HomeMy WebLinkAbout93- Bridger Creek Development Annexation Agreement
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BRIDGER CREEK DEVELOPMENT
ANNEXATION AGREEMENT
"'1 '"
II.. ,
135 P/\CE 775
THIS AGREEMENT, is made and entered into this 16th day of
August
1993, by and between THE CITY OF BOZEMAN, a
municipal corporation of the State of Montana, with offices at 411
East Main Street, Bozeman, Montana 59771-0640, hereinafter referred
to as "City", and GOLF COURSE PARTNERS, INC., c/o Rex Easton, 9315
Cougar Drive, Bozeman, MT 59715, hereinafter referred to as
"Landowner".
WHEREAS, the Landowner owns in fee simple certain real
property situated in the Section 31, TIS, R6E, P.M.H., Gallatin
County, Montana, and more particularly described as follows:
Certificate of Survey No. 1353 and Certificate of Survey
No. 1353B, located in Section 31, Township 1 South, Range
6 East, Montana Principal Meridian, Gallatin County,
Montana, and consisting of 287.5 acres.
WHEREAS, the Landowner recognizes that the annexation of the
above-described property, hereinafter referred to as the "Bridger
Creek Development" will entitle the Landowner to City services,
including municipal water and sewer service; and
WHEREAS, the City's present water supply is insufficient to
enable it to supply reasonably adequate water service to additional
customers outside the present city boundaries; and
WHEREAS, the landowner wishes to convey to the City certain
water rights or take some equivalent action to provide water and
sewer service to the property; and
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 2 OF 11
FIl. ~ 135 r~Ct 776
WHEREAS,
the
City's
present
sewer
service
system
is
insufficient to enable it to supply reasonable sewer collection
service
to
additional
customers
outside
the
present
city
boundaries; and
WHEREAS, all parties recognize that the development of the
Bridger Creek Development Tract will impact Bridger Drive, Story
Mill Road, and McIllhattan Road, as well as the intersections
thereof, and will require additional public streets for traffic
circulation; and
WHEREAS, the Landowner finds that this Agreement will provide
for the most satisfactory and dependable water supply or service
available to furnish water, provide for the most satisfactory and
dependable sewer service available to furnish sewer collect ion
service, and provide traffic circulation for development within the
Bridger Creek Development Tract; and
WHEREAS, the making and performance of this agreement is
desirable to promote the development of the most adequate water
supply, sewer collection and traffic circulation pattern for the
City as it now exists and as it is reasonably expected to enlarge;
and
WHEREAS,
the Landowner understands and agrees that no
development shall be approved for any portion of the Bridger Creek
Development Tract, other than the previously approved golf course,
until water, sewer and street improvements are made resulting in
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 3 OF 11
m~ 135 (,\C[ 777
adequate city transportation and sanitation facilities to safely
accommodate use of and travel to, from, and wi thin the parcel
proposed for development, which adequacy shall be determined by the
Director of Public Service or his designee; and
WHEREAS, the securing of an adequate water supply, sewer
collection, and traffic circulation system by the City is necessary
and of mutual advantage to the parties hereto.
WIT N E SSE T H:
IN CONSIDERATION of the mutual covenants and agreements herein
contained, the parties hereto agree as follows:
1. Recitals.
The above recitals are true and correct.
2. Anne~.?-tion.
The City Commission will annex the Bridger Creek
Development Tract in accordance with its decision on October
26, 1992.
3. Services Provided by City.
Pursuant to Section 7-2-4409, M.C.A. and Commission
Resolution No. 2879, the City will, after annexation, make
City services, including water and sewer, available to the
Bridger Creek Development Tract.
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 4 OF 11.
m~ 135 P~~CE 778
4. Municipal Water Service Defined.
The term "municipal water service" as is used in this
Agreement shall be the service which is supplied by the City
in accordance with Chapter 13.12, Bozeman Municipal Code, as
well as any other terms and conditions which apply to the
City's provision of this service.
The term does not
contemplate the extension of lines or construction of
necessary improvements for delivery of water to and within the
Bridger Creek Development Tract or any hook-up, connection, or
development charges which may be established by the City.
5. Municipal Sewer Service Defined.
The term "municipal sewer service" as 1S used in this
agreement shall be the service which is supplied by the City
in accordance with Chapter 13.24, Bozeman Municipal Code, as
well as any other terms and condi tions which apply to the
City's provision of this service.
The term does not
contemplate the extension of lines or construction of
necessary improvements for collection of sewage at and within
the
Bridger
Creek
Development
Tract
or
any
hook-up,
connection, or development charges which may be established by
the City.
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 5 OF 11
r:l~ 135 P~CE 779
6. Water Ri~hts.
The parties acknowledge the following City policy:
Prior to annexation of property, it shall be the policy
of the City of Bozeman to acquire usable water rights, or
an appropriate fee in lieu thereof, equal to the average
annual diversion requirement necessary to provide the
anticipated average annual consumption of water by
residents and/or users of property when fully developed
on the basis of the zoning designation(s). The fee may
be used to acquire water rights or for improvements to
the water system which would create additional water
supply capacity., This policy is subject to the
following exceptions:
a. For any annexation in excess of ten (10) acres, it
shall be carried out prior to final plat approval,
final site plan approval or the issuance of any
building permit, whichever occurs first.
Section 2, No.5, Commission
Resolution 2716 adopted
October 3, 1988.
The
Bridger
Creek
Development
Tract
consists
of
approximately 287.5 acres.
The Landowner understands and agrees that he must provide
sufficient water rights in accordance with the City's policy
prior to final plat approval, final site plan approval or the
issuance of any building permit for any portion of the Bridger
Creek Development Tract, whichever first occurs, other than
those previously approved in conjunction with the development
of the golf course.
The Landowner shall supply water rights
or fee in lieu as calculated by the City for each phase
developed.
The Landowner further understands that the
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 6 OF 11
m ~ 1:35 P~\C[ 780
Ci ty shall calculate average annual diversion requirements
necessary to provide water on the basis of the zoning
designation for the property or the maximum use allowable
under the covenants, by-laws and developmental guidelines for
each phase, whichever is less, at the time such calculation is
made.
Cash-in-lieu of
water
rights
for each
phase
of
development may be provided, with said cash-in-lieu being held
in escrow until the issue of acceptable water rights is
resolved, or for a period of two years of the date of final
annexation, whichever first occurs.
If no resolution of the
issue is reached, the City will retain said cash-in-lieu.
7. Waivers of Right to Protest Special Improvement Districts to
Fund Improvements to the Lyman Creek Water System to Allow for
Backfeeding the Lyman Creek Source at Additional Point{s).
The Landowner has executed a Waiver of Right to Protest
Creation of Special Improvement Districts for improvements to
fund improvements to the Lyman Creek Water System to allow for
backfeeding the Lyman Creek source at additional point (s) .
This Waiver is attached hereto as Exhibit A.
8. Agreement to Provide a Separate Water Supply for Irrigation
Purposes.
The Landowner may provide a separate water supply to be
used for irrigation purposes for the entire development. If
so, a partial return of cash-in-lieu, referenced in 6 above,
will be made as calculated by the City of Bozeman.
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 7 OF 11
rl!.~ 135 P,'GE 781
9. Formal Analysis of the Possible Service Area of the Sewer
Trunk Main.
The Landowner has completed a formal analysis of the
possible service area of the sewer trunk main to be extended
to serve this property.
As a result of this analysis, the
lines will be installed to adequately serve the area shown on
the Exhibit Map contained in Exhibit B, except as approved and
allowed by the City during the design of the sewer main. This
Analysis is attached hereto as Exhibit B.
10. Complete Analysis of the Levels of Existing: and pro.iected
Levels of Service on Story Mill Road. Brid%er Drive. and the
Intersection o~ the TWQ~
A complete analysis of the levels of existing and
projected levels of service on Story Mill Road, Bridger Drive,
and the intersection of the two has been completed by the
landowner. As a result of this analysis a Waiver of Right to
Protest
Special
Improvements
Districts
to
Fund
the
Installation of a traffic signal light at the intersection of
Bridger Drive and Story Hill Road. This analysis is attached
hereto as Exhibit C.
11.
Waiver of Rig:ht to Protest Special Improvement District
Fund the Installation of a Traffic Sig:nal Lig:ht at
Jntersection of Bridg:s-r Driye_and Story Hill Road.
to
the
The Landowner has executed a Waiver of Right to Protest
Creation
of
a
Special
Improvement
District
for
his
proportionate share in the funding of the installation of a
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 8 OF 11
fit ~ 135 Pr'Cf 782
traffic signal light at the intersection of Bridger Drive and
Story Mill Road. This Waiver is attached hereto as Exhibit D.
12. Additional Terms for Road Easements and Waivers.
All parties recognize that this document must be filed
and of record with the Gallatin County Clerk and Recorder
prior to the sale of any land wi thin the Bridger Creek
Development Tract by the Landowner, and the parties agree that
the City may file these documents at any time. In addition to
executing the Waivers and Agreements, the Landowner shall
dedicate all public streets on future Final Subdivision
Plat(s).
13. Utility Easements.
The Landowner understands and agrees that utility
easements, thirty (30) feet in width, will be necessary for
the installation and maintenance of water and sewer utility
services to the annexed parcel.
The Landowner shall create
such easements on their property in locations agreeable to the
City during subdivision,
conditional use,
planned unit
development, or site plan review procedures, but in no event
later than the filing of any final plat or site plan, or
issuance of a building permit.
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ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK ANNEXATION
PAGE 9 OF 11
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1:35 P,\CE 783
14. Governin~ Law.
This Agreement shall be construed according to the laws
of the State of Montana.
15. Invalid Provision.
The invalidity or unenforceability of any provision of
this Agreement shall not affect the other provisions hereof,
and this Agreement shall be construed in all respects as if
such invalid or unenforceable provision were omitted.
16. Modifications or Altera~ions.
No modification or amendment of this Agreement shall be
valid unless evidenced by a wri ting signed by the parties
hereto.
17. No Assi~nment.
It lS expressly agreed that the Landowners shall not
assign this Agreement In "'hole or in part wi thout prior
written consent of the City.
18. Successors.
Except as provided in paragraph 17, this Agreement shall
be binding upon, inure to the benefit of and be enforceable by
the parties hereto and their respective heirs, successors and
assigns.
19. Covenants to Run with the Land.
The parties intend that the terms of this Agreement shall
be covenants running with the land and shall not expire at
their deaths or upon transfer of ownership of the property.
ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 10 OF 11
FIL'" 135 rt\Gf 784
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IN WITNESS WHEREOF, the parties hereto have caused this
Agreement to be executed the day and year first above written.
CITY OF BOZEMAN
Attest:. ~,
~d
Cled:'lr,Jof the City C.8mmission
APPR~ AS TO FOR~I:
/ .
y Attorney
LANDOWNER
GOLF COURSE PARTNERS, INC.
BY:_~~' ~
Title: /~
ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
BRIDGER CREEK DEVELOPMENT
PAGE 11 OF 11
riL ~ 135 r/\CE 785
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STATE OF MONTANA
ss
County of Gallatin
, 1993 before me,
a of Montana, personally appeared
known to me to be the
of Golf course Partners, Inc., the
cor oration that executed the foregoing Annexation Agreement and
acknowledged to me that he/she executed the same for and on behalf
of said corporation.
IN WITNESS WHEREOF, I
r al S 1 the day and
hereunto set my hand and affixed by
first above written.
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3 N .~i\~",,~~.
'otary Public or Sta of M07a
Residing at Bozeman, ~ ~
Commission Expires: /2; 9
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EXHIBIT "A"
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1:35 rr'CE 786
WAIVER OF RIGHT TO PROTEST
CREATION OF SPECIAL IMPROVEMENT DISTRICTS
TO FUND IMPROVEMENTS Tp THE LYMAN CREEK WATER SYSTEM
1~ ALLQW FOR ~ACKFEEDING THE LYMAN CREEK SOURCE
AT, ADDITIONAL POINT(S)
I, the undersigned owner of the real property situated in the
County of Gallatin, State of Montana, and more particularly
described as follows:
Certificate of Survey No. 1353 and Certificate
of Survey No. 1353B, located in Section 31,
Township 1 South, Range 6 East, Montana
Principal Meridian, Gallatin County, Montana,
and consisting of 287.5 acres.
IN CONSIDERATION of receiving annexation approval from the
City of Bozeman, along with accompanying rights and privileges and
for other and valuable consideration, the receipt of which is
hereby acknowledged, in recognition of the demand for additional
city water that will be generated by the development of the above-
described property on the Lyman Creek Water System, have waived and
do hereby for ourselves, our heirs, personal representatives,
successors and assigns, the right to protest the creation of one or
more special improvement districts to fund improvements to the
Lyman Creek Water System to allow for backfeeding the Lyman Creek
Source at additional point(s), or to make any written protest
against the proposed work or against the extent or creation of the
districts to be assessed in response to a duly passed resolution of
intention to create one or more special improvement districts which
would include the above-described property.
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EXHIBIT A, ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
PAGE 2 OF
rlL ~ 135 P,\Cf 787
This Waiver is limited to the Landowner's proportionate share
of the costs of administration, engineering,
inspection and
construction of needed improvements to the Lyman Creek Water System
to allow for backfeeding the Lyman Creek Source at additional
point(s).
This waiver shall be a covenant running wi th the land and
shall not expire.
I warrant that I am lawfully seized and possessed of the real
property described above and that I have a lawful right to convey
the property or any part of it.
DATED this
1'"
day of
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GOLF COURSE PARTNERS, INC.
199 J .
M. Pl, ~
By: lI..x /J. ff.s""f...
Title: ,'r.Aild04'" +-
STATE OF HONTANA
:ss
County of Gallatin )
~this 714 day , 19~, before me, a
No r l>>,~ the k~~ownntanat'o pe~:ona~~y ~~pea~~=
~ _____ of Golf Course Partners, Inc., the
corporation that executed the foregoing Waiver of Right to Protest,
and acknowledged to me that he/she executed the same for and on
behalf of said corporation.
..
have hereunto set my hand and
above written.
set my
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EXHIBIT "B"
SEWER SERVICE AREA STUDY FOR
GOLF COURSE PARTNERS, INC.
Written By:
Reviewed By:
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EXHIBIT B
SEWER SERVICE AREA
STUDY
FOR
GOLF COURSE PARTNERS, INC.
REVISED
MAY 1993
PREPARED BY:
MORRISON-MAIERLE/CSSA
901 TECHNOLOGY BLVD.
BOZEMAN, MT 59715
Michael Smith, EIT
Keith S. Belden, P.E.
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MM#: 2089.002.010.0310
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PURPOSE:
The purpose of this report is to provide the basis for the design
of a sanitary sewer main extension which will connect the sani-
tary sewer system of the Bridger Creek Subdivision as well as
portions of the surrounding area to the City of Bozeman's sani-
tary sewer system.
SUMMARY:
The proposed system will connect to an existing 30" RCP sewer
main in the North right-of-way of Montana State Highway 10. The
sewer main will extend northeast and east approximately 2400 feet
to the East side of Manley Road. This section of the proposed
main will be 15-inch SDR 35 PVC with capacity to service the
entire developable area (Blocks 1 through 6) as outlined in
Exhibit #1. This area will consist of approximately 450 acres.
A 12-inch PVC sewer main will continue from this point eastward
750 feet. This section will service the eastern one-half of
Block 2 and Blocks 3 through 6. At this point a 10-inch main is
proposed to cross the East Gallatin River to service Blocks 3 and
4. In addition the 12-inch main will extend Southeasterly from
this point for approximately 3000 feet crossing the East Gallatin
river and connecting to two proposed sewer mains which will serve
Blocks 5 and 6. One proposed main will be 8-inch SDR 35 PVC and
will serve the northern part of Block 5 while the other proposed
main will be 10-inch SDR 35 PVC and will serve the southern part
of Block 5 and all of Block 6.
DESIGN REQUIREMENTS
Design Requirements will be based on Ten-States Standards.
Per Capita Flows - the assumed per capita flow will be 100 gpd
which is assumed to cover normal infiltration.
Peak Design Flow - the ratio of extreme flow to daily average
flow is determined by the following method:
Q max =
Q avg.
18+/P
4+/P
where
P = population in thousands.
population Estimate - population estimates will be based on the
average persons per household (2.5) as determined by the Gallatin
County Development Corporation and a living unit density of four
units per acre. The commercial and light manufacturing areas
will be combined with the residential areas in estimating popula-
tion.
1
450 acres x 4 living units per acre x 2.5 persons per unit
persons. (Equates to 10 persons per acre).
4500
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.
Daily Demand
4500 persons x 100 gpd per person
= 450,000 gpd (= 1000 gpd/acre)
450,000 gpd . (1440 min. per day) = 312.5 gpm
Peak Demand
Peaking Factor:
Qmax = 18+/4.5 = 3.29
Qavg 4+/4.5
312.5 gpm x 3.29 = 1028.2 gpm
Use 1050 gpm for design purposes.
Sizing Mains
1. Size main to serve Blocks 1 through 6: (450 acres)
(Use Manning's equation) Assume 15-inch SDR 35 PVC
Flow = Q= 1050 gpm x 1 cfs = 2.34 cfs
448.8 gpm
Minimum Slope
Manning's n =
= 0.0015 as per Ten-States Standards
0.013 as per City of Bozeman
Standards for PVC
v = 2 ft/s minimum full flow velocity
Ten-States Standards.
as
per
Velocity =
Q 1.49 x A x (R)2/3 x (S)~
n
= 1.49 x T (1.25,)2 x (1.25 . 4)2/3 x (0.0015)~
0.013 4
Q = 2.50 cfs
V :; 2.04 fps
2. Size main to serve the East portion of Block 2 and Blocks 3
through 6: (320 acres)
Assume 12-inch PVC, n = 0.013, S = 0.0023
population = 320 acres x 10 persons/acre = 3200 persons
2
1
..
Peaking Factor
= 18+/3.2 = 3.42
4+/3.2
Flow Q = 320 acs x 1000 gpd/ac + 1440 min/day x 3.42
Q = 760 gpm x 1 cfs = 1.69 cfs
448.8 gpm
Q 1.49 x xi!l2 x (1+4)2/3 x (0.0023)~
0.013 4
760 gpm
Q = 1. 72 cfs
V = 2.18 fps
3. Size main to serve Blocks 3 and 4: (58 acres)
Assume 10-inch PVC, n = 0.013, S= 0.0028
Population = 58 acres x 10 persons/acre = 580 persons
Peaking Factor = 18+/0.58 = 3.94
4+/0.58
Flow = Q = 58 acs x 1000 gpd/ac + 1440 min/day x 3.94 = 163.2 gpm
Q = 163.2 gpm x 1 cfs = 0.36 cfs
448.8 gpm
Q 1.49 x y(0.83)2 x (0.83 + 4)2/3 x (0.0028)~
0.013 4
Q = 1.16 cfs
V 2.13 fps
4. Size main to serve the northern portion of Block 5 (12
acres)
Assume 8-inch PVC, which is the smallest main size allowed by
Ten-State Standards for gravity sewers; n = 0.013, S = 0.0040.
population = 12 acres x 10 persons/acre = 120 persons
Peaking Factor = 18+/0.12 = 4.22
4+/0.12
Flow = Q = 12 acs x 1000 gpd/ac . 1440 min/day x 4.22
Q = 35.2 gpm x 1 cfs = 0.08 cfs
448.8 gpm
Q = 1.49 x y(0.67)2 x (0.67 +4)2/3 x (0.0040)~
0.013 4
35.2 gpm
3
'\
Q 0.77 cfs
V = 2.20 fps
5. Size main to serve the Southerly portion of Block 5 and all
of Block 6: (222 acres)
Assume 10-inch PVC, n = 0.013, S = 0.0032
population = 222 acres x 10 persons/acre = 2220 persons
Peaking Factor = 18+/2.22 = 3.55
4+/2.22
Flow = Q = 222 acs x 1000 gpd/ac + 1440 min/day x 3.55 = 547.3 gpm
Q 547.3 x 1 cfs = 1.22 cfs
448.8 gpm
Q 1.49 x T(0.83)2 x (0.83+4)2/3 x (0.0032)~
0.013 4
Q = 1.24 cfs
V = 2a27 fps
From the above calculations it is clear that the assumed main
sizes will meet all requirements. Additionally, we believe our
main sizes are conservative for the following reasons:
1.
Portions of Blocks 1, 2 and 6 which lie within the
floodplain were included within the study area.
likelyhood, these areas will never be built on,
reducing the useable areas and future flows.
100-year
In all
thereby
2. The Mannings "n" suggested by past testing is 0.010 or
0.009, which is more conservative than the n = 0.013 used in
this study. We would suggest that an n = 0.011 be used
leading to a 15% increase in line capacities.
4
5
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Additional Construction Requirements
Connection to the existing main will require the tapping of the
existing manhole at Highway 10 matching the crown of the new 15-
inch main to the crown of the existing 3D-inch main and forming a
new invert channel.
The crossing of the ditch that parallels the existing sewer main
will be completed with IS-inch restrained joint ductile iron
pipe. The pipe shall be wrapped with protective insulation where
exposed to the elements.
The crossing of Manley Road will be by open trench method using
"Type 2" trench excavation and "Type A" trench backfill as de-
scribed in Montana Public Works Specifications.
Crossings of the East Gallatin River shall be with restrained
joint ductile iron pipe with a minimum separation between river
bottom and the top of the pipe of 3-feet as required in Ten-
States Standards.
An access road will be constructed where required to provide
access to each manhole for cleaning and maintenance.
C:\KEITH2\brcreek.rpt
3/19/93
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SEWER
SERVICE AREA
I
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/'//- I DATE' MAR C H 1993
PREPARED BY'
MORRISON - MAIERlE/CSSA
JOB NO. 2089.002
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EXHIBIT
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SERViCE AREA SUMMARY
BLOCK AREA FLOW
I 70 AC. 160 GPM
2 88 AC. 201 GPM
3 23 AC. 53 GPM
4 35 AC. 80 GPM
5 84AC. 191GPM
6 150 AC. 343 GPM
TOTAL 450 AC 1028 GPM
32
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EXHIBIT "e"
STORY MILL ROAD TRAFFIC STUDY FOR
GOLF COURSE PARTNERS, INC.
"
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Written By:
Reviewed By:
.",
EXHIBIT C
STORY MILL ROAD
TRAFFIC STUDY
FOR
GOLF COURSE PARTNERS, INC.
APRIL, 1993
Prepared By: Morrison-MaierlejCSSA
901 Technology Boulevard
Bozeman, MT 59715
Keith S. Belden, P.E.
Jack R. Schunke, P.E.
MM# 2089.002.010.0310
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1
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PURPOSE
The purpose of this report is to review existing traffic and
levels of service on Story Mill Road and to assess the impacts
from the build-out of Bridger Creek Subdivision and the 18-hole
golf course associated with it.
The basis for this study are traffic counts collected between
November 13, 1992, and November 20, 1992, and trip generation
estimates developed from the ITE Trip Generation Manual, 4th
Edition, 1987.
SUMMARY
Story Mill Road is currently operating at a Level of Service A
(LOS A) and may operate at a LOS B for short periods of time.
Phase 1 of Bridger Creek Subdivision will add 109 vehicles per
hour (vph) to an existing load of 125 vph. With the increased
loading from Phase 1, Story Mill Road will operate at a LOS B,
with the increased traffic being substantially mitigated by
improvements to Story Mill Road and McIlhatten Road. It is
assumed that the golf course will be operating at 75% ultimate
capacity at the conclusion of Phase 1.
phases 2 and 3 will increase the vehicular loading on Story Mill
Road by 167 vph and 258 vph respectively, to 292 vph and 383 vph
respectively. With the addition of Phase 2, Story Mill Road
shall continue to operate at a LOS B. At full build-out of
Bridger Creek Subdivision, Story Mill Road may operate at a LOS C
during peak hours, with a reserve capacity of 165 vph.
An analysis of the intersection of Story Mill Road with Bridger
Canyon Drive was performed based upon the methodology in the
Highway Capacity Manual, Special Report 209, 1985. The existing
LOS for this unsignalized intersection was examined, together
with a capacity determination for each successive phase. A
review of the intersection worksheets indicates that all four
legs have an existing LOS A. The south leg of the intersection
eventually reaches a LOS C with full build-out, while all other
legs remain at LOS A.
Bridger Canyon Road is currently operating at a LOS C at peak
hours during the months of ski operation. Traffic counts by
Montana Department of Transportation (MOOT) reveal that there
were 390 vph during the peak hour on November 19, 1992. Bridger
Creek Subdivision will add 414 vph to Bridger Canyon Drive for a
total of 804 vph. Therefore, Bridger Canyon Drive may operate at
a LOS D (=1,048 vph) for short periods of time. Phase 2 will add
323 vph to Bridger Canyon Drive peak hour traffic for a total of
713 vph and operate between a LOS C (=691 vph) and LOS o. Bridg-
er Canyon Drive will operate at a LOS C with the build-out of
Phase 1 based upon Phase 1 generating 265 vph for a peak of 655
...
"
..
vph on Bridger Canyon Road. If we use the existing flow rate of
222 vph in lieu of the one day peak of 390 vph to assess service
levels, one can show that the Level of Service does not drop
below LOS C. (414 vph +222 vph = 636 vph < 691 vph = LOS C).
TRAFFIC ANALYSIS
EXISTING CONDITIONS~ Story Mill Road is a two-lane County paved
road that runs north from Bridger Canyon Drive and which inter-
sects with McIlhatten Road north of Bridger Creek. From this
intersection Story Mill Road continues north beyond the city
landfill as an improved County gravel road. McIlhattan Road is
also an improved County gravel road.
FUTURE IMPROVEMENTS. "Conditions of Approval" for the approved
preliminary Plat for Phase I of Bridger Creek Subdivision and for
the opening of the golf course require that Story Mill Road be
improved to a 24-foot wide County paved road with a 3 or 4 foot
paved shoulder for a bicycle lane, north from Bridger Canyon
Drive to the intersection with McIlhattan Road. McIlhattan Road
shall be improved likewise west from Story Mill Road to the
subdivision boundary and shall be improved from the subdivision
boundary to the intersection of Manley Road, to a County gravel
standard.
EXISTING TRAFFIC. Traffic counts supplied by Gallatin County for
the period of November 13, 1992, to November 20, 1992, show a
weekday average of 915 vpd and peak hour average of 96 vph. Our
report used an actual peak hour traffic volume of 125 vph adjust-
ed to reflect a IS-minute peak period within the peak hour. We
elected to use this adjusted peak hour believing it to be more
appropriate for urban conditions (Bridger Canyon Drive) and more
conservative when analyzing rural traffic (Story Mill Road).
Traffic to the City of Bozeman Landfill contributes 27% or 246
ADT (= 25 vph) of the traffic experienced on Story Mill Road. We
assumed that each load contributed two trips or vehicles per day
to the traffic count.
LANDFILL PERCENT OF
TRAFFIC COUNT LANDFILL LOAD VEHICLE EXISTING
DATE (ADT) COUNT COUNT TRAFFIC
11/16/92 1013 162 324 32%
11/17/92 958 126 252 26%
11/18/92 798 104 208 26%
11/19/92 890 100 200 22%
MDOT completed a two day traffic count over November 19 and 20,
1992, at a point south of Bridger Creek Trailer Court on Bridger
Canyon Drive. They recorded an ADT of 4330 vpd and a peak hour
of 390 vph between 5:00 and 6:00 p.m. Historically, the highest
hourly volumes have occurred in January with an average of 408
'I .,
vph with as many as 636 vph occurring between 4:00 and 5:00 p.m.
on a Saturday.
Existing traffic splits range from 60-40 to 83-17 during the
afternoon peak hour in the ski season. We used a 70-30 split for
the Story Mill Road-Bridger Canyon Road intersection analysis on
the assumption that the weekday peak from the subdivision does
not conflict with the weekend or weekday peak generated by the
Bridger Bowl ski resort.
LEVEL OF SERVICE
Level of Service criteria address physical constraints relating
to mobility and accessibility when rural roads are considered and
address delay times when analyzing unsignalized intersections.
Level of Service is divided into six categories for rural two-
lane highways and unsignalized intersections from A to F as
follows:
RURAL TWO-LANE HIGHWAYS
Level of Service A is the highest quality of service a particular
class of highway can provide. It is a condition of free flow
where there is Ii ttle or no restriction on speed or
maneuverability caused by the presence of other vehicles. Oper-
ating speed is in the highest range and vehicle density is low.
because speeds are high and volumes low, the occurrence rate of
some kinds of accidents may be higher than at other service
levels and the total economic cost of providing the service may
be excessive. Two lanes typically provide operating speeds of 60
mph or higher and 75% of the passing maneuvers can be completed
with little or no delay. Under ideal conditions, a service
volume of 400 passenger vph, total two-way can be achieved.
Level of Service B is a zone of stable flow. However, operating
speed is beginning to be restricted by other traffic. The re-
striction on maneuverability is still negligible, and there is
little probability of major reduction in speed or flow rate.
This level of service approximates typical design volumes for
high volume type rural highways, including freeways. Two lanes
typically provide operating speeds of 50 mph or greater and
volumes may reach 45% capacity with continuous passing sight
distance. Volumes of 900 passenger cars per hour, total two way,
can be carried under ideal conditions.
Level of Service C is still a zone of stable flow but at this
volume and density level, most drivers are becoming restricted in
their freedom to select speed, change lanes, or pass. Operating
speeds are still in the range of 2/3 to 3/4 of the maximum. This
level of service is frequently selected as being an appropriate
criterion for design purposes, particularly for urban freeways
where the cost of providing the higher service levels during peak
~
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periods may be prohibitive. Two lane traffic still provides a
stable flow. Operating speeds are 40 mph or above. The total
volume under ideal conditions equals 70% of capacity with contin-
uous passing sight distance or 1400 passenger vph, two-way.
Level of Service D approaches unstable flow. Tolerable average
operating speeds are maintained, but are subject to considerable
and sudden variation. Freedom to maneuver and driving comfort
are low because land density has increased and the probability of
accidents has also increased. Most drivers would probably con-
sider this service level unsatisfactory. Two lanes of traffic
are approaching unstable flow. Operating speeds of approximately
35 mph and two-direction volumes of 85% of capacity are encoun-
tered with continuous passing opportunity. This level of service
provides approximately 1,700 passenger cars per hour total two-
way traffic under ideal conditions.
The upper limit of Level of Service E is the capacity of the
facility. Operation in this zone is unstable, speeds and flow
rates fluctuate, and there is little independence of speed selec-
tion or maneuver. Since headways are short and operating speeds
subject to rapid fluctuation, driving comfort is low and accident
potential high. Although circumstances may make operation of
these facilities under these conditions necessary, it is clearly
undesirable and should be avoided whenever feasible. Traffic
volumes under ideal conditions for two lane, two-way total, is
approximately 2,000 passenger vph. Level of Service E may never
be attained and operation may go directly from level D to level
F.
Level of Service F describes forced flow operations after the
density has exceeded optimum. Speed and rate of flow are below
the levels attained in level E and may, for short time periods,
drop to zero. Level of service F is forced, congested flow with
unpredictable characteristics. The volume of two-way traffic
falls below that of level E.
UNSIGNALIZED INTERSECTIONS
LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS
RESERVE CAPACITY
(PCPH)
LEVEL OF
SERVICE
EXPECTED DELAY TO
MINOR STREET TRAFFIC
a.
A
B
C
D
E
F
Little or no delay
Short traffic delays
Average traffic delays
Long traffic delays
Very long traffic delays
a.
>400
300-399
200-299
100-199
0-99
TABLE 10-3. HIGHWAY CAPACITY
"
a. When demand volume exceeds the capacity of the lane, extreme
delays will be encountered with queuing which many cause
severe congestion effecting other traffic movements in the
intersection. This condition usually warrants improvements
to the intersection.
The service flow rates for Story Mill Road and Bridger Canyon
Drive are as followa:
EXISTING IMPROVED BRIDGER
SERVICE STORY MILL STORY MILL CANYON
LEVEL ROAD ROAD ROAD
LOS A 128 157 144
LOS B 264 324 375
LOS C 447 548 691
LOS D 660 810 1048
LOS E 1278 1568 2025
Our service flow rate calculations for Story Mill Road, included
within the Appendix, were based upon rolling terrain with 80
percent of the road offering passing opportunities. MDOT esti-
mates for Bridger Canyon Drive were based upon rolling terrain
and 50 percent of the road offering passing opportunities.
As previously stated, Story Mill Road is operating at a LOS A
with 125 vph and a reserve of 3 vph. It follows that Story Mill
Road will operate at the following service levels and reserve
capacities:
PHASE SERVICE LEVEL RESERVE CAPACITY
Phase 1 LOS B (234 vph) 90 vph
Phase 1 & 2 LOS B (292 vph) 32 vph
Phase 1 - 3 LOS C (383 vph) 165 vph
(Table A-I in the Appendix summarizes the aformentioned informa-
tion. )
MDOT
Road
vph.
been
has stated that the existing flow rate for Bridger Canyon
is 222 vph which is LOS B with a reserve capacity of 153
Peak hour traffic volumes as high as 636 vph (LOS C) have
recorded during the ski season.
Applying a peak hour factor of 10 percent times the ADT generated
by Bridger Creek Subdivision and summing this product to the
average flow of 222 vph we can estimate the service flow rates on
Bridger Drive as the subject project develops.
, ,
1
1&2
1-3
2649
3228
4141
PEAK HOUR
(vph)
265
323
414
SERVICE
FLOW RATES
LOS
PHASE
ADT
487
545
636
C
C
C
As previously stated Bridger Canyon Drive can be expected to
operate at a LOS D for short periods of time but only during the
ski season and then only if the peak hours for the development
and the resort coincide. This is unlikely to occur to any great
extent inasmuch as the expected resort peaks will generally occur
on weekends as opposed to a weekday peak for the development.
The intersection of Story Mill Road with Bridge Canyon Drive will
operate at LOS A for the turning movements from Bridger Canyon
Drive and for all of the movements from the north leg of Story
Mill Road. The service level from the south leg of Story Mill
Road will progress from a LOS A with an average reserve capacity
of 442 passenger cars per hour (pcph) to a level of LOS C with a
reserve capacity of 257 pcph.
We believe that this drop in service level to be insignificant
due to the fact that less than 15 pcph are expected to use this
leg of the intersection under average conditions. Complete
intersection analyses are provided in the Appendix.
TRAFFIC GENERATION
Trip generation rates were developed from the ITE Trip Genera-
tion, Fourth Edition 1987 and from generally accepted rates as
used by the City of Bozeman Planning and Engineering Staff.
A rate of 9 tripends per day per unit was used for all of the
residential areas. The raw acreage in Phases 2 and 3 and in
portions of Phase 1 were converted to residential units by assum-
ing that 25 percent of the gross area was utilized for roads,
parking lots, etc. and that an average of 5 units per acre could
be realized on the remaining land. The rate of 9 tripends per
day represents trips generated by the residential units including
service vehicles. Bridger Creek Subdivision will generate 3,177
residential ADT with Phase 1 = 1,188 ADT, Phase 2 = 744 ADT and
Phase 3 = 1,215 ADT.
The commercial areas of Phase 1 utilized data from Section 770,
Business Parks, page 1041 from ITE Trip Generation manual to
estimate trip generation.
Ln (T) = 0.88 Ln (X) + 5.46
where:
T
X =
Ln =
Number of Trips
Acres (= 7.11 Ac)
Natural Logrithm
Ln (T) 0.88 Ln (7.11) + 5.46
T 1321 ADT
The trip generation rate for the light industrial areas of Phase
1 was also developed from the ITE manual and is again based upon
acreage. From Section 130, General Light Industry on page 118,
trip generation for the light industrial is as follows:
T 42.44 (X) + 263
where T and X are defined as stated previously.
T = 42.22 (5.69 Ac) + 263
503 ADT
Trip generation estimates for the golf course are based upon an
analysis of valley View and Riverside Country Clubs completed for
a previously submitted conditional use permit for a development
in the Bozeman Area. The conditional use permit dated April,
1991 was subsequently approved by the local governing budget.
The former study estimated a maximum of 90 group rounds of golf
per day with an average of 3 golfers per group. Therefore a
maximum of 270 golfers per day can be expected to have tee times.
If we use an average of 1.5 golfers/vehicle then a maximum of 180
vehicles per day would be generated by the golf course.
90 group/rounds x 3 golfers group + 1.5 golfers/vehicle = 180 vpd
In addition, the driving range and service personnel will gener-
ate 50 and 20 vehicles per day, respectively. Therefore a total
of 250 vehicles per day would be generated as a result of de-
veloping the golf course. This equates to 500 tripends per day:
GOLF COURSE
DRIVING RANGE
SERVICE
TOTAL
180 vpd
50 vpd
20 vpd
250 vpd x 2 tripends/vehicle = 500 ADT
The previously mentioned study assumed that 60 percent of the
golf course use was generated internally. We have assumed an
internal generation rate of 40 percent which represents 6.3
percent of the future residential traffic loading.
Ski Resort. occurs during the weekday coinciding with a peak hour
sponsored by the development for which the highway will operate
for short time periods at a LOS D. In general Bridger Canyon
Road will operate at a LOS B or C.
c:\keith2\traffic
APPENDIX
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LEGEt-rD
B ADT'S BETWEEN NODES
23 DIRECTION-SPECIFIC ADT
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McLLHATTEN 23 ADT
<:"J' STORY MILL 2 ADT
-'>'4,. ~ \ .
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FUTURE
PHASE 2.
RESIDENTIAL
.COMMERCIAL
INDUSTRIAL
4r.
C'/<
PHASE I
3012 ADT
1188 ADT
1321 ADT
503 ADT
~
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~l
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INTERNAL 412 ADT
MclLHATTEN 136 ADT
STORY MILL 15 ADT
0;12.
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BRIDGER CANYON DRIVE
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FIG.
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TRAFFIC STUDY-PHASE 182
~s
r.- "1
'!SQ
-'0.1
FUTU RE
PHASE 3
~
/~
s
GOLF COURSE
42S ADT
MclLHATTEN 23 ADT
>.) STORY MILL 2ADT
~~/( ~~
I,-W
)-~
1-
'90
'40
PHASE 2
22,98 AC. x 0,75 x Sunits/k
x 9 ADT ,= 774 ADT
MelLHATTEN 35 ADT
.sTORY MILL ,4 ADT
.GOLF-COURSE 50 ADT
LNTERNAL 106
<0
PHASE I
3012 ADT
RESIDENTIAL
COMMERCIAL
INDUSTR IAL
1188 ADT
1321 ADT
S03 AD T
1040
40%
GOLF COURSE 75 ADT
INTERNAL . 412 ADT
Mel LHATTEN 136 ADT
STORY MILL ISADT
.--
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BRIDGER CANYON DRIVE
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. .
LEGEND
ADT'S BETWEEN NODES
DIRECTION*S PECIFIC ADT
NODE
FIG. 2
BRIDGER C REEK SUBDIVISION
TRAFFIC STUDY-PHASE 1,2,3
GOLF COURSE
500 ADT
MclLHATTEN 23ADT
/'51'0' STORY MI LL 2 ADT
~
PHASE 3
36.01 Ac, x 0,75 x 5 uni1S/Ac.
x9ADT: 1215 ADT
t-4cILHATTEN 55 ADT
STORY MILL 6 ADT
GOLF COURSE 75 ADT
JNTERNAL 166
PHASE 2
22,96 Ac. x 0.75 x 5 units/Ac.
x 9 ADT : 774 ADT
MclLHATTEN 35 ADT
STORY MILL 4 ADT
GOLF COURSE 50 ADT
INTERNAL 106
~
4,;;:V
""l )oJ':
~1'
-90
""'It)
PHASE I
3012 ADT
1166 ADT
1321 ADT
503 AD T
RESIDENTIAL
COMMERCIAL
INDUSTRIAL
GOLF COURSE 75 ADT
INTERNAL 412 ADT
MclLHATTEN 136 ADT
STO RY MILL 15 ACT
~
o 0
\1)0
10 \I)
BRIDGER CANYON DRIVE
1040 ~1
1
40%
~l
~!0
~t
o
oct
o
c::
...J
...J
:::E
[ ~ I ~
[j]
~
23
.
\
LEGEND
ADTS BETWEEN NODES
DIRECTION-SPECIFIC ADT
NODE
FIG. 3
UNSIGNALIZED INTERSECTIONS
10-35
E.. X\ S \' \ r--\ G:.
WORKSHEET FOR FOUR-LEG INTERSECTIONS Page 2
STEP 1: RT From Minor Street r V9 j VI2
Conflicting Flows, V ( 1/2V)+V2=V(9 1/2V6+Vs=Vm
\"'S. <:; + 85 = \o-z... vph \.'~ -l- z.o 3 - 20<;;' vph
_i_-
Critical Gap, T( (Tab, 10-2) CO.5 (sec) uS (sec)
Potential Capacity, cp (Fig. 10-3) cp9 = 6\0 pcph Cpl2 = ,"2.0 pcph
Percent of cp Utilized (V9/C;9) X 100 = 3 % (V12/CpI2) X 100 = 0.6, %
Impedance Factor, P (Fig, 10-5) P9 = Q. "?B P12 = 6.99
Actual Capacity, cm cm9 = cp9 = 8\0 pcph c = C = (La pcph
ml2 pl2
STEP 2: LT From Major Street I V4 ~ VI
Conflicting Flows, V ( V)+VZ=VC4 V6+VS=V<I
~+ es = I\S vph '3 ..l.. '2..03. = "2.06 vph
-,-
Critical Gap, T ((Tab. 10-2) So.S (sec) IS.S (sec)
Potential Capacity, cp (fig, 10-3) cp4 = '790 pcph cpl = 980 pcph
Percent of cp Utilized (V4/Cp4) X 100 = c....S % (vjcpl) X 100 = 0.\ %
,Impedance Factor, P (Fig. 10-5) P 4 = O.'7G:. P1= o.q<:7
Actual Capacity, cm cm4 = cp4 = 99-0 pcph Cm 1 = cp I = BeD pcph
I STEP 3: TH From Minor Street \ VB I VII
Conflicting _ Flows, V ( 1/2V )+V 2+V I+V 6+VS+V4=V<B 1/2V6+V s+V4+V)+V2+V I=V<l1
JL + e:,e, + ---L- + ~+ t..o3. + ,0 +
~+ 203 + lD = 319 vph ...E:!- + 8~ + -L-= '3'7\ vph
Critical Gap, T< (Tab. 10-2) (.S (see) (.S (see)
potential Capacity, cp (Fig. 10-3) cpa = "1 (.,0 pcph Cpll = 4SS pcph
Percent of cp Utilized (VB/Cpa) X 100 = O.S % (Vl\/Cpll) X 100 = OS %
,Impedance Factor, P (Fig. 10-5) P = o,CJ5 Pll = 0:=7'7
a
Actual Capacity, cm cma = cp8 X P I X P 4 Cm 11 = Cp II X P I X P 4
"\'?, - 4(,,0 X ~3l.. ',.- a.SS X
0.99 X 0.9<...:. (pcph) 0.'9<.0 X o .'7'7 (pcph)
STEP 4: LT From Minor Street lV7 Lvlo
Conflicting Flows, V ( V<8 (step 3) + Vll + V12 = V(7 V<ll (step 3) + V8 + V9 = V<IO
31L + --L- + 2- = -;'63 vph ~ + -..L + -z..s =.5.lli..... vph
Critical Gap, T( (Tab, 10-2) 6.0 (sec) ~.O (sec)
Potential Capacity, cp (Fig. 10-3) cp7 = ~1.S pcph cplO = ..0, CO pcph
Actual Capacity, cm cm7 = cp7 X P I X P 4 X P 11 X P 12 CmlO = CplO X P 4 X PIX PBX P 9
"39(0 = 41.5 X 6.99x 3Bb =~X O.9CaX
~X O.99X~(pcph) 0.99 X~X 0.'7~ (pcph)
10-36
S X ~-Ti
URBAN STREETS
\ ';""Ie:....
'-' WORKSHEET FOR FOUR-LEG INTERSECTIONS
Page 3
SHARED~LANE CAPACITY
vj+vj where 2 movements share a lane
CSH =
(vJcmi) + (vi/cm;)
v1+vj+v" where 3 movements share a lane
CSH =
(Vi /cmJ + (V/Cmj) + (V,,/Cm,,)
,
MINOR STREET APPROACH MOVEMENTS 7, 8, 9
Movement v(pcph) cm(pcph) csH(pcph) CR = CSH - V LOS
7 '7 3 '7 Co Co\ 9 Co\O A
8 2- I 4. "'S I Co \ '7 Co. \1 A
9 '2.~ B\O Cc \9 S9<:::\ A
MINOR STREET APPROACH MOVEMENTS 10,11,11
,
Movement v(pcph) cm(pcph) csH(pcph) cR = CSH - v LOS
10 I 3'3'5 4L\c.o d,~9 A
11 \ ~;'L. L\L\e:, ~LI,S A
12 "3 \7-0 A~lo I .:; 4~ \ A
:MAJOR STREET LEFT TURNS 1,-4
Movement v (pcph) Cm (pcph) CR = Cm - v LOS
1 \ geo 6t9 A
4 "10 '790 9'2.0 A
COMMENTS:
,
'~"
" '
,
\.
,.
(
"
--'
UNSIGNALIZED INTERSECTIONS
10-35
'? \-.\ A ~ G:. ::L
WORKSHEET FOR FOUR-LEG INTERSECTIONS Page 2
STEP 1: RT From Minor Street r V9 j VI2
Conflicting Flows, V ~ 1/2 V J + V 2 = Ve9 1/2 Vb + Vs = Vel2
zS ...1.. e '2:> = \\3 vph ~+ '2..03= 7..0$ vph
-,-
Critical Gap, Te (Tab, 10-2) (p,S (sec) G..~ (sec)
Potential Capacity, cp (Fig. 10-3) cp9 = SoO pcph cp12 = T2..0 pcph
Percent of cp Utilized (v9/~p9) X 100 = Co % (vI2/cpI2) X 100 = o. \ %
Impedance Factor, P (Fig, 10-S) P9 = 0,% PI2 = O.'~9
Actual Capacity, cm Cm9 = cp9 = sea pc ph Cml2 = Cpl2 = (GO pcph
STEP 2: LT From Major Street I V~ --.J VI
Conflicting Flows, Ve V J + V 2 = V c~ Vb+V;=Vel
Sb ...1.. '2>e:. = \"33. vph 3 ...!... Z03 = z:o<o vph
-'- -,-
Critical Gap, Te (Tab. 10-2) S,S (sec) 5,S (sec)
Potential Capacity, cp ('fig. 10-3) cp~ = 9,0 pcph cpl = 8eo pcph
Percent of cp Utilized (v ~/cp4) X 100 = ---1..3_ % (vl/ep') X 100 = 0.\ %
Impedance Factor, P (Fig. 10-5) P = 0.9::' P = 0.99
~ I
Actual Capacity, Cm cm~ = cp~ = <=;), 0 pcph Cml = cpl = 8/i:S(:) pcph
, STEP 3: 11i From Minor Street \ Vs I VII
Conflicting Flows, Ve 1/2VJ+V 2+VI+V b+V5+V~=Ves 1/2V b+V s+V ~+V J+V2+V I=Vell
ZS + ee, +---1-+ z. ...!...W>...1..\~0...1..
_'_1_1
~ + 'Z.o~ + \30 = 6.9) vph SO + 5'0+ --1-- =.sJS... vph
Critical Gap, Te (Tab. 10-2) r.c; (sec) {.S (sec)
Potential Capacity, cp (Fig, 10-3) cps = ~-z..O pcph Cpll = <:\0$ pcph
Percent of cp Utilized (va/cps) X 100 = \ % (vll/cpll) X 100 = D.C; %
,Impedance Factor, P (Fig. 10-5) P = 0.'7'7 PII = 0.9"7
s
Actual Capacity, cm cmB = cps X P I X P ~ Cmll = cpl! X PI X P~
3Br = a. '2..0 X :'\3 = 4,o~ X
0.99 X 0, '73 (pcph) 0.9-"3 X 0.99 (pcph)
STEP 4: LT From Minor Street lV7 LVlo
Conflicting Flows, Ve V~B (step 3) + VII + V12 = Ve7 Vel I (step 3) + Vs + V9 = VelO
4SD+~+~= 4.SS" vph ~+~+SS;- =S:?;,?, vph
Critical Gap, Te (Tab. 10-2) B.O (sec) 8,0 (sec)
Potential Capacity, cp (Fig. 10-3) cp7 = 31'5 pcph cplO =~O pcph
Actual Capacity, cm cm7 = cpi" X P I X P ~ X P II X P 12 Cm10 = CplO X p~ X PI X Ps X P9
?:,~ = ~($ X 0.99X 1.96 =~oxQ23.x
0,9-:' X 0.99 x..0.22. (pcph) 0.99 X 0.99 X 0.9c'a(pcph)
"
10.34
V HAS!;;.
URB....N STREETS
WORKSHEET FOR FOUR-LEG INTERSECTIONS Page 1
S-\-o t"'-; t'f\\\\ "'2:; o....h
Location: B.nc,,,,~, c"""i v ("'I \:)r;v r" Name: Br;d...,c:.c- C("'~c\:::. s..},=d.~....... \ \.\' v..
.. ..
HOURLY VOLUMES Grade 0:'> % 1 CD
.
STOPD 1ll2N-O!
N
YLELDD j" I" t \. V~ '3
N=D , Vs z.o~ N=D
( V~ '1."
G..-ade ~% ) GI"2.de 0.<;" %
- \ v, T major road -
e.9> V2 {; ~I ~~~ c......t-l Yc.>>-l ViZlVI;;
.
L40 V, 1 I rr STOP 0
'\
f
N=D v, Va V9 YIELD 0
\ I I
--- Date of counts:
minor road Zt.. .6, ~o Time Period:
'S:TO '2... "i N'\\~ Average Running Speed:
~f>.C> PHF:
Grade oS % r
VOLUME ADJUSTMENTS
Movement No. \ 1 2 \ 31 4 5 \ 6 \ 7 8 \9\10\11\12
Volume (vph) \ \ eel CoO \'39 ' I \ 'Z.L \(,,0\ '1 Is
'2.031 "3- .:1 3.
Vol. (pcph), see Table 10-1 I ~ i ~!\Ss; lZ.q \4 I~~\I 3 \J
VOLUMES IN PCPH
~ 2-.l2. L
~v" 1. v~ 1
\. NA
v~ NA
1 Vs ,
\ ...J V4 \53
NA VI (
I V2
NA ~'
V, Va v,
1
---
: 'Z..q .::\ f.Jb
i ~L
".........
/
t
"
..
UNSIGNALlZED INTERSECTIONS
10-35
?' \--\ ~c;. G.S \ ~. '-
. . . <,
WORKSHEET FOR FOUR-LEG INTERSECTIONS Page 2
l stEP 1: RT From Minor Street r V9 j VI2
Conflicting Flows, Ve 1/2VJ+V2=Ve9 1/2 V6 + Vs = VeU
::.0 + ae = I Ie vph ~+ZO~= zoS" vph
Critical Gap, Te (Tab, 10-2) (,.S (see) c....S (see)
Potential Capacity, cp (Fig, 10-3) c = ADo pcph Cpl2 = 1"2..0 peph
p9
Percent of ep Utilized (V9/eplf) X 100 = B % (VU/CpI2) X 100 = o. \ %
Impedance Factor, P (Fig. 10-5) P9 = 0.9<::\ P12 = 0.'79
Actual Capacity, cm cm9 = cp9 = BOO pcph Cml2 = Cpl2 = 17..0 pcph
STEP 2: LT From Major Street I V~ --.-J VI
Conflicting Flows, Ve VJ+V!=Vo V6+V5=Vel
J.2.Q... + 66 = \<:::\5 vph ---2- + W~ = 'lOCo vph
Critical Gap, Te (Tab. 10-2) S,S (sec) s..s. (sec)
Potential Capacity, cp (fig, 10-3) cp~ = 9SO pcph epl = Bea pcph
Percent of cp Utilized (v ~/ cP',) X 100 = \S % (VI/Cpl) X 100 = 0.1 %
. Impedance Factor, P (Fig, 10-5) P = 0,90 P = 0.99
~ I
Actual Capacity, cm Cm~ = ep~ = ~SO pcph Cml = Cpl = Beo pcph
, STEP 3: TH From Minor Street \ Vs \ V1I
Conflicting Aows, Ve 1/2V3+V2+V I+V b+VS+V~=VeB 1/2V6+V 5+V ~+V J+V2+V I=Vell
30 + ~€> +-L+ ~+ 2.0;"+ \S3+
~+'Z.03 +~= -4"18vph LoO + -06+ --L-= SOlvph
Critical Gap. Te (Tab. 10-2) -'S (sec) l'S (see)
Potential Capacity, cp (Fig, 10-3) cpB = -41 D pcph Cpll = ~BC) pcph
Percent of cp Utilized (vs/cps) X 100 = \ % (VII/Cp1l) X 100 = \ %
.Impedance Factor, P (Fig. 10-5) Ps= 0,'79 PI\ = 0,99
Achlal Capacity, Cm CmS = 'pB X P I X P ~ 'mIl = Cpll X PI X p~
'3CoS - .0.\0 X 3"St = 360 X
0.99 X 0.90 (pcph) 0.., 9 X 0.90 (pcph)
STEP 4: LT From Minor Street lV7 LVlo
Conflicting Aows, Ve Ves (step 3) + VII + V12 = Ve7 Vel I (step 3) + Vs + V9 = Vela
4,e, +2-+2-=4eA vph SOl + ~ + &i..o = Sit vph
Critical Gap. Te (Tab. 10-2) B,O (see) e..O (see)
Potential Capacity, 'p (Fig. 10-3) 'p7 = ~c..o pcph 'pIO= s"2...0 pcph
Actual Capacity, 'm cm7 = cp7 X P I X P ~ X P II X P 11 cmlO = cplO X P ~ X PIX P s X P 9
~14 =~wxQ1.2.x 'Z.c" b = :''2.0 x...9:.22. X
.Q.;jQX~X 0.'79 (pcph) 0:'19 X~X 0.94 (pcph)
10..36
Y"v\",~ ~ \ -\.. 1._
URBAN STREETS
WORKSHEET FOR FOUR-LEG INTERSECTIONS .
Page 3
- SHARED-LANE CAP AClTY
vi+vj where 2 movements share a lane
CSH =
(vJcmi) + (v/cmj)
v,,; + vj + vk where 3 movements share a lane
CSH =
(Vi /cmJ + (v/cmj) + (Vk/Cmk)
-
MINOR STREET APPROACH MOVEMENTS 7, 8, 9
Movement v(pcph) cm(pcph) csH(pcph) cR = CSH - v I LOS
7 '2.~ 3\~ 55'S S"2.9 I A..
8 \ .:1 \ ~C.os;. I ss"s \ S4.9 I ~
9 ("Co 900 SS3 I Li".73 \ A..
MINOR STREET APPROACH MOVEMENTS 10, 11, 12
Movement v(pcph) cm(pcph) csH(pcph) cR = CSH - v I LOS
10 \ I ZCo<; \ 37..'7 \ :SZ""L \ B
11 3 SSI 3"2.'7 37.Co \ b
12 \ '3 \ l'Z-O "S2'7 \ 3 -z.. (0 1 b
MAJOR STREET LEFT TURNS 1,,4
.' Movement v (pcph) cm(pcph) I LOS
cR = cm - v
1 \ BBO 2>1'3 \ A
4 \S-S \ )<:;0 r91 I A
COMMENTS:
.I ~"""......
~ "
;
I,
i
i",
...
UNSIGNALtZED INTERSECTIONS
10.35
"?\4AS.~S. \ I Z ~. :;
, , . .. .'
WORKSHEET FOR FOUR-LEG INTERSECTIONS Page 2
STEP 1: RT From Minor Street r V9 j V12
Conflicting Flows, Ve 1/2 V) + V 2 = Ve9 1/2 V6 + Vs = Vel2
4"2.. + 5'6 = \~ vph ~+ L..O~ = 'Los. vph
Critical Gap, Te (Tab. 10-2) cP.S (sec) Co.<; (sec)
Potential Capacity, cp (Fig, 10-3) cp9 = 1"10 pcph c = .'2..0 pcph
1'12
- - \ \
Percent of cp Utilized (V9/C;9) X 100 = % (V12/CpI2) X 100 = 0. \ %
Impedance Factor, P (Fig. 10-5) P9 = 0.'73 PI2 = 0.'79
Actual Capacity, em Cm9 = Cp9 = 1'70 pcph Cml2 = cp12 = I 7..0 pcph
STEP 2: LT From Major Street f V~ -.-J VI
Ccnflicting Flows, Ve V) -+- V! = V C~ Vb-+-Vs=Ve1
64 -+- 88 = \\'L vph ~+W~ = zoc,,:, vph
Critical Gap, Te (Tab. 10-2) 5.S (sec) S,S (see)
Potential Capacity, cp (fig. 10-3) cp~ = "7'L0 pcph cpl = eea pcph
Percent of cp Utilized' (V4/Cp4) X 100 = "2.3 % (Vl/Cp1) X 100 = o. \ %
,Impedance Factor, P (Fig. 10-S) P = o. Be; P = 0.'"
. I
Actual Capacity, cm cm4 = cp4 = 9Z.0 pcph cml = Cpl = 0'00 pcph
I STEP 3: TH From Minor Street ,\ Va \ VII
Conflicting F1ows, Ve 1/2V)+V2+VI+V b+VS+V.=Vea 1/2V 6+V s+V .+V )+V 2+V I=V ell
.1,'"L + 6e, +~+ ~+ W3 +~+
...2.....- + '2..0;' + 'Z' S = S S 1... vph ~ + B2.>+.....L-= S<r1vph
Critical Gap, Te (Tab, 10-2) 1.<; (sec) "S (see)
Potential Capacity, cp (Fig, 10-3) cps = ;(00 peph Cpll = 3"S S pcph
Percent of cp Utilized (V8/Cp8) X 100 = "Z. % (VII/Cpll) X 100 = \ %
.Impedance Factor. P (Fig. 10-5) P = 0.'=1 5 PII = 0."1<3
B
Actual Capacity, Cm CmS = cps X P I X p. Cm II = cp II X P I X p.
~;. = 3(,,0 X Z€l"2.. = 3'S$' X
0.99 X o. '2><;; (pcph) 0.9' X 0.9<; (pcph)
STEP 4: LT From Minor Street lV7 Lv10
Conflicting Flows, Ve V.s (step 3) + VII + V12 = Ve7 Vol\ (step 3) + Va + Vq = VelO
S,5"L + ~ +.l- = '5'5'7 vph .sll.. + ....l.... + 9 L = Cc> <] z.. vph
Critical Gap, Te (Tab, 10-2) Q,.O (see) B.b (see)
Potential Capacity, cp (Fig. 10-3) Cpt = ~ 7-0 pcph cplO = Zc.oO pcph
Actual Capacity, cm cm] = cp7 X PIX p. X P 11 X P 12 cmlO = eplO X p. X PI X PB X Pq
"'ZC04 - ~W X 2lYi.... X \"')9 - t.WJX~X
~ X 0.9'7 X o.c)~ (pcph) 0.95 X~X 0.'75 (pcph) -
10-36
"P""'&\,~e'::. \-3
URBAN STREETS
WORKSHEET FOR FOUR-LEG lNTERSECTIONS . . Page 3
. SHARED~LANE CAPACITY
.
vi+vj where 2 movements share a lane
CSH =
(vJcmi) + (vi/crnj)
v"j+v\+v\r. where 3 movements share a lane
CSH (vi/cmJ + (v/cmj) + (V\r./Cmk)
,;.
MINOR STREET APPROACH MOVEMENTS 7, 8, 9
Movement v(pcph) cm(pcph) csH(pcph) cR = CSH - v LOS
7 3~ 'l.C9~ .6. 9 :r L\CoCo A
8 \ l \ "'t,03 \ 4.9 ~~L A
9 '17... 190 I ~9~ I ~\01 A
MINOR STREET APPROACH MOVEMENTS 10, 11, 11
Movement v(pcph) cm(pcph) csH(pcph) cR = CSH - v I LOS
10 I \9'7 ?. Co 'L -z.S;S \ c..
11 ~ 'l8e Z-C.slc 'LSCO C
12 I '3 1'2-0 L.. Co L- \ 'Z.-c;9- \ c..
MAJOR STREET LEFT TURNS 1,,4
.' Movement v (pcph) cm (pcph) LOS
cR = cm - v
1 \ 'dBO 819 ~
4 '2.\(' '77.0 IOS A
..
coM:MENTS:
-
. .....
, "- .........
~ "
(
,
,
,
...
~~
5rd
MONTANA HIGHWAY PLANNING SURVEY
T,I.. j ~ ~ fI,
PORTABLE COUNTER TRAFFIC EXPANSION FORM
. '
COUNTY Gu_PrTIl\J STATlOH I . CO. STA. CO. STA,
wEATHER M".e -h EI1IN<:rS,.,;rw wEATHER WEATHER
LaC ATION S-r;::; t> v IYf (LL. ~. T l< s."- LOCATION LOCATION
;.)0. o I 512 I bGEi'... 1) e..
MONTH .uoc/ /1Iat/ I'thv ~tJ \tJ ~ )- /Jav /)M Alt/ /))...-' >< I ~~~
DATE 13 1'-1 IS /~ 78" /7 ;}o ......>-
>w" 17 > ... ..
-<~o -< " 0 -<~o
DAY I ,r,e / .sliT StltJ rnolJ me. WE.D 'Tl+l-I.. Fel
HOUR AM AM AM
12 -I 7 / lJ I :< / I
1 - 2 3 ::J ::J () I ,;) "3 I
2 - ~ -, 5 0 I 0 -2 -;) I
3' - 4 () 0 (') .? D I 0 I
4 - 5 n :l !J r 6- (")1 0
:s - 6 I I I 0 :; () ? V 1
6 - 7 II' I 7 ~ :3 ~ I
7 - 8 le;I Cj Lie. S:J :;?s '-17 I
6 - 9 31 c; ?"n f>'=> 2tf 9Z..1 I
9 - 10 ' looN 17 I r) q ~I 7~ (,< I I
10- II :;:0 Ie; qs- C3 ~c. b-1
11- 12 /.0 7( Lid U, crt. ~o -io I
PM PM PM
12- I 31 / I () 3;). pc;. d.9 &3 Co3
I - 2 50 72 33 10"/ C;a 7(. ~/ I
2'- 3 >Po 70 5;1 73 2.., 6/ A'7 I
3 - 4 6;;" 741 q.q -97 ~p ~3 n I I
4 - 5 74'- '-1-0 34 qq. qc, 7'1 7( I I
5 - 6 43' .:Jcrl :J( 65 q:l '3 b3 I I
6 - 7 17 /7 f/ ~.si -")~ ;),3 027
7 - 8 :11 IU It. /9 II l:j S'3
e - 9 III 7; 10 Ie. f 1/ /S
9 - 10 3 Q 5 II ," 7 {,
10- It ID t./ 10 ~ "3 3 'i I
II - 12 C; 5' 1 t! 3 -:2 (j. I
AXLES
VEHICLES Lifo' 7.J71~7~ /0/3 952 79? ?9D 't
A,O,T.
REp,(ARKS: REMARKS' REl.,(AR)(S'
-- --
~ -'
C\f}-
,,;;0 ~r
.-1X~ l;\\.... c->
[\~
A'
MONTANA HIGHWAY PLANNING SURVEY
I'. . )..
PORTABLE COUNTER TRAFFIC EXPANSION FORM
COUHTY ~L.L.~.n II..J STATlOH 3 . co. STA. co, STA.
WEATHER Fit 112.- -I-c &, tV <t- Sr.Jq uJ WEATHER WEATHER
LOCATlOH /VI. C /LIII+-r"-;J..~ R2 ' LOCATI ON LOCATIOH
,,/ -r'rt,', (1;'ST oP .Yht:V Illlt-L l j
MONTH VC>(/ Mt/ MV' /1/1 (/ t,o,I ~ )- jJO!.J l)dU lUo U VJV ~~>+ I
QATE J-IC I 51"i-'i .fLIIJ mO~ ,. \oj ... "Tu.1? WEll ,-II u. -p.,el ,. \oj '" 1 ~~~
..~c .( )C c .(~Q
DAY 13 It.! liS It:> /7 If? 19 .;;J.o I
HOUR AM AM AM
12 -1 0 0 7 0 0 0 0
1 - 2 I 1 I 0 p-, 0 () I
2 - :3 ! (1 0 () 0 0 ()
3' - 4 11 0 n n 0 0 0
4 - ~ /'\1 I 0 (') () 0 0
S - 6 1 nl 0 0 n (? 3 I I I
6 - 7 I I I I 01 , nl 0 0 I
7 - 6 Cl d 10 10 -,? If 1 \ I
s - 9 I 5 01 1/ q ;;1 l..:ll I I
9 - 10 91 ('") 19 9- II 5 I
10- II :J.o ifl 131 P .f I~
11- 12 15 , ]J 17 II /0 :;
PM PM PM
12- I ;:J /7 /if 7 5 -/1 7 ~
,I - 2 .r..! 9 10 '7 -lei /0 17
2 '- 3 ,'3- I () ~ ,411 3 1;1. >;
:3 -- " 91 1/ 19 ;)e,. 1'3 II It.! I 1
<\ - 5 I 171 /'1 16 I ( I /"3 .:J{ 17
5 - 6 (/ 7 I /0 ;J3 9 '11
6 - 7 ::;;>1 -tf 0 t/ tj C, 7 I I
7 - 8 .~ ;) ;2 0 0 0 <)
8 - 9 ( :;J 0 --z 0 11 I
9 - 10 0 Q 0 { 0 () I
10- II 0 0 C) n 0 0 () I
II - 12 () (') (J 0 1"\ 0 ()
AXLES
VE:H1CL~S '7." /3C, R9 Ie, 7 /::1..1 /25 13~ z..
A.D,T,
R E ),I ARK 5 ~..- RE),IARKS: REMARKS'
-
.
--
q).
I~?
I{Y'J .
,;;
MONTANA HIGHWAY PLANNING SURVEY
PORTt\t:3'LE COUNTER TRAFFIC EXPANSION FORM
. ;. .
COUHTY Gl;.L.L.Prr IV STATIOH d.. :
co. STA. co. STA.
.
WEATHER J:A-If? ~ PA \11.) 't .5"NDW WEATHER WEATHER
LOCATION SIi,eVt11/LL Rb .("771: LOCATION LOCATION
No o~ MCJ IL tfAITArJ e6
MONTH /'JO 1/ /.J r:> (/ tVrJcI ))OtJ w~ ':- No"; Nd i/ /VdU PIJ tJ '" l&):;>
DATE 13 It! IS- /1 If I~ ~o '" ",'" I
I' >"," >",.. > '" 0(
h?1 .rtTl Su,,) /'If4 IV o(): a Iu.~ w~ 7IIu -< ~ a 1 .. l< a
DAY SIA,.,)
HOUR AM AM AM
12 -I 4 0 ! 0 :3 0 0 I
, - 2 0 I I 0 I .J... 1
2 - 3 / :; 01 I 0 :J -1 I
3 - 4 01 0 () ;}., 0 / ()
4 - :; I 01 1 ;/1 I 0 0 ()
5 - 6 01 0 0 / (') 0 0 I
6 - 7 ( I 01 0 I 1 3 I I
7 - a 41 3' '1'1 31 1 ( :;)0 I I
""'-
8 - 9 ;{O 7 3=3 Lje; 52 !S"9 I
9 - 10 ;/ 71 S( eo:.; 4c; 39 L/9 I
10- II I 3/ 3 bG. ,30 '3~ 3:? I I
11- I Z 35 (jl /31 ~r; 57 1./2 -Lf. if 1
PM PM PM
12- I It: 1;,/ II ;:;0 33 .lot 39 . i
1-2 .:;.g 39 1<1- &<1 5'7 Lira ..23 I
;:"- 3 40 Llo /16 t.l~ t../"? 40 '-II
3 - 4 37 42 1:5 _":?c; 53 37 '-Is I I I
4 - 5 tit! ';X 17 5q 54 33 5:1. I I
5 - 6 IS' gl /0 30 27 ;)0 .:)C:, I
6 - 7 3 I 5' (2 7 G. 5 I
7 - 8 2 (,.. 7 R -~ 7 I"?
B - 9 :5 :; q tf L/ 0 ~ I
9 - 10 31 I .:( '" ~ 0 I
10- II n ~ L/- / 0 I _":3 I
II - 12 1 t.,l\ () .:J 0 0 I
AXLES
VEHICLES :).;) 7 3C7 /t/.3 1550 5J~ 399 149 3
A,O,T,
REMARKS. REMARKS: RE'-'ARI<S'
........ . .".u.. _ , .
- -
,
,. , ,<. Mor'J:~:'JA DEF.~lE" Jf 'N PDRTA~IDN . .' ". " -~.
1= C;-~...-v'\
TRAFFIC OPERATI~~~ ~~CCGJ~uu~I/TYPE REPORTS
vleekl y Vol ume Summary '3 ~- \ ~
***~***************************************************************************
Data File 11~09201.TRF Position 8
Station 2318 Ident 1612
Start Date Nov 18 ,1992 f S b End Date Nov 20 ,1992
Start Time 09~19. ~ End Time 08:13
Location ON ROUSE AVE.,SOUTH OF BRIDGER TRAILER CRT. ENTR. TOTAL TUBE
******~~************************************************************************
16 17 18 19 20 21 15 Wkday Daily
Begin Man Tue .Wed Thu Fri Sat Sun Avg. Avg.
----- ----- ----- ----- ----- ----- -----
(10:00
o 1 : 00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
12:(>0
13:00
14:00
15:00
16:00
17:00
1 S": 00
19:00
20:00
21:00
22:00
--23: 00
199
236
258
299
303
303
357
384
390
221
1?G
94
114
C'
.JO
22
----- ----- ----- ----- ----- ----- -----
. ------
26
9
12
13
10
28
92
311
20
14
14
7
4
(>
() ~"J.,,) f 1".Jl
o
----- -----
..,- .23
..:.:.":''''
12 12
13 13
10 10
7 7
14 14
46 46
156 156
343 343
..-,-c-,.. ,..,--
..:.......,-'\ ...:.:."::,,,,:;,
249 249
277 277
305 305
3fJ2 3/J2
301 301
354 354
382 382
386 386
225 225
143 143
106 106
1 12 1 12
68 68
+:-"...... --
.....'\....\ ..:..\...:.\
----- -----
Totals 3365 4422 59 2615 2615
*******************************************************************************
% Avg Wkday 128.7 169.1 2~3
% Avg Day 128.7 169.1 2.3
AN Peak Hr
AM Count
12:00
258
343
267
261
296
310
300
298
351)
379
382
229
156
118
110
. 79
43
L..f Lf 7- "2- 'f. . '9 f)
09:0(1 01:00
343 20
- w '3 "'<. /"\
- I .-J'-"
PM Peak Hr 18:00 18:00
PM Count 390 382
*******************************************************************************
,,--.---------
. . . . .' .
.' '.':., .
',' .. "'.'
1_
_.. ""1.";;", "',~~ ~...~
_ ,_, w, .~' -
. .. '.:.' .- - ~
POSTED
; '.' -.... ~ .. . ~-
_...-....-..~:"""'"-. ..: :..:. ~. ...
~ MontfI].a f(eP,i1ment
~~~ of Transportation
...
2i01 Prospec: Avenue
HeJena.MT 59620.9726
Stan S:2phens. Go\'err:or
. i [ ...
: May 29, 1992
Glenn A. \Vood
MorrisonjMailerie CSSA
P,O, Box 1113
601 Haggarty Lane
Bozeman, MT 59771~11l3
Subject: Bridger CanYon Project - Bridger Bowl State Highwav No. 86
. In response to your request for information the following is provided:
The roadway condition of Highway 86 between MP 4,0 and MP 16,0 is fair with
existing minor pavement structural damage and moderate to heavy cracking
throughout. A printout listing rutting depths and International Roughness Index
for this highway from MP 0.0 to MP 18.6 is attached.
Four areas, or cluster locations, along Highway 86 have been identified for field
, safety review in 1992. These locations are MP 2.1~MP 2.5, MP 4.1-MP 4.7, MP
7,8~MP 8,2 and MP 13,9-MP 14.4. Corrective actions, if any, will be based on the
results of the field safety review. The accident statistics for this section of
highway from January 1, 1989 through December 31, 1991 are as follows:
Accident Rate
Severity Rate
This Highway
2.43
1.50
Statewide Avera2:e
1.60 ~
1.54
..tn EQuill oooaftUnlc'!' Cr."::'I'tJ!t:f
'.. ., ,.
.
... I, ,..
. ,-- '"
.'
Glenn A. Wood
Page 2
May 29, 1992
Highway 86 will accommodate service flow rates as follows:
Actual Flow Rate
Existing
222 vph
144 vph
375 vph
691 vph
1048 vph
2025 vph
LOS B
With
Development
306 vph
144 vp h
375 vph
691 vph
1048 vph
2025 vph
LOS B
Year 2001 'With
Develooment
378 vph
140 vph
363 vph
669 vph
1014 vph
1959 vph
LOS C
LOS A
LOS B
LOS C
LOS D
LOS E
Expected Level of
Service
"'This analysis used rolling terrain
50 percent no passing
Bridger Canyon Road, from milepost 3 to milepost 15, was built in 1973 with a
30-foot surfaced width. Under today's traffic volumes it continues to operate at
LOS B. Our greatest concern is the possible deterioration of this LOS as
development continues along Bridger Canyon, The analysis indicates that LOS B
will still be maintained for some time considering the addition of the proposed
development traffic. However, within ten years, as normal traffic increases occur,
the level of service will drop into the C range. This is assuming a three percent
per year growth rate on the facility.
Developments such as the proposed Bridger Bowl expansion can and possibly will
result in a significant drop in the level of service on this roadway. Methods to
mitigate the affects of further development along Bridger Canyon Road are
limited due to the terrain, rightvof-way and other constraints of the area.
Reserve capacity is the difference between the flow rate at each level of service
and the actual flow rate for the year and condition being studied. By examining
the numbers, it can be seen that there is reserve capacity under the existing
condition and some can be expected following full development at Bridger Bowl.
Beyond that, toward year 2000, the level of service will fall from B to C and
reserve capacity for the design level of service (B) will no longer exist.
If I can be of further assistance, please feel free to contact me at 444-6103.
~jI)~
Don W. Cromer, Supervisor
Statewide Planning
DWC:DM:D:PP:jrh:4.dr
Attachment
/~, ,..
., ',' ,
EXHIBIT liD"
WAIVER OF RIGHT TO PROTEST
CREATION OF SPECIAL IMPROVEMENT DISTRICTS
FOR THE INSTALLATION OF A TRAFFIC SIGNAL LIGHT
AT THE INTERSECTION OF BRIDGER DRIVE AND
STORY MILL ROAD
m~
135 ?~n 788
I, the undersigned owner of the real property situated in the
County of Gallatin, State of Montana, and more particularly
described as follows:
Certificate of Survey No. 1353 and Certificate
of Survey No. 1353B, located in Section 31,
Township 1 South, Range 6 East, Montana
Principal Meridian, Gallatin County, Montana,
and consisting of 287.5 acres.
IN CONSIDERATION of receiving annexation approval from the
City of Bozeman, along with accompanying rights and privileges and
for other and valuable consideration, the receipt of which is
hereby acknowledged, in recognition of the traffic that will be
generated by the development of the above-described property on the
the intersection of Bridger Drive and Story Mill Road, have waived
and do hereby for ourselves, our heirs, personal representatives,
successors and assigns, the right to protest the creation of one or
more special improvement districts for the installation of a
traffic signal light at the intersection of Bridger Drive and Story
Mill Road, or to make any written protest against the proposed work
or against the extent or creation of the districts to be assessed
in response to a duly passed resolution of intention to create one
or more special improvement districts which would include the
above-described property.
1
)".1
""
J. , . t:
EXHIBIT D, ANNEXATION AGREEMENT
GOLF COURSE PARTNERS, INC.
PAGE 2 OF 2
rlL~ 135 P,\CE 78!l
This Waiver is limited to the Landowner's proportionate share
of the costs of administration, engineering,
inspection and
construction of said traffic signal light at the intersection of
Bridger Drive and Story Mill Road.
This waiver shall be a covenant running wi th the land and
shall not explre.
I warrant that I am lawfully seized and possessed of the real
property described above and that I have a lawful right to convey
the property or any part of it.
DATED this
7'1,
day of
Ju It
, 1913.
. -
GOLF COURSE PARTNERS, INC.
M~~
By: R...t)( d. t:.{f"""
Title: 1',...4,;'/.",.-r
STATE OF MONTANA
:ss
County of Gallatin )
-;-A
On this 7 day __, 19 '?..!J, before me, a
N~/~l),l.~ the k,;'oo;ntanat'o pe::ona~~y ~~pea~~=
~ of Golf Course Partners, Inc., the
corporation that executed the foregoing Waiver of Right to Protest,
and acknowledged to me that he/she executed the same for and on
behalf of said corporation.
have hereunto set my hand and set my
above written.
.' ~\O\'1 :io"';;~
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, );:.. ....\ \. "
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\~, o{~!\' i 0\ \ _,;:~ /
,,~. ....>1 '~',.,
'.,., ~y.- .,,\,
_, "" ","\1..
":'I3N.)
otary Public for S te f Montana
Residin~ a~ Bozem~n, Mont~_~~
My CommlSSlon Explres: I 5 .
270598
2
State of Mont., County of Baffatln. ss Filed for record
et 4'23 P fII ~d d' AU~llst 7') .19-2.J...
. .. ail reccr eo 10 Book _ 135 of MISCELLANEOUS pa
~~lle~ M Cheney R d &..; ge 77 5
tee: $ . 0 . ecor er. By 01 t""Xh ~ G 11\rlt1L\ ~ Deputy
Rt: City of Bozeman
'" ~