NC0065749_AtC Desing Calculations_20180522

CHARLOTTE WATER ASH PLANTATION WWTP 4/10/2018
EXISTING WWTP DESIGN CALCULATIONS
Q= 0.1 MGD & BOD5 =
250 MG/L
PHASE I BASIS OF DESIGN:
Alpha =
FLOW
0.1 MGD
BOD5
250 MG/L 208.5 LBS/D
TKN
35 MG/L 29.19 LBS/D
02 REQ'D FOR BOD5
2 LBS/LB. BOD5 APPLIED (NEGLECT BOD5 IN EFFLUENT)
02 REQ'D FOR TKN
4.6 LBS/LB. TKN
F/M
0.1 LBS BOD5 / LBS MLVSS (Typical Design M&E =0.05 - 0.15)
MLVSS / MLSS
0.7
MLVSS REQ'D = LBS BOD5 / F/M RATIO =
2085 LBS MLVSS
PROPOSED AER. BASIN VOL. 78,540 Gal = 10500 CF
MLVSS CONC. IN AER. BASIN
3,183 LBS MLVSS
MLSS
4,547 MG/L (Typical Design M&E =3000 - 6000)
MLVSS
3,183 MG/L
REQ'D VOL = LBS MLSS /(CONC X 8.34) =
0.08 MG = 10,500 CF
DENTION TIME = AER. BASIN VOL/Q =
0.79 DAYS = 19 HRS
ORGANIC LOADING
19.9 LBS BOD5/1000 CF (Typical Design M&E =10 - 25)
WAS PRODUCTION:
0.85 LBS WAS / LB BOD5 APPLIED
WAS CONCENTRATION:
8000 MG/L = 0.8%
WAS PER DAY =
177 LBS WAS / DAY
WAS SPECIFIC GRAVITY:
1.05
WAS VOLUME/DAY =
2530 GPD @ 0.8% Solids
02 REQ'D FOR BOD5 = BOD5 MG/L X 8.34 X Q MGD X 1.25 = 417.0 LBS 02/DAY = 17.4 LBS 02/HR
02 REQ'D FOR TKN = TKN MG/L X 8.34 X Q MGD X 4.6 = 134.3 LBS 02/DAY = 5.6 LBS 02/HR
TOTAL 02 FOR BOD5 & TKN REQ'D (AOR)
551.3 LBS 02/DAY = 23.0 LBS 02/HR
AERATION REQUIRED:
FIELD OXYGEN TRANSFER FACTOR (FTR
FTR = Alpha x Theta^(t-20) x [Beta x Csm]/Cstm = 0.651
0.567
Where:
Alpha =
Ratio of mass transfer rate of 02 in process water to clean water =
0.75
Beta =
Ratio of saturation of 02 in process water to clean water =
0.95
Theata =
Temperature correction factor for 02 in process water to clean water =
1.024
T =
Design Reactor Temperature = 20 degree C
20 degree C
Cstm =
Saturation DO at Mid -Depth and Standard Conditions = 10.96 mg/I
10.96 mg/I
Csm =
Cstm corrected for site elevation and temperature =
10.82 mg/I
Cr =
Residual Dissolved Oxygen concentration = 2 mg/1
2 mg/I
STANDARD CONDITIONS:
STANDARD OXYGEN TRANSFER RATE (SORh)
SORh = AOR / FTR = 41 LBS 02/HR
AERATION / CYCLE = 24.00 HR/DAY 24 HRS/DAY
SORh = 40.5 LBS 02/HR
STANDARD CUBIC FEET OF AIR PER MINUTE (SCFM)
SCFM = (SOR LBS/HR/BASIN)/(60 x 0.0175 x SOTE/FT X Dsub) = 184 SCFM
Where:
0.0174 = LBS 02 PER CUBIC FOOT OF AIR AT STANDARD CONDITIONS (0.075 X 0.232)
SOTE/FT = STANDARD OXYGEN TRANSFER EFFICIENCY PER FOOT SUBMERGENCE = 1.0%/FT (PER AQUA A.)
Dsub = AVERAGE DIFFUSER SUBMERGENCE = 11.67 FT
CLARIFIER:
SURFACE AREA = 144 SQ FT
SURFACE OVERFLOW RATE: 694 GPD/SF
L:\Projects\Charlotte Accounts Payable\2017021700CL - Ash Plantation WWTP Design Con struction\Documents\G_Design Calculations\2018-04-
09 Charlotte Water Ashe WWTP Calculations jwh.xlsx

CHARLOTTE WATER ASH PLANTATION WWTP
EXISTING WWTP DESIGN CALCULATIONS
Q= 0.1 MGD & BOD5 = 250 MG/L
PRESENT SYSTEM DESIGN SOLIDS HANDLING SYSTEM - CONDITION 1
WASTE ACTIVATED SLUDGE (WAS) YIELD:
INFLUENT FLOW:
INFLUENT BODS:
EFFLUENT BODS:
DESIGN WAS SOLIDS CONCENTRATION:
WAS PRODUCED:
DIGESTED SOLIDS @ 0.7 MLVSS/MLSS & 50% DESTUCTION:
SPECIFIC GRAVITY OF WAS:
ESTIMATED WAS VOLUME:
Volume if decant to 2.5% solids in digester:
Volume after 50% VSS Destruction and 2.5% solids in digester:
Digester Volume
Digester HRT
4/10/2018
0.85 LBS WAS / LB BODS REMOVED
0.1 MGD
250 MG/L
5 MG/L
0.80% OR 8,000 MG/L
177 LBS/DAY (7 DAYSIWEEK BASIS)
115 LBS/DAY (7 DAYSIWEEK BASIS)
42,047
LBS/YR
1.05
2,530
GPD (7 DAYSIWEEK)
810
GPD (7 DAYSIWEEK)
526
GPD (7 DAYS/WEEK)
10,500
Gal
19.95
Days
L:\Projects\Charlotte Accounts Payable\2017021700CL - Ash Plantation WWTP Design Con struction\Documents\G_Design Calculations\2018-04-
09 Charlotte Water Ashe WWTP Calculations jwh.xlsx

PUMP STATION DESIGN CALCULATIONS
Project: Charlote Water- Ashe Plantation Package Plant
Design Calculations
WKD # 20170217.00.CL
Date: February 6, 2017
DESIGN CALCULATIONS
I. Narrative
Rehabilitation of 30 -year old Ashe Plantation package plant. Consists of new
package plant, along with a new pump station.
II. Pump Station Design
A. Wastewater Flows
Design flow to pump station - gpd
B. Peak Flow
Thus:
C. Target Pumping Rate
D. Piping
100,000 gpd. x (1 day / 24 hrs) x 2.5
Use 174 gpm
Pump Discharge
Force Main
Force Main Length
Force Main Length to High Point
Force Main Length to Calculate TDH
Pump Capacity
Velocity at Pumping Rate
Friction Coefficient
Headloss in FM per 1,000 ft.
"Flow Away" Calculation
Force Main Storage
Average Force Main Detention
E. Dimensions and Initial Elevations
Wet Well Dimensions
Surface Area
Pump Station Rim Elevation
Invert of Influent Line
High Level Alarm
Ph W K
WDICKSON
community infrastructure consultants
100,000 gpd
x (1 hr / 60 min) = 174 GPM
= 174 GPM
4 " DIP
4 " DIP
48 ft.
48 ft.
48 ft.
174 gpm
4.45 fps
C= 130
21.21 ft.
gpm
ter an pumping rate, calculated
31 gallons
force main length to high point and
0.45 min
Ehighoint elevation. Install combination
acuum valve at highest point.
8.00 ft. inside diameter
50.27 sq. ft.
591.50 ft. MSL
582.94 ft. MSL
583.25 ft. MSL
582.50 ft. MSL
581.50 ft. MSL
Ashe Plantation Assessment
20170217.00.CL

Pump Off
579.50 ft. MSL
1 ea. @ 28.00 ft./ea. =
Bottom Wet Well
577.50 ft. MSL
10
Force Main Discharge
@ High Point 608.58 ft. MSL
ea. @ ft./ea. =
Detention Volume
= Area x (Pump On - Pump Off) x (7.48 gal./cf) =
752 gal.
Pump On Time =
Detention Volume / (Pump Capacity - Q) =
7.19 min.
Run Time per Day
= Pump On Time x # of Cycles x 24 hours/day =
574.71 min.
Pump Off Time =
Detention Volume / Q =
10.83 min.
Pumping Cycle =
Pump On + Pump Off =
18.02 min.
Cycles =
60 min/hr / Pumping Cycle =
3.3 cycles/hr
2.1
144
One Pump Operation
F. System Works
0.72
Three Pump = < 2 cycles/hr
1. Static Head:
FM High Point 608.58 ft. Force Main Discharge 608.58
154
Pump Off Elevation: 579.50 ft. Pump
Off Elevation: 579.50
0.81
Total Static Lift 29.08 ft. Total Static Lift 29.08
2. Friction Losses:
a. Station Loss
4" Ductile Iron Pipe
4" Plug Valve
4" Swing Check Valve
4" 45 Degree Bend
4" 90 degree bends
6" x 8" Reducer Elbow
4" x 6" Reducer
b. Force Main
4" Force Main (as previously identified)
4" 90 degree bends
" 90 degree bends
4" Gate Valve
3. System curve
1 ea. @ 10.00 ft./ea. =
10
1 ea. @ 28.00 ft./ea. =
28
2 ea. @ 5.00 ft./ea. =
10
4 ea. @ 11.00 ft./ea. =
44
ea. @ ft./ea. =
0
ea. @ ft./ea. =
0
Total Equivalent Length
92
124
48
ea. @ ft./ea. =
0
ea. @ ft./ea. =
0
ea. @ ft./ea. =
0
Total Equivalent Length
Flow
(gpm)
Static Hd.
(ft.)
Station HL
(ft.)
FM HL
(ft.)
Vel. HL
(ft.)
TDH
(ft.)
Fluid HP
49.5
124
29.1
1.04
0.54
0.16
30.8
1.9
134
29.1
1.20
0.63
0.18
31.1
2.1
144
29.1
1.37
0.72
0.21
31.4
2.3
154
29.1
1.56
0.81
0.24
31.7
2.5
164
29.1
1.75
0.91
0.27
32.0
2.7
174
29.1
1.95
1.02
0.31
32.4
2.8
184
29.1
2.16
1.13
0.34
32.7
3.0
194
29.1
2.39
1.24
0.38
33.1
3.2
204
29.1
2.62
1.37
0.42
33.5
3.5
214
29.1
2.86
1.49
0.46
33.9
3.7
224
29.1
3.11
1.62
0.51
34.3
3.9
234
29.1
3.38
1.76
0.55
34.8
4.1
244
29.1
3.65
1.90
0.60
35.2
4.3
254
29.1
3.93
2.05
0.65
35.7
4.6
264
29.1
4.22
2.20
0.71
36.2
4.8
Z'/4
29.1
4.b2
2.36
U./6
36.%2
6.1
Flow Increments:
F&WK
WDICINUSON
community infrastructure consultants
10 gpm
'rel. Pump
selection
210
190
175
151
125
100
lantation Assessment
20170217.00.CL

W
w 20
x
A
10
0
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
FLOW (GPM)
G. Pump Selection Sulzer (ABS) XFP100E CB1
Pump Capacity: �74 gpm @ � � TDH
Motor Horsepower: HP @ RPM
Electrical Service: volt Phase
Impeller Diameter: inch
(See sample pump curve in manufacturer's information attached)
Fkamwl<
DICKSON
community infrastructure consultants
Ashe Plantation Assessment
20170217.00.CL

mft�WK
aVE>14C1011<SC>N
community infrastructure consultants
Project: Ashe Plantation Pump Station
Owner: Charlotte Water
ASSUMPTIONS:
W.K. DICKSON & CO., INC
Community Infrastructure Consultants
616 Colonnade Drive
Charlotte, North Carolina 28205
Buoyancy Resistance Calculations
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [gco„d = 160 pcf
Unit Weight of Water [gw] = 62.4 pcf
Base Length [L] = 11.17 ft
Base Width [W] =1 13.34 ft
KNOWN:
Inside Width of Structure (ft) =
Outside Width of Structure (ft) =
Inside Length of Structure (ft) =
Outside Length of Structure (ft) =
Length of Interior Walls (ft) =
Number of Interior Walls =
Depth of Structure (ft) =
Minimum Base Slab Thickness (in) =
Minimum Top Slab Thickness (in) =
Average Wall Thickness (in) =
Base Slab Area (ft2) =
Displacement Volume, Main Structure (ft3) =
Displacement Volume, Outlet Box Structure (ft3) =
Displacement Volume, Base Slab (ft3) =
Buoyant Force =
Effective Weight of Soil Over Slab Extension =
Structure Weight, Walls =
Structure Weight, Interior Walls =
Structure Weight, Top Slab =
Structure Weight, Base Slab =
Structure Weight, Total =
TABLE OF CALCULATIONS:
WKD No: 20170217.00.CL
Date: 02/05/18
IW
OW
IL
OL
Lw
#w
D
T
Tts
Ti
A
VW
VWaS
ybs
B
S
WW
Wi
Wt.
Wb.
W
FORMULA
6.00
6.83
6.00
6.83
0.00
5.00
6.00
6.00
6.00
=(LxW)
= OL*OW*D
= ILOS*IWOS*D
= A(T/12)
_ (Vw+Vb09w
(9sat-9w)(A-0W*0L)D
_ (0W*0L-IW*IL)D9conc
= L*#W*D Ti'9conc
= N/A
= A(T/12)9conc
=Ww+Wi+Wts+Wbs
A
WW
Wi
Wt.
Wb. W
(ft2)
(lbs)
(lbs)
(lbs)
(lbs) (lbs)
149.0
8,556
0
0
11,921 20,476
VW
Vb.
VWOS
B
S
(ft3)
(ft3)
(ft3)
(lbs)
(lbs) IS W+S>=B? Safety Factor
233.5
74.5
0.0
19,218
29,466 YES 2.6
CONCLUSION:
Since the weight of the structure and the base slab is greater than or equal to the bouyancy force for the wetwell, the
resistance to buoyant force is provided.

MWK
RrD1C:1<SC)N
community infrastructure consultants
Project: Ashe Plantation Pump Station
Owner: Charlotte Water
W.K. DICKSON & CO., INC
Community Infrastructure Consultants
616 Colonnade Drive
Charlotte, North Carolina 28205
WKD No: 20170217.00.CL
Date: 02/05/18
Buoyancy Resistance Calculations for 8' Diameter Wetwell with Circular Base
ASSUMPTIONS:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [gcond = 160 pcf
Unit Weight of Water [gw] = 62.4 pcf
Base Length [L] = 11.17 ft
Base Width [W] =1 11.17 ft
KNOWN:
Inside Diameter of Structure (ft) =
Outside Diameter of Structure (ft) =
Depth of Structure (ft) =
Minimum Base Slab Thickness (in) =
Minimum Top Slab Thickness (in) =
Average Invert Thickness (in) =
Base Slab Area (ft) =
Displacement Volume, Wetwell (ft) =
Displacement Volume, Base Slab (ft) =
Buoyant Force =
Effective Weight of Soil Over Slab Extension =
Structure Weight, Walls =
Structure Weight, Invert =
Structure Weight, Top Slab =
Structure Weight, Base Slab =
Structure Weight, Total =
TABLE OF CALCULATIONS:
ID
OD
D
T
Tts
Ti
A
VW
Vb.
B
S
WW
Wi
Wt.
Wb.
W
A
WW
Wi
Wt. Wbs W
(ft2)
(lbs)
(Ibs)
(lbs) (Ibs) (lbs)
97.9
40,659
4,021
9,122 13,058 66,861
VW
Vbs
B
S
957.8 81.6 64,862 23,803
CONCLUSION:
FORMULA
8.0
9.3
14.0
10
10
6
=(LxW)
= p(OD/2)2D
= A(T/12)
(VW+Wbs)gw
(gsat-gJA-p(OD/2)2)D
_ (p(OD/2)2-p(ID/2)2)Dgconc
= p(ID/2)2Tigconc
= p(OD/2)2(Tts/12)gconc
= A(T/12)9aonc
=Ww+WI+Wts+Wbs
IS W+S>=B?
YES
y Factor
1.4
Since the weight of the structure and the base slab is greater than or equal to the bouyancy force for the
wetwell, the resistance to buovant force is provided.