (ft)
799.00
798.00
797.00
796.00
795.00
794.00
793.00
150,000 200,000 250,000
Storage (cuft)
Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.23
Pond Report
Hydraflow Hydrographs by Inteiisolve v9.23 Wednesday, May 11, 2011
Pond No. 7 - Water Quantity Pond 5
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Be gining Elevation = 798.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 798.50 54,140 0 0
0.50 799.00 59,076 28,292 28,292
1.50 800.00 62,793 60,919 89,211
2.50 801.00 65,574 64,172 153,383
3.50 802.00 68,397 66,974 220,357
4.50 803.00 71,205 69,789 290,146
5.50 804.00 73,799 72,491 362,637
6.50 805.00 76,420 75,098 437,735
Culvert / Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in) = 42.00 3.00 12.00 0.00
Span (in) = 42.00 3.00 36.00 0.00
No. Barrels = 1 1 3 0
Invert El. (ft) = 792.00 798.50 801.00 0.00
Length (ft) = 253.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Weir Structures
[A] [B] ICI [D]
Crest Len (ft) = 24.00 20.00 0.00 0.00
Crest El. (ft) = 803.00 804.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Riser Cipiti --- ---
Multi-Stage = Yes No No No
EAI.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.004
0
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
- Storage
90,000 180,000 270,000 360,000
Elev (ft)
805.50
804.50
803.50
802.50
801.50
800.50
799.50
--1 798.50
450,000
Storage (cuft)
Cl)
N
N
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T
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0
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1111111IIIIII1111111111111IIIII11111 2
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuff) Hydrograph
description
1 SCS Runoff 67.83 2 720 159,215 ---- ------ ------ Predevelopment
2 SCS Runoff 90.80 2 720 208,359 ---- ------ ------ Postdevelopment
3 Reservoir 1.817 2 1106 132,446 2 801.13 161,875 Routing
Andale Data Center Pond 5.gpw Return Period: 1 Year Wednesday, May 11, 2011
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
2 min
48.800 ac
0.0%
TR55
3.15 in
24 hrs
Wednesday, May 11, 2011
Peak discharge = 67.83 cfs
Time to peak = 720 min
Hyd. volume = 159,215 cuft
Curve number = 72*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.10 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(15.090 x 98) + (5.760 x 55) + (27.950 x 61)] / 48.800
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -IL
0
Predevelopment
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840
Hyd No. 1
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff Peak discharge = 90.80 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 208,359 cuft
Drainage area = 48.800 ac Curve number = 77*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.00 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.880 x 98) + (5.260 x 55) + (21.660 x 61)] / 48.800
Postdevelopment
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
100
00
. 100.00
90
00
. 90.00
80
00
. 80.00
70
00
. 70.00
60
00
. 60.00
50
00
.
y
n
„ 50.00

40
00 a
. 40.00
30
00
. 30.00

20
00
. 20.00
10
00 r
.
( 10.00
0.00 0.00
0120 240 Hh360 480 600 Y 720 840 960 1080 1200 ...n_.?.._
1320 1440 1560

Time (min)
°- ° Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Hyd. No. 4
Routing
Hydrograph type = Reservoir Peak discharge = 1.817 cfs
Storm frequency = 1 yrs Time to peak = 18.43 hrs
Time interval = 2 min Hyd. volume = 132,446 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 801.13 ft
Reservoir name = Water Quantity Pond 5 Max. Storage = 161,875 cuft
Storage Indication method used.
Q (cfs)
Q (cfs)
100.00 100.00
90
00
90.00 .
80
00
80.00 .
70
00
70.00 .
60
00
60.00 .
50
00
50.00 .
40
00
40.00 .
00
30
30.00 .
00
20
20.00 .
00
10
10.00
0 00 .
0 00
0
Routing
Hyd. No. 4 -- 1 Year
10 20 30 40
Hyd No. 4 Hyd No. 2
50 60 70 80 90
Total storage used = 161,875 cuft
100
Time (hrs)
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 101.66 2 720 234,116 ---- ------ ------ Predevelopment
2 SCS Runoff 128.21 2 720 293,540 ---- ------ ------ Postdevelopment
3 Reservoir 6.068 2 818 217,357 2 801.32 175,070 Routing
Andale Data Center Pond 5.gpw Return Period: 2 Year Wednesday, May 11, 2011
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 48.800 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.80 in
Storm duration = 24 hrs
Wednesday, May 11, 2011
Peak discharge = 101.66 cfs
Time to peak = 720 min
Hyd. volume = 234,116 cuft
Curve number = 72*
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.10 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) _ [(15.090 x 98) + (5.760 x 55) + (27.950 x 61)) / 48.800
Predevelopment
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 - 20.00
'x
.,, s,? v..m.m--.,. .....-..
0.00 0.00
- , ..,.,. . , rr: ....r. m....,?..0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
__, ..
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 48.800 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.80 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(21.880 x 98) + (5.260 x 55) + (21.660 x 61)1/ 48.800
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
Postdevelopment
Hyd. No. 2 -- 2 Year
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
7
Wednesday, May 11, 2011
Peak discharge = 128.21 cfs
Time to peak = 720 min
Hyd. volume = 293,540 cuft
Curve number = 77*
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Wednesday, May 11, 2011
Hyd. No. 4
Routing
Hydrograph type = Reservoir Peak discharge = 6.068 cfs
Storm frequency = 2 yrs Time to peak = 13.63 hrs
Time interval = 2 min Hyd. volume = 217,357 cuft
Inflow hyd. No. = 2 - Postdevelopment Max. Elevation = 801.32 ft
Reservoir name = Water Quantity Pond 5 Max. Storage = 175,070 cuft
Storage Indication method used.
Q (Cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 A- ?... T---::V ?, -.?.. ?
0
10 20 30 40
Hyd No. 4 °M Hyd No. 2
Q (Cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
50 60 70 80 90 100
Time (hrs)
Total storage used = 175,070 cuff
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Predevelopment
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.80 0.00 0.00
Land slope (%) = 10.00 0.00 0.00
Travel Time (min) = 1.41 + 0.00 + 0.00 = 1.41
Shallow Concentrated Flow
Flow length (ft) = 905.00 0.00 0.00
Watercourse slope (%) = 4.42 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.39 0.00 0.00
Travel Time (min) = 4.45 + 0.00 + 0.00 = 4.45
Channel Flow
X sectional flow area (sqft) = 9.62 0.00 0.00
Wetted perimeter (ft) = 11.00 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.41 0.00 0.00
Flow length (ft) = 1430.0 0.0 0.0
Travel Time (min) = 3.22 + 0.00 + 0.00 = 3.22
Total Travel Time, Tc ................ .................... ..................... ..................... 9.07 min
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Postdevelopment
Description A
Sheet Flow
Manning's n-value = 0.011
Flow length (ft) = 300.0
Two-year 24-hr precip. (in) = 3.80
Land slope (%) = 6.70
Travel Time (min) = 1.65
Shallow Concentrated Flow
Flow length (ft) = 735.00
Watercourse slope (%) = 7.50
Surface description = Paved
Average velocity (ft/s) = 5.57
Travel Time (min) = 2.20
B C
0.011 0.011
0.0 0.0
0.00 0.00
0.00 0.00
+ 0.00 + 0.00 = 1.65
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 + 0.00 = 2.20
Totals
Channel Flow
X sectional flow area (sqft) = 3.14 0.00 0.00
Wetted perimeter (ft) = 6.28 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.20 0.00 0.00
Flow length (ft) = 1775.0 0.0 0.0
Travel Time (min) = 4.11 + 0.00 + 0.00 = 4.11
Total Travel Time, Tc .......... .......................... .............. ............................ 7.96 min