HomeMy WebLinkAbout20013075.tiff SEP-25-01 TUE 04:53 PM FAX NO, P. 02
September 25, 2001
Board of County Commissioners
of Weld County, Colorado VIA FAX TO 970-352-0242
915 Tenth Street
Greeley, Colorado
ATTN: Esther Gesick, Clerk to the Board
Re: Docket#2001-65, PL1548-Change of Zone#557
Dear Board Members:
The purpose of this correspondence is to request a continuance of the above-referenced
item which is currently scheduled for your review tomorrow morning, September 26, 2001, at
10:00 a.m.
My planer/architect, Mikal Torgerson,has encountered an unexpected family medical
emergency which will prevent him from finalizing his hearing preparation and attending
tomorrow's hearing. Mr. Torgcrson's wife has been in premature labor and was hospitalized in
Fort Collins last week. Further complicating matters, the Torgersons have a three-year old son
for whom alternate arrangements need to be made.
I regret that Mr, Torgerson is not able to attend and request, in light of these difficult
circumstances, that you grant a brief continuance to the October 17, 2001 meeting as we arc most
anxious to have this matter heard and a decision made. I will be available in the morning to
personally present this request, Thank you for your consideration.
Sincerely,/10444_
,
1. 1�
0 4-Q.PN��
Ric Hansen,Manager
Colorado Elk Ranch, L.L.L.P.
Applicant
2001-3075
at MEMORANDUM
TO: Board of County Commissioners pp��
COLORADO FROM: Chris Gathman, Planner a , 1 .
SUBJECT: Recommended revisions to Z-557 (Stark Farm) resolution
Planning staff recommends the following revisions to the Z-557 resolution:
1) Item G3 (page 3) should be deleted (and remaining items renumbered).
2) Item G6 (page 3) should be deleted (and remaining items renumbered).
3) The following condition should be added as item G6 (page 3): "The term "Outlot A"
shall be removed from the parcel to the south of the Cross-Cut Lateral Ditch and
shall be replaced with "not included in this PUD."
4) The following statement should be added as item G7 (page 4): "The southern
boundaries of Lots 35, 36 and 37 shall be amended so that they are outside of the
easement/right-of-way for the Cross-Cut Lateral Ditch. Lots 35, 36 and 37 shall
remain a minimum of 1 acre in size."
5) Item 2H.20 (page 7) shall be modified from "compiling" to "complying".
6) The following condition should be added as item 5D (page 9): "The applicant shall
provide evidence to the Department of Planning Services that the Plant Investment
Fee portion of the "Tap Fee" and engineering fee have been paid per the applicant's
agreement with the North Weld County Water District."
4. EXHIBIT
SERVICE,TEAMWORK,INTEGRITY,QUALITY
M #551?
Weld County Planning Dept,
Town of ,;UL 0 3 100'
AULT RECEIVED
201 First Street • P.O. Box 1098 •Ault, Colorado 80610 • (970) 834-2844 • Fax (970) 834-2199
June 28, 2001
Weld County Department of Planning Services
Attn: Mr. Chris Gathman
1555 N. 17th Avenue
Greeley, CO 80631
Ref Case No. Z-557
Dear Mr. Gathman:
Even though the Town of Ault has previously stated our views on the Weld County
Referral for Mikal Torgerson, I do want to clarify one other point regarding zoning of the
area in question. When we updated our Comprehensive Plan in 1999, we identified that
area specifically to be most suited for "Estate-sized" residential dwellings/lots. We made
this distinction because of the topography situation making city sewer service
impractical. Our position on this point has not changed.
Sincerely,
CC
Lix
Stanlby D. Ca
Mayor 111
cc: Mikal Torgerson
4. EXHIBIT
AUnique Little Town
I. INTRODUCTION
Stark Farm is a residential development consisting of 39 single-family dwelling units.
The site is generally located in the southwest corner of County Road 37 (CR 37) and
County Road 84 (CR 84) in Weld County. A vicinity map is presented in Figure 1.
This traffic impact study assesses the planned residential development and looks at
critical intersections and site access points. The following key steps were undertaken
as part of this study.
• Obtain current traffic and roadway data in the immediate area of the
site.
• Evaluate current traffic operations to establish the base conditions.
• Determine site generated traffic volumes and distribute this traffic to the
nearby street system
• Estimate roadway traffic volumes for both short- and long-term condi-
tions.
• Evaluate traffic operations at full project build-out (short-term) and long-
term conditions.
• Identify areas of potential deficiencies.
• Recommend measures to mitigate the impact of site generated traffic
as appropriate.
A conversation with Weld County staff (Diane Houghtaling) was held at the onset of
this study. Data provided during those discussions, areas of investigation, study
parameters, and other such items are reflected in the balance of this report.
'= EXHIBIT
I
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2 VICINITY MAP
II. EXISTING CONDITIONS
A).Existing Road Network
This site is bordered on the east by CR 37 and on the north by CR 84. These streets
are under Weld County control.
CR 37 is an north-south roadway with one lane in each direction. It is a paved road-
way from CR 86 to the south. CR 37 provides a direct route to Greeley and other
communities.
Weld County Road 84 (CR 84) is an east-west unpaved roadway which borders the
site on the north. It has one lane in each direction and extends east and west of U.S.
85. CR 86 lies one mile to the north of CR 84 and is a paved east-west roadway.
State Highway 14 (SH 14) is an east-west major roadway to the south of the site. It is
a paved roadway with regional significance. A direct connection to Fort Collins and
Intersection 25 is provided via SH 14.
Current roadway features are shown on Figure 2.
B).Existing Traffic Conditions
Traffic counts were obtained at the CR 37 - SH 14, CR 37 — CR 84, and CR 37 — CR
86 intersections during both morning and afternoon peak hours as part of this study.
Additional count data was extracted from Weld County and CDOT sources. Peak
hour and daily traffic are presented on Figure 3. Count sheets are available in Ap-
pendix A.
3
O CR 86
STOP
CR84
SH 14
U
Figure 2
4 CURRENT ROADWAY FEATURES
c` c` o 1/0
X12/4
4/1
1227 203
CR 86
0/2
3/12 --10 CV0o
5/1
o " 1/0
o o f--- 1/1
4) l c- 1/2
131 62
CR84
111 1
011 —D. c.) `
2/1
0
ccvo .6‘1-
-0/1
I. Cr) ' 4-- 50/73
c.4/4
1650
SH 14
1350
3/3 (TP
64/89 —ID. M o
3/2
ti
co
LEGEND: AM/PM
U
Daily
Figure 3
5 CURRENT TRAFFIC
C). Surrounding Land Uses
Stark Farm will be constructed on ground that is undeveloped. The site is surrounded
by agricultural and residential uses. There are no significant traffic generators in the
immediate area and therefore, only minimal traffic is currently using the area street
system. The urban areas within and surrounding the Town of Ault lies to the west and
south of the site. Fort Collins is located to the west with Greeley to the south.
III. FUTURE TRAFFIC CONDITIONS
A).Development Assumptions
Groundbreaking is expected as soon as possible with some 4 — 5 years required to
build out the Stark Farm development. At that time, 39 single family residences will
be built and occupied. A concept plan is presented in Figure 4. For analysis pur-
poses, the short-term horizon year of 2005 was selected.
8). Site Traffic
Site generated traffic was estimated using the standard generation rates and proce-
dures consistent with those presented in "Trip Generation, Sixth Edition". It is pre-
pared by the Institute of Transportation Engineers (ITE) and is nationally recognized.
7
7 \ -V "i ' // . 2,-/ , I
I i� Il
, .,...,;:c........:_......tm..,....„.N./ ---N. _5, ,_\I
.. '- L'"'' '... .- ._ __. _ _ ' 77-.-____-7--
_ w.roue Si w.x
w.mue x w i— — .� - .
> L__l- z -'
NI
Kph
Figure 4
CONCEPT PLAN
Stark Farm Trip Generation Table
Daily AM Pk Hr PM Pk Hr
Use Size Rate Trips Rate In Out Rate In Out
Single Family 39 D.U. 9.57 I 373 0.75 8 22 1.01 25 14
As shown, trip activity related to this development has been estimated at 30 morning
peak hour trips, 39 afternoon peak hour trips, and 373 trips per day. These trips are
considered minor.
C). Trip Distribution
Trip distribution is a function of the origin and destination of site users, their work and
shopping patterns and the available roadway system. In this case, major urban areas
are situated to the south and west. A review of current peak hour traffic counts reveal
directional traffic demands consistent with this statement. These counts reflect the
impact of Greeley and Fort Collins on surrounding areas. All site traffic will use CR 37
to access roadways leading to and from shopping, schools and work.
A logical determination of the directional distribution of the site traffic is shown on
Figure 5. The distribution reflects the predominance of Fort Collins and Greeley in the
overall area, the available access to Stark Farm, and the area street system.
Site access is proposed via two full movement access points to CR 37. These access
points will generally extend in a westerly direction from CR 37. The anticipated site
traffic is shown on Figure 6.
9
C
LL�
a-5% 0- 5%
CR 84
SITE
•
C
0)
C
ti
co
tY
U
Figure 5
10 SITE TRAFFIC DISTRIBUTION
2
1 r 1/1
10 10
CR 86
1/1 —)4 t
IC 1/1
10 10
CR 84
1/1
N N
N
l
North Access
2/1 1
17/11 Nc
N it
.� 1
South Access
1/1
3/2 T N
CD
0
M
CO
N
IM
.) 1 ' X1/2
SH 14
—43/5 t
m
M
co
LEGEND: AM/PM
U Figure 6
Daily
11 SITE TRAFFIC
D). Background Traffic Volumes
Future background traffic was developed using counts collected as part of this study
supplemented by published traffic count data. Both short-term (2005) and long-term
(2020) estimates were developed using the County suggested growth rate of one-half
percent per year on the area streets. This rate is consistent with CDOT's published
growth rate on SH 14 to the south. Background traffic considers a general growth in
traffic volumes as well as growth resulting from other approved developments. There
are no known developments in the area of the site at this time. Background traffic is
presented in Figure 7 for the short-term horizon while Figure 8 presents long-term
background traffic estimates.
E). Future Total Traffic
Total traffic (the combination of background traffic and site traffic) was developed for
both the short- and long-term time frames. This information is presented on Figures 9
and 10 for the short- and long-term, respectively.
F). Future Roadway System
The future roadway system was estimated for the short- and long-term. Major wid-
ening projects, which are likely to be needed whether or not Stark Farm is developed,
were considered. Site specific improvements and improvements needed in conjunc-
tion with this development are discussed in future sections of this report. The follow-
ing major improvements are anticipated within the indicated time frames.
Short-term: No improvements.
Long-term: No improvements.
As indicated, no improvements are anticipated and therefore, no change in the area
street system is expected.
12
coo 1/0
.2:3 '4' 4-- 12/4
c4/1
CR 86
O/2 —)4 1
3/12 —* N LO
6/1 — - cvc*'
M ' 1/0
� O �
° ' ° ♦` 1/1
X1/2 L
134 64
CR 84
1/1 -)4 1 I
0/1 —►
2/1 -4 sco
0)
CO
CV � o o/1
°' `V 1--52/75
4/4
SH 14
3/3 r
66/91 - + ` oC
3/2 -The •-
N-
LEGEND: AM/PM U
Daily
NOTE: Rounded to nearest vehicle. Figure 7
13 SHORT-TERM BACKGROUND TRAFFIC
Mc\ o 1/0
avO X13/4
4) 1 4/1
CR 86
0/2 - 1
3/13 --► N O CD
6/1 N `o
oTM = 1/0
ar- o x- 1/1
[144 4) 1 c c 1/2
68
CR 84
1/1 � rir
0/1 -+" O
2/1 T
U)
N O O
0/1
55/80
,c--4/4
SH 14
3/3 1
70/98 --If"
3/2
ti
LEGEND: AM/PM
U
[Daily
NOTE: Rounded to nearest vehicle. Figure 8
14 LONG-TERM BACKGROUND TRAFFIC
2
Mvo 1/0
o n o 11--- 12/4
4 vic 5/2
CR 86
0/2 it
3/13 —► r> o CO
7/2 ThrN M v
o 1/0
o OI F— 1/1
144 J. y 2/3
74
CR84
1/1 r
ANN
3/2 m
co
N
North Access
2/1 1
17/11 m N
a
N.
N
ch
.4) l
South Access
1/1 v
3/2 Thr N
v
rn
o 1/3
O' N Co-
t t 52/75
Jy 4/4
SH 14
6/8
v)
66/91 --+ co CO
3/2 c
0
N.
LEGEND: AM/PM M
CC
Figure 9
Daily
15 SHORT-TERM TOTAL TRAFFIC
Mho k- 1/0
"" o III--- 13/4
4/2
CR86
0/2 — '� 1 ('
3/13 --+
7/2
1/0
o •- to f- 1/1
154 1 `� 2/3
78
CR 84
1/1 — t i
0/1 —► � rc) N
T
3/2
co
N
N r
5l
North Access
2/1
17/11 N
cc o
N
r
l
South Access s�
1/1 -` f 1
3/2 —�
i
0
M
co
co 1/3
14--55/80
A) 1 y '-4/4
SH 14
6/8 - 1`l
70/98 —♦
3/2 -�
LEGEND: AM/PM
U Figure 10
Daily]
16 LONG-TERM TOTAL TRAFFIC
IV. AUXILIARY LANES
In order to assess operating conditions with Stark Farm fully developed, highway
capacity analyses procedures were utilized at each key intersection. These intersec-
tions are: 1) the CR 37— SH 14 intersection; 2) the CR 37 — CR 84 intersection; 3) the
CR 37 — CR 86 intersection; and, 4) both site access intersections. At the onset of
these undertakings, traffic volumes were reviewed at each location in order to identify
the need for auxiliary lanes, an upgrade in intersection controls, and other such
transportation related improvements. Findings are documented in the following
paragraphs.
Weld County currently uses CDOT's State Highway Access Code (the Access Code)
to determine auxiliary lane needs. The 1998 version of the Code was used in this
study, reflecting the latest edition.
A review of long-term (2020) traffic volumes was conducted at the CR 37 — SH 14, CR
37 — CR 84, CR 37 — CR 86, and the site access intersections.
Access Code requirements for the appropriate auxiliary lanes are summarized in the
following table.
Posted Turning
Lane Speed Volume Lane May be Waived if
(mph) Warrant
LT Deceleration 40 or less 25 vph Opposing traffic less than
Over 40 10 vph 100 vehicles per hour
RT Deceleration 40 or less 50 vph Volume in travel lane less
Over 40 25 vph than 150 vehicles per hour
RT Acceleration 40 or less Not Needed Adjacent travel lane less
Over 40 50 vph than 120 vehicles per hour
17
Given the long-term total peak hour traffic volumes and the 1998 Access Code war-
rants, auxiliary lanes are not warranted at any of the investigated intersections. This
is due to minor peak hour site traffic and/or the limited amount of background traffic
using the area street system. These conditions are consistent with the rural nature of
the area surrounding the Stark Farm site.
V.TRAFFIC IMPACTS
The above investigations resulted in the determination that no auxiliary lane improve-
ments are needed in conjunction with this development. Based upon this finding, the
existing street geometry is expected to remain constant through the long-term time
frame. Two new intersections, however, are planned to serve the Stark Farm devel-
opment. Short-term roadway geometry is presented on Figure 11.
18
0 CR86
North Access e
Y
South Access S
Y
\ 1,♦
O SH14
r'-
M
U
Figure 11
19 SHORT-TERM ROADWAY FEATURES
A). Short-Term Operations With Stark Farm
To assess short-term operating conditions with Stark Farm fully built and occupied,
peak hour levels of service were calculated. This involved loading short-term total
traffic (with Stark Farm) onto the short-term roadway geometry. Resultant morning
and afternoon peak hour levels of service are shown below.
SHORT-TERM OPERATING CONDITIONS
Movement/ Level of Service
Intersection Control Direction AM Pk Hr. PM Pk Hr.
CR 37 — SH 14 Stop T EB LT A A
WB LT A A
NB LT/TH/RT A B
SB LT/TH/RT A
A
Overall A A
CR 37— South Access Stop NB LT A A
EB LT/RT A A
Overall A A
CR 37— North Access Stop NB LT A A
EB LT/RT A A
Overall A A
CR 37— CR 84 Stop NB LT A A
SB LT A A
EB LT/TH/RT A A
WB LT/TH/RT A A
Overall A A
CR 37— CR 86 Stop NB LT A A
SB LT A A
EB LT/TH/RT A A
WB LT/TH/RT A A
Overall A A
20
As indicated, all intersections will operate at LOS 'A' overall under peak hour condi-
tions with Stark Farm fully built. This represents excellent operating conditions.
Capacity work sheets are in Appendix C.
B).Long-Term Operations With Stark Farm
It is anticipated that the short-term roadway system will remain constant through the
long-term. Long-term total traffic volume projections presented earlier in this report
were used to determine long-term operating conditions at key intersections. This
reflects conditions with Stark Farm fully built and background traffic which is indicative
of the year 2020. Resultant levels of service are indicated below.
21
LONG-TERM OPERATING CONDITIONS
Movement/ Level of Service
Intersection Control Direction AM Pk Hr. . PM Pk Hr.
CR 37 — SH 14 Stop EB LT A 1 A
WB LT A A
NB LT/TH/RT A B
SB LT/TH/RT A A
I
Overall i A A
I
CR 37 — South Access Stop NB LT i A A
EB LT/RT A {{ A
Overall A I A
.
CR 37 — North Access Stop NB LT A A
EB LT/RT A A
Overall A A
CR 37 — CR 84 ' Stop NB LT - A A
SB LT A A
EB LT/TH/RT A A
WB LT/TH/RT A A
Overall A A
CR 37 — CR 86 Stop ' NB LT i A A
SB LT A ' A
EB LT/TH/RT A I A
I
WB LT/TH/RT A A
Overall A A
i
As indicated, the current roadway system will provide acceptable operating conditions
through the long-term time frame. Capacity work sheets are in Appendix D.
22
VI. CONCLUSIONS
Based on the analyses and investigations described above, the following can be
concluded:
• Stark Farm will add minor traffic to the adjacent street system. Numeri-
cally, 30 morning peak hour trips, 39 afternoon peak hour trips, and 373
trips per day can be anticipated.
• In the short-term, no roadway improvements are needed to adequately
serve the combination of Stark Farm traffic at build-out and background
traffic.
• No improvements are needed to accommodate the anticipated growth
in background traffic between the short-term and long-term time frames.
• All intersections will operate at level of service 'A' in both the short-term
and long-term with this development fully built. This represents very
acceptable operating conditions.
• The proposed internal street system appears fully capable of serving
the Stark Farm residential development.
In summary, the current street system is capable of providing very acceptable oper-
ating conditions in the vicinity of the Stark Farm development for the foreseeable
future.
23
APPENDIX A
Colorado Department of Transportation
Division of Transportation Development
Research Branch, Traffic Analysis Unit
1996 Traffic Data
Highway Milepost Beginning Length Annual Single Percent Semi- Percent 20 DNV DD ACAS
number Beginning point of of section average unit single tractor semi- Year
with of section section in miles daily trucks unit trailer trailer factor
41 Log traffic trucks trucks trucks
14 C 153.622 RD N AND S (3RD AVE), AYES
0.661 1650 100 6.06 240 14.55 1.1 12 55
14 C154.210 RD N AND S (CO RD 37)
3.039 1350 80 5.93 240 17.78 1.1 12 55
14 C157.350 RD N AND 5 (CO RD 43)
2.017 1200 80 6.67 240 20.00 1.1 12 55
14 C 159.370 RD S (CO RD 47)
• 1.034 1200 80 6.67 240 20.00 1.1 12 55
14 C160.424 RD N AND S (CO RD 49)
1.220 1200 80 6.67 240 20.00 1.1 12 55
14 C161.634 PD N AND S (CO RD 51)
4.664 1200 80 6.67 240 20.00 1.1 12 55
14 C166.053 RD N AND S (CO RD 57) RD W (CO RD 90)
10.154 1150 80 6.96 240 20.87 1.1 12 55 1
14 C 176.189 RD S CO RD ??, (OLD 392 5) (TO BRIGGSDALE)
5.956 1200 70 5.83 240 20.00 1.3 12 55 1
14 C182.090 RD N AND S (CO RD 89)
2.010 1150 70 6.09 240 20.87 1.3 12 55
14 C184.033 RD S (CO RD 93)
8.781 1150 70 6.09 240 20.87 1.3 12 55
14 c192.877 RD NW (CO RD 390)
2.738 1050 70 6.67 240 22.86 1.3 12 55
14 C195.604 RD S (co RD 115) (WHIPPLE ST) RD W (CORD 86.5),BUC1CMG
7.684 1100 80 7.27 240 21.82 1.3 12 55 1
14 C203.378 RD N AND S (CO RD 129), RATHER
2.048 1300 70 5.38 240 18.46 1.3 12 55 1
14 C205.236 JCS SE 52 S RD N (CO RD 133)
6.564 1300 80 6.15 290 22.31 1.3 12 55 1
14 C211.807 W JCT SE 71 N
4.257 1150 140 12.17 280 24.35 1.5 12 55 1
14 C215.828 E JCT SE 71 S RD N (CO RD 155)
6.323 840 120 14.29 270 32.14 1.5 12 55 1
14 C222.201 RD N AND S (CO RD 11)
7.048 1150 160 13.91 270 23.48 1.4 12 55 1
14 C229.233 RD N AND S (CO RD 25)
5.047 3350 160 4.78 270 8.06 1.4 12 55 1 1
14 C 234.263 RD S (CO RD 35)
0.966 3900 230 5.90 270 6.92 1.4 11 60 1
14 C235.226 RD NAND S (Co RD 37)
0.379 6800 250 3.68 270 3.97 1.4 11 60
14 C 235.605 RD S (14TH AVE), STERLING
0.302 14500 690 4.76 270 1.86 1.3 11 60
14 C235.906 RD S (S 10TH AVE), STERLING
0.326 17900 840 4.69 270 1.51 1.3 11 55
14 C236.234 RD N (N 7TH AVE), STERLING
0.037 19200 840 4.38 270 1.41 1.3 11 55 1
14 C236.273 RD N (N 6TH AVE) AND 5 (S 6TH AVE), STERLING
0.272 16900 820 4.85 270 1.60 1.3 11 55 1
14 C 236.547 AD N (N 3RD AVE) AND 5 (5 3RD AVE), STERLING
0.179 16900 820 4.85 270 1.60 1.3 11 55
14 C236.724 RD N AND S (N DIVISION AVE), STERLING
0.007 7100 300 4.23 270 3.80 1.3 11 60
21
Rocky Mountain Counts
1106 Cherry Court
Fort Lupton, CO 80621 File Name : 3714AM
303-641-0445 Site Code : 00000048
Start Date : 07/21/2000
• Page No : 1
Groups Printed-Unshifted
CR37 ISH 14 i CR37 SH14
From North From East From South From West '
Start Time Righ Thru Left App. Righ IThru Left I App. ' Righ Thru Left App. i Righ IThru Left App. Int.
t Total t Total t ; Total t; Total Total
Factor 1.0 1.0 i 1.0 i 1.0, 1.0' 1.0 i 1.0 i 1.0 1.0 ; .1.0 I 1.0 1.0 i
07:30 AM 3 3 1 7 0 8 0 8 1 1 0 2 0 16 2 18 35
07:45 AM 0 3 0 3 0 16 1 17 0 0 4 4 2 13 0 15 39
Total 3 6 1 10 0 24 1 25 1 1 4 6 2 29 2 33I 74
08:00 AM 0 2 0 2 0 10 0 10 1 0 1 0 1 0 10 0 10 I 23
08:15 AM 1 1 1 3 0 16 3 19 0 1 0 1 1 25 1 27 50
Grand 1
4 9 2 15 0 50 4 54 1 3 4 8 3 64 3 70 147
Total
Apprch % 26.7 60.0 13.3 0.0 92.6 7.4 12.5 37.5 50.0 4.3 91.4 4.3
Total % 2.7 6,1 1.4 10.2 I 0.0 34.0 2.7 36.7 0.7 2.0 2.7 5.4 2.0 43.5 2.0 47.6
. Out CR 37 .o I
61,1 ,
Right Thru Left
'1
r
� * A rn
North �-.otr-
o 'o
—a i co o y I m
I l r— —1. /21/00 7:30:00 AM 42, - z
y - /21/008:18:00 AM 10
' •on • a'
r*
1 241
Out In Total
CR37
Rocky Mountain Counts
1106 Cherry Court
Fort Lupton, CO 80621 File Name : 3714PM
303-641-0445 Site Code : 00000048
Start Date : 07/20/2000
Page No : 1
Groups Printed-Unshifted
CR 37 SH 14 I CR 37 SH 14
From North From East From South From West
Start Rig' Thr Lef Pe App. Rig Thr Lef Pe App. Rig Thr Lef I Pe App. I Rig Thr Lef Pe App. Int.
Time ht u t ds Total ' ht u t ds Total ht u t ds Total ht u t ds Total Total
Factor 1.0 ; 1.01 1.0 1.0 i 1.0 1.0 1.0 : 1.0 1.01 1.0_ 1.0 1.0 1.0 . 1.0 1.0 1.0
0 PM 2 3 0 0 5 0 20 0 0 20 1 0 1 0 2l 2 24 0 0 26 53
04:45 0 1 0 0 1 1 16 1 0 18 1 2 4 0 0 6 0 23 1 0 24 49
PM
Total 2 4 0 0 6 i 1 36 1 0 38 3 4 1 0 8[ 2 47 1 0 50 102
• 05:00 0 1 0 0 1 0 24 2 0 26 1 4 2 0 7 0 22 2 0 24 58
PM
05:15
PM 0 0 0 0 0 0 13 1 0 14! 2 2 0 0 4 0 20 0 0 20 38
Grand 2 5 0 0 7 1 73 4 0 78 6 10 3 0 19 2 89 3 0 94 198
Total
Apprch 28. 71. ! 93 31. 52. 15. 94
% 6 4 0.0 0.0 1.3 5.1 0.0 6 6 8 0.0 2.1 3.2 0.0
Total% 1.0 2.5 0.0 0.0 3.5 0.5 3 9 2.0 0.0 39.4 3.0 5.1 1.5 0.0 9.6, 1.0 9 1.5 0.0 47.5
CR 37
• Out In
4'' L 7J 21;
_ 21 51 0I of
Right T lru Left Peels
r—
A
H J
o, North
w L-►
N
7/20/00 4:30:00 PM I 5�
7/20/005:15:00 PM
Unshifted
�
L a
N
. 5
1t 30
Out In Total
CR 37
•
Rocky Mountain Counts
• 1106 Cherry Court
Fort Lupton, CO 80621 File Name : 8437am
303-641-0445 Site Code : 00000049
• Start Date : 07/18/2000
Page No : 1
Groups Printed-Unshifted
WCR 37 WCR 84 WCR 37 WCR M i
From North i From East From South From West
Start Time Righ Thru Left App' Righ Thru Left App' Righ Thru Left App. Righ ' Thru Left App' Int'
t Total t Total t Total t Total Total
Factor 1.0 1.0 1.0 1.0 l 1.0 1.0 1.0 1.0 1.0 1.0, 1.0 1.0
07:30 AM 0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0 3
07:45 AM 0 3 0 3 0 1 0 1 0 1 0 1 1 0 1 2I 7
Total 0 4 0 4 0 1 0 1 0 3 0 3 1 0 1 21 10
08:00 AM 0 4 0 4 0 0 1 1 0 2 1 3 1 0 0 1 9
08:15 AM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3
• Grand 0 10 0 10 0 1 1 2 0 6 1 7 2 0 1 3 22
Total
Apprch % 0.0 10 0 0.0 0.0 50.0 50.0 0.0 85.7 14.3 66.7 0.0 33.3
Total % 0.0 45.5 0.0 45.5 0.0 4.5 4.5 9.1 0.0 27.3 4.5 31.8 9.1 0.0 4.5 13.6
WCR37 LJJI ToGI`I 17�
n 1n o
Right Thru Leo
I fie*
� North =-
CO F—+ /18/00 7:30:00 AM A
3 — /18/008:15:00 AM W
-41 L
ii T r+
F_131 I ,ol
Out In Total
MICR 17
Rocky Mountain Counts
1106 Cherry Court
Fort Lupton, CO 80621 File Name : 3784pm
303-641-0445 Site Code : 00000049
Start Date : 07/18/2000
Page No : 1
Groups Printed-Unshifted
CR 37 84 I CR 37 84
From North From East From South From West
Start Rig Thr Lef Pe+ App. Rig Thr Lef Pe App. Rig! Thr Lef I Pe App. Rig Thr Lef Pe App. int.
Time ht u , t ds I Total ht u t ds Total ht. u t; ds Total ht u t ds Total Total
Factor 1.0 1.0! 1.0 1.0; 1.0 1.0 1.0 1 1.01 1.0 C 1.0. 1.0E 1.0 1 1.0 1.0 1.0�1.0
04:30 0 2 0 0 2 0 0 1 0 1 1 3 0 0 4 0 0 0 0 0 7
PM
04:45 0 0 1 0 1 0 0 1 0 1 , 0 3 0 0 3 1 0 0 0 1 6
PM
Total 0 2 1 0 3 , 0 0 2 0 2 I 1 6 0 0 7 1 0 0 0 1 13
05:00 0 1 0 0 1 0 0 0 0 01 0 2 0 0 2 0 1 0 0 1 4
PM
05:15 0 0 0 0 0 0 1 0 0 1 0 3 0 0 3 0 0 1 0 1 5
PM
Grand 0 3 1 0 4 0 1 2 0 3 1 11 0 0 12 1 1 1 0 3 22
Total
Apprch Q 0 75. 25. n.0 0 Q 33. 66. 0.0 8.3 91 0.0 0.0 33. 33. 33. 0.0
%0 0 3 7 7 3 3 3
Total % 0.0 1 6 4.5 0.0 18.2 0.0 4.5 9.1 0.0 13.6 4.5 5 0 0.0 0.0 54.5 4.5 4.5 4.5 0.0 13.6
CR 37
17 1 In 4] I Tot1s1
1
I o! 31 11 01
Right Thru Lei ft Peds
O J
North
Z 1 118!00 430:00 PM LT T
�T118100 515:00 PM r-' •
w
b I r�
Unshifted
N
L m 6
a
4, T r
Left Thru Right Peds
0I 111 1] Ol
6 I 12] 18
Out In Total
CR 37
•
Rocky Mountain Counts
•
1106 Cherry Court
Fort Lupton, CO 80621 File Name : 8637AM
303-641-0445 Site Code : 00000047
Start Date : 07/19/2000
• Page No : 1
Groups Printed-Unshifted
WCR 37 WCR 86 WCR 37 WCR 86 •
From North From East From South From West
Start Time I Righ Thru Left App. I Righ Thru Left App. Righ Thru I Left App. Righ Thru - Left App. Int.
t Total I t Total t Total t Total Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0T 1.0 1.01 1.OI 1.0
07:30AM 0 2 0 2 ; 0 3 0 3l 0 0 0 0I 1 1 0 2 7
07:45 AM 0 0 0 Oi 0 3 1 4I 1 1 0 2 ; 2 1 0 3l 9
Total 0 2 0 2 j 0 6 1 7 '1 1 1 0 2 I 3 2 0 5 j 16
08:00 AM 0 2 0 2 0 5 1 6I 2 0 1 3j 1 0 0 1 12
08:15 AM 0 0 0 0 1 1 2 4 0 1 0 1 1 1 0 2 7
OTotal 0 4 0 4 1 12 4 17 I 3 2 1 6 rand 1 5 3 0 8 35
' Apprch % 0.0 100 0.0 5.9 70.6 23.5 ' 50.0 33.3 16.7 62.5 37.5 0.0
Total % 0.0 11.4 0.0 11.4 2.9 34.3 11.4 48.6 8.6 5.7 2.9 17.1 14.3 8.6 0.0 22.9
• Out WCR 37
1
•
4
Right Thru Lalk
jJ North
m To
r
— - /19100 7:30:00 AM 1 -i F m
!79/008:15:00 AM E' m
J_o
0
v—
Left Thru Rght
I 1I 2I 3,
I 13] irk I 19]
Out In Total
WCR 17
Rocky Mountain Counts
1106 Cherry Court
Fort Lupton, CO 80621 File Name : 3786PM
303-641-0445 Site Code : 00000048
Start Date : 07/19/2000
Page No : 1
Groups Printed-Unshifted
CR 37 CR 86 CR 37 I CR 86
From North From East From South From West
Start Rig Thr I Lef Pe App. Rig I Thr Lef Pe App. Rig; Thr Lef Pe App. Rig Thr Lef Pe App. Int. '
Time ht u I t ds Total ht u t ds Total ht u t ds Total ht u , t ds Total Total
Factor 1.0 1.0 l 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11.0 1.0 11.0 1.0 11.0 1.0
04:30 2 2 0 0 4 0 0 1 0 1 1 3 1 0 51 0 2 0 0 2 12
PM
04:45 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 2 1 0 4 5
PM
Total 2 2 0 0 4 0 0 1 0 1 1 4 1 0 6 I 1 4 1 0 6 17
05:00 0 1 0 0 1 0 3 0 0 3 1 2 0 0 3 0 3 0 0 3 10
PM
05:15 1 0 0 0 1 0 1 0 0 1 3 3 1 0 7 0 5 1 0 6 15
PM
Grand 3 3 0 0 6 0 4 1 0 5 5 9 2 0 16 1 12 2 0 15 42
Total
Apprch 50. 50. 80. 20. 31. 56. 12. 80. 13.
% 0 0 0.0 0.0 0.0 0 0 0.0 3 3 5 0.0 6.7 0 3 0.0
Total % 7.1 7.1 0.0 0.0 14.3 0.0 9.5 2.4 0.0 11.9 1 9 2 4 4.8 0.0 38.1 j 2.4 2 6 4.8 0.0 35.7
CR 37
Total
111 ' 61 171
I
1 31 31 Ol of
Right Thru Left Peds
1-- 1 4
- EOj'IC+LIF'�+-
ry , North
r -'r-1 �V,I
m c a 1 O
K _ /19/00 4:30:00 PM 7J
U ^L 7/19100 5:15:00 PM r m
m r;
d i v+ J
— a w
Left Thru Rioht Peds
I 2: 91 51 01
i
1 1 5. I 161 I 211
Out In Total
CR 17
APPENDIX B
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: : 37 - SH 14
Count Date' t ST LT TOTAL
Time Period: M PM
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 3 64 3 4 50 0 4 3 1 2 9 4
HFR: 3 64 3 4 50 0 4 3 1 2 9 4
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 64 50
Shared In volume, major rt vehicles: 3 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 66 50
Potential Capacity 1004 1024
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1004 1024
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 67 50
Potential Capacity 1547 1570
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1547 1570
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 130 131
Potential Capacity 765 763
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 761 760
" Probability of Queue free St. 1.00 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 136 132
Potential Capacity 840 845
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.98 0.99
Movement Capacity 826 839
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II I
I I I 1
v(vph) 4 3 1 2 9 4
Movement Capacity 826 761 1004 839 760 1024
Shared Lane Capacity 818 827
Worksheet 10 delay,queue length, and LOS
— Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 3 4 8 15
C m(vph) 1570 1547 818 827
v/c 0.00 0.00 0.01 0.02
95%queue length
Control Delay 7.3 7.3 9.4 9.4
LOS A A A A
Approach Delay 9.4 9.4
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 64 50
V i2 3 0
Si! 1700 1700
Sit 1700 1700
P*Oj 1.00 1.00
D maj left 7.3 7.3
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: 37 - SH 14
Count Date: EX S�LT TOTAL
Time Period: M P Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 3 89 2 4 73 1 3 10 6 0 5 2
HFR: 3 89 2 4 73 1 3 10 6 0 5 2
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
#of vehicles: Northbound 0
#of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 89 73
Shared In volume, major rt vehicles: 2 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 90 74
Potential Capacity 973 994
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 973 994
Probability of Queue free St. 0.99 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 91 74
Potential Capacity 1517 1538
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1517 1538
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 178 179
Potential Capacity 719 719
Pedestrian Impedance Factor 1.00 1.00
• Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 716 715
Probability of Queue free St. 0.99 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 181 186
Potential Capacity 785 780
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.98
Movement Capacity 776 764
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
II I
v(vph) 3 10 6 0 5 2
Movement Capacity 776 716 973 764 715 994
Shared Lane Capacity 792 778
•
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II I
II I
v(vph) 3 4 19 7
C m(vph) 1538 1517 792 778
v/c 0.00 0.00 0.02 0.01
95%queue length
Control Delay 7.3 7.4 9.7 9.7
• LOS A A A A
Approach Delay 9.7 9.7
Approach LOS A A
•
•
• Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
Vii 89 73
V i2 2 1
S it 1700 1700
S i2 1700 1700
P* 0j 1.00 1.00
D maj left 7.3 7.4
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP C0NTROL(TWSC)ANALYSIS
' Analyst: GC
"' Intersection' 37 - CR 84
Count Date: ST LT TOTAL
Time Period: PM -
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 1 6 0 0 10 1 1 0 2 1 1 1
HFR: 1 6 0 0 10 1 1 0 2 1 1 1
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 6 10
Shared In volume, major rt vehicles: 0 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 6 11
Potential Capacity 1083 1077
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1083 1077
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 6 11
Potential Capacity 1628 1621
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1628 1621
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1,00
Step 3: TH from Minor St. 8 11
Conflicting Flows 19 19
Potential Capacity 879 879
Pedestrian Impedance Factor 1.00 1.00
Cap.Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 878 879
Probability of Queue free St. 1.00 1.00
•
Step 4: LT from Minor St. 7 10
Conflicting Flows 20 20
Potential Capacity 999 999
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 997 997
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II
I
v(vph) 1 0 2 1 1 1
' Movement Capacity 997 878 1083 997 879 1077
Shared Lane Capacity 1052 977
Worksheet 10 delay,queue length, and LOS
"- Movement 1 4 7 8 9 10 11 12
II I
II
• I II
v(vph) 1 3 3
C m(vph) 1621 1628 1052 977
v/c 0.00 0.00 0.00
95%queue length
Control Delay 7.2 8.4 8.7
LOS A A A
Approach Delay 8.4 8.7
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 6 10
V i2 0 1
• Sil 1700 1700
Si2 1700 1700
P*Oj 1.00 1.00
D maj left 7.2 0.0
' N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
• Analyst: GC
Intersection: 37 . CR 84
Count Date EX ST LT TOTAL
Time Perio PM
Cl
Intersection Orientation: NorthSouth Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 0 11 1 1 3 0 1 1 1 2 1 0
• HFR: 0 11 1 1 3 0 1 1 1 2 1 0
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
• Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channetized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 11 3
Shared In volume, major rt vehicles: 1 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tf 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 12 3
Potential Capacity 1075 1087
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1075 1087
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 12 3
Potential Capacity 1620 1632
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1620 1632
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 17 17
Potential Capacity 882 881
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj.factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 881 881
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 17 18
Potential Capacity 1003 1002
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 1002 1000
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II
I II
v(vph) 1 1 1 2 1 0
Movement Capacity 1002 881 1075 1000 881 1087
Shared Lane Capacity 979 957
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
II I
II I
v(vph) 1 3 3
C m(vph) 1632 1620 979 957
v/c 0.00 0.00 0.00
95% queue length
Control Delay 7.2 8.7 8.8
LOS A A A
Approach Delay 8.7 8.8
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 11 3
V i2 1 0
S i l 1700 1700
Sit 1700 1700
P*Oj 1.00 1.00
D maj left 0.0 7.2
• N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: 7 - CR 86
Count LT TOTAL
Time Perio M M PM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 1 2 3 0 4 0 4 12 1 2 12 1
HFR: 1 2 3 0 4 0 4 12 1 2 12 1
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Conflicting Flows 24 25
Potential Capacity 873 873
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 872 872
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
•
Conflicting Flows 25 24
Potential Capacity 991 993
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 987 991
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
II I
v(vph) 3 1 0 1 0 3
Movement Capacity 987 872 1072 991 872 1083
Shared Lane Capacity 956 1059
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
II
• v(vph) 1 1 4 4
C m(vph) 1628 1616 956 1059
v/c 0.00 0.00 0.00 0.00
95% queue length
Control Delay 7.2 7.2 8.8 8.4
LOS A A A A
Approach Delay 8.8 8.4
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
Vil 13 5
V i2 2 1
• Sil 1700 1700
S i2 1700 1700
P*Oj 1.00 1.00
D maj left 7.2 7.2
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 CR 86
Count Date: EX S LT •TAL
Time Period: PM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 2 3 5 0 5 0 4 13 1 0 3 7
HFR: 2 3 5 0 5 0 4 13 1 0 3 7
P H F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Conflicting Flows 15 17
Potential Capacity 884 881
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj.factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 883 880
Probability of Queue free St. 0.99 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 20 22
Potential Capacity 999 996
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 0.98
Maj. L, Min T Adj. Imp Factor. 1.00 0.99
Cap. Adj.factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 989 983
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
II I
I II I
v(vph) 4 13 1 0 3 7
Movement Capacity 989 883 1083 983 880 1084
Shared Lane Capacity 914 1014
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 2 18 10
C m(vph) 1630 1625 914 1014
v/c 0.00 0.02 0.01
95%queue length
Control Delay 7.2 9.0 8.6
LOS A A A
Approach Delay 9.0 8.6
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 3 5
V i2 5 0
S it 1700 1700
Si2 1700 1700
P*Oj 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
— Delay, rank 1 mvmts 0.0 0.0
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
' Shared In volume, major th vehicles: 11 5
Shared In volume, major rt vehicles: 7 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 15 7
Potential Capacity 1071 1082
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1071 1082
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 18 8
Potential Capacity 1612 1625
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1612 1625
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1,00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 29 31
Potential Capacity 868 866
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 867 865
— Probability of Queue free St. 1.00 0.98
•
Step 4: LT from Minor St. 7 10
Conflicting Flows 35 29
Potential Capacity 977 985
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 963 980
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
• I II I
II I
II
v(vph) 2 4 0 2 13 2
Movement Capacity 963 867 1071 980 865 1082
Shared Lane Capacity 897 898
•
Worksheet 10 delay,queue length, and LOS
-- Movement 1 4 7 8 9 10 11 12
II
II
II I
v(vph) 3 6 17
C m(vph) 1625 1612 897 898
v/c 0.00 0.01 0.02
95%queue length
Control Delay 7.2 9.0 9.1
LOS A A A
Approach Delay 9.0 9.1
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 11 5
V i2 7 3
Sil 1700 1700
S i2 1700 1700
P*01 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CCCCPPPP����37 - NO CCESS
Count Date: LT TOT L
Time Period: PM Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 6 10 15 2 2 17
HFR: 6 10 15 2 2 17
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
1 Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
- Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 10 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation,
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
- t c,T:
1 stage 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 16
Potential Capacity 1069
Pedestrian Impedance Factor 1.00
Movement Capacity 1069
Probability of Queue free St. 0.98
Step 2: LT from Major St. 4 1
Conflicting Flows 17
Potential Capacity 1613
- Pedestrian Impedance Factor 1.00
Movement Capacity 1613
Probability of Queue free St. 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 38
Potential Capacity 979
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 1.00
Maj. L, Min T Adj. Imp Factor. 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00
Movement Capacity 976
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
I II I
II
v(vph) 2 17
Movement Capacity 976 1069
Shared Lane Capacity 1058
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II I
II I
II
v(vph) 6 19
C m(vph) 1613 1058
v/c 0.00 0.02
95%queue length
Control Delay 7.2 8.5
— LOS A A
Approach Delay 8.5
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V i1 10 5
V i2 0 3
S i l 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
•
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
• Analyst: GC
Intersection: N 7 NOR A8 ESS
Count Date: 7% ()TA
• Time Period:;A
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
' Movements: 1 2 5 6 10 12
Volume: 20 15 8 2 1 11
HFR: 20 15 8 2 1 11
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
•
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
•
Median Type: None
• #of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
' Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
._ N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
•
•
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 2 4
Shared In volume, major rt vehicles: 3 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
• t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
- t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 4 4
Potential Capacity 1086 1085
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1086 1085
Probability of Queue free St. 1.00 1.00
•
Step 2: LT from Major St. 4 1
Conflicting Flows 5 4
Potential Capacity 1630 1631
L Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1630 1631
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 10 11
Potential Capacity 889 888
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 889 887
Probability of Queue free St. 0.99 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 16 16
Potential Capacity 1004 1004
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap.Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 993 993
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
I II
II I
v(vph) 4 12 1 2 12 1
Movement Capacity 993 889 1086 993 887 1085
Shared Lane Capacity 921 911
Worksheet 10 delay,queue length, and LOS
-- Movement 1 4 7 8 9 10 11 12
II I
I II I
II
v(vph) 1 17 15
C m(vph) 1631 1630 921 911
v/c 0.00 0.02 0.02
95%queue length
Control Delay 7.2 9.0 9.0
LOS A A A
Approach Delay 9.0 9.0
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V i 1 2 4
V i2 3 0
Sil 1700 1700
S i2 1700 1700
P* 0j 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
• Intersection: -7 - CR 86
Count Datce) S T TOTAL
Time Period: AM PM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 2 9 5 0 3 3 1 4 0 2 12 1
HFR: 2 9 5 0 3 3 1 4 0 2 12 1
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
— Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 9 3
Shared In volume, major rt vehicles: 5 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 12 5
Potential Capacity 1075 1085
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1075 1085
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 14 6
Potential Capacity 1617 1628
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1617 1628
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 22 23
I Potential Capacity 876 875
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 875 874
Probability of Queue free St. 1.00 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 27 22
Potential Capacity 989 995
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 977 991
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II 1
I II I
I II I
v(vph) 1 4 0 2 12 1
Movement Capacity 977 875 1075 991 874 1085
Shared Lane Capacity 894 900
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II 1
v(vph) 2 5 15
C m(vph) 1628 1617 894 900
v/c 0.00 0.01 0.02
95% queue length
Control Delay 7.2 9.1 9.1
LOS A A A
Approach Delay 9.1 9.1
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V i1 9 3
V i2 5 3
S i 1 1700 1700
Si2 1700 1700
P*Oj 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
APPENDIX C
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
— Intersection: CR 3 SH 14
Count Date: E ST LT TOTAA�
Time Period: AM PM
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 6 66 3 4 75 3 4 6 1 5 21 9
HFR: 6 66 3 4 75 3 4 6 1 5 21 9
PHF: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 66 75
Shared In volume, major rt vehicles: 3 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
- t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 68 77
Potential Capacity 1002 990
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1002 990
Probability of Queue free St. 1.00 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 69 78
Potential Capacity 1545 1533
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1545 1533
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 166 166
Potential Capacity 731 731
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 726 726
Probability of Queue free St. 0.99 0.97
Step 4: LT from Minor St. 7 10
Conflicting Flows 179 168
Potential Capacity 787 801
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.96 0.99
Maj. L, Min T Adj. Imp Factor. 0.97 0.99
Cap. Adj. factor due to Impeding mvmnt 0.96 0.99
Movement Capacity 759 791
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
II I
v(vph) 4 6 1 5 21 9
Movement Capacity 759 726 1002 791 726 990
Shared Lane Capacity 757 789
Worksheet 10 delay,queue length, and LOS
— Movement 1 4 7 8 9 10 11 12
II I
II I
II I
v(vph) 6 4 11 35
C m(vph) 1533 1545 757 789
v/c 0.00 0.00 0.01 0.04
95%queue length
Control Delay 7.4 7.3 9.8 9.8
LOS A A A A
Approach Delay 9.8 9.8
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 66 75
V i2 3 3
Sil 1700 1700
S i2 1700 1700
P*Oj 1.00 1.00
D maj left 7.4 7.3
N number major st lanes 1 I
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 SH 14
Count Date: EX aV`�LT TOT _
Time Period: AM C
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 8 91 2 4 75 3 3 26 7 1 14 6
HFR: 8 91 2 4 75 3 3 26 7 1 14 6
PH F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
-- Flared approach Movements:
# of vehicles: Northbound 0
#of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 91 75
Shared In volume, major rt vehicles: 2 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 92 77
Potential Capacity 971 990
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 971 990
Probability of Queue free St. 0.99 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 93 78
Potential Capacity 1514 1533
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1514 1533
Probability of Queue free St. 1.00 0.99
Maj. L Shared In. Prob. Queue Free St. 1.00 0.99
Step 3: TH from Minor St. 8 11
Conflicting Flows 194 194
Potential Capacity 705 705
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 699 699
Probability of Queue free St. 0.96 0.98
Step 4: LT from Minor St. 7 10
Conflicting Flows 203 209
Potential Capacity 760 753
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.97 0.95
Maj. L, Min T Adj. Imp Factor. 0.98 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.96
Movement Capacity 739 721
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 3 26 7 1 14 6
Movement Capacity 739 699 971 721 699 990
Shared Lane Capacity 743 765
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 8 4 36 21
C m(vph) 1533 1514 743 765
v/c 0.01 0.00 0.05 0.03
95%queue length
Control Delay 7.4 7.4 10.1 9.8
LOS A A B A
Approach Delay 10.1 9.8
Approach LOS B A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 0.99 1.00
V it 91 75
V i2 2 3
Sil 1700 1700
S i2 1700 1700
P*Oj 0.99 1.00
D maj left 7.4 7.4
N number major st lanes 1 1
-- Delay, rank 1 mvmts 0.0 0.0
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
— Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 9 12
Shared In volume, major rt vehicles: 1 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
' t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
• G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
- t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
' Step 1: RT from Minor St. 9 12
Conflicting Flows 10 12
Potential Capacity 1078 1074
Pedestrian Impedance Factor 1.00 1,00
Movement Capacity 1078 1074
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 10 12
Potential Capacity 1623 1620
- Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1623 1620
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3:TH from Minor St. 8 11
• Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
•
Data for Computing Effect of Delay to Major Street Vehicles:
•
Northbound Southbound
Shared In volume, major th vehicles: 11 5
Shared In volume, major rt vehicles: 7 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
•- t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4,0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 15 7
Potential Capacity 1071 1082
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1071 1082
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 18 8
Potential Capacity 1612 1625
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1612 1625
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
•
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
•
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 15 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
• Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
•
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
• t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
tc •
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 9
Potential Capacity 1079
Pedestrian Impedance Factor 1.00
Movement Capacity 1079
Probability of Queue free St. 0.99
• Step 2: LT from Major St. 4 1
Conflicting Flows 10
Potential Capacity 1623
_ Pedestrian Impedance Factor 1.00
Movement Capacity 1623
Probability of Queue free St. 0.99
Maj. L Shared In. Prob. Queue Free St. 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 64
Potential Capacity 947
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.99
Maj. L, Min T Adj. Imp Factor. 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99
Movement Capacity 938
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II
II I
v(vph) 1 11
Movement Capacity 938 1079
Shared Lane Capacity 1065
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II I
II
I
v(vph) 20 12
C m(vph) 1623 1065
v/c 0.01 0.01
' 95%queue length
Control Delay 7.2 8.4
— LOS A A
Approach Delay 8.4
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 0.99 1.00
V it 15 5
V i2 0 3
S 1700 1700
S i2 1700 1700
P*Oj 0.99 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.1 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
' Analyst: GC
_ Intersection: C 7 - SOUT. •CCESS
Count Date: g LT OTA
Time Period: A PM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 1 15 31 1 1 3
HFR: 1 15 31 1 1 3
P H F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 15 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
- t c,T:
1 stage 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 32
Potential Capacity 1048
Pedestrian Impedance Factor 1.00
Movement Capacity 1048
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 32
Potential Capacity 1593
Pedestrian Impedance Factor 1.00
Movement Capacity 1593
Probability of Queue free St. 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 49
Potential Capacity 966
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 1.00
Maj. L, Min T Adj. Imp Factor. 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00
Movement Capacity 966
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
I II
II
v(vph) 1 3
Movement Capacity 966 1048
Shared Lane Capacity 1026
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
I II
v(vph) 1 4
C m(vph) 1593 1026
v/c 0.00 0.00
95%queue length
Control Delay 7.3 8.5
— LOS A A
Approach Delay 8.5
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 15 5
V i2 0 3
Sil 1700 1700
S i2 1700 1700
P*Oj 1.00 1.00
D maj left 7.3 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
•
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
• Analyst: GC
Intersection: 7 • SOU LESS
Count Date: TOTA
• Time Period: AM PM
Intersection Orientation: North-South Major St.
• Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 3 34 17 2 2 1
HFR: 3 34 17 2 2 1
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
•
Pedestrian Volume Data:
• Movements:
Flow:
• Lane width:
' Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R•
• N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
• Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
•
Y N Y N N N N N N
Channelized: N
Grade: 0.00
•
•
Data for Computing Effect of Delay to Major Street Vehicles:
• Northbound Southbound
Shared In volume, major th vehicles: 34 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
•
Length of study period, hrs: 0.25
•
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
- t c,T:
1 stage 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 18
Potential Capacity 1066
Pedestrian Impedance Factor 1.00
Movement Capacity 1066
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 19
Potential Capacity 1611
Pedestrian Impedance Factor 1.00
Movement Capacity 1611
Probability of Queue free St. 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 58
• Potential Capacity 954
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 1.00
Maj. L, Min T Adj. Imp Factor. 1.00
Cap. Adj.factor due to Impeding mvmnt 1.00
Movement Capacity 953
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
II I
v(vph) 2 1
Movement Capacity 953 1066
Shared Lane Capacity 988
Worksheet 10 delay,queue length, and LOS
•
Movement 1 4 7 8 9 10 11 12
I II I
II I
•
II I
v(vph) 3 3
C m(vph) 1611 988
v/c 0.00 0.00
95%queue length
Control Delay 7.2 8.7
— LOS A A
Approach Delay 8.7
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
• V i l 34 5
V i2 0 3
S 1700 1700
Sit 1700 1700
P* Oj 1.00 1.00
• D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
APPENDIX D
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 SH
Count Date: E. T L OTAL
Time Perio•. A PM
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 8 70 3 4 55 1 4 6 7 5 22 9
HFR: 8 70 3 4 55 1 4 6 7 5 22 9
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
— Flared approach Movements:
#of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 70 55
Shared In volume, major rt vehicles: 3 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow•up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 72 56
Potential Capacity 996 1017
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 996 1017
Probability of Queue free St. 0.99 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 73 56
Potential Capacity 1540 1562
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1540 1562
Probability of Queue free St. 1.00 0.99
Maj. L Shared In. Prob. Queue Free St. 1.00 0.99
Step 3: TH from Minor St. 8 11
Lane 1 Lane 2 Lane 3
L T R L T R L T R
•
Y Y Y N N N N N N
- Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 98 80
Shared In volume, major rt vehicles: 2 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
- Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
"- t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 99 82
Potential Capacity 962 984
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 962 984
Probability of Queue free St. 0.99 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 100 83
Potential Capacity 1505 1527
- Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1505 1527
Probability of Queue free St. 1.00 0.99
Maj. L Shared In. Prob. Queue Free St. 1.00 0.99
Step 3:TH from Minor St. 8 11
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
"' Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 9 12
Shared In volume, major rt vehicles: 1 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
- t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 10 12
Potential Capacity 1078 1074
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1078 1074
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 10 12
Potential Capacity 1623 1620
_ Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1623 1620
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 CR :4
Count Date: EX ST LT •T
Time Period: AM P i
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
' Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 1 13 2 1 5 1 3 1 0 1 0 3
HFR: 1 13 2 I 5 1 3 1 0 1 0 3
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
#of vehicles: Eastbound 0
#of vehicles:Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound .
Shared In volume, major th vehicles: 13 5
Shared In volume, major rt vehicles: 2 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 14 6
Potential Capacity 1072 1083
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1072 1083
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 15 6
Potential Capacity 1616 1628
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1616 1628
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3:TH from Minor St. 8 11
Conflicting Flows 24 25
Potential Capacity 873 873
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 872 872
- Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 25 24
Potential Capacity 991 993
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 987 991
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
I II I
v(vph) 3 1 0 1 0 3
Movement Capacity 987 872 1072 991 872 1083
Shared Lane Capacity 956 1059
Worksheet 10 delay,queue length, and LOS
- Movement 1 4 7 8 9 10 11 12
I II
II
II I
v(vph) 1 1 4 4
C m(vph) 1628 1616 956 1059
v/c 0.00 0.00 0.00 0.00
95% queue length
Control Delay 7.2 7.2 8.8 8.4
LOS A A A A
Approach Delay 8.8 8.4
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 13 5
V i2 2 1
Sit 1700 1700
Sit 1700 1700
P*Oj 1.00 1.00
D maj left 7.2 7.2
N number major st lanes 1 1
- Delay, rank 1 mvmts 0.0 0.0
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
— Channelized: NI
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 3 5
Shared In volume, major rt vehicles: 5 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 6 5
Potential Capacity 1083 1084
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1083 1084
Probability of Queue free St. 1.00 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 8 5
Potential Capacity 1625 1630
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1625 1630
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 LOO
Step 3: TH from Minor St. 8 11
Conflicting Flows 15 17
Potential Capacity 884 881
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 883 880
Probability of Queue free St. 0.99 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 20 22
Potential Capacity 999 996
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1,00 0.98
Maj. L, Min T Adj. Imp Factor. 1.00 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 989 983
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
' I II I
I II I
I II I
v(vph) 4 13 1 0 3 7
Movement Capacity 989 883 1083 983 880 1084
Shared Lane Capacity 914 1014
Worksheet 10 delay,queue length, and LOS
— Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 2 18 10
C m(vph) 1630 1625 914 1014
v/c 0.00 0.02 0.01
95%queue length
Control Delay 7.2 9.0 8.6
LOS A A A
Approach Delay 9.0 8.6
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 3 5
V i2 5 0
S i 1 1700 1700
Sit 1700 1700
P* Oj 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 - C =•
Count Date: EX ST L TOTA
Time Period: AM M
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 3 11 7 0 5 3 2 4 0 2 13 2
HFR: 3 11 7 0 5 3 2 4 0 2 13 2
P H F: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound 0
#of vehicles:Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
•
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared in volume, major th vehicles: 3 5
Shared In volume, major rt vehicles: 5 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
• Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 6 5
Potential Capacity 1083 1084
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1083 1084
Probability of Queue free St. 1.00 0.99
•
Step 2: LT from Major St. 4 1
Conflicting Flows 8 5
Potential Capacity 1625 1630
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1625 1630
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
— Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 11 5
Shared In volume, major rt vehicles: 7 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
-- 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
tc
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 15 7
Potential Capacity 1071 1082
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1071 1082
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 18 8
Potential Capacity 1612 1625
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1612 1625
Probability of Queue free St. 1.00 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 29 31
Potential Capacity 868 866
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 867 865
Probability of Queue free St. 1.00 0.98
Step 4: LT from Minor St. 7 10
Conflicting Flows 35 29
Potential Capacity 977 985
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 1.00
Cap. Adj.factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 963 980
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
• I II
v(vph) 2 4 0 2 13 2
Movement Capacity 963 867 1071 980 865 1082
Shared Lane Capacity 897 898
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II I
II
II I
v(vph) 3 6 17
C m(vph) 1625 1612 897 898
v/c 0.00 0.01 0.02
95% queue length
Control Delay 7.2 9.0 9.1
LOS A A A
Approach Delay 9.0 9.1
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V i1 11 5
V i2 7 3
S i 1 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 ORT CESS
nt Date: 0 LT OTA
.ie Period: AM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 6 10 15 2 2 17
HFR: 6 10 15 2 2 17
P H F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
(vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
nnelized: N
urade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N V N N N N N N
Channelized: N
le: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
•
Northbound Southbound
Shared In volume, major th vehicles: 10 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c,T:
"-tage 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t f 2.2 3.5 3,3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 16
Potential Capacity 1069
Pedestrian Impedance Factor 1.00
Movement Capacity 1069
Probability of Queue free St. 0.98
Step 2: LT from Major St. 4 1
Conflicting Flows 17
Potential Capacity 1613
Pedestrian Impedance Factor 1.00
Movement Capacity 1613
bability of Queue free St. 1.00
,.,aj. L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 38
Potential Capacity 979
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 1.00
Maj. L, Min T Adj. Imp Factor. 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00
vement Capacity 976
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
II I
v(vph) 2 17
Movement Capacity 976 1069
Shared Lane Capacity 1058
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
II
v(vph) 6 19
C m(vph) 1613 1058
v/c 0.00 0.02
95%queue length
Control Delay 7,2 8.5
LOS A A
--oroach Delay 8.5
)roach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
Vil 10 5
V i2 0 3
Sil 1700 1700
Si2 1700 1700
P*0] 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 OR4k CESS
' ItDate: ST ",1 ' c A
.a Period: AM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 20 15 8 2 1 11
HFR: 20 15 8 2 1 11
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
.nnelized: N
ade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
le: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 15 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c,T:
tage 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 9
Potential Capacity 1079
Pedestrian Impedance Factor 1.00
Movement Capacity 1079
Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 10
Potential Capacity 1623
Pedestrian Impedance Factor 1.00
movement Capacity 1623
bability of Queue free St. 0.99
iviaj. L Shared In. Prob. Queue Free St. 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 64
Potential Capacity 947
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.99
Maj. L, Min T Adj. Imp Factor. 0.99
Cap. Adj.factor due to Impeding mvmnt 0.99
' Iment Capacity 938
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II
II I
v(vph) 1 11
Movement Capacity 938 1079
Shared Lane Capacity 1065
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II I
I I
v(vph) 20 12
C m(vph) 1623 1065
v/c 0.01 0.01
95%queue length
Control Delay 7.2 8.4
LOS A A
mach Delay 8.4
. oach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 0.99 1.00
✓ it 15 5
✓ i2 0 3
S i l 1700 1700
S i2 1700 1700
P*Oj 0.99 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.1 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37 - •UnSS
lnt Date: LT OTAL
..,ne Perio•. AM
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 1 15 31 1 1 3
HFR: 1 15 31 1 1 3
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
if vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
,annelized: N
tirade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Qbannelized: N
'e: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 15 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c,T:
'age 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 32
Potential Capacity 1048
Pedestrian Impedance Factor 1.00
Movement Capacity 1048
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 32
Potential Capacity 1593
Pedestrian Impedance Factor 1.00
"'—vement Capacity 1593
Lability of Queue free St. 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 49
Potential Capacity 966
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 1.00
Maj. L, Min T Adj. Imp Factor. 1.00
Cap. Adj.factor due to Impeding mvmnt 1.00
ement Capacity 966
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II I
I II I
v(vph) 1 3
Movement Capacity 966 1048
Shared Lane Capacity 1026
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II I
I I I
v(vph) 1 4
C m(vph) 1593 1026
v/c 0.00 0.00
95%queue length
Control Delay 7.3 8.5
LOS A A
nroach Delay 8.5
roach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V i1 15 5
V i2 0 3
Si! 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 7.3 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC)ANALYSIS
Analyst: GC
Intersection: CR 37•OUTH : ESS
it Date: ST OTA
..,ie Period: AM P
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 3 34 17 2 2 1
HFR: 3 34 17 2 2 1
PHF:F: 1.00 1.00 1.00 1.00 1.00 1.00
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
%Blockage:
Median Type: None
#of vehicles: 0
Flared approach Movements:
. vehicles: Eastbound 0
#of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
nnelized: N
( made: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Cbannelized: N
le: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 34 5
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c,T:
tage 0.00 0.00 0.00
tc
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
tf 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 18
Potential Capacity 1066
Pedestrian Impedance Factor 1.00
Movement Capacity 1066
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 19
Potential Capacity 1611
Pedestrian Impedance Factor 1.00
"-hvement Capacity 1611
ibability of Queue free St. 1.00
Maj. L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 58
Potential Capacity 954
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 1.00
Maj. L, Min T Adj. Imp Factor. 1.00
Cn. Adj. factor due to Impeding mvmnt 1.00
ment Capacity 953
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II I
II
II I
v(vph) 2 1
Movement Capacity 953 1066
Shared Lane Capacity 988
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
I II I
I
v(vph) 3 3
C m(vph) 1611 988
v/c 0.00 0.00
95%queue length
Control Delay 7.2 8.7
LOS A A
'oach Delay 8.7
roach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
V it 34 5
V i2 0 3
S i 1 1700 1700
S i2 1700 1700
P*0j 1.00 1.00
D maj left 7.2 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
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