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NORTON EAST RANCH SUBDIVISION, PHASEI
ON-SITE IMPROVEMENTS
BOZEMAN, MONTANA
PREPARED FOR
NORTON PROPERTIES, LLC
63020 LOWER MEADOW RD.,
SUITE 200
BEND, OR 97701
APRIL 2009
NO. PROJECT# BOZ-07004.04
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Norton East Ranch Subdivision, Phase 1
On-Site Improvements
Bozeman, Montana
Revised Stormwater Management Design Report
Table of Contents
I. INTRODUCTION.......................................................................................................................... 1
II. EXISTING SITE CONDITIONS.............................................................................................. 1
III. PROPOSED SITE CONDITIONS............................................................................................2
IV. HYDROLOGICAL METHODOLOGY................................................................................... 2
V. STORMWATER ANALYSIS AND DESIGN......................................................................... 3
VI. CULVERT DESIGN...................................................................................................................... .5
I
VII. MAINTENANCE............................................................................................................................ 6
VIII. CONCLUSION.................................................................................................................................6
REFERENCES
List of Tables
Table 1 10year, 2 hour Post-DevelopedPeak Flow Calculations ............................................................ 4
Table 2 DetentionlBetention Pond Storage Volumes............................................................................... 5
Appendices
AppendixA Vicinity Map
Revised Drainage Basin Map
Appendix B Detention Pond Calculations
P:BOZ-07004.04 1
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April2009
Project No. BOZ-07004.04
REVISED STORMWATER MANAGEMENT
DESIGN REPORT
FOR
NORTON EAST RANCH SUBDIVISION, PHASE 1
ON-SITE IMPROVEMENTS
BOZEMAN, MONTANA
I. INTRODUCTION
The Norton East Ranch Subdivision—Phase I Stormwater Management report for the original 40-
acre residential development,prepared by Sanderson Stewart (formerly Engineering, Inc.) and dated
April 30,2008,was approved by the City of Bozeman on May 13, 2008. The development is located
in Section 9,Township 2 South, Range 5 East,Principal Meridian Montana, Gallatin County,
Montana, as shown on the Vicinity Map in Appendix A. It is generally bounded by Babcock Street
to the north, Fallon Street to the south and Laurel Parkway on the west. The development is
planned for 314 residential dwelling units. The subject property is currently owned by:
Norton Properties
63020 Lower Meadow Road, Suite 200
Bend, OR 97701
Over the past year, deteriorating real estate market conditions have led the developers to scale down
the project into three, smaller phases. The proposed Phase 1 area, shown on the Vicinity Map,is
approximately 16 acres in area,was reviewed and approved by the City of Bozeman Planning
Department on April 10, 2009.
The purpose of this report is to analyze the stormwater drainage characteristics for the revised site
boundaries and determine the appropriate stormwater management facilities required for the
development, as required by state and local regulations. This analysis is being completed for the
revised road and utility design plan set submittal. The design standards governing this project are
found in City of Bozeman Design Standards and Specifications Policy,March 2004, and any addenda
thereto.
II. EXISTING SITE CONDITIONS
Site Features and Vegetation
Currently, the property consists primarily of pasture land for grazing. The land is not being used for
agricultural production at this time. The topography across the site slopes to the northwest at an
P:BOZ-07004.04_STORM_REPORT_PHASEl_REVISION 1
approximate grade of 1-3%. There are approximately 4.02 acres of delineated wetlands situated on
the northwest part of the property.
Soils and Groundwater
The Natural Resources Conservation Service (MRCS) Soil Survey had identified four soil types for
the property:: Hyalite-Beaverton Complex (448A),Enbar Loam (509B),Meadowcreek Loam
(510B), and Hyalite-Beaverton Complex (748A). These soils correlate to hydrologic group C (clay
loam, shallow sandy loam, soils low in organic contents, soils usually high in clay). According to a
Geotechnical Investigation,prepared by Rimrock Engineering, Inc. in April 2007, the following soil
horizons were observed on the subject parcel. The top one foot was comprised of topsoil and
vegetation. This horizon was underlain by a layer of lean clay and sandy lean clay ranging from 1.5
feet to 3 feet below the existing grades. Beneath the clay layer was gravel with sand and cobble that
extended to the explored depth of 14.5 feet.
Information obtained from Montana's Ground-Water Information Center (GWIC) website indicates
that the static water level in the area of the proposed development ranges in depth from 50 feet to
two feet below existing ground surfaces. The average groundwater depth was 11.24 feet. Six
groundwater wells were installed on the project site in December 2006. The wells indicate a static-
groundwater,level of 1.5'below existing ground surfaces in the northwest corner.
III. PROPOSED SITE CONDITIONS
As previously mentioned, the development consists of a total of 110 dwelling units — including
single family and multi-family units located on 39 lots. Proposed site improvements include the
construction of water and sewer mains, paved roads with curb and gutter, and storm drainage
facilities,where necessary.
All roads are proposed to be constructed to a crowned section with a three percent cross slope.
Roadway drainage will be collected and conveyed via curb and gutter, curb inlets, and detention
ponds. All local interior roads will be paved to a 33-foot wide section to back of curb. Laurel
Parkway and Babcock will be paved to a 45-foot wide section to back of curb. Boulevard and
sidewalk width vary between the two street sections.
In general, the roads running north-south flow to the north at grades ranging from approximately
1% to 2%. The east-west roads vary from running parallel to the contours to a slight grade to the
northwest. These roads have a minimum of 0.5% grade with high and low points to maintain
minimum grades. Valley gutters are used to convey east-west stormwater across north-south
running roads. In some areas, the east-west roads have been designed to flow to the north-south
roads with valley gutters utilized to convey east-west stormwater to the north.
IV. HYDROLOGICAL METHODOLOGY
The calculations and recommendations within this report are based on the regulations set forth in
the City of Bozeman Design Standards and Specifications Policy,March 2004, and any addenda thereto.
Stormwater management will be addressed with the following conveyance facilities: surface flow,
drainage swales, curb inlet,pipe conveyance and detention or retention ponds. Both open space
within the development and offsite areas will be utilized for detention pond storage. All offsite
detention ponds will be located on easements located outside of the public right-of-way.
P:BOZ-07004.04_STORM_REPORT_PHASEI_REVISION 2
The Rational Method was used to determine the pre-developed release rate and,in turn, the
developed minimum required storage volume. All calculations associated with the release rate and
required storage volumes were based on a 10-year, 2-hour storm event. The conveyance facilities,
described further in this report, are based on a 25-year, 2-hour storm event.
V. STORMWATER ANALYSIS AND DESIGN
The Rational Method was used to analyze stormwater runoff under conditions which include the
property in both a pre-developed and developed state.
Runoff Coefficient (C)
Runoff coefficients were used from Table I-1 of the City of Bozeman Design Standards and
Specifications Policy. A runoff coefficient of 0.20 was used for open land conditions and 0.50 was
used for dense residential for developed conditions.
Intensity (i)
Rainfall intensity values were determined by using the Rainfall Intensity-Duration Curves (IDF)
(Figures 1-2 and I-3) from the City of Bozeman Design Standards and Specifications Policy. From
the curves, specific intensities equal to the time of concentration were determined and used for peak
flow calculations (see Appendix B for calculations).
Time to Concentration (Tc)
Time to concentration for overland flow for each drainage basin was calculated using the Figure I-1
for distances less than 1200 feet. For distances greater than 1200 feet, the TR-55 method for
shallow concentrated flow was used (see below). These times were then summed for a total time to
concentration for each basin.
Shallow Concentrated Flow (Channel Flow)
To calculate shallow concentrated flow the TR-55 method assu�_that sheet QoW becomes shallow
concentrated o_w2f 4_a maximum of 300 feet. The average velocity is derived as a function of
water course slope and land use. The relationship is expressed as:
V = k(100s)°'S
where: V = average velocity (ft/sec)
k = land use parameter (see Table 3-12,McCuen,page 121)
s = average land slope (ft/ft)
The travel time for shallow concentrated flow is then calculated as:
T, = L / (3600V)
where:t, = time of travel for shallow concentrated flow (hours)
L = flow length (ft)
V = average velocity (ft/sec)
Drainage Basins/Peak Flow Calculations
Drainage areas which contribute runoff to the proposed development were delineated and analyzed
for developed conditions to aid in the sizing of detention or retention ponds, culverts, and storm
drainage conveyance facilities.
P:BOZ-07004.04_STORM_REPORT_PHASEI_REVISION 3
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Of the seven original onsite drainage basins that were delineated on the property, two of the basins
will be utilized for the revised first phase. The two onsite basins are Basin 2 and Basin 4 (see
,r Drainage Basin Map in Appendix A of this report). Each basin contributes storm runoff to a
detention pond down gradient of the drainage basin.'All of the infrastructure associated with Basin
4 will be installed with the first phase,including Detention Pond 4."Basin 2 will be scaled down, as
shown on the Drainage Basin Map, and a temporary retention pond will be installed with the first
�P\ 'G phase. The remaining infrastructure and the permanent Detention Pond 2 will be constructed with
1 4 the second phase of the development. The three offsite drainage basins (OS-1 - OS-3) were
delineated for the extensions of West Babcock Street and Fallon Street, and will remain unchanged
from the original stormwater investigation. Pre-development peak flow calculations were made for
each basin for the 10 year, 2 hour storm event. Detailed calculations are provided in Appendix B
and are summarized in Table 3 below.
Table 1 — 10 Year, 2 Hour Pre-Developed Peak Flow Calculations
Area Rainfall Peak
1 th+ ? Basin Description C Intensity Discharge
0�1 (acres)
in/hour cfs
2 Open Land 4.216 0.20 ✓ 0.41 N/A
-4y- 'y 4 Open Land 18.576 0.20 0.73 2.71
OS-1 Open Land 1.436 0.20 1.13 0.32
OS-2 Open Land 1.06 0.20 0.82 0.17
OS-3 Open Land 1.01 0.20 1.93 0.39
Detention Pond Sizing
The City of Bozeman De ign Standards and Specifications Policy requires that detention basins be
designed to accommodate the difference in peak runoff between the pre-development and post-
development 10-year design storm while limiting the release rates to pre-development runoff rates.
The required storage is determined by subtracting the total basin release volume from the runoff
volume at different storm intervals. The pond locations are shown on the attached Drainage Basin
Map. A minimum basin area of 145 square feet per 1 cfs release rate is required for sediment
control.
Each detention pond will have an outlet pipe with an orifice plate sized to convey the pre-
development flow from the 10-year, 2-hour storm event. The volumes of the ponds are shown in
Table 2 below. The pond depth totals 2.5 feet—allowing for 1.5 feet of storage, as acceptable by
City design standards, and one foot of freeboard. Due to high static groundwater levels in the
northwest corner of the subdivision,Ponds 3 and 4 were designed with an overall depth of 1.5 feet
by eliminating the one foot of freeboard. The ponds were intentionally oversized, as shown in Table
2, to account for the lack of freeboard. The bottom of the outlet control structures on the shallow
ponds will be sunk down below the pond bottom,with the inlet grate being located at the pond
bottom elevation, to allow for the "T" fitting to be included. The sides of the ponds will be sloped
to finished grade at 4H:1V slope. Detailed calculations are provided in Appendix B.
P:BOZ-07004.04_STORM_REPORT_PHASEl_REVISION 4
Table 2—Detention/Retention Pond Volumes
Pond Min' Required Pond Volume
Storage Vol. (cf) (cf)
2* 6,223 ✓ 610:'t (a C/¢l C
3 1,291 2,985
' 4 125058 16,288
OS-1 1,819 1,952
OS-2 1,597 1,736
OS-3 960 1,130
*Pond 2 will be a retention pond.
Roadside Drainage and Gutter Capacity Calculations
The impact of storm water runoff on roadways is also an important design consideration.The City
of Bozeman De ign Standards and Specifications Policy provides that for city streets, the flow in the
gutters shall not be greater than 0.15 feet below the top of curb. Using this criteria, the available
gutter capacity was calculated using Manning's Formula for the roadways running north-south and
east-west(see Appendix B for Calculat_ons). A 3%pavement crown slope was used as required by
City design standards. L � C..,ZOS PA-9— got NLS4.Low 4j
g�v_e� 6—, rr' 'fir" 'l�u W d 08 .
Inlet Spacing and Capacity Calculations
The proposed roadway design for the local streets includes 33-feet to back of curb,boulevard and
sidewalk. West Babcock Street will be paved to a 45-foot wide section to back of curb with a
boulevard and sidewalk on each side of the road. Storm water runoff will be captured from the local
streets through the use of storm drain inlets and direct it to the proposed detention ponds draining
on-site basins. The location of curb inlets and storm sewer mains are shown on the Storm Sewer
exhibit located in Appendix A of this report.
Similarly, storm drain inlets will be used to capture runoff from West Babcock Street and Fallon
Street (basins OS-1 - OS-3). The runoff will then be directed to the offsite ponds.
Inlet spacing calculations were performed to determine minimum spacing requirements throughout
the development. The analysis included determining allowable capacity of both gutter and curb
inlets. - c�-P� a.A- c d � w. r� lJ.t�,�r wo w��t✓t�fd ��/3�OB
VI. CULVERT DESIGN
Culverts will be installed in four locations along West Babcock Street and in one location along
Fallon Street. Two 40" x 65" arch RCP culverts will ire installed across Fallon Street and West
Babcock Streets to convey water from Baxter Creek. e culverts$ t4 a design capacity of 150 cfs
which exceeds the 25-year storm flow of 148 cfs from Baxter Creek. A second 40" x 65" arch RCP
culvert will be installed in both locations to provide 100% overflow protection.
9°
In addition to the Baxter Creek culvert on West Babcock, a 12" RCP culvert was installed to provide
connectivity to the wetlands near the northwest corner of Phase 1. The culvert has a design capacity
of 3.57 cfs, which is more than adequate according to Barbara Vaughn, who prepared the wetland
�a study for this project. There is natural swale, with no apparent beginning or end, that is currently
passed under the existing two track road via an 18" CMP culvert. This culvert will be removed and
P:BOZ-07004.04_STORM_REPORT_PHASEI_REVISION 5
replaced with an 18" RCP culvert with a design capacity of 10.03 cfs. Finally, a 36" RCP arch
equivalent culvert will convey water from Baxter Ditch under West Babcock Street, just west of the
intersection with Cottonwood Road. The culvert size matches the existing culvert immediately
upstream from the crossing and a crossing into the soccer park just south of Durston Road. This
culvert has a design capacity of 26.51 cfs. Detailed calculations are included in Appendix B of tJi�it
xgpert-. 4 � d 11,LpJ-ck y(AfL1-(J 5/(3/08 ,
VII. MAINTENANCE CONSIDERATIONS
The storm drainage system within the Norton East Ranch Subdivision—Phase 1 is defined as a
private and public system. The storm drainage facilities that lie within the publicly dedicated right-
of-ways are defined as public systems. The public systems shall be maintained by the City of
Bozeman. The private system, those facilities that do not he within the publicly dedicated right-of-
way,including the retention and detention ponds, will be maintained initially by the developer and
then the Homeowner's Association, once established.
Due to sediment in the storm runoff and other variables,regular maintenance will be required by the
City to maintain proper performance of the conveyance network. The following steps are minimum
requirements for the maintenance of the storm facilities.
In pection Program—On an annual basis, the following elements of the stormwater facilities should be
inspected for excess sedimentation:
1) Curb Cut Openings
2) Drainage Swales 40 A
3) Detention Ponds
4) Catch Basins
Maintenance Program—The following maintenance measures should be completed based on the
inspection program:
1) Curb Cut Openings—excess sedimentation should be removed manually.
2) Drainage Swales—swales should be mowed when necessary and any excess sedimentation
removed.
3) Detention Ponds—a stakeg(should be set six inches above the original bottom of the
basin. If sediment is over the stake,it should be removed and the basin should be re-
vegetated according to the original landscape plan.
4) Catch Basins—excess sedimentation should be removed either manually or with a
vacuum truck and flushed.
VIII. CONCLUSION
The included analyses and calculations show that the proposed storm water management system for
the Norton East Ranch Subdivision,Phase 1 development will adequately handle the 10-year and
25-year storm events. Available inlet capacity will limit encroachment of runoff on pavement
surfaces to acceptable levels.
P:BOZ-07004.04_STORM_REPORT_PHASEI_REVISION 6
REFERENCES
1.City Engineering Division. (2004). Design Standards and Specifications Policy and any addenda thereto. Bozeman,
MT:Author.
2.Lindeburg, Michael R., PE. (2003). Civil Engineering_Reference Manual for the PE Exam. Ninth Edition. Belmont,
CA:Professional Publications,Inc.
3.McCuen,Richard H. (1998).Hydrologic Analysis and Design.Second Edition.Upper Saddle River,NJ:Prentice Hall.
4.Montana Department of Transportation. (1998).AASHTO Model Drainage Manual.Chapters 7,9-10
5.United States Department of Agriculture. Natural Resources Conservation Service. Conservation Engineering
Division. (1986).Urban Hydrology for Small Watersheds:TR-55.Washington,DC:Author.
P:BOZ-07004.04_STORM_REPORT_PHASEl_REVISION 7
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Appendix A
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NORTON RANCH SUBDIVISION
GALLATIN COUNTY, MONTANA
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NOFtTON RANCH SUBDIVISION - PHASE 1 REVISED
BOZEMAN, MONTANA
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DETENTION
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BOUNDARY
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Appendix B
Calculations
RETENTION POND CALCULATIONS
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Norton East Ranch Subdivision - Phase 1 Revised
Temporary Pond Basin 2
Bozeman, MT
The following calculations were used to determine the minimum required storage volume for storm
water runoff. The volumes were calculated using the Rational Method, and the retention facilities were
sized based on a 10-year 2-hour storm event.
Area = 4.216 Acre
I = 0.41 In/Hr.
C = 0.5 ✓ Dense Residential
Calculate Developed Peak Runoff Rate
Q10 = ciA, using the above parameters
Qto= 0.86 ✓ cfs
Calculate Developed Minimum Required Volume Storage For 10-Year Event
V= 7200 x Quo Dense Residential
6223 - cf
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# Elev Area Cummil Avg Cumml Conic
# ft ac ft3 ft3
4787.0000 0.1200 6502.8364 6488.0572 V*L. .4r A pEPril
4786.0000 0.0925 1874.0881 1872.3391
4785.5000 0.0796 0.0000 0.0000 �F (,sFbIL'L
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Page 1
Table 2—Detention/Retention Pond Volumes
Pond Min. Required Pond Volume
Storage Vol. (COc
2* 6,223 6,488
3 1,291 2,985
4 12,058 16,288
OS-1 1,819 1,952
OS-2 1,597 1,736
OS-3 960 1130
*Pond 2 will be a retention pond.
Roadside Drainage and Gutter Capacity Calculations
The impact of storm water. noff on roadways is also an important design consideration.The City
of Bozeman Design Staxndairls and Sbeci 27catims Policy provides that for city streets, the flow in the
gutters shall not be gteatef than 0.15 feet below the top of curb.Using this criteria, the available
gutter capacity was calculated using Manning's Formula for the roadways running north-south and
east-west(see Appendix B for Calculations). A 3%pavement crown slope was used as required by
City design standards.
Inlet Spacing and Capacity Calculations
The proposed roadway design for the local streets includes 33-feet to back of curb,boulevard and
sidewalk. West Babcock Street will be paved to a 45-foot wide section to back of curb with a
boulevard and sidewalk on each side of the road. Storm water runoff will be captured from the local
streets through the use of storm drain inlets and direct it to the proposed detention ponds draining
on-site basins. The location of curb inlets and storm sewer mains are shown on the Storm Sewer
exhibit located in Appendix A of this report.
Similarly,storm drain inlets will be used to capture runoff from West Babcock Street and Fallon
Street(basins OS-1 - OS-3). The runoff will then be directed to the offsite ponds.
Inlet spacing calculations were performed to determine minimum spacing requirements throughout
the development. The analysis included determining allowable capacity of both gutter and curb
inlets.
VI. CULVERT DESIGN
Culverts will be installed in four locations along West Babcock Street and in one location along
Fallon Street. Two 40" x 65" arch RCP culverts will be installed across Fallon Street and West
Babcock Streets to convey water from Baxter Creek. The culverts have a design capacity of 150 cfs
which exceeds the 25-year storm flow of 148 cfs from Baxter Creek. A second 40"x 65" arch RCP
culvert will be installed in both locations to provide 100% overflow protection.
In addition to the Baxter Creek culvert on West Babcock,a 12" RCP culvert was installed to provide
connectivity to the wetlands near the northwest corner of Phase 1. The culvert has a design capacity
of 3.57 cfs, which is more than adequate according to Barbara Vaughn, who prepared the wetland
study for this project. There is natural Swale, with no apparent beguining or end, that is currently
passed under the existing two track road via an 18" CMP culvert. This culvert will be removed and
P:BOZ-07004.04_STORilS_REPORT PHASI ]_RT'NNgSTON 5
Retention Pond Sizing
The following tables were used to determine the detention pond volumes. The volumes were
calculated by using the prismoidal method and are based on the detention pond configuration shown
on the drainage basin map. All elevations are assumed.
TemDorary Retention Pond 2
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97.5 2854 \ 503.88 503.88 bottom
z 98 3413 1,564.67 2,068.55
0 98.5 4000 1,851.31 31919.86 Z,5 tr 3
Z 99 4613 2,151.43 6,071,29 WSE �n7� 6�2
2 99.5 5252 2,464.52 8,535.81
z 100 5918 ,790.84 11,326.65 tuN
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