Diamond Drive Master Plan
DIAMOND DRIVE
MASTER PLAN
CITY OF
SALINA, KANSAS
Cliy'Of
Interstate 70 to Pleasant Hill Road
between Ninth Street & 2,660 ft. West of Ninth Street
FINAL ENGINEERING REpORT
October 2005
....... BUCHER, WilLIS & RATLIFF
....J.~ CORPORATION
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City of
Salina, Kansas
DIAMOND DRIVE MASTER PLAN:
Interstate 70 to Pleasant Hill Road
between Ninth Street & 2,660 Ft. West of Ninth Street
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City Commissioners
Deborah P. Divine, Mayor
Alan E. Jilka
Qonnie D. Marrs
,R. Abner Perney
Jphn K. Vanier II
CitvManager-
Jason Gage'
Director of Public Works
Shawn O'Leary, P.E.
Director of Utilities
Martha Tasker
City Engineer
Brad Johnson, P.E.
Director of Planning & Community Development
Dean Andrew
Address all information regarding this work to:
BUCHER, WILLIS & RATLIFF CORPORATION
609 W. North Street
Salina, KS 67401
Project No. 2005-0359.01
Ocotber 2005
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DIAMOND DRIVE MASTER PLAN
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City of Salina, Kansas
TABLE OF CONTENTS
1. SECTION 1 - EXECUTIVE SUMMARY ............................................................................... 1
1.1 Site Grading, Drainage and Streets................................................................................... 1
1.1.1 Site Grading and Drainage.................... ..... .......................................................... 1
1.1.2 Recommendation for Drainage............................................................................ 1
1.2 Water Distribution System ........ ......................................................... ............................... 2
1.2.1 Phased Approach to Development.............. ......................................................... 2
1.2.2 Replacement of 6-inch Water Line Segment .......................................................2
1.2.3 Water Line Construction Cost Estimate ..............................................................2
1.3 Sanitary Sewer Service..................................................................................................... 2
1.3.1 Gravity Sewer Service...... ...... ................... .............................................. ............. 2
1.3.2 Pump Station Replacement........... ..... .................................................................. 3
1.3.3. Sanitary Sewer System Cost Estimate ........... ..................................... ................. 3
1.4 Total Project..................................................................................................................... 3
2. SECTION 2 - SITE GRADING, DRAINAGE AND STREETS .............................................4
2.1 GeneraL................................. ............................................................................................ 4
2.2 Existing Conditions............................................................ ~ ............. ................................ 4
2.3 Proposed Conditions....................................................................... .................................. 4
2.3.1 Phase I............... ..................... ... ..................... ........................................ .............. 4
2.3.2 Phase II....................................... .......................................................................... 5
2.4 Recommendations............................................................................................................ 7
2.4.1 Phase I Estimate................................................................... ................................ 7
2.4.2 Phase II Estimate................................................................................ .................. 8
3. SECTION 3 - WATER DISTRIBUTION SySTEM................................................................ 9
3.1 GeneraL............................................................................................................................. 9
3.2 Altemati ves................................................................. ...................................................... 9
3 .3 Water Distribution System - Phase I ....................... .................. ............ .................. ....... 10
3 .4 Water Distribution System - Phase II................................................. ......................... ,.. 10
3.5 Recommendations and Costs......... ................................................................................. 11
4. SECTION4- SANITARY SEWER SERVICE .................................................................... 12
4.1 GeneraL...................:.............................................. ......................................................... 12
4.2 Anticipated Flows........................................................................................................... 12
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DIAMOND DRIVE MASTER PLAN
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City of Salina, Kansas
4.4 Existing Gravity Sewer Collection System .................................................................... 13
4.5 Proposed Gravity Sewer Collection System.. ..... ............................................................ 14
4.5.1 Alternative 1....................................................................................................... 14
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4.5.2 Alternative 2....................................................................................................... 15
4.6 Sanitary Sewer Recommendation .......... ........................................... ...................... ........ 16
4.7 Effect of Proposed Development Area on Downstream Pump Stations ........................ 16
4.7.1 Existing Wastewater Flow Routes........................................ ............................. 16
4.7.2 Existing Pump Stations....................................... ............................................... 16
4.7.3 Pump Station No. 28 (Thomas Park) ................................................................. 17
4.7.4 Pump Station No. 29 (Bosselman Travel Center)............................................... 17
4.7.5 Pump Station No. 30 (Diamond Drive Area)....................................:................ 17
4.8 KDHE Pump Station Guidelines.. .................................................................................. 17
4.9 Capacities of Existing Pump Stations....... ...................................................................... 18
4.10 Sanitary Sewer Service - Phase I ......................... ,..... ........ ..... ......... .............................. 18
4.11 Sanitary Sewer Service - Phase IT .................................................................................. 19
4.12 Cost Estimates - Phase I & Phase IT.................. ............... .............................................. 20
List of Tables
Table 1: Sub-Areas Acreage and Design Wastewater Flow................................................ 13
List of Appendices
APPENDIX A: FIGURES
Figure 1 - General Site & Drainage Layout
Figure 2 - Proposed Water Line Improvements
Figure 3 - Sub-Areas
Figure 4 - Existing Sanitary Sewer System
Figure 5 - Existing Sanitary Sewers
Figure 6 - Proposed Sewer Collection System
Figure 7 - Pump Station Locations
Figure 8 -Sanitary Sewer Service Phase II Schematic
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DIAMOND DRiVE MASTER PLAN
City of Salina, Kansas
1. SECTION I-EXECUTIVE SUMMARY
1.1 Site Grading, Drainage and Streets
1.1.1 Site Grading and Drainage
The proposed, light industrial development area is bounded by Interstate 70 on the south, 9th Street on
the east, Pleasant Hill Road on the north, and approximately 2,660 feet west of 9th Street on the west.
Two phases were developed as possible means for addressing storm drainage and runoff from the area.
The following improvements are recommended to provide storm drainage for the developed area.
. Extend Diamond Drive with curb and gutter, an enclosed storm sewer system,
and detention pond storage for the individual lots along Diamond Drive. This
constitutes Phase 1.
. Three alternatives were evaluated for Phase n. The basic concept is to create a
drainage ditch from Diamond Drive north to a detention pond south of Pleasant
Hill Road. Runoff will be conveyed to the north via this ditch.
Phase I improvements are estimated at $906,400 and Phase II is estimated at $547,700.
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1.1.2 Recommendation for Drainage
For ultimate development within the Master Plan area, the following improvements should be made:
. Phase I improvements shall be constructed as identified.. Extend Diamond Dri ve
westward with enclosed storm water system, construct detention ponds on the
individual lots, and direct the drainage south of Diamond Drive to the existing
Interstate 70 drainage system.
. Recommended Phase II improvements shall include construction of a drainage
ditch northward from Diamond Drive to Pleasant Hill Road, construction of a
detention. pond just south of Pleasant Hill Road, and replacement of a 36-inch
drainage pipe under Diamond Drive with a 24-inch pipe to create a backwater
situation.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
1.2 Water Distribution System
1.2.1 Phased Approach to Development
To provide the light industrial development area with an adequate water supply and to facilitate the
development, a phased approach to constructing water lines is recommended. Initial development
within the area is anticipated along Diamond Drive. Under the first phase, an 8-inch water line is
proposed. This line will extend westward from the existing 8-inch line along Diamond Drive and then
run northward and eastward tying into the existing system creating a loop in the southern portion of
the development area. The second phase includes an 8-inch loop encompassing the northern portion
of the area.
1.2.2 Replacement of 6-inch Water Line Segment
A 6-inch water line segment currently exists along Diamond Drive and serves the existing 8-inch line
that will become part of the proposed water line looping within the area. Under fire flow conditions,
this 6-inch segment becomes a bottleneck restricting the flow capacity. It is recommended that this
segment be replaced with an 8-inch line.
1.2.3 Water Line Construction Cost Estimate
Total costs for the two phases and the replacement of the 6-inch water line segment are estimated to be
approximately $269,900 for Phase I and $165,530 for Phase IT.
1.3 Sanitary Sewer Service
1.3.1 Gravity Sewer Service
It is recommended that the existing 8-inch sewer lines in the vicinity be extended to provide sanitary
sewer service for the entire area. Extending the existing sewer line westward along Diamond Drive
will serve the anticipated initial development and will constitute Phase I. Additional extensions from
sewer lines located on Monarch Dri ve and within the Ninth Street right-of-way will provide service as
development progresses. These additional extensions along with the replacement of Pump Station No.
30 will comprise Phase IT improvements.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
1.3.2 Pump Station Replacement
Pump stations receiving the flows from the development area will become overwhelmed. Replacing
Pump Station No. 30 with a larger capacity pump station will be necessary if the area is to fully
develop. Additionally, it is recommended that the discharge from Pump Station No. 30 be relocated to
a manhole located at Ninth and Otis A venue. This will greatly reduce the loads on Pump Stations No.,
28 and 29 and allow for growth in other potential development areas within the City. Again, this
pump station replacement and discharge relocation are anticipated as part of Phase n.
1.3.3 Sanitary Sewer System Cost Estimate
Total costs for Phase I of the gravity sewer system are estimated to be approximately $117,200. Total
costs for Phase n sanitary sewer improvements, including the replacement of Pump Station No. 30
with one having a 700 gallon per minute capacity, are approximately $788,800. The total for both
phases is therefore $906,000.
1.4 Total Project
The following illustrates the total preliminary cost estimate for both Phase I and Phase n
improvements. The estimates include street, drainage, water, and sanitary sewer improvements for the
development area.
Diamond Drive
Total Project Costs - Entire Development Area
Cost Estimate (2005 Dollars)
Phase I
Street & Drainage Improvements $ 906,400:00
Water System $ 269,900.00
Sanitary Sewer System $ 117,200.00
.. $
Total Phase I Improvements 1,293,500.00
Phase II
Street & Drainage Improvements $ 547,700.00
Water System $ 165,500.00
Sanitary Sewer System $ 788,800.00
Total Phase II Improvements $ 1,502,000.00
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
2. SECTION 2 - SITE GRADING, DRAINAGE AND STREETS
2.1 General
Within this section, the potential stormwater runoff is estimated; a preliminary location for a street is
discussed; drainage concepts are defined; alternatives for storm water detention and/or drainage of the.
site are evaluated; and anticipated construction costs associated with the identified improvements are
gl ven.
2.2 Existing Conditions I..
The existing site is bounded by Interstate 70 on the south, Ninth Street on the east, Pleasant Hill Road
on the north, with the western edge located approxiJatelY 2,660 feet west of Ninth Street and contains
roughly 172 acres. The eastern half of this site has Jeen platted and some development exists in the
southeast comer along Diamond Drive.
The site is in a FEMA floodplain and the existing ground generally slopes to the north. The area
generally drains northward into the south Pleasant Hill Road ditch, then eastward under Ninth Street.
From a previous Bucher, Willis & Ratliff Corporation project in the vicinity, the 100-year floodplain
elevation was determined to be approximately 1,223.25 feet above sea level.
2.3 Proposed Conditions
2.3.1 Phase I
Phase I includes constructing Diamond Drive as a two lane asphalt street with curb and gutter,
sidewalks, and a closed storm sewer system. For Phase I analysis, four lots with an assumed size of 10
acres adjacent to Diamond Drive were analyzed. See Figure 1. The City of Salina codes state that
new development must provide storm water detention restricting the peak runoff to be equal to or less
than the pre-developed site for a 25 year storm and also state that detention pond bottom cross-slopes
must be greater than 2% and contain the required volume of post-development runoff with an
additional one foot of freeboard. The Rational Method (Q=c*i* A) for determining runoff was used.
The pre-construction runoff would be approximately 16 cubic feet per second (cfs) per 10 acre lot.
The post-construction runoff would be approximately 55 cfs per lot. The detention pond size resulting
from these flows would have a footprint of approximately 2.5 to 3 acres, 25%-30% of the lot size. A
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
detention pond footprint of this size would iiot require piuuping to rid the storm water from the pond.
A detention pond with smaller footprint will require a pumping system to drain the pond.
. )
The two lots on the south side of Diamond Drive can.be drained to the south to the existing Interstate
70 north ditch via the detention ponds. Coordination with the Kansas Department of Transportation
(KDOT) will probably be necessary to drain storm water onto the KDOT right of way. The two lots
on the north side of Diamond Drive can be drained through the detention ponds to the storm sewer on
the north side of Diamond Dri ve. This water would then flow to the east and then south to the north
Interstate 70 ditch.
See Section 2.4.1 for estimated costs for Phase I.
2.3.2 Phase IT
Phase IT will expand Phase I to include constructing a two lane asphalt street from Diamond Drive
north to Pleasant Hill Road with curb and gutter and a drainage ditch from Diamond Dri ve northward
to the existing ditch on the south side of Pleasant Hill road. There is roughly 10' offall from the north
Diamond Drive ditch flowline to the south Pleasant Hill ditch flowline. A 150' roadway, utility, and
drainage easement would be recommended from Diamond Drive north to Pleasant Hill Road. This
ditch flow would then run into a detention pond sized for the area shown in Figure 2. The detention
pond would have a small outlet structure with flapgate. This would enable runoff from the site to be
controlled when the outlet ditch is flowing full and would prevent any high water peaks into the
existing ditch from the site after development.
Using the criteria mentioned in Phase I, the following table represents the drainage calculations for
Phase IT.
Pre-Development Post-Development
c i A Q c i A Q
Sub Area acres Cfs acres cfs
1 0.25 6 70 105 0.85 6 70 357
2 0.25 6 10.4 16 0.85 6 10.4 53
3 0.25 6 4.5 7 0.85 6 4.5 23
4 0.25 6 7.5 11 0.85 6 7.5 38
5 0.25 6 3.6 5 0.85 6 3.6 18
TOTAL 144 489
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
The proposed detention pond will require approximateiy 13 acre-feet of storage with an allowable
discharge of 144 cfs.
Because the area is in a FEMA floodplain, the drainage ditch and detention pond can provide a source
of fill for the properties to get the required building elevations. It is recommended that the soil be
tested to ensure that it is suitable for fill material for the building sites and roadway.
All lots adjacent to this drainage ditch as well as the north side of Diamond Drive could be drained
utilizing this drainage ditch. Three alternates were analyzed to utilize Phase I improvements with
minimal impact for use in Phase n. Alternate 1 would reset the 36" reinforced concrete pipe (RCP)
that was installed in Phase I under Diamond Drive flowing from north to south, so that the pipe would
flow from south to north instead. This alternate would require tearing out a portion of Diamond Drive
and replacing it when the pipe was reset and installing a new outlet pipe to the new drainage ditch.
Alternate 2 would reduce the size of the easternmost pipe on the south side of Diamond Drive from a
36" RCP to a 24" RCP. This would create a backwater condition west of this inlet and force the
remainder of the storm water to flow to the north and into the drainage ditch. Alternate 3 would leave
the Phase I improvements in place with no changes. New development within this alternate would
then utilize the drainage ditch and direct the storm water to the north.
See Section 2.4.2 for estimated costs for Phase n.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
2.4 Recommendations
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Phase I is recommend in it entirety. Phase II with Alternate 2 is recommended when development
north of Diamond Drive is warranted.
2.4.1 Phase I Estimate
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Diamond Drive with Storm Sewer
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Estimated
Description Quantity Unit Unit Price Extension
Phase I
Diamond Drive with Storm Sewer
Mobilization 1 L.S. 9,000.00 $ 9,000.00
Contractor Construction Stakina 1 L.S. 17,000.00 $ 17,000.00
Common Excavation 1 L.S. 20,000.00 $ 20,000.00
Asphalt SurfacinQ 2430 Ton 46.00 $ 111.,780.00
Curb & Gutter 3600 L.F. 14.00 $ 50,400.00
A5-3 Inlets . 6 Each 3,500.00 $ 21,000.00
Manhole 5 Each 3,700.00 $ 18,500.00
Sidewalk 2000 Sa. Yd. 27.00 $ 54,000.00
36" RCP 2935 L.F. 73.00 $ 214,255.00
36" End Section (RC) 1 Each 804.00 $ 804.00
Seeding & Erosion Control 1 L.S. 7,000.00 $ 7,000.00
Construction Subtotal $ 523,739.00
25% Land Acquisition & Construction Contingencies $ 130,934.75
Total Probable Construction Costs $ 654,673.75
15% EnQineerina, Adiminstrative, LeQal, Etc. $ 98,201 .06
ITotal Probable Phase I Costs $ 752,874.81
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Storm Water Detention (assuming one individual 10 acre lot size)
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Estimated
Description Quantity Unit Unit Price Extension
Phase I
Storm Water Detention (Assuming 10 Acre lot)
Mobilization 1 L.S. 600.00 $ 600~00
Contractor Construction StakinQ 1 L.S. 1 ,100.00 $ 1 ,100.00
Common Excavation 6025 Cu. Yd. 2.00 $ 12,050.00
24" RCP 100 . L.F. 45.00 $ 4 500.00
24" End Section (RC) 1 Each 405.00 $ 405.00
Seeding & Erosion Control 1 L.S. 3,000.00 $ 3,000.00
Pump (If Required) 1 Each 5,000.00 $ 5,000.00
Construction Subtotal $ 26,655.00
25% Land Acquisition & Construction Contingencies $ 6,663.75
Total Probable Construction Costs $ 33,318.75
15% EnQineering, Adiminstrative, Legal, Etc. $ 4,997.81
Total Probable Phase I costs $ 38,316.56
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The total estimated cost for Diamond Drive ($752,874.81) and the four 10 acre lots
(4*$38,316.56=$153,266.24) is $906,414.05.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
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2.4.2 Phase II Estimate
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Estimated
Description Quantity Unit Unit Price Extension
Phase II
Mobilization 1 L.S. 6,000.00 $ 6,000.00
Contractor Construction Stakina 1 L.S. 12,000.00 $ 12,000.00
Common Excavation 45650 Cu. Yd. 2.00 $ 91,300.00
24" RCP 375 L.F. 45.00 $ 16,875.00
36" RCP I 140 L.F. 73.00 $ 10,220.00
24" End Section 6 Each 405.00 $ 2,430.00
36" End Section 1 Each 804.00 $ 804.00
Headwall & FlaDaate 1 Each 2,500.00 $ 2,500.00
Curb & Gutter 5692 L.F. 14.00 $ 79,688.00
ASDhalt Surfacina 3200 Ton 46.00 $ 147,200.00
Seeding & Erosion Control 1 L.S. 12,000.00 $ 12,000.00
Construction Subtotal $ 381,017.00
25% Land Acquisition & Construction Contingencies $ 95,254.25
Total Probable Construction Costs $ 476,271.25
15% Enaineerina, Adiminstrative, Leaal, Etc. $ 71,440.69
Total Probable Phase II Costs $ 547,711.94
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
3. SECTION 3 - WATER DISTRIBUTION SYSTEM
3.1 General
The purpose of the water distribution system analysis was to determine the potential system
improvements required to provide average daily water demand, peak daily demand and fire demand
for the undeveloped area.
With the undeveloped area designated for Light Industrial use, and the wide range of water usage that
can be associated with industrial facilities, the projected water usage was estimated based on projected
sewer usage for the area. See Section 4.3 for projected sewer usage calculations. Based on previous
studies conducted for the City, it is assumed the average water usage will be twice the average sewer
usage for the area. The average daily water usage for the undeveloped area is estimated to be 345,600
gallons per day (gpd) or 240 gallons per minute (gpm). From Section 4.3, the projected daily sewer
flow is 518,400 gpd. This value contains a peaking factor of3. Thus, 518,400 gpddivided by 3, then
multiplied by 2 to obtain twice the average sewer usage yields an average daily water usage of 345,600
gpd.
Water distribution systems are generally sized and designed for providing adequate water for fire
protection. These design practices are based on the premise that fire flow requirements usually exceed
the normal consumptive, peak domestic, industrial and other demands imposed on the water system.
Minimum fire flow requirements as set by the International Fire Code are based on building size and
type of construction. Assuming the average building size would not exceed the largest existing
building in the area (approximately 59,000 sq. ft) and Type I construction for the new development,
the minimum required fire flow rate for the area is 2,500 gpm.
3.2 Alternatives
Numerous alternatives were evaluated for meeting the required water demands of the undeveloped
area. Each alternative was evaluated based on the ability to meet the required minimum fire flow
demand and maintain a minimum pressure of 20 psi in the system. Evaluation of the proposed line
sizes and capacity was conducted using CYBERNET Version 3.1. . No evaluation of the existing
distribution system was conducted to determine its available capacity. The water system
improvements were divided into two phases based on an assumed progression of development into the
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DIAMOND DRIVE MASTERPLAN
City of Salina, Kansas
area. See Figure 3, Proposed Water Line Improvements. It was assumed that initial development
would occur along Diamond Drive prior to the north and east sections of the area being developed.
3.3 Water Distribution System - Phase I
Phase I includes the area along Diamond Drive west of the existing 8-inch water line and
approximately 1200 feet north of Diamond Drive. Assuming initial development occurs along
Diamond Drive, two alternatives were evaluated for providing water service to the area. Alternative
No. 1A considered a new 6-inch loop connected to the existing 8-inch water line on Diamond Drive
and continuing approximately 1300 feet to the west, then 1200 feet north and 1300 feet east and
connecting to the existing 8-inch line at Monarch Road. Alternative No. 1B considered this same
route with an 8-inch water line loop.
Alternative No. 1A yielded system pressures below 20 psi at the required minimum fire flow demand.
Alternative No. 1B yielded higher pressures and flow capacity, however, the system could only
provide approximately 2,300 gpm at pressures above 20 psi. During the evaluation, it was noted that
the 8-inch line on Diamond Dri ve is served by a 6-inch line from Ninth Street. Replacement of this 6-
inch line with a larger line (8-inch) would provide additional flow capacity and system pressure to the
area. It is anticipated that flows of 2500 gpm can be achieved and pressures of 24 psi attained by
replacing the existing 6-inch segment with an 8-inch line.
3.4 Water Distribution System - Phase IT
Phase IT includes the area between Monarch Road and Pleasant Hill Road and approximately 1300 feet
west of Ninth Street. Two alternatives were evaluated for providing water service to the area.
Alternative No. 2A considered a new 6-inch loop connected to the existing 8-inch water line on
Monarch Road and continuing north approximately 1400 feet to Pleasant Hill Road then east 1300 feet
and connecting to the existing 8-inch line at Ninth Street. Alternative No. 2B considered this same
route with an 8-inch water line loop.
Alternative No. 2A yielded system pressures well below 20 psi at the required minimum fire flow
demand. Alternative No. 2B can achieve a flow 2700 gpm at 20 psi when replacing the 6-inch
segment along Diamond Drive with an 8-inch line.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
3.5
Recommendations and Costs
As development progresses in the Master Plan area, improvements to the water distribution system can
be phased in to accommodate the growth. Alternative No. IB and 2B are recommended to maximize
system pressures and flow rates for the Master Plan area. It is also recommended that the existing 6-
inch line on Diamond Drive be replaced with an 8-inch line to reduce the bottleneck effect in the area.
Phase I improvements include replacing the existing 6-inch line with a new 8-inch line. Costs
associated with the recommended improvements are listed below.
Water System Improvements
Cost Estimate (2005 Dollars)
Estimated
Description Quantity Unit Unit Price Extension
Phase I
.
Diamond Drive Line Replacement
Mobilization 1 L.S. 10,000.00 $ 10,000.00
New 8-inch Water line 1025 L.F. 30.00 $ 30,750.00
Connect to Existinq 2 Each 500.00 $ 1,000.00
Connect Existinq Hydrant 2 Each 500.00 $ 1,000.00
Bore Concrete Driveway 120 L.F. 75.00 $ 9,000.00
Water Line Loop
New 8-inch Water Line 3800 L.F. 30.00 $ 114,000.00
Connect to Existinq 2 Each 500.00 $ 1,000.00
Fire Hydrant Assembly 7 Each 3,000.00 $ 21,000.00
Construction Subtotal $ 187,750.00
25% Land Acquisition & ConstructionContinqencies $ 46,937.50
Total Probable Construction Costs $ 234,687.50
15% Enqineerinq, Administrative, Leqal, Etc. $ 35,203.13
Total Probable Phase I Costs $ 269,890.63
Phase II
Mobilization 1 L.S. 5,000.00 $ 5,000.00
New 8-inch Water Line 2700 L.F. 30.00 $ 81,000.00
Connect to Existinq 2 Each 500.00 $ 1,000.00
Fire Hydrant Assembly 7 Each 3,000.00 $ 21,000.00
Aqqreqate Surfacinq 1300 L.F. 5.50 $ 7,150.00
Construction Subtotal $ 115,150.00
25% Land Acauisition & Construction Continaencies $ 28,787.50
Total Probable Construction Costs $ 143,937.50
15% Enqineerinq, Administrative, Leqal, Etc. $ 21,590.63
Total Probable Phase II Costs $ 165,528.13
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
4. SECTION 4 - SANITARY SEWER SERVICE
4.1 General
The primary purposes of the sanitary. sewer analysis were to estimate the potential wastewater volume
produced from the Master Plan area, evaluate viable options for wastewater collection within the
designated area, evaluate the effects of the additional wastewater flow on the downstream pump
stations, and to develop projected costs associated with the proposed improvements.
4.2 Anticipated Flows
The Kansas Department of Health and Environment (KDHE) Minimum Standards of Design
recommends the following design flows for the various land use categories:
Commercial- 5,000 gallons per day per acre (gpd/acre)
Industrial - 10,000 gpd/acre
The City of Salina has designated the development area as Light Industrial. Total land area within the
boundaries identified is approximately 172 acres. Existing within this area are a few commercial
businesses reducing the area available for development to approximately 129 acres. Discussions were
held with the City of Salina representatives regarding the realistic amount of developable land. Due to
rights-of-way, drainage ways, easements, and building set-backs, it was mutually agreed to that the
amount of acreage actually available for development would be approximately fifty percent (50%) of
the area or 65 acres (129 acres divided by 2). As KDHE has no guideline for a Light Industrial
designation and due to the presence of some commercial enterprises, a design flow rate of 8,000
gpd/acre will be used to estimate sanitary sewer flows within the area. This has been the acceptable
practice in use by the City of Salina for similar developments.
4.3 Lots or Sub-Areas
Using preliminary plats and natural boundaries, the developable area was subdivided into eleven (11)
sub-areas. Figure 4 depicts these sub-areas. The approximate total acreage, the approximate
developable acreage and the design wastewater flow for each sub-area are listed in Table 1. The
design flows listed contain a peaking factor of 3.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
Table 1: Sub-Areas Acreage and Design Wastewater Fldw
Sub-Area
Approx. Acreage
Ac
18.2
36.0
36.0
7.5
6.3
3.6
3.2
2.1
3.1
4.1
9.0
Developable Acreage
Ac
9.1
18.0
18.0
3.8
3.2
1.8
1.6
1.1
1.6
2.1
4.5
1
2
3
4
5
6
7
8
9
10
11
4.4 Existing Gravity Sewer Collection System
Design Flow
d/Ac
8000
8000
8000
8000
8000
8000
8000
8000
8000
8000
8000
Total Flow:
Sub-Area Flow
d
72,800
144,000
144,000
30,400
25,600
14,400
12,800
8,800
12,800
16,800
36,000
518,400
Figure 5 illustrates the existing sanitary sewer collection system within the Master Plan area. This
existing system is comprised of eight (8) inch gravity sewer pipelines and manholes as indicated. The
8-inch lines running along the south side of Monarch Street and along the west side of Ninth Street
intersect the 8-inch line from the south side of Diamond Dri ve in the southwest quadrant of the Ninth
StreetlDiamond Drive intersection. From this location, the gravity sewer line flows eastward under
Ninth Street into Pump Station No. 30 as shown in Figure 5.
Additionally, a portion of ten (10) inch sewer line extends from the east side of Ninth Street, under
Ninth Street, and ends approximately 760 feet north of Monarch Road on the west side of Ninth Street
and a portion of eight (8) inch sewer line extends under Ninth Street from the east as well within the
Pleasant Hill Road right-of-way as shown in Figure 6. The map does not indicate the presence of
manholes at the end of these lines and the ends were not field located for purposes of this report.
The KDHE's Minimum Standards of Design states that gravity sewers 8-inch through I8-inch should
convey the design flow at two-thirds of the pipe depth. An 8-inch line at minimum grade and flowing .
two-thirds full can accommodate 389,950 gpd. A lO-inch line at minimum grade flowing two-thirds
full can handle 559,035 gpd.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
4.5 Proposed Gravity Sewer Collection System
4.5.1 Alternative 1
To reduce operation and maintenance expenses, a new wastewater pump station should be avoided if
possible. Due to the very minimal amount of physical relief (elevation difference) across the site and
the depth of the existing gravity sewer system, it is difficult to serve portions of the site with gravity
sewer service. Figure 7 illustrates one alternative for providing gravity service to the eleven identified
sub-areas discussed previously.
Referring to Figure 7, Lateral A is proposed as an extension of the existing 8-inch gravity sewer line
lying along the south side of Diamond Drive. This line can be extended westward to the west edge of
the proposed development site at minimum grade and have approximately 5 feet of cover over the pipe
at present elevations. Additional cover may be provided as essentially the entire development area is
below the 100-year floodplain elevation. Between 5 and 6 feet of fill material is necessary to elevate
any building site above the floodplain elevation of 1223.25 and may be placed over proposed Lateral
A. Sub-Area 1 and part of Sub-Area 2 would be served by this sewer extension. Initial development
is anticipated along Diamond Drive as discussed previously.
Lateral B, see Figure 7, is proposed as a T-shaped extension stemming from the existing manhole
located at the west end of Monarch Road. The north-south segment of this line would be located
within the proposed 150' roadway, utility, and drainage easement. The road serving the area may be
constructed at an elevation above the 100-year floodplain elevation. Lateral B could then be located
within this road fill. The fill would provide ample cover and freeze protection for the sewer line.
Furthermore, locating Lateral B within the road fill will enable extending the lateral northward and
southward as far as necessary in order to provide sewer service to Sub-Areas 2, 3, 5, 10, and 11. In the
event the road is not constructed above the floodplain elevation, the extent of the sewer line within the
proposed 150' easement will be limited due to the lose of cover over the sewer line. Portions of Sub-
Area 11 could also be serviced by the line currently in place along Diamond Drive.
Ditches are proposed along both sides of the roadway through the development area. Careful planning
must be utilized in establishing the ditch and roadway elevations. If Lateral B is located within the
roadway fill, service lines from buildings en route to Lateral B would cross the ditches. The ditch,
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
roadway, and sewer elevations should be coordinated to allow service line connection. It is worth
noting again that considerable fill is necessary to elevate the building sites above the floodplain and
depending upon how access is achieved to the individual buildings from the roadway, the individual
sewer service lines could be incorporated with the fill, entrance drive, etc. and be well-protected.
Otherwise, individual service lines may have insufficient cover or may be too high at the roadside
ditches.
4.5.2 Alternative 2
Another option for providing sanitary sewer service within the development area is to construct the
sewers such that they would drain toward the north as does the natural slope of the land. Flow would
then be collected in a pump station located just south of Pleasant Hill Road. With a new pump station
and all new sewers serving the area, the pipelines could be any size necessary. Another advantage to
this alternative is that the sewers could be constructed at the depths needed and would not be tied to
the depths of the existing sewers. The roadway would not need to be utilized to provide cover over the
pipelines. A disadvantage is that a pump station would be required.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
4.6 Sanitary Sewer Recommendation
The estimated wastewater flows for the area are shown in Table 1. Depending upon the di vision of the
flows into the respective laterals identified in Alternative 1, flow in a specific lateral may begin to
approach the KDHE recommended maximum amount for an 8-inch line. From Section 4.4., this
recommended flow is 389,950 gpd. However, due to the presence ofthe existing 8-inch sewer lines in
the vicinity, the likely possibility that anticipated flows can adequately be conveyed in 8-inch lines,
and the elimination of a new pump station, it is recommended that 8-inch gravity sewers be
constructed as detailed in Alternative 1.
Phase I would consist of the construction of Lateral A only. Phase IT would consist of the construction
of Laterals Band C and improvements to Pump Station No. 30 as discussed below~
4.7 Effect of Proposed Development Area on Downstream Pump Stations
4.7.1 Existing Wastewater Flow Routes
Under the sanitary sewer collection system described above, the wastewater flow would ultimately
enter City of Salina Pump Station No. 30. See Figures 5 and 8 for location. From here, flow is .
pumped under Interstate 70 and into Pump Station No. 29 - See Figure 8. Flow from Pump Station
No. 29 enters the gravity sewer system via a manhole located just east of Ninth Street and west of the
Bosselman Travel Center. Continuing straight southward along Ninth Street, flow then enters Pump
Station No. 28 as shown in Figure 8. From Pump Station No. 28, the flow is pumped to a manhole
located directly south along Ninth Street at Ninth and Otis A venue. From here, the wastewater flows
via gravity to Pump Station No. 1 and is subsequently pumped to the wastewater treatment plant.
4.7.2 Existing Pump Stations
Pump Stations No. 28, 29, and 30 are Smith & Loveless, wet well/dry well duplex pump stations. All
three contain two pumps with each pump's capacity rated at 300 gallons per minute (gpm). From City
provided data, the average daily flow was calculated for these three pump stations. The dataprovided
consisted of the pump run times, as read and recorded at the respective pump stations, and the
date/time the readings were taken. From this data, there is no possibility of calculating the amount of
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
the time both pumps ran simultaneously. As such, the assumption was made that at no time did both
pumps at a station run simultaneously or if they did, each pump was still capable of 300 gpm.
4.7.3 Pump Station No. 28 (Thomas Park)
Following the assumption outlined above and assuming the station's run time or hour meters are
operating correctly, the average daily flow for Pump Station No. 28 was calculated. The average daily
flow is approximately 98,000 gallons per day (gpd).
4.7.4 Pump Station No. 29 (Bosselman Travel Center)
When applying the same assumptions previously described to this pump station, the calculated average
daily flows varied greatly - from 89,000 gpd to over 200,000 gpd. No consistency in the data was
apparent. Due to this inconsistency and because there were many more notes recorded by City staff
regarding maintenance/operational/problematic issues at this station, it appears that both pumps may
be frequently operating together thus reducing the 300 gpm flow rate per pump assumed or the hour
meters may be recording erroneously. Specifically noted were problems with pumps becoming
plugged with rags, towels, etc. at this pump station.
Recall that flow from this pump station ultimately reaches Pump Station No. 28. Flow from additional
sources also contributes to the volume pumped by Pump Station No. 28. Assuming the calculated
flow of 98,000 gpd at Pump Station No. 28 is relatively accurate, the average daily flow at Pump
Station No. 29 must be less. For purposes of this report, the average daily flow rate for Pump Station
No. 29 shall be 95,000 gpd.
4.7.5 Pump Station No. 30 (Diamond Drive Area)
Once again, based on the data provided and the same assumptions listed above, the average daily flow
for Pump Station No. 30 is estimated to be 88,300 gpd.
4.8 KDHE Pump Station Guidelines
Per the KDHE Minimum Standards for Design, the pump cycle time in a duplex pump station should
not be less than 5 minutes. A five minute pump cycle time means a given pump would start 12 times
per hour. The pump cycle is defined as the interval of time between two consecuti ve pump starts or
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
Pump operates 2.5 minutes and is off 2.5 minutes per cycle.
300 gpm x 2.5 minutes x 12 times per hour x 24 hours per day = 216,000 gpd.
4.9 Capacities of Existing Pump Stations
Based on the KDHE guidelines, the capacity of the three pump stations discussed shall be regarded as
216,000 gpd each. Below is a listing of the additional average flow these three pump stations can
accept prior to reaching their designated capacity of 216,000 gpd.
Additional Capacity of Pump Station:
No. 28 (Thomas Park): 216,000 gpd - 98,000 gpd = 118,000 gpd additional capacity
No. 29 (Bosselman): 216,000 gpd - 95,000 gpd = 121,000 gpd additional capacity
No. 30 (Diamond Drive): 216,000 gpd - 88,300 gpd = 127,700 gpd additional capacity
\
Table 1 estimated the wastewater flow for the area when fully developed to be over 518,000 gpd. As
development proceeds in the area, the downstream pump stations will exceed their capacities.
Because it is difficult to predict the potential industry types and their contributing wastewater flows,
the downstream pump stations must be closely monitored as the area develops to ensure that their
capacities are not exceeded.
4.10 Sanitary Sewer Service - Phase I
The recommendation stated previously is to construct Lateral A as the Phase I improvement. Flow
will be collected from the development area and routed to Pump Station No. 30. It is assumed that the
flow collected by Lateral A and added to Pump Station No. 30 will not be sufficient to exceed the
downstream pump station's capacity. Depending upon the water used, this mayor may not be the
case. Careful monitoring of the additional flows is necessary as development progresses so that
downstream pump stations do not become overloaded.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
4.11 Sanitary Sewer Service - Phase II
The concept for Phase II is as follows. Lateral B and Lateral C will be constructed as the site develops
to the north of Diamond Dri ve. Due to the age, physical condition, and to relieve both Pump Station
No. 28 and No. 29, Pump Station No. 30 should be replaced as a part of Phase II. As flows begin to
increase from the development area, Pump Station No. 28 will become overloaded first. As the
capacity of Pump Station No. 28 nears, the 8-inch force main from Pump Station No. 30 should be
intercepted just prior to entering Pump Station 29 and extended southward to the manhole located at
Ninth and Otis Avenue as illustrated in Figure 8. A 12-inch gravity sewer line exists at this location.
Careful monitoring of this 12-inch line is recommended to ensure its capacity isn't exceeded as the
pump stations are upgraded. Extending the force main as described would result in a continuous force
main from Pump Station No. 30 to the identified manhole and would not require another Interstate 70
crossing. New 8-inch force main is recommended for the distance between the. proposed pump station
and the Interstate 70 westbound off ramp. Reportedly, new force main was constructed under both
ramps and the driving lanes as part of the recent I-70lNinth Street interchange improvements.
Installation of new force main from the ramp northward to the pump station will essentially result in a
new force main through a majority of the distance from Pump Station No. 30 to the discharge
manhole.
The load on Pump Stations No. 28 and No. 29 will be greatly reduced with the replacement of Pump
Station No. 30 and rerouting of the force main as described. This may be particularly beneficial for
Pump Station No. 28 as this station ultimately receives flow from Pump Station No.8 (Stimmel Road)
and Pump Station No. 17 (North Ohio Street). Reducing the load on Pump Station No. 28 would
allow for growth in the areas served by Stations No.8 and 17. It is anticipated that the area served by
Station No. 17 may see considerable growth due to the potential development of the Ohio
StreetJInterstate 70 interchange area.
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
4.12 Cost Estimates- Phase I & Phase II
Included below are the preliminary cost estimates for Phase I and Phase II.
Sanitary Sewer System Improvements
Cost Estimate (2005 Dollars)
Estimated
Description Quantitv .Unit Unit Price Extension
Phase I
Lateral A
Mobilization 1 L.S. 8,000.00 $ 8,000.00
Construction Staking 1 L.S. 4,500.00 $ 4,500.00
Seeding 1 L.S. 1,000.00 $ 1,000.00
8-inch Sanitary Sewer 1200 L.F. 45.00 $ 54,000.00
Precast Concrete Manholes 3 Each 4,500.00 $ 13,500.00
Connection to Exist. Manhole 1 Each 500.00 $ 500.00
Construction Subtotal $ 81,500.00
25% Land Acquisition & Construction Continqencies $ 20,375.00
Total Probable Construction Costs $ 101,875.00
15% Enqineerinq, Administrative, Leqal, Etc. $ 15,281.25
Total Probable Phase I Costs $ 117,156.25
Phase II
Laterals B & C, New 700 apm Pump Station
Mobilization 1 L.S. 20,000.00 $ 20,000.00
Construction Stakinq 1 L.S. 6,000.00 $ 6,000.00
Seeding 1 L.S. 4,500.00 $ 4,500.00
8-inch Sanitary Sewer 200C L.F. 45.00 $ 90,000.00
Precast Concrete Manholes € Each 4,500.00 $ 36,000.00
Connection to Exist. Manhole ~ Each 500.00 $ 1,000.00
8-inch Force Main 600e L.F. 35.00 $ 210,000.00
Remove & Replace Surfacinq 60e S.Y. 50.00 $ 30,000.00
Remove & Replace Curb & Gutter 5e L.F. 25.00 $ 1,250.00
700 gpm Submersible Pump Station - Complete 1 L.S. 150,000.00 $ 150,000.00
Construction Subtotal $ 548,750.00
25% Land Acquisition & Construction Continoencies $ 137,187.50
Total Probable Construction Costs $ 685,937.50
15% Engineerinq, Administrative, Legal, Etc. $ 102,890.63
Total Probable Phase II Costs $ 788,828.13
P:\200S.03S9\DlAMOND DR. MASTER PLAN\OI\REPORnDIAMONDDR-MASTER.DOc
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DIAMOND DRIVE MASTER PLAN
City of Salina, Kansas
APPENDIX A: FIGURES
Figure 1 - General Site & Drainage Layout
Figure 2 - Proposed Water Line Improvements
Figure 3 - Sub-Areas
Figure 4 - Existing Sanitary Sewer System
Figure 5 - Existing Sanitary Sewers
Figure 6 - Proposed Sewer Collection System
Figure 7 - Pump Station Locations
Figure 8 - Sanitary Sewer Service Phase II Schematic
Bucher, Willis & Ratliff Corporation - Appendix A
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CORPORATION
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