Grand Avenue Master Utility Plan
ENGINEERING REPORT
The City of Salina, Kansas
CIty of
~
Salina
GRAND AVENUE MASTER UTILITY PLAN:
Euclid Avenue to North Street
between
Dry Creek Channel and Flood Control Levee
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October 2005
ENGINEERING REPORT
The City of Salina, Kansas
GRAND AVENUE MASTER UTILITY PLAN:
Euclid Avenue to North Street
between
Dry Creek Channel and Flood Control Levee
City Commissioners
Deborah P. Divine, Mayor
Alan E. J ilka
Donnie D. Marrs
R. Abner Pemey
John K. Vanier II
City Manager
Jason Gage
Utilities Director
Martha Tasker
Director of Public Works
Shawn O'Leary, P.E.
City Engineer
Brad Johnson, P.E.
Director of Planning and Community Development
Dean Andrew
Address all communication
regarding this work to:
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IN.lSOIV
& COMPANY
Wilson & Company, Inc.
P.O. Box 1640
Salina, Kansas 67402-1640
(785) 827-0433
October 2005
X4-410-090; Phase 02
(i)
TABLE OF CONTENTS
SECTION 1 - EXECUTIVE SUMMARY
1.1. WATER DISTRIBUTION SYSTEM ANALYSIS .................................................... 1.1
1.2. SANITARY SEWER SYSTEM ANALySIS............................................................. 1.2
1.3. TOTAL ANALYSIS ................... .......................... ........ .......................... ........ ............ 1.3
SECTION 2 - PURPOSE AND SCOPE
2.1. UTIl.ITY PLANNING ............. ........ ......... ......... .... ..... ..... ...... .... .......... ............... ....... 2.1
SECTION 3 - RECOMMENDATIONS
3 .1. PLANNING....... ............ ...... ...... ......... ........ .................... ...... ...... .......... ...... ........... ..... 3.1
3.2. WATER DISTRIBUTION SYSTEM ........................................................................ 3.1
3.2.1. Alternatives. ....... .......... ........ ..... .... .............. ......... .... .... .......... ..... ........ ........... 3.2
3.2.2. Recommendation.... ..... ... ..... ......... ......... ........ ............ ............. ............. .......... 3.3
3.3. SANITARY SEWER SYSTEM .............................................................. .................. 3.4
3.3.1. Projected Flows ................ ................................... .............. ........... ".. ............... 3.4
3.3.2. Alternatives.............. .......................... ............................ ......... .... .................... 3.6
3.3.2.a. Alternative No.1: Gravity Flow to Existing Manholes................... 3.6
3.3.2.b. Alternative No.2: Gravity Flow to One New Pump Station........... 3.7
3.3.2.c. Alternative No.3: Gravity Flow to Two New Pump Stations....... 3.10
3.3.3. Recommendation................ ............................... .............. ............................. 3.13
SECTION 4 - ESTIMATED COSTS
4.1. WATER DISTRIBUTION SYSTEM IMPROVEMENTS.......................................... 4.1
4.2. SANITARY SEWER SYSTEM IMPROVEMENTS ................................................. 4.4
4.3. TOTAL........ ...... ... ... .. . .. .. . ... . . . ... . . . ..... . . . ... ... . ....... . . .. .. . ... .... .. .. . . .. .. . .. .. '" ... . .... .. . ..... . '" .... .. 4.6
APPENDIX - AERIAL MAPS
A. WATER DISTRIBUTION SySTEM................................................................... Insert
B. SANITARY SEWER SySTEM................................................................... ........ Insert
WIlSON
& COMPANY
TOC-l
X4-41O-090; Phase 02
SECTION 1 - EXECUTIVE SUMMARY
1.1. WATER DISTRIBUTION SYSTEM ANALYSIS
To provide the undeveloped residential and developed/undeveloped light industrial area within
the Master Utility Plan area from Euclid A venue on the north, North Street on the south, the Dry
Creek Channel on the east, and the Flood Control Levee on the west with water service, three
alternatives were analyzed in a hydraulic computer model of the existing water distribution
system in that area. The following proposed improvements are recommended to provide
adequate water flow and pressures in the Master Utility Plan area:
~ Phase I - Make a new connection to the existing 12-inch waterline at Grand Avenue and
Broadway Boulevard and install a new 12-inch waterline west along Grand Avenue
approximately 3,200 feet to the Flood Control Levee. This new 12-inch waterline
extension will provide fire flows of approximately 1,650 gpm at 20 psi within the light
industrial area.
~ Phase II - Install a new 12-inch waterline loop south of Grand Avenue cOlmecting the 12-
inch waterline along Grand Avenue in Phase I to the existing 12-inch wat(:rline at North
Street and Broadway Boulevard. This new 12-inch waterline loop will increase fire flows
to approximately 1,900 gpm at 20 psi within the light industrial area.
~ Phase III - Install a new 12-inch waterline loop within the proposed light industrial area
north of Grand A venue making two connections to the 12-inch waterline along Grand
Avenue in Phase I. The addition of this new 12-inch waterline loop will increase fire
flows to approximately 2,050 gpm at 20 psi within the light industrial area.
~ Phase IV - Install a new 8-inch waterline loop within the proposed residential area
making a new connection to the existing 8-inch waterline west of the intersection of
Euclid A venue and Ninth Street and connecting to the 12-inch waterline loop in Phase
III. The addition ofthis new 8-inch waterline loop will increase fire flows to
WIlSON
&COMPANY
1.1
X4-41O-090; Phase 02
approximately 2,300 gpm at 20 psi within the light industrial area and provide
approximately 1,600 gpm at 20 psi within the residential area.
As depicted in Table 1.1. below, construction costs for these water distribution system
improvements are estimated at $1,431,822 which includes materials, installation, engineering,
land acquisition, and contingency for all phases.
Table 1.1. Water Distribution System Cost Estimate (2005 Dollars)
Phase I $269,891.00
Phase II $367,281.00
Phase III $375,906.00
Phase IV $418,744.00
SUBTOTAL $1,431,822.00
1.2. SANITARY SEWER SYSTEM ANALYSIS
To provide the undeveloped residential and developed/undeveloped light industrial area within
the Master Utility Plan area from Euclid Avenue on the north, North Street on the south, the Dry
Creek Channel on the east, and the Flood Control Levee on the west with sanitary sewer service,
three alternatives were analyzed. It is recommended to utilize gravity sewer lines, which
discharge into one new pump station. The following proposed improvements are recommended:
~ Phase Ia - Replace the existing 12-inch gravity sewer line along Front Street between
Ash Street and Pine Street with a 24-inch gravity sewer line. Install a new pump station
centrally located (just west of Dry Creek along Pacific Avenue extended) within the
Master Utility Plan area. Install a new 8-inch force main from the new pump station to
an existing sanitary sewer manhole located near the intersection of Pacific Avenue and
Broadway Boulevard.
~ Phase Ib - Install new 8-inch, lO-inch, and 12-inch sewer trunk lines south of the new
pump station to service the proposed light industrial area.
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1.2
X4-41O-090; Phase 02
~ Phase I1- Install new 8-inch and 10-inch sewer trunk lines north of the new pump station
to service the proposed residential area.
As depicted in Table 1.2. below, construction costs for these sanitary sewer system
improvements are estimated at $2,414,282 which includes materials, installation, engineering,
land acquisition, and contingency for all phases.
Table 1.2. Sanitary Sewer System Cost Estimate (2005 Dollars)
Phase Ia $862,141.00
Phase Ib $1,012,719.00
Phase II $539,422.00
SUBTOTAL $2,414,282.00
1.3. TOTAL SYSTEM ANALYSIS
Construction costs for all water distribution system and sanitary sewer system improvements
discussed previously are estimated at approximately $3,846,104 which includes materials,
installation, engineering, land acquisition, and contingency.
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&COMPANY
1.3
X4-41O-090; Phase 02
SECTION 2 - PURPOSE AND SCOPE
2.1. UTILITY PLANNING
The purpose of this Master Utility Plan is to provide the City with planning documents to assist
with potential residential and light industrial developments near the west end of Grand A venue.
The general boundaries of this Master Utility Plan were Euclid A venue on the north, North Street
on the south, the Dry Creek Channel on the east, and the Flood Control Levee on the west. The
adjacent area immediately south of North Street was also included in this general area. The total
Master Utility Plan area consists of approximately 350 acres. Some of this area is already
developed as light industrial, but a majority of it is undeveloped agricultural land. Refer to
Figure 2-1 for the boundaries ofthis Master Utility Plan and the proposed zoning for this area.
According to the Federal Emergency Management Agency (FEMA) map, the Master Utility Plan
area is protected from the one percent annual chance (1 DO-year) flood by the Flood Control
Levee, but portions of this area are subject to 1 DO-year shallow flooding where depths are
between one and three feet. Any new development within this area would need to be built above
the base flood elevations.
Recommendations have been developed for providing water service and sanitary s,ewer service to
this area based on the City's anticipation of this area becoming fully developed with residential
and light industrial land users. This Master Utility Plan identifies pipe sizes, locations, and right-
of-ways required for the water distribution system and sanitary sewer system that are to serve the
potential developments. Also included in this Master Utility Plan are the associated cost
estimates for the water distribution system and sanitary sewer system.
Not included as part ofthis Master Utility Plan is any storm drainage issues or improvements.
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& COMPANY
2.1
X4-41O-090; Phase 02
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I
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-
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J
LEGEND
= Residential (Undeveloped)
-176 acres
- Light Industrial (Developed)
- 88 acres
- Light Industrial (Undeveloped)
-84 acres
t
}(Or TO SCALE
WIlSON
& COMPANY
GRAND AVENUE MASTER UTILITY PLAN
BOUNDARIES AND PROPOSED ZONING
AGURE 2-1
TOTAL AREA - 350 acres
DSGN. MDS
XiI-410-090, Ph 02
DR.
JKP
DATE OCT 2005
CK. J~
FIGURE NO. 2-1
SECTION 3 - RECOMMENDATIONS
3.1. PLANNING
For purposes of this Master Utility Plan, a proposed street layout had to be assumed in order to
layout proposed water and sanitary sewer systems. For the residential area, it was assumed that
proposed streets would run east to west and north to south with two entrances: one entrance from
Euclid A venue and another entrance from Toby House Place (private street near the King
Industries properties that extends north from Grand Avenue to Pacific Avenue extended). For
the light industrial area, it was assumed that lots would be large enough to not require many
additional streets for access. Utilizing the existing cul-de-sac on Toby House Place and the road
within the developed light industrial area north of Grand Avenue and just west of Dry Creek, it
was assumed that only one proposed street would be necessary to connect Grand Avenue to
North Street.
3.2. WATER DISTRIBUTION SYSTEM
A water distribution system analysis was performed in July 2002 under a previous contract (WCI
File No. X2-41 0-051) with the City of Salina to analyze a portion of the water distribution
system using EP ANET 2.0 (hydraulic computer modeling software). The general boundaries of
the study were Grand Avenue on the north, North Street on the south, Broadway Boulevard on
the east, and the Flood Control Levee on the west. The purpose of this original water
distribution system analysis was to determine potential water distribution system improvements
necessary to provide adequate water service and fire protection flow rates for this area. This
original water distribution study identified a two-phase project of installing a new 12-inch
waterline tieing into an existing waterline at the intersection of Grand Avenue and Broadway
Boulevard looping to the west along Grand Avenue, then south prior to the Flood Control Levee,
then east along North Street, and tieing back into an existing line at the intersection of North
Street and Broadway Boulevard. Wilson & Company recently completed the design of Phase I
ofthis two-phase waterline improvement project, which included tieing into an existing l2-inch
waterline at the intersection of Grand Avenue and Broadway and installing a new l2-inch
waterline to the west approximately 3,200 linear feet, almost to the Flood Control Levee.
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3.1
X4-410-090; Phase 02
Actual water usage within the expanded Master Utility Plan area is unknown due to private water
systems, but it was assumed the average water usage would be twice the average sewer usage.
The average sewer usage would be one-third of the peak sewer usage calculated in Section 3.3.
Total assumed average water usage within the undeveloped residential area was 195 gallons per
minute (gpm) and total assumed average water usage within the developed and uI1ldeveloped
light industrial area was 330 gpm. This water usage is negligible when taking into consideration
the recommended fire demands within these areas. Utilizing the previous original water
distribution system analysis, in which the water system was calibrated using actual flow
information gathered from a select group of existing fire hydrants, the new waterlines within the
expanded Master Utility Plan area were added to the system and evaluated.
3.2.1. Alternatives
The three alternatives considered for this study involved maximum flows through the
new waterlines with a recommended fire flow demand of 2,500 gpm within the light
industrial area and 1,500 gpm within the residential area while maintaining a pressure of
20 psi. The following three alternatives were addressed throughout the water distribution
system analysis and were only addressed as a complete system upgrade with no phasing:
Alternative No.1 considered all 6-inch pipe, Alternative No.2 considered all 12-inch
pipe, and Alternative No.3 considered a 12-inch loop within the light industrial area with
8-inch pipe in the residential area. Subsequent discussions will address vairious proposed
phase implementations of the waterline installations. Maximum attainable fire flows are
listed for each individual phase.
Alternative No.1 was analyzed and negative pressures occurred at the recommended fire
flow demands. Therefore all 6-inch pipe is not large enough. Alternative No.2 was
analyzed and pressures were approximately 20-25 psi within the proposed light industrial
area and approximately 40-45 psi within the proposed residential area at the
recommended fire flow demands for each area. A 12-inch pipe within the proposed
residential area seemed a bit extreme, therefore Alternative No. 3 was then analyzed to
see if a smaller pipe size could be installed within the residential area. It was determined
that a 12-inch pipe within the light industrial area was adequate to handle a flow of
WIlSON
&COMPANY
3.2
X4-4] 0-090; Phase 02
approximately 2,300 gpm at 20 psi and an 8-inch pipe within the residential area was
adequate to handle a flow of approximately 1,600 gpm at 20 psi.
3.2.2. Recommendation
To maximize flow and pressure within the Master Utility Plan area and minimize piping
size, Alternative No.3 is recommended and the following improvements should be made:
~ Phase I - Tie into the existing 12-inch waterline at the intersection of Grand
Avenue and Broadway Boulevard and install approximately 3,200 linear feet of
l2-inch waterline west towards the Flood Control Levee (also Phase I of previous
original water distribution study). This new 12-inch waterline extension will
provide fire flows of approximately 1,650 gpm at 20 psi within the light industrial
area.
~ Phase II - Install approximately 1,400 linear feet of new l2-inch waterline south
at the west end of Grand Avenue; then east approximately 2,100 linear feet of
new 12-inch waterline to the existing 12-inch waterline at the inters,ection of
North Street and Broadway Boulevard (also Phase II of previous original water
distribution study). This new 12-inch waterline loop will increase fire flows to
approximately 1,900 gpm at 20 psi within the light industrial area.
~ Phase III - Install approximately 1,500 linear feet of new l2-inch waterline north
at the intersection of Grand A venue and the existing road within the developed
light industrial area north of Grand A venue and just west of Dry Creek; then west
approximately 1,500 linear feet with new l2-inch waterline; then south along
Toby House Place approximately 1,500 linear feet with new l2-inch waterline to
tie back into the l2-inch waterline along Grand Avenue. The addition of this new
l2-inch waterline loop will increase fire flows to approximately 2,050 gpm at 20
psi within the light industrial area.
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&COMPANY
3.3
X4-4 1[ 0-090; Phase 02
>- Phase IV - Tie into the existing 8-inch waterline approximately 600 linear feet
west of the intersection of Euclid Avenue and Ninth Street and install
approximately 1,500 linear feet of new 8-inch waterline towards the west; then
south approximately 1,200 linear feet with new 8-inch waterline; then west
approximately 750 linear feet with new 8-inch waterline; then south
approximately 1,250 linear feet with new 8-inch waterline to tie into the new 12-
inch waterline in the proposed light industrial area. The addition of this new 8-
inch waterline loop will increase fire flows to approximately 2,300 gpm at 20 psi
within the light industrial area and provide approximately 1,600 gpm at 20 psi
within the residential area.
See Appendix A (Insert) for a pictorial representation of these recommendl~d water
distribution system improvements. Estimated costs were also generated for these
proposed improvements and are provided in Section 4 of this report.
3.3. SANITARY SEWER SYSTEM
3.3.1. Projected Flows
The sanitary sewer system was analyzed as if the area north of the existing tree line,
otherwise known as Pacific Avenue west of Dry Creek, is to become fully developed
with residential sewer users and all other areas included within the Grand Avenue Master
Utility Plan area are to become fully developed with light industrial sewer users. The
sanitary sewer service areas are the areas within the Master Utility Plan boundaries minus
all existing and proposed right-of-ways. Within the Master Utility Plan area there are
areas that are currently developed as light industrial. It was assumed that the already
developed light industrial areas are not high wastewater contributors and their projected
wastewater flow is based on the number of employees per existing industry rather than
utilizing a flow rate per acre like is done for the undeveloped light industrial areas.
Utilizing this alternative method is the reason for the lower projected wastewater flow for
the developed light industrial area as compared to the undeveloped industrial area. All
projected peak wastewater flow rates are shown in Table 3.1.
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X4-41O-090; Phase 02
Table 3.1. Projected Peak Wastewater Flow Rates
Service Area Peak Flow
Acres Rate
Land Use
Residential
(Undevelo ed)
Light Industrial
(Undevelo ed
Light Industrial
(Develo ed)
140
3000'gpd/acre
420,000
0.65
83.5
80002 gpd/acre
668,000
1.03
45,0003 0.07
Total Flow: 1,133,000 1.75
Based on single family type development, population density of 10 people per acre, flow rate of 100
gallons per capita per day, and a peak to average factor of3.
22000 gpd/acre below KDHE minimum design standards for industrial land use.
3Based on flow rate of 20 gallons per capita per day, population density of 30 people per industry, existing
development of25 industries, and a peak to average factor of3.
82.5
At these projected peak flow rates, the gravity sewers will be designed to fllow at a depth
of two-thirds full for lines sized 8-inch through 18-inch, and, if flows necessitate, three-
quarters full for lines sized larger than 18-inch, in accordance with KDHE's minimum
design standards. Minimum slopes and the maximum flows through each size of pipe are
shown in Table 3.2.
T bl 3 2 p' S"
a e . . lPe lzm g
Peak Flow Pealt Flow
Pipe Diameter Minimum Slope4 (Factoredi (Factored)5
(in.) (%) ( 2pd) (ds)
8 00400 389,000 0,,60
10 0.248 562,000 0,,86
12 0.194 806,000 1..24
15 0.145 1,253,000 1..94
18 0.114 1,814,000 2,,80
21 0.092 2,851,000 4..42
. .
KDHE rmmmum desIgn standards.
5Maximum flow that pipe can handle (Peak Flow * Depth Factor).
Dividing the area to be serviced into a residential basin and a light industrial basin, it was
determined that mostly 8-inch pipe with a small amount of 1 O-inch pipe would be needed
to handle wastewater flows from the residential area and ultimately 12-inch pipe would
be needed to handle all the wastewater flows from the light industrial areas. However,
the light industrial area could be served with multiple sanitary sewer lines of smaller
diameter (i.e. 8-inch), which could tie into a larger diameter interceptor line.
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3.5
X4-41O-090; Phase 02
3.3.2. Alternatives
The following three alternatives for providing sanitary sewer service to th(: proposed
development area were evaluated:
3.3.2.a. Alternative No.1: Gravity Flow to Existing Manholes
There isn't an existing sanitary sewer manhole close to the area with a gravity sewer line
large enough to handle potential wastewater flows from the entire Master Utility Plan
area. Therefore the area would have to be divided into separate basins flowing into a few
different existing sanitary sewer manholes.
There is an existing sanitary sewer manhole located east of Dry Creek along Pacific
Avenue between Eleventh and Tenth Streets with an existing 12-inch gravity sewer line
exiting to the east that could possibly handle all wastewater flows from the residential
area. There is also an existing sanitary sewer manhole located east of Dry Creek near the
intersection of Broadway Boulevard and Grand Avenue with an existing 12-inch gravity
sewer line exiting to the east that could possibly handle the wastewater flows from some
of the light industrial area. The rest of the light industrial area could possibly gravity
flow into an existing sanitary sewer manhole located east of Dry Creek and Broadway
Boulevard along North Street with an existing 8-inch gravity sewer line exiting to the
east. All these existing gravity sewer lines currently carry wastewater flow from
developed areas east of Dry Creek and carry the flow to existing Pump Station No. I
located at Ash Avenue and Second Street. Pump Station No. I currently operates
approximately 9 hours per day and therefore has the capacity to run more fi'equently each
day and handle the additional flow.
As stated previously, each ofthese existing sanitary sewer manholes are east of Dry
Creek, which means that the new gravity sewer lines west of Dry Creek in the Master
Utility Plan area would have to be deep enough to cross the creek with adequate ground
cover and yet not be deeper than the inverts at the existing manholes in ord{:r to gravity
flow to existing Pump Station No.1. For example, the existing creek bed m:ar Grand
Avenue has a bottom elevation of approximately 1210.00 and the invert at the existing
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X4-41O-090; Phase 02
manhole near the intersection of Broadway and Grand Avenue is 1216.20. Therefore
utilizing this manhole to provide gravity sewer service to the specified area is not
possible and this is also the case at the other two creek crossings. Therefore, this
alternative is not recommended and will not be evaluated any further.
3.3.2.b. Alternative No.2: Gravity Flow to One New Pump Station
The second alternative evaluated was to construct a new wastewater pump station that
could handle all wastewater flows from the entire area to be serviced. This would
minimize creek crossings to only one crossing, which would only be the force main, and
therefore could just follow the contour of the existing ground. The new pump station
would add to overall operation and maintenance costs for the City, but the <construction
costs of this alternative would be less than that of constructing deep gravity lines with
multiple creek crossings.
The elevation of the existing ground within the Master Utility Plan area is fairly flat.
Therefore in order to keep the gravity sewer lines as shallow as possible, the best location
for the new pump station is a somewhat central location just west of Dry Creek between
the proposed residential and light industrial areas and near the end of the existing road
within the developed light industrial area. Since this location is near Dry Creek, it also
lends itself to minimizing the length of force main required to tie-into an existing sanitary
sewer manhole on the east side of Dry Creek.
The new force main will have to tie into an existing sanitary sewer manhole that has a
large enough gravity sewer line and therefore adequate capacity to handle current
wastewater flow and the additional wastewater flow from the new pump station. A new
pump station that could handle all wastewater flows from the area to be senriced would
be sized to pump a peak flow of 1,133,000 gpd or 785 gpm into an existing gravity sewer
line.
There is an existing sanitary sewer manhole, approximately 2,000 linear feet from the
new pump station, located near the intersection of Pacific A venue and Broadway
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3.7
X4-41O-090; Phase 02
Boulevard with an existing l8-inch gravity sewer line exiting to the east, which
eventually flows into existing Pump Station No.1. As stated previously, existing Pump
Station No.1 does have enough capacity to allow for this additional wastewater flow
based on current average run time of9 hours per day. Referring back to Table 3.2, an 18-
inch gravity sewer line at minimum slope can carry a maximum of 1,814,000 gpd or
1,260 gpm, which is adequate to handle all additional flow as long as it is currently only
at 37% capacity with all existing flow. City staff has indicated that the existing 18-inch
gravity sewer line is at or below this capacity with existing flow and able to handle all the
additional flow from the new pump station. City staff also indicated that the gravity
piping increases in size as it flows to existing Pump Station No.1, except where an
existing 21-inch pipe flows into a l2-inch pipe for a length of approximately 1,750 linear
feet along Front Street between Ash Street and Pine Street, which then flows into a 24-
inch pipe. Refer to Figure 3-1. The creation of this bottleneck within the existing gravity
sewer system should be corrected to increase the capacity within this piping. This
correction should take place prior to any additional flow being introduced into this
piping. Costs for replacement of this piping have been included in Section 4. It is also
recommended that the entire length of sewer line from the tie-in at the existing manhole
at Pacific A venue and Broadway Boulevard to existing Pump Station No. 1 be cleaned to
remove existing grit and solids which cause loss of capacity. Costs for this cleaning
potentially can be covered under the operation and maintenance budget for the sanitary
sewer system.
The next closest existing large diameter gravity sewer line is at a sanitary sewer manhole
approximately 5,000 linear feet from the new pump station, located near th€:: intersection
of North Street and Eighth Street. There is an existing 21-inch gravity sew€::r line exiting
to the east, which eventually flows into existing Pump Station No.1. Refenring back to
Table 3.2, a 2l-inch gravity sewer line at minimum slope can carry a maximum of
2,851,000 gpd or 1,980 gpm, which is adequate to handle all additional flow as long as it
is currently only at 60% capacity with all existing flow. City staff has indicated that the
existing 21-inch gravity sewer line is at or below this capacity with existing flow and able
to handle all the additional flow from the new pump station.
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&COMPANY
3.8
X4-4 1 0-090; Phase 02
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WllSOItI
& COMPANY
NOT TO SCALE
GRAND AVENUE MASTER UTILITY PLAN
REPLACE EXISTING 12-INCH SEWER LINE
WITH NEW 24-INCH SEWER LINE
DSGN. MDS DR. JKP CK. JMS
X4-410-090; Ph 02 DATE OCT 2005 FIGURE NO.3_I
It is recommended that the force main for the new pump station tie-into the existing 18-
inch sanitary sewer manhole as opposed to the existing 21-inch sanitary sewer manhole
because of costs associated with the additional 3,000 linear feet of force main required to
tie-into the 21-inch manhole. With the timeframe of potential development unknown,
one recommendation is that the City install one new pump station with wastewater pumps
that can handle approximately half of the potential flow (540,000 gpd or 375 gpm) and
when the area starts to become developed, monitor the amount of wastewater flow
projected from each new development and then install larger wastewater pumps in the
future when necessary, always monitoring the capacity ofthe existing gravity sewer lines
east of Dry Creek.
3.3.2.c. Alternative No.3: Gravity Flow to Two New Pump Stations
The third alternative evaluated was to split the wastewater flows from the area to be
serviced into two separate basins and construct two new wastewater pump stations.
Constructing two pump stations would add another creek crossing but this would only be
force main crossings. The new pump stations would add to overall operation and
maintenance costs for the City, but the construction costs of this alternative would be less
than that of constructing deep gravity lines with multiple gravity line creek crossings.
The new force mains will have to tie into existing sanitary sewer manholes that have
large enough gravity sewer lines and therefore adequate capacities to handle current
wastewater flows and the additional wastewater flows from each new pump station.
The new pump station that could handle all wastewater flows from Basin No.1, which
includes all of the residential area and a small portion of the light industrial area, would
be sized to pump a peak flow of700,200 gpd or 487 gpm into an existing gravity sewer
line. Table 3.3 shows the wastewater flows from Basin No.1.
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Table 3.3. Projected Peak Wastewater Flow Rates from Basin No.1
Peak Flow Peak Flow
Rate d
3000 I gpd/acre 420,000
Land Use
Residential
(Undeve1o ed)
Light Industrial
(Undevelo ed)
Light Industrial
(Deve1o ed)
Acrea e
140
0.65
33
80002 gpd/acre
264,000
0.41
16,2003
0.03
Total Flow: 700,200 1.09
Based on single family type development, population density of 10 people per acre, flow rate of 100
gallons per capita per day, and a peak to average factor of3.
22000 gpd/acre below KDHE minimum design standards for industrial land use.
3Based on flow rate of 20 gallons per capita per day, population density of 30 people per industry, existing
development of9 industries, and a peak to average factor of3.
This would mean that this new pump station would have to tie into an existing sanitary
sewer manhole that has a large enough gravity sewer line to handle its existing
wastewater flow plus the additional wastewater flows from this new pump station. There
is an existing sanitary sewer manhole located near the intersection of Pacific Avenue and
Broadway Boulevard with an existing l8-inch gravity sewer line exiting tOi the east,
eventually flowing into existing Pump Station No.1. As stated previously, existing Pump
Station No. 1 does have enough capacity to allow for this additional wastewater flow
based on current average run time of9 hours per day. Referring back to Table 3.2, a 18-
inch gravity sewer line can carry a maximum of 1,814,000 gpd or 1260 gpm, which is
adequate to handle the additional flow from the residential area as long as 1lt is currently
only at 61 % capacity with all existing flow. City staff indicated that this existing 18-inch
gravity sewer line is at or below this capacity with the existing flows and therefore able to
handle the additional flow from the new pump station serving Basin No.1.
The new pump station that could handle all wastewater flows from Basin No.2, which
includes most of the light industrial area, would be sized to pump a peak flow of 432,800
gpd or 301 gpm into an existing gravity sewer line. Table 3.3 shows the wastewater
flows from Basin No.2.
WIlSON
& COMPANY
3.11
X4-4 I 0-090; Phase 02
Table 3.4. Pro'ected Peak Wastewater Flow Rates from Basin No.2
Peak Flow Peak Flow
Rate d
80002 gpd/acre 404,000
Land Use
Light Industrial
(Undevelo ed)
Light Industrial
(Develo ed)
Acrea e
50.5
0.63
28,8003 0.04
Total Flow: 432,800 0.67
Based on single family type development, population density of 10 people per acre, flow rate of 100
gallons per capita per day, and a peak to average factor of3.
22000 gpd/acre below KDHE minimum design standards for industrial land use.
3Based on flow rate of 20 gallons per capita per day, population density of 30 people per industry, existing
development of 16 industries, and a peak to average factor of3.
This would mean that this new pump station would have to tie into an exis1ting sanitary
sewer manhole that has a large enough gravity sewer line to handle its existing
wastewater flow plus the additional wastewater flows from this new pump station. The
closest large diameter sewer line, which doesn't flow into the same trunk line as the
additional flow from Basin No. I, is at an existing sanitary sewer manhole approximately
2,500 linear feet from the new pump station and is located near the intersection of Grand
A venue and Ninth Street. This existing sanitary sewer manhole has an existing 12-inch
gravity sewer line exiting to the south, eventually flowing into the existing Pump Station
No.1. As stated previously, existing Pump Station No. 1 does have enough capacity to
allow for this additional wastewater flow based on current average run time of 9 hours
per day. Referring back to Table 3.2, a 12-inch gravity sewer line at minimum slope can
carry a maximum of 806,000 gpd or 560 gpm, which is adequate to handle the additional
flow from Basin No.2 as long as it is currently only at 46% capacity with all existing
flow. City staff indicated that this existing 12-inch gravity sewer line is at or below this
capacity with existing flows and therefore able to handle the additional flow from the
new pump station serving Basin No.2.
This alternative is more costly than having only one new pump station and the actual
wastewater flows from any new light industrial development is uncertain. The amount of
wastewater flows from the undeveloped light industrial area depends upon the type of
industry actually developed. Because of this uncertainty, it is recommended that the City
not go to the expense of installing two new pump stations unless the need actually arises.
WJISOItI
&COMPANY
3.12
X4-410-090; Phase 02
3.3.3. Recommendation
It is recommended at this time that the City go forward with Alternative No.2 and install
a wastewater system with only one new pump station which would be designed with the
ability to easily increase pump capacity at a later date, if needed, without replacing the
wet well, force main, electrical power, etc. It is also recommended that the City utilize a
phasing approach to the recommended improvements as follows:
~ Phase Ia - Replace the existing 12-inch gravity sewer line along Front Street
between Ash Street and Pine Street with a 24-inch gravity sewer line. At this time
the City should clean the existing gravity sewer line from the manhole at Pacific
Avenue and Broadway Boulevard to existing Pump Station No.1. Then install a
new pump station and force main.
~ Phase Ib - Install all the gravity sewer lines south of the new pump station, which
would provide sewer service to the entire light industrial area.
~ Phase II - Install all the gravity sewer lines and manholes north of the new pump
station, which would provide sewer service to the entire undevelopl~d residential
area.
See Appendix B (Insert) for a pictorial representation of these recommended sanitary
sewer improvements. Estimated costs were also generated for these proposed
improvements and are provided in Section 4 of this report.
WfISOIV
& COMPANY
3.13
X4-410-090; Phase 02
SECTION 4 - ESTIMATED COSTS
4.1. WATER DISTRIBUTION SYSTEM IMPROVEMENTS
Table 4.1a. Water Distribution System Cost Estimate (2005 Dollars)
Phase I (Grand Avenue Waterline)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $5,000.00 $5,000.00
Construction Staking 1 L.S. $5,000.00 $5,000.00
Water Pipeline, 6" 40 L.p. $25.00 $1,000.00
Water Pipeline, 12" 3,000 L.p. $35.00 $105,000.00
Directional Bore, 12" 200 L.p. $100.00 $20,000.00
Remove and Replace Pavement 200 S.Y. $50.00 $10,000.00
Resilient Gate Valve, 12" 3 Each $1,750.00 $5,250.00
Fire Hydrant & Valve Assembly 8 Each $3,000.00 $24,000.00
Tapping Sleeve & Valve, 12" x 12" x 12" 1 Each $4,000.00 $4,000.00
Tapping Sleeve & Valve, 6" x 6" x 6" 1 Each $3,500.00 $3,500.00
Seeding 1 L.S. $5,000.00 $5,000.00
SUBTOTAL $187,750.00
Land and Contingency (25%) $46,938.00
TOTAL Estimated Construction Cost $234,688.00
Engineering, Legal, Admin., etc. (15%) $35,203.00
TOTAL Estimated Project Cost $269,891.00
WIlSON
&COMPANY
4.1
X4-41O-090; Phase 02
Table 4.1b. Water Distribution System Cost Estimate (2005 Dollars)
Phase II (South of Grand A venue - Light Industrial Loop)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $10,000.00 $10,000.00
Construction Staking 1 L.S. $10,000.00 $10,000.00
Water Pipeline, 12" 3,300 L.F. $35.00 $115,500.00
Directional Bore, 12" 200 L.F. $100.00 $20,000.00
Remove and Replace Pavement 1,350 S.Y. $50.00 $67,500.00
Resilient Gate Valve, 12" 2 Each $1,750.00 $3,500.00
Fire Hydrant & Valve Assembly 5 Each $3,000.00 $15,000.00
Tapping Sleeve & Valve, 12" x 12" x 12" 1 Each $4,000.00 $4,000.00
Seeding 1 L.S. $10,000.00 $10,000.00
SUBTOTAL $255,500.00
Land and Contingency (25%) $63,875.00
TOTAL Estimated Construction Cost $319,375.00
Engineering, Legal, Admin., etc. (15%) $47,906.00
TOTAL Estimated Project Cost $367,281.00
Table 4.1c. Water Distribution System Cost Estimate (2005 Dollars)
Phase III (North of Grand A venue - Light Industrial Loop)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $10,000.00 $10,000.00
Construction Staking 1 L.S. $10,000.00 $10,000.00
Water Pipeline, 12" 4,500 L.F. $35.00 $157,500.00
Remove and Replace Pavement 700 S.Y. $50.00 $35,000.00
Resilient Gate Valve, 12" 4 Each $1,750.00 $7,000.00
Fire Hydrant & Valve Assembly 8 Each $3,000.00 $24,000.00
Tapping Sleeve & Valve, 12" x 12" x 12" 2 Each $4,000.00 $8,000.00
Seeding 1 L.S. $10,000.00 $10,000.00
SUBTOTAL $261,500.00
Land and Contingency (25%) $65,375.00
TOTAL Estimated Construction Cost $326,875.00
Engineering, Legal, Admin., etc. (15%) $49,031.00
TOTAL Estimated Project Cost $375,906.00
WIlSON
&COMPANY
4.2
X4-41O-090; Phase 02
Table 4.1d. Water Distribution System Cost Estimate (2005 Dollars)
Phase IV (Residential Loop)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $10,000.00 $10,000.00
Construction Staking 1 L.S. $10,000.00 $10,000.00
Water Pipeline, 8" 4,500 L.F. $30.00 $135,000.00
Directional Bore, 8" 200 L.F. $75.00 $15,000.00
Remove and Replace Pavement 1,400 S.Y. $50.00 $70,000.00
Resilient Gate Valve, 8" 5 Each $1,500.00 $7,500.00
Fire Hydrant & Valve Assembly 10 Each $3,000.00 $30,000.00
Tapping Sleeve & Valve, 12" x 12" x 8" 1 Each $3,800.00 $3,800.00
Seeding . 1 L.S. $10,000.00 $10,000.00
SUBTOTAL $291,300.00
Land and Contingency (25%) $72,825.00
TOTAL Estimated Construction Cost $364,125.00
Engineering, Legal, Admin., etc. (15%) $54,619.00
TOTAL Estimated Project Cost $418,744.00
WlISOIV
&COMPANY
4.3
X4-41O-090; Phase 02
4.2. SANITARY SEWER SYSTEM IMPROVEMENTS
Table 4.2a. Sanitary Sewer System Cost Estimate (2005 Dollars)
Phase Ia (Pump Station, Force Main, and Existing Sewer Rehab)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $10,000.00 $10,000.00
Construction Staking 1 L.S. $10,000.00 $10,000.00
Sanitary Sewer Force Main, 8" 1,800 L.p. $35.00 $63,000.00
Directional Bore, 8" 250 L.p. $75.00 $18,750.00
Remove and Replace Pavement 700 S.Y. $50.00 $35,000.00
Wastewater Pump Station Complete 1 L.S. $250,000.00 $250,000.00
Replace 12" with 24" Sanitary Sewer Pipeline 1,750 L.F. $100.00 $175,000.00
New Manholes along 24" Sanitary Sewer Pipeline 5 Each $5,500.00 $27,500.00
Connect to Existing Manhole 1 Each $500.00 $500.00
Seeding 1 L.S. $10,000.00 $10,000.00
SUBTOTAL $599,750.00
Land and Contingency (25%) $149,938.00
TOTAL Estimated Construction Cost $749,688.00
Engineering, Legal, Admin., etc. (15%) $112,453.00
TOTAL Estimated Project Cost $862,141.00
WlISOIV
&COMPANY
4.4
X4-41O-090; Phase 02
Table 4.2b. Sanitary Sewer System Cost Estimate (2005 Dollars)
Phase Ib (Light Industrial Area)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $10,000.00 $10,000.00
Construction Staking 1 L.S. $10,000.00 $10,000.00
Sanitary Sewer Pipeline, 8" 4,250 L.F. $45.00 $191,250.00
Sanitary Sewer Pipeline, 10" 1,700 L.F. $50.00 $85,000.00
Sanitary Sewer Pipeline, 12" 1,350 L.F. $55.00 $74,250.00
Standard Manhole 18 Each $4,500.00 $81,000.00
Remove and Replace Pavement 4,850 S.Y. $50.00 $242,500.00
Connect to Existing Manhole 1 Each $500.00 $500.00
Seeding 1 L.S. $10,000.00 $10,000.00
SUBTOTAL $704,500.00
Land and Contingency (25%) $176,125.00
TOTAL Estimated Construction Cost $880,625.00
Engineering, Legal, Admin., etc. (15%) $132,094.00
TOTAL Estimated Project Cost $1,012,719.00
Table 4.2c. Sanitary Sewer System Cost Estimate (2005 Dollars)
Phase II (Residential Area)
Description Estimated Unit Unit Price Extension
Quantity
Mobilization 1 L.S. $10,000.00 $10,000.00
Construction Staking 1 L.S. $10,000.00 $10,000.00
Sanitary Sewer Pipeline, 8" 5,150 L.F. $45.00 $231,750.00
Sanitary Sewer Pipeline, 10" 820 L.F. $50.00 $41,000.00
Standard Manhole 16 Each $4,500.00 $72,000.00
Connect to Existing Manhole 1 Each $500.00 $500.00
Seeding 1 L.S. $10,000.00 $10,000.00
SUBTOTAL $375,250.00
Land and Contingency (25%) $93,813.00
TOTAL Estimated Construction Cost $469,063.00
Engineering, Legal, Admin., etc. (15%) $70,359.00
TOTAL Estimated Project Cost $539,422.00
WlISOItI
&COMPANY
4.5
X4-410-090; Phase 02
4.3. TOTAL IMPROVEMENTS
Table 4.3. Total Cost Estimate (2005 Dollars)
Description Estimated Costs
Water Distribution System
Phase I $269,891.00
Phase IT $367,281.00
Phase ill $375,906.00
Phase IV $418,744.00
SUBTOTAL $1,431,822.00
Sanitary Sewer System
Phase Ia $862,141.00
Phase Ib $1,012,719.00
Phase IT $539,422.00
SUBTOTAL $2,414,282.00
TOTAL $3,846,104.00
WIlSON
&COMPANY
4.6
X4-41O-090; Phase 02