HomeMy WebLinkAbout02 - Design Report - Laurel Glen Ph 1 - Wastewater0 WASTEWATER SYSTEM DESIGN REPORT
A. General
u
This report will give an overview of the proposed wastewater system for the Laurel Glen
Development. The report includes a description of the proposed wastewater system and design
parameters and an analysis of the effect on the existing wastewater facilities including
downstream impacts and capacities. The development will be constructed in four phases but this
report will look at the project in its entirety. Once the wastewater system is constmcted and
approved, the system will become a part of the City ofBozeman system.
The following references were used in the wastewater facilities design and capacity analysis:
a. COB Design Standards and Specifications Guide, 2001
b. COB Modifications to Montana Public Works Standard Specifications (MPWSS)
c. City Subdivision Regulations
d. City adopted MPWSS and Adopted Addenda
e. COB Wastewater Facility Plan, 1998
f. WQB Circular No. 2
g. City ofBozeman Zoning Map revision dated 10/11/2001
h. Sanitary Sewer Capacity Report For: Laurel Glen Subdivision, by Allied Engineering
Services, Inc., December 2001 - updated January 2002.
B. Proposed Wastewater Collection System
The effluent generated by the development will flow into existing City of Bozeman sanitary
sewer mains. The procedures and parameters outlined in the COB Design Standards and
Specifications Guide, 2001 were used in the preliminary design of the sewer infrastmcture for
the proposed development.
The new sewer mains were sized to flow at no more than 50-percent of full capacity at peak hour
conditions at full build-out of the subdivision. An average daily flow of 72-gallons per capita
per day was used to determine flows generated by residential areas. Additionally, an infiltration
rate of 150 gallons/acre/day was added to the design flow. The residential zoning densities and
business and manufacturing flow rates are provided in Table 1 .
The following infonnation summarizes the criteria used to size the sewer mains for Laurel Glen.
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A peaking factor was calculated for each residential sub-area based on following formula:
Qmax/Qave = (1 8 + P°'5) / (4 + P°5) (P = Population/thousands)
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For the lots zoned B-l, a peaking factor of 3.4 was used based upon the overall peaking factor
for the entire development (i.e. used total residential population in the peaking factor equation -
see Appendix B). A summary of the peaking factors, peak flow, and preliminary size for each
sewer segment is presented in Table 2. As shown in Table 2, the sewer main size for the
development will be 8-inch with the exception of three 10-inch mns at north end of the project.
The peak flow generated to size these mains is 384 gpm.
Figure 1 shows the sewer main segments and their respective tributary sub-areas. A pipe slope
of 0.5% for the east-west sewer segments and 1.0% for the north-south sewer segments was
assumed for the preliminary sewer segment sizing. Detailed flow calculations are presented in
Appendix B.
Table 1
Residential zoning densities and business and manufacturing flow rates
Zone Classification
Population
Zoning Density Density Flow
(D.U./Acre) (people/acre) (gpd/acre)
B-l
M-1
M-2
R-l
R-2
R-3
R-3A
R-4
R-MH
R-0
R-S
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1.5
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4.8
f.8
4.8
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12.19
12.19
12.19
12.19
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Sewer segment peak How and sizing
Sewer Downstream
Segment # Segment #
'.IS
9
!%
Tributary
Flow (gpm)
Upstream
Flow (gpm)
Total
Flow (gpm)
Tributary
Population
Upstream
Population
Total
Upstream
Population
Peaking
Factor
Peak Flow
(gpm)
Required
Pipe
Dia. (in)
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35
36
37
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42
43
44
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Sewer segment peak flow and sizing
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TOTALS
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r The lift station will be located on the downstream end of wastewater flow near Laurel Parkway
and Oak Street. As noted by the City, the lift station will be located on a "common lot" owned
by the property owner's association.
The lift station will be composed of a wet well with two wastewater effluent pumps, a force main
and an emergency backup power generator. The wet well will be a pre-cast concrete manhole.
The effluent pumps will be mounted on rails for easy access during maintenance. The valveing
will contain two valves for isolating the two wastewater effluent pumps and located above
ground in a fiberglass reinforced plastic enclosure. The force main will carry wastewater
effluent from the lift station to a City ofBozeman manhole located at the intersection ofDurston
and Cottonwood. The emergency backup power will be either diesel or natural gas operated and
will be housed in a weather proof enclosure. The control panel for the pumps will also be
located in a weather proof enclosure. The footprint area of the lift station will comprise an area
of approximately 20 feet by 20 feet. Access to the lift station components will be through a
manhole access lid.
The lift station will be owned and operated by the City of Bozeman. Maintenance costs will be
paid by the homeowners and property owner's association through a surcharge on their sewer
bill.
C. Capacity Analysis (Downstream of Valley West Trunk Sewer)
A capacity analysis was performed to determine the proposed development's sewer loading on
existing downstream sewer lines. The report "Sanitary Sewer Capacity Report For: Laurel Glen
Subdivision" dated December 2001 - updated January 2002 by Allied Engineering Services, Inc.
analyzed the existing Valley West Trunk Sanitary Sewer to determine if there is capacity to add
the wastewater flows generated by the proposed Laurel Glen Subdivision. Bob Murray, Project
Engineer for the City ofBozeman, in his letter to Allied Engineering Services, Inc. dated January
9, 2002 indicated that based on the above report there is capacity for the development in the
Valley West Trunk Sewer. The capacity analysis below analyzes the available capacity
downstream of the Valley West Tmnk Sewer. Figure 2 shows a plan view of the portions of the
existing sewer network that were evaluated in the analysis. The following parameters were used
in the analysis:
Average daily flow = 72 gallons/day/capita
• Infiltration rate =150 gallons/day/acre
Manning's n= 0.013
• Peaking factor = Q^ax/Qave = (18 + P°'5) / (4 + P°-5) (P = Population/thousands)
Residential population densities and flow from areas zoned business and manufacturing were
taken from Table 4.6.1-1 (page 51) of Wastewater Facility Plan by MSE-HKM Engineering,
August 1998 and are summarized below in Table 3.
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0 Table 3
Residential population densities and flow from
areas zoned business and manufacturing
Zone Classification
Population
Zoning Density Density Flow
(D.U./Acre) (people/acre) (gpd/acre)
B-2
M-1
M-2
R-l
R-2
R-3
R-3A
R-4
R-MH
R-0
R-S
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Summary sheets from the SANSYS computer sewer modeling program were obtained fi-om Bob
Murray. Bob Murray also provided a list of subdivisions to add to the analysis as the SANSYS
computer model is somewhat out of date. An Excel spreadsheet was set-up to analyze the effect
on the existing collection system with the addition of peak sewer flow from the proposed Laurel
Glen Subdivision in addition to peak flow from subdivisions not currently in the SANSYS
model. Two flow scenarios were calculated:
1. Addition of - Laurel Glen Subdivision and existing subdivisions not modeled in current
SANSYS model.
2.1+ future subdivisions (Hardest Creek Phases 5-11, and Annie Subdivision Phase III).
Table 4 provides a summary of the peak flows added to the existing sewer system in the capacity
analysis. Next, the peak flows from the various subdivisions were added to the existing sewer
system at the locations shown on Figure 2. Manning's equation was then used to determine the
available sewer capacity. Results of the hydraulic analysis, specifically the ratio of the
calculated sewer flow to the full pipe flow for each segment of sewer main, are presented in
Table 5. As shown in Table 5, the capacity of the existing sewer mains is exceeded at the
following locations:
1. Manhole # 949 to manhole # 950
2. Manhole #95 5 to manhole #10102
Bob Murray, in a letter dated January 9, 2002, stated that approximately half of the Laurel Glen
Subdivision could be built and served by the existing sewer collection system. The final plat for
the remaining half of the development will be conditional upon installation of a relief sewer or
6
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r detailed flow monitoring to assure adequate capacity in existing mains. As described in the
Wastewater Facility Plan by MSE-HKM, the relief sewer would consist of an overflow manhole
installed to divert flows at manhole 946 (the intersection of Oak Street extended and Fowler
Road extended) to the 21-inch line (line N2) in zone 7. This would require installation of
approximately one half mile of21-inch sewer main between Oak Street and Baxter Lane. We
plan to pursue flow monitoring.
Table 4
Summary of peak flows for subdivisions
Scenario Subdivision
Population Peak Peak
Zone Density Flow Area Peaking Flow w/infil. Flow w/infil. Upstream MH
Clas. (people/acre) (gpd/acre) (acres) Population Factor (gpm) (cfs) to Add Flow
1 Laurel Glen B-l
R-2
R-3
R-3A
R-4
3495
7.62
12.19
12.19
12.19
9.16
34.74
32.51
37.67
21.84
265
396
459
266
83.3
52.6
76.8
89.0
51.6
0.19
0.12
0.17
0.20
0.11
Subtotal 1386 3.70 353.3 0.79 946
Valley West"
Harvest Creek Phases 1-4 R-2 7.62
Harvest Creek Overflow
Rose Park R-3 12.19
Castlebar Apartments R-3 12.19
Durston Meadows R-3 12.19
Lane Property" R-3 12.19
1751.1 3.90
59.20 451 4.00 96.3 0.21
1.38
9.64 118 4.22 25.8 0.06
6.75 82 4,27 18.2 0.04
30.42 371 4.04 78.0 0.17
161.29 1966 3.59 783.0 1.74
Total for Scenario #1 8.30
946
949
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MH#
946
947
948
949
950
951
952
953
954
955
956
957
10101
10102
10103
10104
10105
10106
10107
10108
10109
10110
10111
10001
10002
10004
10005
10006
10007
10008
10009
Table 5
Summary of capacity analysis
DS
MH#
Grade Dia.
(%) (in)
Existing' 1
Peak (cfs)
Contributing Total Peak
Peak#l(cfs) Q#, (cfs) Q#i/Q^,,
Contributing Total Peak
Peak #2 (cfs) Q#, (cfs) Q^/Q^ii
947
948
949
950
951
952
953
954
955
956
957
958
10102
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DURSTON ROAD (COUNTY)
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LEGEND
SEWER MAIN
SEWER MANHOLE
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NO. f!EVISION5 DRAWN BY DATE 0 300 600 900
SCALE: 1 INCH - 300 FEET
PROJECT ENGINEER: SRS
DESIGNED BY; WMS
DRAW BY; WMS
REVIEVCD BY: SRS, CGB
LAUREL GLEN SUBDIVISION
PROPOSED SEWER LAYOUT
BOZEMAN, MONTANA
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BAXTER
VALLEY WEST
TRUNK SEWER
OAK
•RRGPOSEO
•tSABREL • GffiN:
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LOCATION MAP
r 4000'
(
10010
10009
10008
10006
10(
10004
10007
10002
10001
10111
10110
10109
10108
10107 »
•(
BAXTER
9S6 (J0101)
PROPOSED
LAUREL GLEN
SUBDIVISION
HARVEST CREEK FLOW
FLOW FROM:
LAUREL GLEN SUBDIVISION-
AND VALLEY WEST
955 (J0205) V
954 (J0204)
953 (J0203)
952 (J0202)
951 (J0201)
OAK FUTURE
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0.78 acres 0.68" acres o.olZ14
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0.84 acres
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(fjj AUG 2s 2032
^BuTFBI:^^^
ENGINEERING
SERVICES. INC.
August 27, 2002
Bob Mun-ay, PE
Project Engineer
City ofBozeman
P.O. Box 1230
Bozeman,MT 59771-1230
RE: Laurel Glen Design Report Review Comment Responses
J.O. 00-185
Dear Bob:
Attached please find our responses to your review comments for the Laurel Glen Design Report.
Please review the submitted material at your earliest convenience. If you have any questions or
need additional infonnation regarding this project please feel free to contact us at 582-0221.
Sincerely,
Allied Engineering Services, Inc.
^
Chris G. Budeski, PE
Senior Civil Engineer
enc: Laurel Glen Design Report review comments responses
ec: Chuck Hinesley, Owner
file
^
S:\ProjectsV2000\00-185 Laurel Glen Sub\Design Report\Bob Murray Letter 08-27-02.doc
32 Discovery Drive • Bozeman, MT 59718 • (406)582-0221 • Fax(406)582-5770
1
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1
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2. Provide a node diagram.
See enclosed Figure 2.
3. Provide the results of a run for max day plus fire flow for each node. Note that
the minimum allowed fire flow per the Fire Department is 1500 gpm.
The results of the max day plus fire flow run for each node are included in Appendix D.
The minimum allowed fire flow for residential areas with buildings less than 3600 square
feet is 1000 gpm as stated in the 1994 Uniform Fire Code and verified with the City of
Bozeman Fire Department. A minimum allowed fire flow of 1500 gpm was used
throughout the rest of the development for any building over 3600 square feet.
4. The text states that all mains other than the main in Durston will be 8 ". The main
in Oak needs to be 12" to match what is being installed to the east.
The water main size in Oak Street has been upsized to a 12" ductile iron main. This
information has been updated in the water model, and all flows still meet the City of
Bozeman standards.
Sanitary Sewer:
5. The text states the lift station will be installed on a "common lot". Recent plans
have shown otherwise. This issue is being resolved through planning.
Although the preliminary plat shows this lot as private, it will be dedicated to the City of
Bozeman during the platting of phase II of the project. Until the next phase of the project
is platted, the lift station will be located within an easement to the City ofBozeman.
6. The lift station must be enclosed in a building rather than a separate enclosure as
described.
The proposed lift station will be enclosed with a building.
7. The lift station and mains to/from Durston to the lift station must be sized to
convey flows from a reasonable service area south of Durston. Additionally, a
main should be extended into Durston to ser^e the area.
Allied Engineering has met with Greg Stratton with Morrison Maierle to detennine the
area and zoning in the Valley West development that will flow into the Laurel Glen lift
station. A main will be extended to the south side of Durston at Westgate Avenue for
future extension by the Valley West development. Main sizes and lift station pumps will
be sized accordingly for the additional flows.
Page 2 of 6
?6B__ \—y67
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1.33 acres SZ39
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1.20 acres
SZ38
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^11 ss^ Ml
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SZ40
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0.81 ocr
s!.S'.:::^«vi'StS3^»^l !
LEGEND
SSS9!!'
KR?
SZ,|1
s»
SEWER ZONE IN S-1 DESIGNATION
SEWER ZONE IN R-2 DESIGNATION
SEWER ZONE IN R-3 DESIGNATION
SEWER ZONE IN R-3A DESIGNATION
SEWER ZONE IN R-4 DESIGNATION
SEWER ZONE BOUNDARY
PROPOSED SEWER MAIN
PROPOSED SEWER SERVICE
PROPOSED SEWER MANHOLE
SEWER ZONE NUMBER
SEWER SEGMENT NUMBER
}1
II
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sl
u
NO. REVISIONS DRAWN BY _DATE_ 4?0
SCALE: 1 INCH - 300 FEET
PROJECT mGtNEER: CGB
DESIGNED BY: PJS
DRAWN BY: DLO
REVIEWED BY: CG8
LAUREL GLEN SUBDIVISION
SEWER ZONE MAP
BOZEMAN, MT
w^/ yw^
ALLIED
ENGINEERING
SERVICES, INO.
Civil Engineering
Land Surveying
Geotechnical Engineering
Structural Engineering
K DISCOVERY DRIVE
BOZEMAN.MT 59718
PHONE (406) 582-0221
FAX (406) 582-5770
PROJECTJt 00-185
DATE: FEBRUARY 20021
SEWER ZONE MAP
FIGURE 1
OVERALL SHEET 1 OF 1
LAUREL GLEN SUBDIVISION
SEWER ZONE MAP
s
s
s
i
•LANE PROPERTY FLOW
FLOW FROM:
CASTLEBAR. ROSE PARK.
DURSTON MEADOWS
AND ANNIE PHASE III
s s ? s ^
9 f 99 S
LEGEND
0
EXISTING SEWER MAIN
EXISTING SEWER MANHOLE
NOTE:
1. ONLY THOSE PORTIONS OF THE EXISTING CITf OF
BOZEMAN SEWER SYSTEM USED IN THE CAPACITr'
ANALYSIS ARE SHOWN ON THIS FIGURE.
CITY OF BOZEMAN EXISTING SEWER MAP
1" = 1000'
I
is
I
I/)
NO. REVISIONS DRAWN BY DATE
SCALE AS NOTED
PROJECT ENGINEER: CGB
DESIGNED BY: PJS
DRAWN BY: DLG
REVIEWED BY: SRS, CGB
/C£W
LAUREL GLEN SUBDIVISION
CITY OF BOZEMAN EXISTING SEWER
BOZEMAN, MT
^SKS/ -^'^KS,-,
ALLIED
ENGINEERING
Civil Engineering
Land Surveying
Geotechnical Engineering
Structural Engineering
32 DISCOVERY DRIVE
BOZEMAN.MT 59718
PHONE (406) 582-0221
FAX (406) 582-5770
PROJECT #: 00-185
DATE: JANUARY 2002
SEWER ZONE AREAS
FIGURE 2
OVERALL SHEET 1 OF 1_|
LAUREL GLEN SUBDIVISION.
SEWER ZONE AREAS_
ss..-g I -:^^
ALLIED
ENGINEERING
;RVICES, INC.
Civil Engineering
Land Surveying
Geotechnical Engineering
Structural Engineering
32 DISCOVERY DRIVE
BOZEMAN.MT 59718
PHONE (40«) 382-0221
FAX (40«)582-5770
PROJECT (fc 00-18S
DATE: 2/2002
U-OVERAU
FIGURE 3
OVERALL SHEET 1 OF 1
_LAURELGLEN-
UTILITY LATOUT"
10103
10104
10105
10106
10107
10108
10109
10110
10111
10001
10002
10004
10005
10006
10007
10008
10009
10010
0.20% 20
0.20% 20
0.20% 20
0.20% 20
1.00% 20
1.00% 20
0.80% 20
1.34% 20
0.80% 20
0.20% 20
0.10% 24
0.10% 24
0.10% 24
0.24% 24
0.24% 24
0.24% 24
0.21% 24
0.95% 24
0.95% 24
0.95% 24
0.95% 24
0.95% 24
1.06% 24
1.06% 24
1.06% 24
4.30% 24
1.06% 24
0.56% 24
0.89% 24
0.98% 24
0.97% 24
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
6.76
Total
4.69
1.59
0.27
1.74
5.57
5.57
5.57
7.16
7.44
7.44
9.18
9.18
9.18
9.18
9.18
9.18
9.18
9.18
9.18
9.18
9.18
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
15.06
0.90
0.90
0.90
1.15
0.53
0.53
0.74
0.57
0.74
1.48
1.28
1.28
1.28
0.83
0.83
0.83
0.89
0.68
0.68
0.68
0.68
0.68
0.65
0.65
0.65
0.32
0.65
0.89
0.71
0.67
0.68
0.27
0.10
5.57
5.57
5.57
7.44
7.80
7.80
9.55
9.55
9.55
9.55
9.55
9.55
9.55
9.55
9.55
9.55
9.55
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
15.43
0.90
0.90
0.90
1.20
0.56
0.56
0.77
0.59
0.77
1.53
1.33
1.33
1.33
0.86
0.86
0.86
0.92
0.70
0.70
0.70
0.70
0.70
0.66
0.66
0.66
0.33
0.66
0.91
0.72
0.69
0.69
8.30 0.37
From City ofBozeman SANSYS output dated May 20, 1999, obtained from Bob Murray
D. Conclusion
Based on this analysis, the proposed wastewater system for the Laurel Glen Development
provides adequate ser/ice to meet the flows generated from the proposed development. This
project will require the approval of the City Engineer and MDEQ.
c
8
949
950
950
950
952
2 Harvest Creek Phases 5-11
Annie Phase 3
R-2
R-3
7.62
12.19
76.06 580 3.94 122.1 0.27
1635 199 4.15 43.1 0.10
Total for Scenario #2 0.37
949
950
3 from "Sanitary Sewer Capacity Report For: Laurel Glen Subdivision", December 2001 - updated January 2002, by Allied Engineering
sewer main from MH J0410 to J0411 was blocked off & flow direction was changed to the north to tie into MH 949 (J0310)
c reserved sewer capacity of 307, 200 gpd per XL Limited Partnership Annexation Agreement
0
7
0.5
1.3
1.0
1.3
0,5
1.2
3.5
0.0
0.0
1.7
1.5
1.7
0.7
0.4
1.2
3.2
0.0
1.2
0.0
2.0
0.4
0.9
1.9
0.9
1.2
2.2
0.0
103.4
6.3
3.3
0.5
0.0
1.0
0.0
0.0
1.2
0.0
21.3
21.3
21.3
19.6
15.8
11.9
6.9
5.6
4.4
1.2
1.2
0.0
2.4
0.4
0.0
0.0
0.0
1.2
0.0
0.0
103.4
6.3
3.3
0.9
0.5
2.3
1.0
1.3
1.7
1.2
24.8
21.3
21.3
21.3
17.3
13.6
7.7
6.0
5.6
4.4
1.2
1.2
2.4
2.4
0.4
0.9
1.9
2.2
1.2
2.2
103.4
0.0
0.0
7.5
7.3
22.0
16.2
20.0
8.0
20.5
59.2
0.0
0.0
29.3
26.3
29.9
12.2
7.2
20.8
54.4
0.0
20.8
0.0
34.0
6.2
15.4
32.2
16.2
20.7
38.2
0.0
1344.9
101.5
53.0
7.3
0.0
16.2
0.0
0.0
20.5
0.0
363.7
363.7
363.7
334.5
270.0
203.2
118.6
96.1
75.2
20.8
20.8
0.0
40.2
6.2
0.0
0.0
0.0
20.7
0.0
0.0
1344.9
101.5
53.0
14.8
7.3
38.2
16.2
20.0
28.6
20.5
423.0
363.7
363.7
363.7
296.3
233.1
130.8
103.2
96.1
75.2
20.8
20.8
40.2
40.2
6.2
15.4
32.2
36.9
20.7
38.2
1344.9
4.24
4.31
4.40
4.43
4.34
4.39
4.38
4.36
4.38
4.01
4.04
4.04
4.04
4.08
4.12
4.21
4.24
4.25
4.28
4.38
4.38
4.33
4.33
4.43
4.39
4.35
4.34
4.38
4.34
3.71
27
14
4
2
10
4
6
7
5
99
86
86
86
71
56
32
26
24
19
5
5
10
10
2
4
8
9
5
10
8
8
8
8
8
8
8
8
8
8
s
8
8
8
8
8
8
8
s
8
8
8
8
8
8
8
8
8
8
PVC pipe meeting COB specifications will be used for all the sewer mains. Since all sewer main
segments will be 10-inch diameter and smaller, a maximum manhole spacing of 400 feet was
used and a manhole barrel size of 48-inches is required, except for inside drop manholes which
will be 60-inches in diameter. Manholes will be constmcted according to COB specifications.
All sewer services will be 4-inch or 6-inch PVC installed at 2 to 4% grade. Sewer services will
connect into the main with in-line gasketed wyes. A 4-inch sewer service with a grade of 2%
can convey approximately 60 gpm at 50% capacity. Our flow calculations show that no
individual lot generates over 60 gpm of peak flow.
A plan view of the proposed sewer infrastructure is shown in Figure 3. Sewer mains were placed
along the centerline of the street on tangential alignments. On curvilinear street alignments,
sewer mains were kept a minimum of five feet from the edge of the concrete gutter for collector
and arterial streets and 3.5 feet for local streets. On curvilinear street alignments we attempted to
keep manholes in the center of the street. However, to keep the required separation distance
between water mains and the edge of the concrete gutter in addition to maintaining an 11-foot
separation water and sewer mains, some sewer manholes do not fall on the street centerline.
Laurel Glen subdivision will utilize a lift station for pumping wastewater effluent into the City of
Bozeman collection system. The downstream manhole in Laurel Glen is approximately 15 feet
lower than the tie in manhole for the City of Bozeman, thus preventing gravity flow into the
collection system. The City of Bozeman engineering department has noted the need for a lift
station in the pre-application plan review.
4
SBIBEI:!?
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42
43
44
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0.0
1.3
1.7
0.0
1.7
1.7
1.5
1.2
1.3
3.8
1.1
16.1
0.3
1.3
1.5
0.8
0.6
0.0
0.0
2.9
1.3
0.9
0.8
4.8
0.0
8.3
0.2
0.1
0.0
0.7
1.7
1.5
1.2
1.7
0.5
1.6
1.5
1.0
0.8
0.0
1.0
0.0
1.2
0.8
1.6
0.4
78.6
77.3
75.6
7.4
3.3
1.5
0.0
].3
0.0
64.4
63.3
35.2
34.8
1.5
0.0
0.6
0.0
10.7
2.9
0.0
6.5
5.5
4.8
0.0
32.0
12.5
12.3
11.4
3.9
0.0
1.5
0.0
0.0
4.6
4.1
2.4
1.0
0.0
0.0
11.2
0.0
10.2
9.0
8.2
0.0
6.3
78.6
78.6
77.3
7.4
4.9
3.3
1.5
2.5
1.3
68.2
64.4
51.3
35.2
2.8
1.5
1.4
0.6
10.7
2.9
2.9
7.8
6.5
5.5
4.8
32.0
20.8
12.5
11.5
3.9
0.7
3.2
1.5
1.2
6.2
4.6
4.1
2.4
1.0
0.8
11.2
1.0
10.2
10.2
9.0
1.6
6.7
0.0
21.7
28.6
0.0
27.9
28.9
25.8
19.9
22.0
64.2
19.1
7.2
5.5
20.9
25.2
13.2
10.5
0.0
0.0
49.6
21.5
15.4
13.2
81.4
0.0
10.4
3.7
1.9
0.0
11.3
27.8
26.1
20.3
28.1
8.5
27.7
25.2
16.6
13.4
0.0
15.5
0.0
18.3
13.0
24.4
6,3
921.9
900.2
871.6
124.5
54.7
25.8
0.0
22,0
0.0
682.8
663,7
451.6
446.2
25.2
0.0
10.5
0.0
181.1
49.6
0.0
110.0
94.6
81.4
0.0
400.1
210.6
206.9
191.6
65.1
0.0
26.1
0.0
0.0
78.0
69.5
41.8
16.6
0.0
0.0
179.0
0.0
163.5
145.2
132.2
0.0
101.5
921.9
921.9
900.2
124.5
82.6
54.7
25.8
41.9
22.0
747.0
682.8
458.9
451.6
46.1
25.2
23.6
10.5
181.1
49.6
49.6
131.5
110.0
94.6
81.4
400.1
221.1
210.6
193.5
65.1
11.3
53.9
26.1
20.3
106.2
78.0
69.5
41.8
16.6
13.4
179.0
15.5
163.5
163.5
145.2
24.4
107.9
3.82
3.S2
3.83
4.22
4.27
4.31
4.36
4.33
4.37
3.88
3.90
3.99
4.00
4.32
4.37
4.37
4.41
4.16
4.32
4.32
4.21
4.23
4.25
4.27
4.02
4.13
4.14
4.15
4.29
4.41
4.31
4.36
4.38
4.24
4.27
4.28
4.33
4.39
4.40
4.17
4.39
4.18
4.18
4.20
4.37
4.23
300
300
296
31
21
14
7
11
6
265
251
205
141
12
7
6
3
44
13
13
33
27
24
20
129
86
52
48
17
3
14
7
5
26
20
17
11
4
3
47
4
43
43
38
7
28
10
10
10
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
s
8
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3