HomeMy WebLinkAbout85 - Traffic Impact Study - Annie Subdivision TRAFFIC ACCESSIBILITY AND
IMPACT EVALUATION
FOR
ANNIE SUBDIVISION
BOZEMAN , MONTANA
Prepared for
Roger Smith
2305 Durston Road
Bozeman , MT 59715
Prepared by
Sanderson/Stewart/Gaston
Engineering , Inc .
P . O . Box 861
Bozeman , MT 59715
a C}
April , 1985 �Sti11i717tfirti.
82-515 ' NO,TA
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TABLE OF CONTENTS
I . INTRODUCTION . . . . . . . . . . . . . 1
II . EXISTING TRANSPORTATION SYSTEM . . . . 2
III . TRAFFIC CHARACTERISTICS OF ANNIE SUB .
PHASE I . . . . . . . . . . . . . . . . 3
A . Trip Generation . . . . . . . . . . 3
B . Trip Distribution . . . . . . . . . 3
C . Trip Assignment . . . . . . . . . . 7
D . Non-Site Through Traffic . . . . . 8
IV . TRAFFIC IMPACTS AND ACCESSIBILITY . . . 8
A. Traffic signal Warrant Analysis . 8
B . Capacity Analysis . . . . . . . . . 9
V . CONCLUSIONS AND RECOMMENDATIONS . . . . 10
I . INTRODUCTION
Annie Subdivision is proposed to be a mixed land use
subdivision in the northwest sector of Bozeman , Montana .
It is located at the northwest corner of Nineteenth Avenue
and Durston Road . The proposed masterplan is approximately
245 acres in size and will include residential single
family , residential multi - family , residential mobile home ,
residential office , business , elementary school , and park
and recreation uses .
The proposed first phase of Annie Subdivision will
include 73 mobile home lots , 6 residential -office lots , and
10 . 9 acres of R-4 residential multi - family development .
The gross area of the first phase is approximately 40
acres , and the net area excluding streets and parks is
approximately 26 . 5 acres .
The owner , Mr . Roger Smith , has retained Sanderson/
Stewart/Gaston Engineering , Inc . to subdivide the property ,
design the public improvements , and to prepare the traffic
accessibility study for the proposed development .
This report addresses the existing transportation
facilities in the site area ; traffic generation , distribu-
tion and trip assignment for the proposed development ;
future traffic volumes ; access requirements of the site ;
this development ' s impact on the area transportation
system ; and mitigating measures to minimize traffic
impacts .
TRAFFIC - 1
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OAK STREET
ANNIE
SUBDIVISION
PHASE I
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BABCOCK ROAD BABCOCK STREET
vluNITY MAP
.i :.
II . EXISTING TRAiiSPORTATION SYSTEM
Figure 1 1 shows the location of the first phase of
Annie Subdivision . The existing streets that will serve
the site are : Durston road , North 19th Avenue , North 7th
Avenue , and Main Street . Proposed streets shown in the
Bozeman transportation plan that will serve the site are :
North 19th Avenue north of durston Road and Oak Street
from North 19th Avenue to North 7th Avenue .
Durston Road is an east-west street which is identi -
fied in the Bozeman Transportation Plan as a collector
street from Ferguson road to North 19th Avenue and as a
minor arterial from North 19th Avenue to North 7th Avenue .
Peach Street is a continuation of Durston road east of
North 7th Avenue and is identified as a minor arterial from
North 7th Avenue to Rouse Avenue .
From North 25th Avenue to North 20th Avenue , Durston
Road is a two-lane gravel road approximately 24 feet wide
without curb and gutter or shoulders . From North 20th
Avenue to North 8th Avenue , Durston road is a two- lane ,
asphalt surfaced street in fair condition . The width on
this section is approximately 26 feet wide with two- foot
wide gravel shoulders . From North 8th Avenue to North 7th
Avenue , the width transitions from 26 feet wide to 39 feet
wide . Peach Street just east of North 7th Avenue is 37
feet wide from back to back of curb with one travel lane
in each direction and parking allowed on both sides . The
TRAFFIC - 2
pavement on Peach Street is in good condiLion . The speed
limit throughout the urban area is 25 m . p . h . Durston Road
and Peach Street are traffic signal controlled at North 7th
Avenue .
North 19th Avenue is a north- south street which is
identified in in the Bozeman Transportation Plan as a minor
arterial street .
From Durston road to Beall Street , North 19th Avenue
is 91 feet wide with a 17- foot raised median with left-turn
lanes , one 17- foot travel lane in each direction , a bike
lane , and a parking lane in each direction . It has curb
and gutter on both sides and the pavement is in excellent
condition .
From 200 feet north of Main Street to Beall Street ,
North 19th Avenue has a raised median 17 feet wide and left
turn lanes , one travel lane , and a bike lane in each dir-
ection . Parking is not allowed on this section . It has
curb and gutter on both sides , and the pavement is in
excellent condition .
From Main Street to 200 feet north of Main Street ,
North 19th Avenue has a raised median with left- turn lane ,
one travel lane in each direction , and bike lanes on both
sides . Parking is not allowed on either side . It has curb
and gutter on both sides , and the pavement is in excellent
condition .
North 19th Avenue is signed for 25 m . p . h . throughout
and is traffic signal controlled at Main Street .
TRAFFIC - 3
l
North 7 . . Avenue is a north- south s _ ,-eet which is
identified as a principal arterial in the Bozeman Transpor-
tation Plan .
Fromm Main Street to Villard Street , North 7th Avenue is
approximately 50 feet wide with two travel lanes in each
direction and no parking . The pavement is in fair con-
dition .
From Villard Street to Aspen Street , North 7th Avenue
is approximately 90 feet wide with curb and gutter on both
sides . There is a raised median with left-turn bays .
There are two through lanes and left and right turn lanes
from each directin at Durston Road . The pavement is in
fair condition .
IThe speed limit on North 7th Avenue is 25 m . p . h . , and
it is traffic signal controlled at Durston Road , Mendenhall
Street , and at Main Street .
North_llth_Avenue is a north- south street which is
identified in the Bozeman Transportation Plan as a
collector from College Street to Durston Road .
North llth Avenue is 48 feet wide with curb and gutter
on both sides-, parking allowed on both sides , and one
travel lane in each direction . The pavement is in good
condition . The speed limit is 25 m . p . h . except for the
school zone which is signed for 15 m. p . h . from 8 : 30 AM to
4 : 30 PM .
TRAFFIC - 4
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III . TRAFFIC CHA,.ACTERISTICS OF ANNIE SUB . voASE I
A . Trip_Generation
The proposed Annie Subdivision , Phase I , will
include R-0 , R-4 and RMH zoning . The proposed site is
expected to generate average weekday traffic as shown
in Table I . The trip generation rates shown in Table I
were estimated from studies presented in Trip—Generation
by the Institute of Transportation Engineers , 3rd
Edition , 1982 . The rates used are average rates for
the various land uses and the actual trip generation
could be higher or lower than that shown . The site is
expected to generate a maximum of 2 , 760 vehicle trips
on an average weekday if the office and multi - family
areas are developed to the maximum allowable density.
For the purposes of this study , we have assumed that
all site generated traffic will be external to the site .
B . Trip Distribution
Site traffic distribution is the percentage of site
traffic on each of the major approach routes that serve
the site . The estimation of site traffic distribution
can be done by several methods . The primary methods
which are usually used are :
1 . Area of influence method
2 . Origin-destination data method
3 . Surveying of adjacent similar developments
This report reflects the origin-destination data
1 TRAFFIC - 5
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method . Trip tables for the year 2000 for the Bozeman
area were acquired from the Montana Department of High-
ways which estimate the number of trip ends to and from
approximately 120 zones and external stations in the
Bozeman area .
The proposed site is within zone 104 on the traffic
analysis zone map . We have analyzed the trip distribu-
tion for all five trip tables from zone 104 for the year
2000 . Figure 3 shows the estimated site traffic distri -
bution for 1985 and 2005 . Both distributions are based
on the year 2000 trip tables , however , we have assumed
in our analysis that North 19th Avenue will be built
ffrom Durston Road to Baxter Road and Oak Street will be
i
built from North 19th Avenue to North 7th Avenue by the
year 2005 .
C . Trip Assignment
In order to assign the site generated traffic to
the surrounding street network , the trip generation
estimates shown in Table I are distributed to the
streets providing access to and from the proposed
development according to the percentages of total trips
shown in Figure 3 . Figure 4 shows the estimated average
weekday site traffic assignments on the surrounding
street network for 1985 and year 2005 . Figures 5 + 6
show our estimates of the A.M . and P . M. peak hour site
traffic on an average weekday for 1985 assuming full
development of Phase I of Annie Subdivision .
TRAFFIC - 7
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EsTIMNTF-D 51TE TRAFFIC-
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aSanderson/Stewart/Gaston
Engineering, Inc. Date 4 i2f-8S
' Consulting Engineers and Land Surveyors Job BZ 5i5
1629 Avenue D
Billings, Montana 59102 B W 14
406-245.6366 Y L
Sheet 1 ji
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Eng
ineering, Inc. Date � �2/ �s
- Consulting Engineers and Land Surveyors
Job Sz/ S15
1629 Avenue D
Billings, Montana 59102 By L---W EA
_ 406-245-6366
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D . Non_Site_Throu h Traffic
The Bozeman Transportation Plan , prepared by Clete
I Daily and Associates in cooperation with the Montana
f Department of Highways and the Federal Highway Adminis-
tration , contains estimates of the year 2000 average
weekday traffic volumes on the existing and committed
street system . Travel demand and trip assignment were
estimated using a computer model with the variables of
population , dwelling units and employment . The results
of the computer simulation were compared to the traffic
counts done in 1977 and were adjusted accordingly. The
R E,c.c>apt nnE u�E.G
estimates of year 2000 traffic on the enx4sti ^ , ^e' -
ffl44—t-e-d street system that were presented i n the Bozeman
Transportation Plan are shown in Figure 7 for streets
in the site area .
IV . TRAFFIC IMPACTS AND ACCESSIBILITY
A. Traffic_Signal_Warrant_Analysis
In order to evaluate the need for traffic signal
controls , we need to estimate the average daily traffic
approach volumes and the hourly variations in approach
traffic for the highest eight hours of an average
weekday. We have estimated the average weekday traffic
volumes using existing traffic counts plus estimated
site traffic for 1985. and the traffic volumes shown in
Figure 7 for the year 2000 . The hourly variation in
traffic volumes was estimated using our peak hour traf-
fic counts and typical hourly traffic volume variations
TRAFFIC - 8
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SUBDIVISION
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Ui-,5Tl M AT'ED Eh.,R- ZOOD �i�a.F F I C_
�..GG-oMNtiE.tJDE.D ✓�/STEI'✓i
developed fi i 24-hour traffic counts E approximately
20 major intersections in Billings , Montana . Figures
8 and 9 show the traffic signal warrant analysis for
Warrant No . 1 , Minimum Vehicular Volume for the inter-
section of North 19th Avenue and Durston Road for 1985
year 2000 .
Capacity_Analysis
The estimated P . M. peak hour traffic volumes
including existing traffic from our peak hour traffic
counts plus estimates of peak hour site traffic were
used to analyse the capacity and level of service at
the intersections of North 19th Avenue and Durston Road
and at North 7th Avenue and Durston Road . The analysis
was done using fully developed Phase I site traffic
plus existing traffic and the existing street network
site traffic distribution .
The signalized intersection of North 7th Avenue
and Durston road was analysed using the critical move-
ment technique . The intersection of North 19th Avenue
and Durston Road was analysed using the method for
calculating level of service for unsignalized inter-
sections presented in the Transportation Research Board
Circular 212 . This method will be included in the new
Highway Capacity Manual that will be published in the
near future .
Figures 10 and 11 show our intersection capacity
analysis .
TRAFFIC - 9
SANDERSON/STEWART/GASTON ENGINEERING, INC.
TRAFFIC SIGNAL WARRANTS
Calc: L. AOWE- Date: 4. IZ •Ss
Major St. PUiZ.STDKJ ZOA.D (6,800) Critical Approach Speed 215 mph
Minor St. N . t°jt-4 AVE. (3040 s.5.) Critical Approach Speed Z5 mph
Critical speed of major street traffic 40 mph 0 or Rural (R)
I in built-up area of isolated community 10 , 000 pop. (]
Urban (U)
IWARRANT #1 Minimum vehicular volume
Satisfied Yes No
88
%
I Min. Re uiremt
U R U I'R
Number of 2
I Approaches l more
IZ-! j-Z. Z-3 3-4 4-S G>-7
Major Street 00 420 3Rlo 544 Soo 4,56 493 top(, !oa$ 44-Z
IMinor Street I 150 105 00 140 182 I Z02 1 ZZS 1 ZoS 2zz I za9 1 Z83 J99
WARRANT #2 Znteruption of continuous traffic
Satisfied Yes No
Min. Requiremt
U' R U I R
Number of 2
Approaches 1 more
Major Stree 7 0 525 900 6 0
Minor Street 75 153 1100170
1
FIC:-, UJZE �. ZOOO
SANDERSON/STEWART/GASTON ENGINEERING, INC.
TRAFFIC SIGNAL WARRANTS
Calc: L. 4ovJE Date: 4 - 1z- &E,
Major St. tJ. I�j A�V�. (ts, � Critical Approach Speed mph
Minor St. F-DA.D (340O wry) Critical Approach Speed 2-5 mph
Critical speed of major street traffic 40 mph or� Rural (R)
in built-up area of isolated community 10 , 000 pop. E]
Q Urban (U)
WARRANT ttl Minimum vehicular volume
Satisfied Yes No
%
0
Min. Recuiremt
U R U I R
Number of 1 or
Approaches more
8-9 tZ-f i-Z Z-3 34 4-S S-t• C,-7
Major Street 6Q0 420 1 I'Z-7& 13 tzU o 1 I7-40 l341 ISc!-5 1415 qoZ
Minor Street 150 105 C20QI140 IZ14 17-11) Izzs I Zob Z25 7-51 1 Z`90 Zo2
WARRANT #2 Interuption of continuous traffic
Satisfied Yes No
o
Min. Recuiremt
U R U I R
Number of 2
Approaches 1 more
Major Street 750 525 9 63
Minor Street 75 53 JZOO)J 70
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THE TF?AFFiL_,
CRITICAL MOVEMENT TECHNIQUE [A ^,JOP'Hs,/ESTEPN
INTERSECTION CAP. CITY WORKSHEET 4CL--,S� PC) Pox,aC)q E,',Tol
13r>Z EMM.l
INTERSECTION: �I .7 ' + bU2'SFOhi xAo►rr &)A- BY 4MIG- DATE: 4.1Z SS
GEOMETRY AND VOLUMES 2, LANE ASSIGNMENT
DESIGN HOUR: CYCLE LENGTH:
Approach 3 1 2 3-�-4
a. Number of left
turns in vph
b. Total opposing vol-
M M N N (� 1(a ume in vph
1 � c. Left turn equiva-
llX�� lency
305 d. Equivalent through
vehicles in tote:
(a x c)
0 421 ,� o e. Volute of through
n + richt turn vehi-
cles in tpce
f. Total equivalent
through vehicles
t � � � in tpce: (d + e)
47-1 ./ g. Equivalent through
47 381 vehicles per lane
I� —+ 381 in tpce
2 - h. Through vehicles
in left lane in
vph: (g - d)
ADDroach 4
OLEFT TURN CHECK CRITICAL LANE VOLUMES
PHASES CRITICAL LANE VOLUME
APPROACH ( � 37
1 2 3 4
a. Number of clearanc 1
intervals per hour 4Z.I
b. Left turn capacity `tt
on clearance in-
terval in vph
c. G/C ratio
30�
d. G/C x 1200
e. Total opposing
volume in vph, VO
f. Allowable left
turn volume in vpn,
V L: (d - e)
g. Left turn capacity
in vph: (b or f)
h. Left turn volume
\ in vph —
Ji. Is volume less tha
capacity: (h < g)?
Sum of C
Critical
Lane Vol.
181 3558
i
THROUGH PASSENGER CAR EQUIVALENTS
Total Opposing Volume Through Passenger Car Equivalents (tpce) ,
of One Left Turning Vehicle
0 - 299 1 .0
300 - 599 2.0
600 - 999 4.0
> 1000 6.0
1
1
t LEVEL OF SERVICE RANGES
t
Approximate Maximum Sum of Critical
Level Probability Lane Volumes
of Load of
Service Factor Clearance Two-phase Three-phase Multi-phase
26 3� >4
IA 0.0 95% 1100 1000 900
B 0.1 90% 1200 1100 1000
C 0.3 75% 1300 1200 1100
D 0.7 60/a 1400 1300 1200
E 1 .0 50% 1500 1400 1300
l
I
3558
Sii,DEPSON;'S7L'w,=/C,--�S'T'ON 1---NGrZ1:::}ZING, LNC.
Unsigr ed "T" Intersection Capacity Calcut )n Form
lwcrxcnon 1�• AVe-
Location Pian:
T7l)RST� 2� ?�t Counts:
Da} AVE. WEEKDAY
A li Timc S _(D PM
Control _ STOW'
C rJ,lg AV. Prevalhnt SNed
Hourly Demand T a,Tic Volumes from S to
.�7_m
APproi:h A 1 B r C TY_
�tmemer.t At AR 1 E3e � � tat Cr. � CH
oiunte ( le) 358 ( 6) I�g 10Z ZZo
pch, r 7 n t JD 112. Z42
Step I P.iJ ht Turn from C I CH /--
Conflicting Flows = 1!H= 11 AH + At =
(from Fic. 1) 179 + l'l5 = 374
pA
Critical Gap from Table 2 T, sec
Capacity from Fig.2 = titso — &40
� an
Shared Lane— See Step 3
No Shared Lane Demand = CH
Available Rene = Sty _ CH = 3ajQj
Delay&Lei el of Sc ,ice(Table 3) veLAY DA
Step 2 Left Turn from B I B, ('
Conflicting Flows = M,, = AH + At =
(frmm Fie. 1) 5,5
C,-iti.al Gap from Table 2 T,_ sec
Capacity from Fie. 2 �l
= _ &70
..o= fit=— nrA
Demand =
$L= 10 xA
Capacity Used = !00(BL/l2)_ 1 _�[
Impedance Factor from Fig.3 = p:
Available Reserve = tit:_ BL = G�C#zj
Delay&Level of Sen ice(Table 3) nld bE L.A.
Step 3 Lett Turn from C C, --1
Conflicting Flows = \'1H= !"A +. R+ A T BL + Fat =
(from Fig. 1) 171) + t° + 1) + 10 552,
Critical Gap from Table 2 T,= 7 5 sec
Capacity from Fig. 2 = til.vo
Adjust for Impedance hl.vo x p2 =JAI,_ 7
pcA
No Shared Lane Demand=
CL = I IZ s.rA
Available Reserve = h13—CL= 235
prA
Delay&Level of Service(Table 3) AV&Z A4;1a A _LAV
Shared Lane Demand = CH +CL — CRL =
Shared Lane with Right Turn
(CH + CL)
Capacity of Shared Lane = M„
htia = yrA
Available Reserve = h!„—C&L = xA
Delay«• Level of Service (Table 3)
Overall Evaluation
90
V . CONCLUSIONS AND RECOMMENDATIONS
ifAnnie Subdivision , Phase I , is expected to generate
approximately 2 , 760 vehicle trips on an average weekday.
We have assumed in this report that all vehicle trips will
P be external to the site .
The traffic generated by Annie Subdivision , Phase I
FA will impact Durston Road , North 19th Avenue , and North 7th
Avenue , primarily with minor effects on other streets in
the Bozeman area .
Durston Road and North 19th Avenue are classified as
minor arterials in the Bozeman Transportation Plan , and
North 7th Avenue is classified as a principal arterial .
Durston Road presently carries about 5 , 000 vehicles
per day in the site area and 12 , 000 to 14 , 000 vehicles per
day west of North 7th Avenue . It is expected that by the
year 2000 , if North 19th Avenue is built from Durston Road
to Baxter Lane , and if Oak Street is built from North 19th
Avenue to North 7th Avenue , traffic volumes will be about
the same on Durston Road as they are now . These volumes
indicate the need for a 3 or 4 lane cross section on
Durston Road .
North 19th Avenue is expected to carry 18 , 000 to
19 , 000 vehicles per day in the site area by the year 2000.
This indicates the need for 4 through lanes ( two in each
direction ) plus left- turn bays at major intersections .
Our traffic signal warrant analysis indicates that
traffic signals are not warranted at the present time at
the intersection of North 19th Avenue and Durston Road .
TRAFFIC - 10
With the added traffic generated by Annie Subdivision ,
Phase I , traffic signals will still not be warranted .
However , between now and the year 2000 , additional non-
site traffic increases will warrant a traffic signal
installation at the intersection of Durston Road and North
19th Avenue .
Our capacity analysis indicates that the present
intersection of North 19th Avenue and Durston Road will
operate at level of Service C or better with stop- sign
control on North 19th Avenue with the present lane config-
uration after full development of Phase I of Annie
Subdivision .
Our capacity analysis indicates that the intersection
of North 7th Avenue and Durston road will require addi -
tional turn lanes on Durston Road to operate at an accep-
table level of service in the P . M. peak hour . With the
additional traffic generated by Annie Subdivision , left-
turn lanes will be required on both east and west bound
approaches to North 7th Avenue . Also , an exclusive left-
turn phase on the traffic signal will be required for
east- bound traffic . A separate left- turn phase for traf-
fic on North 7th Avenue is not needed and in fact would
lower the level of service . The left-turn lane on the
east-bound approach to North 7th Avenue on Durston Road
needs to be a minimum of 300 feet long- and desirably 400
feet long . On the west-bound approach , the left- turn lane
needs to be 50 to 75 feet long . This can be accomplished
TRAFFIC - 11
with the existing street width for west- bound traffic by
eliminating parking for 200 feet east of North 7th Avenue
and adding signing and striping .
This project should agree to build its portion of
Durston Road and North 19th Avenue adjacent to its prop-
erty. In addition , it should agree to participate in its
fair share of the cost of future signalization at the
intersection of North 19th Avenue and Durston Road and in
its fair share of the improvements at Durston Road and
North 7th Avenue .
The owner has agreed to sign a waiver of protest for
future area wide S . I . D . ' s limited to his fair share of the
above mentioned improvements based on estimated traffic
generation .
f
TRAFFIC - 12 END
APPENDIX "A"
TRAFFIC COUNTS
GRAPHIC SUMMARY OF VCNICLE MOVEMENTS
Ot�s.'rver Date 4-2-85 Tuesdav
Intersection of Durston Road day
-and-- N. 19th Avenue
City Bozeman
Time-
AM 7: 15-8 : 15 362 0
(496)
'RRT) 4 :30 - 5: 30 0
> a,
166 196 -�
(227) (269)
rd
c,
5 191
(9) (260)
154
210 (220)
(349) 56
(129) 247
(389)
331
(464) 375
' 12 (502)
(7) 128
1 116 (113)
(115) (106)
Durston Road
Street Name
T't7TAL ENTERING
AM (PM)
N / S _167 227
E / W 368 504
i'otal
® ® r 1 0 � .Q L,J � --4 u�
y a. CO Ln C N N r 1
y I
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4J
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a •
i
GRAPHIC SUMMARY OF VEHICLE MOVEMENTS
observer Date 4-4-85 Day mhursda_y
Intersection o4 N. 7t'.h Lyenuor_ and Durston - reach
City Bozeman __..
time: 1276
AM 7 : 15 - 8 : 15 (2050) o
(PNI) 5 : 00 - 6 : 00 Q
820 456 c Z 1
(857) (1193) � i
. m i
190 242 24 v�
(378) (726) (89)
t
274 $
(337)
359 79 119 r
(578) (207) . (330)
802 34 396 1
( ) 51 (5 5 0) ` E
(37)
r
443 i
212 277
(547} (147) (220)
14
(36)
41 495 16 ,
(.22) (483) (34 ) +
rDurston - reach
t Name
552 262
(539) (796)
TOTAL ENTERING
AM (PM) 814
N / 5 (1335)
1082 1653
E / W 562 877
Total
6
� I
U'1 ro O
m
i U4
• i •n 4J
d
E 14 `—o'
o q °
Z
® 0 !+• 0 N -A r 4 I a
at y
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f
N ri lD •,,
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x r Q
p E •o r
� o
g r �
0 cc
4-j •
O N if: h
W �' w
OJ ct'
W U V M
o
y c C) M
r ri N M
\ O
•w ¢ d
Q �• ,[
tX %A C} er C rn
1-• A W R1 cc N Ln co
O
2 r-4 '
a "� `" h Co p
n .-1 N
V l0 M •tT
W
t!1
W
X o C tIt h
o N to
Z z "• co 00 co
O
x o
d
a N =
s~ � m
O > _ N M
41 z
U1 < ° 0) M
?4 • C, r-I CO
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Ln
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au 'j r p Cv � I ..
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SA'VilEC;�'/S'Tf�rr'1FYi'/GAST�?:t ��C;��Lth*{,, I;�C.
GRAPHIC SUMMARY OF VEHICLE t,10VEMENTS
I Observer Date4`4-85 Day Thursday
Intersecti _ n of Durston Road .-- and `I. 17th Ave.
City - '- -ia n
Time: 207 tt
IAM = -= - 8 : 15 (222) v !
(PM) 5 ' ' - 6 : 00 u
> E C
t 17 6 31 s.
t (76) (146)
u 1
c, p
10 4 17
(46) (18 82
48
(29)
E_3 183 205 '
(321) (418) #
521 1
(671) (1) 115 604 gg
(745) '
(41) <
1 i
289 276 399
320) (274 ) (327)
I
8
(12)
e
3 13 5
t (0) (5) (15)
` Durston Road
Street Name
21 13
(20) (31)
TOTAL ENTERING
AM (PM) 34
N / 5 (51)
189 107
E /W 494 738
Totat
t � s
1
.° Co O N
z N M M
t O °
O� N °
... 4 m M O
er E+ $4
:� ° z
dw •@ H N N N ?
49
w
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.-1 N V
O
r.
z r
O E v
d
[ co r N
o cc
4A N cif
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ti oc
uJ 0 e.
:E E. �+ r i N
W6 < U
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w w o °
6i. 62 E °
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Q U` - z
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6- A w C) Lg co
41
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u °^
w- d.
ULr L
W
N
u.l .� rcc
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. � O
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A X Q? c °
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:� 4-LM
i~ O w
r- Z u) cc
r--i Ln Itr
0
cQ0
u
O A v r 1 O r
U
tf1 O O
a
e
GRAPHIC SL;"' `. RY OF VEHICLE MOVEMENTS
Observer_ Date 4-3-85 Day t?ednesdav
Intersection of main St-==` anti 19r_h Avenue _
City Bozeman
Time: _ S
AM 7 : 15-8 : 15 (- t3}
( P M) 4 : 15-5 : 15 z v
c l 110 7 N i
(i'1) (151) (63)
I I
56 _
(137)
:258 165 276 i27) (775) (1064 )
37
882 (115) L943(1810) 42 )
(65) t
i }
624 474 667
(783) (586) (826)
151
(175)
La6) (2
142. 10s
( 06) (226)
main Street
Street Name
225 298
(518) (441)
TOTAL ENTERING
AM (P M) 523
N ! 5 (�59)
538 849
E /W 900 1 1847
Total
S
[, .-, f-, i
O Y p tN-Pi n: ¢ cr) co R
r r
Ln 't7 O O
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