0.0 0.2
0.4 0.6
0.8 1.0
1.2 03
Cr
Item 4.
V&A 1 FM -02 - 14
332
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
3/2/2020 to 3/9/2020
L10
E 1.5
12 10
Mon
Tue
Wed
Thu
Fri
Sat
Sun
0 -
3.0 Total Weekly Rainfall: 0.02 inches
2.5 —
2.0 —
0 1.0 —
0.5 0.0
Avg Level: 2.48 in. Peak Level: 3.38 in. Min Level: 1.29 in.
Lev
Avg Velocity: 6.95 fps Peak Velocity: 8.18 fps Min Velocity: 5 1 3/2
3/3
3/4
1 1
3/5
3/6
.42 fps
3/7
Ir
Avg Flow: 0.802 mgd Peak Flow: 1.416 mgd Min Flow: 0.229 mgd 3/8
-Vel
0.0 0.2
0.4 0.6
0.8 1.0
1.2 03
Item 4.
V&A 1 FM -02 - 15
333
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
3/9/2020 to 3/16/2020
12 10
c
>
a)
J
0 14
12 10
Velocity (fps)
Mon
Tue
Avg Level: 2
Wed
Thu
k Level: 4.05
Fri
in. Min Lel
Sat
el: 1.28 in.
Sun
ELMMILIIIPAI=1==
Avg Velocit
1 7.07 fps I
eak Velocity:
'mV
Total Weekly Rainfall: 5.80 inches
8.82 fps N
A
lin Velocity: 5
44 fps
—Vel
TM
N1.
3/9
3/10
3/11
3/12
3/13 3/14
3/15
Avg Flow: 0.870 mgd Peak Flow: 1.967 mgd Min Flow: 0.240 mgd (13
CC
Item 4.
"AIWA 1 FM -02 - 16
334
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
3/16/2020 to 3/23/2020
12 10
8 6
4 2
0 14
Mon
Tue
Wed
Thu
Fri
Sat
Sun
Avg Level: 2.50
1 in. Peak
1 Level: 3.57
1 in. Min Level:
1.35 in.
1 12 -
3/16
3/17
3/18
3/19
3/20 3/21
3/22
Avg Velocity: 6.98 fps Peak Velocity: 8.38 fps Min Velocity: 5.51 fps 1,
Avg Flow: 0.820 mgd Peak Flow: 1.572 mgd Min Flow: 0.257 mgd Total Weekly Rainfall: 1.93 inches
ev
Vel
03 Item 4.
V&A 1 FM -02 - 17
335
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
3/23/2020 to 3/30/2020
c
m
m
J
12 10
8 6
4 2
0 14
Mon
Tue
Wed
Thu
Fri
Sat
Sun
Avg Level: 2.51
1 in. Peak
1 Level: 3.35
1 in. Min Level:
1.17 in.
1 12 -
10 0.
- 8
T
0 m
ev
Avg Velocity: 6.99 fps Peak Velocity: 8.18 fps Min Velocity: 5.43 fps Vel
Total Weekly Rainfall: 0.85 inches
30 2.5
,.., 2.0
L10
E
- 1.5 —
3 0
1.0 —
0.5 0.0
3/23
3/24
3/25
3/26
3/27 3/28
3/29
Avg Flow: 0.825 mgd Peak Flow: 1.387 mgd Min Flow: 0.200 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 03
Item 4.
V&A 1 FM -02 - 18
336
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
3/30/2020 to 4/6/2020
c
m
m
J
12 10
Mon
Tue Wed Thu Fri Sat Sun
Avg Level: 2
.49 in. Pea
k Level: 3.38
in. Min Lel
2 „/ n,vir''n.,,411-1-\\"pie
0-
14 -
12 -
10 0.
U
3.0 2.5
2.0 L10
E 1.5
0 " 1.0
0.5 0.0
Avg Velocity
el: 1.22 in.
Lev
: 6.97 fps I
3/31
4/1
4/2
4/3
4/4
4/5
3/30
)eak Velocity:
WY
8.11 fps Min Velocity: 5 43 fps
WTI
Avg Flow: 0.816 mgd Peak Flow: 1.401 mgd Min Flow: 0.212 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 03
Cr
Item 4.
V&A 1 FM -02 - 19
337
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
4/6/2020 to 4/13/2020
12 10
Mon
Tue Wed Thu Fri Sat Sun
8-
4 2
0 14
12 4
2 0
Avg Level: 2.70 in. Peak Level: 3.80 in. Min Level: 1.27 in.
Lev
Avg Velocity:
7.20 fps
Peak Velocity:
8.53 fps Min
Velocity: 5.45
fps
Vel
_
Total Weekly Rainfall: 6.35 inches
4/6
4/7
4/8
4/9
4/10
4/11
4/12
Avg Flow: 0.950 mgd Peak Flow: 1.744 mgd Min Flow: 0.226 mgd 03 Item 4.
V&A 1 FM -02 - 20
338
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -03
City Structure: SSMH00381
Location: California Avenue north of East 1st Street
Data Summary Report
FM:02drnant a E 6Lh S,
l ti st•ri a l •
Er:a "� 4-• AiNcia
— _ - Pa� h't1 AB FM -03 vLIug
Vicinity Map: FM -03
Item 4.
:11V&A
FM -0c
339
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Site Information
Location: California Avenue north of East
1st Street
City Manhole: SSMH00381
Coordinates: 116.9813° W, 33.9228° N
Rim Elevation (Earth): 2576 feet
Pipe Diameter: 31 inches
ADWF: 1.074 mgd
Peak Measured Flow: 3.207 mgd
FM -03
100 F t
Sanitary Map
Street View
Satellite Map
Flow Sketch
Plan View
Item 4.
:11 V&A
1 FM -03 - 2
340
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Additional Site Photos
Effluent Pipe
Monitored Influent Pipe
Item 4.
:11 V&A
1 FM -03-3
341
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Additional Site Photos
Lateral Pipe
Item 4.
:11 V&A
FM -03 - 4
342
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 1.134 MGal Peak Daily Flow: 1.582 MGaI Min Daily Flow: 0.888 MGal Total Period Rainfall: 12.96 inches
Flow (MGaI)
1800
1600 —
1400 —
1200 —
1000 —
0.800
0.600
0.400
0.200
0.000
• Realtime Weekday G Realtime Weekend • Realtime Holiday • Rainfall —ADWF 11 1
IL
1 1
1 10 r 0) CI CO 00 0 N ▪ CO 00 0 N CO 00 0
N CI CI N N \ \ \ \ r -I ei ei el el N N N N N M
N N N N N M M M M M M M M M M M M M M M
F
0.0 — 0.5
— 1.0
— 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
5.0 Rainfall (in/day)
Item 4.
.41V&A
1 FM -03-5
343
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.37 inches Avg Flow: 1.033 mgd Peak Flow: 3.207 mgd Min Flow: 0.095 mgd
4.50 4.00
3.50 3.00
E 2.50 -
3 2.00 -
0 LL 1.50 -
1.00 -
0.50 0.00
Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) Feb 21
(Fri)
4.50 4.00 -
3.50 v 3.00
uo
X2.50-
3 2.00 -
LL 1.50 -
1.00 -
0.50 0.00
1 r
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) - 0.0
- 0.2
- 0.4 i
t
- 0.6 c
- 0.8 z,
- 1.0 m
- 1.2 c
1.4rx
1.6 - 1.8
2.0 0.0
0.2 0.4
0.6 :c-
0.8 c
1.0"
1.2 m
1.4 .E
m
1.6 cc
1.8 2.0
Item 4.
FM -03 - 6
344
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 6.59 inches Avg Flow: 1.236 mgd Peak Flow: 2.973 mgd Min Flow: 0.141 mgd
4.50 4.00
3.50 f 3.00
E 2.50
2.00 LL 1.50
1.00 0.50
0.00 Mar 16
(Mon)
Ty
ir
r
T
IF
4.50 4.00 -
3.50 -
• 3.00
tw
E 2.50
2.00 - • 1.50
1.00 0.50
0.00 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) 'MT
0.0 0.2
0.4 Z
0.6 0.8
1.0 m
1.2 c
1.4cc
1.6 1.8
2.0 r 0.0
- 0.2
0.4 - 0.6
- 0.8 c
- 1.0
1.2 m
1.4 E
co
- 1.6rx
- 1.8
Mar 28
(Sat)
Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed)
2.0 Item 4.
1 FM -03-7
345
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
2.50 2.00
0.50 Mon-Thurs
Friday
Saturday —Sunday
0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O rl N CY) 10 C0 ti 00 a) O rl N C�') 10 C0 I` 00 CA O rl N CY) rl r I r I r -I r -I r -I r -I r -I r -I H N N N N
Time of Day
ADWF:
Item 4.
V&A 1 FM -03 - 8
346
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20) Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
2.50 2.00
1.50 —
an
0 1.00
0.50 -
0.00 1 1 1 1 1
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 C0 ti 00 a) O ; 1 N C�') 10 C0 I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I r-1 N N N N
Time of Day
ADWF:
Item 4.
V&A 1 FM -03 - 9
347
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Site Capacity and Surcharge Summary
Realtime Flow Levels with Rainfall Data over Monitoring Period 35 30
25 c 20
J
10 5
0 1 1 1
Diameter
lir-
TT
75%
d/D
+
lltri:
lot
'\1
50%
d/D
V
V141
1 1-1
M
N rn
O O
rn rn
O O
M
If)
M
M
M
O
M
M
1-1
M
1-1
1-1
M
N
M
M
1-1
M
1-1
M
Lnn
M
1-1
M
N
1-1
M
O
1-1
M
1-1
M
N
M
N
M
N
N
M
M
N
M
N
M
Lnn
N
M
N
M
r\
N
M
O
N
M
6.J
N
M
M
M
1-1
M
M
1-1
N
M
Pipe Diameter: 31 inches
Peak Measured Level: 18.6 inches
Peak d/D Ratio: 0.60
If)
0.0 0.2
04 0.6
0.8 1.0
1.2 1.4
1.6 1.8
2.0 2.2
2.4 2.6
2.8 3.0
L
c
c
Item 4.
FM -03-10
348
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
4.50 4.00 —
3.50 —
no 3.00 —
E 2.50 —
3 2.00 —
E —
1.00 —
0.50 0.00
Event 1
Rainfall: 4.01 inches
N-
0 CO
0 co
0 co
0 0)
0 CO
0 0
co
0 N (Y')
\ \
CO CO
0 0
cr
co
0 LO
CO
0 0
CO
0 ti
m
0 co
NH
m
0 0) 0
.-I N
CO m
o o
Event 1 Detail Graph
3.50 7
1. co
0 1 imr
71 7
w
N
m
0 0.0
0.2 0.4
0.6 Storm Event I/I Analysis (Rain = 4.01 inches)
Capacity
Peak Flow: 3.21 mgd
PF: 2.99
Peak Level: 18.56 in
d/D Ratio: 0.60
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
2.13 mgd
646,000 gallons
Item 4.
V&A
1 FM -03 - 11
349
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
4.500
4.000
3.500
3.000
E 2.500 —
3 2.000 —
o
1.500 —
LL 1.000 I)
0.500
0.000
in
c-1
m
0 Event 2
Rainfall: 0.82 inches
IF
f•
1 Er -
x
I I I I I I I I I I I I I I I I
CO N- co 97 0 c-1 N CO In C9 N- GO 97 0 c-1
T -I c -I N -I N -I N N N N N N N N N N M CO 0
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO 71-
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0.0 — 0.2
— 0.4
— 0.6
— 0.8
1.0 1.2
1.4 1.6
N-1
Event 2 Detail Graph
3.000
2.000 -
no
- 1.500 -
3 0
LI
1.000 -
N
co
0 —
c
c
co
Ct
Storm Event I/I Analysis (Rain = 0.82 inches)
Capacity Inflow / Infiltration
Peak Flow: 2.26 mgd Peak 1/1 Rate: 0.52 mgd
PF: 2.11 Total 1/1: 112,000 gallons
Peak Level: 16.04 in
d/D Ratio: 0.52
Item 4.
1 V&A
FM -03 - 12
350
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
0 4.500
4.000 Irl
3.500
3.000
2.500 —
2.000 —
1.500 —
1.000 -
0.500
0.000
m
N
m
0 1 1 1 1 I 1
Cr 1 0 N- 00 rn 0 H
0 ▪ 0 • 0 ▪ 0 ▪ 0 ▪ 0 ▪ 0 ▪ 0
Event 3 Detail Graph
3.500
3.000
2.500
tuO 2.000
E
c 1.500
1.000
0.500
0.000
0 0
0 ti
0 0
00 0
0 0
0 Event 3
Rainfall: 4.17 inches
0.2 iff fir- 0.2
— 0.4
— 0.6
— 0.8
1.0 1.2
— 1.4
I I I I I 1 1 1 1.6
N-1
0 0 0 0 N- 00 0
0 0 0 0 0 0 0 0 0
rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 •
CO
Ct
Storm Event I/I Analysis (Rain = 4.17 inches)
Capacity Inflow / Infiltration
Peak Flow: 2.97 mgd Peak 1/1 Rate: 1.31 mgd
PF: 2.77 Total 1/1: 519,000 gallons
Peak Level: 18.06 in
d/D Ratio: 0.58
Item 4.
V&A
FM -03 - 13
351
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
2/17/2020 to 2/24/2020
c
>
a)
J
30 Mon
Tue Wed Thu Fri Sat Sun
25 -
20 15
10 5
0 3.0
2.5 22.0
a
1.5 0
0.5 0.0
4.5 4.0
3.5 3.0
E 2.5
3 2.0
0 1.5
1.0 0.5
0.0 Avg Level: 13.25 in.
Peak Level: 16.03 in. Min Level: 9.33 in.
Lev
\p4w\l'A\
Vel
Avg Velocity-
0.97 fps
Peak Velocity:
1.68 fps
Min
Velocity: 0.22
fps
ilk
Total Weekly Rainfall: 0.87 inches
PIPIT
+ •
rmm
m
r.
T
s
f
l
•
2/17
2/18
2/19
2/20
2/21
2/22
Avg Flow: 1.005 mgd Peak Flow: 2.185 mgd Min Flow: 0.098 mgd 2/23
0.0 0.2
0.4 0.6
0.8 1.0
1.2 (13
CC
Item 4.
:1 V&A I FM -03 - 14
352
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
2/24/2020 to 3/2/2020
c
>
a)
J
10 0
3.0 2.5
2.0 a
1.5 0
0.5 0.0
4.5 4.0
3.5 3.0
E 2.5
3 2.0
0 1.5
1.0 0.5
0.0 2/24
Avg Flow:
2/25
Mon
30 Avg Level: 1
Tue
25 20
Wed
Thu
Fri
Sat
Sun
IIMINitrAllrallirMITM/111115 7
—Vel
Avg Velocity-
0.98 fps
Peak Velocity:
1.95 fps Min
Velocity: 0.24
fps
Total Weekly Rainfall: 0.15 inches
1.011 mgd
2/26
2/27 2/28
3/1
2/29
Peak Flow: 2.615 mgd Min Flow: 0.106 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 L
CC
Item 4.
V&A 1 FM -03 - 15
353
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
3/2/2020 to 3/9/2020
c
>
a)
J
30 25
20 15
10 0
3.0 2.5
22.0 a
1.5 0
> 1.0
0.5 0.0
4.5 4.0
3.5 3.0
E 2.5
3 2.0
0 1.5
1.0 0.5
0.0 Mon
Sun
Tue
Wed
: 0.98 fps I
Thu
eak Velocity:
Fri
1.70 fps N
Sat
lin Velocity: 0
.21 fps
3/5
3/6
3/7
3/8
I 1 '' It'll 1
117r rl
3/2 3/3 3/4
Avg Flow: 1.004 mgd Peak Flow: 2.226 mgd Min Flow: 0.095 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CC
Item 4.
V&A
d 1 FM -03 - 16
354
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
3/9/2020 to 3/16/2020
c
>
a)
J
Mon
30 25 -
20 15
10 5
0 3.0
2.5 0
0.5 0.0
4.5 4.0
3.5 3.0
E 2.5
3 2.0
O
1.5 1.0
0.5 0.0
Tue Wed Thu Fri Sat Sun
Avg Level: 13.41 in. Pe
Joh
.11
ak Level: 18.
56 in. Min
evel: 9.24 in.
Lev
-Vel
Avg Velocity-
1.03 fps
Peak Velocity:
2.19 fps Min
Velocity: 0.29
fps
lit
IA A
i
l i
\Id
r
V
V
Total Weekly Rainfall: 5.35 inches
1I
11 u
�.
imEnrm.f,migmi
umgrusiormwaiwinimiam
T
3/9
3/10
3/11
3/12
3/13
3/14
Avg Flow: 1.095 mgd Peak Flow: 3.207 mgd Min Flow: 0.131 mgd 3/15
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CC
Item 4.
-411
V&A I FM -03 - 17
355
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
3/16/2020 to 3/23/2020
Mon
30 25 -
20 -
10 0-
3.0 -
2.5 -
1.5 -
0 > 1.0 -
0.5 0.0
Tue Wed Thu Fri Sat Sun
Avg Level: 1
Avg Velocity
3.53 in. Pe
.M.
: 1.03 fps I
ak Level: 17.
)eak Velocity:
171110
Total Weekly Rainfall: 1.80 inches
4.5 4.0 -
3.5 -
)7 in. Min
1.95 fps N
evel: 9.47 in
ev
lin Velocity: 0
PE
.29 fps
-Vel
3.0 -
E 2.5 -
3 2.0 -
0 " 1.5 -
1.0 0.5
0.0 T1
lip 0.0
0.2 0.4
3/18
3/19
3/20
3/21
3/22
0.6 0.8
1.0 1.2
3/16 3/17
Avg Flow: 1.115 mgd Peak Flow: 2.562 mgd Min Flow: 0.141 mgd 03 Item 4.
V&A 1 FM -03 - 18
356
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
3/23/2020 to 3/30/2020
c
>
a)
J
30 25
20 15
10 5
0 3.0
2.5 22.0
a
1.5 0
Mon
Tue
Wed
Thu
Fri
Sat
Sun
Avg Level: 13.70
in. Peak
Level: 16.76
in. Min Level: 9.55 in.
lL
ev
Avg Velocit
1.05 fps Peak Velocity:
> 1.0 -
0.5 -
0.0 4.5
4.0 3.5
3.0 uo
E 2.5
3 2.0
1.5 1.0
0.5 0.0
3/23 3/24 3/25
Avg Flow: 1.161 mgd Peak Flow: 2.640 mgd Min Flow: 0.141 mgd 1 ' ^'
1.89 fps Min Velocity: 0.29 fps
f �k
Vel
Total Weekly Rainfall: 0.62 inches
Fr -
3/26
3/27
3/28
3/29
0.0 0.2
0.4 0.6
0.8 1.0
1.2 (13
CC
Item 4.
F' V&A I FM -03 - 19
357
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
3/30/2020 to 4/6/2020
c
>
a)
J
30 Mon
Tue Wed Thu Fri Sat Sun
25 -
20 15
10 5
0 3.0
2.5 2.0
a
1.5 0
0.5 0.0
4.5 4.0
3.5 3.0
E 2.5
3 2.0
0 1.5
1.0 0.5
0.0 3/30
Avg Flow:
3/31
4/1
Avg Level: 14.14 in.
Peak Level: 17.57 in. Min Level: 9.71 in.
Lev
Vel
Avg Velocity-
1.13 fps
Peak Velocity:
1.91 fps Min
Velocity: 0.40
fps
/
f 1
1 i
,VV
. .
Yll R
1M IF IF
4/2
4/3
4/4
1.316 mgd Peak Flow: 2.833 mgd Min Flow: 0.195 mgd
4/5
0.0 0.2
0.4 0.6
0.8 1.0
1.2 (13
CC
Item 4.
V&A I FM -03 - 20
358
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -03
Weekly Level, Velocity and Flow Hydrographs
4/6/2020 to 4/13/2020
30 25
20 c
m 15
m
J
10 5
0 Mon
Tue
Wed
Thu
Fri
Sat
Sun
Avg Level: 14.75
in. Peak
Level: 18.06
in. Min
Level: 10.31 in.
3.0 -
2.5 -
Avg Velocity: 1.23 fps Peak Velocity: 1.99 fps Min Velocity: 0.42 fps N 2.0 -
0. 4T' 1.5 -
0 m
> 1.0
0.5 0.0
4.5 4.0
3.5 3.0
E 2.5
3 2.0
O
" 1.5
1.0 0.5
0.0 1
poo
ev
Vel
Total Weekly Rainfall: 6.02 inches
_irrr!
111
r '
'
T/ r 11 -
. .
. ..
1..
y: r , ,„
r s is, 'ti t
v'
a
4/6
4/7
4/8
4/9
4/10
4/11
Avg Flow: 1.506 mgd Peak Flow: 2.973 mgd Min Flow: 0.257 mgd 4/12
0.0 0.2
0.4 0.6
03 0.8
1.0 1.2
Item 4.
V&A 1 FM -03 - 21
359
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -04
City Structure: SSMH00450
Location: East 6th Street east of Illinois Avenue
Data Summary Report
,Nay
'°:r L'otiver,C�aiC
c
Nochampoivs F-4
rnego
4Y rt ' • Oo C b
.ofd Upper oak
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cc
G0R-G0N10
Broo+_sido Ave
Jrri.• �4
D} Oak vaklay
NC
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Beaumont Mesa
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•
� ,-�� 11 D�rrrFr
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1 M:les - - - - -
^ounlry clur
Creek
PASS
L IOC
Legend
• FM Sites
• Lift Stations
FM -01
•
Cougar way
4,
& v
Q E -r.
1 - - 1 ° i E Ftif t--04
FM cO2drnont a E 6th s1
IntIust•rial •
A a
= P MI 19O. 5e � e ` f
Vicinity Map: FM -04
Item 4.
. V&A
1 FM04- 1
360
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Site Information
Location: East 6th Street east of Illinois
Avenue
City Manhole: SSMH00450
Coordinates: 116.9631° W, 33.9293° N
Rim Elevation (Earth): 2612 feet
Pipe Diameter: 21 inches
ADWF: 0.570 mgd
Peak Measured Flow: 1.572 mgd
VCP
_,...15" VCP
FM -04
• a"Pvc
100 F t
Sanitary Map
Street View
Satellite Map
Flow Sketch
Plan View
Item 4.
:11 V&A
1 FM -04 - 2
361
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Additional Site Photos
Effluent Pipe
Monitored Influent Pipe
Item 4.
:11 V&A
362
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Additional Site Photos
Lateral Pipe
Item 4.
:11 V&A
FM -04 - 4
363
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.600 MGal Peak Daily Flow: 0.715 MGal Min Daily Flow: 0.466 MGal Total Period Rainfall: 13.02 inches
0.800
0.700
0.600
0.500
m
C7
0.400
3 0
L
0.300
0.200
0.100
0.000
el
N
N
N
M
cr
M
• Realtime Weekday
a
0 M
G Realtime Weekend
• Realtime Holiday
0 M
ei
0 M
N
M
Tt
el
M
0 el
M
O
N
M
N
N
M
0 N
M
co
N
M
0 M
M
el
N
M
• Rainfall
1 ei
—ADWF
0.0 — 0.5
1.0 — 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
J' 5.0
Rainfall (in/day)
Item 4.
.41V&A
1 FM -04-5
364
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 6.41 inches Avg Flow: 0.548 mgd Peak Flow: 1.572 mgd Min Flow: 0.021 mgd
2.00 1.80 -
1.60 v 1.40
0 1.20
3 1.00
o 0.80
0.60 0.40
0.20 0.00
r�
,A A A
1 11 IF V f■ iI�1M.Vi�i�
r i l l
Mill Mir
!NMI
Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue)
2.00 1.80
1.60 v 1.40
O 1.20
- 1.00
c 0.80
LL 0.60
0.40 0.20
0.00 irtur.
PV9
I�
Mar 04
(Wed)
Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 0.6
0.8 1.0 m
1.2 E
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 m
1.4 .E
co
1.6 1.8
2.0 Item 4.
FM -04 - 6
365
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 6.61 inches Avg Flow: 0.651 mgd Peak Flow: 1.452 mgd Min Flow: 0.061 mgd
2.00 1.80
1.60 v 1.40
0 1.20
3 1.00
o 0.80
LL 0.60
0.40 0.20
0.00 Mar 16
(Mon)
2.00 1.80
1.60 v 1.40
to 1.20
- 1.00
c 0.80
LL 0.60
0.40 0.20
0.00 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) ►u
"Tr 1
Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed)
0.0 0.2
0.4 0.6
0.8 1.0 m
1.2 c
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 m
1.4 .E
1.6 CC
1.8 2.0
Item 4.
1 FM -04- 7
366
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.80 an
3 0.60
0 0.40
Mon-Thurs
Friday
Saturday —Sunday
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 C0 ti 00 a) O ; 1 N C�') 10 C0 I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A I FM -04 - 8
367
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20) Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A I FM -04 - 9
368
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Site Capacity and Surcharge Summary
Realtime Flow Levels with Rainfall Data over Monitoring Period 25 20
2. 15
10 5
0 Diamete 1111
117 15°/ --
11111
* 1 1 i
1 50% d/D
1 Lf) i0 N co 6) O +--i N M LfI io N co 6l O •--1 N M Lf) VD N co CA O +--i +-1 N M is) io N co (N N N N N N N N N N M M O O O O O O O O
M M M M M M M M M CO M M M M M M M M M M M M M M M M M M M M M 1- 1- 1- 1- 1- 1- 1- 1-
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Pipe Diameter: 21 inches
Peak Measured Level: 6.83 inches
Peak d/D Ratio: 0.33
0.0 0.2
0.4 0.6
0.8 1.0
1.2 t
1.4 c
1.6 c
1.8 .c
CC
2.0 2.2
2.4 2.6
2.8 3.0
Item 4.
FM -04-10
369
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.00 1.50 -
no
E
3 1.00 -
0 E 0.50 -
0.00 V
ti
0 CO
0 I
00 0
co
0 Event 1 Detail Graph
1.80 1.60 -
1.40 -
1.20 -
i
1313 • 1.00 -
0 • 0.80 -
LI
0.60 -
0.40 0.20
0.00 CH
CH
m
0 I
0 NH
co
0 m
m
0 cr
m
0 N
m
0 Event 1
Rainfall: 4.02 inches
I I
N m
\ \
CO CO
0 0
I
LO
CO
0 I
I
0 m
0 I
co
NH
m
0 0
LO
m
0 N
m
0 0.0
- 0.2
- 0.4
- 0.6
0.8 1.0
1.2 - 1.4
1.6 N
m
0 0.0
0.2 0.4
0.6 0.8
1.0 Ct
1.2 1.4
1.6 0
m
0 Storm Event I/I Analysis (Rain = 4.02 inches)
Capacity
Peak Flow: 1.16 mgd
PF: 2.03
Peak Level: 6.10 in
d/D Ratio: 0.29
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.67 mgd
190,000 gallons
Item 4.
V&A
FM -04 - 11
370
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.000
r 1.500
bo
E
1.000
0 0.500
0.000
Event 2
Rainfall: 0.77 inches
In CO N- CO 6) 0 c I N CO In C9 N- 00 6) 0 c I
I I I I I N N N N N N N N N N CO CO
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
c -I
0 0
1 I I 1 1 1 1 I I 1 I 1 1 1 1
Event 2 Detail Graph
1.400
1.200
1.000
tko 0.800
E
c 0.600
0.400
0.200
0.000
N
CO
0 N
N
m
0 m
N
CO
0 N
CO
0 Storm Event I/I Analysis (Rain = 0.77 inches)
0.0 - 0.2
- 0.4
- 0.6
0.8 1.0
-r- 1.2
— 1.4
1.6 0.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 c
c
co
Capacity
Peak Flow: 1.08 mgd
PF: 1.90
Peak Level: 6.02 in
d/D Ratio: 0.29
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.25 mgd
49,000 gallons
Item 4.
V&A
FM -04 - 12
371
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.000
1.500
no
E
3 1.000
0 E 0.500
0.000
co
N
CO
0 I I" I I I I I
d- LO CO ti CO 0)
0 CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO
Event 3 Detail Graph
1.600
1.400
1.200
1-3 1.000
no
- 0.800
3 0
LI 0.600
0.400
0.200 -
0.000
Event 3
Rainfall: 4.23 inches
0.0 7 'TT_ 0.2
,fiV\i'A
I I I I
o o 0 0 0 CO 0
o o 0 0 0 0 0
0 0 0 0 0 0 0
— 0.4
— 0.6
0.8 1.0
1.2 — 1.4
I 1.6
CO o
o o
0 0
LO
0 0
0 0
0 N-
0 0
00 0
0 rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 4.23 inches)
Capacity Inflow / Infiltration
Peak Flow: 1.45 mgd Peak 1/1 Rate: 0.48 mgd
PF: 2.55 Total 1/1: 185,000 gallons
Peak Level: 6.73 in
d/D Ratio: 0.32
Item 4.
V&A
FM -04 - 13
372
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
2/17/2020 to 2/24/2020
20 18
16 14
12 >
8 10
6 4
2 0
6.0 5.0
• 4.0
a
3.0 0
> 2.0
1.0 0.0
2.0 1.8
1.6 1.4
to ▪ 1.2
- 1.0
0 0.8
LL
0.6 0.4
0.2 0.0
Mon Tue Wed Thu Fri Sat Sun
Avg Level: 4.50 in. Peak Level: 6.10 in. Min Level: 2.21 in.
Lev
-Vel
Avg Velocity-
2.10 fps
Peak Velocity:
3.10 fps
Min
Velocity: 0.52
fps
ItilVM
Total Weekly Rainfall: 0.86 inches
PIM
2/20
2/21
2/22
2/23
),.
2/17 2/18 2/19
Avg Flow: 0.581 mgd Peak Flow: 1.120 mgd Min Flow: 0.045 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CES
CC
Item 4.
.1 V&A 1 FM -04 - 14
373
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
2/24/2020 to 3/2/2020
c
>
a)
J
20 18
16 14
12 10
8 6
4 2
0 6.0
5.0 4.0
a
3.0 0
> 2.0
1.0 0.0
2.0 1.8
1.6 1.4
to 1.2
1.0 0 0.8
0.6 0.4
0.2 0.0
2/24
Avg Flow:
Mon
Tue Wed Thu Fri Sat Sun
Avg Level: 4.42 in. Peak Level: 6.30 in. Min Level: 2.00 in.
Lev
Vel
Avg Velocity-
2.03 fps
Peak Velocity:
3.22 fps Min
Velocity: 0.27
fps
6J
1(6
\111\14(P\
19114)1
MI]
Total Weekly Rainfall: 0.15 inches
'1
2/25
2/26
2/27
2/28
2/29
3/1
0.543 mgd Peak Flow: 1.194 mgd Min Flow: 0.021 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CES
CC
Item 4.
.1 V&A I FM -04 - 15
374
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
3/2/2020 to 3/9/2020
20 18
16 14
12 >
8 10
6 4
2 0
2.0 0.0
1.8 1.6
1.4 0.6
0.4 0.2
0.0 3/2
Avg Flow:
Mon Tue Wed Thu Fri Sat Sun
Avg Level: 4.33 in. Peak Level: 6.14 in. Min Level: 2.31 in.
Lev
0.2 - 0.4
3/3
3/4
3/5
3/6
3/7
0.517 mgd Peak Flow: 1.152 mgd Min Flow: 0.039 mgd
1.2 3/8
CES
CC
Item 4.
:l V&A 1 FM -04 - 16
375
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
3/9/2020 to 3/16/2020
20 18
16 14
c 12
>
8 10
6 4
2 0
6.0 5.0
N 4.0
a
3.0 U
0.0 2.0
1.8 1.6
1.4 to 1.2
- 1.0
0 0.8
0.6 0.4
0.2 0.0
Mon Tue Wed Thu Fri Sat Sun
Avg Level: 4.50 in. Peak Level: 6.83 in. Min Level: 2.25 in.
Lev
Total Weekly Rainfall: 5.39 inches
3/10
3/11
3/12
3/13
3/14
3/15
3/9
Avg Flow: 0.571 mgd Peak Flow: 1.572 mgd Min Flow: 0.045 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CES
CC
Item 4.
V&A 1 FM -04 - 17
376
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
3/16/2020 to 3/23/2020
c
>
a)
J
20 18
16 14
12 10
8 6
4 2
0 Total Weekly Rainfall: 1.82 inches
2.0 1.8
1.6 1.4
to 1.2
- 1.0
0 0.8
0.6 0.4
0.2 0.0
3/16
Avg Flow: 0.672 mgd Peak Flow: 1.245 mgd Min Flow: 0.077 mgd 3/17
3/18
3/19
3/20
3/21
Mon
Tue Wed Thu Fri Sat Sun
Avg Level: 4.97 in. Peak Level: 6.55 in. Min Level: 2.45 in.
Lev
: 2.19 fps I
eak Velocity:
3.48 fps N
lin Velocity: 0
.72 fps
rV
IT
f
PT
7�
l
3/22
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CES
CC
Item 4.
;1 V&A 1 FM -04 - 18
377
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
3/23/2020 to 3/30/2020
20 18
16 14
12 >
8 10
6 4
2 0
Total Weekly Rainfall: 0.57 inches
2.0 1.8
1.6 1.4
to 1.2
E
— 1.0
0 0.8
0.6 0.4
0.2 0.0
3/23
Avg Flow:
Mon Tue Wed Thu Fri Sat Sun
Avg Level: 4.78 in. Peak Level: 6.37 in. Min Level: 2.37 in.
Lev
\ry
: 2.15 fps I
V
eak Velocity:
3.32 fps N
N1
lin Velocity: 0
.60 fps
{
3/24
3/25
3/26
3/27
3/28
3/29
0.636 mgd Peak Flow: 1.312 mgd Min Flow: 0.061 mgd
0.0 0.2
0.4 0.6
0.8 1.0
1.2 (13
CC
Item 4.
J V 1 FM-04 - 19
378
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
3/30/2020 to 4/6/2020
20 18
16 14
12 >
8 10
6 4
2 0
6.0 5.0
4.0 a
3.0 0
> 2.0
1.0 0.0
2.0 1.8
1.6 1.4
0.6 0.4
0.2 0.0
3/30
Avg Flow:
Mon Tue Wed Thu Fri Sat Sun
Avg Level: 4.81 in. Peak Level: 6.40 in. Min Level: 2.55 in.
Lev
Vel
Avg Velocity-
2.12 fps
Peak Velocity:
3.34 fps
Min
Velocity: 0.69
fps
rl
V
jilly/Y16t IL
`I
1 3/31
4/1
4/2
4/3
4/4
0.632 mgd Peak Flow: 1.213 mgd Min Flow: 0.073 mgd
4/5
0.0 0.2
0.4 0.6
0.8 1.0
1.2 CES
CC
Item 4.
:11 V&A 1 FM -04 - 20
379
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -04
Weekly Level, Velocity and Flow Hydrographs
4/6/2020 to 4/13/2020
c
m
m
J
Mon
20 18 -
16 -
14 -
12 -
10 -
8-
6-
4-
2-
0-
6.0 -
5.0 -
y 4.0 -
0. 3.0-
0 > 2.0 -
0.0 to) 1.2
Tue Wed Thu Fri Sat Sun
Avg Level: 4.93 in. Peak Level: 6.73 in. Min Level: 2.81 in.
Lev
Avg Velocity
: 2.25 fps I
'eak Velocity:
0.4 ,
0.2 -
0.0 Total Weekly Rainfall: 6.10 inches
3.38 fps N
lin Velocity: 0
.96 fps
Vel
‘Trilliir
......
...;:.
.. .....
.._
.. s
..,.. ...... ..
,.....
. .. .
,
..
.
5 .
.
. ,.
. _
,
4/6
4/7
4/8
4/9
4/10
4/11
Avg Flow: 0.683 mgd Peak Flow: 1.452 mgd Min Flow: 0.121 mgd 4/12
0.0 0.2
0.4 0.6
0.8 1.0
1.2 03
Fi
Item 4.
-41Vs A1 FM -04 - 21
380
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site:
City Structure:
Location:
FM -05
Four Seasons LS
Highland Springs, 320 feet south of Breckenridge Ave
Data Summary Report
ay
'°:r L'otiver,C�aiC
c
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D} Oak vaklay
NC
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ir-
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Vicinity Map: FM -05
Creek
Legend
• FM Sites
• Lift Stations
FM -01
/
Cougar Way
E •f.
- —titer Er t0_;
arrant
' In ust•riai * r a !h 1
e is
=- -Pgir rls! FM=03
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rin s
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7 . • L.
▪ c,
n
Four 5eastns
.1
Item 4.
V&A 1 FM -05 - 1
381
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
Site Information
City Structure: Four Seasons LS Coordinates: 116.9468° W, 33.9064° N Rim Elev: 2480 feet Location: Highland Springs, 320 feet south of Breckenridge Ave ADWF: 0.235 mgd
Peak Measured Flow: 0.615 mgd
Satellite Map
Sanitary Map
Street View
Item 4.
:11 V&A
1 FM -05-2
382
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.244 MGal Peak Daily Flow: 0.287 MGaI Min Daily Flow: 0.217 MGal Total Period Rainfall: 12.09 inches
Flow (MGaI)
0.350
0.300
0.250
0.200
0.150
0.100
0.050
0.000
111
• Realtime Weekday G Realtime Weekend • Realtime Holiday • Rainfall —ADWF a
u
0 1
1 1
II
1 0.0
— 0.5
— 1.0
0 —I M 10 r 0) N Cr m 00 0 N Tr m 00 0 N v m 00 0 el c+') LO 1, - CI N N N N \ \ \ \ r -I r -I r -I r -I r -I N N N N N M \ ▪ \ ▪ \ ▪ \
N N N N N M M M M M M M M M M M M M M M
— 1.5
- 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
5.0 Rainfall (in/day)
Item 4.
.41V&A
1 FM -05-3
383
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 5.76 inches Avg Flow: 0.254 mgd Peak Flow: 0.615 mgd Min Flow: 0.065 mgd
0.90 0.80
0.70 101 0.60
! 0.50
0.40 LL 0.30
0.20 0.10
0.00 - 0.0
- 0.2
- 0.4
- 0.6 c
- 0.8
- 1.0 m
- 1.2 c
- 1.4 c2
- 1.6
- 1.8
2.0 Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue)
0.90 0.80
0.70 -a 0.60
ew
E 0.50
0.40 Li 0.30
0.20 0.10
0.00 1'
I
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 0.6 _L-
0.8 c
1.0 "
1.2 m
1.4 .E
m
1.6 0:
1.8 2.0
Item 4.
1 FM -05-4
384
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 6.32 inches Avg Flow: 0.235 mgd Peak Flow: 0.451 mgd Min Flow: 0.060 mgd
0.90 0.80
0.70 101 0.60
! 0.50
0.40 LL 0.30
0.20 0.10
0.00 '1'
f
hi&
tA
th,
- 0.0
- 0.2
- 0.4 7
- 0.6 c
- 0.8
- 1.0 m
- 1.2 c
- 1.4 c2
- 1.6
- 1.8
2.0 Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
0.90 -
0.80 0.70
-a 0.60
ew
E 0.50
0.40 • 0.30
0.20 0.10
0.00 i
"rwr
0.0 0.2
0.4 - 0.6 t
- -0.8 c
1.0 - 1.2 2
1.4 .E
- 1.6
- 1.8
2.0 Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) Item 4.
1 FM -05-5
385
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.50 0.45
0.40 0.35
an 0.30
3 0.25
II 0.20
0.15 -
0.10 -
0.05 0.00
Mon-Thurs —Friday —Saturday —Sunday
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O rl N C�') 10 Cfl ti 00 a) O rl N CY) Lf) Cfl I` 00 CA O rl N CY) rl r I r I r -I r -I r -I r -I r -I r -I r -I N N N N
Time of Day
ADWF:
Item 4.
V&A 1 FM -05 - 6
386
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.45 Mon-Thurs _SIP_ —Friday _SIP_
Saturday _SIP_ Sunday _SIP_
0.40 -
0.35 0.30 -
-13
1113 0.25
2 0.20
IL
0.15 0.10 -
0.05 -
0.00 WIRZI11 1 1
11111% w „re IMI�aa ILL�
�NEMO I I I1 1 1 1
if
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N CY) Lf) Cfl I` 00 CA O ; 1 N CY) NH NH r-1 r-1 r-1 r-1 r-1 r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -05 - 7
387
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.90 0.80 -
0.70 -
no 0.60 -
E 0.50 -
3 0.40 -
E - --
0.20-
0.10 - .. --
0.00 Event 1
Rainfall: 3.28 inches
1 N- 00 6) o .---1 N m cr Lo co ti 00 6) o .---I
o o O N-1 N--1 N--1 r-1 .--1 r-1 r-1 r-1 r-1 r-1 N N
CO m m m m m m m m m m m m CO CO
o o 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 1 Detail Graph
0.70 0.60 -
0.50 -
'4o 0.40 -
E
c 0.30 -
L
0.20 -
0.10 0.00
m
O
N
m
0 CO
CO
0 CO LO
CO
0 0
Storm Event I/I Analysis (Rain = 3.28 inches)
0.0 0.2
0.4 0.6
0.8 1.0
co
1.2 ix
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0 cti
1.2 1.4
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.62 mgd
2.62 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.32 mgd
117,000 gallons
Item 4.
V&A 1 FM -05 - 8
388
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.900
0.800
0.700
• 0.600
E 0.500
• 0.400 —
° 0.300 —
0.200
0.100
0.000
Event 2
Rainfall: 0.82 inches
f
V
LO C9 N- co 01 0 c -I N CO In C9 N- CO 6) 0 c -I
I I I I I N N N N N N N N N N CO CO
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
I I I I I I I I I I I I I I I I
Event 2 Detail Graph
0.500
0.450
0.400
0.350
0.300
to
- 0.250
° 0.200
L
0.150
0.100
0.050 -
0.000
m
0 m
m
0 ,�1i�d WIrI�A
C
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 1.6
N-1
0 0
0.0 0.2
0.4 0.6
0.8 c
c
co
1.0 cci
1.2 1.4
Storm Event I/I Analysis (Rain = 0.82 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.43 mgd
1.82 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.09 mgd
32,000 gallons
Item 4.
V&A 1 FM -05 - 9
389
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -05
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.900
0.800
0.700
no 0.600
E 0.500
3 0.400
o
E 0.300
0.200
0.100
0.000
CO
N
CO
0 '71-
N
CO
0 in
N
co
0 0
N
CO
0 ti
N
CO
0 co
N
CO
0 0
co
co
0 N
0 0
m
0 0
in
0 0
0 0
0 N-
o
0 co
0 0
0 0)
0 .71-
o
Event 3 Detail Graph
0.450
0.400
0.350
0.300
a • 0.250
0 • 0.200
LI
0.150
0.100 -
0.050 -
0.000
in 0
o o
o o
0 0
0 0
Event 3
Rainfall: 3.98 inches
11 Storm Event I/I Analysis (Rain = 3.98 inches)
lirr 0.0
— 0.2
— 0.4
— 0.6
— 0.8
rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.40 mgd
1.69 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.11 mgd
60,000 gallons
Item 4.
V&A
FM -05 - 10
390
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -06
City Structure: Seneca Springs LS
Location: Potrero Blvd and Seneca Springs Blvd
Data Summary Report
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l
} oak vaklay C
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Noose Creek Ma°!IIatl yPkNy
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Beaumont Mesa
-■
Legend
• FM Sites
• Lift Stations
FM -0i
' •
CoiYJar way
& v
- 7 -f.
— —�. o E F M1--04
- FM'-'@2arn8nt • E Bkh $1
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gs
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Vicinity Map: FM -06
Item 4.
:4.1 V&A
FM -OE
391
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
Site Information
City Structure: Seneca Springs LS Coordinates: 116.9619° W, 33.9185° N Rim Elev: 2564 feet Location: Potrero Blvd and Seneca Springs Blvd
ADWF: 0.146 mgd
Satellite Map
Peak Measured Flow: 0.477 mgd
Sanitary Map
Seneca
Springs Lift
Station
Street View
100 F
Item 4.
:11 V&A
1 FM -06-2
392
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.150 MGal Peak Daily Flow: 0.190 MGaI Min Daily Flow: 0.124 MGal Total Period Rainfall: 12.26 inches
0.200
0.180
0.160
0.140
0.120
m
m 0.100
0 LI 0.080
0.060
0.040
0.020
0.000
el
N
N
co
N
N
0 N
N
0)
N
N
N
ro
cr
M
• Realtime Weekday
0 M
0 M
ei
0 M
N
M
G Realtime Weekend • Realtime Holiday
Tr
el
M
0 el
M
o
M
O
N
M
N
N
M
N
M
0 N
M
1 co
N
M M
—ADWF
■ Rainfall
1 0.0
— 0.5
1.0 — 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
J' 5.0
Rainfall (in/day)
Item 4.
.41V&A
1 FM -06-3
393
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 5.86 inches Avg Flow: 0.150 mgd Peak Flow: 0.403 mgd Min Flow: 0.040 mgd
0.60 0.50
0.40 u.oE
3 0.30
LL 0.20 -
0.10 -
0.00 Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue)
0.60 0.50
0.40-
uo
- 0.30 -
3 - • 0.20 -
0.10 -
I I
Mar 08 Mar 09
(Sun) (Mon)
I I
Mar 10 Mar 11
(Tue) (Wed)
I I
Mar 12 Mar 13
(Thu) (Fri)
I I
Mar 14 Mar 15
(Sat) (Sun)
0.00 Mar 04 Mar 05
(Wed) (Thu)
Mar 06
(Fri)
Mar 07
(Sat)
- 0.0
- 0.2
- 0.4 i
- 0.6 c
- 0.8 �.
- 1.0 m
- 1.2 c
- 1.4(13
- 1.6
- 1.8
2.0 0.0
- 0.2
- 0.4
- 0.6
- 0.8 c
- 1.0"
- 1.2 2
1.4 E
as
1.6 cc
- 1.8
2.0 Item 4.
1 FM -06-4
394
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 6.40 inches Avg Flow: 0.150 mgd Peak Flow: 0.477 mgd Min Flow: 0.018 mgd
0.60 0.50 -
fto 0.40
E
30.30-
0 LL 0.20 -
0.10 0.00
Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) Mar 16
(Mon)
0.60 0.50
-- 0.40
to
- 0.30
3 LL 0.20
0.10 0.00
Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03
(Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
Apr 04
(Sat)
Apr 05 Apr 06 Apr 07 Apr 08
(Sun) (Mon) (Tue) (Wed)
Mar 28
(Sat)
irr
1'
T'
0.0 - 0.2
- 0.4 i
t
- 0.6 c
- 0.8 �.
- 1.0 m
- 1.2 c
1.4rx
1.6 1.8
2.0 0.0
0.2 0.4
0.6 :c-
0.8 c
1.0"
1.2 m
1.4 .E
m
1.6 cc
1.8 2.0
Item 4.
1 FM -06-5
395
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.35 0.30
0.25 0.20
i° 0.15
0.10 0.05
Mon-Thurs —Friday
Saturday —Sunday
)k,
110174441 trihrigt
‘4"
0.00 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -06 - 6
396
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.20 an
3 0.15
0 0.10
Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 C0 ti 00 a) O ; 1 N C�') 10 C0 I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A I FM -06 - 7
397
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
0 0.60
0.50 -
0.40 -
0.30 -
0.20 -
0.10 0.00
Event 1
Rainfall: 3.39 inches
fr 71
#r"
�1
R
!
E
t
d
ti
0 CO
0 00
0 co
0 Event 1 Detail Graph
0.35 0.30 -
0.25 -
'O0.20 -
E
c 0.15 -
LI
0.10 0.05
0.00 co
0 rn
o
\ \
co co
o o
0 N
CO
0 co
0 N m
\ \
CO CO
0 0
m
CO
0 CO
0 LO
CO
0 AfA
m
0 0
m
0 .A
co
m
0 LO
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 co
1.2 ix
1.4 1.6
o
N N
CO CO
o o
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 0
m
0 Storm Event I/I Analysis (Rain = 3.39 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.26 mgd
1.80 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.15 mgd
27,000 gallons
Item 4.
V&A 1 FM -06 - 8
398
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.600
0.500
to 0.400 —
E
0.300 —
3 0.200 —
u_
0.100 Ad
0.000
c -I
m
0 Event 2
Rainfall: 0.83 inches
0.0 — 0.2
— 0.4
— 0.6
— 0.8
1.0 1.2
1.4 1.6
N-1
C0 N- co 0) 0 c I N CO LO C0 N- 00 0) 0 c I
T -1 N -1 N -1 N N N N N N N N N N M (+0 0
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO 71-
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 2 Detail Graph
0.300
0.250 -
0.200 -
np
- 0.150 -
3 0
0.100 -
0.050 -
0.000 -
A
4 c
co
0 C
CO
0 m
C
CO
0 0.0
0.2 0.4
0.6 0.8
c
c
co
1.0 cp
1.2 1.4
Storm Event I/I Analysis (Rain = 0.83 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.18 mgd
1.22 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.05 mgd
6,000 gallons
Item 4.
V&A I FM -06-9
399
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -06
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
0 L
0.600
0.500
0.400
0.300 —
0.200 —
0.100
0.000
co
N
co
0 1 1 1 1 1 1
▪ LO 0 N- 00 rn 0 H
CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO
Event 3 Detail Graph
0.600
0.500 -
0.400 -
np
0.300 -
3 0
0.200 -
0.100 -
0.000
0 0
0 LO
0 0
N-
Event 3
Rainfall: 4.04 inches
0.0 11111171— 0.2
— 0.4
0.6 0.8
1.0 co
1.2 ct
1.4 I I I I I I I I 1.6
N— (N1
co 0 0 0 0 CO 0
0 0 0 0 0 0 0 0 0
1 co
0 0
411
rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 co
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 4.04 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.48 mgd
3.27 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.32 mgd
98,000 gallons
Item 4.
V&A
FM -06 - 10
400
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -07
City Structure: Marshall Creek LS
Location: Northwest end of Ring Ranch Road
Data Summary Report
.V ay
v I rP,45i'otivef 0.a
r ti. '''''(15('.1;
" I ompIDI'TS r�r
r�dS C apt,
SAN
Onclnrd St
vireiard St
Legend
• Fr.1 Sites
• Lift Stations
G0Ft_GoN10 PASS L
Broo .IdL %iv{`
FM -01
•
Jrr, �4 a Co116ar Way
oak vaklay ;#
& V! m
Club I y PI W
a
y, f, ` � Beaumont Mes - ?
:. .0 arshall a— f.
r7 t-
I�t� M - Creek e t
s a 1 t a r� a #' f —"'"' Full' -Q=;
if t,_ f tr r' } r� {� rlC h 3t • FM 190 SenecV_ll a
Auippi
v -7::
■�_ /fyn,,-7 i --a 4�. u 1Carerc dtvd a r
`A r, i t 'r b 91
f r } f)+r f �� F
_ �
'ounVY C �
gyres
Vicinity Map: FM -07
Item 4.
:1 V&A FM -0
401
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
Site Information
City Structure: Marshall Creek LS Coordinates: 116.9984° W, 33.9405° N Rim Elev: 2499 feet Location: Northwest end of Ring Ranch Road
ADWF: 0.424 mgd
Satellite Map
Peak Measured Flow: 1.400 mgd
Sanitary Map
■
Marshall
Creek Lift
Station
/ / 1'/j/ ti
/
• / /
/ / /
/ / / / / /_ /
'R /• // / / j j j /
/ / / / / / /
/ /
Street View
Item 4.
:i V&A
1 FM -07-2
402
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.438 MGal Peak Daily Flow: 0.549 MGaI Min Daily Flow: 0.396 MGal Total Period Rainfall: 14.49 inches
0 L
0.600
0.500
0.400
0.300
0.200
0.100
0.000
• Realtime Weekday
M
N
N
0 N
N
N
M
v
M
0 M
0 M
0 el
M
N
el
M
Tr
ei
CO CO 0
r -I r -I N
N
N
M
v
N
M
CO
N
M
co
N
M
0 CO
M
el
CO
Tt
10 Cr
r
a
G Realtime Weekend
M M M M
• Realtime Holiday
• Rainfall
—ADWF
0.0 — 0.5
— 1.0
— 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
5.0 Rainfall (in/day)
Item 4.
.41V&A
1 FM -07-3
403
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 6.92 inches Avg Flow: 0.439 mgd Peak Flow: 1.400 mgd Min Flow: 0.070 mgd
1.60 1.40
,.•,1.20
v
1.00 -0.80
- 0.60
0.40 erawrr
r�
0.20 0.00
Feb 21
(Fri)
1.60 1.40
1.20 01.00
-0.80
0 0.60
0.40 0.20
0.00 AVELii."7/AiMillrAW
10 ,1 11 11 't II
Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) 1•
Tarr
LV�
! I -
.ti
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 Z
0.6 0.8
1.0 m
1.2 E
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 m
1.4 .E
co
1.6 cc
1.8 2.0
Item 4.
1 FM -07-4
404
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainrall: 7.58 inches Avg Flow: 0.437 mgd Peak Flow: 0.899 mgd Min Flow: 0.034 mgd
1.60 1.40
1.20 v
t 1.00
3 0.80
- 0.60
0.40 0.20
0.00 Mar 16
(Mon)
1.60 1.40
1.20 01.00
! 0.80
0 0.60
0.40 0.20
0.00 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) *i '' •"f' -
liiA
.mT T ,kW...y
a A
Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed)
0.0 0.2
0.4 Z
0.6 0.8
1.0 m
1.2 c
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 0.8 c
1.0 "
1.2 T2
1.4 .E
m
1.6 cc
1.8 2.0
Item 4.
1 FM -07-5
405
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.90 Mon-Thurs
Friday
Saturday —Sunday
0.80 -
0.70 0.60
1113 0.50
2 0.40 -
IL
0.30 0.20
0.10 0.00
rAiir1IM 1 1
i r`/•yu♦
F11 1 1 1
\RIF
I I I I I I I I I I I I I I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O rl N C�') 10 Cfl ti 00 a) O rl N CY) Lf) Cfl I` 00 CA O rl N CY) rl r I r I r -I r -I r -I r -I r -I r -I r -I N N N N
Time of Day
ADWF:
Item 4.
V&A 1 FM -07 - 6
406
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.60 E 0.50
IL
2 0.40 -
Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A I FM -07 - 7
407
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
0 1.60 I.
1.40 1.20 -
1.00 -
0.80 -
0.60 -
0.40 -
0.20 -V
0.00 ti 00
o o
00 • CO
o o
Event 1 Detail Graph
1.20 1.00 -
0.80 -
np
0.60 -
3 0
0.40 -
0.20 0.00
CO
CO
0 LO
m
0 m
0 rn
0 00
0 Event 1
Rainfall: 4.26 inches
17 m
0 1
1 0
m
0 1 1 1 1
N CO Cr LO
00 00 \ \
00 00 CO CO
0 0 0 0
�l
m
0 1
O
m
0 p
0.0 0.2
0.4 - 0.6
- 0.8
- 1.0
1.2 1.4
1.6 N
CO
0 0
N
m
0 0.0
0.2 0.4
0.6 0.8
co
1.0 cti
1.2 1.4
1.6 0
m
0 Storm Event I/I Analysis (Rain = 4.26 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.08 mgd
2.55 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.67 mgd
228,000 gallons
Item 4.
V&A 1 FM -07 - 8
408
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
1.600
1.400
r 1.200 —
E 1.000 —
0.800 —
0 0.600 —
0.400 —
0.200
0.000
c -I
m
0 co
c-1
m
0 Event 2 Detail Graph
1.000
0.900
0.800
0.700
0.600
- 0.500
° 0.400 —
m
0.300 -
0.200 -A
0.100 -
0.000
c
co
0 1
N
C
CO
0 0
N
CY) CO
0 0
Event 2
Rainfall: 1.35 inches
m
0 1
m
C
CO
0 m
0 m
0 co
m
0 oo
m
0 0)
0 I I
o
CO CO 0
m CO
o o 0
0.0 0.2
— 0.4
0.6 — 0.8
1.0 1.2
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
c
c
co
Storm Event I/I Analysis (Rain = 1.35 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.90 mgd
2.12 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.28 mgd
36,000 gallons
Item 4.
V&A 1 FM -07 - 9
409
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -07
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period no
E
3 0
L
1.600 1
1.400
1.200
1.000 —
0.800 —
0.600 —
0.400 —
0.200
0.000
co
N
co
0 '71-
N
CO
0 N N N N N 00 00
0 0 0 0 0 0 0
Event 3 Detail Graph
0.900
0.800
0.700
0.600
;13—
a 0.500
c 0.400
LI
0.300
0.200
0.100 -,
0.000
Event 3
Rainfall: 4.52 inches
li 0.2
lir 0.2
— 0.6
— 0.4
I
"0 CO ~ 00 6' 0 NH
o o 0 Cr 0 0 N- 00 0
0 0 0 0 ▪ 0 0 0 0 0
LO
0 0
0 0
0 N- 00
0 0
rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 4.52 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.80 mgd
1.89 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.26 mgd
224,000 gallons
Item 4.
V&A
FM -07 - 10
410
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -08
City Structure: Noble Creek LS
Location:
Northbound 1-10 off -ramp to Oak Valley Parkway, 265
feet south of Oak Valley Pkwy
Data Summary Report
.V ay
v I rP,45i'otiver,0.al;
GhamPIirs f'r
Morodwo
Uooer Oak
'lleY
r f
.
Legend
• FM Sites
• Lift Stations
SAN GOR_GiN10 PASS 'cf
Bro .idv Ave
+n Qak vaklay
Noble Creek
Beaumont Mes
O2N V' IeY PI w•
ivl!arshat
Creek
FM -01
•
CoiYJar way
..,--
„,..,-.7'....7i
4,
A. v
P E
-t f' i' J" o ef t
34L�t_ANaf .,_1 iiif �.: PM Q arrant EoLh'l
i t' 1 rF ;IntlUst•riai _ + y3
, iT.i. rlr,i= f ,f11/1,-• r•_- Pary �4rh S[ • FM -O s V_lIDa f...er. X. '-,`Q •' r f r. .- , r r� , K •
Je:l ec,o neer
G - M 1. !f
,y r. • 13t;1
r
e
��_w. r1■f
1,„,7.,,, fsr rr'+ l.+r'�
,}J/,-.c.fi;
�,.r D�Ifl�.r
- ■ ! A
r �+
,,,....-----:-4.„11 Ilrf' rr f+ J. J li
g
_ 011011 4
f r
} r t�
punVVCU r x
res
•
1 L.
Vicinity Map: FM -08
Item 4.
:4.1 V&A
1 FM -08-1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
Site Information
City Structure: Noble Creek LS Coordinates: 117.0013° W, 33.9449° N Rim Elev: 2485 feet Location: Northbound 1-10 off -ramp to Oak Valley Parkway, 265 feet south of Oak Valley Pkwy ADWF: 0.240 mgd
Satellite Map
Peak Measured Flow: 0.568 mgd
Noble Creek
Lift Station
100 F
Sanitary Map
Street View
\VAP ritus.t.
\24, 8e� 2c
R LIFT STATION X \\
v N v y
\ eh \ \ \ N' — - �\ N \,�\\\
�"-kt-t \,\\\\\\\\ \\\\
N.\\\\\\\Y -\\ \ \\ \N \ \ \\.\\\\'\'\
Y '. A \NNx\ \--. \ V A v A A A A A V A V A �'
.X. - \. V A A A v A v A A 'v A A A 'v A A A
i\\�Y.\\\\� \
u'3'' \ \ \ \ \ \'''\--\••-",,.. \\\\ '\\\\\\\\\ \\�\
,a+ \aS'�, VAVAAv.A v -4-,-- ,.
v.AAA\ 'v
"& yvvvvyyy v"tea -v
.`F, \ \ \ \ \ \ \
Item 4.
:II V&A
I FM -08 - 2
412
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.246 MGal Peak Daily Flow: 0.301 MGal Min Daily Flow: 0.232 MGal Total Period Rainfall: 14.60 inches
Flow (MGaI)
0.350
0.300
0.250
0.200
0.150
0.100
0.050
0.000
la Realtime Weekday
G Realtime Weekend
M
N
N
0 N
N
r
N
N
a
M
v
M
0 M
co
M
ei
0 M
N
el
M
Tr
el
v
N
M
0 N
M
co
N
M
0 M
M
el M
CO 00 0 N
r -I r -I N N
M M M M M
• Realtime Holiday
• Rainfall
—ADWF
I0
Cr
2.0 2.5
3.0 3.5
4.0 4.5
5.0 Rainfall (in/day)
Item 4.
:El V&A I FM -08 - 3
413
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 6.98 inches Avg Flow: 0.249 mgd Peak Flow: 0.568 mgd Min Flow: 0.057 mgd
0.90 0.80
0.70 101 0.60
! 0.50
0.40 LL 0.30
0.20 0.10 -
0.00 Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue)
0.90 0.80
0.70 -a 0.60
ew
E 0.50
0.40 0.30
0.20 0.10
0.00 - 0.0
- 0.2
- 0.4 Z
- 0.6 c
- 0.8
- 1.0 m
- 1.2 c
- 1.4 c2
- 1.6
- 1.8
2.0 r .
11 Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 0.6
0.8 c
1.0 "
1.2 m
1.4 .E
co
1.6 cc
1.8 2.0
Item 4.
1 FM -08-4
414
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 7.62 inches Avg Flow: 0.243 mgd Peak Flow: 0.437 mgd Min Flow: 0.059 mgd
0.90 0.80
0.70 101 0.60
! 0.50
0.40 LL 0.30
0.20 0.10
0.00 fi
Irr
1 - 0.0
- 0.2
- 0.4 Z
- 0.6 c
- 0.8
- 1.0 m
- 1.2 c
- 1.4 c2
- 1.6
- 1.8
2.0 Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
0.90 0.80
0.70 -a 0.60
ew
E 0.50
0.40 • 0.30
0.20 0.10
0.00 ha,
ANA
'T' worn
Imo, f r o.o
f - 0.2
- 0.4
- 0.6 t
- -0.8 c
1.0 "
- 1.2 m
- 1.4 c
co
1.6 - 1.8
2.0 Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) Item 4.
1 FM -08-5
415
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.45 0.40 -
0.35 0.30 -
0.25 2 0.20
IL
0.15 0.10 -
0.05 0.00
Mon-Thurs
Friday
Saturday —Sunday
11 11 11 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N CY) Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH r-1 r-1 r-1 r-1 r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -08 - 6
416
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.30 -
-13
1113 0.25
2 IL
0.20 Mon-Thurs _SIP_ —Friday _SIP_
Saturday _SIP_ Sunday _SIP_
11 11 1 1 1 1 1 1 1 1 1 1 1 1 1
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -08 - 7
417
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period Event 1
Rainfall: 4.29 inches
0.90 0.80 -
0.70 -
no 0.60 -
E 0.50 -
3 0.40 -
o
0.30 ,�1 Y �A f 1. f ■1 R a A ,a 11 J A a--
0.20 0.10 -
0.00 11
T
N- 00 6) o .---1 N m Lo o N- 00 6) o .---1
o o O N-1 N--1 N--1 r-1 .--1 r-1 r-1 r-1 r-1 r-1 N N
CO m m m m m m m m m m m m CO CO
o o 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 1 Detail Graph
0.60 0.50 -
0.40 -
no
- 0.30 -
3 0
0.20 -
0.10 0.00
m
O
N
m
0 CO
CO
0 m
O
LC)
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 co
1.2 ix
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0 co
1.2 1.4
Storm Event I/I Analysis (Rain = 4.29 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.57 mgd
2.36 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.32 mgd
85,000 gallons
Item 4.
V&A 1 FM -08-8
418
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.900
0.800
0.700—
• 0.600 —
E 0.500
• 0.400 —
° 0.300 —
0.200 -
0.100
0.000
c -I
m
0 Event 2
Rainfall: 1.37 inches
I
■
1 1
co
c-1
m
0 Event 2 Detail Graph
0.500
0.450
0.400
0.350
0.300
tto
- 0.250
° 0.200 -
LI
0.150
0.100 -
0.050 -
0.000
C
CO
0 m
C
CO
0 c
co
0 w
c-1
m
0 0
N
CY) CO
0 0
m
0 m
0 m
0 co
0 oo
m
0 0)
0 I I
o
CO CO 0
m CO
o o 0
0.0 — 0.2
— 0.4
— 0.6
— 0.8
1.0 1.2
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
1.6 LO
CO
0 c
c
co
Storm Event 1/1 Analysis (Rain = 1.37 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.41 mgd
1.71 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.10 mgd
14,000 gallons
Item 4.
V&A 1 FM -08-9
419
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -08
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.900
0.800
1 0.700
no 0.600 —
E 0.500
3 0.400 —
o
E 0.300 —
0.200
0.100
0.000
co
N
co
0 '71-
N
CO
0 CON N N N N CO CO
▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO
Event 3 Detail Graph
0.450
0.400
0.350
0.300
a • 0.250
0 • 0.200
LI
0.150
0.100 -
0.050 -
0.000
LO
0 0
Storm Event I/I Analysis (Rain = 4.53 inches)
Event 3
Rainfall: 4.53 inches
Irill 0.2
— 0.4
— 0.6
— 0.8
1.0 m
1.2 ix
"O CO ~ CO 0)
0 o o 0 Cr 0 CO N- CO 0
0 0 0 0 ▪ 0 0 0 0 0
rn
0 0
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.40 mgd
1.67 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.10 mgd
73,000 gallons
Item 4.
V&A
FM -08 - 10
420
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -09
City Structure: Industrial Park LS
Location: Off road, 540 feet south of end of Risco Circle Data Summary Report
I
C JIr. ,4 a
�4'L ` Gh3m plG I15 �t ''F}
..a* hlorungo } Oak vaklay
°fy uP eY a N 0 le C;e k ivIaozhatiYP1wx
ValleV
• 1 _ Creek
� _� BeaUCiiOCit �e5a
iOL� �. ,- L "lam
Vie s r ti
'obn ri Club — r X,-"
Vicinity Map: FM -09
4 — -r. JJ
FM• :02drnart r ]J E Bkh Si
• 46S*F,,,a.. / A vp l a
FIVI-03 Sena s. ,
• t
:Tr' ingS
-- - f Ltera Btwdb
Item 4.
:11V&A
FM -05
421
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
Site Information
City Structure: Industrial Park LS Coordinates: 116.9948° W, 33.9239° N Rim Elev: 2522 feet Location: Off road, 540 feet south of end of Risco Circle ADWF: 0.050 mgd
Satellite Map
Peak Measured Flow: 0.246 mgd
•—
Industrial
Park Lift
Station
8" Pvc
100 F ,
Sanitary Map
Street View
Item 4.
:II V&A
1 FM -09-2
422
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.050 MGal Peak Daily Flow: 0.082 MGal Min Daily Flow: 0.010 MGal Total Period Rainfall: 13.25 inches
Flow (MGaI)
:::r
—/—i
0.070 —
0. 060 —
0.050 —
0.040 —
0.030
0.020 —
0.010 —
• Realtime Weekday
• Realtime Weekend • Realtime Holiday
06 a
• Rainfall
—ADWF
— 0.5
— 1.0
-- 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
Rainfall (in/day)
Item 4.
.41V&A
1 FM -09-3
423
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.25 inches Avg Flow: 0.046 mgd Peak Flow: 0.237 mgd Min Flow: 0.003 mgd
0.30 0.25 -
fto 0.20 -
E
3 0.15 -
0 LL 0.10 -
0.05 0.00
Feb 21
(Fri)
0.30 0.25
--60.20-
uo
E 0.15 -
3 LL 0.10 -
0.05 -
0.00 Mar 04
(Wed)
Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) I I I I I I 1 I I
Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 i
t
0.6 0.8 :_
1.0 m
1.2 c
1.4cc
1.6 1.8
2.0 0.0
- 0.2
- 0.4
- 0.6 :c-
- 0.8 c
- 1.0"
- 1.2 2
- 1.4 .E
m
- 1.6 cc
- 1.8
2.0 Item 4.
1 FM -09-4
424
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 7.00 inches Avg Flow: 0.055 mgd Peak Flow: 0.246 mgd Min Flow: 0.005 mgd
0.30 0.25 -
fto 0.20 -
E
3 0.15 -
0 LL 0.10 -
0.05 -
0.00 Mar 16
(Mon)
0.30 0.25
-- 0.20
to
E 0.15 -
3 LL 0.10 -
0.05 -
0.00 Mar 28
(Sat)
I
1 I
1 I I
1 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03
(Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
Apr 04
(Sat)
Apr 05 Apr 06 Apr 07 Apr 08
(Sun) (Mon) (Tue) (Wed)
0.0 - 0.2
- 0.4 i
t
- 0.6 c
- 0.8 z,
- 1.0 m
- 1.2 c
- 1.4 (13
rx
- 1.6
1.8 2.0
0.0 0.2
0.4 0.6 :c-
0.8 c
1.0"
1.2 m
1.4 .E
m
1.6 cc
1.8 2.0
Item 4.
1 FM -09 - 5
425
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.16 0.14
0.12 0.10
an
E
3 0.08
0 0.06 -
Mon-Thurs
Friday
Saturday —Sunday
0.04 -
0.02 0.00
0000
O O O O O O O O O O O O O
O O O O O O O O O O O O O
0 0
0 0
0 0
0 0
0 0
0 0
O rl N C ri 10 Cfl ti 00 0) O H N C ri 10 Cfl I` 00 CA O rl N CY) rl r I r I r -I r -I r -I r -I r -I r -I r -I N N N N
Time of Day
ADWF:
Item 4.
V&A 1 FM -09 - 6
426
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.25 0.20
0.05 Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
0.00 I I I I I
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O
O ;21 N CY) 10 C0 ti 00 0) O H N C0 I` 00 CA O ;21 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A I FM -09 - 7
427
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
0 0.30
0.25 -
0.20 -
0.15 -
0.10 0.05
0.00 Event 1 Detail Graph
0.25 0.20
0.15 -
E
2 0.10 -
L
0.05 -
0.00 .-I
m
0 Event 1
Rainfall: 3.91 inches
V 'WIT
co
0 ti
0 CO
0 co
0 m
0 rn
0 CO
0 0
co
0 CO
0 m
CO
0 co
0 LO
CO
0 0
co
0 co
co
0 0
N
co
0 - 0.0
- 0.2
- 0.4
- 0.6
- 0.8 =-
- 1.0 m
- 1.2 Ix
1.4 1.6
N
CO
0 m
r-1
CO
0 LO
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 al
1.2 1.4
1.6 0
co
0 Storm Event I/I Analysis (Rain = 3.91 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.24 mgd
4.76 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.13 mgd
26,000 gallons
Item 4.
V&A 1 FM -09 - 8
428
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.300
Event 2
Rainfall: 1.13 inches
0.250 —
tw 0.200 —
E
0.150 —
3 0.100 —
u_
0.050 —
0.000
c -I
m
0 CO N- co 01 0 c I N CO U) C9 N- CO 0) 0 c I
T-1 N-1 N-1 N-1 N N N N N N N N N N CO CO
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 2 Detail Graph
0.250
0.200 -
0.150 -
E
0.100 -
u_
0.050 -
N
co
0 0.0
— 0.2
— 0.4
— 0.6
— 0.8
— 1.0
— 1.2
- 1.4
1.6 N-1
0 0
Storm Event I/I Analysis (Rain = 1.13 inches)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 :
L
c
c
co
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.14 mgd
2.73 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.06 mgd
4,000 gallons
Item 4.
V&A 1 FM -09 - 9
429
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -09
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.300 r
0.250 1
no 0.200 —
E
3 0.150 —
i-0° 0.100 —
0.050 —
0.000
co
N
co
0 I I
0 N
CO
0 d- LO
N N
CO • CO
0 0
Event 3 Detail Graph
0.300
I I
I"- CO
N N
� �
CO CO
0 0
0 CO
CO
0 0
0 I I I
N m
o o
' ▪ '71 -
CD 0
Lo
0 0
0 0
Event 3
Rainfall: 4.31 inches
lir 111,jj'' 0.0
I'11:0.2
— 0.4
— 0.6
— 0.8
1.0 1.2
1.4 I I II 1.6
I
0 o o
o
o o
ti
CO CS)
o o
o o
0 0
0.200 -
no
0.150 -
3 0
LI
0.100 -
0.000
LO
0 0
0 0
ti
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
A 1A h!' Y .v 1.6
00 0)
o o
o o
Storm Event I/I Analysis (Rain = 4.31 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.24 mgd
4.89 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.18 mgd
51,000 gallons
Item 4.
V&A
FM -09 - 10
430
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -10
City Structure: Upper Oak Valley LS
Location: Oak Valley Parkway, 0.48 miles west of Apron Lane Data Summary Report
ay
yo L'otives,0.ais
•
C.,04
'6! MOMngr
4 Upper Oak
Valiey
-,o,f C
Jr2•
,fiampII'S ' r•. •�d}.
p Orchard SI
VIrelard St
SA IV GOR-G i NIO PASS Liixr:i
Broosid Ave
Legend
• FM Sites
• Lift Stations
4 x
4 "Ns:: Vaklay
;
Go11 m
[.iooje Cie k fvla°shati YPrerx
Beaumont Mesa
■
Creek
FM -01
' •
Cully ar way
DLANDS; Jai
,67
•r i t ,.., FIYI• '-Qamani E kh 1
-- • • )llf{ - Ira ustriai •
. ;� rr� - •
Pgilhsk FIYI-O.7 V_ll Avoa
✓ i. r .e le�;o afar
r_F:^ �► •.i .b • . '. j t • `a, , 0 rings
Y4 .' `�• Vol he •• • • r • f JA � . -- fL,rerr.Hlvd
^ounlry clur
a
O ▪ .
se --fir+ ' ,7
7 Ca
Vicinity Map: FM -10
Item 4.
:i V&A
i FM -10 -1
431
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
Site Information
City Structure: Upper Oak Valley LS Coordinates: 117.0347° W, 33.9434° N Rim Elev: 2301 feet Location: Oak Valley Parkway, 0.48 miles west of Apron Lane ADWF: 0.780 mgd
Satellite Map
Peak Measured Flow: 1.757 mgd
Upper Oak
Valley Lift
Station
■
n 4" PVC
100
Sanitary Map
Street View
Item 4.
:11 V&A
1 FM -10 - 2
432
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.794 MGal Peak Daily Flow: 0.936 MGal Min Daily Flow: 0.615 MGal Total Period Rainfall: 13.05 inches
1.000 —El
0.900 —
0.800 —
0.700 —
0.600 —
m
? 0.500 —
3 0
LI 0.400 —
0.300 —
0.200 —
0.100 —
0.000
CV
CV
N
1 1
I
• Realtime Weekday • Realtime Weekend • Realtime Holiday • Rainfall —ADWF 1 1
iI
▪ co 00 e-1 CO In I,- 0) el CO In
N N N \ \ \ \ \ el e-1 e-1
N N N CO CO CO CO CO CO CO M
' I ' I
I`
I
_I -I.1 N N
c) M M M
06 ■
r
N
M
O)
N
M
e-1
c+9
M
N
I'
07 0.0
— 0.5
— 1.0
= 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
I ' 5.0
CO
Tr
Rainfall (in/day)
Item 4.
.11 VGA I FM -10 - 3
433
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.34 inches Avg Flow: 0.748 mgd Peak Flow: 1.757 mgd Min Flow: 0.116 mgd
2.50 2.00
v
E 1.50
01.00—
�r.. p5.
;Vol
LL rti ;,,+.
0.50 rr
0.00 Feb 21
(Fri)
I I
Feb 29 Mar 01
(Sat) (Sun)
r.
i.
. .t
d
a .
li k
i .I
Feb 22
(Sat)
Feb 23
(Sun)
Feb 24
(Mon)
Feb 25
(Tue)
Feb 26
(Wed)
Feb 27
(Thu)
Feb 28
(Fri)
Mar 02
(Mon)
Mar 03
(Tue)
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 i
t
0.6 0.8
1.0 m
1.2 c
1.4 (13
1.6 1.8
2.0 0.0
0.2 0.4
0.6 0.8 c
1.0"
1.2 m
1.4 .E
1.6 cc
1.8 2.0
Item 4.
FM -10 - 4
434
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 6.71 inches Avg Flow: 0.838 mgd Peak Flow: 1.643 mgd Min Flow: 0.121 mgd
2.50 2.00 -
tko
1.50-
3 o 1.00 -
0.50 0.00
Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) Mar 16
(Mon)
2.50 2.00 -
1.50 -
E
0 1.00 -
0.50 0.00
I
I I
lir 1 11,9 r1
L
I I
Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) - 0.0
- 0.2
- 0.4 i
t
- 0.6 c
- 0.8 �.
1.0 m
1.2 c
1.4cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 :c-
0.8 c
1.0"
1.2 4
1.4 .E
m
1.6 cc
1.8 2.0
Item 4.
1 FM -10-5
435
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
1.00 -
ao
3 0.80
0 0.60
Mon-Thurs —Friday
Saturday —Sunday
I I I I I I I I I I I I I I I I I I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 C3) O H N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -10 - 6
436
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20) Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
I I I I I I I I I I I I I I I I I I I
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -10 - 7
437
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.50 2.00
np
E 1.50
0 1.00
0.50 0.00
Graph
Event 1 Detail
2.00 1.80 -
1.60 -
1.40 -
1.20 -
- 1.00 -
3 0.80 -
LL
0.60 -
0.40 -
0.20 -
0.00 Event 1
Rainfall: 3.85 inches
co
0 N
m
0 m
m
0 co
0 LO
m
0 0.0
0.2 0.4
0.6 0.8 =-
1.0 co
1.2 ix
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0 al
1.2 1.4
1.6 co
co
0 Storm Event I/I Analysis (Rain = 3.85 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.61 mgd
2.06 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.97 mgd
350,000 gallons
Item 4.
V&A 1 FM -10 - 8
438
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.500
_ 2.000
Up
E 1.500
0 1.000
0.500
Event 2
Rainfall: 1.22 inches
✓
19 1'
0.0 — 0.2
— 0.4
— 0.6
41\1* 0.8
1.0 1.2
1.4 0.000 I I I I I I I I I I I I I I I I 1.6
in Co N- GO 0) O c-1 N CO LO Co N- 00 6) 0 e I r I
I I I I I N N N N N N N NN N M (+0 0
71-
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 2 Detail Graph
1.800
1.600
1.400
1.200 5� 1
i 1.000
0 0.800
0.600 -
0.400 -
0.200 - it
0.000 -
C
CO
0 Al#
CO
ci CO CO
O O O
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
L
c
c
co
Storm Event I/I Analysis (Rain = 1.22 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.45 mgd
1.86 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.80 mgd
111,000 gallons
Item 4.
V&A 1 FM -10 - 9
439
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -10
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.500 li
2.000
no
;_ 1.500
0 1.000
I_
0.500
0.000
m
N
Cr)
0 11,
I I I I I I I
▪ LO 0 N- CO 0
0 CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO
Event 3 Detail Graph
1.800
1.600
1.400
1.200
E 1.000 -
• 0.800 -
0 LI
0.600
0.400 -
0.200 -
0.000
I
m
m
0 I I I
o o 0
o o 0
0 0 0
Event 3
Rainfall: 4.06 inches
7 I 1 1 I
o o 0 0
o o 0 C
0 0 0 0
N-
' 0.0
— 0.2
— 0.4
— 0.6
c
0.8 1.0 m
1.2 ix
1.4 1.6
co o
o oo 0
AA
i
i
1,
4 1
A
11 ..
1 •
1 o o N- 0 0
o o 0 0 0
0.0 0.2
0.4 0.6
0.8 E
c
1.0 ix
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 4.06 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.60 mgd
2.04 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.88 mgd
69,000 gallons
Item 4.
V&A
1 FM -10 -10
440
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -11
City Structure: Lower Oak Valley LS
Location: Palmer Avenue, 300 feet west of Morris Street Data Summary Report
-airway.
Loive-r Oak
Valley
O
04 aiFt-..0
Ma rung°
Cb
Upper Uak
Va H ey
y,,f, • 1 • - Creek
r; Beaumont
34L} p af {-� f7 1 (J "' — —� 1 FFV'iQ';
i F FMc02drnont • EBkh'l
t• y 1%' IntlUst•riai 3
, f•6r.X.,-.4.ard1I /` .:00", ,r. r.rr�, PM -Km FIYI-11.7 Sere chaser 1 t r.,... F� „.•;:; __;-,,,4::,,,..-r ..+. ' 1 a . y, r JJ rl r7gS e�tYire
1 r��•
yj� f. rr r', f �. fCarerc E3twd a L.
p7,7,.-1' -1-7.',4,
yam }4' y4%4;7 'ye / - 7 a
SAN
Orchard SI
Vlnelard St
i
G0Ft-GoN10 PASS LrCf
Brix .idr`• Ave
Legend
• FM Sites
• Lift Stations
-li.:mp 'I!S ,r4 F�
D} Oak vaklay C
N& 1 m
rs
Noole C;-e!k iv�a02hai
(II PINY
FM -01
•
CoiYJar way
� °PI
0ii ar,ci+� ? .}•,.:� �' wv •„ 4,
'ouMry C t! — - x.-
' rlies '• - . Ie
Vicinity Map: FM -11
Item 4.
.1 V&A 1 FM -11-
441
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
Site Information
City Structure: Lower Oak Valley LS Coordinates: 117.0616° W, 33.9595° N Rim Elev: 2157 feet Location: Palmer Avenue, 300 feet west of Morris Street ADWF: 0.417 mgd
Satellite Map
Peak Measured Flow: 0.866 mgd
5'
pJG
M Lower Oak
I -Valley Lift
Station
100 F t
Sanitary Map
Street View
Item 4.
:11 V&A
1 FM -11- 2
442
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.423 MGal Peak Daily Flow: 0.503 MGal Min Daily Flow: 0.345 MGal Total Period Rainfall: 12.73 inches
• Realtime Weekday
N
N
N
(0
N
N
o
N
N
el
M
M
M
In
M
0)
M
co
in
M
0)
el
M
el
N
M
co
N
M
0)
N
M
N
(0
CO
Tr
N
N
• Realtime Weekend • Realtime Holiday
N
M
• Rainfall
cc)
M
—ADWF
Rainfall (in/day)
Item 4.
.11 VGA I FM -11- 3
443
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.21 inches Avg Flow: 0.388 mgd Peak Flow: 0.851 mgd Min Flow: 0.081 mgd
1.00 0.90
0.80 v 0.70
E 0.60
3 0.50
o 0.40
LL 0.30
0.20 0.10
S' '
0.00 Feb 21
(Fri)
1.00 0.90
0.80 v 0.70
to 0.60
! 0.50
c 0.40
LL 0.30
0.20 0.10
0.00 "t .
v
\4u »
u
Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) 1 z
ipirp r p
1 rrill
1;
Mar 04
(Wed)
Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 0.6
0.8 1.0 m
1.2 c
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 1.2
-r 1.4.co
- 1.6 cc
1.8 2.0
Item 4.
1 FM -11-4
444
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 6.51 inches Avg Flow: 0.456 mgd Peak Flow: 0.866 mgd Min Flow: 0.044 mgd
1.00 0.90
0.80 v 0.70
E 0.60
3 0.50
o 0.40
LL 0.30
0.20 0.10
0.00 w1
1 Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
1.00 0.90
0.80 v 0.70
to 0.60
! 0.50
c 0.40
LL 0.30
0.20 0.10
0.00 V
•
Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02
(Sat) (Sun) (Mon) (Tue) (Wed) (Thu)
I I
Apr 03 Apr 04 Apr 05 Apr 06
(Fri) (Sat) (Sun) (Mon)
Apr 07 Apr 08
(Tue) (Wed)
0.0 0.2
0.4 0.6
0.8 1.0 m
1.2 c
1.4cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 m
1.4 .E
1.6 cc
1.8 2.0
Item 4.
I FM -11- 5
445
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.60 E 0.50
IL
2 0.40 -
Mon-Thurs
Friday
Saturday —Sunday
11 11 1 1 1 1 1 1 1 1 1 1 1 1 11
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH r I r I NH NH NH NH r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
VKA I FM -11-6
446
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.80 0.70
0.60 0.50
an
E
3 0.40
0 0.30
0.20 -
0.10 0.00
Mon-Thurs _SIP_ —Friday _SIP_ —Saturday _SIP_ — Sunday _SIP_ 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
O rl N N) di CO ti 00 0) O H 10 CO I` 00 a) O r -I
rl r I r I r -I r -I r -I r -I r -I r -I r -I N N N N
Time of Day
ADWF:
Item 4.
V&A I FM -11- 7
447
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
1.00 —I
0.80 —
E 0.60 —
0 0.40 —
LI
0.20 0.00 I
N- co
o o
co m
o o
Event 1 Detail Graph
0.80 0.70 -
0.60 -
1-3 0.50 -
no
- 0.40 -
3 0
LI 0.30 -
0.20 0.10 -
0.00 co
0 m
CO
0 CO
0 Event 1
Rainfall: 3.77 inches
co
0 LO
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 Storm Event I/I Analysis (Rain = 3.77 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.67 mgd
1.60 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.33 mgd
103,000 gallons
Item 4.
V&A 1 FM -11- 8
448
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
1.000
0.800 —
UO
E 0.600
0.400
0.200
0.000
c -I
m
0 Event 2
Rainfall: 1.18 inches
I I I I I I I I I I I I I I
C9 N- CO ▪ 0 c I N CO U) C9 N- 00 0
ci c-1 c-1 c-1 N N N N N N N N N N M
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 2 Detail Graph
0.900
0.800
0.700
0.600
;13-
1 • 0.500
• 0.400 -
0 L
0.300 -
N
CO
0 — 0.0
— 0.2
hic0.4
•— 0.6
0.8 1.0
— 1.2
— 1.4
1.6 T-1 c-1
co o
m 7r
0 0
L
c
c
co
Storm Event I/I Analysis (Rain = 1.18 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.72 mgd
1.72 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.20 mgd
23,000 gallons
Item 4.
V&A 1 FM -11- 9
449
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -11
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
1.000
0.800
no
E 0.600
0 0.400
I_
0.200
0.000
co
N
CO
0 1 1 1 1 1 1 I
d- LO 0 N- CO CS)
0 CO CO CO CO CO CO CO
Event 3 Detail Graph
1.000
0.900
0.800
0.700
0.600
- 0.500 -
3 I
° 0.400 -1
I
0.300
0.200 -
0.100 -
0.000
1 1 1
o o 0
' ' '
0 0 0
1 o o
o
o o
Event 3
Rainfall: 3.96 inches
lilin 0.0
- 0.2
0.4 0.6
c
0.8 - 1.0 m
1.2 ct
— 1.4
I I I I 1.6
"o oo o co
0 o o 0o o 0
rn
0 0
sp
I
.r.
fi
'U
LO 0 N-
0 o 0
o o 0
,,,l Io
lkk
i ;II
00 0
0 li1
1 rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 3.96 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.83 mgd
1.99 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.33 mgd
149,000 gallons
Item 4.
V&A
1 FM -11- 10
450
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site:
City Structure:
Location:
FM -12
Beaumont Mesa LS
Potrero Blvd, just south of Costello Way
Data Summary Report
.V ay
vlya L'otivef a
Champral P1
Morjrwo
oallCkrh]
Uooer
;+fit+ 5*_r , .Qii' c . ..
_�r�A ,�per.rr�r t`
3.4 D L AlY D VI .11-14 iiiiiiltir;i", ;_y_r . j
.* �, Wyk �,py
A r......' y'tri ';i -1.-"": -2 11'..vi V `J * , •
�_ =
_.--176`..-:,
fF�+, ft 1. '7. ..,":2C---" 1- r /,-4 f y ,07. ii oelure .r
4',-,—!:;,--
. } r w e' d+ i i r^ .
r } -pi •J
70i112rxhQ ? - .� ., y% . ,M .F %
riles } ti
'ounlry C u — r •
ij
Orchard SI
VIrelard St
SAN GOR-GiN10 PASS 'cf
•
Brool_sido Ave
Legend
• Fr41 Sites
• Lift Stations
4 x
Jrr.'4.}. I.
l
.1 Oak vaklay e q
N Go 11 1
rio0le L.I-e lt ivIa02 ail�y Pi
fv"
Creek I
esa
•
Beaumont
FM -01
•
CoiYJar Way
E
Q -r.
r� 1 0 E F •t o_;
`r2a2am F1 1 i • E $kh 51
•
Avo.
lkaqte�-
Se:leCVl;on r
F,istSt
]rings
{ Carer': H1vd
Vicinity Map: FM -12
Item 4.
V&A
l FM -12 - 1
451
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
Site Information
City Structure: Beaumont Mesa LS Coordinates: 117.0160° W, 33.9404° N Rim Elev: 2425 feet Location: Potrero Blvd, just south of Costello Way
ADWF: 0.816 mgd
Satellite Map
Peak Measured Flow: 1.943 mgd
c
•
Beaumont Mesa
Z DIP Lift Station
100 F t
Sanitary Map
Street View
Item 4.
:11 V&A
FM -12 - 2
452
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.834 MGal Peak Daily Flow: 0.945 MGal Min Daily Flow: 0.641 MGal Total Period Rainfall: 13.03 inches
0.300 -
0.200 -
0.100 -
0.000
N
N N
N N
CO
N
N
o
N
N
M
M
M
• Realtime Weekday
LC)
M
r
M
0)
M
M
• Realtime Weekend
• Realtime Holiday
06 a
• Rainfall
—ADWF
Rainfall (in/day)
Item 4.
.11 VGA I FM -12 - 3
453
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 6.33 inches Avg Flow: 0.785 mgd Peak Flow: 1.943 mgd Min Flow: 0.015 mgd
0.00 Feb 21
(Fri)
2.00 1.80
1.60 v 1.40
O 1.20
- 1.00
c 0.80
LL0.60
0.40 0.20
0.00 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) ,r'T
1 wir
•
5 `
�}I.
tt
.
pis
i;�.
_
I
Mar 04 Mar 05
(Wed) (Thu)
Mar 06
(Fri)
Mar 07 Mar 08 Mar 09 Mar 10 Mar 11
(Sat) (Sun) (Mon) (Tue) (Wed)
Mar 12 Mar 13 Mar 14 Mar 15
(Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 Z
0.6 0.8
1.0 m
1.2 c
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 4
1.4 .E
co
1.6 cc
1.8 2.0
Item 4.
FM -12 - 4
454
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 6.71 inches Avg Flow: 0.881 mgd Peak Flow: 1.885 mgd Min Flow: 0.131 mgd
2.00 1.80
1.60 v 1.40
0 1.20
3 1.00
o 0.80
LL 0.60
0.40 0.20
0.00 Mar 16
(Mon)
2.00 1.80
1.60 v 1.40
O 1.20
- 1.00
c 0.80
LL 0.60
0.40 0.20
0.00 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04
(Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat)
Apr 05 Apr 06 Apr 07 Apr 08
(Sun) (Mon) (Tue) (Wed)
Mar 28
(Sat)
0.0 0.2
0.4 0.6
0.8 1.0
1.2 c
1.4 cc
1.6 1.8
2.0 0.0
- 0.2
- 0.4
- 0.6
- 0.8 c
1.0 "
1.2 m
1.4 .E
1.6 cc
- 1.8
2.0 Item 4.
I FM -12 - 5
455
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
1.60 -
1.40 -
1.20 1.00 -
an
E
j
0.80 0.60 -
0.40 -
0.20 0.00
Mon-Thurs —Friday
Saturday —Sunday
I I I I I I I I I I I I I I I I I I I
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. . .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. ..
O ; 1 N CY) 10 C.0 ti 00 a) O ; 1 N CY) 10 C.0 I` 00 C3) O H N CY) NH NH NH NH NH NH NH ,i ,i I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
.1 V&A I FM -12 - 6
456
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
1.20 1113 1.00
2 IL
0.80 -
Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -12 - 7
457
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.00 1.50
np
E
1.00 0
0.50 0.00
co
0 co
0 ti
0 m
0 Event 1 Detail Graph
1.80 1.60 -
1.40 -
1.20 -
1313
• 1.00 -
• 0.80 -
0 L
0.60 0.40 -
0.20 -
rn
0 CO
0 0
co
0 CO
0 Event 1
Rainfall: 3.85 inches
I I
N m
\ \
CO CO
0 0
co
0 LO
CO
0 co
co
0 117■ — 0.0
— 0.2
0.4 ; 0.6
0.8 = 1.0
co
— 1.2 ix
— 1.4
0 N N
CO CO
0 0
1.6 Storm Event I/I Analysis (Rain = 3.85 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.43 mgd
1.75 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.69 mgd
367,000 gallons
Item 4.
V&A
1 FM -12-8
458
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
2.000
r 1.500 —
bo
E
1.000
0 0.500
0.000
Event 2
Rainfall: 1.22 inches
LO C9 N- co 01 0 c -I N CO LO C9 N- 00 6) 0
I I I I I N N N N N N N N N N CO CO 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0.0 — 0.2
0.4 Ny,0.6
0.8 1.0
1.2 1.4
I I I I I I I I I I I I I I 1 1 1.6
Event 2 Detail Graph
1.600
1.400
1.200
1-3 1.000
no
- 0.800 -
3 �.
0 Li 0.600 -V..
0.400 -
0.200 -
0.000 -
1 knit
c
co
0 CY')
CO CO CO
0 0 0
0.0 0.2
0.4 0.6
0.8 c
c
co
1.0 Lr
1.2 1.4
Storm Event I/I Analysis (Rain = 1.22 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.16 mgd
1.42 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.60 mgd
52,000 gallons
Item 4.
V&A 1 FM -12 - 9
459
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -12
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period no
E
3 0
LT_
2.000 li
1.500
1.000
0.500
0.000
co
N
CO
0 I I I I I I I
▪ LO 0 N- 00 0)
0 CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO
Event 3 Detail Graph
1.600
1.400 -
1.200 -
1-3 1.000
no
0.800 -
3 0
LI 0.600 -
0.400 -
0.200 -
0.000
LO
0 0
I I I
o o 0
o o C
0 0 0
Storm Event I/I Analysis (Rain = 4.06 inches)
Event 3
Rainfall: 4.06 inches
,ri' 0.0
— 0.2
— 0.4
- 0.6
c
0.8 =-
1.0 m
— 1.2 ix
— 1.4
I I I I I 1.6
o o 0 0 CO 0
o o 0 0 0 0
0 0 0 0 0 0
rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
1.51 mgd
1.85 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.57 mgd
86,000 gallons
Item 4.
V&A
I FM -12 -10
460
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -13
City Structure: 0livewood LS
Location: Northwest end of 0livewood Gated Community, off of Costello Way
Data Summary Report
.V ay
SAN
v�ayo L'otivef Caa
▪ .& ChaEnp4•115 �r F}
Jrr hiornngo D} Oak vaklay
'A • dr Crryb Gok1
UO;)e Noose Creek Ma s�hatM yP`"`y
Orchard 511
VIrelard St
i
30Ft-GoN10 PASS 'cf
•
BroO+.sido Ave
Legend
• Fri Sites
• Lift Stations
y, f, `1 � Beaumont Mesa Creek
fler.r:
, r .
3AD Ada 1 (a[1
7:1
MR •
1 {
FM -01
' •
CoiYJar way
v
E
1 - FM:02drnant ;, • E Bkh Si
:Ita ust•riai • + y
*�4�r � prgaia
Pa"j- h sk FM 1903
1 -AI
4, ��, /y, ,+iY , � rQ;tyj ti .d i• 'r r' • ..i.,/..-,. . " J. . -17F71.;':''.7 t l�7 f/
� r G
.rr%: °• 'i ' i ce•r� .r ir g .4
;;:
. 1 a:t~ =' .r . ;;) 110 ..00-44, l ice. •, ,7 ;- ,i 1 - n osm,yi li
VYC kl r .y
Iles -
,our •
101-
lkaqte�-
Se:leCVl;on r
� ist St
]rings
Hhvd
Vicinity Map: FM -13
Item 4.
:41.1 V&A 1 FM -13 -
461
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
Site Information
City Structure: 0livewood LS Coordinates: 117.0321° W, 33.9404° N Rim Elev: 2319 feet Location: Northwest end of 0livewood Gated Community, off of Costello Way ADWF: 0.015 mgd
Satellite Map
Peak Measured Flow: 0.070 mgd
101 PVC
of ivewood
Lift Station
P' PVC
100 F [
Sanitary Map
Street View
Item 4.
:11 V&A
FM -13 - 2
462
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.027 MGal Peak Daily Flow: 0.037 MGal Min Daily Flow: 0.023 MGal Total Period Rainfall: 10.42 inches
• Realtime Weekday
Flow (MGaI)
N
el
M
(0
r-1
M
o
—1
M
0 N
f+9
N
N
M
(0
M
00 N
M
0 M
M
ei
0)
Tr
N
M
G Realtime Weekend
■ Realtime Holiday
• Rainfall
Cr
—ADWF
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
5.0 Rainfall (in/day)
Item 4.
.41V&A
FM -13 - 3
463
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 6.25 inches Avg Flow: 0.029 mgd Peak Flow: 0.058 mgd Min Flow: 0.001 mgd
0.10 0.09
0.08 •0 0.07
E 0.06
3 0.05
0 0.04
0.03 0.02
0.01 0.00
Feb 21
(Fri)
0.10 0.09
0.08 0.07
to 0.06
! 0.05
c 0.04
LL 0.03
0.02 0.01
0.00 r
r.
•
:
ti
•J11\•
1 LI : ,I• .
J5.
/1.1.
rlr•
.y.
y
•' .
+
,. .
+ '•
1 • '
'A+5•
VI S f'-
• y„
::'. •'
'1. .Is'
••I '.1
• �'
•',
•
,. .
1-'
1 .
'2'♦i'S`1J
'
-•+P
I•r• •
•1
"
, ., -.
'�\:
i' I'
'\5
'. 4
. 'yy'• _t �r
. 4,KIS'ai
•+ ,
•+\.
'1. I• A
•ly-
Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) _.
Tr
.,..7
r
+
.l
'
I'•'
i a
A.
:I I..
•i.1,:• S+
�[i 11:
• y
1 •
~b•
:i. ••,•
..1 ..
•y'k� p
'i
Iti `li
41 5 r
S
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 0.6
0.8 1.0 f6
1.2 c
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 w
1.4.E
1.6 cc
1.8 2.0
Item 4.
� V&A
1 FM -13-4
464
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 6.69 inches Avg Flow: 0.026 mgd Peak Flow: 0.070 mgd Min Flow: 0.002 mgd
0.10 0.09 -
0.08 v 0.07 -
E 0.06
3 0.05
o 0.04
0.03 0.02
0.01 0.00
r
T
`,"��► f. i�i ilaili�ii�,�is��ii��'i j1�i
IF 11
Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon)
0.10 0.09
0.08 0.07
to 0.06
! 0.05
c 0.04
LL 0.03
0.02 0.01
0.00 Apr 07 Apr 08
(Tue) (Wed)
:LJ
l
Mar 24 Mar 25 Mar 26 Mar 27
(Tue) (Wed) (Thu) (Fri)
kik
'Tir111111111r
Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) I
1Fy4 F 1
0.0 0.2
0.4 0.6
0.8 1.0
1.2 c
1.4 1.6
1.8 2.0
0.0 0.2
0.4 0.6 _L-
0.8 c
1.0 1.2 m
1.4 .E
co
1.6 ct
1.8 2.0
Item 4.
1 FM -13-5
465
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.06 0.05
0.04 an
3 0.03
0 0.02
0.00 Mon-Thurs
Friday
Saturday —Sunday
1 1 1 I I I I I I I I I I I I I I I I I
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 C0 ti 00 a) O ; 1 N CY) 10 C0 I` 00 CA O ; 1 N CY) NH NH NH r-1 r-1 r-1 r-1 r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -13-6
466
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.06 0.05
0.04 an
3 0.03
0 0.02
0.01 0.00
Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ Sunday _SIP_ 1 1 I I I I I I I I I I I I I I I I I
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 C0 ti 00 a) O ; 1 N C�') 10 C0 I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -13 - 7
467
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.10 Event 1
Rainfall: 3.84 inches
0.08 - r
n0
E 0.06
0 0.04
`y' S
"II
- 0.02
0.00 N- 00 0) o r -I N (Y') d- Lo CO N- 00 6) o r -I
o o o r -I r -I -I r -I .--I r -I r -I r -I r -I r -I N N CO m m m m CO m m m m m m m CO CO
0 o 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 1 Detail Graph
0.07 0.06 -
0.05 -
'o 0.04 -
E
.. 1 ti
0 0.03 ..;%,
LI ;1 I 1,i
0.02 - 5‘ T,•-;1
✓ 'I. '.
V
0.01 0.00
CO
O
L
4 CO CO
0 0
LO
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 1.6
0.0 0.2
0.4 0.6
Rain (in/hr)
0.8 E
1.0 12
1.2 1.4
Storm Event I/I Analysis (Rain = 3.84 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.06 mgd
2.43 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.04 mgd
13,000 gallons
Item 4.
V&A
1 FM -13-8
468
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period Event 2
Rainfall: 1.18 inches
0.100
_ 0.080
Up
E 0.060 —
0 0.040 —
L
0.020 —
0.000
N CO LO C9 ti co 6) 0 cI cI
N N N N N N N N M co O
cY) co co co co co co co co co 71-
0 0 0 0 0 0 0 0 0 0 0
LO
-I -I N- 00
6)-I ON N
CO CO CO CO CO m m
0 0 0 0 0 0 0
Event 2 Detail Graph
0.070
0.060
0.050 —
'40 0.040
E
c 0.030
L
0.020 -
0.010
0.000
c
co
0 0.0
— 0.2
— 0.4
— 0.6
0.8 1.0
1.2 1.4
1.6 m
m
0 C
CO
0 LO
C
CO
0 0.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 L
c
c
co
Storm Event I/I Analysis (Rain = 1.18 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.06 mgd
2.43 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.02 mgd
8,000 gallons
Item 4.
V&A 1 FM -13 - 9
469
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -13
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.100
0.080 -I
no
;_ 0.060 —
0 0.040 —
Li
0.020
0.000
m
N
CO
0 1 1 1 1 1 I
d- LO CO ti CO 0)
0 CO
CO
0 0 ▪ 0 ▪ 0 ▪ 0 ▪ 0 ▪ 0
Event 3 Detail Graph
0.080
0.070
0.060
0.050
no
0.040
3 0
LI 0.030
0.020
0.010 -
0.000
1 1 1
o o 0
' ' '
0 0 0
Event 3
Rainfall: 4.08 inches
1" 1' I
o o CO 0
o o 0 0
0 0 0 0
rn
0 0
LO
0 0
0 0
0 N-
o
7r
0 00
0 0
rn
0 0
0.0 0.2
0.4 0.6
0.8 1.0 ix
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 4.08 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.07 mgd
2.91 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.03 mgd
15,000 gallons
Item 4.
rl V&A
I FM -13 -10
470
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -14
City Structure: Fairway Canyon LS
Location: Northwest end of Crenshaw Street
Data Summary Report
,'.� Upper VdK i . a o21V:rI PKWY
a Noo e Creek Marsha
`i � . - Beaumont Mesa Creek , Vaiiev E
a��ar�a�` -' f 1 Jam. - — ° EFM•t0_;
, �� 1 % Intl st•rial + y3
# . - : , * 1 r kJ Aiyaia
',(7;11.,-(11c;•• = ;•r = -Pa" k'hs� FM -O4
,.,.6r.X. , ,,wf ,r..1.1 , (.4_-.,—r , `` Je:le�;oneer
Vicinity Map: FM -14
Item 4.
:41 V&A 1 FM -14 -
471
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
Site Information
City Structure: Fairway Canyon LS Coordinates: 117.0707° W, 33.9642° N Rim Elev: 2095 feet Location: Northwest end of Crenshaw Street
ADWF: 0.063 mgd
Satellite Map
Peak Measured Flow: 0.123 mgd
Fairway
Canyon Lift
Station
■
100 F ,
Sanitary Map
Street View
Item 4.
:11 V&A
1 FM -14-2
472
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.064 MGal Peak Daily Flow: 0.076 MGal Min Daily Flow: 0.048 MGal Total Period Rainfall: 12.73 inches
0.080
0.070
0.060
0.050
m
0.040
3 0
L
0.030
0.020
0.010
0.000
• Realtime Weekday • Realtime Weekend • Realtime Holiday • Rainfall —ADWF 1 r rn ei
ei
M M \
M
f
in
e-1
M
1 I`
1 ■
•
N in
• M
111
r
I'
It 0.5
1.0 — 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
.. ..
M • M
o
Tr
0.0 5.0
Rainfall (in/day)
Item 4.
.41V&A
FM -14 - 3
473
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
Flow Summary: 2/21/2020 to 3/15/2020
Total veriod Rainfall: 6.21 inches Avg Flow: 0.064 mgd Peak Flow: 0.123 mgd Min Flow: 0.012 mgd
0.18 0.16
0.14 101 0.12
E 0.10
0.08 LL0.06
0.04 0.02
1 14)
0.00 Feb 21
(Fri)
0.18 0.16
0.14 v 0.12
uu
E 0.10
0.08 u_- a06
0.04 0.02
0.00 uJ
toktk
Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) Tirprps
�i
\41"401\
A•'
.r
s;
•
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun)
0.0 0.2
0.4 0.6
0.8 1.0 m
1.2 '4E
1.4 cc
1.6 1.8
2.0 0.0
0.2 0.4
0.6 _L-
0.8 c
1.0 "
1.2 m
1.4 .E
1.6 cc
1.8 2.0
Item 4.
FM -14 - 4
474
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
Flow Summary: 3/16/2020 to 4/8/2020
Total veriod Rainfall: 6.51 inches Avg Flow: 0.064 mgd Peak Flow: 0.106 mgd Min Flow: 0.023 mgd
0.18 0.16
0.14 101 0.12
E 0.10
0.08 LL 0.06
0.04 0.02
0.00 ■1
- 0.0
- 0.2
- 0.4
- 0.6
- 0.8
- 1.0 m
- 1.2 c
- 1.4 c2
- 1.6
- 1.8
2.0 Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
0.18 0.16 -
0.14 v 0.12
uu
E 0.10
0.08 LL 0.06
0.04 0.02
0.00 Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed)
0.0 - 0.2
_- 0.4
- 0.6
- 0.8 c
1.0 "
1.2 m
1.4 .E
m
- 1.6 rx
- 1.8
2.0 Item 4.
1 FM -14-5
475
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
0.08 to
3 0.06
0 0.04
Mon-Thurs —Friday
Saturday
Sunday
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N CY) 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 a) O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:
Item 4.
V&A 1 FM -14 - 6
476
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
0.10 0.09 -
0.08 0.07
an 0.06 -
E
3 0.05 -
LI 0.04 -
0.03 0.02
0.01 0.00
Mon-Thurs _SIP_ --Friday _SIP_ —Saturday _SIP_ — Sunday _SIP_ r
I I I I I I I I I I I I I I I I I I I I I I I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O rl N N) 10 CO ti 00 a) O H N () Lf) CO I` 00 a) O H N ( ) rl r -I r -I r -I r -I r -I r -I r -I r -I r -I N N N N Time of Day
ADWF:
Item 4.
V&A 1 FM -14 - 7
477
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period Event 1
Rainfall: 3.77 inches
0.18 0.16 -
▪ 0.14 -
b.o 0.12 -
E 0.10 -
3 0.08 -0
LI 0.06
0.04 -I
0.02 0.00
ti
0 CO
0 co
0 m
0 rn
0 m
0 0
co
0 m
0 co
0 LO
m
0 0
co
0 co
co
0 0
N
m
0 0.0
- 0.2
- 0.4
- 0.6
- 0.8
1.0 - 1.2
- 1.4
1.6 N
CO
0 Event 1 Detail Graph
0.12 0.10 -
0.08 -
i
np
- 0.06 -
3 0
0.04 0.02 -
0.00 co
0 Storm Event I/I Analysis (Rain = 3.77 inches)
m
m
0 CO
0 0.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 i
co
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.10 mgd
1.62 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.03 mgd
9,000 gallons
Item 4.
V&A
FM14- 8
478
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.180
0.160
▪ 0.140
tw 0.120 —
E 0.100 —
3 0.080 —
0.060
0.040
0.020 —
0.000
c -I
m
0 Event 2
Rainfall: 1.18 inches
1 * FIR •
1 1
1 1 1 1 1 1 1 1 1 1 1 1 I I I I
C0 N- co 0) 0 ci N CO U) C0 N- 00 0) 0 c I
I I I I N N N N N N N NN N M (+0 0
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO 71-
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 2 Detail Graph
0.120
0.100 -
0.080 -
goo
- 0.060 -'
0 0.040 -
0.020 -
0.000
N
CO
0 N
m
0 m
N
CO
0 N
CO
0 Storm Event I/I Analysis (Rain = 1.18 inches)
0.0 — 0.2
— 0.4
— 0.6
- 0.8
1.0 1.2
— 1.4
1.6 N-1
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
L
c
c
co
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.09 mgd
1.42 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.01 mgd
1,000 gallons
Item 4.
V&A 1 FM -14-9
479
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -14
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
0.180 1
0.160
0.140
YLO 0.120
E 0.100 —
3 0.080 —
i-0° 0.060 —
0.040
0.020 —
0.000
it
Event 3
Rainfall: 3.96 inches
�� 0.0
7- 0.2
— 0.4
— 0.6
0.8 1.0
— 1.2
— 1.4
1.6 co ▪ "c) (9 ti 00 6' 0 o o co 0 0 0 0 CO 0
7 7 7 7 7 7 7 7 7
0 0 0 0 0 0 0 0 0
CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO
Event 3 Detail Graph
0.120
0.100 -
0.080 -
no
0.060 -
3 0
LI
0.040
0.020 -
0.000
LO
0 7r
0 0
0 7r
0 N-
o
7r
0 co
0 7r
0 rn
0 7r
0 0.0
0.2 0.4
0.6 0.8
i
L
c
c
co
Ct
1.0 ix
1.2 1.4
1.6 Storm Event I/I Analysis (Rain = 3.96 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
0.11 mgd
1.68 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.02 mgd
28,000 gallons
Item 4.
I V&A
FM -14 -10
480
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: WWTP
City Structure:
Location:
Wastewater Treatment Plant
Data Summary Report
R
o4
Fairway
Canyon Lower Oak
Nir
0 Valley
44,
4s
Valley
-
�r.S4ifir�' ...
Beaumont Mesa
erjr rtve ''; , Olivewood ■ •
/47,40,7.
ADLANDS,, i ( '
1• +.% r•.+® of t� f !w. j i : _ _ ,
{ r? ,,j �, w , .t S,r .i't
as 1 1� r' / i �+ 7
miles-, „,--4,,,,:. ji�
Grkimplons Dr ...
Morongo
Upper Oak
SAN
e Orchid St
a
fly virela rd 51
Z
G 0 R_G 0 N I 0
Brookside Ave
Gulf ro
Noble Cre<�'k Ma sh V1I Y Nor
Creek
P
PASS
Legend
di FM Sites
■ Lift Stations
L,n li 1
FM -01
Co igar Way
E C
a y a
� L �
° E FIV11--04
F▪ MCO2Jmont r or,
Industrial
`F. j� Auaora
Pa'rh FIVI=03 79.1::,
Seneca
• i tyt Gt sr�
Treatment 5pnngs
[Mier(' UNA
C
Four Seasons
Cc
Vicinity Map: WWTP
Item 4.
:4.1 V&A
WWTF
481
%ss..Z......:/ak Valley
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 3.696 MGal Peak Daily Flow: 4.570 MGal Min Daily Flow: 0.000 MGal Total Period Rainfall: 13.17 inches
5.000 _r,
4.500
4.000 T
3.500 —
3.000 —
m
cu
? 2.500 —
3 0
LI 2.000 —
1.500 —
1.000 —
0.500 —
0.000 11.J1 1
O N ..
N N N
\ \ \
N N N
11 00 00
N N
\ \
N N
• Realtime Weekday G Realtime Weekend ■ Realtime Holiday • Rainfall —ADWF 1 —1
M
1 l'h
I- r I l
P
11 0) e-1 (V) I0
M
M f+9 f+9
1 IT
IN -
el
M
❑ Or
1 0) el f+9
e-1 N N
M M M
1 7
1111
Cs/ Cs1 • CV \ \ \ \ ..
M M M M
(0
Cr
0.0 — 0.5
1.0 — 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
Rainfall (in/day)
Item 4.
.1 V&A
WWTP-2
482
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.38 inches Avg Flow: 3.439 mgd Peak Flow: 9.173 mgd Min Flow: 0.000 mgd
12.00 -
10.00 -
8.00 -
E
3 6.00 -
0 LL 4.00 -
2.00 -
0.00 Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue)
12.00 10.00 -
8.00 -
uo
6.00 -
3 LL 4.00 -
2.00 -
0.00 I 1 1 1 1 1 1 1
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) - 0.0
- 0.2
- 0.4 i
- 0.6 c
- 0.8 �.
- 1.0 m
- 1.2 c
- 1.4 (13
- 1.6
- 1.8
2.0 0.0
- 0.2
- 0.4
- 0.6
- 0.8 c
- 1.0"
- 1.2 2
- 1.4 .E
- 1.6 cc
- 1.8
▪ 2.0
Item 4.
WWTP-3
483
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 6.79 inches Avg Flow: 3.954 mgd Peak Flow: 6.790 mgd Min Flow: 1.210 mgd
12.00 -- - 0.0
- 0.2
- 0.4 i
- 0.6 �
c
- 0.8 �.
- 1.0 m
- 1.2 c
- 1.4 (13
- 1.6
- 1.8
0.00 i i i i i i i i i i i 2.0
Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri)
12.00 10.00 -
8.00 -
uo
6.00 -
3 LL 4.00 -
2.00 0.00 I 1 I I 1 I I I I 1 I
Mar 28 Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed)
0.0 0.2
0.4 0.6
0.8 c
1.0"
1.2 m
1.4 .E
1.6 cc
1.8 2.0
Item 4.
1 WWTP-4
484
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)
7.00 6.00
5.00 -
Mon-Thurs
Friday
Saturday
Sunday
4.00 -
;
i° 3.00
2.00 -
1.00 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
O ; 1 N C�') 10 C.0 ti 00 a) O ; 1 N CY) 10 C.0 I` 00 CA O ; 1 NH NH NH NH NH NH r -I r -I r -I r-1 N N N N
Time of Day
ADWF:
Item 4.
V&A 1 WWTP-5
485
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)
7.00 6.00
5.00 -
4.00 -
E
i° 3.00 -
2.00 1.00
0.00 Mon-Thurs _SIP_ —Friday _SIP_
Saturday _SIP_ Sunday _SIP_
00000000
0 0
0 0
0 0
00 0
0 00
0000
0 0
0 0 0
O rl N C ri 10 (.6 ti 00 0) O H N CY) 10 (.6 I` 00 CA O rl N CY) rl r I r I r -I r -I r -I r -I r -I r -I r -I N N N N
Time of Day
ADWF:
Item 4.
V&A 1 WWTP-6
486
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
0 12.00 -
10.00 8.00
6.00 -
4.00 -
2.00 0.00
Event 1
Rainfall: 3.92 inches
N- co 6) o r -I N co cr to co N- co 6) o r -I
o o o r -I ,--1 r -I r -I r -I r -I r -I r -I r -I r -I N N m m m m m m m m m m m m m CO CO
0 o 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 1 Detail
10.00 9.00
8.00 7.00
6.00 5.00
° 4.00
3.00 -
2.00 -
1.00 -
0.00 Graph
m
CO
O
co
O
LO
CO
O
0.0 0.2
0.4 0.6
0.8 1.0
co
1.2 ix
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
Storm Event I/I Analysis (Rain = 3.92 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
9.17 mgd
2.39 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
5.47 mgd
1,385,000 gallons
Item 4.
V&A I WWTP-7
487
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period
12.000 —
10.000 —
too 8.000 —
E
6.000 —
3 4.000 —
LI
2.000 .. d .. .. .. a .. .. .. �. .. ,.
1.4 0.000 I I I I I I I I I I I I I I I I 1.6
in C9 N- 00 O) 0 c I N CO • L() C9 N- 00 O) 0 e I r I
N N N N N N N N N N CO CO 0
CO CO CO CO CO CO CO CO CO CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ CO • CO • CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
f
■r
Event 2
Rainfall: 1.01 inches
0.0 0.2
0.4 0.6
0.8 1.0
1.2 Event 2 Detail Graph
7.000
6.000 -
5.000 -
'40 4.000 -
E
c 3.000
2.000
1.000
0.000
N
m
0 N
N
m
0 CO
N
CO
0 N
CO
0 Storm Event I/I Analysis (Rain = 1.01 inches)
0.0 0.2
0.4 0.6
0.8 L
c
c
co
1.0 co
1.2 1.4
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
5.63 mgd
1.47 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
0.97 mgd
258,000 gallons
Item 4.
V&A 1 WWTP-8
488
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information WWTP
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period E
0 12.000 I
10.000 1
8.000 —
6.000 —
4.000 —
2.000
0.000
Event 3
Rainfall: 4.21 inches
0.0 7. 117r- 0.2
0.4 m
N
CO
0 — 0.6
— 0.8
1.0 1.2
▪ "O CO • 00 °' 0 o o 0 0 0 CO N- CO 0
'71- '71- ' ' ' ' ' ' '
0 0 0 0 0 0 0 0 0
CO ▪ CO ▪ CO ▪ CO ▪ CO ▪ 0) ▪ 0) ▪ 0
Event 3 Detail Graph
8.000
7.000
6.000
5.000 —
no
4.000
0 LI 3.000
2.000 -
1.000 -
0.000 -
LO
0 0
'r
0 0
0 ti
0 0
co
0 0
1.4 1.6
0.0 0.2
0.4 0.6
0.8 1.0
1.2 1.4
/ v \ '7 1.6
rn
0 0
i
co
Storm Event I/I Analysis (Rain = 4.21 inches)
Capacity
Peak Flow:
PF:
Peak Level:
d/D Ratio:
6.79 mgd
1.77 in
Inflow / Infiltration
Peak 1/1 Rate:
Total 1/1:
1.66 mgd
1,396,000 gallons
Item 4.
V&A 1 WWTP-9
489
Item 4.
City of Beaumont
APPENDIX B
Hydraulic Model Calibration Exhibits
August 2021 City of Beaumont
Wastewater Master Plan
490
Fairway Canyon
Lower Oak Valley
Upper.Oak
12112112
Brookside Ave
RG NW -N
Champions_Dr/I
Valley)
Olivewood
10-8
AKEL
ENGINEERING GROUP, INC.
12/12/12_12 12
FM-8
%- Beaumont Mesa
FM -7
FM -2
MN MI
FM -9
Orchard St
Cherry Valley Blvd
r,North
12/16
Industrial Park
FM -4
Grand Ave
Cougar Way
RG East
Oak Valley Pk 12 12 10
13Th St
12th St
10Th St
8Th St
12 10 18
24 1 St st <24
6Th St
8/8/8/14
Seneca Springs
X16 , 12
Potrero-Blvd
0 0.25
r Updated:'August 10-2020— — -
1 jFour Seasons
it
Wa CIS E
okj
Mile S
Pie Path. PA%GIB\GIS_Protects\Beaumont\Sewert191114-WastewaterMP\FlowMonitorstBEA_FIg3-2_FlowMonitors_081020. mx Legend
Rain Gauge
• Flow Monitor Locations
Lift Stations
Force Mains
Incomplete Force Main
Gravity Mains
8" and Smaller
10" and Larger
Flow Monitoring Basins
Beaumont
Cherry
Fairway Canyon
Four Seasons
Highland Springs
Industrial Park
Lower Oak Valley
Marshall Creek
Noble Creek
Olivewood
Pennsylvania
Seneca Springs
Upper Oak Valley
Street Centerlines
City Limits
PRELIMINARY
Figure 1
Flow Monitor Locations
Wastewater Master Plan
City of Beaumont
BEAUMONT
Item 4.
491
Dry Weather Event
Item
0.18 0.16
Weekend
0.14 I Weekday
0.12 G
E 0.10
•
•
0.08 •
0 " 0.06
0.04 0.02
0.00 0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 1
(March 12-13, 2020)
0.40 0.0
0.35 III
1 0
--'-�-�-
- I I
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I I I I
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c
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0.10 ♦
•
♦
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0.05 0.8 Fs
0.00 cc
1.0 0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 2
(March 9-10, 2020)
0.25 o.o
0.20 '�T
I
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is
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ix
0.8 0 6 12 18 24 30 36 42 48
Time (hr)
LEGEND
Dry Weather Event
A• - Hydraulic Model
V&A Flow Monitoring
PRELIMINARY
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- - - Hydraulic Model
Figure 2
s-1
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
, INC.
May 20,2020
492
Dry Weather Event
Item
1.40 Weekend
♦
♦
1.20 Weekday
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1T
ir \i
0.80 le
0 �
0.60 1♦0
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0.40 8
0.20 ♦
0.00 0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 1
(March 12-13, 2020)
2.50 0.0
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In
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-
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t
•
E
as
4-
0.8 0.00
•
•
•
m
cc
1.0 0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 2
(March 9-10, 2020)
1.60 0.0
1.40 I
I
it--
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1 1.20
s
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,
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as
0.00 0.8
0 6 12 18 24 30 36 42 48
Time (hr)
LEGEND
Dry Weather Event
A• - Hydraulic Model
- V&A Flow Monitoring
PRELIMINARY
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 3
S-2
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERENG GROUP, INC.
May 20,2020
493
Dry Weather Event
Item
2.00 1.80
1.60 Weekday
A
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/
1.00 SIII
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0.80 LL
7 0.60
0.40 0.200.00
IT
If
0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 1
3.50 (March 12-13, 2020)_
0.0 3.00 •
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1 I
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rx
1.0 0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 2
(March 9-10, 2020)
2.50 0.0
2.00 uI'
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1 1.50
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c
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0.00 as
cc
0.8 0 6 12 18 24 30 36 42 48
Time (hr)
LEGEND
Dry Weather Event
A• - Hydraulic Model
- V&A Flow Monitoring
PRELIMINARY
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 6.3
S-3
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
May 20,2020
ENGINEERENG GROUP, INC.
Dry Weather Event
Item
1.00 0.90
Weekday
Weekend
0.80 0.70
Sao 0.60
E 0.50
3 0
0.40 LL
0.30 0.20
0.10 0.00
0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 1
(March 12-13, 2020)
1.20 0.0
1.00 � 1
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=
-
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cc
1.0 0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 2
(March 9-10, 2020)
1.40 0.0
1.20 I
-.�
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1.00 s
0.2 c
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•
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c
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c
0.00 cc
0.8 0 6 12 18 24 30 36 42 48
Time (hr)
LEGEND
Dry Weather Event
A• - Hydraulic Model
- V&A Flow Monitoring
PRELIMINARY
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 5
S-4
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERENG GROUP, INC.
May 20,2020
495
Item 4.
0.45 0.40
0.35 0.30
0.25 0.20
0.15 0.10
0.05 0.00
Weekday
Weekend
Dry Weather Event
6 12
18 24
Time (hr)
i
0 30 36 42 48
0.60 0.50
0.40 0.30
0 LL 0.20
0.10 0.00
Wet Weather Event 1
(March 12-13, 2020)
'111
I
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♦
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•
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-
0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
c
0.4 c
0 0.6 E
co
0.8 1.0
0.50 0.40
1370 0.30
E
0 0.20
LL
0.10 0.00
Wet Weather Event 2
(April 6-7, 2020)
• •
♦
•
•
•
♦ •
♦
♦
•
• . • •
•
•
•
•
•
•
•
•
•
♦
•
♦
•
0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
0.4 0.6
0.8 Rainfall Intensity (in/hr)
LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 6
S-5
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, iNC.
May 2Q2020
49 6
Item 4.
0.30 0.25
- 0.20
ao
- 0.15
0 0.10
0.05 0.00
0 6
12 18
24 Time (hr)
30 36
42 Dry Weather Event
Weekday
Weekend
48 0.30
0.25 0.20
0.15 0
LL 0.10
0.05 0.00
Wet Weather Event 1
(March 12-13, 2020)
•III
1 • I U I III
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•
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•
lik
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•
•
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•
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0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
0.4 0.6
0.8 1.0
Rainfall Intensity (in/hr)
0.35 0.30
0.25 E 0.20
c 0.15
LL 0.10
0.05 0.00
0 Wet Weather Event 2
(April 6-7, 2020)
6 12
18 24
Time (hr)
30 36
42 •
•
,1,I lip-
•
•
•
•
♦
48 0.0
0.2 0.4
0.6 0.8
Rainfall Intensity (in/hr)
LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 7
S-6
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, INC.
May 2Q2020
497
Item 4.
0.90 0.80
0.70 0.60
0.50 0.40
0.30 0.20
0.10 0.00
Dry Weather Event
_ Weekday
0 6
12 18
24 Time (hr)
Weekend
30 36 42 48
1.20 1.00
0.80 ao
0.60 0
LL 0.40
0.20 0.00
Wet Weather Event 1
(March 12-13, 2020)
11111'111111-
•
•
•
•
•
• III
♦
0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
c
0.4 c
0 0.6 E
co
0.8 1.0
0.80 0.70
0.60 0.50
0.40 LL 0.30
0.20 0.10
0.00 Wet Weather Event 2
(April 6-7, 2020)
1 1
I
I■. - ■
1 --
1 1
•
• •
•
•
•
•
•
0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
0.4 0.6
0.8 Rainfall Intensity (in/hr)
LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 6.4
S-7
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, INC.
May 2Q2020
49 8
Item 4.
ao
E
0 LL
0.45 0.40
0.35 0.30
0.25 0.20
0.15 0.10
0.05 0.00
Dry Weather Event
Weekday
Weekend
0 6
12 18
24 Time (hr)
30 36
42 48
0.70 0.60
0.50 E 0.40
0.30 LL 0.20
0.10 0.00
Wet Weather Event 1
(March 12-13, 2020)
111
1 p
•
1 •
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•
•
•
•
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0.0 - 0.2
c
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c
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co
0.8 0 6 12 18 24
Time (hr)
30 36 42 48
1.0 0.50
0.40 :El 0.30
E
0 0.20
0.10 0.00
Wet Weather Event 2
(April 6-7, 2020)
1 I 1 I
111.._
1 1
II
•
•
•
0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
0.4 0.6
0.8 Rainfall Intensity (in/hr)
LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 9
S-8
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, iNC.
May 2Q2020
49 9
Item 4.
0.12 0.10
- 0.08
TS
- 0.06
0 " 0.04
0.02 0.00
Weekday
Dry Weather Event
0 6
12 18
24 Time (hr)
30 36 42 48
0.25 0.20
ao 0.15
E
0.05 0.00
0 Wet Weather Event 1
(March 12-13, 2020)
111
1 I111111I111I•-
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6 12
18 24
Time (hr)
30 36
42 48
0.0 0.2
c
0.4 c
v
0.6 c
p co
0.8 1.0
0.14 0.12
0.10 E 0.08
c 0.06
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0.04 0.02
0.00 Wet Weather Event 2
(March 9-10, 2020)
1111
III.
- -111
•
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♦
•
♦
••
•
. • •
.
0 6
12 18
24 Time (hr)
30 36
42 48
0.0 0.2
0.4 0.6
0.8 Rainfall Intensity (in/hr)
LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 10
S-9
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, INC.
May 2Q2020
50 0
Item 4.
♦
Dry Weather Event
♦
0 6
12 18
24 Time (hr)
♦
♦♦
•
4 30 36 42 48
1.60 1.40
1.20 1.00
3 0.80
0.60 LL
0.40 0.20
0.00 Wet Weather Event 1
(March 12-13, 2020)
1I'
I
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.
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12 18
24 Time (hr)
30 36
42 48
0.0 0.2 s
c
c
0.4 c
0.6 c
f0
0.8 1.0
1.60 1.40
1.20 1.00
0.80 0.60
LL
0.40 0.20
0.00 Wet Weather Event 2
(March 9-10, 2020)
1111
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1 1
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•
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%
9 0
6 12
18 24
Time (hr)
30 36
42 48
0.0 0.2
0.4 0.6
0.8 Rainfall Intensity (in/hr)
LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 11
S-10
Wastewater Master Plan
City of Beaumont
BEAUMONT
—AKEL
ENGINEERING GROUP, INC.
May 2Q2020
50 1
Item 4.
0.70 0.60
0.50 0.40
c 0.30 4-
7_
0.20 0.10
0.00 0
Weekday
6 12
Dry Weather Event
18 24
Time (hr)
30 Weekend
36 42
48 0.70
0.60 0.50
E 0.40
0.30 LL
0.20 0.10
0.00 Wet Weather Event 1
(March 12-13, 2020)
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S-11
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, i NC.
May 2Q2020
50 2
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S-12
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, INC.
May 2Q2020
50 3
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S-13
Wastewater Master Plan
City of Beaumont
BEAUMONT
-AKEL
ENGINEERING GROUP, iNC.
May 2Q2020
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Figure 15
S-14
Wastewater Master Plan
City of Beaumont
505
Item 4.
August 2021 City of Beaumont
Wastewater Master Plan
2021 City of Beaumont
APPENDIX C
Beaumont Mesa Lift Station Dry Well Grading Plan –
Prepared by Cannon
506
Item 4.
507
Item 4.
August 2021 City of Beaumont
Wastewater Master Plan
2021 City of Beaumont
APPENDIX D
Beaumont Mesa Force Main Pothole Report – Prepared by
C-Below
508
Item 4.
Utility Locating
Radiography
Potholing
Mapping
GPR
SUBSURFACE IMAGING
BELOWC
www.cbelow.com
1-888-90-BELOW
14280 Euclid Ave.
Chino, CA 91710
Date: October 3, 2020
Technician: Jacob Bankston
Project Name: City of Beaumont/Force main Pothole Report Project Address: Potrero Blvd & Western Knolls Ave. Beaumont, CA 92223 C Below Project No. 20-2491 Pothole Report509
Item 4.
14280 Euclid Ave
Chino, CA 91710
1-888-90-BELOW
SUBSURFACE IMAGING
BELOWC
20-2491 City of Beaumont/Force main Pothole Report www.cbelow.com No. Utility
Size
(in)Material Top Depth
(ft)Direction Location Surface
ST1 Sewer 12 Plastic 7.28 NE-SW
West Bound on Western Knolls Ave.,
South West of Property 1280 Soil
ST2 Sewer 12 Plastic 6.03 E-W West of 630 Nicholas Rd. in Field Soil ST2.1 Sewer 16 Plastic 5.70 E-W West of 630 Nicholas Rd. in Field Soil Comments: Top depth is measured from ground surface to top of utility. Potholes were performed at locations specifi ed by the client. Utility size and material are based on visual estimates and may vary.
Project Summary
Date: October 3, 2020
Technician: Jacob Bankston
Project Name: City of Beaumont/Force main Pothole Report Project Address:
Potrero Blvd & Western Knolls Ave. Beaumont, CA 92223
C Below Project No. 20-2491
1510
Item 4.
Notes:
Top:
Bottom:
Profi le View (not to scale)
Size:
Utility:
Material:
Direction:
(feet)
(feet)
(in)
POTHOLING DATA SHEET
Technician Name Date C Below Project No.
Project Name Project Address
Client Company Contact
14280 EUCLID AVE., CHINO, CA 91710
OFFICE: (888) 902-3569
FAX: (909) 606-6555
Pothole No.Location
Surface Type:
Thickness:
Measured Distance from Finished Surface
PHYSICAL SWING TIE INFORMATION
LOCATION DETAIL
(feet)
www.cbelow.com
SUBSURFACE IMAGINGBELOWC
No. Distance (ft) Dir. From Permanent Existing Fixture No. Distance (ft) Dir. From Permanent Existing Fixture No. Distance (ft) Dir. From Permanent Existing Fixture 1 2 3
Jacob Bankston 10-03-2020 20-2491
City of Beaumont | Force main Utility Locating Investigation Potrero Blvd & Western Knolls Avenue Beaumont, CA 92223 Cannon Corp. | Los Angeles Eric
ST1 West Bound on Western Knolls Ave., South West of Property 1280 Soil
N/A
7.28 8.28
12 Sewer
Plastic
NE-SW
Approximate coordiates: 33.933883°N 117.007647°W
19.50 ft. east of the Force main vault lid.
19.50 E Force Main Vault 63.40 SE Power Pole 22.60 E Chain Link Fence 2511
Item 4.
www.cbelow.com
No. Utility
Size
(in)Material Top Depth
(ft)Direction Location Surface
Comments:
Photo 1 Photo 2
Photo 3 Photo 4
Sewer 12 Plastic 7.28ST1 NE-SW
West Bound on Western Knolls Ave., South West
of Property 1280 Soil
3512
Item 4.
Notes:
Top:
Bottom:
Profi le View (not to scale)
Size:
Utility:
Material:
Direction:
(feet)
(feet)
(in)
POTHOLING DATA SHEET
Technician Name Date C Below Project No.
Project Name Project Address
Client Company Contact
14280 EUCLID AVE., CHINO, CA 91710
OFFICE: (888) 902-3569
FAX: (909) 606-6555
Pothole No.Location
Surface Type:
Thickness:
Measured Distance from Finished Surface
PHYSICAL SWING TIE INFORMATION
LOCATION DETAIL
(feet)
www.cbelow.com
SUBSURFACE IMAGINGBELOWC
No. Distance (ft) Dir. From Permanent Existing Fixture No. Distance (ft) Dir. From Permanent Existing Fixture No. Distance (ft) Dir. From Permanent Existing Fixture 1 2 3
Jacob Bankston 10-03-2020 20-2491
City of Beaumont | Force main Potrero Blvd & Western Knolls Avenue Beaumont, CA 92223 Cannon Corp. | Los Angeles Eric
ST2 West of 630 Nicholas Rd. in Field
Soil
N/A
6.03 7.03
12 Sewer
Plastic
E-W
Approximate Coordinates 33.9300501, -116.9950839
8.10 E Force Main Breather tube 58.10 N Fence N/A N/A N/A 4513
Item 4.
www.cbelow.com
No. Utility
Size
(in)Material Top Depth
(ft)Direction Location Surface
Comments:
Photo 1 Photo 2
Photo 3 Photo 4
Sewer 12 Plastic 6.03ST2 E-W
West of 630 Nicholas Rd. in Field
Soil
5514
Item 4.
Notes:
Top:
Bottom:
Profi le View (not to scale)
Size:
Utility:
Material:
Direction:
(feet)
(feet)
(in)
POTHOLING DATA SHEET
Technician Name Date C Below Project No.
Project Name Project Address
Client Company Contact
14280 EUCLID AVE., CHINO, CA 91710
OFFICE: (888) 902-3569
FAX: (909) 606-6555
Pothole No.Location
Surface Type:
Thickness:
Measured Distance from Finished Surface
PHYSICAL SWING TIE INFORMATION
LOCATION DETAIL
(feet)
www.cbelow.com
SUBSURFACE IMAGINGBELOWC
No. Distance (ft) Dir. From Permanent Existing Fixture No. Distance (ft) Dir. From Permanent Existing Fixture No. Distance (ft) Dir. From Permanent Existing Fixture 1 2 3
Jacob Bankston 10-03-2020 20-2491
City of Beaumont | Force main Potrero Blvd & Western Knolls Avenue Beaumont, CA 92223 Cannon Corp. | Los Angeles Eric
ST2.1 West of 630 Nicholas Rd. in Field
Soil
N/A
5.70 7.00
16 Sewer
Plastic
E-W
Approximate Coordinates 33.9300501, -116.9950839
8.00 E Force Main Breather tube 55.40 N Fence N/A N/A N/A 6515
Item 4.
www.cbelow.com
No. Utility
Size
(in)Material Top Depth
(ft)Direction Location Surface
Comments:
Photo 1 Photo 2
Photo 3 Photo 4
Sewer 16 Plastic 5.70ST2.1 E-W
West of 630 Nicholas Rd. in Field
Soil
7516
Item 4.
August 2021 City of Beaumont
Wastewater Master Plan
2021 City of Beaumont
APPENDIX E
Fairway Canyon Preliminary Design Report (PDR) Review
Memorandum
517
Item 4.
7 433 N . F i r s t S t , S u i t e 103 • F r e s n o , C A 9 3 7 2 0 • T el ( 5 5 9 ) 4 3 6 -0 6 0 0 • F ax ( 5 5 9 ) 4 3 6 -0622 w w w . a k e l e n g . c o m
April 15, 2021
City of Beaumont
550 E. 6th Street
Beaumont, CA 92223
Attention: Sue Foxworth
Solid Waste & Recycling Manager
Subject: Fairway Canyon Preliminary Design Report (PDR) Review Memorandum
Dear Sue:
We are pleased to submit this letter memorandum for the Fairway Canyon Preliminary Design Report Review. This letter memorandum includes the following sections:
• Study Area
• Flow Comparison
• Capacity Evaluation Review
• Conclusion
The purpose of this Technical Memorandum is to document the review of the Fairway Canyon Preliminary Design Report (PDR) as prepared by Proactive Engineering Consultants West, Inc.
The PDR documents development dwelling units, estimation of future average, peak and design flows, design pumping capacity, force main size, and pump selection.
The City requested that Akel Engineering Group review the PDR for consistency with criteria documented in the City’s in-progress 2021 Wastewater Master Plan. The remaining sections of the Technical Memorandum document the results of this review.
1.0 STUDY AREA
The Fairway Canyon development is a four-phase residential development in the northwest portion of the City of Beaumont (City), as shown on Figure 1. Three of the four planned phases have been completed; the final phase (Phase 4) is currently in the planning process. Phase 4 consists of 1,312 total dwelling units spread over approximately 310 acres. In addition to summarizing the layout of the final phase residential dwelling units, the PDR estimates average and peak design sewer flows that are used to estimate required lift station capacity and force main sizes.
518
Item 4.
April 2021 2 City of Beaumont Fairway Canyon Review
It should be noted that the 2021 WMP evaluated the buildout of the City’s general plan and included additional residential development east of San Timoteo Canyon Road between Hogan Drive and the northern boundary of the currently planned Phase 4 Fairway Canyon development.
The flows from this additional residential development were also assumed tributary to the currently planned Fairway Canyon lift station. Should these future residential lands develop it is recommended City staff reevaluate the capacity of the planned Fairway Canyon lift station.
2.0 FLOW COMPARISON
The PDR estimated the average sewer flows using per capita sewer flow generation rates based on Eastern Municipal Water District (EMWD) standards. The in-progress City of 2021 Wastewater Master Plan (WMP) prepared an estimate of average sewer flows for the study area that is based on EMWD unit flow factors applied to overall site acreage. A comparison of the flow factors, peaking factors, and estimated flows is shown on Table 1 and summarized below.
2.1 PDR Flow Estimation
The PDR estimated average flows on a dwelling unit basis and used peaking factor and additional safety factors based on EMWD standards. The estimated average, peak, and design flows are summarized below.
Average Flows: According to the PDR, EMWD planning standards specify an average household occupancy of 3.5 persons per dwelling unit and an average per capita sewer flow generation rate of 100 gallons per day. The PDR combines these two factors for a per DU sewer flow generation rate of 350 gpd/DU.
Based on the total of 1,312 total dwelling units and an average sewer flow generation rate of 350 gpd/DU, the total average sewer flow for Phase 4 of the Fairway Canyon Development is 319 gpm.
Peak Flows: Assuming a peaking factor of 2.02, based on EMWD standards, the estimated peak flow from the future development is 644 gpm. Design Flows: Based on an additional factor of safety 20 percent the design flow is 773 gpm.
2.2 In-Progress 2021 WMP
The in-progress 2021 WMP estimates average flows on a per acres basis and uses daily peaking factors based on historical flow data and hourly peaking factors based on flow monitoring data.
The estimated average and peak flows using this methodology are summarized on the following page.
519
Item 4.
April 2021 3 City of Beaumont
Fairway Canyon Review
•Average Flows: Based on a total site acreage of 307 acres, and using the WMP Single Family Residential flow factor of 1,396 gpd/acre consistent with EMWD planning standards, the total average sewer flow for planned development is 298 gpm. •Peak flows: Using a peak day peaking factor of 1.33, based on historical flow records, and an hourly peaking factor of 1.54 based on flow monitoring data, the estimated development peak flow is 610 gpm.
The PDR flow estimation methodology results in a more conservative design flow and is an acceptable basis for sewer system planning.
3.0 CAPACITY EVALUATION REVIEW
The PDR documented required lift station pump and force main sizes based on the estimated design flow. The locations of the planned lift station and force mains are summarized on Figure 2.
The following sections document the capacity evaluation for the planned lift stations and force mains and review for consistency with the in-progress 2021 WMP criteria.
3.1 Lift Station Capacity
The plans for Phase 4 of the Fairway Canyon development include a temporary lift station to collect and convey flows as the first part of the development phase is completed, with a final lift station planned as the remainder of the Phase 4 units are constructed. The PDR documented the capacity estimation for the permanent lift station, which is reflected in this review.
Based on an estimated design flow of 773 gpm the PDR specifies the future lift station to include two pumps at 803 gpm each. This results in a firm and total lift station design capacity of 803 gpm and 1,606 gpm, respectively, which meets the 2021 WMP criteria.
3.2 Force Main Capacity
The PDR includes two parallel 8-inch force mains, each approximately 6,200 feet in length, to convey flows from the planned permanent lift station to the City’s existing gravity system.
According to EMWD lift station design standards force main lengths in excess of 6,000 feet require two parallel force mains for reliability purposes. For the purpose of this capacity review, it was assumed that only one force main will be active at any time.
Based on planned lift station pump flow of 803 gpm and assuming a single 8-inch force main in service the maximum force main velocity is approximately 4.9 feet per second (ft/s) (Table 1), which meets the 2021 WMP criteria.
4.0 SUMMARY
Phase 4 of the Fairway Canyon development includes more than 1,300 residential dwelling units distributed over more than 300 acres. The Preliminary Design Report prepared by Proactive 520
Item 4.
April 2021 4 City of Beaumont Fairway Canyon Review
Engineering Consultants West, Inc documents the planned development information, estimates average and peak design flows, and includes recommendations for future lift station pump and force main facilities.
The findings of this review indicate that the flow estimation methodology results in a slightly more conservative design flow than what is reflected in the 2021 WMP for the same area. Based on this flow, the recommended lift station pump and force mains are within the criteria set forth in the 2021 WMP.
We are extending our thanks to you and other City of Beaumont Staff whose courtesy and cooperation were valuable components in completing this study and producing this report.
Sincerely,
AKEL ENGINEERING GROUP, INC.
Tony Akel, P.E.
Principal
521
Item 4.
È6"##"ıÈ6"##"ıÈ6"##"ıÈ6"##"ı§¨¦10UV60Olivewood1515151515158/108/10Brookside AvePalmerAveChampions Dr8/1010/1410/14151215151515151212/12/1212/12/121212/1212888/10ÈÈÈÈÈÈÈÈÈÈÈÈÈLower Oak ValleyUpper Oak ValleyBeaumont MesaÈ15151515È8/10ÈÈ10/14È15È15ÈÈÈÈÈ15121588È8 8ÈÈÈ Castello LnPotrero BlvdStraightaway DrBay Hill DrC h erryValleyB lv d Smith AveStockton StSan Tim oteo Canyon RdHogan DrFairway CanyonPreliminary Design Report ReviewCity of BeaumontFigure 1Existing WastewaterCollection SystemLegendFairway Canyon Development Existing SystemÈ6"##"ıLift StationsModeled Force Mains8" and Smaller10" and LargerModeled Gravity Mains8"10" and LargerNon-Modeled PipesStreet CenterlinesCity LimitsFile Path: P:\xGIS\GIS_Projects\Beaumont\Sewer\210409-FairwayCanyonLS\BEA_Fig1_ExistingSystem_040921.mxd5GISUpdated: April 9, 202100.250.50.125MilePRELIMINARY522Item 4.
È6"##"ıÈ6"##"ıÈ6"##"ıÈ6"##"ıÈ6"##"ı§¨¦10UV60Olivewood1515151515158/108/10Brookside AvePalmerAveChampions Dr8/1010/1410/14151215151515151212/12/1212/12/121212/1212888/10ÈÈÈÈÈÈÈÈÈÈÈÈÈLower Oak ValleyUpper Oak ValleyBeaumont MesaÈ15151515È8/10ÈÈ10/14È15È15ÈÈÈÈÈ15121588È8 8ÈÈÈ Castello LnPotrero BlvdStraightaway DrBay Hill DrC h erryValleyB lv d Smith AveStockton StSan Tim oteo Canyon RdHogan Dr8/8TC-FM1TC-FM28/8TC-FM1TC-FM2È6"##"ıPlanned Force Main Connectto Existing 15" Gravity MainFairway CanyonPreliminary Design Report ReviewCity of BeaumontFigure 2Future ImprovementsLegendFuture ImprovementsLift StationsÈ6"##"ıTemporary Lift StationÈ6"##"ıPermanent Lift StationForce MainsFairway Canyon Development Existing SystemÈ6"##"ıLift StationsModeled Force Mains8" and Smaller10" and LargerModeled Gravity Mains8"10" and LargerNon-Modeled PipesStreet CenterlinesCity LimitsFile Path: P:\xGIS\GIS_Projects\Beaumont\Sewer\210409-FairwayCanyonLS\BEA_Fig2_FutureImprovements_040921.mxd5GISUpdated: April 9, 202100.250.50.125MilePRELIMINARY523Item 4.
Table 1 Development Summary and Capacity Evaluation
Fairway Canyon Preliminary Design Report Review
City of Beaumont
PRELIMINARY
Development and Flow Summary Summary
Development Information1
Land Use Type Single Family Residential
Total Dwelling Units, DUs 1,312 DU
Total Area, acres 307 acres
Sewer Flow Estimation
Methodology 1 Methodology 2
Proactive Engineering
Consultants West, Inc.1
2021 In-progress
Wastewater Master Plan2
Average Flow Factor 350 gpd/DU 1,396 gpd/acre
Average Flow, gpm 319 298
Peak Design Sewer Flow, gpm 644 6103
Design flows, gpm 773 610
Lift Station Capacity Evaluation
Peak Design Sewer Flow, gpm 773 610
Required Firm Capacity, gpm 773 610
Minimum Total Capacity 1,546 1,220
Evaluation Result
Force Main Capacity Evaluation
Force Main Criteria
Desired Velocity: 2 ft/s to 6.5 ft/s
Maximum Velocity: 10 ft/s
Peak Sewer Flow, gpm 773 610
Single Force Main Size4, inch 8 8
Maximum Velocity, ft/s 4.9 3.9
Evaluation Result
Notes:
4/15/2021
1. Source: Sewer Design Calculation Preliminary Design Report provided by City staff March 17, 2021.
2. Average flow factor based on in-progress 2021 WMP, which is consistent with current EMWD standards.
3. Peak sewer flow reflects the following peaking factors:
- Peak Day Flow = 1.33 x Average Annual Flow (Based on Historical Flow Data) - Peak Hour Flow = 1.54 x Peak Day Flow (Based on 2021 WMP City-Wide Flow Monitoring Data)
4. Current development plans indicate the construction of parallel 8-inch force mains for reliability purposes. For the purposes of the capacity evaluation a single force main is considered operational to convey the full peak flow.
Preliminary design report specifies two 803 gpm pumps for a total station capacity of 1,606 gpm, which meets the minimum capacity requirements.
The currently planned 8-inch force main will convey the peak devleopment flows within master plan criteria of 10 ft/s.
524
Item 4.
August 2021 City of Beaumont
Wastewater Master Plan
2021 City of Beaumont
APPENDIX F
Wastewater Hydraulic Analysis for McClure Industrial
Building
525
Item 4.
WASTEWATER HYDRAULIC
ANALYSIS FOR MCCLURE
INDUSTRIAL BUILDING
Hydraulic Analysis
Package
PRELIMINARY
August 2021
CITY OF BEAUMONT
526
Item 4.
!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!2!21230Ȳ.WWTPMcClure IndustrialBuilding303030301212301230123030303 0 2430303030242 4 3 0
66Minnesota Ave1St StOlive AveOlive AveElm Ave12ÈÈÈÈ
ÈÈÈÈÈÈÈÈ24MH: 1MH: 2MH: 3MH: 4MH: 5MH: 6MH: 7MH: 8MH: 9MH: 10MH: 11MH: 12Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunityWastewater Hydraulic Analysisfor McClure Industrial BuildingCity of BeaumontFigure 1Wastewater Study AreaLegendStudy PipeMcClure Industrial BuildingExisting SystemÈ6"##"ıLift Stations!2ManholesModeled Force Mains8" and Smaller10" and LargerModeled Gravity Mains8"10" and LargerNon-Modeled PipesStreet CenterlinesFile Path: P:\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\SpecialStudy\BEA_Fig_McClureIndustrial_081021.mxd5GISUpdated: August 10, 20210200400100FeetPRELIMINARY527Item 4.
Table 1 Development Summary and Capacity Evaluation
Wastewater Hydraulic Analysis for McClure Industrial Building City of Beaumont
PRELIMINARY
Development Information and Flow Summary
Development Information1
Land Use Type Industrial
Total Area 1.02 acres
Sewer Flow Estimation2,3
Average Flow Factor 1763 gpd/acre
Average Flow 1.2 gpm
Peak Design Sewer Flow 2.6 gpm
Evaluation Results4
Gravity Main Criteria
- Dry Weather Flow d/D Criteria: Diameter ≥ 15 inches < 0.70 - Wet Weather Flow d/D Criteria: < 1.00
- Minimum Velocity: 2 ft/s
- Maximum Velocity: 10 ft/s
Existing Condition5,6
PDWF PWWF
d/D 0.33 0.40
Pipeline Velocity, ft/s 3.09 3.35
Existing Condition + McClure Industrial Building5,6
PDWF PWWF
d/D 0.33 0.40
Pipeline Velocity, ft/s 3.09 3.35
Evaluation Result
Notes:
8/10/2021
1. Source: Development information provided by City staff August 8, 2021.
2. Average flow factor based on in-progress 2021 WMP, which is consistent with current EMWD standards.
3. Peak sewer flow reflects the following peaking factors:
- Peak Day Flow = 1.33 x Average Annual Flow (Based on Historical Flow Data) - Peak Hour Flow = 1.57 x Peak Day Flow (Based on 2021 WMP City-Wide Flow Monitoring Data)
4. Wastewater System Design Criteria extracted from City of Beaumont in-progress 2021 Wastewater Master Plan.
5. Depth/Diameter shown reflect the maximum value in the alignment extracted from hydraulic model.
6. Pipeline velocity shown reflect the minimum value in the alignment extracted from the hydraulic model.
The hydraulic analysis indicates that the peak devleopment flows within master plan criteria.
528
Item 4.
August 10,2021
August 10,2021
Figure 2
Existing System Hydraulic
Profile -PDWF
Wastewater Hydraulic Analysis
for McClure Industrial Building
City of Beaumont
PRELIMINARYLegend
Pipeline Diameter30"Elevation(ft)Distance (ft)
Manhole IDs1
11 1
4 3
2 5
6 7
89 12
10 30"
d/D = 0.31
Q = 2,236 gpm
v = 3.23 ft/s
30"
d/D = 0.30
Q = 2,236 gpm
v = 3.41 ft/s
Peak Dry Weather Flow: 1.95 mgd
1. Existing flows represent Average Annual Flows consistent with the In-progress 2021 Wastewater Master Plan and reflect seasonal peaking factors.
Note:
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Figure 3
Existing System Hydraulic
Profile -PWWF
Wastewater Hydraulic Analysis
for McClure Industrial Building
City of Beaumont
PRELIMINARYLegend
Pipeline Diameter30"Elevation(ft)Distance (ft)
Manhole IDs1
11 1
4 3
2 5
6 7
89 12
10 30"
d/D = 0.38
Q = 2,973 gpm
v = 3.52 ft/s
30"
d/D = 0.36
Q = 2,974 gpm
v = 3.76 ft/s
Peak Wet Weather Flow: 2.30 mgd
1. Existing flows represent Average Annual Flows consistent with the In-progress 2021 Wastewater Master Plan and reflect seasonal peaking factors.
Note:
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Figure 4
Ex. Sys + McClure Industrial
Hydraulic Profile -PDWF
Wastewater Hydraulic Analysis
for McClure Industrial Building
City of Beaumont
PRELIMINARYLegend
Pipeline Diameter30"Elevation(ft)Distance (ft)
McClure Industrial Building
flow allocated to manhole on
First Street
Manhole IDs1
11 1
4 3
2 5
6 7
89 12
10 30"
d/D = 0.31
Q = 2,239 gpm
v = 3.23 ft/s
30"
d/D = 0.30
Q = 2,239 gpm
v = 3.41 ft/s
Peak Dry Weather Flow: 1.95 mgd
1. Existing flows represent Average Annual Flows consistent with the In-progress 2021 Wastewater Master Plan and reflect seasonal peaking factors.
Note:
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Figure 5
Ex. Sys + McClure Industrial
Hydraulic Profile -PWWF
Wastewater Hydraulic Analysis
for McClure Industrial Building
City of Beaumont
PRELIMINARYLegend
Pipeline Diameter30"Elevation(ft)Distance (ft)
McClure Industrial Building
flow allocated to manhole on
First Street
Manhole IDs1
11 1
4 3
2 5
6 7
89 12
10 30"
d/D = 0.38
Q = 2,975 gpm
v = 3.52 ft/s
30"
d/D = 0.36
Q = 2,976 gpm
v = 3.76 ft/s
Peak Dry Weather Flow: 2.30 mgd
1. Existing flows represent Average Annual Flows consistent with the In-progress 2021 Wastewater Master Plan and reflect seasonal peaking factors.
Note:
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Wastewater Master Plan
2021 City of Beaumont
APPENDIX G
Lift Station Condition Assessment – Prepared by V&A
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Technical Memorandum
Akel Engineering Group, Inc.
City of Beaumont (Wastewater)
LIFT STATION CONDITION ASSESSMENT
Prepared for: Tony Akel, P.E.
Akel Engineering Group
7433 N. First Street, Suite 103
Fresno, CA 93720
Prepared by: Farshad Malek, P.E.
Reviewed by:
Noy Phannavong, P.E.
Date: May 2020
V&A Project No. 19-0 280
In the promotion of environmental consciousness, th is document is designed to be printed double-sided, if at all.
V&A strives to do all it can to be a green company. Think twice before printing. Reduce. Reuse. Recycle. 534
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1 INTRODUCTION
V&A Consulting Engineers, Inc. (V&A) was retained by Akel Engineering Group, Inc. (Akel) to support the City of Beaumont (City) with a structural and corrosion assessment of ten sanitary sewer lift stations (LS) located throughout the City’s service area. Th e scope of the assessment included visual evaluation and supplementary non-destructive testing of concrete and metallic components of the major structural and mechanical equipment at each site. The findings will be used to provide input towards the City’s Wastewater Master Plan Project. The sanitary sewer lift stations listed below were included in the assessment. Figure 1-1 shows an overview map of the lift station locations.
1. Fairway Canyon LS
2. Lower Oak Valley LS
3. Upper Oak Valley LS
4. Olivewood LS
5. Beaumont Mesa LS
6. Noble Creek LS
7. Marshall Creek LS
8. Cooper Creek (Industrial Park) LS
9. Seneca Springs LS
10. Four Seasons LS
Figure 1-1 Lift Station Location Map
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2 APPROACH
2.1 VANDA® Concrete Condition Index
V&A created the VANDA Concrete Condition Index (Table 2-1) to provide consistent reporting of corrosion damage based on objective criteria. Concrete condition is rated from Level 1 to Level 5 based upon field observations and measurements, with Level 1 indicating the best case and Level 5 indicating severe damage. The individual criteria are applied based on engineering judgment to arrive at the overall rating.
Table 2-1. VANDA® Concrete Condition Index
Condition
Rating Description
Representative
Photograph
Level 1 Little or no damage to concrete
Hardness ............... hard surface
Surface profile ...... smooth, apparently intact
Cracks ................... hairline width, minimal frequency Spalling ................. none
Reinforcement ...... not exposed or damaged
Level 2 Minor surface damage
Hardness ............... soft surface layer to 1/8-inch depth Surface profile ...... fine aggregate exposed
Cracks ................... hairline width, moderate frequency Spalling ................. shallow spalling, minimal frequency Reinforcement ...... not exposed or damaged
Level 3 Moderate surface damage
Hardness ............... soft surface layer to 1/4-inch depth Surface profile ...... large aggregate exposed or protruding Cracks ................... up to 1/32-inch width, moderate frequency Spalling ................. shallow spalling, minimal frequency Reinforcement ...... exposed; minor damage, minimal frequency Level 4 Loss of concrete mortar and damage to reinforcement Hardness ............... soft paste beyond 1/4-inch depth Surface profile ...... large aggregate exposed, loose, or missing Cracks ................... 1/8- to 1/4-inch width, moderate frequency Spalling ................. deep spalling, moderate frequency Reinforcement ...... exposed with damage, moderate frequency Level 5 Bulk loss of concrete and reinforcement
Hardness ............... soft paste beyond 1-inch depth Surface profile ...... large aggregate exposed, loose, or missing Cracks ................... over 1/2-inch width, or narrower and frequent Spalling ................. deep spalling, high frequency Reinforcement ...... consumed; loss of structural integrity © 2020 V&A Consulting Engineers, Inc. All rights reserved. 536
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2.2 VANDA® Metal Condition Index
V&A created the VANDA Metal Condition Index (Table 2-2) to provide consistent reporting of corrosion damage based on objective criteria. Metal condition is rated from Level 1 to Level 5 based upon field observations and measurements, with Level 1 indicating the best case and Level 5 indicating severe damage. The individual criteria are applied based on engineering judgment to arrive at the overall rating.
Table 2-2. VANDA® Metal Condition Index
Condition
Rating Description
Representative
Photograph
Level 1 Little or no corrosion
Wall thickness loss, general ...... none
Wall thickness loss, pitting......... none to minimal Extent (area) of corrosion ........... may be widespread but superficial
Level 2 Minor corrosion
Wall thickness loss, general ...... up to 20%
Wall thickness loss, pitting......... up to 20%
Extent (area) of corrosion ........... localized
Level 3 Moderate corrosion
Wall thickness loss, general ...... 20% to 40%
Wall thickness loss, pitting......... 20% to 60%
Extent (area) of corrosion ........... up to half of surface
Level 4 Severe corrosion
Wall thickness loss, general ...... 40% to 60%
Wall thickness loss, pitting......... 60% to 100% (pinholes) Extent (area) of corrosion ........... most of surface
Level 5 Failure or imminent failure
Wall thickness loss, general ...... greater than 60%
Wall thickness loss, pitting......... 100% (holes)
Extent (area) of corrosion ........... most or all of surface
© 2020 V&A Consulting Engineers, Inc. All rights reserved.
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2.3 Concrete Assessment Methods
Concrete Surface Evaluation
Several methods were used to evaluate the condition of the concrete surfaces and its exposure environment. The methods used for these assessments are described in this section.
2.3.1.1 Sounding
Sounding was performed on accessible concrete slabs and walls at the evaluator’s discretion to investigate for shallow, subsurface discontinuities. Using a hammer to strike accessible concrete surfaces, the sound can indicate if defects such as voids, delamination, or honeycombing are present.
The sound returned from solid concrete without subsurface discontinuities is a sharp “ping” noise. A “hollow” sound generally means that a discontinuity exists beneath the sounding location. A soft “thud” typically results from deteriorated concrete.
2.3.1.2 Penetration Testing
Penetration testing was performed in concrete dry wells to estimate the depth of degradation from the existing surface of concrete. Penetration testing could not be performed in wet wells without conducting a confined space entry. Typically, as concrete deteriorates the cement paste begins to lose alkalinity. A chipping hammer was used to remove loose and degrad ed material from the concrete surface until highly alkaline concrete is reached where practical, and then the depth of the resulting cavity is measured. Unless the concrete is soft and chalky, V&A will typically not chip away more than 1/2-inch deep. In this case, if the pH in the cavity is not greater than 10, then the extent of degradation has not been reached and concrete coring is recommended. Th e correlation between penetration measurements and concrete surface hardness is presented in Table 2-3.
Table 2-3 Concrete Surface Hardness Index
Penetration
Depth (in.) Surface Texture Scaling (1)
1/4 Soft paste and/or exposed and loose coarse aggregate, severe scaling Severe scaling (1) Scaling is defined by flaking or peeling away of ne ar surface portion of hardened concrete or mortar, per ACI 201R, Condition Survey Guide.
2.3.1.3 Surface pH Measurements
V&A performed in-situ pH measurements on exposed concrete surfaces in concrete dry wells using a pH sensitive pencil. Surface pH testing could not be performed in wet wells without conducting a confined space entry. The pH of concrete exposed to wastewater is commonly altered by carbonation and hydrogen sulfide induced acid-attack (biogenic corrosion). Concrete carbonation refers to the reaction of atmospheric CO2 with cement hydrates in concrete, which can lower the pH of the concrete to as low as 8.5. Carbonation is typically a slow process and is harmless until its depth reaches embedded reinforcing steel. Hydrogen sulfide induced corrosi on, on the other hand, can be an aggressive mechanism of concrete degradation, where gaseous hydrogen sulfide is oxidized to sulfuric acid on surfaces within the sewer headspace. This process can severely deteriorate concrete and reduce the 538
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surface pH to as low as pH 1.
The surface pH of the concrete can indicate the rate of concrete deterioration due to environment exposure. In general, with conventional concrete mix designs using common Type II and Type V Portland cements, concrete has the ability to withstand moderately low pH surfaces (≈ 6.0) for long periods of time. The generally accepted ranges for corrosion c ategories and surface pH values are listed below:
Severe Corrosion. This category of concrete corrosion is characterized by significant measurable concrete loss or active corrosion. There is exposed aggregate and occasional exposed reinforcing steel. The original concrete su rface is not distinguishable. The surface is covered with soft, pasty corrosion products where active scouring is not present. There is generally a depressed wall pH ( 6.0) and a normal concrete surface which cannot be penetrated or removed by a sharp instrument under moderate hand pressure. The surfac e of the concrete may have biological growth and moisture, but the concrete is normal, an d the aggregate is not exposed.
Concrete pH levels below 10 at the depth of reinforcing steel bars can cause corrosion of the bars.
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2.4 Coating Assessment
Dry Film Thickness
Dry film thickness (DFT) is the thickness of a coating after it has cured. A DFT gauge uses electromagnetic induction or eddy current technology to measure the thickness of a wide variety of coatings on metal surfaces. V&A used a gauge that c an measure coatings up to 0.2 inches (200 mils) in thickness. Measurements were taken on metallic components in the same manner as described for ultrasonic testing in Section 2.5.1.
2.5 Metal Assessment Methods
Ultrasonic Testing
Ultrasonic testing (UT) is a non-destructive evaluation technique used for the determination of metal wall thickness. High-frequency sound waves are tran smitted through one side of a metal wall from a transducer. When the sound waves reach the other side of the metal wall, a fraction of the waves will echo back to the transducer. The metal thickness is determined by recording the time it takes for the sound wave to travel through the metal and return.
Measurements were recorded for various piping. For pipes, measurements were made around the pipe circumference and were referenced to four clock positions (12:00, 3:00, 6:00, and 9:00) viewed in the downstream direction (Figure 2-1). If pitting, or extremely localized corrosion is found, a pit depth gauge will be used since UT may not provide acceptable readings due to the rough surface.
Figure 2-1 Clock Positions on Pipe Looking Downstream
12:00
6:00
3:009:00
10:30 1:30
4:307:30
Downstream View
Pipe Cross Section
12:00
6:00
3:009:00
10:30 1:30
4:307:30
Downstream View
Pipe Cross Section
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3 CONCLUSIONS/RECOMMENDATIONS
Table 3-1 (below) provides a color-coded summary of the overall VANDA® ratings assigned to the various major components at each respective lift station. Table 3-2 provides a summary of recommendations resulting from V&A’s corrosion asse ssment. Observations are supplemented with photographs and more detailed recommendations in the appendices. The appendices are provided as follows:
A-1. Fairway Canyon LS
A-2. Lower Oak Valley LS
A-3. Upper Oak Valley LS
A-4. Olivewood LS
A-5. Beaumont Mesa LS
A-6. Noble Creek LS
A-7. Marshall Creek LS
A-8. Cooper Creek (Industrial Park) LS
A-9. Seneca Springs LS
A-10. Four Seasons LS
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Table 3-1 VANDA Condition Ratings Summary Table
(1) Includes roof slab of wet well structures.
(2) VANDA® ratings for lined structures assume liner is providing adequate protection against deterioration. (3) Not applicable.
VANDA® Ratings (Overall)
Concrete (Structural) Metal (Piping)
CMU
Wall
Equipment
Pads(1)
Dry
Well Wet Well(2) Bypass
MH(2) Aboveground Belowground Wet Well Lift Station
1. Fairway Canyon LS 2 2 2 3 - (3) - 2 3
2. Lower Oak Valley LS 2 3 - 2 2 2 - 4
3. Upper Oak Valley LS 2 2 - 2 3 2 - 4
4. Olivewood LS 2 2 - 2 - 2 - 2
5. Beaumont Mesa LS 2 2 2 2 4 2 2 4
6. Noble Creek LS - 2 - 2 1 3 - 4
7. Marshall Creek LS 2 2 - 2 2 3 - 4
8. Cooper Creek (Industrial Park) LS - 2 - 2 - 2 - 3
9. Seneca Springs LS 3 2 - 1 1 2 - 3
10. Four Seasons LS 3 3 - 2 2 2 - 3
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City of Beaumont Wastewater Master Plan Lift Station Condition Assessment | Project No. 19-0280 | 10 Table 3-2 Recommendation Summary Table Recommendation Mortar (CMU) Concrete repair Repair Liner New Liner Replace Piping (Wet Well) Touch up Coating New Coating Other Lift Station 1. Fairway Canyon LS x x x x x 2. Lower Oak Valley LS x x x x x 3. Upper Oak Valley LS x x x x x 4. Olivewood LS x 5. Beaumont Mesa LS x x x x x 6. Noble Creek LS x x 7. Marshall Creek LS x x x x 8. Cooper Creek (Industrial Park) LS x 9. Seneca Springs LS x x x 10. Four Seasons LS x x x 543Item 4.
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APPENDICES
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A-1
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Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Fairway Canyon LS
Location:33.964192°; -117.070813°
Assessment Date:04.27.2020
Assessed by:Farshad Malek
Lift Station Type:Non-submersible
Pumps:Duty: Pump #1, Pump #2
Discharge Piping:9” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall, split face on external and shot-blast on the interior (VANDA 2) There is no mortar on the vertical joints
Limited efflorescence observed, typically 0”-12” around the perimeter, presumably where there is less direct sunlight (moisture evaporation) Spalling block on lower interior wall, near entrance
Asphalt cracking throughout the site (0.25” width)
Equipment concrete pads in good overall condition (VANDA 2) Light exposed aggregate on generator equipment pad
Dry Well
Steel can structure well lined in overall good condition (VANDA 2) (2x) 6” pump assemblies
Minor surface corrosion typical at bolts and flanges throughout piping (VANDA 2)
Pump #2: leak from pump/motor onto flange resulting in VANDA 3 level corrosion; leak then continues to bottom of dry well (1/4” to 1/2” deep standing water)
Pipe supports are in good condition, however the bottom is likely to develop corrosion due to constant submersion (leak from Pump #2) Corrosion in northwest wall where liner has failed
Corrosion where conduit clamps have been fastened into the cone section Wet Well
Concrete collar: VANDA 3 rating with spalling concrete showing exposed aggregate (~6” x 3” area)
PVC liner and concrete structure are in good condition overall Moderate grease layer covering interior of wet well
Stainless steel ladder in good condition
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Fairway Canyon Lift Station Condition Assessment
2 Site Photo 1 Site Photo 2
Missing mortar at vertical CMU joints (typical)Efflorescence typical along bottom 0”–12” Spalling block wall near entrance Spalling block (closeup) 547
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Fairway Canyon Lift Station Condition Assessment
3 Dry well interior Dry well interior
Pump #1 Pump #1 corrosion at bolts
Pump #2, leak at pump/motor Pump #2 corrosion due to leak (closeup) 548
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Fairway Canyon Lift Station Condition Assessment
4 Degraded liner and coating Pump #2 corrosion at bolts/flanges 1-1/2” Sump Pump piping Air blower
Corrosion where lined has failed (NW wall)Corroded hardware at conduit supports 549
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Fairway Canyon Lift Station Condition Assessment
5 Exposed aggregate at wet well concrete collar Exposed conduit outlet body Wet well interior Wet well interior (closeup)
Wet well interior (closeup)Wet well interior (closeup)
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Fairway Canyon Lift Station Condition Assessment
6 UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max.
Wall
Loss
(%)
Max.
Wall
Loss
(in.)
Maximum
Metal
Loss (%)
1 Pump 1 (suction)0.370 0.389 0.376 0.030 8%0.370
2 Pump 1 (discharge)0.396 0.437 0.410 0.004 1%0.396
3 Pump 2 (discharge)0.391 0.396 0.394 0.009 2%0.391
DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (suction)6.9 10.4 8.8 8 to 12
2 Pump 1 (discharge)19.0 35.7 28.1 8 to 12
3 Pump 2 (discharge)23.5 39.3 29.9 8 to 12
(1) Piping not exposed to sunlight is recommended to have 8 to 12 mils of epoxy coating Recommendations
1. Repair leak from Pump #2 as soon as possible to prevent further corrosion and ensure longevity of other equipment.
2. Touch up pipe coating as needed in dry well with two coats at 4 to 6 mils each of a surface tolerant epoxy. Acceptable products include Carboline Carboguard 891 VOC, PPG Amerlock 400, or Tnemec L69 Hi Build Epoxoline II. The surfaces will have to be prepared per SSPC SP11 Power Tool Cleaning to Bare Metal for proper adhesion and coating longevity.
3. Repair liner in dry well at locations identified and replace conduit support hardware; provide proper isolation of dissimilar metals to prevent future corrosion.
4. Apply mortar (Sika 223 or equal) to cover exposed aggregate on wet well concrete collar; provide a smooth finish to protect the concrete from moisture. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination).
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V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Lower Oak Valley LS
Location:33.959571°; -117.061583°
Assessment Date:04.27.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #1, Pump #2
Note: Pump #3 will not keep up
with flow (50-hp)
Discharge Piping:6” & 10” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall in good condition (VANDA 2) with minor efflorescence typical throughout
Pointing in poor condition, either missing or depressed in most vertical joints on exterior, split-face side
Asphalt in fair condition, minor cracks near entrance
Concrete pads in overall fair condition (VANDA 3) with multiple cracks observed Cracked concrete at Pump 1 discharge header
Aboveground Piping
Surface corrosion observed throughout piping where coating has failed (VANDA 2) Cracking on external rubber seals, presumably from UV damage and differential settlement of pipe supports
Corrosion typical at threaded connections for ARVs and Air-Vac Valves Cracked concrete collar at 4” flange-mounts on top of concrete supports Cracked concrete pipe supports (x2) at Pump #3 ARVs; piping appears to have laterally shifted by 1 - 2 inches
Corrosion at valve handle for 2” Industrial Water line (note: staff has noted this line is not in service, typical throughout District)
Wet Well
T-lock liner appears to be in good condition with staining; concrete beneath is presumed to be in good condition (VANDA 2)
Liner appears to have air pockets on inlet side of wall Coating is flaking off the safety grating at the opening Vent piping moderately corroded throughout (VANDA 3)
Pump discharge piping is heavily corroded (VANDA 4)
Bypass Manhole
Corrosion at manhole frame (VANDA 3)
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Lower Oak Valley Lift Station Condition Assessment
2 Liner is disbonding from the concrete at the cone; concrete beneath in good condition (VANDA 2)
Pinholes in liner (x2) roughly halfway from the bench
Additional findings
Minor corrosion observed on electrical panels
Site Photo 1 Site Photo 2
Missing mortar at vertical CMU joints (typical)Efflorescence typical throughout interior CMU 554
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Lower Oak Valley Lift Station Condition Assessment
3 Aboveground piping Corrosion typical where coating has flaked Corrosion typical where coating has flaked Corrosion at ARV threaded connections (typical) Cracking external rubber seals (typical)Crack in concrete at Pump 1 discharge header 555
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Lower Oak Valley Lift Station Condition Assessment
4 Cracked concrete collar at 4-in flange-mounted
pipe support (typical)
Cracked concrete pipe supports at Pump #3
ARVs; pipe shifted to left in photo
Wet well exterior Peeling/flaking coating from grating
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Lower Oak Valley Lift Station Condition Assessment
5 Wet well interior Wet well interior
Wet well interior Heavy corrosion on pump discharge piping (VANDA 4; typical)
Pump discharge piping (closeup) Pump discharge piping (closeup) 557
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Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Lower Oak Valley Lift Station Condition Assessment
6 Bypass MH exterior, corrosion at rim Bypass MH liner disbonding from cone Bypass MH interior, pinholes in liner EPDM ladder rungs in good condition UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 1 (spool)0.377 0.392 0.383 0.043 10%
2 Pump 2 (spool)0.365 0.380 0.370 0.015 4%
3 Pump 3 (spool)0.358 0.399 0.379 0.022 6%
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Lower Oak Valley Lift Station Condition Assessment
7 DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)8.3 15.1 11.8 6 to 9
2 Pump 2 (spool)7.3 10.6 9.1 6 to 9
3 Pump 3 (spool)9.9 11.1 10.5 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Monitor the state of degradation of the CMU wall mortar annually; if condition worsens, rake out mortared joints to a ¼-in to a ½-in depth and pack with new mortar with the finish slightly recessed from the face of the block. Mortar vertical joints as well.
2. Touch up above-ground pipe coating as needed with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
3. Coat surfaces of galvanized steel piping and threaded connections
4. Repair cracked/broken concrete with Sika 223 or equal; provide a smooth finish to protect the concrete from moisture. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination). Concrete repairs include the concrete at the Pump 1 discharge header, the concrete collars at the flange-mounted pipe supports (3 to 4 locations), and the cracked concrete pipe supports for Pump #3.
5. Monitor piping and supports for lateral movement and differential settlement.
6. Replace submersible pump discharge piping with fusion bonded epoxy-coated and lined steel piping.
7. Fully bond liner to the concrete at the cone of the bypass manhole, and repair pinholes.
Acceptable products include Sancon 100 or equal.
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A-3
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Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Upper Oak Valley LS
Location:33.943414°; -117.034672°
Assessment Date:04.28.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #1, Pump #5
Standby/High Level: Pump #3
Future: Pump #2, Pump #4
Discharge Piping:6” split (x2)
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall in good condition (VANDA 2) with minor efflorescence typical Spalling pocket on interior of south wall
Pointing in fair condition
Asphalt in good overall condition, one large crack (0.2”) spanning from the wet well structure to the entrance gate
Concrete pads in overall good condition (VANDA 2)
Aboveground Piping
Moderate surface corrosion typical throughout (VANDA 2) Significant corrosion at Pump #1 ARV tap to 10” discharge (VANDA 4) Corrosion at combination air valves for both discharge lines (VANDA 2) Cracked concrete at the first pipe support for all three assemblies due to spanning over an expansion joint
Wet Well
T-lock liner appears to be in good condition with staining; concrete beneath is presumed to be in good condition (VANDA 2)
Pump discharge piping is heavily corroded (VANDA 4)
Vent piping moderately corroded throughout (VANDA 2)
Bypass Manhole
Corrosion at manhole frame (VANDA 3)
Liner is degraded and disbonding throughout, concrete appears to be moderately deteriorated (VANDA 3)
No mortar at cone section, exposed aggregate
561
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Upper Oak Valley LS Condition Assessment
2 Site Photo 1 Site Photo 2
Spalling pocket on interior of south CMU wall Efflorescence typical throughout interior CMU Aboveground piping Surface corrosion typical throughout piping 562
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Upper Oak Valley LS Condition Assessment
3 Corrosion staining from tap connection Corrosion at ARV tap connection (Pump 1) Corrosion at CAVs (typical)Corrosion at CAVs (typical)
Cracked concrete base at pipe supports spanning
over expansion joint
Crack in asphalt spanning from wet well structure
towards the entrance gate (0.2”)
563
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Upper Oak Valley LS Condition Assessment
4 Wet well exterior Wet well interior
Wet well interior Wet well interior
Heavy corrosion on pump discharge piping
(VANDA 4; typical)
Pump discharge piping
564
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Upper Oak Valley LS Condition Assessment
5 Pump discharge piping (closeup) Pump discharge piping (closeup) Bypass MH exterior, corrosion at rim Non-mortared joints with exposed aggregate Bypass MH interior Liner disbonding from concrete (typical) 565
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Upper Oak Valley LS Condition Assessment
6 UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 1 (spool)0.291 0.347 0.320 0.059 17%
2 Pump 3 (spool)0.339 0.352 0.345 0.011 3%
3 Pump 1-2 discharge (spool)0.437 0.456 0.446 0.023 5%
4 Pump 2-3 discharge (spool)0.409 0.456 0.429 0.051 11% DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)2.7 15.9 10.0 6 to 9
2 Pump 3 (spool)3.8 18.7 11.4 6 to 9
3 Pump 1-2 discharge (spool)3.3 12.0 7.7 6 to 9
4 Pump 2-3 discharge (spool)3.8 15.6 8.9 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Replace the corroded threaded tap connection at Pump 1 ARV while ensuring proper isolation of dissimilar metals.
2. Re-coat aboveground piping with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
3. Repair cracked/broken concrete with Sika 223 or equal; provide a smooth finish to protect the concrete from moisture. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination). Concrete repairs include the cracked concrete pipe supports for Pump #1-3 spanning over the expansion joint. Consider moving the pipe supports downstream to the opposite end of the spool.
4. Replace submersible pump discharge piping with fusion bonded epoxy-coated and lined steel piping.
566
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Upper Oak Valley LS Condition Assessment
7 5. Replace liner in the bypass manhole with a 100% solids epoxy or polyurethane coating.
Acceptable products include Endura Flex 1200 and 1988 or Raven 155 and 405. 567
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-4
568
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Olivewood LS
Location:33.940344°; -117.032122°
Assessment Date:04.28.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #1, Pump #2
Future: Pump #3
Discharge Piping:6” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall in good condition (VANDA 2) with minor efflorescence observed at the lower sections
Pointing in fair condition
Muddy, dirt ground surface with lots of tall weeds, good hiding spots for snakes. Equipment concrete pads in overall good condition (VANDA 2) Aboveground Piping
There is only factory coating applied to the piping, with only minimal surface corrosion observed (VANDA 2)
Pipe supports are in good condition (VANDA 1)
Wet Well
T-lock liner in good condition, moderate staining below waterline; concrete beneath is presumed to be in good condition (VANDA 2).
Pump discharge piping in good condition (VANDA 2)
Site Photo 1 Site Photo 2
569
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Olivewood Lift Station Condition Assessment
2 Pointing in fair condition Concrete pads in good condition Aboveground piping Aboveground piping
Only factory coating applied Minimal surface corrosion typical at flanges 570
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Olivewood Lift Station Condition Assessment
3 Cracking external rubber seals (typical)Wet well exterior Wet well interior Pump discharge piping, minor corrosion at bolts/flanges
Wet well interior (closeup)Wet well interior (closeup)
571
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Olivewood Lift Station Condition Assessment
4 UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 1 (spool)0.249 0.301 0.275 0.031 11%
2 Pump 2 (spool)0.311 0.335 0.321 0.029 8%
3 Common discharge 0.293 0.348 0.315 0.047 14%
DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)5.0 15.3 9.3 6 to 9
2 Pump 2 (spool)6.8 14.2 9.4 6 to 9
3 Common discharge 2.7 7.8 5.5 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Consider paving the surface of the site and/or providing site maintenance to keep weeds short and reduce risk of snakes and other animals in hiding.
2. Apply 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane to the aboveground piping (SST not included). The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity. 572
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-5
573
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Beaumont Mesa LS
Location:33.940400°; -117.015966°
Assessment Date:04.28.2020
Assessed by:Farshad Malek
Lift Station Type:Non-Submersible Pump
Pumps:Duty: Pump #1, Pump #2
Out of Service: Pump #3, Pump #4
Discharge Piping:10”, 14”
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall in good condition (VANDA 2) with efflorescence typical throughout
Pointing in good condition
Gravel surface with lots of tall weeds, good hiding spots for snakes. Concrete pads in overall good condition (VANDA 2)
Aboveground Piping
Overall good condition with surface corrosion typical at bolts/flanges (VANDA 2) Moderate corrosion throughout all four combination air valves (VANDA 2) Cracked concrete pipe supports
Pump 1 beneath ARV
Pump 2 beneath ARV
Pump 2 from bolts going into concrete base
Aboveground Biofilter with PVC piping and plastic storage tanks, SST hardware in good condition
Dry Well/Belowground Piping
Cracked/peeling coating with corrosion evident throughout the swinging gate atop the Dry Well structure
Sounding indicated solid concrete; delamination or shallow subsurface anomalies were not indicated (VANDA 2)
Piping in overall good condition (VANDA 2). Corrosion at stainless steel flanges and tie rods typical throughout piping due to contact between dissimilar metals Corrosion at Flygt Pump/Motor base plates, Pump #1 and Pump #2 Mild corrosion Pump 3 shaft
Sump pumps completely submerged and appear heavily corroded (VANDA 4) Shallow spalling observed from 0” – 16” away from finished floor, east wall Efflorescence observed on the ceiling around each of the three large grated openings, presumably resulting from infiltration into small cracks pH measurements indicated atmospheric conditions inside of dry well to be negligible with respect to corrosion
574
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
2 Wet Well
T-lock liner is disbonding at the top of the structure at opening Heavily corroded conduit (instrumentation) at top of wet well structure (VANDA 5) T-lock liner in fair condition, stained in some areas below the waterline; concrete beneath is presumed to be in good condition (VANDA 2)
Liner is warped in some areas however no punctures or tears were observed Influent piping is heavily corroded (VANDA 4)
Corrosion product from influent piping 3” to 4” bleeding down the southwest wall Bypass Manholes
Bypass MH #1 (westernmost, closes to entrance gate)
Heavy corrosion on underside of lid (VANDA 4)
Aged liner disbonding from the concrete near the rim
Exposed aggregate typical throughout unlined bench (VANDA 4) Bypass MH #2
High H2S alarm from gas meter while standing over opened manhole Liner is disbonding from the concrete
Joints are not mortared
Bypass MH #3
Liner in fair condition
Exposed aggregate typical throughout unlined bench (VANDA 4) Bypass MH #4
Liner in fair condition
Exposed aggregate typical throughout unlined bench (VANDA 4) Site Photo 1 Site Photo 2
575
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
3 Efflorescence typical throughout CMU (typical)Pointing in good condition Aboveground piping Aboveground piping
Corrosion typical where there is contact between
dissimilar metals
Corrosion typical at bolts/flanges (likely due to
dissimilar metals)
576
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
4 Corrosion at CAVs (typical)Corrosion at CAVs (closeup) Cracked concrete pipe support (Pump 1)Cracked concrete pipe support (Pump 2) Cracking at pipe support concrete bases (typical) Aboveground Biofilter 577
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
5 Biofilter SST hardware in good condition Dry well access swing gate corroded throughout Dry well interior Dry well interior
Pump Assembly #1 Pump Assembly #2
578
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
6 Pump Assembly #3 & #4 Corrosion typical at SST flanges and tie rods, dissimilar metals
Corrosion at pump/motor base plates (Pumps #1-
2)Corrosion on pump shaft (Pump 4)
Corrosion typical on hardware at flexible couplings Pipe supports in good condition 579
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
7 Sump pumps submerged, corroded Steel ladder in good condition Spalling typical at 0” – 16” AFF, east wall Efflorescence on ceiling around openings Liner disbonding at top of the structure Corroded instrumentation conduit 580
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
8 Wet well interior Wet well interior
Wet well influent pipe Influent pipe, heavy corrosion (closeup) Corrosion staining on southwest wall Bypass MH #1 location 581
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
9 Heavy corrosion on underside of lid Aged liner disbonding near the rim Exposed aggregate typical throughout bench Bypass MH #2 exterior Liner disbonding from the concrete Bypass MH #3 location 582
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
10 Bypass MH #3 interior Bypass MH #4 location
Bypass MH #4 interior Bypass MH #4 interior (closeup)
Concrete Penetration Testing Results:
Location Penetration
Depth (in.)
Surface
pH
Depth
pH Remarks
Center of West Wall
5.5-ft AFF, Dry Well 1/16 11 12 Atmospheric conditions were negligible with respect to effect on corrosion
583
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
11 UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 South discharge, 10"
(spool); aboveground 0.349 0.355 0.352 0.001 0%
2 North discharge, 14"
(spool); aboveground 0.434 0.448 0.442 0.016 4%
3 Pump 2 suction, 10"
(spool); dry well 0.406 0.440 0.421 0.034 8%
4 Pump 3 suction, 16"
(spool); dry well 0.442 0.468 0.450 0.018 4%
DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 South discharge, 10"
(spool); aboveground 13.5 18.9 16.4 6 to 9 (1)
2 North discharge, 14"
(spool); aboveground 7.1 13.7 10.8
6 to 9 (1)
3 Pump 2 suction, 10"
(spool); dry well 17.3 28.1 22.5
8 to 12 (2)
4 Pump 3 suction, 16"
(spool); dry well 12.9 13.5 13.2
8 to 12 (2)
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
(2) Piping not exposed to sunlight is recommended to have 8 to 12 mils of epoxy coating Recommendations
1. Consider paving the surface of the site and/or providing site maintenance to keep weeds short and reduce risk of snakes and other animals in hiding.
2. Touch up aboveground pipe coating as needed with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity. 584
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Beaumont Mesa LS Condition Assessment
12 3. Repair cracked/broken concrete pipe supports with Sika 223 or equal; provide a smooth finish to protect the concrete from moisture. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination).
4. Touch up pipe coating as needed in dry well with two coats at 4 to 6 mils each of a surface tolerant epoxy. Acceptable products include Carboline Carboguard 891 VOC, PPG Amerlock 400, or Tnemec L69 Hi Build Epoxoline II. The surfaces will have to be prepared per SSPC SP11 Power Tool Cleaning to Bare Metal for proper adhesion and coating longevity.
5. Chip away damaged concrete on lower east wall inside of the dry well and patch with Sika 223 or similar cementitious patching material; provide a smooth finish to protect the concrete from moisture. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination).
6. Repair liner at the top of the wet well with Sancon 100 or similar.
7. Replace corroded instrumentation conduit inside of the wet well.
8. Coat the wet well inlet pipe with a 100% solids epoxy or polyurethane coating. Acceptable products include Endura Flex 1200 and 1988 or Raven 155 and 405.
9. Replace liner in the Bypass MH #1 and MH #2 with a 100% solids epoxy or polyurethane coating. Acceptable products include Endura Flex 1200 and 1988 or Raven 155 and 405.
10. Mortar the bench of Bypass MH #3 and MH #4 to cover exposed aggregate and provide a smooth watertight seal to protect the concrete from moisture, Acceptable products include Sika 223 or equal. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination).
Apply a 100% solids epoxy or polyurethane coating to the repaired area. Acceptable products include Endura Flex 1200 and 1988 or Raven 155 and 405
585
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-6
586
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Noble Creek LS
Location:33.944963°; -117.001321°
Assessment Date:04.29.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #2, Pump #3
Future: Pump #1
Discharge Piping:12” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Site
Fencing in good condition, 3-layer barbed wire with minimal surface corrosion (VANDA 2)
Asphalt in overall fair condition, large cracks (0.2”) spanning east-west near the entrance, from the corners of the wet well pad, and from the bypass MH Concrete pads in overall good condition (VANDA 2)
Aboveground Piping
Moderate surface corrosion typical throughout (VANDA 3) Surface corrosion covering surface of flowmeter (VANDA 3) Pipe supports are in good condition, well coated
Wet Well
T-lock liner appears to be in good condition with staining and debris; concrete beneath is presumed to be in good condition (VANDA 2)
High density of small patchwork applied to wall, indicative of an aged structure. Pump discharge piping is heavily corroded (Pump #1: VANDA 4, Pumps #2-3:
VANDA 3)
Bypass Manhole
T-lock liner in good condition, no defects noted; concrete beneath is presumed to be in good condition (VANDA 1)
EPDM ladder rungs
587
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Noble Creek LS Condition Assessment
2 Site Photo 1 Site Photo 2
Perimeter fencing, barbed wire with minimal
corrosion
Cracking in asphalt near entrance
Cracking in asphalt from Wet Well and Bypass MH Aboveground piping 588
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Noble Creek LS Condition Assessment
3 Surface corrosion typical throughout piping Surface corrosion typical throughout piping Surface corrosion (closeup)Corrosion throughout flowmeter Pipe supports in good condition Surface corrosion on transformer 589
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Noble Creek LS Condition Assessment
4 Wet well exterior Wet well interior
Wet well interior PVC liner appears to be in good condition Wet well inlet (closeup)Pump #1 discharge piping (closeup) 590
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Noble Creek LS Condition Assessment
5 Pump #2 discharge piping (closeup)Pump #3 discharge piping (closeup) Bypass MH exterior Manhole rim
Bypass MH interior Bypass MH interior
591
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Noble Creek LS Condition Assessment
6 UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 2 (spool)0.308 0.358 0.334 0.062 17%
2 Pump 3 (spool)0.350 0.365 0.357 0.020 5%
3 Common discharge 0.438 0.472 0.455 0.052 11%
4 Discharge flowmeter (1)--0.117 --
(1) Single point reading taken at crown of flowmeter
DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 2 (spool)7.5 12.0 9.3 6 to 9
2 Pump 3 (spool)8.1 9.5 8.5 6 to 9
3 Common discharge 6.3 9.5 8.4 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Re-coat aboveground piping with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
2. Replace submersible pump discharge piping with fusion bonded epoxy-coated and lined steel piping.
592
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-7
593
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Marshall Creek LS
Location:33.940554°; -116.998411°
Assessment Date:04.29.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Pump #1: Out of service
Pump #2: Abandoned
Pump #3: In service
Discharge Piping:10” & 12” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Site
Perimeter fencing in good condition (VANDA 2)
~3-ft tall retaining wall on east perimeter minor efflorescence (VANDA 2) Asphalt in overall fair condition, large cracks (0.2”) typical leading from corners of structures (wet well pad, generator pad, transformer pad) Concrete pads in overall good condition (VANDA 2)
Aboveground Piping
Moderate surface corrosion typical throughout (VANDA 3), covering roughly 10% of the surface area
Minor surface corrosion observed on pipe supports (VANDA 2) Wet Well
T-lock liner appears to be in good condition with staining and debris below waterline; concrete beneath is presumed to be in good condition (VANDA 2) High density of small patchwork applied to wall, indicative of an aged structure. Pump discharge piping is heavily corroded (VANDA 4)
Bypass Manholes
Bypass MH #1 (south):
Unlined, concrete is in overall good condition (VANDA 2) Exposed circumferential reinforcement in cone section
Bypass MH #2 (mid)
Liner is in good overall condition, however there appears to be small tears exposed concrete within 3-ft of the bench; concrete beneath is presumed to be in good condition (VANDA 2)
Bypass MH #3 (north) is welded shut, could not be opened 594
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Marshall Creek LS Condition Assessment
2 Site Photo 1 Site Photo 2
Aboveground piping Aboveground piping
Cracked/peeling coating with corrosion typical
throughout piping
Aboveground piping
595
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Marshall Creek LS Condition Assessment
3 Surface corrosion typical throughout piping Surface corrosion (closeup) Wet well exterior
Wet well interior
Wet well interior (closeup)Pump discharge piping
596
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Marshall Creek LS Condition Assessment
4 Pump discharge piping (closeup)Pump discharge piping (closeup) Pump discharge piping (closeup)Pump discharge piping
Bypass MH #1 (south) location Manhole rim
597
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Marshall Creek LS Condition Assessment
5 Spiral reinforcement breaching concrete Bypass MH #2 (mid) interior Bypass MH #2 interior, small tears within 3-ft of
the bench
Bypass MH #3 (north) welded shut with corrosion
UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 1 (spool)0.302 0.329 0.311 0.048 14%
2 Pump 2 (spool)0.362 0.428 0.404 0.098 21%
3 Common discharge (east)0.334 0.391 0.358 0.126 27%
4 Common discharge (west)0.209 0.250 0.226 0.061 23%
598
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Marshall Creek LS Condition Assessment
6 DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)5.9 13.1 8.1 6 to 9
2 Pump 2 (spool)4.6 10.5 8.7 6 to 9
3 Common discharge (east)10.7 14.4 12.4 6 to 9
4 Common discharge (west)2.1 4.1 3.2 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Re-coat aboveground piping with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
2. Replace submersible pump discharge piping with fusion bonded epoxy-coated and lined steel piping.
3. Patch-repair liner in Manhole #2 (mid). Acceptable products include Sancon 100 or equal.
4. Repair/replace lid and cover frame for Manhole #3 (north) so that it may be safely accessed.
The lid would not budge after multiple attempts; the rim was moving with the lid during attempted removal.
599
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-8
600
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Cooper Creek (Industrial Park) LS
Location:Beaumont WWTP
33.923845°; -116.994839°
Assessment Date:04.27.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #2, Pump #3
Future: Pump #1
Discharge Piping:6” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Aboveground Piping
Coating is thin throughout the piping assemblies with minor surface corrosion (VANDA 2) as well as factory coating visible through peeling/flaking top-coat Concrete pad is in good condition (VANDA 1)
Pipe supports are in good condition
Wet Well
T-lock liner is in good overall condition, no defects evident; concrete beneath is presumed to be in good condition (VANDA 2)
Surface corrosion typical throughout pump discharge piping (VANDA 3) Site Photo 1 Site Photo 2
601
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project 19-0280
V&A Project No. 19-0280 Beaumont Wastewater
Cooper Creek (Industrial Park) LS Condition Assessment
2 Aboveground piping Surface corrosion typical throughout piping Coating peeling/flaking at riser sections (typical)Factory coating evident through thinned coating (typical)
Wet well pad in good condition Wet well interior, topside 602
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project 19-0280
V&A Project No. 19-0280 Beaumont Wastewater
Cooper Creek (Industrial Park) LS Condition Assessment
3 Wet well inlet Pump discharge piping
Pump discharge piping (closeup)Pump discharge piping (closeup) UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max Wall
Loss (%)
1 Pump 1 (spool)0.311 0.335 0.323 0.029 9%
2 Pump 2 (spool)0.309 0.334 0.319 0.031 9%
3 Pump 3 (spool)0.334 0.343 0.339 0.006 2%
4 Common header 0.333 0.338 0.336 0.007 2%
603
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project 19-0280
V&A Project No. 19-0280 Beaumont Wastewater
Cooper Creek (Industrial Park) LS Condition Assessment
4 DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)3.7 10.9 6.2 6 to 9
2 Pump 2 (spool)4.5 12.0 7.8 6 to 9
3 Pump 3 (spool)7.6 10.0 9.1 6 to 9
4 Common header 5.1 9.1 7.7 6 to 9
5 Pump 1 Check Valve,
factory coating 2.1 2.5 2.3 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Re-coat aboveground piping with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
2. Monitor state of corrosion of discharge piping and plan to replace with fusion bonded epoxy- coated and lined steel piping within the next 5 to 10 years. 604
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-9
605
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Seneca Springs LS
Location:33.918558°; -116.962058°
Assessment Date:04.29.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #1, Pump #2, Pump #3
Standby: Pump #3, Pump #2, Pump #1
Discharge Piping:8” DIP (x2)
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall, overall fair condition (VANDA 3)
Pointing in fair to poor condition, cracking typical throughout Minor efflorescence typical throughout
Asphalt in overall fair condition with cracking (0.2”) typical leading from major equipment
Groundwater is reportedly causing differential settlement throughout the site which is in turn causing strain on equipment including piping, hose connections, a tilting transformer, and a ~3-inch deep pothole west of the wet well pad. Concrete pads in overall good condition (VANDA 2)
Aboveground Piping
Minor surface corrosion at bolts and flanges (VANDA 2) 2” brass backflow prevented in good condition (VANDA 2) 2” GSP Industrial Water in good condition (VANDA 2)
Line is dry, no tie-in to city water system (typical at all lift stations) Pipes are sagging heavily due to differential ground settlement Additional supports are needed mid-span on Pump #1 and Pump #3 discharge piping ASAP
Pipe support concrete bases for Pump #3 discharge piping broken Cracking typical at rubber flexible couplings due to stress and UV damage Wet Well
T-lock liner is in overall good condition, no significant defects noted; concrete beneath is presumed to be in good condition (VANDA 1)
Submersible pump discharge piping moderately corroded throughout (VANDA 3) Bypass Manhole
Liner is in overall good condition; concrete beneath is presumed to be in good condition (VANDA 1)
Large joints left un-mortared at the cone
606
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Seneca Springs LS Condition Assessment
2 Site Photo 1 Site Photo 2
Cracked/depressed mortar Minor efflorescense (typical)
Cracking in asphalt leading from major equipment Pothole west of wet well 607
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Seneca Springs LS Condition Assessment
3 Aboveground piping, sagging in the center
(Pump Assembly #1)
Aboveground piping, sagging in the center
(Pump Assembly #3)
Aboveground piping Minor corrosion at bolts, flanges, plug valves Cracking in rubber flexible couplings (typical)Pump discharge piping 608
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Seneca Springs LS Condition Assessment
4 Wet well exterior Wet well interior
Wet well interior Pump discharge piping
Pump discharge piping Pump discharge piping (closeup)
609
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Seneca Springs LS Condition Assessment
5 Bypass manhole exterior Bypass MH rim, remnants of plastic film, unmortared joints
Bypass MH interior Bypass MH interior (closeup)
UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 1 (spool)0.345 0.350 0.348 0.015 4%
2 Pump 2 (spool)0.318 0.340 0.328 0.042 12%
3 Pump 3 (spool)0.317 0.337 0.325 0.043 12%
610
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Seneca Springs LS Condition Assessment
6 DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)8.3 14.2 11.2 6 to 9
2 Pump 2 (spool)12.4 15.7 14.1 6 to 9
3 Pump 3 (spool)7.8 14.7 11.3 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
Recommendations
1. Touch up aboveground piping as needed with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
2. Replace rubber flexible couplings showing cracks/UV damage.
3. Monitor state of corrosion of pump discharge piping within the wet well and plan to replace with fusion bonded epoxy-coated and lined steel piping within the next 5 to 10 years.
4. Mortar joints at the cone at the rim of the Bypass MH. Acceptable products include Sika 223 or similar. Provide a smooth finish to protect the concrete from moisture. Application shall not exceed the maximum application thickness specified by the manufacturer to prevent feathering (thin layers that will lead to cracking and delamination)
5. Investigate the extent and nature of the differential ground settlement. It appears piping is near a breaking point despite the use of flexible couplings; additional supports are needed ASAP.
Differential settlement in electrical equipment may cause some connections to break – consult with an electrical engineer.
611
Item 4.
City of Beaumont Wastewater Master Plan
Lift Station Condition Assessment
| Project No. 19-0280 |
A-10
612
Item 4.
City of Beaumont
Wastewater Master Plan
Lift Station Corrosion Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater LS Condition Assessment May 2020
1 Lift Station
Lift Station ID:Four Seasons LS
Location:33.906442°; -116.946850°
Assessment Date:04.29.2020
Assessed by:Farshad Malek
Lift Station Type:Submersible Pump
Pumps:Duty: Pump #1, Pump #2
Note: Pump #3 does not keep up
with flow
Discharge Piping:14” & 8” DIP
Sanitary Sewer / Location Map
Condition
Summary:
Site
CMU perimeter wall
Face of block is in fair condition, pointing is cracked with voids typical throughout (VANDA 3)
The interior of the first half of the south wall was never grouted, caps for blocks can be easily lifted and inside of the CMU is empty. Due to the missing grout, the south wall shakes when the access gate is closed Asphalt in overall fair condition with cracking (0.2”) leading from major equipment Concrete pads in overall fair condition (VANDA 3), cracking and localized areas with minor surface profile loss observed
Aboveground Piping
Overall good condition, minor surface corrosion at bolts and flanges (VANDA 2) Localized corrosion where there is contact between dissimilar metals, multiple locations including at SST flanges
Minor cracking at pipe supports
Pump #1 under 2nd ARV concrete support
Pump #2 under 1st ARV concrete support
Concrete base for metallic supports
Minor wear typical at rubber flexible couplings presumably from UV damage Wet Well
T-lock liner stained throughout, particularly below the waterline (VANDA 2); concrete beneath is presumed to be in good condition (VANDA 2) Surface corrosion typical throughout pump discharge piping (VANDA 3) Vent piping corroded throughout (VANDA 3)
Bypass Manhole
Liner is in overall good condition; concrete beneath is presumed to be in good condition (VANDA 2)
Staining on the wall indicates a pinhole in the liner roughly 3 to 5 feet from the bench
613
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Four Seasons LS Condition Assessment
2 Site Photo 1 Site Photo 2
Masonry wall cap loose Missing grout inside of south wall Mortared joints cracked with voids (typical)Aboveground piping 614
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Four Seasons LS Condition Assessment
3 Aboveground piping Corrosion typical at bolts/flanges Corrosion typical at bolts/flanges due to contact
between dissimilar metals (including SST)
Dissimilar metal bolts/nuts used on SST pipe
Minor wear on rubber flexible couplings Cracking under Pump #1 pipe support 615
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Four Seasons LS Condition Assessment
4 Cracking under Pump #2 pipe support Concrete base for metallic pipe supports Wet well exterior Wet well interior
Wet well interior Wet well interior (closeup)
616
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Four Seasons LS Condition Assessment
5 Surface corrosion typical throughout pump
discharge piping
Surface corrosion typical throughout pump
discharge piping
Pump discharge piping (closeup)Pump discharge piping (closeup) Pump discharge piping (closeup)Bypass Manhole exterior
617
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Four Seasons LS Condition Assessment
6 Bypass Manhole rim/cone section Bypass Manhole bench and invert UT Data:
Band Piping Minimum
(inches)
Maximum
(inches)
Average
(inches)
Max. Wall
Loss (in.)
Max. Wall
Loss (%)
1 Pump 1 (spool)0.418 0.448 0.432 0.032 7%
2 Pump 2 (spool)0.376 0.380 0.378 0.014 4%
3 Pump 3 (spool)0.307 0.375 0.348 0.053 15%
DFT Data:
Band Piping Minimum
(mils)
Maximum
(mils)
Average
(mils)
Recommended
thickness (mils)
1 Pump 1 (spool)10.3 13.8 12.3 6 to 9
2 Pump 2 (spool)9.5 8.0 8.5 6 to 9
3 Pump 3 (spool)10.1 8.9 11.9 6 to 9
(1) Piping exposed to sunlight is recommended to have 4 to 6 mils of epoxy coating with an additional 2 to 3 mils of aliphatic polyurethane
618
Item 4.
Beaumont Wastewater
Lift Station Condition Assessment
V&A Project No. 19-0280 Beaumont Wastewater
Four Seasons LS Condition Assessment
7 Recommendations
1. Provide proper isolation where dissimilar metals are in contact.
2. After isolation has been provided, touch up aboveground piping as needed with with 4 to 6 mils of epoxy coating and 2 to 3 mils of aliphatic polyurethane. The surfaces shall be prepared per SSPC SP11 Power Tool Cleaning to bare metal for proper adhesion and coating longevity.
3. Replace rubber flexible couplings showing cracks/UV damage.
4. Monitor state of corrosion of pump discharge piping within the wet well and plan to replace with fusion bonded epoxy-coated and lined steel piping within the next 5 to 10 years.
5. Patch-repair the pinhole in the liner inside of the bypass manhole. Acceptable products include Sancon 100 or equal.
619
Item 4.
August 2021 City of Beaumont
Wastewater Master Plan
2021 City of Beaumont
APPENDIX H
Capital Improvement Program Project Sheets
620
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S1
Apron Lane Pipeline Replacement
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) Upper Oak Valley Lift Station FY 2023/24 Pipeline
Tributary Area
Project Trigger Project Need
Immediate Capacity
Project Cost Breakdown (2021 Dollars)
Base Construction:62,400
Constr. Contingency (20%):12,500
Construction Total 74,900
Engr., CM, Legal/Admin (30%):22,500
Total Project Cost:97,400
PRELIMINARY
6/16/2021
This project includes the replacement of existing 8-inch gravity main with a new 12-inch gravity main along Apron Lane from Stableford Court to San Timoteo Canyon Road. This project is intended to mitigate an existing system deficiency. 621
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S2
Oak Valley Parkway/Edgar Avenue Pipeline Replacement
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) Wastewater Treatment Plant FY 2022/23 Pipeline
Tributary Area
Project Trigger Project Need
Immediate Capacity
Project Cost Breakdown (2021 Dollars)
Base Construction:132,500
Constr. Contingency (20%):26,500
Construction Total 159,000
Engr., CM, Legal/Admin (30%):47,700
Total Project Cost:206,700
PRELIMINARY
6/16/2021
This project includes the replacement of an existing 12-inch gravity with new 15-inch gravity mains in Edgar Avenue from Oak Valley Parkway to approximately 575-feet south of Oak Valley Parkway . This project is intended to mitigate an existing system deficiency.
622
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S3
Beaumont Mesa Lift Station and Force Main Improvements
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) Beaumont Mesa Lift Station FY 2021/22, FY 2022/23 Pumps, Force Main Tributary Area
Project Trigger Project Need
Immediate Capacity
Project Cost Breakdown (2021 Dollars)
Base Construction:-
Constr. Contingency (20%):-
Construction Total -
Engr., CM, Legal/Admin (30%):-
Total Project Cost:5,200,000
PRELIMINARY
6/16/2021
This project includes the force main and pump design, construction of a new 16-inch force main, replacement of new pumps. The new 16-inch force main, constructed along Potrero Boulevard and Western Knolls Avenue, will connect the Beaumont Mesa Lift Station to a partially completed 16-inch force main. This project is intended to mitigate an existing system deficiency. This project cost reflects City staff budgetary planning estimate provided by City staff on June 1, 2021. 623
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S4
Beaumont Mesa Wet Well Improvement
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) Beaumont Mesa Lift Station FY 2021/22, FY 2024/25 Wet Well Tributary Area
Project Trigger Project Need
Immediate Capacity
Project Cost Breakdown (2021 Dollars)
Base Construction:-
Constr. Contingency (20%):-
Construction Total -
Engr., CM, Legal/Admin (30%):-
Total Project Cost:4,400,000
PRELIMINARY
6/16/2021
This project includes the wet well design, and construction of a new wet well. This project is intended to accommodate for future growth. This project cost reflects City staff budgetary planning estimate provided by City staff on June 1, 2021. 624
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S5
CCTV Program
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) System Wide FY 2023/24, FY 2029/30 Pipeline
Project Trigger Project Need
-Condition
Project Cost Breakdown (2021 Dollars)
Base Construction:-
Constr. Contingency (20%):-
Construction Total -
Engr., CM, Legal/Admin (30%):-
Total Project Cost:300,000
City of Beaumont Wastewater Master Plan
PROJECT S6
On-going Pipeline Replacement Program
Project Background
Project Cost Breakdown (2021 Dollars)
Service Area Recommended Implementation Project Component(s) System Wide FY 2023/24 - FY 2030/31 Pipeline
Project Trigger Project Need
-Condition
Project Cost Breakdown (2021 Dollars)
Base Construction:-
Constr. Contingency (20%):-
Construction Total -
Engr., CM, Legal/Admin (30%):-
Total Project Cost:4,800,000
PRELIMINARY
6/16/2021
This project plans for as needed pipeline replacement and reflects a project cost equivalent to replacing one mile of 8-inch pipeline per year. This project cost reflects City staff budgetary planning estimate provided by City staff on June 1, 2021.
This project reflects performing CCTV review of the City's Wastewater System every three years, which is equivalent to an annual pipeline amount of approximately 59 miles per year. This project cost reflects City staff budgetary planning estimate provided by City staff on June 1, 2021.
625
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S7
Lift Station Condition Assessment Improvement
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) System Wide FY 2022/23 - FY 2030/31 Lift Station
Project Trigger Project Need
-Condition
Project Cost Breakdown (2021 Dollars)
Base Construction:-
Constr. Contingency (20%):-
Construction Total -
Engr., CM, Legal/Admin (30%):-
Total Project Cost:3,600,000
PRELIMINARY
6/16/2021
This project reflects performing lift station improvements to include new electrical, new pumps, repairs to wet wells, repairs to components at the lift station, etc. This project cost reflects City staff budgetary planning estimate provided by City staff on June 1, 2021.
626
Item 4.
City of Beaumont Wastewater Master Plan
PROJECT S8
Wastewater Treatment Plant Improvements
Project Background
Project Description
Service Area Recommended Implementation Project Component(s) System Wide FY 2021/22 - FY 2025/26 Wastewater Treatment Plant FY 2028/29 - FY 2030/31
Project Trigger Project Need
Immediate-Miscellaneous
Project Cost Breakdown (2021 Dollars)
Base Construction:-
Constr. Contingency (20%):-
Construction Total -
Engr., CM, Legal/Admin (30%):-
Total Project Cost:2,000,000
PRELIMINARY
6/16/2021
This project includes the wastewater rate study for FY2024 through FY2028, installation of flow meters at lift stations for I&I project, I&I system repairs, construction of new WWTP office and staff workspace building, replacement of WWTP UV bulb and RO module. This project cost reflects City staff budgetary planning estimate provided by City staff on June 1, 2021. 627
Item 4.
Staff Report
TO: City Council
FROM: Jennifer Ustation, Finance Director
DATE February 1, 2022
SUBJECT: Contract Amendment with Webb Municipal Finance, LLC for Annual Community Facilities District (CFD) Administration Services, Special Tax Consultant Services and Annual CFD Financial Reporting Services
Background and Analysis:
On March 18, 2018, the City entered into a three-year contract with Albert A. Webb Associates. On May 21, 2018, the contract was assigned to Webb Municipal Finance LLC (Webb) due to their corporate restructure. The contract allows for the parties to engage in two separate one-year extensions. This contract is included as Attachment A to this report.
Webb provides community facilities district (CFD) administration services, special tax consultant services and directly assists the City in managing its CFD program. This includes preparing budgets, tabulating the annual assessment, responding to property owner inquiries, preparing all regulatory reporting and tracking payments for 81 independent assessments for the various CFDs and improvement areas.
Management has been very happy with the responsiveness, timeliness and above and beyond service level provided by Webb and requests the second and final one-year extension. Attachment B is a proposed second amendment to the contract, which extends the contract termination date from March 1, 2022 , to March 1, 2023.
The schedule of assessment, improvement areas and the cost for a one-year extension is included as Attachment C and is referenced in the amendment. Webb is once again not requesting a fee increase per assessment for the FY2023 amendment.
Fiscal Impact:
All services related to the administration of the CFD program are financed through the CFD special taxes. There is no fiscal impact to the City’s General Fund. 628
Item 5.
Recommended Action:
Approve the Second Amendment to the contract with Webb Municipal Finance, LLC.
Attachments:
A. Original Contract with Webb Municipal Finance, LLC
B. Second Amendment to contract with Webb Municipal Finance, LLC C. Cost schedule including the list of assessments to be managed by Webb 629
Item 5.
630
Item 5.
631
Item 5.
632
Item 5.
633
Item 5.
634
Item 5.
635
Item 5.
636
Item 5.
637
Item 5.
638
Item 5.
SECOND AMENDMENT TO AGREEMENT FOR INDEPENDENT CONTRACTOR
THIS SECOND AMENDMENT TO AGREEMENT OF SERVICES BY INDEPENDENT CONTRACTOR (“Amendment”) is made and effective as of the 1st day of February 2022 by and between the CITY OF BEAUMONT (“CITY”), a general law city, and Webb Municipal Finance, LLC (“CONTRACTOR”). In consideration of the mutual promises and purpose contained herein, the parties agree as follow:
RECITALS
This Second Amendment is made with respect to the following facts and purpose that the parties agree are true and correct:
A. for CFD administration services, special tax consultant services and annual CFD financial reporting services, which remains in effect.
B. On May 21, 2018, the City and Webb assigned the Agreement to Webb Municpal Finance, LLC (Contractor).
C. Per section 1 of the Agreement, the Parties now wish to extend the term of the Agreement for one-year, to terminate on March 1, 2023 unless otherwise extended or terminated. Contractor has provided a Schedule of Services, a copy of which is attached hereto as Exhibit “A” and incorporated herein by this reference, to extend the term of the Agreement.
AMENDMENT
The Agreement is hereby amended as follows:
A. Section 1 Term of Agreement. Term of the Agreement is amended to add the following paragraph to the end of existing Section 1:
“The term of this Agreement is extended, and the Agreement shall remain in effect until March 1, 2023, unless otherwise terminated or extended.”
B. The recitals to this Amendment are deemed incorporated herein by this reference. All other terms of the Agreement not expressly amended by this Amendment shall remain in full force and effect.
IN WITNESS WHEREOF, the parties hereby have made and executed this Amendment to be effective as of the day and year first above-written.
[Signatures on following page]
639
Item 5.
SIGNATURE PAGE TO AMENDMENT TO AGREEMENT FOR PROFESSIONAL SERVICES BY INDEPENDENT CONTRACTOR (Webb Municipal Finance, LLC)
CITY OF BEAUMONT
CITY:
CITY OF BEAUMONT
By: ________________________________
Lloyd White, Mayor
CONTRACTOR:
Webb Municipal Finance, LLC
By: ______________________________
Print Name: _______________________
Title: _____________________________
ATTEST:
By:________________________
Steven Mehlman, City Clerk
APPROVED AS TO FORM:
By: ___________________________
John O. Pinkney, City Attorney
640
Item 5.
Count Phase Code Phase Name Phase Budget
1 IA1 CFD 93-1 IA 1 $3,960.00
2 IA2 CFD 93-1 IA 2 $3,960.00
3 IA3 CFD 93-1 IA 3 $3,960.00
4 IA3S CFD 93-1 IA 3 Service $1,145.00
5 IA4 CFD 93-1 IA 4 $3,960.00
6 IA5 CFD 93-1 IA 5 $3,960.00
7 IA6A CFD 93-1 IA 6A $3,960.00
8 IA6A1 CFD 93-1 IA 6A1 $3,960.00
9 IA6A1S CFD 93-1 IA 6A1 Service $1,145.00
10 IA6B CFD 93-1 IA 6B $0.00
11 IA7A1 CFD 93-1 IA 7A1 $3,960.00
12 IA7A1S CFD 93-1 IA 7A1 Service $1,145.00
13 IA7B CFD 93-1 IA 7B $3,960.00
14 IA7BS CFD 93-1 IA 7B Service $1,145.00
15 IA7C CFD 93-1 IA 7C $3,960.00
16 IA7CS CFD 93-1 IA 7C Service $1,145.00
17 IA7D CFD 93-1 IA 7D $3,960.00
18 IA7DS CFD 93-1 IA 7D Service $1,145.00
19 IA8 CFD 93-1 IA 8 $3,960.00
20 IA8S CFD 93-1 IA 8 Service $1,145.00
21 IA8A CFD 93-1 IA 8A $3,960.00
22 IA8AS CFD 93-1 IA 8A Service $1,145.00
23 IA8B CFD 93-1 IA 8B $3,960.00
24 IA8BS CFD 93-1 IA 8B Service $1,145.00
25 IA8C CFD 93-1 IA 8C $3,960.00
26 IA8CS CFD 93-1 IA 8C Service $1,145.00
27 IA8D CFD 93-1 IA 8D $3,960.00
28 IA8DS CFD 93-1 IA 8D Service $1,145.00
29 IA8E CFD 93-1 IA 8E $3,960.00
30 IA8ES CFD 93-1 IA 8E Service $1,145.00
31 IA8F CFD 93-1 IA 8F $3,960.00
32 IA8FS CFD 93-1 IA 8F Service $1,145.00
33 IA9 CFD 93-1 IA 9 $3,960.00
34 IA9S CFD 93-1 IA 9 Service $1,145.00
35 IA10 CFD 93-1 IA 10 $3,960.00
36 IA10S CFD 93-1 IA 10 Service $1,145.00
37 IA11 CFD 93-1 IA 11 $3,960.00
38 IA11S CFD 93-1 IA 11 Service $1,145.00
39 IA12 CFD 93-1 IA 12 $3,960.00
40 IA12S CFD 93-1 IA 12 Service $1,145.00
41 IA13S CFD 93-1 IA 13 Service $1,145.00
42 IA14S CFD 93-1 IA 14 Service $1,145.00
43 IA14 CFD 93-1 IA 14 $3,960.00
44 IA14A CFD 93-1 IA 14A $3,960.00
45 IA14B CFD 93-1 IA 14B $3,960.00
46 IA15S CFD 93-1 IA 15 Service $1,145.00
47 IA16 CFD 93-1 IA 16 $3,960.00
48 IA16S CFD 93-1 IA 16 Service $1,145.00
49 IA17A CFD 93-1 IA 17A $3,960.00
City of Beaumont FY 2022-2023
641
Item 5.
50 IA17AS CFD 93-1 IA 17A Service $1,145.00
51 IA17B CFD 93-1 IA 17B $3,960.00
52 IA17BS CFD 93-1 IA 17B Service $1,145.00
53 IA17C CFD 93-1 IA 17C $3,960.00
54 IA17CS CFD 93-1 IA 17C Service $1,145.00
55 IA18 CFD 93-1 IA 18 $3,960.00
56 IA18S CFD 93-1 IA 18 Service $1,145.00
57 IA19A CFD 93-1 IA 19A $3,960.00
58 IA19AS CFD 93-1 IA 19A Service $1,145.00
59 IA19C CFD 93-1 IA 19C $3,960.00
60 IA19CS CFD 93-1 IA 19C Service $1,145.00
61 IA20 CFD 93-1 IA 20 $3,960.00
62 IA20S CFD 93-1 IA 20 Service $1,145.00
63 IA23S CFD 93-1 IA 23 Service $1,145.00
64 16-1 CFD 2016-1 $3,960.00
65 16-1S CFD 2016-1 Service $1,145.00
66 16-2 CFD 2016-2 $3,960.00
67 16-2S CFD 2016-2 Service $1,145.00
68 16-2PS CFD 2016-2 Public Service $1,145.00
69 16-3 CFD 2016-3 $3,960.00
70 16-3S CFD 2016-3 Service $1,145.00
71 16-3PS CFD 2016-3 Public Service $1,145.00
72 16-4 CFD 2016-4 $3,960.00
73 16-4S CFD 2016-4 Service $1,145.00
74 16-4PS CFD 2016-4 Public Service $1,145.00
75 18-1PS CFD 2018-1 Public Service $1,145.00
76 19-1 CFD 2019-1 $3,960.00
77 19-1S CFD 2019-1 Service $1,145.00
78 19-1PS CFD 2019-1 Public Service $1,145.00
79 21-1 CFD 2021-1 $3,960.00
80 21-1S CFD 2021-1 Service $1,145.00
81 21-1PS CFD 2021-1 Public Service $1,145.00
Total $201,385.00
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Staff Report
TO: City Council
FROM: Nicole Wheelwright, Deputy City Clerk
DATE February 1, 2022
SUBJECT: Appointment to the Beaumont Planning Commission
Background and Analysis:
A partial-term vacancy exists on the Beaumont Planning Commission due to the resignation of Commissioner Paul St. Martin. A notice of vacancy was posted in the newspaper and the City’s social media platforms. Eight applications were received for consideration by City Council. The applicants are as follows:
David Getka
Dr. Sedrick Bedolla
Lamb Callum
Eric Ustation
Heather Uribe
Elaine Morgan
David Castaldo
Michael Cannon
The term of this appointment will be through December 2022.
Fiscal Impact:
City staff estimates the cost to prepare this report to be $95.
Recommended Action:
Conduct interviews and a nomination process for selection of a Planning Commissioner for the partial term through December 2022.
Attachments:
A. Applications
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Staff Report
TO: City Council
FROM: Kristine Day, Assistant City Manager
DATE February 1, 2022
SUBJECT: Presentation/Update of the Police Station Feasibility Study and Direction from City Council
Background and Analysis:
The scope of work for the Beaumont Police Station Feasibility Study has been categorized into six parts. The design team has completed the first three parts and is preparing to move into the development of floor plans and building elevations scope of work. Below is a summary of the activities that the consultant team and City/Police Department staff have conducted.
1. Data Collection: Following the initiation of the contract in July 2021, the consultant team began to collect information on the make-up and operation of the existing police station, staffing and operational needs.
a. Organization Chart: Using a current organization chart, the consultant team developed an understanding of the departmental make-up of the Police Department. This information was then used to create departmental questionnaires.
b. Departmental Questionnaires: In July and August 2021, 35 questionnaires were sent to the different divisions of the Police Department with the intent to gather information regarding staffing, equipment, and office space needs of each. The questionnaires also asked about anticipated growth and future needs.
c. Departmental Interviews: In September 2021, the consultant team conducted two days of interviews with Police Department staff to initiate a space needs assessment.
2. Space Needs Assessment by Population Growth: Based on feedback collected, a space needs assessment was prepared for initial review and comment by Police 675
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Department staff. The assessment compares three milestones: 1. The current needs of today (2022), 2. The anticipated needs of 2030, 3. The anticipated needs of 2040. The 2030 and 2040 milestone growth projections are based upon annualized growth projections. The growth projections do not suggest that staffing will grow at a specific pace, instead the projections identify space needs suitable to serve staffing as the population is projected to grow. The iterative review of this draft assessment has been ongoing, from November of 2021 through January 2022.
3. Facility Tours: In November 2021, City/Police Department staff, and the consultant toured six recently completed facilities in Northern California, the Portland, Oregon area, and the Phoenix, Arizona area to observe various different approaches implemented in modern police stations. This process was completed concurrently with the review of the space needs assessment to allow for a direct comparison and understanding of the size and types of spaces called for in the assessment and actual built environments.
4. Floor Plan Development and Building Elevations: Upon acceptance of the Draft Space Needs Assessment (Attachment A), the next step for the consultant team will be to develop a site plan, building floor plans, and elevations that describe the needs and the design of the proposed police station.
5. Construction Cost Estimates: Once the site plan, floor plan, and elevations have been developed to a conceptual level and City and Police Department staff feel the design meets the goals and aspirations of the project, the drawings will be given to a third-party cost estimator to develop a Statement of Probable Construction Cost.
The statement will account for the expected delivery method of the project and an estimated schedule of construction to account for escalation of the construction market.
6. Final Report to City Council: Upon completion of the Construction Cost Estimate, the consultant team will provide a final report to the City Council of the space needs assessment, the proposed design, and the associate project construction costs.
Fiscal Impact:
City staff estimates the cost to prepare this report to be $633.
Recommended Action:
Approval of the Draft Space Needs Assessment.
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Attachments:
A. Draft Space Needs Assessment
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CITY OF BEAUMONT, CALIFORNIA
POLICE DEPARTMENT FACILITY
LPA DESIGN STUDIOS
MCCLAREN, WILSON & LAWRIE ARCHITECTS
DRAFT • JANUARY 6, 2022
SPACE NEEDS ASSESSMENT
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McClaren, Wilson & Lawrie, Inc.
8705 North Central Avenue
Phoenix, Arizona
85020
602 • 331 • 4141
Offices Throughout North America
JANUARY 6,2022
Re:Space Needs Assessment -Draft
Beaumont Police Facility
McClaren Wilson and Lawrie,Inc.(MWL)appreciates this
opportunity to submit this Space Needs Assessment program summary as part of a planning team under the direction of LPA Design Studios.
What follows in this document is a detailed /itemized list of spaces.After review and adjustments are made,we will add adjacency diagrams and issue a final Space Needs document.
Completion of this space definition process will then serve as the trigger to enable the team to commence the concept design and budget development phase.
When the LPA /MWL team was selected for this project,we were excited to work with a highly motivated organization proudly serving a rapidly growing city.Please accept our sincere appreciation for this opportunity to be of service to the City of Beaumont and BPD staff.
This document reflects the tremendous assistance by BPD staff.
Staff made time available for meetings.They toured projects, took photos,furnished fleet inventories and always provided the extra effort we needed to conduct the study.
We particularly appreciated an organization willing to consider some new ideas and planning concepts.
We strongly believe this effort will result in a practical and functional building;one that anticipates the design and operational issues that will likely become part of daily life.
Sincerely,
James McClaren, AIA, OAA, NCARB
Senior Principal • McClaren, Wilson & Lawrie, Inc.
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OVERVIEW
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CITY OF BEAUMONT
Police Department Facility
Space Needs Report
Planning Architecture for Public Safety During a Period of Profound Change Over the past few months the LPA /MWL team has had the honor of working with your staff in the gathering of data and assessment of space needs for a new police facility.
Although this consultant team has had the opportunity to work with hundreds of first responder agencies over the past three decades,few have faced Beaumont’s rapid pace of growth.A rapid pace of growth that will likely continue.This planning effort is intended to allow the City to move a step ahead with critical public safety infrastructure as it prepares for the future.
Of special note was the fact this detailed effort was navigated during a period of such profound change.This timing,however,we believe may prove beneficial to the design of your project.
Due to the pandemic,the way architects envision and design buildings has been subjected to profound change (compared to the way our industry might have approached design in recent past).We now attempt to anticipate and plan for the possibility and impacts of future health emergencies and the rapidly changing needs of our communities.
Architectural and engineering professions have mobilized to completely rethink the very way we design,equip and furnish buildings for law enforcement.
Today,there are numerous innovations being fast tracked to serve those areas of public safety buildings that rely on special ventilation (labs, evidence,911 centers,custody areas etc.)New systems are being developed to deliver cleaner and safer air quality.Touch points in buildings are being minimized.Programmed spacing between staff workstations has been carefully reconsidered.Examples include recommendations to upgrade heating and ventilation systems for all emergency communications centers to hospital grade.
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Operationally,the pandemic has demonstrated how many activities may be performed productively from distance.It has also demonstrated how certain meetings and training activities may take place productively using web enabled devices in support of traditional /formal meeting rooms.
We are also orienting and planning buildings and sites to reduce non- renewable energy use by maximizing sustainability.We are also addressing the demands associated with increasing use of renewable energy and impending all-electric vehicle fleets.
The past two years have witnessed periods of significant civil unrest in various areas of the nation.Attacks on police facilities have increased in both frequency and severity.This has served as a catalyst for design teams to recommend enhanced security design features in architecture for law enforcement.Yet,this effort is being undertaken at the same time we are trying to make sure public safety architecture remains more approachable and friendly for the citizens they serve.
Another facet of the unrest has resulted in organizations evaluating how best to activate teams of first responders in coordinating services for activities associated with mental health,substance abuse and homelessness.many law enforcement agencies report the need to consider some flexible space in their new facilities to enable allied services to join with them to better coordinate services.We believe the national the strain associated with staffing shortfalls may also add pressure for multi-agency deployment models.
We are in a period of flux,and the exact nature of change will require the thoughtful consideration of the community,elected officials,first responders and the judicial system.So,although it is too early to determine precisely how change may take place at BPD,the more flexible your new facility is planned,the more useful it will likely prove to be over time.
The Space Needs Process
BPD staff spent hours completing questionnaires,assembling data,taking photos and participating in consultant workshops.They worked patiently to answer consultant questions.
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We believe this effort has resulted in providing the Consultant team the necessary data to assemble and synthesize into this document.
This document is organized to present the synthesized information using a series of detailed space sheets.The spread sheets utilize a set of uniform space standards that are presented as a series of sketches for reference.
Existing Conditions
Despite efforts by the police to maintain a clean and well-organized facility, the impacts of severe overcrowding and systems at the useful end of lifespans is evident.
Some space relief was afforded by the additions of modular units to house key staff and repurposing nearly every space in the present building.The current building,however,was built for a city and police department a fraction of the size of today’s Beaumont Police Department .
The Police Facility and its Modular Additions
The building was also built in an era that could not fully anticipate the nature and sophistication of the infrastructure needed to support the equipment now in use and envisioned by BPD.
The current single-story masonry structure was built well before current seismic standards,modern energy efficiency standards and ADA barrier- free standards were implemented.
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Existing Site
The existing police station fronts Orange Avenue and runs through to Maple Ave.It is separated from adjoining municipal playfields by a low cyclone type fence.It offers close access to City Hall.The entire site is either pavement or structure with almost no landscaping or permeable surfaces.
Specialized vehicles and the mobile command post are parked without benefit of shade or weather protection.
There are numerous temporary storage sheds installed on the site.
The Present Beaumont Police Facility &Site
Rooftop mechanical systems (visible in a well formed by a modified mansard roof)are not easy to access for service and periodic replacement.
The site does not utilize any renewable energy collection devices (wind or photovoltaic).
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The current police facility site is also too small to serve BPD parking and storage needs.It offers weak security to adjoining properties.
Correspondingly,it cannot efficiently and cost effectively be expanded on this site.
The focus of this study,however,was not intended to be a “justification” document that provides detailed quantification of the existing conditions that warrant the need for a new facility;The City of Beaumont has already determined the need for a modern replacement police facility.
Hence,this study concentrated on recommendations regarding the amount of space and parking needed for the police department.It also seeks to begin the process of identification of the unique needs that the building must serve.
The following are some overriding concepts and drivers articulated during the interview process.
A Gathering Place
The BPD currently provides very specialized services.Many services are unique and have very specific equipment and security needs.Hence,our job was to distill into basic terms how it may all logically come together. 5 Collaborate
Train
Communicate
Provision
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This required a simple distillation of services.A distillation that illustrates how having all major services served from a suitably sized new facility will enhance security,promote operational efficiency and enable specialized training.A new properly designed building will promote and streamline routine provisioning and efficient staff deployment while enabling enhanced organizational communications.
In short,a new police facility will do far more than simply provide adequate space,It will enhance operational communications,while enabling efficient provisioning and appropriate training from a healthy workspace.
Health and Wellness
Staff across the organization came together to identify the need for and identify space needs for fitness and physical conditioning.Staff also stressed that direct access from fitness spaces to secure outdoor spaces would be beneficial.
Although safety of staff during any outdoor activity was a voiced concern, we recommend that the overall building utilization plan seek to determine where opportunities may exist to integrate fitness goals with the overall building planning process.
Training
First responders today must be a social worker,a technology whiz,be skilled in precision driving,understand complex legal issues and be trained in the operation of lethal /less lethal devices they carry with skill and precision.
Every service an officer is called upon to perform benefits from comprehensive and appropriate skills training.And since modern policing is increasingly specialized their skills must be constantly fine-tuned to address the changing needs of the community served.
When we consider future facility needs,we believe there will only be increasing demands to train emerging staff and constantly enhance precision skills and knowledge of current staff.One feature included is a modest tactical firearms proficiency range.
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Presentation /Training Spaces
Various building users stressed the need for space capable of accommodating group of 50 or more.Some activities that will use such a space involve staff only,some will involve other Beaumont City staff and allied agencies,some will involve BPD staff and the public.Therefore,the location of this type of space is critical as it must afford secure internal use and controlled access to the public lobby.
Since the use of a multi-purpose room may vary greatly,and evolve over time,we recommend that it be planned for a high level of flexibility.For example,if possible,the design of the multi -purpose space be planned to be subdivided into two (or more)smaller rooms to offer greater utility than leaving the permanently configured only for large groups.
Essential Services Buildings
California’s Essential Services Building Act (Title 24)covers most of the space programmed in this document.
These functional spaces must be designed for operational continuity during and after periods of natural disasters.Structured Parking,if utilized will also need to be housed in facilities rated “Essential”.
Parking /Site Considerations
There were numerous site needs identified for the facility as well.The first and, perhaps most critical need,is for multiple vehicular access points.A primary access point to provide normal day-to-day access and an alternative access point to enable emergency deployment if the primary access point becomes obstructed or blocked.
Other site (or outdoor)needs include transformers,alternative fuel storage (for the emergency generator)and (possibly)a communications tower.
There are various site access points needed to enable towed delivery of vehicles for crime scene investigations,service deliveries and garbage removal.
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Site Zones
We recommend the new site provide three zones:
•A Public Zone
Where visitors and guests arriving to the building may access the building.
We typically size this area based on the capacity of the public meeting rooms accessible to the lobby.Depending upon co-located facilities (adjacent Fire Station)there may be opportunities for visitors parking to be shared in the eventual design.
•A Secure Staff Zone
This is the secured portion of the site and possible parking structure accessible only to staff using access control devices.
The study indicates site needs in detail.Based solely on projected needs the study identifies the needs for secure parking for 131 vehicles. •A Services Zone
This area is fenced and securable but may be outside of the secure staff parking zone.It serves as an access point for deliveries and access to utilities.
Resiliency &Security
Since the building must remain fully operational in service during and after major earthquakes,the design must incorporate major resiliency features.
These will assure that essential equipment remains powered and security systems remain intact.
The building envelope design will be critical.It must provide protection from attack.Potentially vulnerable fenestration should be resistant to projectiles, building cladding must provide a tight seal and prevent bullets from a drive- by shooting from entering.
All supporting equipment such as utility connections,towers and attached equipment must be securely attached.
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Planning for Growth
The space spreadsheets presented in this document identify space needs for three milestones.One milestone is labeled “2021”and identifies a total current space need of 44,404 square feet for today’s staff of 74.A second milestone is labeled “2030”and identifies a total space need of 46,723 square feet for a future staff of 89.A third milestone is labeled “2040”.This milestone identifies identifies a total space need of 49,188 square feet for a future staff of 105.All staffing projections were based on annual growth projections furnished by the City of Beaumont.
Collaborative Workspace Design
Executive and line staff all noted a strong desire for collaborative workspaces with views and natural light.This is consistent with healthy work environments and sustainability efforts the design team will emphasize during our concept design efforts.
Another strong emphasis was to creates “openness”.Spaces should encourage interaction and avoid any perception of “halls and silos”.
One method to achieve this is to centralize commonly accessed spaces such as Patrol areas.For example,the report writing room can be designed to link with compatible service zones such as locker rooms and briefing room.The sketch on the following page illustrates the way this type of layout was employed at a new Patrol facility we collectively toured in Peoria, Arizona.
Peoria’s Patrol Areas
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An advantage of this type of layout is the minimal use of corridors.Space flows smoothly from one area to the next openly avoiding the overly compartmentalized layout many facilities are burdened with.
Peoria’s Plan Emphasizing Collaboration
Site Needs
Site needs are identified in detail on pages 25 and 26.They assume a regularly shaped rectangular site (not pie shaped etc.)with some slope.
Assumptions also include allowances for setbacks and landscaping.
Our initial calculation suggests that a site utilizing surface parking for all vehicles would require approximately 5.41 acres.
A site utilizing structured parking for all secure vehicles would require approximately 4.47 acres.
Both calculations include an allowance for landscaping and setbacks,site space for K-9 training and a support (utilitarian type)building for functions that normally do not require extreme seismic strengthening as deemed by the Essential Services Building Act in Title 24.
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SPACE AND SITE PROGRAM
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Building and Site Square Footage Program
This section includes space and staff spreadsheets outlining the assignment of square footage and staff needs for the BPD.Here are a few explanations of the program document format to aid in review:
Programming Milestones
This space needs assessment identifies space and staff requirements for three milestones:
•Milestone Current (2022)
The space each function requires to address present day space needs with no contemplated growth in the present staff.This may be thought of as (“rightsizing”).
•Milestone 2030
The projected year 2030 space needs.
•Milestone 2040
The projected year 2040 space needs.
Please note that staffing indicated in growth projections are based on annual growth projections using factors furnished by the City of Beaumont and do not suggest that staffing will grow at any specific pace,instead the projections identify space needs suitable to serve staffing at those levels (understanding that staffing level typically fluctuate at actual rates that may prove to be faster or slower).
•Building Area Summary
Adjusted net square footage from the detailed spreadsheet pages are entered into the summary page.On the summary page a grossing factor is added to the summary of the adjusted net square footage to arrive at the total gross square footage for each building (main and support) component.
Space Number
The space number is included for reference.In some instances the space number is repeated for a variety of items.This designates where items reside in the same space.
The program uses three types of square footage;Net,Adjusted Net and Gross Square foot.
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Net Square Footage
Net square footage is the direct usable space needed for offices, workstations,file cabinets and equipment such as copy machines.
Direct usable space is identified by space codes (for example:PO =Private Office and OP =Open Plan workstation)and then support spaces.
In some spaces staffing numbers have no assignable office or workstation space.To account for shifted workspaces there is a number of spaces column.
Adjusted Net Area
At the bottom of each list of net square footages there is a circulation factor.This is the square footage that is needed to provide for aisles and the walk around space needed to connect spaces within each area of the building.
12 Net
Square
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Please note that the circulation factor varies depending upon the needs of each space group.For example,most spaces have a circulation factor of 25%.However,some technical spaces like communications require a larger circulation factor.Bulk storage areas (such as the evidence)typically require smaller circulation factors.When the net space and circulation factor are added together the result is the adjusted net area.
Gross Square Footage
The adjusted net area is totaled on the summary page where a grossing factor (sometimes referred to as an “efficiency”factor)is added.The grossing factor provides the space to address wall /partition thicknesses, structural columns,the corridors that connect each area of the building and support spaces for janitor closets,premise wiring closets,mechanical rooms and electrical rooms).
Summary
The square footage difference between current and the 2040 milestones is modest (square footage is projected to increase approx.18%despite a 37% increase in service population).The reason for this is that the initial construction milestone addresses core spaces (public lobby,fitness, specialized training spaces,briefing room,stairs,mechanical rooms,the lunch room etc.).Future growth consists mainly of additional lockers, workspaces and future needs for evidence.
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Total
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27 SPACE STANDARDS SIMPLY ILLUSTRATE HOW SPACES MIGHT BE CONFIGURED Uniform Space Standards
Space standard illustrations graphically portray spaces used repetitively in the preceding space spreadsheets.They are not meant to define how furniture might eventually be grouped and placed,but it is typically easier to understand spatial requirements from a visual portrayal than from numbers on a chart.
Each space standard is assigned a code.
Wherever a PO is identified that represents a private office.Wherever OP is identified it represents an open plan or systems workspace.
Space Standard Notes
Many space standard graphics illustrate key supporting items to be considered as part of that space.
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POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
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41 Communications
Console
100SF
CON2
723
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
42 Supervisors
Console
144SF
CON3
724
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
43 725
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
44 Copy Workroom
80SF
CPY2
726
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
45 Copy Workroom
130SF
CPY3
727
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
46 728
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
47 729
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
48 730
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
49 731
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
50 732
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
51 733
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
52 734
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
53 735
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
54 736
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
55 737
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
56 738
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
57 739
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
58 OP4
OP3
OP1
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740
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
59 741
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
60 742
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
61 743
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
62 744
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
63 745
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
64 746
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
65 747
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
66 748
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
67 749
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
68 750
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
69 751
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
70 752
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
71 753
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
72 754
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
73 755
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
74 756
Item 7.
THE CITY OF BEAUMONT
POLICE DEPARTMENT FACILITY SPACE NEEDS ASSESSMENT
Draft January 6, 2022 Space Standard Diagrams
75 757
Item 7.
MCCLAREN, WILSON & LAWRIE
Architects in Public Safety © 2022
www.mwlarchitects.com
758
Item 7.
Staff Report
TO: City Council
FROM: Doug Story, Assistant Community Services Director DATE February 1, 2022
SUBJECT: Approve the Purchase and Installation of Mobile View Camera System on 18 Public Transportation Buses, Not to Exceed $110,000
Background and Analysis:
In 2019, City Transit staff purchased a Mobile View surveillance camera system for one of the Transit buses after a 90-day demonstration period. The City then purchased three buses for the Transit fleet, each with a Mobile View camera surveillance system installed by the dealer. The surveillance system has proven to meet the needs of passenger and driver safety and is industry standard for transportation fleets.
Purchasing 18 additional camera systems will create a uniform and functional surveillance system for the Transit fleet. Safe Fleet is the only vendor for the Mobile View camera system and has provided a quoted price of $106,303 (Attachment A).
Fiscal Impact:
This project is fully funded by LCTOP grant funding and STA capital funding. This project is listed on the capital improvement project list and has been assigned as Project T-08. There is no impact on the General Fund. City staff estimates the cost to prepare this report to be $95.
Recommended Action:
Approve the purchase of a Mobile View camera system in an amount not to exceed $110,000 as part of capital improvement project CIP T -08 and authorize City staff to issue a purchase order for the procurement and installation of camera systems on 18 Beaumont Transit buses.
Attachments:
A. Safe Fleet Quote
759
Item 8.
Date: 08/12/2021
Proposal #: Q-02744
Expiry Date: 06/02/2022
End User:
PREPARED FOR: PREPARED BY:
Elisa Mendoza
Manager
(951) 769-8522
[email protected]
Tanner Thompson
SOLD TO DETAILS BILLING DETAILS SHIPPING DETAILS
City of Beaumont Transit
Services
550 East 6th St.
Beaumont, California 92223
United States
City of Beaumont Transit
Services
550 East 6th St. Beaumont, CA
92223 US
City of Beaumont Transit
Services
550 East 6th St. Beaumont, CA
92223 US
Corporate Office: 1.877.630.7366
Unit 111, 3B Burbidge Street
Coquitlam, BC V3K 7B2
[email protected]
8 Cam System
QTY PRODUCT DESCRIPTION CAMERA
LOCATION
UNIT
PRICE
TOTAL PRICE
3 TH8H2T0 TH8 DVR, 8 HD Channels, 2 IP Channels, Audio, Security Front Cover with Lock Set, Mounting Plate,
Power Harness, 2TB Single HDD
DVR 2TB Storage
USD
1,968.00
USD 5,904.00
3 WT2E20S20G4 Wire bundle with adapter harness, RGY-Button and interconnect cable 20 ft., 5 signal inputs 20 ft., GPS
receiver magnetic mount 20 ft. for compatible DVR
Wire Bundle
USD
185.00
USD 555.00
3 HD3Q03A20 HD 1080P Camera, Dome, 2.8mm, internal, audio, IR TDN, 20' harness — to use with DH4C, TH6,
TH8, and NH16 DVRs
Windshield
<Road
USD
278.00
USD 834.00
3 CHQ-MP4A30 CHQ mounting post, 4 inch, 30 degree angle Post for Windshield Camera
USD 51.00 USD 153.00
3 HD3Q03A20 HD 1080P Camera, Dome, 2.8mm, internal, audio, IR TDN, 20' harness — to use with DH4C, TH6,
TH8, and NH16 DVRs
Driver <
Step
USD
278.00
USD 834.00
3 HD3Q03A50 HD 1080P Camera, Dome, 2.8mm, internal, audio, IR TDN, 50' harness — to use with DH4C, TH6,
TH8, and NH16 DVRs
Cross-view USD
304.00
USD 912.00
3 HD3Q03A20 HD 1080P Camera, Dome, 2.8mm, internal, audio, IR TDN, 20' harness — to use with DH4C, TH6,
TH8, and NH16 DVRs
Front <
Rear
USD
278.00
USD 834.00
3 HD3Q03A50 HD 1080P Camera, Dome, 2.8mm, internal, audio, IR TDN, 50' harness — to use with DH4C, TH6,
TH8, and NH16 DVRs
Rear <
Forward
USD
304.00
USD 912.00
3 HD3W03EI50 HD Camera, Wedge, 2.8mm, external, IR TDN, 50' harness, to use with TH6 and TH8 DVRs
Ext. Curb
<Rear
USD
355.00
USD 1,065.00
3 HD3W03EI20 HD Camera, Wedge, 2.8mm, external, IR TDN, 20' harness, to use with TH6 and TH8 DVRs
Ext. Road
<Rear
USD
328.00
USD 984.00