HomeMy WebLinkAbout14 - Design Report - Norton East Ranch - Wastewater (Outfall Sewer) MOMSON ENGINEERS
SURVEYORS
i PLANNERS
MMERLE INC. SCIENTISTS
----- --
! 2880 TECHNOLOGY BOULEVARD WEST•PO BOX 1113•BOZEMAN,MT 59771
An Employee-(honed Company OFFICE:406-587-0721•FAX:406-922-6702-www.m-m.net
May 28, 2014
Bob Murray, P.E.
Engineering Division
City of Bozeman
P.O. Box 1230
Bozeman, MT 59771-1230
Re: Norton East Ranch Outfall Sewer
Design Report Submittal - Revision
MMI #5149.007
Dear Bob-
Based on your review comments, we are providing additional information regarding sewer loading
for the Anderson property and clarification on the pipe capacities and road names contained
within the report.
The Anderson property is located between Flanders Mill Road and Cottonwood Road on the east
and west and Baxter Lane and the Bozeman School District property to the north and south. This
property is proposed for a new high school on the portion south of Oak Street and a city sports
park on the portion north of Oak Street.
For the high school site we have estimated flows based on 1,800 students and a flow per student
of 25 gallons per day. The 1,800 students is the approximate size of the existing high school.
The 25 gallons per day value is from Circular DEQ-4 published by the Montana Department of
Environmental Quality. This results in a daily average flow of 31.25 gallons per minute. The peak
flow is estimated to be 113 gallons per minute based on the peaking factor of 3.62 for the 1,800
student population. The peak flow is estimated to be 101 gallons per minute utilizing the 3.22
peaking factor associated with the Baxter Meadows Lift Station.
Expected flow from the proposed Sports Park is estimated based on information from the
Bozeman Sports Park Application for the Bozeman Trails, Open Space and Parks Advisory
Committee Dated January 31, 2014. According to the proposed budget, the building for
restrooms, concession and maintenance is 2,600 sf. This is the only facility shown that appears
to require sewer service. Based on an assumed layout of the building and assuming the male and
female restrooms both have 15 stalls, this would require 1,400 sf leaving 1,200 sf for concession
and maintenance. Based on other venues, we think this is a conservatively high assumption for
the number of stalls. Assuming during peak use each bathroom use is 5 minutes the maximum
uses per hour would be 360 uses. Low flow toilets use 1.6 gal/flush and hand washing used 0.5
gal/wash. An additional flow of 200 gallons per peak hour is assumed for the concession and
maintenance facility. The expected maximum hourly flow is computed to be 956 gallons per hour
or 16 gallons per minute.
N:\5149\003\Design Report Addendum Letter to C0E4.doc
Providing resources in partnership with clients to achieve their goals
An Equal Opportunity Employer
1 ENGINEERS
` MORRISON SURVEYORS
I , PLANNERS
MAERLE, INC. SCIENTISTS
2880 TECHNOLOGY BOULEVARD WEST•PO BOX 1113•BOZEMAN,MT 59771
An Employee-(hvned Company OFFICE:406-587-0721•FAX:406.922-6702•www.m-m.net
These two uses total 117 gallons per minute. Adequate capacity exists in the proposed 21", 27"
and 15" pipes for these uses. The impacts that these flows have on the downstream facilities are
as follows-
• 12" Line in Ferguson (Refer to Table 1 in the design report)
This line has adequate capacity to serve both the Norton Lift Station and the Anderson
property uses.
® 15" Line in Ferguson (Refer to Table 2 in the design report)
The proposed upsizing of this line from 15"to 18" provides 800 gpm in capacity that would
be available for Norton and the Anderson Property. This is less than the 867 gpm
jestimated peak flow from the two properties. Upsizing the line to a 21 inch would provide
plenty of capacity.
a 18" Line in Cattail (Refer to Table 3 in the design report)
This line has adequate capacity to serve both the Norton Lift Station and the Anderson
property uses.
• Baxter Meadows Lift Station (Refer to Table 4 in the design report)
The additional 117 gpm from the high school and the sports park will need to be added to
the upgrades of the Baxter Meadows lift station. The total required capacity will be 1,975
gpm while the existing station is sized at 1,700 gpm.
All references to pipe capacity in the design report are based on 75% full which is based on the
City of Bozeman's Design Standards.
All references to Deadman's Gulch should be changed to Cattail Street to reflect a change in
street names since the Baxter Meadows lift station project was completed.
Please contact me if you have any questions.
Sincerely,
A MORRISON-MAIERLE,INC.
James-Nic elson, P.E.
Project Manager
Cc- Kevin Spencer
N:\5149\003\Design Report Addendum Letter to COB.doc
Providing resources in partnership with clients to achieve their goals
An Equal Opportunity Employer
Vdi
t MORRISON
W® MAIERLE, INC,
' An Employee-Owned Company
WASTEWATER DESIGN REPORT
tNORTON EAST RANCH OUTFALL SEWER
BOZEMAN, MONTANA
May 2014
Prepared For:
Norton Properties, LLC
1 63020 NE Lower Meadow, Suite A
Bend, OR 97701
Prepared By:
♦_t-{JCL:.""'"'_'! ....,k
Morrison-Maierle, Inc.
2880 Technology Boulevard West
Bozeman, Montana 59718 JAMES R. k4c r
NICKELSON fx-
9063 P.E. '1AJ
NAL
NA5149\003\Reports\Wastewater Report Cover.docx
' Table of Contents
' Design Report
ort
tAppendix A—Baxter Meadow Service Area Wastewater Flows
' Appendix B—Baxter Meadow Lift Station Information
' Appendix C—Norton East Ranch Lift Station Information
' Appendix D—Vicinity and Layout Maps
Appendix E—Excerpts from Bozeman 2007 Wastewater Facility Plan
' Appendix F—City of Bozeman Capacity Letter
I '
NORTON EAST RANCH SEWER OUTFALL
! ' DESIGN REPORT
WASTEWATER COLLECTION DESIGN
Introduction
' This report provides a basis for the design of the Norton East Ranch Sewer Outfall for
Norton Ranch Subdivision wastewater collection system.
The wastewater collection system serving the proposed project was designed and will be
installed in accordance with the Montana Department of Environmental Quality (MDEQ)
Circular No. 2; Montana Public Works Standard Specifications (MPWSS);the City of
' Bozeman Modifications to MPWSS; and the City of Bozeman Design Standards and
Specifications Policy.
In accordance with the City of Bozeman Design Standards and Specifications Policy and
Montana Department of Environmental Quality (MDEQ) Certified Checklist
Requirements,this report is being submitted for approval, by the City of Bozeman and
' MDEQ, prior to or concurrent with plan and specification submittal. The applicant
intends to utilize the self-certification process provided for in the City of Bozeman design
standards.
' 1.11 Problem Defined
When Norton Ranch Phase I was approved,the City of Bozeman placed a restriction on
the rate effluent was discharged into the City's existing collection system. This
necessitates the need for additional infrastructure to increase the collection system
capacity downstream of the tie-in location. The additional infrastructure includes changes
' to existing 4"and 6"force mains from the existing Norton Ranch Lift Station and a
combination of new 15", 21", and 27" gravity sewer mains. The new gravity sewer mains
will tie into the existing City of Bozeman collection system and flow through the Baxter
' Meadows Lift Station.
1.12 Design Conditions
Norton Ranch
Expected flow from Norton Ranch Subdivision at full build out was determined to be
750gal/min per Sanderson Stewart Lift Station Design Report for Norton Ranch
' Subdivision, 2009. This flow rate was used in the design of the new infrastructure.
Baxter Meadows Lift Station
' Wastewater flows, at full build out for the existing Baxter Meadows lift station service
area, was determined. Wastewater generation was based on a combination of platted lots,
zoning for undeveloped areas, infiltration, and actual flows for Chief Joseph Middle
' School. The City of Bozeman Design Standards were used for calculating flows. A
combination approach, rather than an approach strictly based on population, was
' necessary based on undeveloped areas within the service area. All calculations were
' based on a Mannin 's n value of 0.013 and pipes flowing °
g p p gat 75/o full per City of
Bozeman Design Standards.
Within the service area a total of 453 lots are platted with an assumed 2.11 people per lot
' using 89 gal/person per day resulting in an average flow of 85,069 gal/day. The assumed
values are from the City of Bozeman Design Standards.
' Areas platted for future development were broken down based on the City of Bozeman
Zoning Map and total future expected wastewater flows calculated at an average flow of
382,969 gal/day.
' Infiltration was calculated at 83,562 gal/day using total service area acreage and City of
Bozeman Design Standard Infiltration rates.
' Current flow for Chief Joseph Middle School, per design engineer communication, was
noted at an average of 1,380 gal/day.
' A combination of these individual flows resulted in average day total of 552,980 gal/day
passing through the Baxter Meadows lift station. Using the below peaking factor, for the
' flow expected due to the number of lots and zoning, the peak flow was determined as
1,595,088 gal/day
' A peaking Factor was calculated using the following equation:
Qmax/Qa,g=(18 +P'/z)/(4+PU2)= 3.22
Where:
Qmax=Maximum flow predicted
' Q,g =Average daily flow
P =Population in thousands
Population was determined based on average flow due to platted lots and zoning using
the following equation:
P =Qa�g/89 gal/capita day= 5,274 people
' 1.13 Impact on Existing Wastewater Facilities
As the proposed sewer lines join existing lines,there will be impacts to existing
infrastructure. Minimum slope values were determined from record drawings as
submitted to the City of Bozeman.
' At Ferguson,where the proposed infrastructure joins existing infrastructure,the proposed
project flows into a 12" sewer line. Calculations based on minimum pipe slope and
' expected flows, for currently platted development, at full build out determined the excess
capacity in the 12" line is 950 gal/min. This is greater than the 750 gal/min due to Norton
Ranch Subdivision at full build out. See Table 1.
' Table 1. Impact On Existing n 12" Line i Ferguson Ave.
' Existing Peak Flow in 12" Line
Infiltration 38,535 gal/day
Flow expected due
to#of lots and 473,655 gal/day
zoning
Total 512,190 gal/day
' 356 gal/min
Min Slope 0.802 %
' Line Capacity 1,306 gal/min
Excess Capacity 950 gal/min
The existing 12" line transitions to 15"at Equestrian Lane. Calculations based on
minimum pipe slope and expected flows, for currently platted development, at full build
out determined the excess capacity in the 15" line is 196gal/min. This is less than the 750
' gal/min due to Norton Ranch Subdivision at full build out. A portion of the 15"line has
slopes that allow for the addition of the full Norton Ranch flow. The 938 ft section of the
15" line would need to be upsized to 18"to convey the Norton Ranch flow. This section
is located between Kimberwicke Street and Deadman's Gulch. Once upsized to 18"the
line will have an excess capacity of 800 gal/min. See Table 2.
' Table 2. Impact On Existing 15"Line in Ferguson Ave. and Deadman's Gulch
Existing Peak Flow in 15" Line
' Infiltration 62,201 gal/day
Flow expected
due to# of lots 1,043,291 gal/day
and zoning
Total 1,105,491 gal/day
768 gal/min
' Min Slope 0.133 %
Line Capacity 964 gal/min
Excess Capacity 196 1 gal/min
Upsize to 18" Line(Kimberwicke to
Deadman's Gulch-938 L.F
Min Slope 0.133 %
Line Capacity 1,568 gaUmin
' Excess Capacity 800 gal/min
' The existingline becomes an 18" line in Deadman's Gulch. Calculations o s based on
minimum pipe slope and expected flows, for currently platted development, at full build
out determined the excess capacity in the 18" line is 1500 gal/min. This is greater than
the 750 gal/min due to Norton Ranch Subdivision at full build out. See Table 3.
' Table 3. Impact 'On Existing 18 Line m Deadman s Gulch
Existing Peak Flow in 18" Line
Infiltration 83,562 gal/day
Flow expected due
' to# of lots and 1,511,526 gal/day
zoning
Total 1,595,138 gal/day
1,108 gal/min
Min Slope 0.368 %
Line Capacity 2,608 gal/min
Excess Capacity 1,500 gal/min
' Impact on the existing Baxter Meadows Lift Station also was investigated. The lift station
was designed for 3 pumps,with one as a backup pump. The available pumping capacity
of the Lift Station is 1,700 gal/min. The flow expected for full build out of the current
Baxter Meadow Lift Station service are is 1,108 gal/min. This results in an excess
capacity of 592 gal/min.
' Lift station and force main design information was obtained from the Baxter Meadow
Subdivision Lift Station Specifications and/or the Baxter Meadows—Phase I As-Builts.
' Both documents are by Allied Engineering.
Table 4. Impact On Existing Baxter Meadows Lift Station
Existing Baxter Meadows Lift Station
Number of Pumps 2
Flow per pump 850 gal/min
Total Pump Flow 1,700 gal/min
Exist Flow 1,108 gal/min
Excess Capacity 592 gaUmin
The existing wastewater facilities will provide for 196 gpm of capacity to serve the
' Norton East Ranch development. The current capacity of the Norton East Ranch lift
station is 121 gpm and will be upgraded to 750 gpm at full buildout. The following
Baxter Meadow Subdivision sewer improvements will need to be modified in order to
i ' provide the full 750 gpm capacity needed for Norton East Ranch:
• Upsizing the existing sewer main located between Kimberwicke Street and
Deadman's Gulch from a 15" line to an 18" line. (938 feet)
• Upsize the pumps in the existing Baxter Meadow Lift Station.
' 1
It is anticipated that these improvements will be phased in as the Norton Eat p p p s Ranch is
developed.
' 1.14 Pro'ect Description
The project area lies within the planned service area of the City of Bozeman's sewer
collection system. Wastewater from Norton Ranch Subdivision flows to the existing
Norton Ranch Lift Station, as detailed in the Sanderson Stewart Lift Station Design
' Report for Norton Ranch Subdivision, 2009. This lift station is sized to handle 750
gal/min,the expected flow at full build out of Norton Ranch Subdivision.
' From the Norton Ranch Lift Station the wastewater flows through 4" and 6" force mains.
This project proposes to realign, maintaining the existing grade,the two force mains to tie
into a proposed force main drop manhole at the intersection of Durston Road and
Cottonwood Road.
The proposed gravity line in Cottonwood Road was designed as a 2 1" line. The design
' was based on the peak flow from the 2007 Bozeman Wastewater Facility Plan. The
Facility Plan shows this line as an 18"; however,the slope of the line in the facility plan
is 1.5% while the topography does not allow the line to be installed steeper than 1%.
The gravity line in Cottonwood Road flows to a proposed 27" line in Baxter Lane. The
27" line goes from Cottonwood Road to Flanders Mill in Baxter Lane. At Flanders Mill
the 27" line transitions to 15". The 15" line flows to existing infrastructure at Ferguson.
The 15" line was designed based on a slope of 0.0015 ft/ft flowing at 75% full with
Norton Ranch flow of 750 gal/min. The portion sized at 27" is sized based on the 2007
Facility Plan.
Table 5. Pro osed sewer pipe line capacity
2007 Facility
Min Capacity at Norton East Plan Peak Flow
Slope 75%Full Ranch Flow Requirement
' (%) al/min) ( al/min) ( al/min
15" 0.15 1024 750 n/a
21" 0.5 4,585 1 750 4,210
27" 0.15 4,908 1 750 4,210(note 1)
Note 1: The 2007 Facility Plan peak flow for this line is 8,136 gpm. The City
Engineer has recommended that the line being installed with this project be sized only
for the flow from Cottonwood as the depth of the line in Baxter Lane is not adequate
' for it to serve property to the west of Cottonwood.
1.15 Drawings
Drawings are submitted with this Engineers Design Report,please reference them as
needed.
' 1.16 Design Criteria
All infrastructure will be designed and constructed in accordance with the standards
' contained in the Montana Public Works Standard Specifications (MPWSS), 6t'Edition;
the City of Bozeman Design Standards and Specifications Policy, March 2004; City of
' Bozeman Modifications to MPWSS, March 2011; the Montana Department of
Environmental Quality (MDEQ)Design Circular DEQ-1 and any addenda thereof. The
City of Bozeman will assume operation and maintenance of the wastewater and water
I ' systems and appurtenances upon construction and acceptance of the installation.
All typical manholes will be 60" diameter with flat top sections. Manhole spacing will be
I ' at a maximum interval of 400' on the 15"pipe and 500' on the 21' and 27"pipes.
A 12' wide gravel access road will be constructed to provide access to sanitary sewer
manholes not located within paved roadways, as needed.
1.17 Site Information
' The topography in the area of the proposed Norton East Ranch Sewer Outfall is generally
sloping to the north at 04% slope. The soil primarily consists of loamy soils. Bedrock,
and any other limiting layer is found at a depth greater than 80". Depth to saturated soil
varies from 18' to deeper than 80". Flooding in the proposed project location rarely
occurs. All site information is from the Natural Resource Conservation Service Soil
Survey.
' 1.18 Alternative Selection/Analysis.
The described alternative was chosen based on the Lift Station Design Report for Norton
' Ranch Subdivision by Sanderson Stewart, 2009,report that was approved by the City of
Bozeman. The report required the addition of sewer infrastructure for phases beyond
Phase I per City of Bozeman restrictions. The construction of the proposed infrastructure
' is approved by the City of Bozeman and included in the long term city development plan.
1.19 Environmental Impacts
' Environmental impacts are expected to be limited to the disturbance of an existing
wetland area. This disturbance will be permitted as needed by all applicable laws.
Construction of infrastructure that will disturb this area is due to the future proposed
' Baxter Lane road section and the City of Bozeman requirements. During construction all
applicable means will be used to mitigate the environmental impacts due to construction.
Appendix A Baxter Meadow Flow
1
1
1
i1
1
1
1
® 1Y OMSO1V
ElOu MAIERLE,INC. memo
An Employee-Owned Company
TO: James Nickelson
' FROM: Jodie Binger
RE: Baxter Meadow Service Area Wastewater Flow
DATE: April 21, 2014
Wastewater flows, at full build out for the existing Baxter Meadows Lift Station service
area, were determined. The flow was determined based on:
® Number of platted lots
® Zoning for areas platted for future development
® Infiltration
® Actual flow values for Chief Joseph Middle School
® City of Bozeman Design Standards for zoning densities and infiltration
See attached service area map to correlate following table values with service areas.
Within the service area a total of 453 lots are platted with an assumed 2.11 people per
lot using 89 gal/person day resulting in 85,069 gal/day. (See Table 4) The design values
are from the City of Bozeman Design Standards. Areas platted for future development
were broken down based on the City of Bozeman Zoning Map and total future average
expected wastewater flows calculated at 382,969 gal/day. (See Table 2 and 3) The
other use is the Chief Joseph Middle school which as an average day flow of 1,380
based on water use data. Infiltration was calculated at 83,562 gal/day using total service
area acreage, 557.1 acres, and City of Bozeman Design Standard infiltration rates. A
combination of these individual flows resulted in a total of 552,980 gal/day on average.
Using the City of Bozeman Design Standards a peak flow of 1,599,782 gal/day was
j determined based on a peaking factor or 3.22.
Table 1. Total wastewater flow through Baxter Lift Station
Existing Average Flows to Lift Station Due Existing Peak Flows to Lift Station Due to
to Baxter Area Developments as Platted Baxter Area Developments as Platted
Infiltration 83,562 gal/day Infiltration 83,562 gal/day
' Flow expected due Flow expected
to#of lots and 469,418 gal/day due to#of lots 1,511,526 gal/day
zoning and zoning
Total 552,980 gal/day Total 1,595,088 gal/day
i
r
Table 2. Lots and future development for Baxter Lift Station service area
' Future Development Zoning (acres)
Plat Name Lots R1 R3 R4 RS B2 PLI
1 Plat of Minor Subdivision No 400 7.00 12.47
Baxter Meadows Subdivision PUD Phase 1 105 4.77 1.00
Baxter Meadows Phase 4A 34
Diamond Estates Subdivision No 2 Phase II 42
Crossing 2 Subdivision 74 7.17
Certificate of Survey No 2202 1.38
Tracts A and B of the Amended Plat of Baxter
Meadows Subdivision PUD Phase 1 Tract 1A 28.99
Certificate of Survey No 2202E 99.70
Amended Plat OF Baxter Meadow Subdivision
PUD Phase 1 Tract 1 25.74
t Baxter Meadows Subdivision Phase 3A 74
Certificate of Survey 2202C 12.30 41.98 39.37
W9 Baxter Meadows Subdivision Phases 2C& 2D 51
Baxter Meadows Subdivision Phase 6 48 2.19
Baxter Meadows Subdivision Phase IIA 25 0.44
Book 148 Page 207 2.29
Flanders Mill Zone Map Amendment 65.57 10.49 4.96
Total 453 58.40 1 96.81 52.47 1.00 54.47 104.66
' Table 3. Average Day Flow for Land Uses
Zone Dwelling Per Acre Gal/Acre/Day Gal/Day
R-1 3.9 730 42,634
' R-3 6.5 1220 118,110
R-4 10.4 1950 102,313
R-S 6.5 1220 1,220
B-2 200 10,893
PLI 1030 107,800
Total from Zoning 382,969
Table 4 Average Da Flow for Lots
Number of Lots units People per unit Gal/Day/Person Total Flow
453 2.11 185,069
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Appendix B Baxter Meadow Lift Station
1
1
1
I '
1
1
1
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1
® MORRISON
EIE]d MAIERLE,INC. memo
An Employee-Owned Company
TO: James Nickelson
' FROM: Jodie Binger
RE: Existing Baxter Meadow Lift Station
DATE: 12/17/2013
The existing Baxter Meadow Lift Station is located on West Oak Street. An area of 557
' acres is serviced by the lift station. The lift station feeds a 12" SDR 21 PVC force main.
The force main is 1,203 ft long and connects to a gravity collection system in Davis
Road. The lift station has three (3) 4" Flygt CP 3127.090 10HP Pumps. Each lift station
1 pump was designed to produce 850 gpm at 35 feet TDH with a minimum efficiency of
35%. The pumps are located at an approximate elevation of 4648 ft. and the elevation
of discharge into the gravity line is 4667.84.
Lift station and force main design information was obtained from the Baxter Meadow
Subdivision Lift Station Specifications and/or the Baxter Meadows — Phase I As-Builts.
' Both documents are by Allied Engineering. The As-Builts for the lift station are attached.
1
I a
MDEQ Project: 01-241 Baxter Meadows Subdivision
April 3, 2002
F=(18 +P")/(4 +po"s)
Where: '
F=Peaking Factor
' P=Population(in thousands)
F=(18+ 10.10.5)/(4+ 10.10:5
F=2.95
' The peak hourly flow rate is then estimated to be 506 gal/min * 2:95 = 1,493 gal/min. A peak
hourly flow rate of 1500 gpm will be used for all calculations.
' The proposed lift station will consist of three identica1.15-HP submersible pumps. The.peak
hourly flow will be handled with any two pumps,while most flows will be handled with a single
pump. All three pumps will be situated inside an eight-foot diameter concrete manhole with a
' total inside depth of approximately 21 feet. The pumps are sized to service the peak flow with
the largest pump out of service.
A separate valve vault will be provided which will also be eight foot diameter and have a total . .
inside depth slightly greater ;than ten feet. . The pump discharge assemblies will be` six-inch.
' diameter. Inside the:valve.pit, all three pump discharge assemblies will be-connected together
1 with a six-inch cross. The force mains.will then transition to 12-inch diameter PVC SDR 21
pipe, and will be approximately 1140 feet in length until it discharges into"a gravity sewer at the
intersection of Dead Man's,Gulch,and Davis Lane:
Additional features of the lift station include:
', ♦ Permanent backup power generator;
♦ Ultrasonic level sensing(in lieu of floats); ,
♦ Continuous monitoring by a SCADA.system in the City of Bozeman shop.
' Pump Sizing. DEQ 2 requires the lift station pumps to meet the P eak hour demand with the .
. P
largest pump out of service. .If'all three pumps'were the-same size, each ,pump would need to
have a capacity of 750 gpm.' DEQ 2 also -requires use of the Hazen Williams equation to
estimate pipe friction (C value of 120). The pumps specified have a discharge of 850 gpm at
34.8 TDH:
The maximum _ .. , •
m mum total dynamic head for each pump is calculated as.follows:
Friction: 251.f, of 6"ductile iron @.850 gpm, C=120 1.6 feet
_ 114011 of 1T'PVC @ 1700 gpm, C=120 . 9 feet.
' Elevation: from LWL-to discharge into gravity sewer 17.2 feet
• Minor Losses: 3-6"90 degree bends @ 850 gpm(K=0 9) L9 feet
. 1"-6"gate valve @ 850 gpm(K=0.19) 9.3 feet
S.lProjects12001101-241 Bauder MeadowsigZiZesgondencelRyan Leland 3-18-01.doc
' Allied Engineering Services,Inc. Page 3
LI
NOP.TpI FOGF •'.F 10'
7.
20`'.SIDE COR M P 4 CxAAT 'iE Ot R 1.1 A'N
*41VEL ROAD .Eh 5p.ills F-5 A 5-6) DEADNLAVS GULCH -W, %RZI ':-V FAR! SPJAi? VAN
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59 75 V 07 is, soa 35 WIPE
GRAVITY SEWER MAI"
(SEE -,Hce-, s I
uFT S!Ayir,,k SOUTI,UWL GF W RICIiT-fIf-WAY
WET WELL
(SEE -AFF I t11
24" MIN
' t fiF.N?RA!CN
15'SOR 3S PVC
STUB W/
RE MGM&E. PAD 57,-0-
ENO PLUG $WON
GENERATOR BUILDING
rJEWERNG PIPE LEPI W
VL-AGE BY WILLIAMS GRA',j:j. ERI.JVVAy
PtUMBING AND IIEAIING
AS-BUILT
SEIVER LNE EASEM-,-NT
LINEAR PARK DESIGN BY (RPA)
OPEN SPACE AS--BUILT By AESf
N BY WE 0 to 20 3.1 PRQXCT #: 01-241 sHwr
AV -)WS DAT—E. 04/05/04
BAXTER MEAD( PHASE I - AS-BUILT Civil Engineering 32 VIS(COVERY DRIVE
90ZL%to,hff 59718 S-AS-LIFI`STATION.M�V S-9
SCALE: I INCH LIFT STATION SITE PLAN Land Surveying PHONE(4061592-0221 ON-ERALL SMET
OF
PROJECT 'IA ALLIED Cwotcchni.al EngincM
i ENGMEERM0 ng BAXTER LIFT STAT1654—
_��O_ ENGINEER: 11, 11", FAX(40)."MTM
. ........ B0ZHMikN,MONTANA
DIMSAIED BY.- JJM IREMEWED BY; SRS
$MpLkN
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114t1' �; LEAI
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CALLOUTS
i (�•) 4'F'Yi1 CP3111:;a0 10 HP PUMP
WET,WELL 02 6" 01 90' TILER/UN*4 SEND,F_
._. ) V DI RCIJAC KLANGEG• END :DAP44,It.
6" C! 5M;1t,-EiLA:R 441 COUPLING
1104 WA'ER ALARM — --4- !. f al
LLEV. > 4654.E'1 "LEE (5 •?" C+ 30' PRER/JWON KENO, FL
a 2 •9' Z-.GK lAs PAVP"ck4, --S - ! } r:kd•FC,T!"OR ORAr, W/CNEGK VAI�,i
r',AS:f"i ELEV = 465392 '
,
CONCRL IE S+FLF SLOY•NG PUMn 1 "Ot,•' (>`) 4" r 1'f3 T kER A,NN;A�i RECUCFK
10 5' OAY.E T.R HOPPER ---- — - E �. 6'52 7 FEET
AT 1•f SIDPEE'Ev 1 •16rs282 "'' 4 `
WEE'Ili LEAD"W;- 'ON-
ELEV. a 4EE'.62
t t LLEv. 4672.69 iEnT
K,� !A ELEV. 4672.14 FEET
PUMP 'CK'F'E1 EV. 4-349.82 - --i-- _ P GPr-U
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WA-ER ALARM !� - ~.`!r CURB AT A I `✓`
4549 S2 ----f �-.- 51,.E8" PVC SDR 35 - c'o -
} 1_ VC ,f:N
:t1T� �S1 � MANHO..�LCOH - tfi' A'VE 15" ;NYE
Ei.EV 4647.82 BEET ! _
18"Z-LOK +S' L-LOn -1
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6'CLASS 51 WET , _---
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A SECTION s r-LGK 15" z-LLVf IF 4tS5.6r
ELECTRICAL 8.1 LIFT STATIONS _ GASVEt CASKE,7
1 JUNCTION 30X NOT TO SCALE NON-S.R1NK �+ F
15" Z-LON 4" PVC ELECTRh,Al F! BLE n!,L __ s - LOWAEItE F1:1.
GASKET GtNEQ T(RGA1
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f;l NeRgtON 9U�t:?,Nt) 113" <;'OENU FLOfiR LIEV.- 15" 45'9ENC+
!4647.92
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(COtf HS NOT SHOWN/+DR%ANIT'i;
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' LIFT STATION r ' DETAIL --
sn IN'_ET 5-11 LIFT STATION,PLAN VIEW z,DETAIL
NOT TO SCALE { 41 i-fJ FTSTATIOrTL`v'I.ET------
j -
1 U NOT TO SCALE
' PUMPUI'ER 411CN AND ALAK\1S tU BE C@'t Tk_+.'.EL E7Y :L1RA5GN!C LEVEL SENSOR AS-BUILT
CONCkE Tk MANHCi ES MANUFACTURE!) "r}A511A r.-416 S+f CE:.
c{Es1f N By (Rpa)
A5—aUII.1 BY AES1
'it\9SION5 CRAWN SY 7ArE "TR4 PROF-CT J., 01-241
;GA:T A4 NOTET7 BAXTER MEADOWS e PHASE I - AS-BUILT '�j�+■• R YVWVk GATE:�/�5/04 S-11
: ► civil rng;,Eeer;ng 32WCOVE
'+ BUZEVLIN,MT 3971tl 5-AU-LIFT5TA i3ON
w• LIFT STATION SITE PLAN Land Surveying ---- ----
---- PHONE 1406t592.0221
PROJECT ENGINEER::AT DRAWN EiY, IJG ; ALLIED GenteeWcal En ineerin FAx 061512-S770 '-
_ f} "'`' j BOZE NNT,MONT1�.LNA ENGINEERING g g E _—`BAI TER MEADOWS
OESGN£a Sri .1.•M RE\SEWED 0Y. SRS� o ..—. a:,,.C. S-AB-FORCE KAIN
Appendix C Norton East Ranch Lift Station
1
1
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1
Table 1—Norton Ranch Future Development Area, Zoning, Population, and
Avers a Da lllastewater Flow
Ave.Day Ave.
Area Dwelling DwellingPopulation Day
Zoning (ac) Unit Duty Unit Duty Population Q Flow QwW
(du/ac) (per./du) Duty Flow
(gPd/ac) (gpd
B-P 24.63 5.2 128 2.11 270 960 23,645
R-0 63.59 5.2 331 2.11 698 980 62,318
R-3 52.84 6.5 343 2.11 725 1,220 64,465
R-2 21.00 5.2 109 2.11 230 980 20,580
R-4 39.97 10.4 416 2.11 877 1,950 77,942
Total 202.03 1,327 2,800 248,950
Based on a future phase population of 2,800 in combination with the estimated population
from Phase I, the total population of the Norton Ranch Development at full build-out
would equal 3,463. From Eq. 1.0 the peak hourly to average day wastewater flow ratio
would equal:
peak bou,yIQam,,y= (18+3.4630-f)/(4+3.463°'5) = 3.39
Therefore, the domestic peak hourly flow would equal:
(248,950 + 58,966) *3.39 = 1,043,835gpd(725gpm)
The required allowance for infiltration inflow to be added to the design flow equals:
(39.84 ac + 202.03) * 150 pd/ac= 36,281&�d(25gpm)
Therefore, the total design flow that the lift station capacity must satisfy at full build-out of
the subdivision equals 750 gpm.
4. LIFT STATION CONFI
GURATION
4.1 Pumping Units
The lift station will consist of a wet well utilizing submersible wastewater pumping
units with discharge piping running to a generator building that houses both the
control valves of the discharge piping as well as a backup diesel-fired generator and
transfer switch.
The lift station wet well shall use a to-plex pumping unit configuration (3 pumps).
For the first phase, the firm pumping capacity (capacity with the largest pump out of
service) needs to equal 121.5 gpm as discussed in Section 2 above. Therefore, two
pumps rated at 121.5 gpm shall be installed. As subsequent areas are being proposed
for development, a third 121.5 gpm pump may be added,or two or three new pumps
P.B0Z_07004_05_Eng Rprt 3 (03/22/10)CN/tsc
of greater capacity may be added to
satisfy the needed pumping capacity
requirements.
The actual firm pumping capacity for any particular set of g p pum in units is
dependent upon the discharge conditions present,which changes total dynamic head
conditions and the rate at which the pumps will operate. These discharge conditions;
specifically, the use of dual force mains of different sizes as discussed below,provide
for the option of producing several different station pumping capacities using the
same pumping unit set as discussed further in Section 4.2. The future configuration
of the lift station in terms of the pumping unit sets will be dependent upon the
nature and size of subsequent phases of development.
4.2 Force Mains
Dual force mains will be utilized to convey wastewater from the lift station to the tie-
in location with the City of Bozeman collection system. The use of dual force mains
was necessitated by the wide range of design wastewater flows that may be present as
Norton Ranch is developed. The rate of these design flows varies between the initial
Phase IA design pumping rate of 62.2 gpm; the Phase I design pumping rate of 121.5
gpm;or the estimated design pumping rate of 750 gpm at full build-out.
By using either, or both, of the 4-inch diameter and 6-inch diameter force mains, the
minimum 2 feet per second (ft/s) wastewater flow velocity requirement and 10ft/s
maximum velocity guideline can be maintained in the force mains during any
operating scenario except Scenario 3, and the wide range of design wastewater flows
can also be potentially satisfied using a single set of pumping units. Since the
' minimum flushing velocity cannot be maintained in Scenario 3, utilization of this
operating scenario is not recommended.
As is summarized in Table 2 below, the variation in the total dynamic head created
when pumping into the different combination of force mains effectively shifts the
operating point of the pumping units and provides for a significant variation in
discharge rates depending upon the pump and force main scenario. For example, a
firm pumping capacity of up to 206 gpm can be provided by the initial set of
pumping units when utilizing both the 4-inch and 6-inch diameter force mains. (see
Scenario 2, Tble. 2). A pumping capacity of 206 gpm is equivalent to the design
flows from approximately 411 dwelling units. (Table 3).
P:BOZ_07004_05_Eng_Rprt 4 (03/22/10)CN/tsc
L
b
Table 2—Lift Station Confi uration and Corresponding CorresponqLng Design Capacity
FM FM Pumping FM FM Firm
Pumps Velocity Velocity TDH Pumping
Scenario Status Status hate
Installed 4„ „6 (gpm) 4" 6" (ft) Capacity
ft/s ft/s in
i21.5 Op ° Ckv" 121.5 3A& NA 46 121.5
rpm
2@
2 121.5 Closed Open 206 NA 2.34 15 206
m
2@
3 121.5 Open Open 223 1.46* 1.88* 9 223
m
3 OW
_
4 121.5 3.46 35 305
few
121'S 'Open 17 8/m L:JJ 34fl8 Z6 .i,JJ'
6 2 @m375 Closed Open 498 NA 5.65 98 498
7 2 @m375 Open. Open 586 3.83 4.94 79 586
gP
8 3 @' 375 Closed Open 305/4.-a NA 6.93 140 610
---
+ 3 ci? 3;5
9 Open ()pen 382/ea 5.01 6.45 121 764
m
*Does not provide 2 ft/sec flushing velocity. Utilization of this operating scenario is not recommended.
RBOZ-07004-05_Eng-Rprt 5 (03/22/10)CN/tsc
C
Table 3 estimates the number of dwelling units that could be serviced by the
particular pumping unit and force main combinations presented in Table 2. Table 3
assumes a general dwelling unit population of 2.11 persons, a per capita wastewater
flow of 89 gpm, and uses Equation 1.0 to determine the peak hourly to average day
wastewater flow ratio.
Table 3—Dwelling Unit Threshold per Lift Station Configuration
Scenario Farm Pumping Capacity Approximate Approx. No. of Dwelling
m Population Units Served
1 121,5 49 - 234
2 206 868 411
3 223 945 448
4 305 I 1,327 629
5 355 --- l.5G5 -- '42
6 498 2,276 1,079
7 586 2,725 1,291
8 610 2,853 1,352
9 764 3,668 1,738
(NOTE: In order to better estimate design flows for future phases of development,
it will be extremely important to monitor the wastewater flows from the Phase I so
that actual flowrate data is used as the basis of design. Some modification to the
design flow at full build-out will likely be seen based on the flows actually occurring
in the existing developed phases).
4.3 Wet Well
The wet well is sized to allow the installation of a tri-plex pump configuration as
shown in the project drawings. The configuration of the lift station discharge piping
has also been configured with an external connection point for the discharge piping
of a portable pumping unit that may be installed by the City of Bozeman during
emergency conditions.
The wet well is sized to allow the pumping units to remain submerged below the
"pump off' level; to provide for the working pump on and off volume; to allow for
an equalizing storage volume; and to allow for an emergency volume between the
top of the equalizing volume and invert of the influent pipe.
Given the anticipated high ground water conditions, special consideration must also
be given to buoyancy forces and mitigation measures to offset these forces, as
discussed in Section 4.3.3 below.
4.3.1 Equalizing Storage
As was mentioned in Section 2 above, a 121.5 gpm pumping rate limitation
will be in place through the first phase of development at Norton Ranch.
P:B0Z_07004_05_Eng_Rprt 6 T3/22/10)CN/tsc
' Appendix I) Maps
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MAIERLE,INC. Fw:(4W)922-6702 FIGURE NUMBER
A.Enw1cy--O--d C—,-.j DATE: 0412014 CONNECTION TO CITY OF BOZEMAN SEWER LINE
1N.15149\OD4\ACAD1ExhlbltsXCOSGraAtyMains.dwg Plotted tyy jodle bIn9w on Apr/21f2014 V-2
Appendix E Excerpts from Facility Plan
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Project BD Ederesfon Prc is
E1 Arnica
E2 Augusta Drive
E3 Baxter Meadows Connector
E4 Bridger Canyon
E5 Not Used
E6 Cattail Overflow
E7 College Extension
E8 Cottonwood
E9 E.Frontage Road
E10 Ferguson
El Flanders Mill-Hidden Valley
E12 Fort Ellis
E13 Fowler Extension
E14 Gardner Park-Abigail Ranch
E15 Garfield Extensions
eE16 Gooch Hill-Flanders Mill Connector
E17 Haggerty Extension
E18 Lincoln-Garfield Extension
E19 Lincoln-MSU South
E20 Lower Gooch Hill
E21 Mcllhattan North/Springhill
E22 Mcllhattan South
E23 Mount Ellis
E24 Painted Hills
E25 Rouse Extension
E26 S.19th Avenue
E27 S.3rd Avenue
f E28 Sourdough Creek
! I E29 Sourdough Creek-Hitching Post
E30 Story Mill
E31 Stucky-Patterson
E32 Stucky Extension
C94 Tov�hcchnnln n
1
' DO THE CITY OF BOZEMAN
�.� 20 E. OLIVE a P.O. BOX 1230
BOZEMAN, MONTANA 5977 1-1 230
ENGINEERING DEPARTMENT
' T!N CO 0 PHONE: (406) 582-2280 a FAX: (406) 582-2263
April 15, 2014
' James R. Nickelson, P.E.
Morrison Maierle, Inc.
P.O. Box 1113
' Bozeman, MT 59771
RE: Norton East Ranch Outfall Sewer
' Dear Mr. Nick
elson:
The City of Bozeman is currently reviewing the sewer extension plans and specifications for the
above referenced project.
Adequate capacity exists in the City's sewer collection system to provide service for the
property served by this extension.
In accordance with our policy, City of Bozeman final approval will not be given until the project
plans have successfully completed the City's review process and written approval for the project is
' received from the Montana Department of Environmental Quality. pp
Please contact me if you have any questions.
' Sincerely,
Robert J. Murray Jr., P.E.
' Project Engineer
' cc: John Alston, Acting Water/Sewer Superintendent
Dept. of Environmental Quality
ERF
Project File
' HOME OF MONTANA STATE UNIVERSITY
GATEWAY TO YELLOWSTONE PARK