02-19-98 WSL.___._..--._!- 1
lor,
�-� l
— -- — -:zj
EXISTING
120 FT. ROW
I
I
SANITARY SEWER
r
S
O\ _ '� —--------- ' ----------------1 r� f
o ~ Ce'sgsANITARY SEWER AND 16"16 DIP WATERMAIN— \
IJFAIN IN FRONT OF HOUSE/ I / IN JACKED CASING PIPE
8"o PVC SANP�ARYISEWER
WATERMAII = �� JACKED CAS�NG PIPE oOtoD
ISH AVE, NEE 1�5"m PVC SANIT
' T—
WA AIN
L7-t o0 0 100 200
'i
SCALE / IN FEET
dIF"'
4 DIP ATERMXIN
II
� I -I
I
i
i
I
Q ,o
QQ�
r -
864.5
x
059.7 \
1 �
Jx 860.8 I
i I
I
x 865.0 \ /
\ x 862.9 /
1
\ � I
S
I / x 859.5
II865.1
T##
x 859.1
Jon$`
x
\` o
o
I I
863.9
x 858.9
I
x 8 64.5
/
I
I 863.0 ---�
/ I x 858.4
\
863.0
x 1
I
\ x 858.8
I
x 1862.7
x 863.2
x 864,6
1 \ �
I x882.3
1
\
1_OF T.
x 865.3
o�
\
860.6
x
x 858.8
1
860--
—860--
1
-
-- ,
_� r
o \
0 I x 864.7
/
\
-n
\
\
x
m
N
866.4
1
x 863.4
\
x 664.8 I
059.7 \
1 �
Jx 860.8 I
i I
I
x 865.0 \ /
\ x 862.9 /
1
\ � I
S
I / x 859.5
II865.1
x 859.1
�
\
o
I I
x 858.9
I
x 8 64.5
/
I
I 863.0 ---�
/ I x 858.4
863.0
x 1
I
\ x 858.8
x 1862.7
861.9
x
1 \ �
I x882.3
1_OF T.
860.6
x
x 858.8
860--
—860--
z
-
-- ,
_� r
873.1
65.7
x t I it
x
x 872.2
x 8�_7��1--..33
o
x895.\��\\1111 IIIIJ
�c �� �\ � l i 11 IIII►ll 1 1 1 1
890
_ �)Illlllll �ll
- - ego \ \ \ \
x 871.4 \ 1
w II
865.3 II
870.1
I x 869.5 I 1 ,
i68.6 x_x 8744
x 869.3 870.6x
x x
F`
869.7
x 87
t
x 870.4
yy �� 870,
"1
x 871.4
1
x `
/ x 870.9x I
\ �� ® x 870.5
/ x I
Irl
/ x 871.4 x 870.7 ,
x 870. I
/ x 870.8 /
x 871.5
Lx 869.6
�\�xI876.2 \ \
x 870.7
I 1170- I It /--"'
x 8702 869.8
I n III 861.8 87o --
i
� Illll�aAl
IJ
h 4 FT.. FT. �I
17
CS
1 r-4
x 871.2
Ln
x 870.4
p
- I 1
x 875.1
4
10 FT.1 i 1 x 874.9
0
N
x 875.8
z
1
S 1 '
.
i
I, 871.5 I ` x 875.1
/
K
x 970.8
o
Z
x 871.2 \
x 873.2
O
x 871.5
m
o
970.7 1
"�
\ \ l
x 873.1
x 87_
x 872.9
�
I
70 --Tx
t870-
x869.6> I ��
x 873
✓ x 71.0
870-
x 869.7y
-rx x x-7•--�--x
x
yy �� 870,
"1
x 871.4
1
x `
/ x 870.9x I
\ �� ® x 870.5
/ x I
Irl
/ x 871.4 x 870.7 ,
x 870. I
/ x 870.8 /
x 871.5
Lx 869.6
�\�xI876.2 \ \
x 870.7
I 1170- I It /--"'
x 8702 869.8
I n III 861.8 87o --
i
� Illll�aAl
IJ
h 4 FT.. FT. �I
17
CS
1 r-4
x 871.2
Ln
x 870.4
p
Fn
00
0
z
n
K
x 970.8
o
O
x 871.5
m
o
"�
o
I
W
668.7
3 F7 i
10 Fl `
i
y °'
I
f7 904.5
yp / J
SQA / I'
of A, y I"
70 �
:7 903.3
Z
-� --�--
9152 �! \ x 903.0
x 909.1
® ..904.6, .-
X X
909.E
x 912.5
761%- ST,
x 906.8
904 6'
x 918.7
A
x9l� 3
$1
904..5
®
I�
®y >
— x 91 .9 �l:SAFL37
7
t
i
914.5
i"
IJ i 891.3
x
i
x 909.1
< 912.5
onai
�1.7 903. X
�.
� x
x 904,6
09.E _.....
x 91 .9
v
x 903.0
x 893.3
x
896.8
* 9j*
x 916,5
922.1 \ ''
x I i x 909.11
x
924.7
X
O, .
928 7
i
91,4
892.5
x 919.0 x
x
x 917.2 1,
913.2�x-
U/C
x
#352201
1�
jll
1
ik
j
�I
x
890.8
6
x909.
IiII
25
9x10.4
r 912.7_
. FT.
I1
x
X00.3
I
Ii
x7�.2
�89
-�-x
x 906.5
lI
�
913:
4:-Lj901.6
I11
W883.6
9i 44
.'11111l
x;.
II
M
-rr
,
890.5W
I
352300
� I
� I
�
0 FT¢9
5
><J
X x
929.2
1+
f
926 3 \ x
\
i;
`9 4
Z
x
ii
I
x 9225
x 893.3
x
896.8
* 9j*
x 916,5
922.1 \ ''
x I i x 909.11
x
924.7
X
O, .
7x
--�
I
A
Z
1 I
928.3\\x2
4
! f
.
924.7
x 922.5
i %Thw
R
x 916.5
922.1
x
I:
, ` ,
x , 909
x 921.0
t
i
i
I
913.9
x 920.41
I 1
914
x
i
xx
9 y131133
OD
1
x 914.5
• �'
iN�'S;
1
!�
I
x 928.8
I90..
x 926.6
9292
I
I
917.2
x
x
9A54'
x 925.6
i
t
ls\-
#3�
#352300
I
• �
957!
I
I
I�
xx x
x
I
'II
926.2 924.7
930.0
I
i
x
-
I I i
X 925.6
x
426:8 I I I i In9273
I { Iii (ij1 x !
x j M4 x 926.5
0 x 926.3
,
it �I
,6
I i i
1 17
x
X 91321 .I I i
z
I x
'�17A V j ' II I ` 934.2
1 ¢
' 14 J 1 4
i
1. h5 3.2
xx .1919.6 i 9 x
P! �..� x 920.8
I 4 , x 934.4
,
I ,
l r 1 ! x 930.3
t.
N. E.
927.1 929.2
r; i vioce�cc 936.2
..x
923. ` 7 924.2
- f x "V93
940.9 �l"n
1 i 4J C>
W 922.1 V
M I 25 F ! 1 i1
x
931.3 ' 929.3 i
v 1I1 I � ' 1 i 1;•, 1, I '�
N. E.
-)o
aF3�
-14
0000
ET NE
0
City of Otsego
Potable Water Facilities
Feasibility Report
Phase I
1998/1999 Construction
Prepared by:
Hakanson
Anderson
Assoc., Inc.
I hereby certify that this plan, specification or report was prepared by me or under
my direct supervision and that I am a duly Registered Professional Engineer under
State of Minnesota Statutes Sections 326.02 to 326.16.
//o Y7 z -f "r/Q o
n A. Harwood, PE Reg. No. 11047 Date
January 1998
ot505.wwc
I. INTRODUCTION
II. PHASE I POTABLE WATER SYSTEM
A. Proposed Changes to June 1997 Potable Water Study
1. System Layout
2. Exhibit
B. 1998/1999 Proposed Construction
1. Water Source
a. Aquifer
b. Existing Well #1 - Redevelopment of Well #1
c. New Well #2
2. Pumps
a. Existing Submersible Pump #1
b. New Vertical Turbine Pump #2
3. New Pumphouse #1
a. Site Locations Exhibit
b. Pumphouse Sketch Exhibit
c. Chemical Feed
4. Storage
a. Tower #1 Site Location
b. Type
5. Distribution
a. Existing Watermain
b. Proposed Watermain
c. Pressure / Fire Flow Adequacy
6. Controls
a. Type
b. Location
January 1998
ot505.wwc
III. ESTIMATED COST OF WATER INFRASTRUCTURE
A. New Well #2 Cost Estimate
1. Ironton -Galesville
2. Mt. Simon -Hinckley
B. Estimated Construction Cost of Pumphouse #1
C. Elevated Water Storage Comparison
D. Phase I Total Estimated Cost
1. Alternative A - Ironton-Galesville/Fluted
2. Alternative B - Ironton-Galesville/Spheroid
3. Alternative C - Mt. Simon-Hinckley/Fluted
4. Alternative D - Mt. Simon-Hinckley/Spheroid
IV. STATE AGENCY REQUIREMENTS
A. Conversion to Municipal Well
B. Wellhead Protection Rule
C. Water Emergency & Conservation Plan
D. Fees/Permits for Construction
V. RECOMMENDATIONS
VI. APPENDIX
Al Proposed Preliminary Water Service System Overview Exhibit
A2 Geological Strata Exhibit
A3 Proposed Pumphouse Location Exhibit
A4 Preliminary Pumphouse Layout Exhibit
A5 Proposed Tower Site Location Exhibit
A6 Storage - Waterspheroid Type Exhibit
A7 Storage - Hydropillar (Fluted Section) Type Exhibit
January 1998
ot505.wwc
I. INTRODUCTION
The City of Otsego Resolution No. 97-21 authorized Hakanson Anderson
Associates, Inc. to prepare plans and specifications for the initial phase of the
proposed potable water system. This report contains preliminary engineering
design and requirements for Phase I - 1998/1999 construction of the proposed
water system.
This preliminary engineering and design report is based on the Potable Water
System Study dated June, 1997. The intent of this report is to provide pertinent
information regarding the Phase I potable water system.
II. PHASE I POTABLE WATER SYSTEM
A. Proposed Changes to June 1997 Potable Water Study
1. System Layout
Upon reviewing the layout plan in the Potable Water System Study of
June 1997, and upon a more complete preliminary design analysis, we
are recommending the following changes:
a. Locate Tower #1 near the intersection of CSAH 37 and TH 101.
The high land elevation at this location will eliminate building excess
tank structure. Increase the size of Tower #1 and eliminate the need
for a 3rd elevated tower.
b. Locate Well #2 at the old location of Tower #1 near the extension of
183rd Street in the Country Ridge Development. Construct a
single well house (pumphouse #1) at this site.
c. Route water from existing Well #1 to new Pumphouse #1 where the
water can be combied along with water from Well #2 for common
chemical treatment, metering and control.
d. Use the present 10 -inch watermain from existing Well #1 with an
additional 1400 LF of 10 -inch pipe to reach the proposed pumphouse
location. The 6 -inch pipe to the school will then be hooked up to the
new 16 -inch watermain in Parrish Avenue. This new school hookup
will not occur until Pumphouse #1, Well #2, and Tower #1 are
operating.
January 1998
ot505.wwc 1
2. Exhibit
The proposed preliminary water service system overview may be found
on page Al of the Appendix. This overview depicts the proposed water
system changes.
B. 1998-1999 Proposed Construction
1. Water Source
a. Aquifer
Well #1 draws water out of the Ironton -Galesville formation. This is
a sandstone formation and is approximately 120 feet below ground
surface at the well site. The depth of this formation varies
depending on the thickness of the above lying formations. In the
Otsego area the overlying formations include the Glacial Drift and the
Franconia formations. Well #1 does not provide the depth of
formation needed to obtain a 1000 gpm well.
The Ironton -Galesville formation, according to the information from
the State Geological service, is about 75 feet thick with some
variation. The record information available on the thickness of an
aquifer formation is determined mostly by well logs and drilling
samples taken at well construction sites. Interpretation of the
material retrieved from the drilling well holes and accuracy of data
gathering also varies. The most productive method to determine the
capacity of an aquifer to yield water is by test drilling at potential
well locations and by pumping the test wells.
The glacial drift located above the Ironton -Galesville is not able to
provide the quantity nor quality of water Otsego needs for the
municipal system. The next aquifer located below the Ironton -
Galesville is the Mt. Simon -Hinckley formation. It is approximately
150 feet deeper than the Ironton -Galesville formation and therefore
more costly to use as a water source. The 7 county metro area is
required by state law to not take water from the Mt. Simon -Hinckley
formation. This is a situation resulting from the questionable ability
of the formation to recharge. There are no restrictions for Otsego to
take water from the lower aquifer in the Mt. Simon -Hinckley
formation. It is recommended by the Minnesota Department of
Natural Resources (DNR) to use the best aquifers available. We
recommend that the Ironton -Galesville will produce the best quality
water when developed properly.
January 1998 2
0t505.wwc
The water quality of the Ironton -Galesville is good overall with an
acceptable iron and manganese content of 1.2 ppm total. High levels
of iron and manganese in water cause clothing stains. High iron
content also leaves water marks or rings on surfaces when oxidized.
The secondary maximum level for iron -manganese is 3.0 ppm,
however the iron -manganese total can be higher in water taken from
the Mt. Simon -Hinckley formation.
Recommended hardness levels in water shall be no more than 75-80
mg/L total hardness. The hardness of water in existing Well #1 is
365 mg/L. It is assumed treatment by individual user water softener
equipment will be utilized to treat this high hardness level. We have
estimated the cost of setting a well in either formation. See pages
10 and 11 for these cost estimates.
The exhibit on page A2 of the Appendix contains well logs of 6 wells
drilled in the Otsego -Elk River area that go deeper into the water
bearing aquifers. The location in the strata appears to change for
this formation as well as the thickness in these logs.
b. Existing Well #1 - Redevelopment of Well #1
In order to bring Well #1 up to the 500 gpm or more requirement, a
large open hole in the water bearing formation is necessary. The
current flow restriction on the well would be removed once the well
is put on the new system.
The well log and the past development experiences with Well #1
indicate that a larger open hole in the aquifer is necessary. This work
will need to be done after the Well #2, Tower #1 and Pumphouse #1
are constructed and operating, and the Otsego Elementary School is
on line.
The location of Well #2 has been proposed at the triangle property
off of 83rd Street purchased from John Lefebrve.
c. New Well #2
After further research of the information available for a deep well in
the area, we recommend test wells be completed in the area to
determine the best possible location for a well in the Ironton -
Galesville formation. We are proposing to drill initially at the City site
north of the school. The drilling and pumping of the test will provide
a yield of water in gpm per foot of aquifer. A resistivity test will also
be carried out to locate the water bearing formations in the test well.
January 1998 3
0t505.wwc
Other sites will also be considered for test wells if the primary site is
not acceptable.
It is our recommendation that a maximum of three test wells be
considered to locate an adequate water source. If the Ironton -
Galesville does not appear satisfactory we will consider the Mt.
Simon.
The discharge piping from the wells must be equipped with a check
valve, a shutoff valve, a pressure gauge, a means of measuring flow,
and a smooth nosed sampling tap located at a point where positive
pressure is maintained.
The location of, and yield from Well #2 is important to the water
facilities system design and operation. Therefore we recommend
the work to test the aquifer with test wells and pumping begin as
soon as possible. We estimated the cost as follows:
DRILL TEST WELLS
Mobilization, Permits, etc.
Drilling uncased holes
Pumping Test
Resistivity Test & Report
Restoration and Sealing
Holes
1 LS
1000 LF @ $10/LF
8 HRS @ $100/HR
3 EA @ $250/EA
3 EA @ $ 500/EA
Total Estimated Cost of
Drilling and Testing three -330 foot Test Wells
$ 1,000
$10,000
$800
$750
$1,500
$14,050
Since the estimate is under $25,000, the City is only required to
obtain quotes from at least 2 well drillers. We would need this done
as soon as possible and before the final specifications are written for
the construction of Well #2.
The estimated depth of 330 feet will take the well into the Mt.
Simon Aquifer. If adequate yield from the Ironton -Galesville
formation is not located, we may consider this formation.
2. Pumps
a. Existing Submersible Pump #1
The existing pump for Well #1 is a submersible pump with a design
capacity of 280 feet of head at 360 gpm of discharge. The maximum
January 1998 4
ot505.wwc
pump operation is at 500 gpm of discharge with 140 feet of head.
The pump shutoff is at 500 feet of head. This submersible pump
operates at 3600 rpm and is adequate to continue as the operating
pump for existing Well #1 as part of the proposed municipal water
system, assuming the redevelopment pumping tests are within the
condition stated previously.
b. New Vertical Turbine Pump #2
New Well #2 will be pumped by a vertical line shaft turbine pump.
The pump motor is mounted within a pumphouse, while a line shaft
turns the pumps in the well. We recommend a four stage vertical
pump designed at approximately 70 hp. This pump should operate
at approximately 1800 rpm and produce an efficiency of 85% or
better. At maximum operating discharge, this pump needs to produce
1,000 gpm and work against 275 feet of head. The design capacity
of pump #2 should be approximately 850 gpm of discharge against
300 feet of head. After installation, final pump tests will indicate the
vertical pump's operating parameters.
3. New Pumphouse #1
a. Site Locations Exhibit
The pumphouse is proposed to be constructed on the current city
owned land purchased from John Lefebrve. On page A3 of the
Appendix is a diagram of potential sites on the property where the
pumphouse and well could be located.
b. Pumphouse Sketch Exhibit
The pumphouse sketch is on page A4 of the Appendix. The building
will be brick exterior with a tar and gravel flat roof and a mansard
facia. This is a typical pumphouse building. The exact size has not
been determined, however the square footage will be approximately
600 sq. ft.
c. Chemical Feed
The pumphouse will be the central location for chemical feed required
by the Minnesota Department of Health (MDH) for both Wells #1 and
#2. One central pumphouse will be more efficient to chemically treat
the water, control each well, and meter the water for both wells.
January 1998 5
ot505.wwc
Continuous disinfection is recommended for all water supplies.
Chlorine is the preferred disinfecting agent. Chlorination may be
accomplished with liquid chlorine, calcium or sodium hypochlorites or
chlorine dioxide. The minimum residual at distant points in a water
distribution system should be 0.2 to 0.5 mg/L for free chlorine and
1.0 to 2.0 mg/L for combined chlorine.
Fluoridation is required by the MDH for all public water supplies. Use
of sodium fluoride, sodium silicofluoride, and hydrofluosilicic acid all
are alternatives that conform to the applicable American Water Works
Association (AWWA) standards. The proposed method of fluoride
feed must be approved by the reviewing agency prior to preparation
of final plans and specifications.
Additional equipment will be installed in the pumphouse in order to
add polyphosphates to the water to assist in reduction of iron levels
if necessary. Iron levels may vary over the years in the aquifer. The
use of chlorine oxidizes iron to form a particulate. Polyphosphates are
injected to hold the iron/manganese in suspension in order to prevent
oxidation by chlorine. Polyphosphate feed must be injected before
chlorine feed.
4. Storage
a. Tower #1 Site Location
The proposed water tower #1 will be located right off of County
State Aid Highway 37 between Parson Avenue and Quaday Avenue.
Please see page A5 of the Appendix for the proposed location.
Elevated storage tanks are used to maintain system pressure and
provide a reserve for emergencies and fire use. Elevated storage
should be provided in sufficient volume to meet the hourly variations
of demand on a maximum day.
b. Type
We investigated two types of elevated storage tanks which may be
used for storage, the spheroidal water tower and the hydropillar
(fluted section) water tower. Please see page A6 of the Appendix
for a depiction of a spheroidal water tower and page A7 of the
Appendix for a depiction of a fluted section water tower. Cost
estimates are provided for both types of water storage tanks in
Section III of this report.
January 1998 6
0605.wwc
We are recommending a 400,000 gallon hydropillar (fluted section)
tank with a 44.0 ft. diameter. This size hydropillar tank should have
a head range of 39.0 ft. and a pillar diameter of 24.0 ft. The bowl
base elevation should be at 1,015 feet. The maximum water
elevation is at 1,050 ft., which is also the initial water elevation.
The water tower should be sized for larger storage volume than the
250,000 gallons identified in the June 1997 study. We feel a larger
facility can be a justifiable consideration for the Water Tower #1.
We are proposing the future towers 1 and 3 be combined into one
tower with a capacity of 400,000 gallons to eliminate one of the
future storage sites. The cost of construction of storage towers
declines per gallon of volume as the tower size increases. Tower #1
should be 0.4 MGD if the daily demand of 800 units and a single fire
flow condition of 2 hours occurs. It would take the two proposed
wells at 1500GPM about 4.5 hours to fill a 400,000 gallon tower.
5. Distribution
a. Existing Watermain
The existing watermain consists of approximately 1,200 lineal feet of
10 -inch Class 52 DIP extending north from the existing Well #1 along
C.S.A.H. 42 and approximately 1,100 lineal feet of 6 -inch Class 52
DIP west from C.S.A.H. 42 service line to the Otsego Elementary
School.
b. Proposed Watermain
The proposed watermain for Phase I construction will consist of
approximately 14,000 lineal feet of 16 -inch Class 52 DIP, 1,300 lineal
feet of 12 -inch Class 52 DIP and 1300 lineal feet of 10 -inch Class 52
DIP. This distribution system will interconnect the existing Well #1,
New Well #2, New Tower #1, and Pumphouse #1 as Phase I of the
Otsego municipal water system.
Hydrants should be provided at each street intersection and at
intermediate points between intersections as recommended by the
Insurance Services Office (ISO). Hydrant spacing will range from
between 350 to 600 feet. Hydrant leads shall be a minimum of six
inches in diameter and auxiliary valves shall be installed in all hydrant
leads.
January 1998 7
ot505.wwc
Sufficient valves shall be provided on watermains so that
inconvenience and sanitary hazards will be minimized during repairs.
Valves should be located at a maximum of 500 foot intervals in
commercial districts and a maximum of one block or 800 foot
intervals in other districts.
c. Pressure/Fire Flow Adequacy
The entire water distribution system has been analyzed to show that
adequate pressure will be consistently maintained. The working
pressure at any point in the system shall stay above 35 psi and below
85 psi. An ideal pressure is around 60 psi. During fire protection
conditions, a minimum of 20 psi shall be maintained everywhere in
the system.
Fire flow requirements are established by the Commercial Risk Office,
more commonly known as the ISO. Residential fire flows and
commercial/industrial fire flows differ and must be considered
separately for design purposes.
In the City of Otsego, zoning guidelines specify a minimum 10 foot
side line setback. Therefore, the minimum spacing between buildings
on adjoining lots will be 20 feet.
The residential fire flow requirement is based on distances between
structures on urban and residential lots. Per the following table, the
required residential fire flow is 1,000 gpm.
Needed Fire Flow for One and Two Family Dwellings
Distance Between Buildings (feet)
Needed Fire Flow (gpm)
over 100
500
31-100
750
11-30
1,000
less than 11
1,500
January 1998 8
ot505.wwc
The commercial/industrial fire flow demand is determined by a
complex formula based upon building size and configuration,
construction material and type, and length of passageways within
a building. Each building must be analyzed individually to determine
the required fire flow demand. Per the ISO, existing fire flow
requirements for industrial and commercial structures in Wright
County range from 1,250 gpm to 3,500 gpm.
6. Controls
a. Type
A Supervisory Control and Data Acquisition (SCADA) system
allows for the entire water system to be controlled and regulated
from one central location. A SCADA system essentially is a
computerized system which contains controls for activation and
deactivation of all the well pumps, control of the water tower water
level, water pressure monitoring, and sewage lift station control.
The cost of such a computerized system can range from $10,000
to $100,000, depending on the complexity and size of the system.
The Phase I SCADA system cost estimate is approximately
$ 50,000.
b. Location
The SCADA system location needs to be discussed and decided
upon by the Otsego City Council. We have assumed that the
control for the water and sewer system will be located either at
City Hall or at the Public Works Garage. Another option is to
locate the controls at the pumphouse, which would require greater
space in the pumphouse. Space consideration could also be an
issue at the City Hall and/or Public Works Garage.
January 1998 9
ot505.wwc
III. ESTIMATED COST OF WATER INFRASTRUCTURE
CITY OF OTSEGO
1998/1999 COST ESTIMATE FOR PUBLIC WATER SUPPLY
IRONTON - GALESVILLE
WELL #2
TOTAL ESTIMATED COST OF WELL IN IRONTON-GALESVILLE FORMATION $78,650.00
January 1998 10
ot505.wwc
ITEM DESCRIPTION
EST.
QTY.
U/M
UNIT
PRICE
U/M
EXTENSION
1.
Mobilization/Demobilization
1
LS
$6,000.00
LS
$6,000.00
2.
Drill/Drive 30" Casing
100
LF
$135.00
LF
$13,500.00
3.
Drill 28" Open Hole
120
LF
$100.00
LF
$12,000.00
4.
Fill/Bail Open Hole
100
CY
$150.00
CY
$15,000.00
5.
Set 24" Casing
125
LF
$50.00
LF
$6,250.00
6.
Install Grout
6
CY
$300.00
CY
$1,800.00
7.
Furnish, Install & Remove
Development Equipment
1
LS
$5,000.00
LS
$5,000.00
8.
Develop Well/Sand
Removal
120
HR
$55.00
HR
$6,600.00
9.
Furnish, Install & Remove
Test Pump Equipment
1
LS
$6,000.00
LS
$6,000.00
10.
Test Pump Well
40
HR
$50.00
HR
$2,000.00
11.
Disinfect Well
1
LS
$200.00
LS
$200.00
12.
Gamma Log Well
1
LS
$800.00
LS
$800.00
13.
Video Record Well
1
LS
$500.00
LS
$500.00
14.
Report/Permit/Submittals
1
LS
$1,000.00
LS
$1,000.00
15.
Site Restoration
1
LS
$2,000.00
LS
52,000.00
TOTAL ESTIMATED COST OF WELL IN IRONTON-GALESVILLE FORMATION $78,650.00
January 1998 10
ot505.wwc
CITY OF OTSEGO
1998/1999 COST ESTIMATE FOR PUBLIC WATER SUPPLY
MT. SIMON - HINCKLEY
WELL #2
TOTAL ESTIMATED COST OF WELL IN MT. SIMON - HINCKLEY $102,000.00
January 1998 1 1
0t505.wwc
ITEM DESCRIPTION
EST.
QTY.
U/M
UNIT
PRICE
U/M
EXTENSION
1.
Mobilization/Demobilization
1
LS
$7,000.00
LS
$7,000.00
2.
Drill/Drive 30" Casing
250
LF
$135.00
LF
$33,750.00
3.
Drill 28" Open Hole
100
LF
$100.00
LF
$10,000.00
4.
Fill/Bail Open Hole
45
CY
$150.00
CY
$6,750.00
5.
Set 24" Casing
300
LF
$50.00
LF
$15,000.00
6.
Install Grout
16
CY
$300.00
CY
$4,800.00
7.
Furnish, Install & Remove
Development Equipment
1
LS
$8,000.00
LS
$8,000.00
8.
Develop Well/Sand
Removal
80
HR
$50.00
HR
$4,000.00
9.
Furnish, Install & Remove
Test Pump Equipment
1
LS
$6,000.00
LS
$6,000.00
10.
Test Pump Well
40
HR
$55.00
HR
$2,200.00
11.
Disinfect Well
1
LS
$200.00
LS
$200.00
12.
Gamma Log Well
1
LS
$800.00
LS
$800.00
13.
Video Record Well
1
LS
$ 500.00
LS
$ 500.00
14.
Report/Permit/Submittals
1
LS
$1,000.00
LS
$1,000.00
15.
Site Restoration
1
LS
$2,000.00
LS
$2,000.00
TOTAL ESTIMATED COST OF WELL IN MT. SIMON - HINCKLEY $102,000.00
January 1998 1 1
0t505.wwc
CITY OF OTSEGO
ESTIMATED CONSTRUCTION COST OF PUMPHOUSE #1
Building 30' X 20' X $100/SF
$60,000
Turbine Pump, Motor, Limeshaft & Base
$30,000
Piping, internal
$15,000
Control (SCADA)
$50,000
Electrical
$15,000
Chemical Treatment
$20,000
Site Grading & Landscaping
$ 3,000
Road Access
2,000
Total Estimated Cost of Pumphouse
$195,000
January 1998 12
0t505.wwc
ELEVATED WATER STORAGE CONSTRUCTION COST COMPARISON
Waterspheroid Type
Base Cost Includes
Waterspheroid Type
Hydropillar (Fluted Section) Type
Capacity (gallons)
Base Cost Site Specific Totals
Base Cost Site Specific Totals
250,000
$397,000
$60,000
$60,000
$429,000
$489,000
$60,000
$60,000
300,000
1 $430,000
400,000
$513,000
$60,000 a
$560,000
$60,000 Q
Waterspheroid Type
Base Cost Includes
Hydropillar (Fluted Section) Type
Base Cost Includes
- assume 4,000 psf soil bearing
- assume 4,000 psf soil bearing
- combined inlet/outlet riser pipe
- combined inlet/outlet riser pipe
- overflow pipe to grade
- overflow pipe to grade
- steel personnel door
- steel personnel door
- ladder along stem
- ladder along stem
- safety climbing device
- safety climbing device
- roof manhole for access to tank interior
- roof manhole access -tank interior
- tank bottom manhole
- tank bottom manhole
- access manhole
- access manhole
- roof vent
- roof vent
- foundation
- foundation
- interior/exterior paint
- interior/exterior paint
- valve vault and concrete floor
- center located drywell in tank
- steel condensate ceiling
- roof hatch with small vent
- (5) interior lights and obstruction lights
- painters exhaust opening in roof
- seal welding of roof and interior dry areas
- walkway to drywell
- access tube
- outside painters rail
- fluted tower vents
- painters lugs or couplings
- erection rods
Estimated Site Specific Additional Costs - Storage
(not included in based estimate)
Site Grading/Access Roads
$10,000
Landscaping
$2,000
Land Acquisition
$15,000
Valve Pit
$5,000
Logo
$6,000
Interior Concrete Floor
$3,500
Drainage Facilities
$5,000
Lightning Protection
$1,500
Electricity/controls above base price
$5,500
Outside piping & valving
$6,500
Total Estimated Additional Cost
$60,000
Other optional costs to consider for elevated storage tanks include interior space heaters,
tank insulation, and a cathodic protection system.
January 1998 13
ot505.wwc
City of Otsego
Water Service System
Phase I - 1998/1999 Construction
*NOTE: Please refer to the sanitary sewer report for all cost estimates associated
with water distribution.
ALTERNATIVE A (Alternative recommended by this report)
Tower (400,000 gal) Fluted Section $620,000
Well #2 (Ironton -Galesville Formation) $78,650
Pumphouse $195,000
Contingency 5% $ 44,683
Indirect Costs 25% $223,413
Total Estimated Project Cost $1,161,746
ALTERNATIVE B
Tower (400,000 gal) Spheroid $573,000
Well #2 (Ironton -Galesville Formation) $78,650
Pumphouse $195,000
Contingency 5% $42,333
Indirect Costs 25% $211,663
Total Estimated Project Cost $1,100,646
ALTERNATIVE C
Tower (400,000 gal) Fluted Section $620,000
Well #2 (Mt. Simon -Hinckley Formation) $102,000
Pumphouse $201,000
Contingency 5% $461150
Indirect Costs 25% $772,250
Total Estimated Project Cost $1,741,400
January 1998 14
ot505.wwc
IV.
ALTERNATIVE D
Tower (400,000 gal) Spheroid $573,000
Well #2 (Mt. Simon -Hinckley Formation) $102,000
Pumphouse $201,000
Contingency 5% $43,800
Indirect Costs 25% $219.000
Total Estimated Project Cost $1,138,800
STATE AGENCY REQUIREMENTS
A. Conversion to Municipal Well
Well #1 can continue to function as it is, currently servicing the Otsego
Elementary School, until both Well #2 and Pumphouse #1 are on line. The
following are requirements issued by the Minnesota Department of Health
(MDH) for conversion of an existing well to supply water for a municipal
system on a permanent basis:
1) The well must be televised and a copy of the tape must be provided to
the MDH in order to review the structural integrity of the well
construction, and verify the well has been constructed in accordance
with the current version of MN Rules 4725.
2) A log of the well must be submitted.
3) The city must own or control through permanent easement at a
minimum, the land within a 50 foot radius of the well.
4) A site inspection will be conducted by the MDH to determine site
acceptability regarding elevations, drainage, setbacks, etc.
5) Samples must be collected from the well and analyzed for water quality
parameters.
*NOTE: Requirement 1 above will not be necessary for the City of
Otsego since the existing well is fairly new and was constructed in
accordance with MN Rules 4725.
January 1998 15
0t505.wwc
B. Wellhead Protection Rule
Well construction plans for new municipal wells must include:
1) a map showing the preliminary delineation of the wellhead
protection area for the proposed well.
2) an assessment of the impacts that existing land use and water use
in this area may leave on the aquifer serving the proposed well.
C. Water Emergency and Conservation Plan
The Water Emergency and Conservation Plan is a plan that must be
submitted to the Minnesota Department of Natural Resources (DNR) prior to
approval of construction plans for new municipal wells. The plan must
address supply and demand reduction measures and allocation priorities and
must identify alternative sources of water for use in an emergency. Public
water suppliers must update the plan and submit it to the commissioner for
approval every ten years.
Public water suppliers serving more than 1,000 people must employ water
use demand reduction measures before requesting approval from the MDH
to construct a public water supply or before requesting an increase in the
authorized volume of appropriation. Demand reduction measures must
include evaluation of conservation rate structures and a public education
program that may include a toilet and showerhead retrofit program.
January 1998
ot505.wwc 16
D. Fees/Permits for Construction
The following table outlines the necessary fees and permits which must be
obtained before water infrastructure construction may begin:
Construction Plan or Permit
Agency
Submittal
Fee
Watermain
MDH
$150.00
Wells
MDH
$250.00
Pumphouses
MDH
$150.00
Chemical Feed
MDH
$150.00
Storage (Installation)
MDH
$300.00
National Pollutant Discharge
Elimination System Permit
MPCA
$ 85.00
Water Appropriation Permit
DNR
$ 75.00
Conditional Land Use Permit
City
-----
NOTE: MDH = Minnesota Department of Health
MPCA = Minnesota Pollution Control Agency
DNR = Department of Natural Resources
January 1998
ot505.wwc 17
V. RECOMMENDATIONS
1) Well #2 location shall be based on test well results from the Ironton -Galesville
formation and/or the Mt. Simon formation. Test well needs to be complete
before advertising for Well #2 construction.
2) Well #1 needs to be redeveloped to meet a 500 gpm production required at
the present location.
3) Combine proposed tower locations #1 and #3 to one site near TH 101 and
CSAH 737. Build a 400,000 gallon hydropillar (fluted section) elevated
storage tank.
4) Build Pumphouse #1 on the property recently purchased by the City near 83rd
Avenue. Well #2 will be pumped by a vertical turbine pump.
5) Control system to be centrally located by the council.
In conclusion, we are recommending Alternative A as the 1998/1999 Water
System for the City of Otsego. Alternative A includes a new 400,000 gallon
hydropillar (fluted section) elevated storage tank, a new well drawing water from
the Ironton -Galesville formation, and a new pumphouse with chemical feed for
both the existing well and the new well. The total estimated project cost for
Alternative A is $1,161,746.
January 1998 1 8
ot505.wwc
APPENDIX
January 1998
ot505.wwc 19
(nU" OO 0) V v OD OD (D n �tm*o1 m m
O O O O O O O O O ADo<
J J co O
DD OD 01 OD (A m
QadaQa' 4 r
r \ 1
—_ Ln (A O) V J V OD — --_—_— r
W O> j O W co J
a°a°aaVa Qa°a to T�
aQa°a °aQa A N y V1
a a a
0'4
44
cn A
aaaa°a aaac°a
a °a ° °
°°° °°°\v,.:
�
(11
01 J OD (O
o U y
V
� 0)
Error
.......... %I
O
N N W N0-3
D92
4.
�-,
a° ..sO�o LI1
°°:\° ^..111
V
OD O I
N O O N m
n tt
r
Mgr x
OD(D Z c
O Un O
M s�
�o(A
D m D
M
N
Ln Ln -- 4 ---T,cwL
O O O O O O O O O
.444
' °°°°
°a°a
a°a°
a°a°
P ;
y m _
Z Rli n o D A Jr. D D N D n r
A ' F m
—x
=� 876—lSIS 9 /
7� �k
83
11 884
885—�� �
m
867 m
�y6a9
�L43 ;.5
Sw�T — 988
886 ji���_-- � ����sig8855�N4v'// / 9
84
JS
978
8L
PRIVATE EASEMENT TO BE USED
BY LANDOWNER TO GET TO LAND TO SOUTH.
A,B OR C
EPROPOSED
PUMPHOUSE
CITY OF OTSEGO
Property NW of School (adj. to 83rd)
Proposed location(s) of Pumphouse #1 & Well #2
-z�
50 0 50 100
SCALE IN FEET
Hakanson
Anderson
Assoc.,Inc.
Engineers, Surveyors k Landscape Architects
3601 Thurston Ave., Anoka, Minnesota 55303
612-427-5860 FAX 612-427-0520
\0T505EX1\0T505EX1.0WG
Preliminary Pumphouse
Well #2 & Pumphouse #1
City of Otsego
PUMP ROOM
V
TURBINE
PUMP
a
\,PUMP
BASE
SINK
Layout
CHEMICAL
ADD. ROOM
Six e ' t
qNL INJJ1EC INCE
TAP APURIDE
I I
al:
CHLORINE
� i I FLOURIDE
>z I6
�a
i I
SUPPLY OLYPHOSPHATES
DESK !I CLOSET
C.
a.
Wa
I I
I I
I
\OT505EX1 \OT505EX3.DWG
CITY OF OTSEGO
TOWER # 1
PROPOSED SITE LOCATION
-0
PROPERTY OWNER o
ED DAUPHINAIS o
a
4
200 D
1 D
PROPOSED x
ELEVATED I
WATER
TOWERN I' 100 0 100 200
PROPOSED ACCESS ROAD SCALE IN FEET
2 6
34 35 COUNTY STATE AID HWY 37
I—MHakanson
1
71 Aners�n
Assoc., nc.
..,� L L.,�e,. 4,. HtK s
3601 T/,Mtm 4r... A nke, --t. 733x,
612-427-3860 FAX 612-427-0320
A5
STORAGE
WATERSPHEROID TYPE
A6
STORAGE
HYDROPILLAR (FLUTED SECTION) TYPE
Hakanson �� 3601 Thurston Avenue
Anderson Anoka, Minnesota 55303
ASSOC., Inc. 612/427-5860Fax 612/427-34.0-t- 0520
M E M O R A N D U M
TO: City Council and Staff, City of Otsego
FROM: John A. Harwood, Engineer
DATE: January 26, 1998
RE: Procedure for Acquisition of Right of Way or Easement
1) Engineer prepares right of way map showing alignment of proposed
improvement. Transmits right of way map to City attorney.
2) Attorney supervises preparation of an ownership and encumbrance report
showing who holds title and what, if any, easements and encumbrances are of
record.
3) Engineer revises and completes the right of way map showing easements,
acquisitions, and property requirements. The acquisitions are identified by type
and can be fee title or any variety of permanent and temporary easements.
4) The completed right of way and easement acquisition drawing is presented to
the City Council. After review and any modification, it is adopted by the
Council along with a time frame for acquisition. Authorization for acquisition
is given with acquisition by concurrent negotiation and eminent domain
proceedings.
5) City staff and/or real estate appraisal consultants contact property owners and
inform them of the proposed acquisition and of the process that has been and
will be followed. This is the first contact with the property owners.
6) A real estate appraisal or consultant is engaged to provide a report or an
appraisal of acquisition cost or damage. Under direction of the City
Administrator, an offer to acquire is made. Simultaneously, under direction of
the City attorney, eminent domain proceedings are initiated.
7) The acquisition process has several key elements:
a) By specific action of the City Council, it is established that there is
a public purpose in acquiring specific and described property rights. The
acquisition is defined by the Council and once defined is certain. The only
question is when, how much and what conditions are applicable to the
acquisition.
Engineers Landscape Architects Surveyors
City Council and Staff
Page 2
January 26, 1998
b) The City has an impetus to negotiate acquisition. With eminent domain, the
City cannot appeal any award and thus loses control over the cost.
Successful negotiation generally winds up with the best project at least cost
with minimal impact to people and property.
c) The property owner has impetus to negotiate. The eminent domain
proceeding establishes a time frame for judicial review of the acquisition
and judicial determination of damages or compensation with an award made
by commissioners. Knowing that the acquisition is certain to occur and that
delay is not productive, the owner has reason to negotiate cost and to
negotiate conditions.
Comment on the process:
The City action should be consistent and professional. Everyone should be treated
fairly and equally. The person who agrees early to an acquisition should not be
penalized by receiving any lesser compensation than someone who fully pursues the
eminent domain process. The person who does not agree and takes the process to its
full conclusion should not be penalized for reasonable exercise of legal rights. The
process must be pursued with respect for everyone involved. There is and will always
be a question as to when people should be notified that their property is to be
acquired. The process recommended does not make specific contact with each
property owner until the necessary acquisition is determined and fixed by Council
action. We should discuss this property owner contact timing. The recommendation
is that the City use newspaper articles, newsletters, general mailings, public
information meetings, and like general contacts to inform people until everything is
pretty well fixed and decided. Personal contact is not made until "it's a done deal".
This process can be open to criticism where people say they were not informed.
I would recommend Council and Staff review of the process. We need to implement
it or a like process immediately.
ot612.cc2 \
Hakanson
Anderson
Assoc., Inc.
FEASIBILITY REPORT
FOR
PROPOSED BITUMINOUS STREET
RECONSTRUCTION OF
ODEAN AVENUE
OTSEGO, MINNESOTA
February 1998
Prepared by:
I-10
HAKANSON ANDERSON ASSOCIATES, INC.
3601 Thurston Avenue
Anoka, MN 55303
Telephone: 612/427-5860
I hereby certify that this plan, specification or report was prepared by me or under my
direct supervision and that I am a duly Registered Professional Engineer under State
of Minnesota Statutes Sections 326.02 to 326.16.
n A. Harwood, PE
ot334.fea
//OV7
Reg. No. 11047
L ?�p
at
CONTENTS
I. INTRODUCTION
II. OBJECTIVE
III. PROJECT LOCATION
IV. ROADWAY IMPROVEMENT PROJECT
A. EXISTING CONDITIONS
B. PROPOSED STREET IMPROVEMENTS
C. STORM SEWER IMPROVEMENT
D. JUSTIFICATION OF BIKE/PEDESTRIAN PATH
E. ESTIMATED COSTS
F. ASSESSMENT
1. ASSESSMENT BY FRONT FOOTAGE
2. ASSESSMENT BY LOT UNIT
3. ISTEA GRANT
V. PROJECT SCHEDULE
VI. CONCLUSIONS AND RECOMMENDATIONS
ot334.fea
APPENDIX A
EXHIBIT A
EXHIBIT B
EXHIBIT C
EXHIBIT D
EXHIBIT E
ot334.fea
ATTACHMENTS
PROJECT LOCATION MAP
TYPICAL SECTION OF ODEAN AVENUE
85TH STREET & ODEAN AVENUE INTERSECTION LAYOUT
EXAMPLE CROSS-SECTION OF ODEAN AVENUE
EXAMPLE CROSS-SECTION OF ODEAN AVENUE - DITCH
SECTION
INTRODUCTION
When Otsego Township became the City of Otsego in late 1989 and was
eligible for Municipal State Aid (MSA) funding, Odean Avenue was taken over
as a City Street. Wright County Highway Department changed the designation
on CR 122 to CSAH 37 from Odean Avenue east through TH 101 to CSAH 42
and upgraded the road. Odean Avenue from CSAH 37 to CSAH 39 was put on
the Municipal State Aid road system. The traffic counts on Odean Avenue for
1992 and 1996 show the highest volume of any City street. The condition of
Odean Avenue changed rapidly in the last 8 years to a point where it needs a
major reconstruction. A maintenance project for crack sealing and pavement
patching was done in 1997 as an interim repair.
In 1994, the Intermodal Surface Transportation Enhancement Act (ISTEA) was
enacted by Congress. The functional classification was upgraded on Odean
Avenue from Minor Collector to Major Collector. In doing so, the reconstruction
of Odean Avenue was eligible for ISTEA funds. The City applied for funds for
every year since then. In 1996 the project first appeared on the list of
considered projects for 1999 funding years, but failed to make the final list. In
1997 the project made the final list for the year 2000 program in Mn/DOT
District 3.
In mid-1997, the Mn/DOT was informed that for program years 1999, 2000,
and 2001 the Federal government would provide additional funds over and
above the amounts previously alotted. With an increased level of Federal
funding, it would be advantageous for the City to make final submittal of the
Odean project for early approval by Mn/DOT. Once the project is ready for
State approval, it could receive funding for year 1999 construction. The City
directed Hakanson Anderson Associates, Inc. to begin the design phase in
preparation for the early funding. The Federal portion of the funding is 80% and
the local funding is 20%. Since Odean Avenue is an MSA Street, the MSA
eligible components of the local 20% can come from the MSA construction
fund. Until a final cost is prepared, and the cost participation approved, it will
not be known for sure if every cost in the reconstruction will be eligible for
funding either Federal or MSA. The City is scheduled to receive at least a $1.2
million grant for the reconstruction of Odean Avenue.
The process to finalize funding requires completion of plans and specifications,
acquisition of all necessary easements and right of way, and project
authorization by Mn/DOT after which final funding approval is made. The
preliminary application that has occurred and the estimated costs used for initial
funding application were made based on very preliminary estimates without
ot334.fea 1
detail of construction. Those details have been refined for this design report.
The cost data has been evaluated based on those details.
II. OBJECTIVE
The purpose of this report is to identify in detail the nature and extent of the
improvements and to develop a total cost estimate based on proposed
construction. Within this report we have identified permanent and temporary
right of way or easements and temporary easement requirements for
construction. This report recognizes the City policy for assessing the
"equivalent residential street cost for improvements to major collector streets,
and identifies the recommended assessment against abutting and benefitted
properties. This report is intended to be used as a design outline for plan and
specification completion and as input to informational meetings and the
necessary public hearings leading to potential assessment of some portion
project costs.
III. PROJECT LOCATION
The project consists of improving Odean Avenue from north of CSAH #37 to
CSAH #39. The roadway is located within sections 16, 21, and 28 of
Township 121 N, Range 23W. The south project terminus is a connection to
a previous project which improved the intersection of CSAH #37 and Odean
Avenue. The north terminus is northerly of the intersection with CSAH 39. The
project length is about 2'/4 miles.
IV. ROADWAY IMPROVEMENT PROJECT
A. EXISTING CONDITIONS
Odean Avenue is currently a 24 foot wide paved rural design street with
ditch sections and cross culverts to provide drainage.
The project is evaluated and reviewed as two segments, separated by 85th
Street. The south segment located between CSAH #37 and 85th Street is
at a higher elevation and the soils generally tend to be clayey with silts and
some sand. The north segment located between 85th Street and CSAH
#39 is at a lower elevation. The soils are generally more sandy with silt or
clay components. Both segments of roadway have exhibited signs of
pavement distress in recent years. In 1997 the most severe cracks were
milled out and pavement patch material placed in the areas milled out.
ot334. fea 2
Based on the distress that is evident in the pavement, we anticipate the
subgrade soils may require special correction for roadway construction.
Test borings are being performed to determine the exact subsoil
characteristics. The geotechnical report has been ordered and data from
that report will be used in final pavement design.
The National Wetland Inventory (NWI) maps indicate that several of the
low areas within or adjacent to the right-of-way are protected under the
Wetland Conservation Act of 1991 (WCA) Wetland. These areas will
require special attention during the project design phase. The wetland areas
must be delineated and work must be performed within the guidelines of
the WCA.
The existing Right of Way varies but is usually 66 feet to 70 feet in width.
At some locations, primarily at either end, there is additional existing ROW.
There are no known drainage and utility easements located adjacent to the
ROW except in limited locations on newer plats. The current roadway
profile has one sharp vertical crest curve. Sight distances appear to be
compromised at some of the roadway intersections along the project length
due to horizontal obstructions, primarily tree growth.
The current average daily traffic along the roadway is about 2500 ADT.
This traffic count is expected to increase in the near future due to proposed
development work in the area. An executive style golf course is planned for
the Northwest Quarter of the Southeast Quarter of Section 20. Residential
lots are being sold in a newly completed development in the Northwest
Quarter of the Southwest Quarter of Section 21. Both developments, when
completed, and other anticipated growth in Otsego will cause an increase
in traffic counts from 85th Avenue on to Odean Avenue.
B. PROPOSED STREET IMPROVEMENTS
The project involves reconstructing the roadway to Municipal State Aid
(MSA) standards within Federal ISTEA guidelines. The design is required
to be in metric units. Odean Avenue is proposed to be a 13.2 m (43.3')
wide urban design section with concrete curb and gutter. A 3.0 m (10')
wide bike path/walkway is proposed for the west side of the roadway. The
bike path/walkway is proposed for the west side due to large powerpoles
located on the east side. Placing a bike path on the west side of the
roadway will move the centerline of the roadway 2.2 m (7.2') to the east
of the centerline of the Right of Way.
ot334.fea 3
The roadway design is in progress, pending receipt of geotechnical data.
A typical design section will consist of a minimum 90 mm (3-1/2")
bituminous surface over a minimum of 150 mm (6") of Class 5 aggregate
base course. A 600 mm (24") layer of select granular soils will be placed
below the aggregate base to provide structural support where subgrade
soils are determined to be marginal for roadway construction.
Exhibit B depicts the proposed urban design section with a
bikeway/walkway.
Right of Way acquisition will be necessary to expand the ROW
80 feet. At the intersection of 85th Street, 100' of ROW will be required
to allow for turning lanes. A sketch of the proposed intersection is included
as Exhibit C. Slope easements and temporary construction easements will
be required to allow for roadway construction. The extent of the ROW and
easements required will be determined during the preliminary design phase
of the project. ROW acquisition will occur after the final design is
completed.
C. STORM SEWER IMPROVEMENT PROJECT
The proposed street improvements are in both the Lefebvre and the Hall's
Pond Watershed district. The long range watershed improvements must
be considered for the design of Odean Avenue's improvements.
A sub -regional pond in the Northwest Quarter of the Southwest Quarter of
Section 21 has been constructed. Hall's Pond itself is presently at or near
full capacity. Options to increase the capacity of Hall's Pond are discussed
in length in the Feasibility Report for the Reconstruction of 85th Street,
1997. The report concluded the most cost-effective manner to do this is
to create a regional pond just prior to Hall's Pond in the Southwest Quarter
of the Northwest Quarter of Section 21. The construction of Odean will
incorporate the piping to accommodate the proposed regional drainage plan
presented in the 1997 report.
D. JUSTIFICATION OF BIKE/PEDESTRIAN PATH
A bike/pedestrian path along Odean conforms with existing City planning.
The current traffic makes it unsafe for pedestrians and bicycles to travel in
conjunction with cars on the 24 foot wide surface with no shoulders. Two
approved City bike path plans include a bike/pedestrian trail along Odean
Avenue. The City of Otsego's Comprehensive Plan proposes placing a bike
path from CSAH #37 to 78th St. along Odean Avenue. The City of
o034.fea 4
Otsego's Parks & Recreation Plan proposes a bike/pedestrian trail along
Odean Avenue from CSAH #39 south past CSAH #37 to Odean Avenue
Pond south of 70th Avenue. The addition of this trail will connect
residential areas to a recreation area and to other bike/pedestrian trails
(proposed and existing). It will be a natural north -south route.
E. ESTIMATED COSTS
Cost estimates for the proposed improvements were determined by
estimating quantities needed and using prices received in previous bids for
projects of a similar nature. A construction contingency of 10% was added
for unforseen and/or minor items not included in the estimate of quantities.
The amount of right-of-way and temporary construction easements needed
was estimated and the acquisition costs and research, filing fees, etc. were
included. Overhead or indirect costs of 20% were also included.
A preliminary total estimated project cost is shown on Table 1. The
estimate will be converted to metric units for final plan submittal.
F. ASSESSMENT
The City of Otsego policy requires every property to pay an equitable share
of construction and reconstruction costs for the roadway to which the
property has direct access. On roadways with pavement width or structure
that exceed the design of a typical residential Otsego street, the property
is responsible for the equivalent of the cost to construct a typical street.
The cost of a typical residential street per foot is shown in Table 2.
Two options are available to the City by which costs can be assessed to
benefited properties.
Option 1 assesses each residential area front footage by the estimated cost
to construct one foot of a typical residential street. Areas zoned Al
(Agricultural Land) by policy are assessed at not more than 150 feet per 40
acre lot. The cost per lot assessed has been determined and is shown on
Table 3.
Option 2 assesses each residential lot on a unit basis. Each lot having
direct access to Odean Avenue is equivalently assessed. Areas zoned Al
(Agricultural Land) are assessed at 1 lot unit per 40 acre parcel. The cost
per lot unit has been estimated and is shown on Table 4.
ot334. fea 5
The total assessment costs shown on Tables 3 and 4 are for a typical
residential street. The total assessment amount is less than the project cost.
The total of ISTEA grant, local funding through MSA, and property
assessments will cover the entire cost of the project.
VI. PROJECT SCHEDULING
The original project schedule was based on ISTEA grant money allocation in
the funding year 2000. Using ISTEA grant allocation in the year 2000, the
plans would need to be approved for bidding prior to July 1, 1999. The
project could then be bid and construction could start during the fall of 1999
for year 2000 completion.
With the allocation of additional year 1999 Federal funding, there is an
opportunity the project can be approved up to a year earlier than originally
planned. With this scenario, plans should be ready for approval by mid-
summer of 1998. If funded in the 1999 program year, construction would
most likely start early summer of 1999 so that the street could be
constructed in one construction season, for fall 1999 completion.
VII. CONCLUSIONS AND RECOMMENDATIONS
Reconstruction of Odean Avenue is necessary due to the structural
deterioration of the existing pavement section. Potential development in the
area will add traffic, taxing the capacity of the existing roadway, which
makes the improvement desirable.
The project will be funded by ISTEA funding and MSA monies allocated to
the City.
ot334. fea 6
Table 1
City of Otsego
Odean Avenue Improvement Project
Cost Estimate
February 1998
Item
Unit
Quantity Cost Per
Unit I
Estimated
Cost
Common Excavation - E.V. I
CY
33500 $3.25 ;
$108,875.00
Topsoil Borrow - C.V.
CY
3500 I $10.00
$35,000.00
Subgrade Excay. Correction
CY
12000 $4.00
$48,000.00
Granular Borrow - C.V.
CY
16000 $4.50
I $72,000.00
Subgrade Preparation
STA
112.5 $150.00
$16,875.00
Cl. 5 Agg. Base Course
TON
16500 $6.50
$107,250.00
Bituminous Pavements
TON
125001 $26.00
$325,000.00
Concrete Curb & Gutter
L. F.
22500 $6.00
$135,000.00'
Revegetation
L. S.
1 $38,250.00
$38,250.00
Landscaping
L. S.
1 $33,750.00
$33,750.00
Signs & Markings
L. S.
1 $11,250.00
$11,250.00
Storm Sewer
L. S.
1 $160,875.00
$160,875.00
$22,500.00 1
Erosion Control
L. S.
1 $22,500.00
Total Est. Construction Cost $1,114,625.00
Construction Contingency @ 10% $111,462.50
Subtotal $1,226,087.50
Overhead @ 20% $245,217.50
ROW Acquisition Acre 2, '$9 270
I $18,540.00 j
Temp. Construction Easement Acre 10.6 $1,875.001 $19,875.00
Total Estimated Project Cost
ot334006.wk4
$1,509,720.00
Table 2
Comparison of Cost
for
Typical Residential Otsego Street
to
Proposed Odean Avenue
(per Linear Foot)
Typical Residential Otsego Street
Proposed Odean Avenue
ITEM
QUANTITY COST/UNIT
COST
QUANTITY
COSTIUNIT
COST
Bit. Pavements
0.620 Ton $26/Ton
$16.12
1.006 Ton
$261T'on
$26.16
Class 5 Agg.
0.525 Ton $6.50/Ton
$3.41
1.34 Ton
$6.50rron
$8.73
+ Bit. Berm/ C. & G.
2 ft $1.00/ft
$2.00
2 ft
$6.00/ft
$12.00
Topsoil Borrow
- -
$0.00
.31 CY
$10/CY
$3.10
Subgrade Correction
- -
$0.00
1 CY
$4/CY
$4.00
Granular Borrow
- -
$0.00
1.4 CY
$4.50/CY
$6.30
Common Exc.
0.802 CY $3.25/CY
$2.61
3 CY
$3.25/CY
$9.75
Subgrade Prep.
.01 Sta $85/Sta
$0.85
.01 Sta
$150/Sta
$1.50
Storm Sewer
1 ft $12.90/ft
$12.90
1 ft
$14.30/ft
$14.30
*Temp. Constr. Eas.
- -
$0.00
41 sq ft
$0.043/sq ft
$1.76
. RNLI
_ -
$0.00
7.7 sq ft
$0.215/sq ft
$1.66
Estimated Construction
$37.89
Estimated Construction
$89.25
Indirect Costs @ 20%
$7.58
Indirect Costs
@ 20%
$17.85
Total Project Cost
$45.47
Total Project Cost
$107.10
Tvp. Residential Otsego Street $45.47
x 100 =
42%
Proposed Odean Avenue $107.10
** Determined Using a figure of $7500/acre average for Right -of -Way
& 25% additional for research, etc.
* Determined Using a figure of $1500/acre average for Temporary Const. Ease.
& 25% additional for research, etc.
City policy calls for assessment against properties equal to the cost of a typical residential street. We
recommend an assessment of $22.74 per frontage foot since it is estimated it costs $45.47/ft of roadway.
+ Past residential street project assessments did not include concrete curb.
The streets were either bituminous curb or rural sections.
0t334001.wk4
Table 3
City of Otsego
Odean Avenue Improvement Project
Estimated Roadway Assessments
by Front Footage
February 1998
Parcel Number of
Front
Icost / ft
Parcel
Parcel Cost
I J
Assessable Properties
Footage
I
Cost
per Year *
#1050
85
$22.74
mA n r% nn
7071 nF
;;1 Ul U
#1020
ou
100
.PLG. / Y
$22.74
W i ,v v.�..
$2,274.00
-. . .
$338.83
#1040
125
$22.74
$2,842.50
$423.53
#1050
85
$22.74
$1,932.90
$288.00
#1060
100
$22.74
$2,274.00
$338.83
#1140
150
$22.74
$3,411.00
$508.24
#164302
150
$22.74
$3,411.00
$508.24
#164303
150
$22.74
$3,411.00
$508.24
#2020
110
$22.74
$2,501.40
$372.71
#2090
220
$22.74
$5,002.80
$745.42
#211300
150
$22.74
$3,411.00
$508.24
#211301
150
$22.74
$3,411.00
$508.24
#211302
150
$22.74
$3,411.00
$508.24
#213101
150
$22.74
$3,411.00
$508.24
#214300
105
$22.74
$2,387.70
$355.77
#214302
150
$22.74
$3,411.00
$508.24
#281300
150
$22.74
$3,411.00
$508.24
#282100
150
$22.74
$3,411.00
$508.24
#282101
150
$22.74
$3,411.00
$508.24
#283105
150
$22.74
$3,411.00
$508.24
#284200
150
$22.74
$3,411.00
$508.24
#284201
100
$22.74
$2,274.00
$338.83
#284202
150
$22.74
$3,411.00
$508.24
#284203
95
$22.74
$2,160.30
$321.88
#284204
140
$22.74
$3,183.60
$474.36
#284301
150
$22.74
$3,411.00
$508.24
#3010
155
$22.74
_$3,524.70
$525.18
#3060
105
$22.74
$2,387.70
$355.77
#3070
110
$22.74
$2,501.40
$372.71
#4150
160
$22.74
$3,638.40
$542.12
Lot 11 Heritage Hills
155
4195
$22.74 33,524. /U Z�Ozo. 10
$95,394.30
* Cost per year is based upon equal annual payments for 10 years at an interest rate of 8%.
M334003.,A4
Table 4
City of Otsego
Odean Avenue Improvement Project
Estimated Roadway Assessments
Per Lot Unit
February 1998
Parcel Number of
1
Cost per
Parcel Cost per Year
lusingLot
Assessable Properties
Lot Units
Lot Unit
Unit Data
#1050
1
- --,-? I,.
CAA.Q 91
;Flu"lu
#1020
1
wJ,v! I.L-
$3,077.24
T ---- -
$458.51
#1040
1
$3,077.24
$458.51
#1050
1
$3,077.24
$458.51
#1060
1
$3,077.24
$458.51
#1140
1
$3,077.24
$458.51
#164302
1
$3,077.24
$458.51
#164303
1
$3,077.24
$458.51
#2020
1
$3,077.24
$458.51
#2090
1
$3,077.24
$458.51
#211300
1
$3,077.24
$458.51
#211301
1
$3,077.24
$458.51
#211302
1
$3,077.24
$458.51
#213101
1
$3,077.24
$458.51
#214300
1
$3,077.24
$458.51
#214302
1
$3,077.24
$458.51
#281300
1
$3,077.24
$458.51
#282100
1
$3,077.24
$458.51
#282101
1
$3,077.24
$458.51
#283105
1
$3,077.24
$458.51
#284200
1
$3,077.24
$458.51
#284201
1
$3,077.24
$458.51
#284202
1
$3,077.24
$458.51
#284203
1
$3,077.24
$458.51
#284204
1
$3,077.24
$458.51
#284301
1
$3,077.24
$458.51
#3010
1
$3,077.24
$458.51
#3060
1
$3,077.24
$458.51
#3070
1
$3,077.24
$458.51
#4150
1
$3,077.24
$458.51
Lot 11 Heritage Hills
1
$3,077.24
$458.51
31
$95,394.30
" Cost per year is based upon equal annual payments
for 10 years at an interest rate of 8%.
W334004.M4
APPENDIX A
ot334. fea
}
3
O
O
K
} O
3 0
I O
2.2m a
(7.2 FT.) o
24.384,
(80.00 FT.)
W I W
7 2m 3m 2m 13.2m 4.184m j
o (6.55 FT.) (9.85 FT.) (6.55 FT.) (43.3 FT.) (13.73 FT.) o
K 0
0.5m 0.5m 3.Om 3.6m 3.6m 3.Om
CLEAR CLEAR (9.85 FT.) (11.81 FT.) (11.81 FT.) (9.85 FT.)
ZONE ZONE PARKING LANE DRIVE LANE DRIVE LANE PARKING LANE
t
BIKE PATH i
2% z 2%
8618
CURB AND
GUTTER
(TYPICAL)
50mm TYPE 41 WEAR COURSE TACK COAT
BITUMINOUS PAVEMENT 40mm TYPE 41
100mm CL 5 .j-^�`�'z BITUMINOUS PAVEMENT BASE COURSE
AGGREGATE BASE 50mm TYPE 31
BITUMINOUS PAVEMENT
SUBGRADE PREPARATION 150mm CL 5
AGGREGATE BASE `\
- ` SUBGRADE PREPARATION
ROADWAY SECTION EXHIBIT B
IS DEPENDENT ON
GEOTECNICAL REPORT
TYPICAL SECTION
ODEAN AVENUE N.E.
Hakanson
Anderson
Assoc.,inc. CITY OF OTESGO, MINNESOTA
<�-•� -'." ��=u DATE: 1/21/98 FILE: OT334
ot334DT.dwg
L x—L O ,
eS)x�x x ❑
x H
W
O W
45.0m 55.Om x 90.Om U
3 (147.65 FT.) (180.46 FT.)(295❑ a
x
4
ODEAN _ a
-
x x-1
100. a a a
(328.08 FT.) ❑ a
as �a
C3
a � � ❑
a a a a
C3 a �
a❑ 00
0 100 200
SCALE IN FEEr
'7 Hakanson
Anderson
Assoc.,
■�■ nc.
90.0m 5 . 45.Om
295.27 FT.) (1 FT. (147.65 FT.)
a ❑ �
a
C3 C3LL
AVENUE a N.E. o
r,� _ m
1:50 TAPER
,Z), `❑
C7/ EXHIBIT C
' PROPOSED
100 FT. R/W INTERSECTION OF
ODEAN AVENUE N.E.
i AND
85TH STREET N.E.
CITY OF OTESGO, MINNESOTA
DATE: 1/21/98 FILE: OT334
85th.dwg
0.1:%1
w
z
J
24.384 m
(80.00 FT.)
2.2 m
VARIES (7.2 FT)
TEMPORARY
CONSTRUCTION
EASEMENT
0
w
3 0
I dp
0 O<
Li
z
J
0
I
VARIES
TEMPORARY
CONSTRUCTION
EASEMENT
I C� 0 I PROPOSED GROUND
C4 c� EXISTING GROUND
_. _... _ __....... __. __.. _ 288
_..... _ .._ _... _.. •�..�qX_. 2_ ._. _ ....._ _ _--�
---2y;----2%—�� 4 1
286
-30 -20 -10 0 10 20 30
p 10 20
GRAPHIC SCALE IN METERS
1 : 200 HORIZ.
o s io
mmmmmmmd
GRAPHIC SCALE IN METERS
1 : 100 VERT.
MinAnkerson
Anderson
Assoc.,lnc.
PROPOSED GROUND
hinAnkerson
Anderson
Assoc.,inc.
w w
z z
24.384 m
of (80.00 FT.) o
I I
VARIES
TEMPORARY
CONSTRUCTION
EASEMENT
M
r _2%
,�-
-10 0
0 10 20
GRAPHIC SCALE IN METERS
1 : 200 HORIZ.
0 s 10
GRAPHIC SCALE IN METERS
1 : 100 VERT.
EXISTING GROUND
270
-: 268
10 20 30
City of Otsego
Design Report
Sanitary Sewer Collection System
Potable Water Distribution System
Phase I
1998 Construction
Prepared by:
Hakanson
Anderson
Assoc., Inc.
I hereby certify t at this plan, specification or report was prepared by me or Linder my
direct supervisio and that I am a duly Registered Professional Engineer under State
of Minnesota St T
utes Sections 326.02 to 326.16.
1/0417
n A. Harwood, PE Reg. No. 11047 D to
ot612.sew
INTRODUCTION
The purpose of this design report is to describe the sanitary sewer collection
and potable water distribution facilities proposed for 1998 construction. This
report contains information on sizing, costing, and the recommended alignment
of facilities to be constructed. Water supply and storage facilities are described
in a separate design report.
This report is based on and provides additional information and analysis into the
design of facilities described in the Sanitary Sewer Collection System Study and
Potable Water System Study prepared by Hakanson Anderson Associates, Inc.
and dated June 1997.
II. 1998 CONSTRUCTION
1998 construction will provide the base trunk facilities forming the spine of both
the sanitary sewer collection system and water distribution system.
Construction under this project will not provide service to any property. The
base system is necessary to provide for future connection and expansion of the
systems. The trunk facilities will be sized and constructed to meet ultimate flow
capacities generated within the service area designated in the June 1997 report.
1998 Sanitary Sewer Collection System
• Regional sanitary sewer lift station located west of Quaday and south of
CSAH 42.
• 6800 LF of 15" PVC gravity sanitary sewer along CSAH 42 and an
easement from CSAH 39 to the lift station.
• 20,800 LF of 8" PVC forcemain from the regional lift station to the
wastewater treatment facility along an alignment following Quaday Avenue,
Highway 101, and CSAH 36.
1998 Water Distribution System
• 6900 LF of 16" DIP. trunk. wa ormain along CSAR 42, Quaday Avenue,
Highway 101, and 70th Street from Cil 39 to the proposed 'grater tower.
• 1300 LF of 12" DIP watermari connecting proposed Well 42 and the
discharge from Pumphouse #1 to the trunk water distribution system.
• 1300 LF of 10" DIP watermain from the existing 10" watermain within the
east CSAR 42 Richt of Way to proposed Pumphouse #1.
ot612.sew 1
III. Sanitary Sewer Lift Station
Location
The location of the lift station, at the southwest quadrant of CSAH 42 and
Quaday Avenue, remains the same as shown in the June 1997 Study. The lift
station is sited in a small parcel of existing public right of way. Access will be
achieved off of Quaday Avenue.
Components
The lift station will be constructed such that modification to the components can
be made to increase the pumping capacity to meet increasing system flow. The
barrel structure will be 10 feet in diameter sized to hold 3 pumps with total
capacity to accommodate ultimate flow conditions.
To handle initial flow, two smaller size submersible pumps will be installed sized
at 500 gpm capacity to handle an average daily flow of 200,000 gpd, which is
the capacity of the initial Otsego Wastewater Treatment Plant. It is anticipated
that within several years the Wastewater Treatment Facility will be expanded to
400,000 gpd capacity to service additional development. At the time of that
expansion, a third pump will be provided.
The main lift station pumping is sized to handle peak design flows with one
pump out of service. The initial pumping requirements will be met by installation
of two pumps of approximate 500 gpm each. As the system capacity is
expanded, the third pump will be installed on a prepared base unit to meet the
925 gpm flow requirement. Ultimately, as flow and treatment capacity
increases, the pumps and motors will require replacement with larger units. The
station is sized for both interim and ultimate pump capacities. The anticipated
pumping capacities of the lift station are listed in Table #1.
ot612.sew 2
Table #1
Pumping Capacity of Lift Station
*Includes service area defined in the Sanitary Sewer Collection System Study June
1997.
IV. Sanitary Sewer Pipe and Force Main
A. General
The base sanitary sewer system includes a 1 5 -inch diameter gravity flow
line from CSAH 39 to the Quaday and CSAH 42 lift station. This line sizing
is based on ultimate sewer service to the "north district" with flow rates as
determined in the June 1997 Sewer Study. The 1 5 -inch gravity line will
provide immediate gravity sewer availability to the area near the intersection
of CSAH 42 and 39 without the need for current construction of the north
area lift station. The postponement of the north lift station construction
maintains maximum future development flexibility.
The force main from the Quaday and CR 42 lift station to the WWTF is
sized at 8 -inch diameter to meet initial service demands . with sufficient
capacity to meet growth to 400,000 gpd plant capacity. In the future, an
additional forcemain will be required for ultimate service capacity.
B. 1.5" Diameter PVC Gravity Trunk. Sanitary -Sewer
The 15" diameter PVC gravity trunk sanitary sewer is proposed to be
installed as shown on Exhibit A; from CSAH 39 along the east side of
CSAH 42 and then, on newly acquired easement east of CSAH 42 to the
l;ft station at Quaday Avenue. This trunk line is sized for ultimate flow and
will be installed at the depth that was shown to be necessary in the overall
sewer study to allow future connections and expansion.
ot612.sew 3
Average
# REC's
Flow
Peak Flow
Peak Flow
Condition
Served
(GPD)
Peak Factor
(GPD)
(GPM) '
Initial
800
200,000
3.6
720,000
500
20 Year
1,600
400,000
3.33
1,332,000
925
*Ultimate
5,448
1,362,000
2.82
3,840,000
2,670
*Includes service area defined in the Sanitary Sewer Collection System Study June
1997.
IV. Sanitary Sewer Pipe and Force Main
A. General
The base sanitary sewer system includes a 1 5 -inch diameter gravity flow
line from CSAH 39 to the Quaday and CSAH 42 lift station. This line sizing
is based on ultimate sewer service to the "north district" with flow rates as
determined in the June 1997 Sewer Study. The 1 5 -inch gravity line will
provide immediate gravity sewer availability to the area near the intersection
of CSAH 42 and 39 without the need for current construction of the north
area lift station. The postponement of the north lift station construction
maintains maximum future development flexibility.
The force main from the Quaday and CR 42 lift station to the WWTF is
sized at 8 -inch diameter to meet initial service demands . with sufficient
capacity to meet growth to 400,000 gpd plant capacity. In the future, an
additional forcemain will be required for ultimate service capacity.
B. 1.5" Diameter PVC Gravity Trunk. Sanitary -Sewer
The 15" diameter PVC gravity trunk sanitary sewer is proposed to be
installed as shown on Exhibit A; from CSAH 39 along the east side of
CSAH 42 and then, on newly acquired easement east of CSAH 42 to the
l;ft station at Quaday Avenue. This trunk line is sized for ultimate flow and
will be installed at the depth that was shown to be necessary in the overall
sewer study to allow future connections and expansion.
ot612.sew 3
The recommended alignment is the result of significant investigation and
cost evaluations on various routes. Locations on both the east and west
sides of CSAH 42 were analyzed to determine the most feasible and least
cost sewer route. The recommended alignment is to follow the east right
of way of CSAH 42 to just south of 85th Street. A permanent drainage
and utility easement is recommended to be acquired on an alignment from
south of 85th Street to the LeFevbre creek located approximately 900 feet
north of the CSAH 42 and Quaday Avenue intersections. This utility
easement is to contain the sewer pipe as well as ultimately providing a
necessary drainage easement for stormwater discharge from the existing
42" diameter storm sewer pipe in 85th Street. Pipe installation within this
easement will provide shallow open cut construction through fields and
away from structures and woods. The costs associated with easement
acquisition are less than the cost of constructing adjacent to CSAH 42.
South of the creek, the sanitary sewer pipe will follow the west right of
way of CSAH 42 to the lift station.
Trenchless construction procedures will be used to install pipe in front of
the residence on the Kolles farm and at all county road crossings.
Construction will require the relocation of power lines west of CSAH 42
between the creek and the lift station.
C. 8" Diameter PVC Forcemain
An 8" diameter PVC forcemain will be installed from the CSAH 42 at
Quaday sanitary lift station along Quaday Avenue, Highway 101, and CSAH
36 to the wastewater treatment facility. This 8 -inch diameter forcemain,
is sized to convey the peak 1000 gpm flow for a 400,000 gpd WWTF
which is about 1/3 of the ultimate flow of the lift station. The force main
size for ultimate development flow could be as much as 1 6 -inch diameter.
The use of a pipe smaller than the ultimate size is recommended for initial
construction. This smaller pipe allows for reasonable cycling of the
wastewater to minimize problems with septic conditions in the pipe
Ultimate expansion of the collection system tc serve the entire study area
will require the acid°.tion of a second 12 -inch diameter forcemain, from the
lift station to the ;vaste,,vater treatn-ient facility. This future forcemain
could he installed now next to the 8" forcemain in the same trench. This
current construction would eliminate the cost of excavating a second trench
for future installation. We are not recommending construction of this
second ultimate size forcemain at this time. Delaying construction
maintains future flexibility and eliminates $350,000 in current expenditures.
The 8" forcemain would be used initially until generated flows exceed the
capacity of an 8" pipe. The second 12" forcemain could then be
constructed and the 8" pipe could be temporarily taken out of service.
Ultimately, both the 8" and 12" forcemains will be in service at the same
time to meet full system capacity. The 8 -inch forcemain recommended for
ot612.sew 4
current construction is sized to handle projected flow within the 20 year
planning period. It will be beneficial to wait until more information on
development patterns becomes available to install the second forcemain,
therefore we do not recommend current construction. Future construction
of a 12 -inch forcemain will have a cost of near $700,000.
All forcemain is proposed to be pressure rated PVC pipe from the lift station
to the Wastewater Treatment Facility. For a portion of the 8 -inch sized pipe
along TH 101 from 62nd Street to just east of Quilley Avenue, the
forcemain is recommended to be placed to a minimum grade for gravity
sewer with cleanout and access manholes installed approximately every
400 feet. The pipe will initially be installed through the manhole to act as
a forcemain. The pipe within the manholes can be opened in the future to
convert this segment to a gravity collection system. It is likely that this
future conversion can eliminate the need for two forcemains in this
segment. A lift station will be added in the future along CSAH 36 near
Quilley Avenue to pump local area wastewater into the forcemain and to
the treatment facility.
IV. Alignment Selection
Cost effectiveness, construction impact on surrounding properties,
disturbance of roadways and utilities, immediate service demand, and
projected development patterns all were considered when selecting an
alignment. We recommend the alignment depicted on Exhibits A and B.
The base system proposed for 1998 construction provides the minimum
facilities necessary for an operational collection system. The recommended
alignment provides the spine of the collection system. Immediate service
can be provided to the surrounding properties by adding lateral lines. The
location of major lateral service lines is shown.
Selection of the general alignment of the base system and location of future
service stubs v,/as partially influenced by anticipated development patterns.
Facilities are located to best service immediate demand areas and allow for
timely expansioi: to serve proposed development as the demand becomes
apparent.
Final Alignment
Various alignments were analyzed for cost effectiveness and construction
and for impact on surrounding properties, roadways, and utilities.
Topography maps created from aerial photography in 1994 and 1997 were
used to evaluate alternatives routes and recommend the most feasible
route.
ot61 2.sew 5
The base system watermain is required to provide the inter -connect from
the tower to existing Well #1, and to Well #2 with all water routed through
Pumphouse #1 for chemical addition. The alignment provides a spine for
lateral connections. Watermain is generally installed at a depth to provide
7-1/2 feet of cover and wherever possible is located to follow the alignment
of the sanitary sewer. Concurrent construction of sewer and water lines
under a single project will reduce the costs of property restoration and
easement acquisition.
Wherever possible facilities are placed within existing right of way or
easements. The right of way for Highway 101, and for county and local
roads is the primary existing right of way available. Construction of deep
pipe requires a wide excavation. Pipe adjacent to a paved roadway is
located such that the edge of excavation is close to but does not disturb the
pavement. The result is a pipe line alignment well removed from the
pavement and in some locations, outside of the existing right of way. Due
to this, added permanent right of way and easement will be described for
acquisition.
Permanent easements must be acquired for all facilities constructed outside
of existing right of way. Easements provide right of construction and allow
for current and future construction access for maintenance and making
connections. Additional temporary construction easements must be
acquired for placing stockpile materials, storing construction equipment and
materials, and providing access for construction vehicles.
It is recommended that all right of way and easements be acquired through
eminent domain proceedings.
Alternative Alignments
Alternative alignments were analyzed for both the north gravity line and the
forcemain to the treatment plant. These alternatives are depicted on
exhibits A and B.
i_5"Gyavity Trunk Systerr,
It is desirable; to extend a gravity sewer as far as possible along CSAH 42
from the lift station northerly to CSAH 39. The gravity line can serve the
existing and anticipated future commercial properties without current
construction of an additional lift station. Both the east and west side of
CSAH 42 were analyzed as potential sewer and watermain alignments. The
presence of major power lines along the west side of CSAH 42 was .the
main factor in determining the recommended alignment. Reconstruction
and relocation of these power lines would significantly add to the project
cost and would add time consuming electric utility relocations that may
hinder the project completion schedule.
ot612.sew 6
The recommended alignment is east of CSAH 42 and allows open field
construction with shallow cut depths. The sewer pipe is proposed to be
within the same general location of drainage and utility easement east of
CSAH 42 and south of 85th Street that were identified several years ago
as necessary for the storm sewer system. Pipe installation along the CSAH
42 right of way in this area would .result in a substantially greater cut with
sewer depths approaching 40 feet due to the high elevation land adjacent
to the county road.
Pipe installation in front of existing structures close to adjacent roadways
will require use of special construction procedures such as pipe jacking,
sheeting on directional boring. These procedures are costly and require
careful implementation. The recommended alignment provides for a
minimum of these special construction procedures and has overall least
cost.
Forcemain
An alternative alignment for the forcemain from the lift station along
Quaday Avenue, Highway 101, and then via 65th Street and easements to
the wastewater treatment facility was analyzed. This route is
approximately 3,000 LF shorter than the route via CSAH 36. This route
would require the restoration of 65th Street which is currently a gravel road
rather than CSAH 36 which is bituminous surfaced. The 65th Street
alignment would result in reduced construction costs. The Highway 101
and CSAH 36 route however, is recommended even with its higher costs
based on development projection within the planning period.
The alternative forcemain alignment following on 65th Street is in an area
that is not projected for sewer service within the 20 year planning period
and has not been studied for feasibility sanitary sewer alternatives.
The recon in -fended forcemain alignment following TH 101 and CSAR 36
fry nt V, vicinity of 6rth Street.to the WWTF is proposed to be an 8-inc
pipe constructed to a grade such that it could be converted to a gravity
sever line. Prnperties adjacent to the TH 101 corridor could Immediately=
connect to this forcemain by small local lift stations and a forcemain tap:
The recommended forcemain is on an alignment where we know for certain
that sewer is needed within current planning time frames. The construction
of an 8 -inch diameter line that can currently serve as a forcemain outlet and
in the future could serve as a local gravity sewer is an expenditure for a
ne:,•essary and properly sized facility. The recommended alignment and
construction meets current needs and maintains flexibility for future service.
ot612.sew 7
SUMMARY OF ALTERNATIVE COST IMPACTS
The collection system costs are evaluated in two segments, one being the
15 -inch gravity sewer north of the Quaday at CSAH 42 lift station,shown
on Exhibit A attached, and the second segment being the forcemain to the
WWTF shown on Exhibit B. The total cost for the two segments is
$2,233,750 as shown on attached spreadsheets.
The 15 -inch gravity sewer, on the recommended alignment, has an
estimated cost as shown on Table A of $1,065,887. Between CR 39 and
85th Street, we compared the cost and feasibility of constructing the sewer
on the west .side of CR 42 which requires relocation of existing Elk River
electric power poles versus construction on the east side which requires
special measures at the Kolles farm. The cost of the two alternative sides
is approximately equal. The relocation of the electric utility lines is more
difficult due to the area served. Between 85th Street and the lift station,
we compared the cost of constructing on a drainage and utility easement
east of CR 42 versus construction along CSAH 42. The construction on
easement has significantly less depth and less surface disruption, and is
about $150,000 less costly.
For the lift station and the forcemain from the Quaday and CR 42 lift station
to the WWTF, the recommended route is on Quaday Avenue, in Trunk
Highway 101 and in CSAH 36, and has an estimated cost of 1,167,863.
On this recommended alignment we are recommending that the segment
from south of 65th to CSAR 36 be constructed as a forcemain but placed
to the line and grade of an 8 -inch gravity sewer. This extra option has an
added cost of $40,000, and provides for potential future conversion to a
gravity sewer. We also evaluated an alternative forcemain route via 65th
Street to the WWTF, which would avoid the need for what will be difficult
construction in CSAH 36. The alternative route is approximately$ 300,000
less costly. This alignment on 65th, however does not provide service to
the TH 101 corridor near CSAH 36.
Also attached are cost estimates for the Sanitary Sewer Lift Station, (Table
C) and for the Water Distribution Pip,1g System ( Table D).
ot612.sew 8
TABLE A
CITY OF OTSEGO
file
PRELIMINARY DESIGN
printed
SANITARY SEWER COLLECTION SYSTEM
15" GRAVITY TRUNK (EAST SIDE CSAH 42)
UNIT
ITEM
UNIT
COST
QUANTITY
8" PVC Gravity Sewer (<12')
LF
$11.88
8" PVC Gravity Sewer (12'-16')
LF
$17.38
8" PVC Gravity Sewer (16'-20')
LF
$24.53
120
8" PVC Gravity Sewer (20'-24')
LF
$33.35
120
8" PVC Gravity Sewer (24'-28')
LF
$43.82
15" PVC Gravity Sewer (<12')
LF
$23.48
15" PVC Gravity Sewer (12'-16')
LF
$28.98
360
15" PVC Gravity Sewer (16'-20')
LF
$36.13
4390
15" PVC Gravity Sewer (20'-24')
LF
$44.95
1210
15" PVC Gravity Sewer (24'-28')
LF
$55.42
800
15" PVC Gravity Sewer (28'-32')
LF
$67.56
15" PVC Gravity Sewer (32'-36')
LF
$79.00
15" PVC Gravity Sewer (36'-40')
LF
$95.00
Manhole (<12')
EA
$1,190.00
Manhole (12'-16')
EA
$1,770.00
4
Manhole (16'-20')
EA
$2,350.00
14
Manhole (20'-24')
EA
$2,930.00
4
Manhole (24'-28')
EA
$3,510.00
3
Manhole (28'-32')
EA
$4,090.00
Manhole (32'-36')
EA
$4,500.00
Manhole (36'-40')
EA
$5,000.00
Construct Outside Drop
EA
$3,000.00
8" PVC Forcemain
LF
$12.00
Casing for 15" Pipe
LF
$175.00
490
Casing for 8" Pipe
LF
$140.00
200
Dewater 2' Depth
LF
$6.25
Dewater 3' Depth
LF
$6.25
Dewater 4' Depth
LF
$6.25
Dewater 5' Depth
LF
$6.25
Dewater 6' Depth
LF
$7.50
Dewater 7' Depth
LF
$7.50
Dewater 8' Depth
LF
$8.88
2885
Dewater 12' Depth
LF
$12.00
380
Dewater 14' Depth
LF
$13.75
Dewater 15' Depth
LF
$13.75
Dewater 16' Depth
LF
$16.00
�ewater 17' Depth
LF
$16.00
1000
ewater 18' Depth
LF
$18.80
2495
Remove Pavement
SY
$2.00
1380
Restore Pavement
SY
$20.00
i 380
Remove Pole Barn
EA
$15,000.00
1
Relocate Power Pole
EA
$5.000.00
5
Restore Gravel Road / Driveway
SY
$1.90
400
Seeding Restoration
Acre
$1,500.00
31.4
Sod
SY
$2.10
3000
Traffic Control
LS
$30,000.00
1
M
02/04/98
COST
$0.00
$0.00
$2,943.60
$4,002.00
$0.00
$0.00
$10,432.80
$158,610.70
$54,389.50
$44,336.00
$0.00
$0.00
$0.00 $274,715
$0.00
$7,080.00
$32,900.00
$11,720.00
$10,530.00
$0.00
$0.00
$0.00 1 S2 2-3-Q
$0.00
$0.00
$85,750.00
$28,000.00 $113,750
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$25,618.80
$4,560.00
$0.00
$0.00
$0.00
$16.000.0.0
$46,906.00 $93,085
$2,760.00
$27,600.03
$15,000.00
$25,000.00
$760.00
$47,100.00
$6,300.00
$30,000.00 $154.520
Subtotal Construction Cost
Permanent Easement Acquisition SF $0.20 443100 $88,620.00
Temporary Easement Acquisition SF $0.05 691250 $34,562.50
Construction Contingency 5.00%
Indirect Costs, inc. Easement Acq 30.00%
Total Estimated Project Cost
$698,299
$123,183
$34,915
$209,490
$1,065,887
CITY OF OTSEGO
PRELIMINARY DESIGN
SANITARY SEWER COLLECTION SYSTEM
8" PVC FORCEMAIN (LIFT STATION TO WWTF)
Permanent Easement Acquisition
Temporary Easement Acquisition
file
printed
QUANTITY
4450
800
400
10
2
1
15085
280
1000
1480
1200
3200
3200
23
19945
71.2
1'l 616
1
N
02/04/98
COST
$52,866.00
$13,904.00
$9,812.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$11,900.00
$3,540.00
$2,350.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$181,020.00
$0.00
$39,200.00
$0.00
$6,250.00
$9,250.00
$0.00
$0.00
$0.00
$10,656.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$6,400.00
$64,000.00
$0.00
$57,500.00
$37,895.50
$106,800.00
$24,393.60
$25,156
$30,000.00 $326,989
------------ ---------
Subtotal Construction Cost
SF $0.20 68500 $13,700.00
SF $0.05 1574350 $78,717.50
Construction Contingency 5.00%
Indirect Costs, inc Easement Acq 30.00%
Total Estimated Project Cost
$667,737
$92,418
$33,387
$200,321
$993,863
UNIT
ITEM
UNIT
COST
8" PVC Gravity Sewer (<12')
LF
$11.88
8" FVC Gravity Sewer (12'-16')
LF
$17.38
8" PVC Gravity Sewer (16'-20')
LF
$24.53
8" PVC Gravity Sewer (20'-24')
LF
$33.35
8" PVC Gravity Sewer (24'-28')
LF
$43.82
15" PVC Gravity Sewer (<12')
LF
$23.48
15" PVC Gravity Sewer (12'-16')
LF
$28.98
15" PVC Gravity Sewer (16'-20')
LF
$36.13
15" PVC Gravity Sewer (20'-24')
LF
$44.95
15" PVC Gravity Sewer (24'-28')
LF
$55.42
15" PVC Gravity Sewer (28'-32')
LF
$67.56
15" PVC Gravity Sewer (32'-36')
LF
$79.00
15" PVC Gravity Sewer (36'-40')
LF
$95.00
Manhole (<12')
EA
$1,190.00
Manhole (12'-16')
EA
$1,770.00
Manhole (16'-20')
EA
$2,350.00
Manhole (20'-24')
EA
$2,930.00
Manhole (24'-28')
EA
$3,510.00
Manhole (28'-32')
EA
$4,090.00
Manhole (32'-36')
EA
$4,500.00
Manhole (36'-40')
EA
$5,000.00
Construct Outside Drop
EA
$3,000.00
8" PVC Forcemain
LF
$12.00
Casing for 15" Pipe
LF
$175.00
Casing for 8" Pipe
LF
$140.00
Dewater 2' Depth
LF
$6.25
Dewater 3' Depth
LF
$6.25
Dewater 4' Depth
LF
$6.25
Dewater 5' Depth
LF
$6.25
Dewater 6' Depth
LF
$7.50
Dewater 7' Depth
LF
$7.50
Dewater 8' Depth
LF
$8.88
Dewater 12' Depth
LF
$12.00
Dewater 14' Depth
LF
$13.75
Dewater 15' Death
LF
$13.75
Dewz�ter 16' Depth
LF
$16.00
DeWa+Qr 17' Depth
I„F
$16.00
Dewater 18' Depth
LF
$13.80
Remove Pavement
SY
$2.00
Res ore 'avement
SY
: 20.00
Remove Pose Ban,
EA
$15,000.00
Relocate; Power Pole
FA
$2,500.00
Restore Gravel Road / Driveway
5Y
$1.90
Seeding Restoration
Acre
$1,500.00
Sod
SY
$2.10
Traffic Control
LS
$30,000.00
Permanent Easement Acquisition
Temporary Easement Acquisition
file
printed
QUANTITY
4450
800
400
10
2
1
15085
280
1000
1480
1200
3200
3200
23
19945
71.2
1'l 616
1
N
02/04/98
COST
$52,866.00
$13,904.00
$9,812.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$11,900.00
$3,540.00
$2,350.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$181,020.00
$0.00
$39,200.00
$0.00
$6,250.00
$9,250.00
$0.00
$0.00
$0.00
$10,656.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$6,400.00
$64,000.00
$0.00
$57,500.00
$37,895.50
$106,800.00
$24,393.60
$25,156
$30,000.00 $326,989
------------ ---------
Subtotal Construction Cost
SF $0.20 68500 $13,700.00
SF $0.05 1574350 $78,717.50
Construction Contingency 5.00%
Indirect Costs, inc Easement Acq 30.00%
Total Estimated Project Cost
$667,737
$92,418
$33,387
$200,321
$993,863
TABLE C
CITY OF OTSEGO
PRELIMINARY DESIGN
SANITARY SEWER COLLECTION SYSTEM
file
printed
QUADAY AVENUE LIFT STATION
PRELIMINARY COSTS
liftcost
02/04/98
COMPONENTS COST
Lift Station Structure with all pipes, valves, and fittings $60,000.00
Electrical $60,000.00
Mechanical $12,000.00
Valve Manhole with all pipes, valves, and fittings $7,000.00
Pumps $25,000.00
Site Work, includes grading and access road $10,000.00
Total Estimated Cost $174,000.00
- TABLE D
CITY OF OTSEGO file watcost
PRELIMINARY DESIGN printed 02!04!98
WATER DISTRIBUTION SYSTEM
WATER DISTRIBUTION SYSTEM PRELIMINARY COSTS
1998 CONSTRUCTION
UNIT
ITEM
UNIT
COST
QUANTITY
COST
10" DIP Watermain
LF
$25.00
1290
$32,250.00
12" DIP Watermain
LF
$30.00
1280
$38,400.00
16" DIP Watermain
LF
$36.00
14040
$505A 0.00
$576,090
16" Butterfly Valves and Boxes
EA
$ 1,400.00
28
$39,200.00
Hydrants
EA
$1,500.00
35
$52,500.00
Fitings
LB
$1.20
35000
$42,000.00
6" hydrant valves
EA
$450.00
35
$15,750.00
6" Hydrant leads
LF
$18.00
700
$12,600.00
$162,050
Casing for 16" Pipe Jacking
LF
$180.00
590
$106,200.00
106 200
Dewater 3' Depth
LF
$6.25
500
$3,125.00
Dewater 4' Depth
LF
$6.25
1200
$7,500.00
$10,625
62
Seeding Restoration
Acre
$1,500.00
11.4
$17,100.00
- ----------- ---------
------------ ---------
$17,100
Subtotal construction cost
$872,065
Temporary Easement Acquisition
SF
$0.05
485550
$24,277.50
Permanent Easement Acquisition
SF
$0.20
44150
$8,830.00
$33,108
Construction Contingency
5.00%
$43,603
Indirect Costs
25.00%
$228,917
Total Estimated Project Cost $1,177,693
Hakan
Anderson "Aon
Assoc.. Inc.
PROJECT: CITY OF OTSEGO - TRUNK SANITARY COLLECTION & WATER DISTRIBUTION SYSTEM
1998 PROJECT
FEBRUARY
3 M T W T F S
1 2 3 4 5 6 7
* 8 In 10 11 12 13 14
* 15 16 17 18 19 20 21
22 Im 24 25 28 27 28
NNE
S M
MARCH
MAY
S M
7 .. T
7 3
1 2
3 4 5
6 7
8 9
10 11 12
13 14
15 16
17 18 19
20 21
22 23
24 25 26
27 28
29 30
31
17
NNE
S M
APRIL
MAY
3 M T
W T
F S
T W T
1 2
3 4
5 8 7
8 9
10 11
12 13 14
15 16
17 18
19 20 21
22 23
24 25
* 26 El28 29 30
15 18
NNE
S M
T
MAY
T
S
M
T W T
F S
4
5 8
7 8
1 2
3
4
5 8 7
6 9
10
11
12 13 14
15 18
17
18
19 20 21
22 23
# 24
25
26 27 28
29 30
31
NNE
S M
T
W
T
F S
1
2
3
4
5 8
7 8
9
10
11
12 13
14 15
16
17
18
19 20
21 22
23
24
25
28 27
28 29
30
JULY
5 M
T
W T
F S
1 2
3 4
5 6
7
8 9
10 11
12 13
14
15 18
17 18
19 20
21
22 23
24 25
26 27
28
29 30
31
AUGUST
S .. T W F 5
1
2 3 5 6 7 8
9 10 ;1 12 13 14 15
.. 17 18 W 10 11 22
23 71, 2: 2f :7 28 29
30 31 -
FEB. 9TH - COU RICIL MEETING SUBMIT DESIGN REPORT
FEB. 23RD - COUNCIL MEETING APPROVE & AUTHORIZE RIGHT OF WAY
MAR. 2ND - FILE EMINENT DOMAIN PROCEEDINGS FOR R.O.W. & EASEMENTS
APR. 1ST - COMPLETE ALL PERMIT APPLICATIONS
APR. 27TH - COUNCIL MEEETING - APPROVE PLANS, AUTHORIZE BIDS
Advertisements on 4124 & 5/1 Construction Bulletin
4122 Elk River Star
MAY 15TH - OPEN BIDS
MAY 25TH - COUNCIL MEETING - RECEIVE BIDS, CONSIDER AWARD
JUNE 8TH - NOTICE TO PROCEED WITH CONSTRUCTION
JULY
AUGUST
. a1T-^l'LIdBF$ � SEi'TEMBEP.--- -- --- ----- -
S L. T W 1 F S
r.. n s z iMELELIVERY NEAR MID SEPTEMBER 1598 PI
13 14 15 16 17 18 19
20 21 22 23 24 25 26
27 2B 29 30
OCTOBXR
S M
T W
T
F S
1
2 3
4 _
6 7
9 10
1112
13 14
15
.5 17
18 19
20 21
22
23 24
25 26
27 26
29
30 31
OCT 30TH -SUBSTANTIAL COMPLETION 1998 PROJECT WORK
* DENOTES CITY COUNCIL REVIEW/ACTION
1998 SCHEDULE
JOHMSCI LEDULElOT612
MINNESOTA STATE HIGH AY NO. 101
rn
M LO AL
z
LOCAL
SERVICE _ ' '
L CAL C.S.A.H. NO. 42rm
. PARRISH AVE.) ��
LO 16"SELOCAL
= SERVICE
vi o
U
gPA
CIR E WAV00
cp
s co co In -
V TO
4G 10" 0
WELL #1
POTABLE WATER S
PUMPHOUSE #1
WELL #2
�o•
FOR CONTINUATION
GAP? SEE EXHIBIT B
8" FORCEMAIN TO WWTF
/SANITARY
QUADAY AVENUE
16" WATERMAIN
TO TOWER #1
LIFT STATION
—.Mmldk-x-
500 0 500 1000
SCALE IN FEET
LEGEND
I DENOTES DIP WATERMAIN
--�-- DENOTES PVC GRAVITY
SANITARY SEWER
— — — — — DENOTES ALTERNATE GRAVITY
PVC SANITARY SEWER
PIPE SIZES AS SHOWN
EXHIBIT A
PROPOSED
1998 CONSTRUCTION
SANITARY SEWER COLLEC11ON
SYSTEM AND WATER
DISTRIBUTION SYSTEM
CITY OF OTSEGO, MINNESOTA
DATE: FEBRUARY, 1998 FILE: OT612
EXH-A.DWG
LEGEND
I DENOTES DIP WATERMAIN
» DENOTES PVC FORCEMAIN
» — — DENOTES ALTERNATE
FORCEMAIN ROUTE
»� DENOTES PVC FORCEMAIN
INSTALLED TO GRADE
WITH MANHOLES FOR
FUTURE CONVERSION
TO GRAVITY MAIN
PIPE SIZES AS SHOWN
Fill Ande"T
Assoc.. nc.
1000 0 1000 2000
SCALE IN FEET
PROPOSED
1998 CONSTRUCTION
SANITARY SEWER COLLECTION
SYSTEM AND WATER
DISTRIBUTION SYSTEM
CITY OF OTSEGO, MINNESOTA
DATE: FEBRUARY, 1998 FILE: OT612
1500 0 1500 3000
SCALE IN FEET
CRY OF OTSEOO
SANITARY SEWER
COLLECTION SYSMM STUDY c
PHASE I TRUNK SYSTEM JUNE 1997
ATION
IFS
PHASE I LIFT STATION
.� PHASE I SANITARY SEWER
PHASE I FORCEMAIN
PHASE I SERVICE AREA