appendix · 2019-01-18 · memorandum (tm) (ch2m, 2015), which is included as attachment 1. the ......

APPENDIX L MT. SHASTA SEWER IMPROVEMENTS FOR CRYSTAL GEYSER

CAPACITY NEEDS TECHNICAL MEMORANDUM

D R A F T T E C H N I C A L M E M O R A N D U M

{CW033900.1} 1

City of Mt. Shasta Sewer Improvements for Crystal Geyser Capacity Needs PREPARED FOR: Richard Weklych/Crystal Geyser Water Company

Barbara Brenner/Churchwell White

COPY TO: Paul Reuter/PACE Engineering

PREPARED BY: Michael Randall/CH2M HILL, Inc. Peter Rude/CH2M HILL, Inc. Brad Memeo/CH2M HILL, Inc.

DATE: August 18, 2016 (revised December 6, 2016)

PROJECT NUMBER: 677791.03.31.02

CH2M HILL, Inc. (CH2M) conducted a sewer system capacity analysis in May 2015 for Crystal Geyser Water Company (Crystal Geyser), and documented the analysis in the draft Capacity Analysis Technical Memorandum (TM) (CH2M, 2015), which is included as Attachment 1. The Capacity Analysis TM identified conveyance capacity needs of the City of Mt. Shasta (City) sewer system to accommodate three discharge flow scenarios from the Crystal Geyser bottling facility at 50,000 gallons per day (gpd) to 100,000 gpd. At buildout, with two bottling lines in production, discharges from the bottling facility could reach approximately 100,000 gpd or 0.1 million gallons per day (mgd) of industrial wastewater to the sewer system, which is consistent with Scenario 3 of the Capacity Analysis TM.

Under Scenario 3, the Capacity Analysis TM identified three pipe sections that exceed the maximum flow capacity of the existing sewer system during the current peak wet weather flow (PWWF) of 3.86 mgd at MH 13A (refer to Attachment 1 in Capacity Analysis TM) plus the potential 0.1 mgd flow from the bottling facility. Under Scenario 1, only one of these pipe sections exceeded the maximum flow capacity of the existing system during the current PWWF plus a 0.05 mgd flow from the bottling facility. Therefore, Crystal Geyser intends to operate the bottling facility consistent with Scenario 1, by limiting industrial wastewater discharges to less than 0.05 mgd. This can be achieved by limiting operations at the facility to a single bottling line during PWWF events or by storing and metering discharges from the bottling facility to less than 0.05 mgd.

Under Scenario 1, the limiting sewer pipe section is located on South Old Stage Road, south of Ream Avenue, between Manholes (MH) 20 and 19, as identified in the Capacity Analysis TM and in the City’s as‐built drawings prepared by Pace Engineering between MH 13A (upstream) and MH 15A (downstream). The section of sewer between MH 13A and MH 15A is shown on Figure 1.

The current PWWF at MH 13A is estimated to be 3.86 mgd, which exceeds the capacity of the existing 12‐inch‐diameter sewer line between MH 13A and MH 15A. The City recognizes that this section of the sewer system is a bottleneck (insufficient capacity) and that the pipe should be upgraded, with or without Crystal Geyser operations. Note, the existing sewer line upstream of MH 13A is a 24‐inch diameter polyvinyl chloride pipe, and downstream of MH 15A is a 30‐inch diameter pipe. Crystal Geyser completed a topographic survey in November 2016 to gain a better understanding of the physical limits of this pipeline corridor.

The existing 12‐inch‐diameter sewer line cannot be upsized by a standard pipe replacement in its current location because of the limited cover over the existing 48‐inch‐diameter culvert crossing at

CITY OF MT. SHASTA SEWER IMPROVEMENTS FOR CRYSTAL GEYSER CAPACITY NEEDS

{CW033900.1} 2 [

South Old Stage Road. This culvert has approximately 34 inches of cover along the southbound edge of pavement and 38 inches of cover at the centerline of the roadway. The limited cover depth will require that any new pipeline crossing above the culvert be encased in reinforced concrete.

The existing 12‐inch‐diameter sewer line (nominal inside diameter assumed to be 12.56 inches) between MH 13A and 15A has an approximate capacity of 2.46 mgd at 80 percent full (assuming a minimum pipe slope of 0.80 percent and Manning’s n value of 0.012). The installation of a parallel 12‐inch‐diameter sewer line (nominal inside diameter of 12.56 inches) will bring the combined conveyance capacity to approximately 4.92 mgd and, therefore, capable of conveying the current 3.86 mgd PWWF plus 0.1 mgd buildout flow from the Crystal Geyser bottling facility.

Figure 2 shows a preliminary design for the proposed parallel 12‐inch‐diameter sewer line, referred to as Alternative A. The improvements include approximately 546 feet of 12‐inch‐diameter ductile iron pipe and two new manholes (MH 13B and MH 15B). The limited cover over the new sewer line will require that it match the existing sewer line in material (ductile iron pipe) and type of backfill (reinforced concrete encasement) to protect the pipe from traffic loading. This assumes that the southbound lane of the roadway will be repaved within the limits of the work (approximately MH 13A to MH 15A).

The City has requested that this section of the sewer system be upsized to eliminate the existing bottleneck and convey the buildout PWWF of 15.5 mgd. To accommodate these higher flows, Alternative B was developed (see Figure 3), which includes the existing 12‐inch‐diameter sewer line and two new 18‐inch‐diameter sewer lines near the center of South Old Stage Road to optimize the available depth of cover. An 18‐inch‐diameter pipe (nominal inside diameter of 18.8 inches) is capable of conveying 6.75 mgd at 80 percent full (assuming a minimum pipe slope of 0.70 percent and Manning’s n value of 0.012). The combined conveyance capacity of the proposed dual 18‐inch‐diameter sewer lines and the existing 12‐inch‐diameter sewer line is approximately 15.96 mgd.

Alternative B improvements include approximately 1,092 feet of 18‐inch‐diameter ductile iron pipe and two new manholes (MH 13B and MH 15B). Modification or complete replacement of existing MH 13A and 15A will be required. This alternative would also require a reinforced concrete encasement around the sewer lines where the depth of cover is less than 3 feet. This assumes that both the northbound and southbound lanes of the roadway will be repaved within the limits of the work (approximately MH 13A to MH 15A).

During design, replacement of the existing 48‐inch‐diameter culvert at a lower elevation or steeper grade to accommodate the proposed improvements could be considered; however, this would require work in the creek bed.

Reference CH2M HILL, Inc. CH2M). 2015. Mount Shasta Sewer Capacity Analysis for Crystal Geyser. May.

CONC DWDW

CONC

EDGE SHRUB

SOUTH OLD STAGE ROAD

TE

LV

LT

ELE

C P

AN

EL

ON

CO

NC

RE

TE

SS

MH

LID

=3390.0

9'

SS

MH

LID

=3387.0

5'

(IN

NW)12"=

3378.0

1'

(IN

W)24"=

3378.0

1'

(O

UT S

E)12"=

3377.9

5'

SS

MH

LID

=3383.1

6'

(IN

NW)=

3371.6

2'

(IN

NE)=

3372.3

7'

(O

UT S

W)=

3371.2

6'

SS

MH

LID

=3384.3

6'

(IN S

E)=

3379.1

6'

(O

UT

W)=

3379.1

2'

FOG

FOG

EP

EP

FOG

FOG

EP

EP

48"PIP

E

FL=

3371.5

3'

48"PIP

EFL=

3372.9

0'

TMB 7 PG 147

LOT 6

778 OR 001

30' SEWER EASEMENT

PMB 10 PG 69

LOT 45

TMB 6 PG 130

LOT 44

PG 130

TMB 6

LOT 43

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© CH2M HILL

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MT SHASTA, CA

SEWER IMPROVEMENT PROJECT

N

PLAN1"=30'

EXST MH 15A

MH 15BMH 13B

EXST MH 13A

EXST 48" CMP CULVERT

EXST 12" PVC SS

EXST 24" PVC SS

FIGURE 1

0 30 60 90

1"=30'

DECEMBER 1, 2016

OVERALL SITE PLAN

SS CONTROL LINE


CONC DWDW

CONC

EDGE SHRUB


TE

LV

LT

ELE

C P

AN

EL

ON

CO

NC

RE

TE

SS

MH

LID

=3390.0

9'

SS

MH

LID

=3387.0

5'

(IN

NW)12"=

3378.0

1'

(IN

W)24"=

3378.0

1'

(O

UT S

E)12"=

3377.9

5'

SS

MH

LID

=3383.1

6'

(IN

NW)=

3371.6

2'

(IN

NE)=

3372.3

7'

(O

UT S

W)=

3371.2

6'

SS

MH

LID

=3384.3

6'

(IN S

E)=

3379.1

6'

(O

UT

W)=

3379.1

2'

FOG

FOG

EP

EP

FOG

FOG

EP

EP

48"PIP

E

FL=

3371.5

3'

48"PIP

EFL=

3372.9

0'

TMB 7 PG 147

LOT 6

778 OR 001

30' SEWER EASEMENT

PMB 10 PG 69

LOT 45

TMB 6 PG 130

LOT 44

PG 130

TMB 6

LOT 43

777

OR 900

30'

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10"

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12"30"

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LT

RA

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RIG

HT

OF

WA

Y FE

NC

E

SE

WE

RM

AR

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12"

10"

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20' WATER EASEMENT

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POB STA 9+90.00

PI STA 10+16.97

PI S

TA 1

5+32.6

3

POE S

TA 15+

49.64

VPI S

TA 1

0+00.0

0

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L 3

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5

VPI S

TA 1

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N

PLAN1"=30'

PROFILEHORIZ: 1"=30'

VERT: 1"=3'

ORIGINAL GROUND

EXST MH 13A MH 13B

MH 15B EXST MH 15A

EXST MH 15A

MH 15BMH 13B

EXST MH 13A

CONCRETE ENCASEMENT


EXST 12" PVC SS

EXST 24" PVC SS

CONTROL LINE

12" DIP SS

STA 10+00.00BEGIN 12" DIP SS

STA 15+39.64END 12" DIP SS

NOTE 1

CONCRETE ENCASEMENT,

CONCRETE ENCASE PIPE WHEN COVER OVER PIPE IS LESS THAN 3 FEET.1.

NOTES:

12" DIP SS

PVC SS

EXST 30"

PVC SS

EXST 24"

FIGURE 2

240'±

EXST 12" DIP SS

APPROXIMATE LOCATION

BE

GIN 1

2"

DIP S

S

EN

D 1

2"

DIP S

S

0 30 60 90

1"=30'


DECEMBER 1, 2016

FROM MH 13A TO 15A

ALTERNATIVE A - 12" SS

CONC DWDW

CONC

EDGE SHRUB


TE

LV

LT

ELE

C P

AN

EL

ON

CO

NC

RE

TE

SS

MH

LID

=3390.0

9'

SS

MH

LID

=3387.0

5'

(IN

NW)12"=

3378.0

1'

(IN

W)24"=

3378.0

1'

(O

UT S

E)12"=

3377.9

5'

SS

MH

LID

=3383.1

6'

(IN

NW)=

3371.6

2'

(IN

NE)=

3372.3

7'

(O

UT S

W)=

3371.2

6'

SS

MH

LID

=3384.3

6'

(IN S

E)=

3379.1

6'

(O

UT

W)=

3379.1

2'

FOG

FOG

EP

EP

FOG

FOG

EP

EP

48"PIP

E

FL=

3371.5

3'

48"PIP

EFL=

3372.9

0'

TMB 7 PG 147

LOT 6

778 OR 001

30' SEWER EASEMENT

PMB 10 PG 69

LOT 45

TMB 6 PG 130

LOT 44

PG 130

TMB 6

LOT 43

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30'

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LT

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SE

WE

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12"

12"

10"

24"

20' WATER EASEMENT

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© CH2M HILL

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11+00 12+00 13+00 14+00 15+00

POB STA 9+90.00

PI STA 10+16.97

PI S

TA 1

5+32.6

3

POE S

TA 15+

49.64

VPI S

TA 1

0+00.0

0

INV E

L 3

377.9

5

VPI S

TA 1

0+16.9

7

INV E

L 3

377.7

9

VPI S

TA 1

1+96.5

7

INV E

L 3

376.4

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VPI S

TA 1

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L 3

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0

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TA 1

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N

PLAN1"=30'

PROFILEHORIZ: 1"=30'

VERT: 1"=3'

ORIGINAL GROUND

EXST MH 13A MH 13B

MH 15B EXST MH 15A

EXST MH 15A

MH 15BMH 13B

EXST MH 13A

CONCRETE ENCASEMENT


EXST 12" PVC SS

EXST 24" PVC SS

NOTE 1

CONCRETE ENCASEMENT,

CONCRETE ENCASE PIPE WHEN COVER OVER PIPE IS LESS THAN 3 FEET.1.

NOTES:

PVC SS

EXST 30"

PVC SS

EXST 24"

FIGURE 3

273'±

EXST 12" DIP SS

APPROXIMATE LOCATION

BE

GIN 1

2"

DIP S

S

EN

D 1

2"

DIP S

S

DECEMBER 1, 2016

FROM MH 13A TO 15A

ALTERNATIVE B - DUAL 18" SS

DUAL 18" DIP SS

CONTROL LINE

DUAL 18" DIP SS

STA 10+00.00BEGIN DUAL 18" DIP SS

STA 15+39.64END DUAL 18" DIP SS

0 30 60 90

1"=30'


CITY OF MT. SHASTA SEWER IMPROVEMENTS FOR CRYSTAL GEYSER CAPACITY NEEDS

6 [

Attachment 1

D R A F T T E C H N I C A L M E M O R A N D U M Mt. Shasta Sewer Capacity Analysis for Crystal Geyser PREPARED FOR: Doug MacLean/Crystal Geyser

Richard Weklych/Crystal Geyser

COPY TO: Paul Reuter/PACE Engineering

PREPARED BY: Michael Randall/CH2M HILL Peter Rude/CH2M HILL

DATE: May 22, 2015

CH2M HILL conducted a preliminary sewer system capacity analysis to determine the flow capacity needs of the City of Mt. Shasta’s (City) sewer system to accommodate three discharge flow scenarios from Crystal Geyser’s bottling facility. The three flow scenarios included in this analysis are:

Scenario 1 addition of 50,000 gallons per day (gpd) (0.05 million gallons per day (mgd))

Scenario 2 addition of 70,000 gpd (0.07 mgd)

Scenario 3 addition of 100,000 gpd (0.1 mgd)

PACE Engineering provided CH2M HILL with the City’s H20MAP Version 9.0 Hydraulic Model results for the 2010 Peak Wet Weather Flow (PWWF) of 3.5 mgd. The max flows from the model were used as the existing PWWF conditions in this analysis. PACE Engineering has also provided CH2M HILL with characteristics of the sewer system including; diameter, length, invert elevation, and pipe material for each section of pipe from the Crystal Geysers bottling facility connection at manhole 620 to manhole 6 at the downstream end near the City’s wastewater treatment plant (WWTP). Figure 1.0 is a map of the City’s sewer system with manhole numbers.

An excel spreadsheet was developed to compare existing conditions with the three scenarios. The results are provided in Table 1. In summary, the existing system has one pipe that is undersized for the existing PWWF of 3.5 mgd at 100% of the pipe flow capacity as shown in Figure 1.1. From this analysis, the undersized pipe between manhole 19 and 20 shown in Red in Figure 1.1 reaches capacity at 1.96 mgd. Discussion with PACE Engineering, verified that under current conditions surcharging occurs in manhole 20 during PWWF events to pass the 3.5 mgd through this pipe. The City is aware of this existing bottleneck and is investigating solutions.

With the addition of the 0.05 mgd flow from Scenario 1 there is no additional capacity issues at the 100% flow capacity, as shown in Figure 1.2. Scenario 2 with the addition of 0.07 mgd has one additional pipe that is undersized, for a total of two pipes as shown in Figure 1.3. Scenario 3 with the addition of 0.1 mgd has one additional pipe that is undersized, for a total of three pipes as shown in Figure 1.4.

1

MT. SHASTA SEWER CAPACITY ANALYSIS FOR CRYSTAL GEYSER

TABLE 1 Summary of Sewer Replacement for Crystal Geysers Discharge Scenarios Mt. Shasta Sewer Capacity Analysis for Crystal Geysers

Flow ScenarioNumber of Pipes Over

100% Capacity Number of Pipes Over

80% Capacity Existing 1 2

0.05 1 4 0.07 2 4 0.1 3 4

When a pipe is over 100% capacity it should be considered for upsizing to meet the existing and proposed demand of the system. Crystal Geyser may need to monitor and potentially hold wastewater discharges to the City’s sewer system during peak storm events, so the existing system is not adversely affected during PWWF events. This would involve installing a real-time flow meter that measures the plants wastewater discharge and close coordination with City Public Works staff.

Attachment 1 – Existing Flows and Capacity The existing data that has been provided from PACE engineering and the results of the analysis of the three scenarios can be found in this attachment. The Link ID attribute provides the upstream to downstream manhole number of each pipe segment. The pipe order in the attachment starts at the Crystal Geyser facility and ends at the most downstream manhole near the City of Mt Shasta’s WWTP. Calculated flow is based on the velocity calculated by Equation 1 – Manning’s Equation.

EQUATION 1 Manning’s Equation for Open Channel Flow Mt. Shasta Sewer Capacity Analysis for Crystal Geysers

= 1

Where:

v = velocity

n = Manning’s n roughness

R = Hydraulic radius

s = slope

The sewer system has two flow paths from manhole 610 to manhole 604. For this evaluation the additional flow was added in both flow paths to check the flow capacity of the bottom path and the top path of flow between these two manholes. The results from both paths for all three scenarios are the same.

Existing pipe capacity was calculated using Manning’s equation with a water depth based on a ratio of water depth in the pipe (d) to the internal diameter (D) or d/D of 1.0 to yield a 100% capacity of each pipe and a d/D of 0.08 to yield an 80% capacity for each pipe. For this capacity analysis a d/D of 1.0 (100% capacity) was used to determine the actual flow capacity of the existing sewer system. The d/D of 0.8 (80% capacity) is provided as a reference for typical engineering design capacities of new pipes. During design of new sewer pipelines a d/D of 0.8 is used to provide reserve capacity within the pipe for additional flows and uncertainty

2

M E M O R A N D U M MAY 22, 2015

in the estimated PWWF without filling the pipe completely. However the true capacity of the line is determined with a d/D of 1.0, with the pipe full.

This analysis evaluated three scenarios of additional flow to the 2010 Peak Wet Weather Flow (PWWF) of 3.5 mgd. Crystal Geysers is evaluating the discharge of 0.05 mgd, 0.07mgd, and 0.10mgd of wastewater to the sewer system as outlined in the scenarios listed above.

When determining the need for capacity improvements of the existing system, the total flow, comprised of the existing PWWF conditions plus the future Crystal Geysers flow, was subtracted from the calculated capacity using a d/D of 1.0 and 0.8. The pipes found to be over capacity are identified in the table with a “No Good” value in the corresponding capacity that is exceeded.

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!Crystal Geysers Plant

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Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community

Draft Mt. Shasta Sewer System

Legend! Crystal Geysers Plant

!!2 Manhole

Sewer System Analysis

Main Sewer System

Ü

0 0.2 0.4 0.6 0.80.1Miles

Flow Scenario: Peak Wet Weather Flow (3.5 mgd)

CH2M HILL: 4/28/2015

Figure 1.0

To WWTP

5/22/2015

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Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community


Legend! Crystal Geysers Plant

!!2 Manhole

Main Sewer System

Below 80% Flow Cap

Over 80% Flow Cap

Over 100% Flow Cap

Ü

0 0.2 0.4 0.6 0.80.1Miles

Flow Scenario: Peak Wet Weather Flow (3.5 mgd)

CH2M HILL: 4/28/2015

To WWTP

Figure 1.1

5/22/2015

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Legend! Crystal Geysers Plant!!2 Manhole

Main Sewer System

Below 80% Flow Cap

Over 80% Flow Cap

Over 100% Flow Cap

Ü

0 0.2 0.4 0.6 0.80.1Miles

Flow Scenario: Peak Wet Weather Flow (3.5 mgd) + 0.05 MGD

Draft Mt. ShCH2M HILL: 4/28/2015

To WWTP

Figure 1.2

5/22/2015

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Main Sewer System

Below 80% Flow Cap

Over 80% Flow Cap

Over 100% Flow Cap

Ü

0 0.2 0.4 0.6 0.80.1Miles



To WWTP

Figure 1.3

5/22/2015

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Main Sewer System

Below 80% Flow Cap

Over 80% Flow Cap

Over 100% Flow Cap

Ü

0 0.2 0.4 0.6 0.80.1Miles



To WWTP

Figure 1.4

5/22/2015

M E M O R A N D U M MAY , 2015

Attachment 1 Existing Flows and Capacity

Flow Scenarios in (MGD) > Existing Capacity 0.05 0.07 0.1Bottom Path

Link: ID

PipeDiameter(in)

Peak WetWeatherFlow(MGD)

100%CapacityFlow (MGD)

100%CapacityCheck

80%CapacityFlow(MGD)

80%CapacityCheck

Peak WetWeather Flow(MGD) + 0.05(MGD)

CapacityCheck100%

CapacityCheck80%

Peak Wet WeatherFlow (MGD) + 0.07(MGD)

CapacityCheck100%

CapacityCheck80%


CapacityCheck100%

CapacityCheck 80%

620 619 12 0.009 5.356 good 5.236 good 0.059 good good 0.079 good good 0.109 good good619 618 12 0.009 5.351 good 5.230 good 0.059 good good 0.079 good good 0.109 good good618 617 12 0.009 5.356 good 5.235 good 0.059 good good 0.079 good good 0.109 good good617 615 12 0.009 5.351 good 5.231 good 0.059 good good 0.079 good good 0.109 good good615 613 12 0.009 2.354 good 2.301 good 0.059 good good 0.079 good good 0.109 good good613 612 12 0.008 2.349 good 2.296 good 0.058 good good 0.078 good good 0.108 good good612 611 12 0.008 2.145 good 2.097 good 0.058 good good 0.078 good good 0.108 good good611 610 12 0.044 1.767 good 1.727 good 0.094 good good 0.114 good good 0.144 good good610 609 12 0.027 1.485 good 1.452 good 0.077 good good 0.097 good good 0.127 good good609 608 12 0.026 2.859 good 2.795 good 0.076 good good 0.096 good good 0.126 good good608 607 12 0.026 2.872 good 2.808 good 0.076 good good 0.096 good good 0.126 good good607 606 12 0.026 2.258 good 2.207 good 0.076 good good 0.096 good good 0.126 good good606 605 12 0.026 2.258 good 2.208 good 0.076 good good 0.096 good good 0.126 good good605 604 12 0.025 1.830 good 1.789 good 0.075 good good 0.095 good good 0.125 good good604 603 12 0.036 4.276 good 4.180 good 0.086 good good 0.106 good good 0.136 good good603 602 12 0.036 4.273 good 4.177 good 0.086 good good 0.106 good good 0.136 good good602 601 12 0.036 2.367 good 2.314 good 0.086 good good 0.106 good good 0.136 good good601 405 12 0.036 2.370 good 2.317 good 0.086 good good 0.106 good good 0.136 good good405 404 12 2.202 6.373 good 6.230 good 2.252 good good 2.272 good good 2.302 good good404 403A 18 2.743 17.858 good 17.455 good 2.793 good good 2.813 good good 2.843 good good403A 403 12 2.893 6.068 good 5.932 good 2.943 good good 2.963 good good 2.993 good good403 402 12 2.893 4.025 good 3.935 good 2.943 good good 2.963 good good 2.993 good good402 401 12 2.893 5.600 good 5.474 good 2.943 good good 2.963 good good 2.993 good good401 35 12 2.89 5.861 good 5.729 good 2.940 good good 2.960 good good 2.990 good good35 34 15 2.889 3.658 good 3.575 good 2.939 good good 2.959 good good 2.989 good good34 33 15 2.884 4.820 good 4.712 good 2.934 good good 2.954 good good 2.984 good good33 32 15 2.876 3.627 good 3.545 good 2.926 good good 2.946 good good 2.976 good good32 31 15 3.33 3.677 good 3.594 good 3.380 good good 3.400 good good 3.430 good good31 30 15 3.323 3.678 good 3.595 good 3.373 good good 3.393 good good 3.423 good good30 29 15 3.315 6.525 good 6.378 good 3.365 good good 3.385 good good 3.415 good good29 28 15 3.42 3.698 good 3.615 good 3.470 good good 3.490 good good 3.520 good good28 27 15 3.408 3.466 good 3.388 No Good 3.458 good No Good 3.478 No Good No Good 3.508 No Good No Good27 26 15 3.408 3.508 good 3.429 good 3.458 good No Good 3.478 good No Good 3.508 good No Good26 25 15 3.408 3.496 good 3.418 good 3.458 good No Good 3.478 good No Good 3.508 No Good No Good25 24 15 3.407 3.740 good 3.655 good 3.457 good good 3.477 good good 3.507 good good24 23 15 3.406 3.746 good 3.662 good 3.456 good good 3.476 good good 3.506 good good23 22 15 3.404 3.834 good 3.747 good 3.454 good good 3.474 good good 3.504 good good22 21 15 3.403 5.515 good 5.391 good 3.453 good good 3.473 good good 3.503 good good21 20 24 3.4 11.466 good 11.207 good 3.450 good good 3.470 good good 3.500 good good20 19 12 3.859 1.957 No Good 1.913 No Good 3.909 No Good No Good 3.929 No Good No Good 3.959 No Good No Good19 18B 24 3.857 7.224 good 7.061 good 3.907 good good 3.927 good good 3.957 good good18B 18A 24 3.851 5.457 good 5.334 good 3.901 good good 3.921 good good 3.951 good good18A 18 24 3.846 12.386 good 12.107 good 3.896 good good 3.916 good good 3.946 good good18 17 24 3.842 27.565 good 26.943 good 3.892 good good 3.912 good good 3.942 good good17 16 24 3.84 15.450 good 15.102 good 3.890 good good 3.910 good good 3.940 good good16 15 24 3.837 10.752 good 10.509 good 3.887 good good 3.907 good good 3.937 good good15 14 24 3.835 10.665 good 10.425 good 3.885 good good 3.905 good good 3.935 good good

Flow Scenarios in (MGD) > Existing Capacity 0.05 0.07 0.1Bottom Path

Link: ID

PipeDiameter(in)

Peak WetWeatherFlow(MGD)


100%CapacityCheck

80%CapacityFlow(MGD)

80%CapacityCheck


CapacityCheck100%

CapacityCheck80%

Peak Wet WeatherFlow (MGD) + 0.07(MGD)

CapacityCheck100%

CapacityCheck80%


CapacityCheck100%

CapacityCheck 80%

14 13 24 3.827 13.216 good 12.918 good 3.877 good good 3.897 good good 3.927 good good13 12 24 3.822 19.424 good 18.986 good 3.872 good good 3.892 good good 3.922 good good12 11 24 3.821 8.730 good 8.533 good 3.871 good good 3.891 good good 3.921 good good11 10 24 3.818 11.456 good 11.198 good 3.868 good good 3.888 good good 3.918 good good10 9 18 3.817 4.494 good 4.392 good 3.867 good good 3.887 good good 3.917 good good9 8 24 3.817 16.857 good 16.478 good 3.867 good good 3.887 good good 3.917 good good8 7 18 3.817 7.648 good 7.475 good 3.867 good good 3.887 good good 3.917 good good7 6 18 3.817 6.854 good 6.700 good 3.867 good good 3.887 good good 3.917 good good

Flow Scenarios in (MGD) > Existing Capacity 0.05 0.07 0.1Top Path

Link: ID

PipeDiameter(in)

Peak WetWeatherFlow (MGD)


100%CapacityCheck

80% CapacityFlow (MGD)

80%CapacityCheck


CapacityCheck100%

CapacityCheck80%


CapacityCheck100%

CapacityCheck80%


CapacityCheck100%

CapacityCheck80%

620 619 12 0.009 5.356 good 5.24 good 0.059 good good 0.079 good good 0.109 good good619 618 12 0.009 5.351 good 5.23 good 0.059 good good 0.079 good good 0.109 good good618 617 12 0.009 5.356 good 5.24 good 0.059 good good 0.079 good good 0.109 good good617 615 12 0.009 5.351 good 5.23 good 0.059 good good 0.079 good good 0.109 good good615 613 12 0.009 2.354 good 2.30 good 0.059 good good 0.079 good good 0.109 good good613 612 12 0.008 2.349 good 2.30 good 0.058 good good 0.078 good good 0.108 good good612 611 12 0.008 2.145 good 2.10 good 0.058 good good 0.078 good good 0.108 good good611 610 12 0.044 1.767 good 1.73 good 0.094 good good 0.114 good good 0.144 good good610 530 8 0.015 0.719 good 0.70 good 0.065 good good 0.085 good good 0.115 good good530 607A 8 0.014 0.280 good 0.27 good 0.064 good good 0.084 good good 0.114 good good607A 531 8 0.014 0.380 good 0.37 good 0.064 good good 0.084 good good 0.114 good good531 532 8 0.014 0.436 good 0.43 good 0.064 good good 0.084 good good 0.114 good good532 534 8 0.013 0.586 good 0.57 good 0.063 good good 0.083 good good 0.113 good good534 535 8 0.013 0.620 good 0.61 good 0.063 good good 0.083 good good 0.113 good good535 536 10 0.013 3.689 good 3.61 good 0.063 good good 0.083 good good 0.113 good good536 539 8 0.013 1.162 good 1.14 good 0.063 good good 0.083 good good 0.113 good good539 604 8 0.013 1.924 good 1.88 good 0.063 good good 0.083 good good 0.113 good good604 603 12 0.036 4.276 good 4.18 good 0.086 good good 0.106 good good 0.136 good good603 602 12 0.036 4.273 good 4.18 good 0.086 good good 0.106 good good 0.136 good good602 601 12 0.036 2.367 good 2.31 good 0.086 good good 0.106 good good 0.136 good good601 405 12 0.036 2.370 good 2.32 good 0.086 good good 0.106 good good 0.136 good good405 404 12 2.202 6.373 good 6.23 good 2.252 good good 2.272 good good 2.302 good good404 403A 18 2.743 17.858 good 17.46 good 2.793 good good 2.813 good good 2.843 good good403A 403 12 2.893 6.068 good 5.93 good 2.943 good good 2.963 good good 2.993 good good403 402 12 2.893 4.025 good 3.93 good 2.943 good good 2.963 good good 2.993 good good402 401 12 2.893 5.600 good 5.47 good 2.943 good good 2.963 good good 2.993 good good401 35 12 2.89 5.861 good 5.73 good 2.940 good good 2.960 good good 2.990 good good35 34 15 2.889 3.658 good 3.58 good 2.939 good good 2.959 good good 2.989 good good34 33 15 2.884 4.820 good 4.71 good 2.934 good good 2.954 good good 2.984 good good33 32 15 2.876 3.627 good 3.55 good 2.926 good good 2.946 good good 2.976 good good32 31 15 3.33 3.677 good 3.59 good 3.380 good good 3.400 good good 3.430 good good31 30 15 3.323 3.678 good 3.59 good 3.373 good good 3.393 good good 3.423 good good30 29 15 3.315 6.525 good 6.38 good 3.365 good good 3.385 good good 3.415 good good29 28 15 3.42 3.698 good 3.61 good 3.470 good good 3.490 good good 3.520 good good28 27 15 3.408 3.466 good 3.39 No Good 3.458 good No Good 3.478 No Good No Good 3.508 No Good No Good27 26 15 3.408 3.508 good 3.43 good 3.458 good No Good 3.478 good No Good 3.508 good No Good26 25 15 3.408 3.496 good 3.42 good 3.458 good No Good 3.478 good No Good 3.508 No Good No Good25 24 15 3.407 3.740 good 3.66 good 3.457 good good 3.477 good good 3.507 good good24 23 15 3.406 3.746 good 3.66 good 3.456 good good 3.476 good good 3.506 good good23 22 15 3.404 3.834 good 3.75 good 3.454 good good 3.474 good good 3.504 good good22 21 15 3.403 5.515 good 5.39 good 3.453 good good 3.473 good good 3.503 good good21 20 24 3.4 11.466 good 11.21 good 3.450 good good 3.470 good good 3.500 good good20 19 12 3.859 1.957 No Good 1.91 No Good 3.909 No Good No Good 3.929 No Good No Good 3.959 No Good No Good19 18B 24 3.857 7.224 good 7.06 good 3.907 good good 3.927 good good 3.957 good good18B 18A 24 3.851 5.457 good 5.33 good 3.901 good good 3.921 good good 3.951 good good18A 18 24 3.846 12.386 good 12.11 good 3.896 good good 3.916 good good 3.946 good good

Flow Scenarios in (MGD) > Existing Capacity 0.05 0.07 0.1Top Path

Link: ID

PipeDiameter(in)

Peak WetWeatherFlow (MGD)


100%CapacityCheck

80% CapacityFlow (MGD)

80%CapacityCheck


CapacityCheck100%

CapacityCheck80%


CapacityCheck100%

CapacityCheck80%


CapacityCheck100%

CapacityCheck80%

18 17 24 3.842 28.062 good 27.43 good 3.892 good good 3.912 good good 3.942 good good17 16 24 3.84 15.450 good 15.10 good 3.890 good good 3.910 good good 3.940 good good16 15 24 3.837 10.752 good 10.51 good 3.887 good good 3.907 good good 3.937 good good15 14 24 3.835 10.665 good 10.42 good 3.885 good good 3.905 good good 3.935 good good14 13 24 3.827 13.216 good 12.92 good 3.877 good good 3.897 good good 3.927 good good13 12 24 3.822 19.424 good 18.99 good 3.872 good good 3.892 good good 3.922 good good12 11 24 3.821 8.730 good 8.53 good 3.871 good good 3.891 good good 3.921 good good11 10 24 3.818 11.456 good 11.20 good 3.868 good good 3.888 good good 3.918 good good10 9 18 3.817 4.494 good 4.39 good 3.867 good good 3.887 good good 3.917 good good9 8 24 3.817 16.857 good 16.48 good 3.867 good good 3.887 good good 3.917 good good8 7 18 3.817 7.648 good 7.48 good 3.867 good good 3.887 good good 3.917 good good7 6 18 3.817 6.854 good 6.70 good 3.867 good good 3.887 good good 3.917 good good

appendix · 2019-01-18 · memorandum (tm) (ch2m, 2015), which is included as attachment 1. the ......

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