HomeMy WebLinkAbout1ST BANK AT HARMONY MARKET PUD, 4TH FILING - PRELIMINARY & FINAL - 54-87F - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY 411
c MEMORANDUM
O
o To: William Iwata, First Bank of Westland
N Eldon Ward, Cityscape
Eric Bracke, Fort Collins Transportation Division
u o
• M From: Matt Delich "2130ZE:)
Date: August 31, 1992
O Subject: First Bank at Harmony Market PUD traffic analysis
(File: 9257MEM1)
z
W
This memorandum documents the traffic analyses related
to the First Bank at Harmony Market. City staff specifically
requested an analysis of the Harmony/Boardwalk and Harmony/
Lemay intersections during the Saturday peak (10: 30 AM to 1 : 30
PM) . Saturday traffic was not analyzed in the Harmony Market
Site Access Study, March 1989.. It is expected that the First
Bank will have Saturday business hours during this time
period.
In the Harmony Market Site Access Study, the land use
assumed for the entire parcel was a shopping center of 425, 000
square feet. This was subsequently reduced to 332, 550 square
feet, but a new site access study was not prepared. Rather,
an amendment memorandum was prepared reflecting this reduction
in size. Trip Generation, 4th Edition was used to estimate
the traffic that would be generated at this site . The current
buildings on this site (Pace, Builders ' Square, and Steele 's)
will comprise approximately 244, 000 square feet considering
their allowed expansion areas . This leaves 181 , 000 square
feet for other uses when considering the 425, 000 square feet
used in the site access study. The proposed bank has a
a building envelope of 8, 800 square feet. The actual building
W will likely be smaller than the building envelope size. While
the trip generation rate for a free standing drive-in bank is
higher than that used in the site access study for the entire
site, research indicates that there are multi-destination
ca o trips at diverse commercial retail centers . There are
J P currently three commercial uses at Harmony Market. These
W three uses attract specific trips . There is little/no shared
® trip destinations among these three uses . As more diverse
a uses are developed within this site, there will likely be
• trips which will have multiple destinations . Therefore, the
trip rate for the bank will decrease as other uses are built.
LThe assumptions made regarding the overall trip generation in
�a the site access study remain sound. Table 1 shows the overall
I— ►- weekday and peak hour trip generation at the Harmony Market
mee as taken from the site access study. Also shown in Table 1
SE is the trip generation from an 8, 800 square foot drive-in
bank. This bank trip generation is not adjusted to reflect
trip sharing. It is concluded that this bank fits into the trip
generation assumptions used in the Harmony Market Site Access
Study. -
Saturday peak hour traffic counts were obtained at the
Harmony/Boardwalk and Harmony/Lemay intersections on August 22,
1992 . These are shown in Figure 1 . Raw traffic data is provided
in Appendix A. The cycle length at these signalized intersections
was observed to be 100 seconds . The green phases were variable
depending upon traffic volumes on the minor streets (Boardwalk and
Lemay) . Harmony Road through traffic was allowed 55-65 percent of
the green time in the cycle . At a 100 second cycle length, there
are 36 cycles in a given hour. Since traffic fluctuates somewhat
in the counted hour, two level of service calculations were
performed at each intersection: one using 65 seconds of through
green on Harmony, and one using 55 seconds of through green on
Harmony. Table 2 reflects the range of operation at each of the
intersections using the Saturday traffic counts and the current
signal phasing. Calculation forms are provided in Appendix B.
At the Harmony/Boardwalk intersection, the overall
intersection operation is acceptable . Acceptable operation is
defined as level of service D or better. Using 65 seconds of green
on Harmony Road results in a level of service F for the northbound
left turn on Boardwalk. The level of service for all movements on
Harmony Road is in the A category with this timing. If 10 seconds
are added to the Boardwalk phase (reducing the Harmony green to 55
seconds) , the northbound left turn on Boardwalk is at level of
service D. This phasing occurs when all the actuation equipment
works properly. When this occurs, the operation on Harmony Road
drops to level of service B. The more time that is given to the
Boardwalk movements, the more the level of service on Harmony Road
will deteriorate . At the present time, there are no turn phases
on Boardwalk. Adding a left-turn phase of 7+ seconds will improve
the operation of the northbound and southbound left turns, but will
do nothing to improve the overall operation of the other movements
in the intersection. If a left-turn phase is added, additional
amber time must be provided for safety. Based upon research, the
warrant for the left-turn phase on Boardwalk does not exist based
upon the Saturday traffic shown in Figure 1 .
At the Harmony/Lemay intersection, the overall intersection
operation is acceptable . Phasing at this intersection is similar
to that at the Harmony/Boardwalk intersection. The number of
northbound left turns on Lemay is lower, therefore the level of
service for this particular movement is in the D category using 65
seconds of green on Harmony. The operation for this movement
improves to level of service C with 55 seconds of green on Harmony,
with a corresponding decrease in the level of service for the
Harmony Road movements . A separate left-turn phase is not
warranted for the Lemay Avenue left turns at this intersection.
It is concluded that both the Harmony/Boardwalk and
Harmony/Lemay intersections operate acceptably during the Saturday
411
peak hours . Provision of 10+ seconds of additional green time for
the minor street will reduce/eliminate the delay to the northbound
left turn on Boardwalk. This additional time to the minor street
will be at the expense of Harmony Road green time with a subsequent
slight deterioration in level of service on the major road.
Figure 2 shows the Saturday peak hour traffic with the
additional bank generated traffic shown in Table 1 , Trip
Generation. Table 3 shows the overall intersection operation at
each of the intersections . Calculation forms are provided in
Appendix C. Table 3 is comparable to Table 2 and Appendix C is
comparable to Appendix B. With the additional bank traffic added
to these intersections, acceptable level of service will result.
The conclusions pertaining to the existing traffic as stated in the
previous paragraphs apply to the traffic and operation with the
proposed bank traffic added. It is concluded that the addit.iona.l.
bank traffic can be accommodated on the street system with the
existing controls . Phasing should be adjusted to eliminate
unacceptable operation for particular minor street movements .
Table 1
Trip Generation
Daily A.M. Peak P.M. Peak
Land Use Trips Trips Trips Trips Trips
in out in out
Harmony Market Shopping 21 , 130 128 85 808 808
Center - 425 . 0 KSF
First Bank - 8 . 8 KSF 2, 560 34 26 118 122
(on Saturday) (435) (97) (97)
Table 2
Saturday Peak Hour Operation
(Existing Traffic)
Level of Service
Intersection (Delay, Sec/Veh)
Harmony/Boardwalk
Harmony Phase - 65 seconds C (15 .7)
Harmony Phase - 55 seconds B (11 .0)
Harmony/Lemay
Harmony Phase _ 65 seconds B (10.4)
Harmony Phase - 55 seconds B (10 .6)
Table 3
Saturday Peak Hour Operation
(Existing and Bank Traffic)
Level of Service
Intersection (Delay, Sec/Veh)
Harmony/Boardwalk
Harmony Phase 65 seconds C (18 . 5)
Harmony Phase - 55 seconds B (11 . 2)
Harmony/Lemay
Harmony Phase - 65 seconds B (12 . 9)
Harmony Phase- 55 seconds B (11 . 2)
• • 7
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h \97 00 i ---39
`D b = 692 c' 705
58 HARMONY ) L. T-114
59 f r 110 f r
594 o in 548 cg
142--\ ��"' 76m 18 `°
SATURDAY (1992) PEAK HOUR TRAFFIC Figure 1
N
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C
O W
o> ^ \—97 �� 39
c° Co .= 726 0� a_705
-58 HARMONY + 129
59 110
628� � �1;3 � 548
142-- ^ `3 76--\
SATURDAY PEAK HOUR TRAFFIC
WITH FIRST BANK Figure 2
APPENDIX A
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APPENDIX B
III 411
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION harmony/boardwlk
AREA TYPE OTHER
ANALYST mjd
DATE 8 24/92
TIME 00141D0 bank
COMMENT
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB
LT 59 58 174 117 : L 12 .0 L 12 . 0 L 12 .0 L 12.0
TH 594 692 120 71 : T 12. 0 T 12 .0 T 12 .0 TR 12 . 0
RT 142 97 25 69 : T 12 .0 T 12 . 0 R 12 .0 12 .0
RR 28 19 5 0 : R 12 . 0 R 12 .0 12 .0 12 .0
. 12 .0 12 .0 12 .0 12 .0
. 12 .0 12 .0 12 .0 12 .0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
(%) (%) Y/N Nm Nb Y/N min T
EB 0 .00 2 . 00 N 0 0 0. 90 5 Y 22 . 8 3
WB 0.00 2 .00 N 0 0 0. 90 5 Y 22 . 8 3
NB 0 .00 0 . 00 N 0 0 0 . 90 5 Y 31 . 8 3
SB 0.00 0 .00 N 0 0 0. 90 5 Y 31 .8 3
SIGNAL SETTINGS CYCLE LENGTH = 100.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X X NB LT X
TH X TH X.
RT X RT X
PD X PD X
WB LT X X SB LT X
TH X TH X
RT X RT X
PD X PD X
GREEN 7 .0 65 .0 0.0 0 . 0 GREEN 15 .0 0. 0 0 .0 0.0
YELLOW 3 .0 5 . 0 0 . 0 0 . 0 YELLOW 5 .0 0 . 0 0 . 0 0 . 0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0. 059 0 . 770 2 . 1 A 4. 1 A
T 0 . 290 0.670 4.4 A
R 0 . 125 0.670 3 . 8 A
WB L 0 .059 0. 770 2 . 1 A 4. 3 A
T 0 . 338 0 . 670 4.6 A
R 0 .086 0.670 3 .7 A
NB L 1 . 040 0 . 170 95 .9 F 64 . 0 F
T 0 .436 0. 170 24. 6 C
R 0 . 084 0. 170 22 .6 C
SB L 0.698 0 . 170 37 .0 D 31 . 0 D
TR 0. 550 0 . 170 26 . 0 D
INTERSECTION: Delay = 15 .7 (sec/veh) V/C = 0.435 LOS = C
- '
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION'. 'harmony/huardwlk
AREA TYPE. ' ' ' 'OTMER
ANALYST m]d
DATE ' 8 /24/92
TIME ��N�� ��� bank
n�N�p~
COMMENT' . - ' '
VOLUMES' GEOMETRY
EB WD N8 S8 ED WD ND SD
LT 59 58 174 117 L 12 . 0 L 12 . 0 L 12 ' 0 L 12 . 0
TH 594 692 120 71 T 12 ' 0 T 12 . 0 T 12 ' 0 TR 12 ' 0
RT 142 97 �5 69 T 12 . 0 T 13 . 0 R 12 . 0 12 ' 0
RR 28 19 5 O R 12 ' 0 R 12 ' 0 12 . 0 12 . 0
� 12 . 0 12 . 0 12 . 0 12 . 0
� 12 . 0 12 . 0 12 ' 0 12 . 0
ADJUSTMENT FACTORS
GRADE MV ADJ PK�-,; BUSES PUF PEDS PED ' BUT . ARR . TYPE
(%) (%) YIN Nm Nb YIN min T
[R O ' UO 2 . 00 N O U 0 . 90 5 Y 22 ' 8 S
W8 0 ., 00 2 ' 00 N O O O . qU 5 Y 22 - 8 3
N8 0 . 00 0 . 00 N O O 0 . 90 5 Y 31 ' 8 5
SG 0 . 00 0 . 00 N O U 0 ' 90 5 Y 51 ' 8 Z)
-------------- -----------
SIG,NAL SETTINGS CYCLE LENGTH = 100 ' 0
PH-1 PH-2 PH-3 PM-4 PM-1 PM-2 PM-3 PH-4
E13, LT X X W8 LT x
TH X TH X
RT X RT X
PD X PD X
WR LT X X S8 LT X
TH x TH x
RT X RT x
PD X PD X
GREEN 7 . 0 55 ' 0 0 ' 0 O ' O SAEEN 25 . 0 0 . 0 0 . 0 O ' O
YELLOW 3 . 0 5 ' 0 O ' U 0 . 0 YELLOW 5 ' 0 0 . 0 O ' O 0 . 0
LEVEL OF SERVICE
LANE SRP ' V/C G/C DELAY L0S APP . DELAY APP ., LW.:.,
E8 L 0 ' 05g 0 ' 670 4 ' 3 A 7 - 1 B
T 0 . 341 0 ' 570 7 . 4 B
R 0 ' 147 0 ' 570 5 ' 5 8
WO L 0 , 059 0 . 670 4 -3 A 7 ' 4 D
T O ' 97 0 . 570 7 . 8 B
R 0 ' 101 0 . 570 6 '3 B
NB L 0 ' 600 0 ' 270 26 ' 4 D 22 . 9 C
T 0 ' 274 0 . 270 18 . 7 C
R 0 ' 05-3 0 . 270 17 '5 C
S8 L 0 ' 403 0 ' 270 23 ' 2 C 21 ' 0 C
TR 0 . 346 0 ' 270 19 . 2 C
_______________
INTERSECTlON : Delay = 11 . 0 (sec/veh) V/C = 0. 420 L0S = G
`
® I
1985 HCM: SIGNALIZED INTERSECTIONS.
SUMMARY REPORT
***.*************.*.*.*.*:********:*.******.*****.*. ******.****.*.********.*.**:***.**:***:*:*.
INTERSECTION harmony/lemay
AREA TYPE OTHER
ANALYST mjd
DATE. . . . . 8/24/92
TIME. . . .. . . . . . ra{. (T) bank
COMMENT
VOLUMES GEOMETRY
EB WB NB SB :: EB WB NB SB
LT 110 114 107 48 : L 12 . 0 L 12 . 0 L 12 . 0 L 12 . 0
TH 548 705 146 153 : T 12 . 0 T 12 .. 0 T 12 . 0 T 12 . 0
RT 76 39 66 98 : T 12 . 0 T 12 . 0 TR 12 . 0 TR 12 . 0
RR 15 7 0 0 : R 12 . 0 R 12 . 0 12 . 0 12 . 0
. 12 . 0 12 . 0 12 . 0 12 . 0
12 . 0 12 . 0 12 .. 0 12 . 0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED . BUT . ARR. . TYPE,
(%) ('%) • 1'/N Nm Nb Y/N min T
EB 0 . 00 2 . 00 N 0 0 0 . 90 5 Y 20 . 5 3
WB 0 . 00 2 . 00 N 0 0 0 . 90 5 Y 20 . 5 3
NB 0 . 00 0 . 00 N 0 0 0 . 90 5 Y 26 . 5 3
`_ B 0 . 00 0 . 00 N 0 0 0 . 90 5 Y 26 . 5 3
SIGNAL SETTINGS CYCLE LENGTH = 100 .. 0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
ER LT X X NB LT X
TM X TH X
RT X RT X
PD X PD X
WB LT X X SB LT X
TH X TH X
RT X RT X
PD X PD X
GREEN 7 . 0 65 . 0 0 .. 0 0 . 0 GREEN 15 . 0 0 . 0 0 . 0 0 . 0
YELLOW 3 . 0 5 . 0 0 . 0 0 . 0 YELLOW 5 . 0 0 . 0 0 . 0 0 . 0
LEVEL.. OF SERVICE
LANE GRP . V/C O/C DELAY LOS APP . DELAY APP . LOS
EB L 0 . 059 0 . 770 2 . 1 A 3 . 9 A
T 0 . 263 0 . 670 4 . 3 A
R 0 . 067 0 . 670 3 . 7 A
WB L 0 . 059 0 . 770 2 .. 1 A 4 . 2 • A
T 0 . 344 0 . 670 4 . 6 A.
R 0 . 035 0 . 670 3 . 6 A
NB L 0 . 645 0 . 170 34 . 5 D 27 . 6 D
TR 0 . 424 0 . 170 24 . 2 C
SB L 0 . 264 0 . 170 27 . 6 D 25 .3 D
TR 0 . 509 0 . 170 24 . 9 C
INTERSECTION :: Delay = 10 . 4 (:sec_/veh) V/C = 0 .368 LOS = B
® I
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
***********?K*********.**:*********:************.*.*.****.***:***.****'.******** *.****
INTERSECTION . .harmony/l emay
AREA TYPE. . . .. . OTHER
ANALYST _.mjd
DATE -.. r 2 4/9 2
TIME 7.at 4110 bank
COMMENT. . .. . .. , ..
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB
LT 110 114 107 48 : L 12 . 0 L 12 . 0 L 12 . 0 L 12 . 0
TH 548 705 146 153 T 12 . 0 T 12 . 0 T 12 . 0 T 12 . 0
RT 76 39 66 98 : T 12 . 0 T 12 . 0 TR 12 . 0 TR 12 . 0
RR 15 7 0 0 : R. 12 . 0 R. 12 . 0 12 . 0 12 . 0
. 12 . 0 12 . 0 12 . 0 12 . 0
12 . 0 12 . 0 12 . 0 12 . 0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PEP . BUT . ARR . TYPE
(%) (V) Y/N Nm Nb Y/N min T
EB 0 . 00 2 . 00 N 0 0 0 . 90 5 Y 20 . 5 3
WB 0 . 00 2 . 00 N 0 0 0 . 90 5 Y 20 . 5 3
NB 0 . 00 0 . 00 N 0 0 0 . 90 5 Y 26 . 5 3
SB 0 . 00 0 . 00 N 0 0 0 . 90 5 Y 26 . 5 3
SIGNAL SETTINGS CYCLE LENGTH = 100 .. 0
PH-1 PH-2 PH--3 PH-4 PH- 1 PH-2 PH-3 PH-4
EB LT X X NB LT X
TH X TH X
RT - X RI X
PD X PD X
WB LT X X SB LT X
TH X TH X
RT X RT X
PD X PD X
GREEN 7 . 0 55 . 0 0 . 0 0 .. 0 GREEN 25 . 0 .0 . 0 0 . 0 0 . 0
YELLOW 3 . 0 5 .. 0 0 . 0 0 . 0 YELLOW 5 . 0 0 . 0 0 . 0 0 . 0
LEVEL. OF SERVICE
LANE GRP . V/C 0/C DELAY LOS APP .. DELAY APP . LOS
EB L 0 . 059 0 . 670 4 . 3 A 6 . 8 B
T 0 . 315 0 . 570 7 . 3 B
R 0 , 078 0 . 570 6 . 3 B
WB L 0 . 059 0 . 670 4 . 3 A 7 .. 3 • B
T 0 . 405 0 . 570 7 . 8 B
R 0 .. 041 0 . 570 6 . 1 B
NB L 0 . 389 0 . 270 23 . 1 C 20 . 0 C
TR 0 . 267 0 . 270 18 .. 6 C
SB L. 0 . 163 0 . 270 21 . 2 C 19 .3 • C
TR 0 .. 320 0 . 270 18 . 9 C
INTERSECTION : Delay = 10 . 6 (sec/veh) V/C = 0 . 363 LOS = B
APPENDIX C
�0��
��
��
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
lNTERSECTI0N ' 'harmony/boardwlk
AREA TYPE 0T1--iER
ANALYST m]d
DATE . ' 8 2-
TIME
COMMENT ' . ' ' ' '
VOLUMES GEOMETRY
EB WR ND SG : EB WD SD
LT 59 58 174 117 : L 12 . 0 L 12 . 0 L 12 ' 0 L 72 . 0
TH 028 726 155 86 T 12 ' 0 T 12 . D T 12 . 0 TR 12 ' 0
RT 142 97 35 69 T 12 . 0 T 12 ' 0 R 12 ' 0 12 ' 0
RR 28 19 5 O R 12 . 0 R 12 ' 0 12 . 0 12 ' 0
� 12 . 0 12 . 0 12 . 0 12 ' 0
� 12 ' 0 12 ' 0 12 ' 0 12 . 0
ADJUSTMENT FACTORS
GRADE MV ADJ PKS BUSES PHF PEDS PED . BUT. ARR . TYPE
(T,) (%) Y/N Nm Nb Y/N min T
E8 O ' OO 2 ' 00 N O O 0 ' 90 5 Y 22 8 3
WB 0 . 00 2 . 00 N O O 0 ' 90 5 Y 22 . 8 3
N8 0 . 00 O ' OO W O 0 0 ' 90 5 Y 31 ' 8 3
SB O ' UO O . UO N D O 0 ' 90 5 Y 51 . 3 5
SIGNAL SETTINGS CYCLE LENGTH = 100 . 0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH PH-4
EB LT X X NB LT X
TH X TH X
RT X RT X
PD X PD X
WD LT X ' X SD LT X
TM X TH X
RT X RT %
PD x PD X
SAEEN 7 ' 0 65 ' 0 O ' O O . O GREEN 15 ' 0 0 . 0 O ' O 0 . 0
YELLOW 3 ' 0 5 . 0 O ' O 0 . 0 YELLOW 5 ' 0 0 . 0 0 . 0 O ' O
_--________ ____ _____ _______
_______ _
LEVEL OF SERVICE
LANE SRP ' V/C S/C DELAY LOS APP . DELAY APP . L0S
E.B L U O59 0 . 770 2 ' 1 A 4 ' 2 A
T 0 . 1O7 0 ' 670 4 . 4 A
R 0 - 125 0 . 670 8 , 0 A
WB L 0 . 059 0 ' 770 2 ' 1 A 4 . 4 A
T 0 ' 355 0 . 670 4 ' 6 A
R 0 . 086 0 ' 670 3 ' 7 A
NB L 1 . 118 0 . 170 132 ' 0 F 81 . 6 F
T 0 . 490 0 ' 170 25 ' 1 D
R 0 ' 084 0 . 170 22 ' 0 ' C
SB L 0 . 730 0 ' 170 41 . 0 E 33 ' 0 D
TR 0 ' 604 0 . 170 27 . 0 D
____________________
lNTERSFCTION : Delay = 18 . 5 (seo/veh) V/C = 0 ' 461 L0S = C
~ ~
1985 HCMz SIGNALIZED INTERSECTIONS
SUMMARY REPORT
***********�*14,********�**�����������������*�m������m�����������*���*������
INTERSECTION . . harmohy/boardwlk
AREA TYPE . ' ' . ' 0THER.
ANALYST m]d
DATE' . ' . 8/24/92
TIME JI���
-�~_
C0MMENT ' . . . ' ' . -�-~-----
V0LUMES GEOMETRY
ED WD ND SB : ED WD NB SR
LT 59 58 174 117 : L 12 ' 0 L 12 ' 0 L 12- 0 L 12 ' 0
TH 620 726 135 86 : T 12 ' 0 T 12 ' 0 T 12 . 0 TR 12 . 0
RT 142 97 25 hg ; T 12 . 0 T 12 O R 12 ' 0 12 . 0
RR 28 19 5 O : R 12 ' 0 R 12 ' 0 12 ' 0 12 ' 0
� 12 . 0 12 - 0 12 ' D 12 . 0
� 12 . 0 12 . 0 12 . 0 12 . O
ADJUSTMENT FACTORS
GRADE MV ADJ PKG BUSES PHF PEDS PED . BUT . ARR . TYPE
(%) M Y/N Nm Nb Y N min T
ER 0 . 00 2 ' 00 N O O 0 . 90 5 Y 22 ' 8 8
W8 0 . 00 2 ' 00 N O O 0 . 90 5 Y 22 ' 8 3
ND O ' UO 0 . 00 N U 0 O ' gO 5 Y 51 ' 8 3
SD 0 . 00 O . 00 N O O 0 ' 90 5 Y 31 . 8 5
------------------------------------- - ---------
SIONAL SETTINGS CYCLE LEN62TH = 100 . O
PM-1 PM-2 PH-8 PH-4 PH-1 PH-2 PH-3 PM-4
EB LT x X NB LT X
TH X TM X
RT X RT X
PD X PD x
WD LT X X SB LT x
TM X TH X
RT X RT X
PD X PD X
GREEN 7 . 0 55 ' 0 O ' O 0 ' 0 GREEN 25 ' O U ' O 0 . 0 0 . 0
YELLOW 3 . 0 5 . 0 O ' U 0 . 0 YELLOW 5 . 0 0 . 0 0 . 0 0 . 0
___________________
LEVEL OF SERVICE
LANE SRP . V/C DELAY LOS APP , DELAY APP . LOS
ED L 0 ' 059 0 ' 670 4 ' 5 A 7 . 2 8
T 0 .361 0 . 570 7 , 5 D
R 0 . 147 0 ' 570 6 . 5 B
WD L 0 ' 05g 0 . 670 4 . 3 A 7 ' 5 D
T 0 . 417 0 ' 570 7 . 9 8
R 0 . 101 0 . 570 115 ' 3 B
NB L 0 . 626 0 . 270 27 . 2 D 23 ' 2 C
T 0 ' 309 0 ' 270 18 ' 9 C
R 0 ' 053 0 . 270 17 ' 5 C
S9 L 0 ' 421 0 . 270 23 ' 4 C ' 21 ' 1 C
TR 0 ' 380 0 . 270 19 ' 4 C
INTERSECTION - Delay = 11 . 2 (sec/veh) V/C = 0 ' 439 LOS = B
III 411
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
:k*"****.********.****.* Y•.***.*******;************:*******.*******.*.******.*.**.********
INTERSECT ION harmony/lemay
AREA TYPE OTHER
ANALYST mjd
DATE 8/2..4/92
TIME: 4310 e7 banb,
COMMENT .. . . .. . .. .
VOLUMES _ GEOMETRY
EB WB NB SB : EB WB NB SB
LT 110 129 141 48 : L 12 . 0 L 12 . 0 L. 12 . 0 L 12 . 0
TH 548 705 175 182 : T 12 . 0 T 12 . 0 T 12 . 0 T 12 . 0
RT 76 39 81 98 : T 12 . 0 T 12 . 0 TR 12 . 0 TR 12 . 0 '
RR 15 7 0 0 - R 12 . 0 R 12 . 0 12 . 0 12 .. 0
12 . 0 12 . 0 12 . 0 12 . 0
.. 12 . 0 12 . 0 12 . 0 12 . 0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS RED . BUT . ARR . TYPE
(%) (V) Y/N Nm Nb Y/N min T
EB 0 . 00 2 . 00 N 0 0 0 . 90 5 Y 20 . 5 3
WB 0 . 00 2 . 00 N 0 0 0 . 90 5 Y 20 . 5 3
NB 0 . 00 0 . 00 N 0 0 0 . 90 5 Y 26 . 5 3
SB 0 . 00 0 . 00 N 0 0 0 . 90 5 Y 26 . 5 3
SIGNAL SETTINGS CYCLE LENGTH = 100 . 0
PH- 1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X X NB LT X
TH X TH X
RT X RT X
PD : X PD X
WB LT X X SB LT X
TH X TH X
RT X RT X
PD X PD X
GREEN 7 . 0 65 . 0 0 . 0 0 . 0 GREEN 15 . 0 0 . 0 0 . 0 0 . 0
YELLOW 3 0 5 . 0 0 . 0 0 . 0 YELLOW 5 . 0 0 . 0 0 . 0 0 . 0
LEVEL. OF SERVICE
LANE GRP .. V/C O/C DELAY LOS APP . DELAY APP. LOS
EB L 0 . 059 0 . 770 2 . 1 A 3 . 9 A
T 0 . 268 0 . 670 4 . 3 A
R 0 . 067 0 . 670 3 . 7 A
WB L 0 . 059 0 . 770 2 . 1 A 4 . 2 A
T 0 .344 0 . 670 4 . 6 A
R 0 . 035 0 . 670 3 . 6 A
NB L 0 . 913 0 . 170 62 . 3 F 37 . 8 D
TR 0 .. 513 0 . 170 24 . 9 C
SB L 0 . 293 0 . 170 27 . 8 D 25 . 8 D
TR 0 . 564 0 . 170 25 .4 0
INTERSECTION : Delay = 12 .. 9 (sec/veh) V/C = 0 . 417 LOS = B
- '
1985 HCM: SIGNALIZED I1\11'ERSECTI0NS
SUMMARY REPORT
lNTERSECTION ' 'hermony/lemay
AREA TYPE' ' ' ' 'OTHER
ANALYST mjd
DATE 8/24 2
TIME ��x bank
�� �
COMMENT . .
_______________________________
VOLUMES GEOMETRY
ED WB ND SB : ED WD NB 5B
LT 110 129 141 48 : L 12 . 0 L 12 ' O L 12 ' 0 L 12- 0
TH 548 705 175 182 : T 12 ' 0 T 12 . 0 T 12 . 0 T 12 ' 0
RT 76 30 81 98 : T 12 . 0 T 12 ' 0 TR 12 . 0 TR 12 ' 0
RR 15 7 O O : R 12 . 0 R 12 . 0 12 . 0 12 . 0
� 12 . 0 12 . 0 12 ' 0 12 . O
� 12 ' 0 12 ' 0 12 . 0 12 ' 0
_
ADJUSTMENT FACTORS
GRADE MV ADJ PKG BUSES PHF PEDS PED ' BUT . ARR . TYPE
(%) (%) Y/N Nm Nb Y/N min T
ER 0 ' 00 2 . 00 N O O 0 ' 90 5 Y 20 . 5 3
W8 0 ' 00 2 . 00 N D O 0 ' 90 5 Y 20 ' 5 5
ND O ' OO O ' OO N U O 0 . 90 5 Y 26 . 5 3
SB 0 . 00 0 . 00 N O O 0 ' 90 5 Y 26 ' 5 3
` ---- -------------------SIGNAL SETTINGS SETTING8 CYCLE LENGTH lOO ' O
PM-1 PH-2 PM-3 PH-4 PH- 1 PH-2 PM-5 PH-4
ED LT X X N8 LT X
TH X TH X
RT X RT x
PD x PD x
W8 LT X X SB LT X
TM x TM X
RT X RT X
PD X PD X
SREFN 7 . 0 55 . 0 0 ' 0 0 , 0 GREEN 25 ' 0 O . O 0 . 0 O ' O
YELLOW 3 ' 0 5 ' 0 0 . 0 0 . 0 YELLOW 5 ' 0 0 . 0 0 . 0 0 . 0
LEVEL OF SERVICE
LANE GRP ' V/C o/c DELAY LOS APP ., DELAY APP . L0S
E8 L 0 . 059 0 . 670 4 '3 A 6 ' 8 D
T 0 ' 515 0 ' 570 7 '3 D
R 0 . 078 0 ' 570 6 '5 D
WD L 0 ' 059 0 . 670 4 '3 A 7 . 3 B
T 0 ' 405 O . 57O 7 .8 B
R 0 . 041 0 ' 570 6 . 1 8
NB L 0 . 5-39 0 . 270 25 . 3 D 21 ' 1 C
TR 0 . 325 0 ' 270 18 ' 9 C
�8 L 0 . 176 0 . 270 21 -3 C 19 . 4 C
� TR 0 .355 0 . 270 19 ' 1 C
INTERSECTION : Delay = 11 . 2 (sec/veh) V/C 0 . 407 LOS B