appendix a bikeshare and bus ridership data · 2017-06-08 · bikeshare and bus ridership data ....
TRANSCRIPT
APPENDIX A
BIKESHARE AND BUS RIDERSHIP DATA
Capital B
ikesha
re Data prov
ided
by Arlin
gton
Cou
nt Staff
Eads
& 1
5th
April 201
6May 201
6June
201
6July 201
6Au
g. 201
6Sep. 201
6Oct. 2
016
Nov
. 201
6De
c. 201
6Jan. 201
7Feb 20
17Mar. 2
017
Orig
inN/A
N/A
255
262
270
180
145
9745
6610
912
4De
stination
N/A
N/A
294
262
273
215
163
8652
5610
512
0To
tal Trip
sN/A
N/A
549
524
543
395
308
183
9712
221
424
4Orig
in/D
ayN/A
N/A
98
96
53
12
44
Destination/Da
yN/A
N/A
108
97
53
22
44
Total Trip
s/Da
yN/A
N/A
1817
1813
106
34
88
Eads & 18th
April 201
6May 201
6June
201
6July 201
6Au
g. 201
6Sep. 201
6Oct. 2
016
Nov
. 201
6De
c. 201
6Jan. 201
7Feb 20
17Mar. 2
017
Orig
in17
720
924
733
522
425
220
814
868
113
133
139
Destination
144
178
240
301
244
256
197
142
6610
012
914
4To
tal Trip
s32
138
748
763
646
850
840
529
013
421
326
228
3Orig
in/D
ay6
78
117
87
52
45
4De
stination/Da
y5
68
108
96
52
35
5To
tal Trip
s/Da
y11
1316
2115
1713
104
79
9
Eads & 23rd
April 201
6May 201
6June
201
6July 201
6Au
g. 201
6Sep. 201
6Oct. 2
016
Nov
. 201
6De
c. 201
6Jan. 201
7Feb 20
17Mar. 2
017
Orig
in26
723
526
728
024
426
424
920
411
312
616
617
0De
stination
274
269
317
348
301
316
278
204
140
161
187
218
Total Trip
s54
150
458
462
854
558
052
740
825
328
735
338
8Orig
in/D
ay9
89
98
98
74
46
5De
stination/Da
y9
911
1110
119
75
57
7To
tal Trip
s/Da
y18
1719
2018
1917
148
913
13
A-1
A-2
A-3
A D AT
rave
l
Dire
ctio
nT
rips
Ramp Event
Boa
rd
Alig
ht
ID
Sto
p In
vent
ory
Com
men
ts
10
A, S
pri
ng
201
7,
Wee
kd
ay A
vera
ges
Sto
p U
sa
ge
W
as
hin
gto
n M
etr
op
oli
tan
Are
a T
ran
sit
Au
tho
rity
Rid
ec
he
ck
Plu
s
Sto
pR
oute
sN
o T
ype
Ben
ch
No
Typ
e
She
lter
No
Typ
e
Tra
sh
Sur
vey
Dat
a
So
rte
d b
y S
top
Na
me
PEN
DLE
TON
ST/
N P
ATR
ICK
E40
0010
138
2:10
AS1
2.
. 0
. G
EOID
#10
93.
PEN
DLE
TON
ST/
N P
AYN
E S
E40
0010
938
2:10
AS2
4.
. 0
. G
EOID
#11
12
PEN
DLE
TON
ST/
N W
EST
STW
4000
112
402:
10AN
12
. .
0.
GEO
ID #
1116
. PE
NT
X10
0061
782:
10AN
, 2:1
0AS
. .
. .
#N/A
. PL
ACEI
D #
PEN
T.
PEN
TAG
ON
INBO
UN
D S
TOP
N-7
7140
2:10
AN.
4.
. .
GEO
ID #
2156
1
PEN
TAG
ON
OU
TBO
UN
D S
TS
-179
382:
10AS
4.
. .
. G
EOID
#15
682
. PE
NTA
GO
N T
RAN
SIT
CEN
TW
6000
931
3811
02
. .
1.
GEO
ID #
1454
4.
PEN
TAG
ON
TR
ANSI
T C
TR/B
W60
0093
840
2:10
AN1
140
. .
1.
GEO
ID #
1459
5.
S 23
RD
ST/
FER
N S
TE
6000
136
402:
10AN
622
. .
0.
GEO
ID #
2929
. S
23R
D S
T/FT
SC
OTT
DR
W60
0012
538
2:10
AS1
7.
. 0
. G
EOID
#29
11.
S 23
RD
ST/
GR
ANT
STE
6000
132
402:
10AN
42
. .
1.
GEO
ID #
2924
. S
ARLI
NG
TON
RID
GE
RD
/S
N60
0007
140
2:10
AN8
4.
. 0
. G
EOID
#25
66.
S AR
LIN
GTO
N R
IDG
E R
D/S
S
6000
067
382:
10AS
1015
. .
0.
GEO
ID #
2550
S
ARLI
NG
TON
RID
GE
RD
/S
N60
0008
840
2:10
AN5
1.
. 0
. G
EOID
#26
96.
S AR
LIN
GTO
N R
IDG
E R
D/S
S
6000
084
382:
10AS
18
. .
0.
GEO
ID #
2674
. S
ARLI
NG
TON
RID
GE
RD
/VN
6000
061
402:
10AN
1017
. .
1.
GEO
ID #
2524
. S
EAD
S ST
/18T
H S
TS
6000
190
382:
10AS
525
. .
0.
GEO
ID #
3214
. S
EAD
S ST
/18T
H S
T S
N60
0018
740
2:10
AN7
141
. .
0.
GEO
ID #
3207
. S
EAD
S ST
/20T
H S
T S
N60
0017
140
2:10
AN3
14.
. 0
. G
EOID
#30
83.
S EA
DS
ST/2
3RD
ST
N60
0014
640
2:10
AN14
60.
. 0
. G
EOID
#29
65.
S EA
DS
ST/2
3RD
ST
S60
0014
738
2:10
AS35
13.
. 0
. G
EOID
#29
67.
S EA
DS
ST/A
UR
OR
A H
ILN
S60
0016
838
2:10
AS15
4.
. 0
. G
EOID
#30
76.
S JO
YCE
ST/J
AMES
AT
RIV
S60
0080
138
2:10
AS34
5.
. 0
. G
EOID
#14
055
S
WAS
HIN
GTO
N S
T/D
UKE
SN
4000
012
402:
10AN
85
. .
1.
GEO
ID #
781
. S
WAS
HIN
GTO
N S
T/D
UKE
SS
4000
013
382:
10AS
34
. .
0.
GEO
ID #
782
S
WAS
HIN
GTO
N S
T/KI
NG
SN
4000
025
402:
10AN
107
55.
. 0
. G
EOID
#85
1
S W
ASH
ING
TON
ST/
PRIN
CE
S40
0001
938
2:10
AS4
5.
. 0
. G
EOID
#81
7
S W
ASH
ING
TON
ST/
WIL
KEN
4000
010
402:
10AN
248
. .
1.
GEO
ID #
724
. S
WAS
HIN
GTO
N S
T/W
ILKE
S40
0001
138
2:10
AS11
24.
. 0
. G
EOID
#73
9
16
-Ma
y-1
7P
ag
e 4
of
5Th
is in
form
atio
n is
the
prop
erty
of t
he W
ashi
ngto
n M
etro
polit
an A
rea
Tran
sit A
utho
rity
A-4
APPENDIX B
VEHICULAR, PEDESTRIAN, & BICYCLE COUNTS
Crystal House Phase 3 South Fern Street6939 Wednesday South Fern StreetS.Fern St. & 18th Street S. clear 18th Street NorthArlington County,VA Laura & Victor 18th Street North
aganNorth East
& & TotalRight Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 10 0 10 9 21 8 38 7 20 5 32 20 55 5 80 42 118 1607:15 AM - 7:30 AM 5 14 2 21 6 28 6 40 2 26 19 47 21 66 17 104 68 144 2127:30 AM - 7:45 AM 3 17 3 23 14 19 7 40 6 28 21 55 29 70 9 108 78 148 2267:45 AM - 8:00 AM 4 10 5 19 15 20 7 42 14 39 22 75 23 126 10 159 94 201 2958:00 AM - 8:15 AM 0 17 2 19 9 28 4 41 6 37 12 55 31 97 17 145 74 186 2608:15 AM - 8:30 AM 1 18 5 24 8 15 8 31 10 43 31 84 37 111 18 166 108 197 3058:30 AM - 8:45 AM 3 23 2 28 12 22 9 43 13 42 25 80 26 147 19 192 108 235 3438:45 AM - 9:00 AM 2 15 8 25 4 25 12 41 16 37 27 80 46 165 11 222 105 263 3689:00 AM - 9:15 AM 2 6 1 9 11 17 3 31 11 21 17 49 30 136 16 182 58 213 2719:15 AM - 9:30 AM 6 9 4 19 6 15 6 27 6 24 9 39 24 93 10 127 58 154 2129:30 AM - 9:45 AM 3 16 2 21 7 18 3 28 4 16 6 26 30 81 8 119 47 147 1949:45 AM - 10:00 AM 4 10 1 15 8 28 4 40 0 13 10 23 32 42 8 82 38 122 160Total 33 165 35 233 109 256 77 442 95 346 204 645 349 1189 148 1686 878 2128 3006AM One Hour Volumes7:00 AM - 8:00 AM 12 51 10 73 0.79 44 88 28 160 0.95 29 113 67 209 0.70 93 317 41 451 0.71 282 611 8937:15 AM - 8:15 AM 12 58 12 82 0.89 44 95 24 163 0.97 28 130 74 232 0.77 104 359 53 516 0.81 314 679 9937:30 AM - 8:30 AM 8 62 15 85 0.89 46 82 26 154 0.92 36 147 86 269 0.80 120 404 54 578 0.87 354 732 10867:45 AM - 8:45 AM 8 68 14 90 0.80 44 85 28 157 0.91 43 161 90 294 0.88 117 481 64 662 0.86 384 819 12038:00 AM - 9:00 AM 6 73 17 96 0.86 33 90 33 156 0.91 45 159 95 299 0.89 140 520 65 725 0.82 395 881 12768:15 AM - 9:15 AM 8 62 16 86 0.77 35 79 32 146 0.85 50 143 100 293 0.87 139 559 64 762 0.86 379 908 12878:30 AM - 9:30 AM 13 53 15 81 0.72 33 79 30 142 0.83 46 124 78 248 0.78 126 541 56 723 0.81 329 865 11948:45 AM - 9:45 AM 13 46 15 74 0.74 28 75 24 127 0.77 37 98 59 194 0.61 130 475 45 650 0.73 268 777 10459:00 AM - 10:00 AM 15 41 8 64 0.76 32 78 16 126 0.79 21 74 42 137 0.70 116 352 42 510 0.70 201 636 837PM 15 Minute Volumes4:00 PM - 4:15 PM 3 49 4 56 19 36 9 64 1 21 7 29 41 51 2 94 85 158 2434:15 PM - 4:30 PM 0 50 4 54 10 46 5 61 0 21 11 32 59 56 7 122 86 183 2694:30 PM - 4:45 PM 2 55 13 70 7 56 9 72 5 22 3 30 66 67 8 141 100 213 3134:45 PM - 5:00 PM 4 59 1 64 5 52 16 73 1 13 9 23 76 70 12 158 87 231 3185:00 PM - 5:15 PM 8 79 5 92 7 45 9 61 5 15 6 26 93 71 10 174 118 235 3535:15 PM - 5:30 PM 5 84 10 99 17 54 20 91 2 19 6 27 77 81 5 163 126 254 3805:30 PM - 5:45 PM 4 71 2 77 13 49 19 81 3 21 8 32 82 87 12 181 109 262 3715:45 PM - 6:00 PM 8 82 5 95 9 38 12 59 3 20 7 30 78 96 16 190 125 249 3746:00 PM - 6:15 PM 6 74 4 84 14 35 11 60 6 18 6 30 87 98 7 192 114 252 3666:15 PM - 6:30 PM 3 66 6 75 11 28 7 46 6 21 15 42 73 68 9 150 117 196 3136:30 PM - 6:45 PM 2 59 6 67 12 19 4 35 2 20 10 32 69 90 10 169 99 204 3036:45 PM - 7:00 PM 7 59 6 72 15 30 2 47 6 25 7 38 47 99 6 152 110 199 309Total 52 787 66 905 139 488 123 750 40 236 95 371 848 934 104 1886 1276 2636 3912PM One Hour Volumes4:00 PM - 5:00 PM 9 213 22 244 0.87 41 190 39 270 0.92 7 77 30 114 0.89 242 244 29 515 0.81 358 785 11434:15 PM - 5:15 PM 14 243 23 280 0.76 29 199 39 267 0.91 11 71 29 111 0.87 294 264 37 595 0.85 391 862 12534:30 PM - 5:30 PM 19 277 29 325 0.82 36 207 54 297 0.82 13 69 24 106 0.88 312 289 35 636 0.91 431 933 13644:45 PM - 5:45 PM 21 293 18 332 0.84 42 200 64 306 0.84 11 68 29 108 0.84 328 309 39 676 0.93 440 982 14225:00 PM - 6:00 PM 25 316 22 363 0.92 46 186 60 292 0.80 13 75 27 115 0.90 330 335 43 708 0.93 478 1000 14785:15 PM - 6:15 PM 23 311 21 355 0.90 53 176 62 291 0.80 14 78 27 119 0.93 324 362 40 726 0.95 474 1017 14915:30 PM - 6:30 PM 21 293 17 331 0.87 47 150 49 246 0.76 18 80 36 134 0.80 320 349 44 713 0.93 465 959 14245:45 PM - 6:45 PM 19 281 21 321 0.84 46 120 34 200 0.83 17 79 38 134 0.80 307 352 42 701 0.91 455 901 13566:00 PM - 7:00 PM 18 258 22 298 0.89 52 112 24 188 0.78 20 84 38 142 0.85 276 355 32 663 0.86 440 851 1291
PeriodSouth Fern Street
LOCATION: EASTBOUND ROAD: COUNTED BY: INPUTED BY:
Time 18th Street NorthSouthbound Westbound Northbound Eastbound
18th Street North South Fern Street
W+A JOB NO: INTERSECTION:
NORTHBOUND ROAD: WESTBOUND ROAD:
DAY: WEATHER:
Wells + Associates, Inc.McLean, Virginia
Turning Movement Count - All Vehicles
PROJECT: SOUTHBOUND ROAD: 5/3/2017DATE:
B-1
Crystal House Phase 36939S.Fern St. & 18th Street S. 1Arlington County,VA 2
8 4Wednesday 7 3clear 5Luz 6agan
1 2 3 4 5 6 7 8 1 + 2 3 + 4 5 + 6 7+ 8 TotalAM 15 Minute Volumes7:00 AM - 7:15 AM 3 1 4 5 2 17:15 AM - 7:30 AM 3 3 2 5 1 17:30 AM - 7:45 AM 2 3 1 1 5 17:45 AM - 8:00 AM 1 2 3 6 3 1 18:00 AM - 8:15 AM 2 1 3 2 1 1 1 18:15 AM - 8:30 AM 4 4 6 1 1 6 2 18:30 AM - 8:45 AM 1 2 1 4 18:45 AM - 9:00 AM 6 2 1 4 1 19:00 AM - 9:15 AM 1 1 49:15 AM - 9:30 AM 1 2 3 1 1 1 19:30 AM - 9:45 AM 1 1 6 1 1 1 1 19:45 AM - 10:00 AM 4 5 2 10 3 2 1 1Total 15 26 35 30 11 41 12 9AM One Hour Volumes7:00 AM - 8:00 AM 1 7 10 14 3 18 4 4 8 24 21 8 617:15 AM - 8:15 AM 3 5 12 12 4 14 3 4 8 24 18 7 577:30 AM - 8:30 AM 7 9 15 10 3 15 4 4 16 25 18 8 677:45 AM - 8:45 AM 8 7 14 9 3 14 5 3 15 23 17 8 638:00 AM - 9:00 AM 7 11 13 4 3 15 5 3 18 17 18 8 618:15 AM - 9:15 AM 6 10 11 2 2 18 4 2 16 13 20 6 558:30 AM - 9:30 AM 3 8 8 2 2 13 3 1 11 10 15 4 408:45 AM - 9:45 AM 3 9 12 3 2 10 3 2 12 15 12 5 449:00 AM - 10:00 AM 7 8 12 12 5 8 3 2 15 24 13 5 57PM 15 Minute Volumes4:00 PM - 4:15 PM 3 2 1 2 4 10 6 14:15 PM - 4:30 PM 1 3 3 7 4 4 74:30 PM - 4:45 PM 4 3 1 1 5 1 14:45 PM - 5:00 PM 1 4 2 2 3 5 1 25:00 PM - 5:15 PM 4 1 2 3 1 1 1 15:15 PM - 5:30 PM 3 1 6 6 6 3 3 55:30 PM - 5:45 PM 7 1 2 5 15 3 3 45:45 PM - 6:00 PM 7 6 7 6 10 6 10 76:00 PM - 6:15 PM 4 7 16 17 4 7 6 96:15 PM - 6:30 PM 10 6 1 10 2 7 3 76:30 PM - 6:45 PM 4 2 2 9 2 4 1 36:45 PM - 7:00 PM 1 6 1 6 3 3 3 1Total 49 42 44 74 59 54 45 40PM One Hour Volumes4:00 PM - 5:00 PM 9 12 7 12 16 20 15 3 21 19 36 18 944:15 PM - 5:15 PM 10 11 8 13 13 11 10 3 21 21 24 13 794:30 PM - 5:30 PM 12 9 11 12 15 10 6 8 21 23 25 14 834:45 PM - 5:45 PM 15 7 12 16 25 12 8 12 22 28 37 20 1075:00 PM - 6:00 PM 21 9 17 20 32 13 17 17 30 37 45 34 1465:15 PM - 6:15 PM 21 15 31 34 35 19 22 25 36 65 54 47 2025:30 PM - 6:30 PM 28 20 26 38 31 23 22 27 48 64 54 49 2155:45 PM - 6:45 PM 25 21 26 42 18 24 20 26 46 68 42 46 2026:00 PM - 7:00 PM 19 21 20 42 11 21 13 20 40 62 32 33 167
Wells + Associates, Inc.McLean, Virginia
Pedestrian Volume Survey
PROJECT: W+A JOB NO:
Movement
COUNTED BY: South Fern Street
DAY:
18th
Str
eet
Nor
th
Period
INTERSECTION:
5/3/2017LOCATION:
Time
INPUTED BY:
North
18th
Str
eet
Nor
th
DATE:
WEATHER:
South Fern Street
B-2
Crystal House Phase 3 DATE: South Fern Street6939 DAY: Wednesday South Fern StreetS.Fern St. & 18th Street S. WEATHER: clear 18th Street NorthArlington County,VA COUNTED BY: Luz 18th Street North
INPUTED BY: aganNorth East
& & TotalRight Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 0 2 2 2 2 2 2 47:15 AM - 7:30 AM 0 0 1 1 2 1 1 2 1 37:30 AM - 7:45 AM 0 1 1 0 2 11 1 14 0 15 157:45 AM - 8:00 AM 0 0 1 1 1 7 1 9 1 9 108:00 AM - 8:15 AM 0 0 1 1 14 14 1 14 158:15 AM - 8:30 AM 0 0 0 4 4 0 4 48:30 AM - 8:45 AM 0 1 1 0 5 5 0 6 68:45 AM - 9:00 AM 0 1 1 0 3 3 0 4 49:00 AM - 9:15 AM 0 0 0 8 8 0 8 89:15 AM - 9:30 AM 0 0 1 1 2 2 1 2 39:30 AM - 9:45 AM 0 1 1 1 1 1 2 3 1 4 59:45 AM - 10:00 AM 0 1 1 0 3 3 0 4 4Total 0 0 0 0 0 3 2 5 7 0 1 8 6 60 2 68 8 73 81AM One Hour Volumes7:00 AM - 8:00 AM 0 0 0 0 0 1 0 1 4 0 1 5 5 19 2 26 5 27 327:15 AM - 8:15 AM 0 0 0 0 0 1 0 1 3 0 1 4 3 33 2 38 4 39 437:30 AM - 8:30 AM 0 0 0 0 0 1 0 1 2 0 0 2 3 36 2 41 2 42 447:45 AM - 8:45 AM 0 0 0 0 0 1 0 1 2 0 0 2 1 30 1 32 2 33 358:00 AM - 9:00 AM 0 0 0 0 0 1 1 2 1 0 0 1 0 26 0 26 1 28 298:15 AM - 9:15 AM 0 0 0 0 0 1 1 2 0 0 0 0 0 20 0 20 0 22 228:30 AM - 9:30 AM 0 0 0 0 0 1 1 2 1 0 0 1 0 18 0 18 1 20 218:45 AM - 9:45 AM 0 0 0 0 0 0 2 2 2 0 0 2 1 15 0 16 2 18 209:00 AM - 10:00 AM 0 0 0 0 0 1 1 2 2 0 0 2 1 15 0 16 2 18 20PM 15 Minute Volumes4:00 PM - 4:15 PM 1 1 1 1 2 2 2 3 3 3 5 84:15 PM - 4:30 PM 0 1 1 1 1 2 2 2 2 3 54:30 PM - 4:45 PM 0 0 2 2 1 1 2 1 34:45 PM - 5:00 PM 1 1 1 3 1 2 3 2 1 3 1 3 4 6 7 135:00 PM - 5:15 PM 1 1 1 4 1 6 3 3 2 2 4 8 125:15 PM - 5:30 PM 1 1 1 1 2 0 2 2 1 4 55:30 PM - 5:45 PM 1 1 2 1 3 0 3 3 1 6 75:45 PM - 6:00 PM 3 3 3 3 0 4 4 3 7 106:00 PM - 6:15 PM 2 2 4 4 1 1 3 3 3 7 106:15 PM - 6:30 PM 4 4 6 2 8 0 3 3 4 11 156:30 PM - 6:45 PM 1 1 1 1 2 0 2 4 6 1 8 96:45 PM - 7:00 PM 1 1 1 1 0 2 2 1 3 4Total 2 14 2 18 4 21 10 35 3 10 0 13 3 32 0 35 31 70 101PM One Hour Volumes4:00 PM - 5:00 PM 1 1 2 4 2 1 3 6 3 6 0 9 1 9 0 10 13 16 294:15 PM - 5:15 PM 2 1 1 4 2 4 4 10 3 7 0 10 1 8 0 9 14 19 334:30 PM - 5:30 PM 2 2 1 5 3 4 4 11 2 6 0 8 1 8 0 9 13 20 334:45 PM - 5:45 PM 2 3 1 6 3 6 5 14 2 4 0 6 1 10 0 11 12 25 375:00 PM - 6:00 PM 1 5 0 6 2 9 3 14 0 3 0 3 0 11 0 11 9 25 345:15 PM - 6:15 PM 0 7 0 7 1 9 2 12 0 1 0 1 0 12 0 12 8 24 325:30 PM - 6:30 PM 0 10 0 10 0 15 3 18 0 1 0 1 0 13 0 13 11 31 425:45 PM - 6:45 PM 0 10 0 10 0 14 3 17 0 1 0 1 2 14 0 16 11 33 446:00 PM - 7:00 PM 0 8 0 8 0 11 4 15 0 1 0 1 2 12 0 14 9 29 38
PeriodSouth Fern Street
EastboundSouthboundSouth Fern Street
Westbound
Wells + Associates, Inc.McLean, Virginia
Time
Turning Movement Count - Bicycles
5/3/2017 SOUTHBOUND ROAD: NORTHBOUND ROAD: W+A JOB NO:
INTERSECTION: LOCATION:
WESTBOUND ROAD: EASTBOUND ROAD:
PROJECT:
18th Street NorthNorthbound
18th Street North
B-3
Crystal House Phase 3 Site Driveway6939 Wednesday Site Driveway18th Street S.& Site Driveway clear 18th Street NorthArlington County,VA Majda 18th Street North
aganNorth East
& & TotalRight Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 4 0 0 4 5 33 0 38 1 0 0 1 1 59 0 60 5 98 1037:15 AM - 7:30 AM 8 0 0 8 3 38 0 41 2 0 0 2 1 77 0 78 10 119 1297:30 AM - 7:45 AM 6 0 0 6 2 33 0 35 5 0 0 5 0 91 0 91 11 126 1377:45 AM - 8:00 AM 7 0 0 7 1 38 0 39 0 0 0 0 0 147 0 147 7 186 1938:00 AM - 8:15 AM 6 0 0 6 3 38 0 41 1 0 0 1 0 113 0 113 7 154 1618:15 AM - 8:30 AM 7 0 0 7 3 29 0 32 1 0 0 1 0 138 0 138 8 170 1788:30 AM - 8:45 AM 9 0 0 9 2 29 0 31 0 0 0 0 2 177 0 179 9 210 2198:45 AM - 9:00 AM 8 0 0 8 2 32 0 34 1 0 0 1 3 193 0 196 9 230 2399:00 AM - 9:15 AM 8 0 0 8 2 23 0 25 2 0 0 2 0 155 0 155 10 180 1909:15 AM - 9:30 AM 6 0 0 6 3 21 0 24 0 0 0 0 0 111 0 111 6 135 1419:30 AM - 9:45 AM 5 0 0 5 1 26 0 27 1 0 0 1 1 86 0 87 6 114 1209:45 AM - 10:00 AM 8 0 0 8 0 31 0 31 0 0 0 0 0 50 0 50 8 81 89Total 82 0 0 82 27 371 0 398 14 0 0 14 8 1397 0 1405 96 1803 1899AM One Hour Volumes7:00 AM - 8:00 AM 25 0 0 25 0.78 11 142 0 153 0.93 8 0 0 8 0.40 2 374 0 376 0.64 33 529 5627:15 AM - 8:15 AM 27 0 0 27 0.84 9 147 0 156 0.95 8 0 0 8 0.40 1 428 0 429 0.73 35 585 6207:30 AM - 8:30 AM 26 0 0 26 0.93 9 138 0 147 0.90 7 0 0 7 0.35 0 489 0 489 0.83 33 636 6697:45 AM - 8:45 AM 29 0 0 29 0.81 9 134 0 143 0.87 2 0 0 2 0.50 2 575 0 577 0.81 31 720 7518:00 AM - 9:00 AM 30 0 0 30 0.83 10 128 0 138 0.84 3 0 0 3 0.75 5 621 0 626 0.80 33 764 7978:15 AM - 9:15 AM 32 0 0 32 0.89 9 113 0 122 0.90 4 0 0 4 0.50 5 663 0 668 0.85 36 790 8268:30 AM - 9:30 AM 31 0 0 31 0.86 9 105 0 114 0.84 3 0 0 3 0.38 5 636 0 641 0.82 34 755 7898:45 AM - 9:45 AM 27 0 0 27 0.84 8 102 0 110 0.81 4 0 0 4 0.50 4 545 0 549 0.70 31 659 6909:00 AM - 10:00 AM 27 0 0 27 0.84 6 101 0 107 0.86 3 0 0 3 0.38 1 402 0 403 0.65 30 510 540PM 15 Minute Volumes4:00 PM - 4:15 PM 5 0 0 5 0 55 0 55 0 0 0 0 2 63 0 65 5 120 1254:15 PM - 4:30 PM 3 0 0 3 0 58 0 58 0 0 0 0 0 68 0 68 3 126 1294:30 PM - 4:45 PM 2 0 0 2 2 66 0 68 3 0 0 3 0 81 0 81 5 149 1544:45 PM - 5:00 PM 4 0 0 4 0 66 0 66 3 0 0 3 1 84 0 85 7 151 1585:00 PM - 5:15 PM 6 0 0 6 1 54 0 55 0 0 0 0 2 83 0 85 6 140 1465:15 PM - 5:30 PM 6 0 0 6 3 83 0 86 2 0 0 2 3 99 0 102 8 188 1965:30 PM - 5:45 PM 13 0 0 13 1 73 0 74 2 0 0 2 0 110 0 110 15 184 1995:45 PM - 6:00 PM 5 0 0 5 0 44 0 44 0 0 0 0 2 113 0 115 5 159 1646:00 PM - 6:15 PM 9 0 0 9 0 65 0 65 1 0 0 1 0 123 0 123 10 188 1986:15 PM - 6:30 PM 6 0 0 6 6 56 0 62 0 0 0 0 2 95 0 97 6 159 1656:30 PM - 6:45 PM 7 0 0 7 2 47 0 49 1 0 0 1 5 100 0 105 8 154 1626:45 PM - 7:00 PM 5 0 0 5 3 43 0 46 3 0 0 3 1 106 0 107 8 153 161Total 71 0 0 71 18 710 0 728 15 0 0 15 18 1125 0 1143 86 1871 1957PM One Hour Volumes4:00 PM - 5:00 PM 14 0 0 14 0.70 2 245 0 247 0.91 6 0 0 6 0.50 3 296 0 299 0.88 20 546 5664:15 PM - 5:15 PM 15 0 0 15 0.63 3 244 0 247 0.91 6 0 0 6 0.50 3 316 0 319 0.94 21 566 5874:30 PM - 5:30 PM 18 0 0 18 0.75 6 269 0 275 0.80 8 0 0 8 0.67 6 347 0 353 0.87 26 628 6544:45 PM - 5:45 PM 29 0 0 29 0.56 5 276 0 281 0.82 7 0 0 7 0.58 6 376 0 382 0.87 36 663 6995:00 PM - 6:00 PM 30 0 0 30 0.58 5 254 0 259 0.75 4 0 0 4 0.50 7 405 0 412 0.90 34 671 7055:15 PM - 6:15 PM 33 0 0 33 0.63 4 265 0 269 0.78 5 0 0 5 0.63 5 445 0 450 0.91 38 719 7575:30 PM - 6:30 PM 33 0 0 33 0.63 7 238 0 245 0.83 3 0 0 3 0.38 4 441 0 445 0.90 36 690 7265:45 PM - 6:45 PM 27 0 0 27 0.75 8 212 0 220 0.85 2 0 0 2 0.50 9 431 0 440 0.89 29 660 6896:00 PM - 7:00 PM 27 0 0 27 0.75 11 211 0 222 0.85 5 0 0 5 0.42 8 424 0 432 0.88 32 654 686
PeriodSite Driveway
LOCATION: EASTBOUND ROAD: COUNTED BY: INPUTED BY:
Time 18th Street NorthSouthbound Westbound Northbound Eastbound
18th Street North Site Driveway
W+A JOB NO: INTERSECTION:
NORTHBOUND ROAD: WESTBOUND ROAD:
DAY: WEATHER:
Wells + Associates, Inc.McLean, Virginia
Turning Movement Count - All Vehicles
PROJECT: SOUTHBOUND ROAD: 5/3/2017DATE:
B-4
Crystal House Phase 3693918th Street S.& Site Driveway 1Arlington County,VA 2
8 4Wednesday 7 3clear 5Majda 6agan
1 2 3 4 5 6 7 8 1 + 2 3 + 4 5 + 6 7+ 8 TotalAM 15 Minute Volumes7:00 AM - 7:15 AM 3 13 1 97:15 AM - 7:30 AM 3 14 1 67:30 AM - 7:45 AM 2 12 1 21 1 77:45 AM - 8:00 AM 2 14 1 3 3 2 18:00 AM - 8:15 AM 4 19 3 98:15 AM - 8:30 AM 2 12 1 1 78:30 AM - 8:45 AM 2 11 1 88:45 AM - 9:00 AM 9 2 5 19:00 AM - 9:15 AM 5 7 1 1 99:15 AM - 9:30 AM 3 7 69:30 AM - 9:45 AM 5 5 1 29:45 AM - 10:00 AM 11 8 1 2 1Total 42 131 3 25 15 72 2 2AM One Hour Volumes7:00 AM - 8:00 AM 10 53 1 24 4 25 2 1 63 25 29 3 1207:15 AM - 8:15 AM 11 59 1 23 7 25 2 1 70 24 32 3 1297:30 AM - 8:30 AM 10 57 2 22 8 26 2 1 67 24 34 3 1287:45 AM - 8:45 AM 10 56 1 1 8 27 2 1 66 2 35 3 1068:00 AM - 9:00 AM 8 51 1 0 7 29 0 1 59 1 36 1 978:15 AM - 9:15 AM 9 39 1 1 5 29 0 1 48 2 34 1 858:30 AM - 9:30 AM 10 34 0 1 4 28 0 1 44 1 32 1 788:45 AM - 9:45 AM 13 28 0 1 4 22 0 1 41 1 26 1 699:00 AM - 10:00 AM 24 27 1 1 4 18 0 0 51 2 22 0 75PM 15 Minute Volumes4:00 PM - 4:15 PM 12 2 2 3 14:15 PM - 4:30 PM 4 2 5 24:30 PM - 4:45 PM 5 2 8 14:45 PM - 5:00 PM 3 3 4 25:00 PM - 5:15 PM 11 2 1 6 45:15 PM - 5:30 PM 8 7 5 9 35:30 PM - 5:45 PM 9 2 15 4 15:45 PM - 6:00 PM 13 8 3 9 56:00 PM - 6:15 PM 10 7 5 5 3 16:15 PM - 6:30 PM 20 6 1 5 76:30 PM - 6:45 PM 13 7 1 5 36:45 PM - 7:00 PM 12 11 1 3 1 2Total 120 59 6 16 75 37 1 1PM One Hour Volumes4:00 PM - 5:00 PM 24 9 0 2 20 6 0 0 33 2 26 0 614:15 PM - 5:15 PM 23 9 1 0 23 9 0 0 32 1 32 0 654:30 PM - 5:30 PM 27 14 1 5 27 10 0 0 41 6 37 0 844:45 PM - 5:45 PM 31 14 1 5 34 13 0 1 45 6 47 1 995:00 PM - 6:00 PM 41 19 4 5 39 16 0 1 60 9 55 1 1255:15 PM - 6:15 PM 40 24 3 10 38 15 1 1 64 13 53 2 1325:30 PM - 6:30 PM 52 23 4 5 34 19 1 1 75 9 53 2 1395:45 PM - 6:45 PM 56 28 4 6 24 18 1 0 84 10 42 1 1376:00 PM - 7:00 PM 55 31 2 9 16 15 1 0 86 11 31 1 129
Wells + Associates, Inc.McLean, Virginia
Pedestrian Volume Survey
PROJECT: W+A JOB NO:
Movement
COUNTED BY: Site Driveway
DAY:
18th
Str
eet
Nor
th
Period
INTERSECTION:
5/3/2017LOCATION:
Time
INPUTED BY:
North
18th
Str
eet
Nor
th
DATE:
WEATHER:
Site Driveway
B-5
Crystal House Phase 3 DATE: Site Driveway6939 DAY: Wednesday Site Driveway18th Street S.& Site Driveway WEATHER: clear 18th Street NorthArlington County,VA COUNTED BY: Majda 18th Street North
INPUTED BY: aganNorth East
& & TotalRight Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 0 0 2 2 0 2 27:15 AM - 7:30 AM 0 1 1 0 1 1 0 2 27:30 AM - 7:45 AM 0 0 0 10 10 0 10 107:45 AM - 8:00 AM 1 1 0 0 7 7 1 7 88:00 AM - 8:15 AM 1 1 0 0 12 12 1 12 138:15 AM - 8:30 AM 0 1 1 1 3 0 7 7 0 10 108:30 AM - 8:45 AM 1 1 0 0 2 2 1 2 38:45 AM - 9:00 AM 0 1 1 0 4 4 0 5 59:00 AM - 9:15 AM 0 0 0 7 7 0 7 79:15 AM - 9:30 AM 0 0 0 2 2 0 2 29:30 AM - 9:45 AM 0 2 2 0 2 2 0 4 49:45 AM - 10:00 AM 0 0 0 1 1 0 1 1Total 0 0 3 3 1 5 1 7 0 0 0 0 0 57 0 57 3 64 67AM One Hour Volumes7:00 AM - 8:00 AM 0 0 1 1 0 1 0 1 0 0 0 0 0 20 0 20 1 21 227:15 AM - 8:15 AM 0 0 2 2 0 1 0 1 0 0 0 0 0 30 0 30 2 31 337:30 AM - 8:30 AM 0 0 2 2 1 1 1 3 0 0 0 0 0 36 0 36 2 39 417:45 AM - 8:45 AM 0 0 3 3 1 1 1 3 0 0 0 0 0 28 0 28 3 31 348:00 AM - 9:00 AM 0 0 2 2 1 2 1 4 0 0 0 0 0 25 0 25 2 29 318:15 AM - 9:15 AM 0 0 1 1 1 2 1 4 0 0 0 0 0 20 0 20 1 24 258:30 AM - 9:30 AM 0 0 1 1 0 1 0 1 0 0 0 0 0 15 0 15 1 16 178:45 AM - 9:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 15 0 15 0 18 189:00 AM - 10:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 12 0 12 0 14 14PM 15 Minute Volumes4:00 PM - 4:15 PM 0 5 5 0 0 0 5 54:15 PM - 4:30 PM 0 2 2 0 0 0 2 24:30 PM - 4:45 PM 0 2 2 0 1 1 0 3 34:45 PM - 5:00 PM 0 3 3 0 0 0 3 35:00 PM - 5:15 PM 1 1 5 5 0 4 4 1 9 105:15 PM - 5:30 PM 0 1 1 2 0 1 1 0 3 35:30 PM - 5:45 PM 0 7 7 0 0 0 7 75:45 PM - 6:00 PM 0 4 4 0 3 3 0 7 76:00 PM - 6:15 PM 0 1 5 6 0 0 0 6 66:15 PM - 6:30 PM 1 1 6 6 0 7 7 1 13 146:30 PM - 6:45 PM 0 5 5 1 1 2 2 1 7 86:45 PM - 7:00 PM 0 2 2 0 3 3 0 5 5Total 0 0 2 2 2 47 0 49 1 0 0 1 0 21 0 21 3 70 73PM One Hour Volumes4:00 PM - 5:00 PM 0 0 0 0 0 12 0 12 0 0 0 0 0 1 0 1 0 13 134:15 PM - 5:15 PM 0 0 1 1 0 12 0 12 0 0 0 0 0 5 0 5 1 17 184:30 PM - 5:30 PM 0 0 1 1 1 11 0 12 0 0 0 0 0 6 0 6 1 18 194:45 PM - 5:45 PM 0 0 1 1 1 16 0 17 0 0 0 0 0 5 0 5 1 22 235:00 PM - 6:00 PM 0 0 1 1 1 17 0 18 0 0 0 0 0 8 0 8 1 26 275:15 PM - 6:15 PM 0 0 0 0 2 17 0 19 0 0 0 0 0 4 0 4 0 23 235:30 PM - 6:30 PM 0 0 1 1 1 22 0 23 0 0 0 0 0 10 0 10 1 33 345:45 PM - 6:45 PM 0 0 1 1 1 20 0 21 1 0 0 1 0 12 0 12 2 33 356:00 PM - 7:00 PM 0 0 1 1 1 18 0 19 1 0 0 1 0 12 0 12 2 31 33
PeriodSite Driveway
EastboundSouthboundSite Driveway
Westbound
Wells + Associates, Inc.McLean, Virginia
Time
Turning Movement Count - Bicycles
5/3/2017 SOUTHBOUND ROAD: NORTHBOUND ROAD: W+A JOB NO:
INTERSECTION: LOCATION:
WESTBOUND ROAD: EASTBOUND ROAD:
PROJECT:
18th Street NorthNorthbound
18th Street North
B-6
Crystal House Phase 3 South Eads Street6939 Wednesday South Eads StreetS. Eads St. & 18th Street S. clear 18th Street SouthArlington County,VA Matt & Jose 18th Street South
aganNorth East
& & TotalRight Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 4 37 8 49 4 17 13 34 6 63 14 83 22 26 6 54 132 88 2207:15 AM - 7:30 AM 2 33 9 44 12 11 7 30 8 72 16 96 21 44 8 73 140 103 2437:30 AM - 7:45 AM 5 45 9 59 8 15 12 35 10 64 8 82 25 44 16 85 141 120 2617:45 AM - 8:00 AM 4 31 12 47 11 23 7 41 12 73 7 92 28 86 18 132 139 173 3128:00 AM - 8:15 AM 8 38 8 54 5 21 11 37 12 86 9 107 25 74 15 114 161 151 3128:15 AM - 8:30 AM 3 44 17 64 8 15 13 36 11 63 9 83 23 99 17 139 147 175 3228:30 AM - 8:45 AM 3 39 19 61 8 17 10 35 20 85 8 113 33 127 21 181 174 216 3908:45 AM - 9:00 AM 2 41 14 57 4 14 20 38 20 83 13 116 26 137 12 175 173 213 3869:00 AM - 9:15 AM 4 12 5 21 11 15 10 36 7 59 8 74 41 117 12 170 95 206 3019:15 AM - 9:30 AM 4 43 15 62 6 7 4 17 6 63 11 80 34 68 19 121 142 138 2809:30 AM - 9:45 AM 6 46 16 68 11 4 10 25 9 46 13 68 25 44 8 77 136 102 2389:45 AM - 10:00 AM 3 44 14 61 11 12 4 27 3 51 15 69 16 30 0 46 130 73 203Total 48 453 146 647 99 171 121 391 124 808 131 1063 319 896 152 1367 1710 1758 3468AM One Hour Volumes7:00 AM - 8:00 AM 15 146 38 199 0.84 35 66 39 140 0.85 36 272 45 353 0.92 96 200 48 344 0.65 552 484 10367:15 AM - 8:15 AM 19 147 38 204 0.86 36 70 37 143 0.87 42 295 40 377 0.88 99 248 57 404 0.77 581 547 11287:30 AM - 8:30 AM 20 158 46 224 0.88 32 74 43 149 0.91 45 286 33 364 0.85 101 303 66 470 0.85 588 619 12077:45 AM - 8:45 AM 18 152 56 226 0.88 32 76 41 149 0.91 55 307 33 395 0.87 109 386 71 566 0.78 621 715 13368:00 AM - 9:00 AM 16 162 58 236 0.92 25 67 54 146 0.96 63 317 39 419 0.90 107 437 65 609 0.84 655 755 14108:15 AM - 9:15 AM 12 136 55 203 0.79 31 61 53 145 0.95 58 290 38 386 0.83 123 480 62 665 0.92 589 810 13998:30 AM - 9:30 AM 13 135 53 201 0.81 29 53 44 126 0.83 53 290 40 383 0.83 134 449 64 647 0.89 584 773 13578:45 AM - 9:45 AM 16 142 50 208 0.76 32 40 44 116 0.76 42 251 45 338 0.73 126 366 51 543 0.78 546 659 12059:00 AM - 10:00 AM 17 145 50 212 0.78 39 38 28 105 0.73 25 219 47 291 0.91 116 259 39 414 0.61 503 519 1022PM 15 Minute Volumes4:00 PM - 4:15 PM 4 61 6 71 9 34 16 59 6 71 17 94 26 24 6 56 165 115 2804:15 PM - 4:30 PM 6 88 10 104 12 37 16 65 9 55 19 83 39 10 3 52 187 117 3044:30 PM - 4:45 PM 6 97 6 109 17 44 15 76 5 65 18 88 42 28 4 74 197 150 3474:45 PM - 5:00 PM 4 104 2 110 16 25 13 54 8 59 19 86 36 37 5 78 196 132 3285:00 PM - 5:15 PM 7 106 10 123 15 31 16 62 13 85 8 106 44 32 6 82 229 144 3735:15 PM - 5:30 PM 7 134 9 150 13 55 22 90 8 67 26 101 51 34 2 87 251 177 4285:30 PM - 5:45 PM 3 103 15 121 11 40 24 75 10 84 26 120 56 32 8 96 241 171 4125:45 PM - 6:00 PM 7 134 7 148 7 23 11 41 1 82 15 98 63 28 9 100 246 141 3876:00 PM - 6:15 PM 6 116 12 134 16 36 17 69 6 71 16 93 66 30 10 106 227 175 4026:15 PM - 6:30 PM 11 136 7 154 12 26 14 52 7 79 20 106 39 27 16 82 260 134 3946:30 PM - 6:45 PM 6 129 7 142 14 22 22 58 4 53 18 75 49 35 11 95 217 153 3706:45 PM - 7:00 PM 10 122 9 141 9 14 5 28 4 58 16 78 60 25 23 108 219 136 355Total 77 1330 100 1507 151 387 191 729 81 829 218 1128 571 342 103 1016 2635 1745 4380PM One Hour Volumes4:00 PM - 5:00 PM 20 350 24 394 0.90 54 140 60 254 0.84 28 250 73 351 0.93 143 99 18 260 0.83 745 514 12594:15 PM - 5:15 PM 23 395 28 446 0.91 60 137 60 257 0.85 35 264 64 363 0.86 161 107 18 286 0.87 809 543 13524:30 PM - 5:30 PM 24 441 27 492 0.82 61 155 66 282 0.78 34 276 71 381 0.90 173 131 17 321 0.92 873 603 14764:45 PM - 5:45 PM 21 447 36 504 0.84 55 151 75 281 0.78 39 295 79 413 0.86 187 135 21 343 0.89 917 624 15415:00 PM - 6:00 PM 24 477 41 542 0.90 46 149 73 268 0.74 32 318 75 425 0.89 214 126 25 365 0.91 967 633 16005:15 PM - 6:15 PM 23 487 43 553 0.92 47 154 74 275 0.76 25 304 83 412 0.86 236 124 29 389 0.92 965 664 16295:30 PM - 6:30 PM 27 489 41 557 0.90 46 125 66 237 0.79 24 316 77 417 0.87 224 117 43 384 0.91 974 621 15955:45 PM - 6:45 PM 30 515 33 578 0.94 49 107 64 220 0.80 18 285 69 372 0.88 217 120 46 383 0.90 950 603 15536:00 PM - 7:00 PM 33 503 35 571 0.93 51 98 58 207 0.75 21 261 70 352 0.83 214 117 60 391 0.91 923 598 1521
PeriodSouth Eads Street
LOCATION: EASTBOUND ROAD: COUNTED BY: INPUTED BY:
Time 18th Street SouthSouthbound Westbound Northbound Eastbound
18th Street South South Eads Street
W+A JOB NO: INTERSECTION:
NORTHBOUND ROAD: WESTBOUND ROAD:
DAY: WEATHER:
Wells + Associates, Inc.McLean, Virginia
Turning Movement Count - All Vehicles
PROJECT: SOUTHBOUND ROAD: 5/3/2017DATE:
B-7
Crystal House Phase 36939S. Eads St. & 18th Street S. 1Arlington County,VA 2
8 4Wednesday 7 3clear 5Muris 6agan
1 2 3 4 5 6 7 8 1 + 2 3 + 4 5 + 6 7+ 8 TotalAM 15 Minute Volumes7:00 AM - 7:15 AM 10 28 30 5 20 15 57:15 AM - 7:30 AM 5 27 22 6 2 13 13 77:30 AM - 7:45 AM 10 36 27 13 10 19 18 77:45 AM - 8:00 AM 5 40 25 21 7 21 228:00 AM - 8:15 AM 15 45 32 7 12 29 20 78:15 AM - 8:30 AM 10 35 54 8 5 30 15 58:30 AM - 8:45 AM 10 40 26 15 10 22 23 88:45 AM - 9:00 AM 8 33 25 13 5 30 18 59:00 AM - 9:15 AM 10 31 60 13 6 28 16 59:15 AM - 9:30 AM 6 11 23 8 3 16 10 59:30 AM - 9:45 AM 8 29 18 18 5 6 11 59:45 AM - 10:00 AM 20 23 15 8 7 9 16 3Total 117 378 357 135 72 243 197 62AM One Hour Volumes7:00 AM - 8:00 AM 30 131 104 45 19 73 68 19 161 149 92 87 4897:15 AM - 8:15 AM 35 148 106 47 31 82 73 21 183 153 113 94 5437:30 AM - 8:30 AM 40 156 138 49 34 99 75 19 196 187 133 94 6107:45 AM - 8:45 AM 40 160 137 51 34 102 80 20 200 188 136 100 6248:00 AM - 9:00 AM 43 153 137 43 32 111 76 25 196 180 143 101 6208:15 AM - 9:15 AM 38 139 165 49 26 110 72 23 177 214 136 95 6228:30 AM - 9:30 AM 34 115 134 49 24 96 67 23 149 183 120 90 5428:45 AM - 9:45 AM 32 104 126 52 19 80 55 20 136 178 99 75 4889:00 AM - 10:00 AM 44 94 116 47 21 59 53 18 138 163 80 71 452PM 15 Minute Volumes4:00 PM - 4:15 PM 15 10 5 6 6 2 5 54:15 PM - 4:30 PM 10 6 11 13 15 2 4 74:30 PM - 4:45 PM 24 5 17 37 16 2 10 134:45 PM - 5:00 PM 10 9 7 20 11 2 2 85:00 PM - 5:15 PM 34 8 19 24 23 5 17 235:15 PM - 5:30 PM 24 8 7 37 21 1 7 135:30 PM - 5:45 PM 48 9 16 29 39 5 15 225:45 PM - 6:00 PM 36 13 19 41 26 6 8 236:00 PM - 6:15 PM 26 10 16 39 24 6 10 166:15 PM - 6:30 PM 29 16 10 28 21 5 7 186:30 PM - 6:45 PM 48 19 20 29 21 12 13 266:45 PM - 7:00 PM 28 7 12 29 18 5 7 19Total 332 120 159 332 241 53 105 193PM One Hour Volumes4:00 PM - 5:00 PM 59 30 40 76 48 8 21 33 89 116 56 54 3154:15 PM - 5:15 PM 78 28 54 94 65 11 33 51 106 148 76 84 4144:30 PM - 5:30 PM 92 30 50 118 71 10 36 57 122 168 81 93 4644:45 PM - 5:45 PM 116 34 49 110 94 13 41 66 150 159 107 107 5235:00 PM - 6:00 PM 142 38 61 131 109 17 47 81 180 192 126 128 6265:15 PM - 6:15 PM 134 40 58 146 110 18 40 74 174 204 128 114 6205:30 PM - 6:30 PM 139 48 61 137 110 22 40 79 187 198 132 119 6365:45 PM - 6:45 PM 139 58 65 137 92 29 38 83 197 202 121 121 6416:00 PM - 7:00 PM 131 52 58 125 84 28 37 79 183 183 112 116 594
Movement
COUNTED BY: South Eads Street
DAY:
18th
Str
eet
Sout
h
INPUTED BY:
Wells + Associates, Inc.McLean, Virginia
Pedestrian Volume Survey
PROJECT: W+A JOB NO:
North
18th
Str
eet
Sout
h
DATE:
WEATHER:
South Eads Street
Period
INTERSECTION:
5/3/2017LOCATION:
Time
B-8
Crystal House Phase 3 DATE: South Eads Street6939 DAY: Wednesday South Eads StreetS. Eads St. & 18th Street S. WEATHER: clear 18th Street SouthArlington County,VA COUNTED BY: Muris 18th Street South
INPUTED BY: aganNorth East
& & TotalRight Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 0 2 3 1 6 2 2 6 2 87:15 AM - 7:30 AM 1 1 0 2 2 1 1 3 1 47:30 AM - 7:45 AM 0 0 2 1 3 12 12 3 12 157:45 AM - 8:00 AM 0 0 1 1 4 4 1 4 58:00 AM - 8:15 AM 0 0 1 2 3 12 12 3 12 158:15 AM - 8:30 AM 1 1 0 1 1 5 5 2 5 78:30 AM - 8:45 AM 2 2 0 1 1 3 3 3 3 68:45 AM - 9:00 AM 1 1 1 1 2 2 4 3 3 5 4 99:00 AM - 9:15 AM 0 1 1 2 2 3 3 2 4 69:15 AM - 9:30 AM 0 0 2 2 3 3 2 3 59:30 AM - 9:45 AM 0 2 2 0 11 11 0 13 139:45 AM - 10:00 AM 0 0 0 0 0 0 0Total 0 3 2 5 0 4 0 4 12 12 1 25 0 59 0 59 30 63 93AM One Hour Volumes7:00 AM - 8:00 AM 0 1 0 1 0 0 0 0 4 7 1 12 0 19 0 19 13 19 327:15 AM - 8:15 AM 0 1 0 1 0 0 0 0 3 6 0 9 0 29 0 29 10 29 397:30 AM - 8:30 AM 0 0 1 1 0 0 0 0 4 4 0 8 0 33 0 33 9 33 427:45 AM - 8:45 AM 0 2 1 3 0 0 0 0 2 4 0 6 0 24 0 24 9 24 338:00 AM - 9:00 AM 0 2 2 4 0 1 0 1 4 5 0 9 0 23 0 23 13 24 378:15 AM - 9:15 AM 0 2 2 4 0 2 0 2 5 3 0 8 0 14 0 14 12 16 288:30 AM - 9:30 AM 0 2 1 3 0 2 0 2 6 3 0 9 0 12 0 12 12 14 268:45 AM - 9:45 AM 0 0 1 1 0 4 0 4 6 2 0 8 0 20 0 20 9 24 339:00 AM - 10:00 AM 0 0 0 0 0 3 0 3 4 0 0 4 0 17 0 17 4 20 24PM 15 Minute Volumes4:00 PM - 4:15 PM 0 1 1 2 0 1 1 2 0 4 44:15 PM - 4:30 PM 1 1 1 2 3 0 0 1 3 44:30 PM - 4:45 PM 2 2 3 2 5 1 1 0 3 5 84:45 PM - 5:00 PM 2 2 5 5 0 1 1 2 6 85:00 PM - 5:15 PM 3 3 1 4 1 6 1 1 0 4 6 105:15 PM - 5:30 PM 5 5 2 1 3 0 1 1 2 5 5 105:30 PM - 5:45 PM 2 2 5 5 2 1 3 2 1 3 5 8 135:45 PM - 6:00 PM 3 3 4 4 0 2 2 3 6 96:00 PM - 6:15 PM 3 3 8 8 1 1 1 1 4 9 136:15 PM - 6:30 PM 2 2 4 4 2 2 1 5 6 4 10 146:30 PM - 6:45 PM 2 2 4 2 6 0 1 1 2 2 8 106:45 PM - 7:00 PM 1 1 1 1 0 1 1 1 2 3Total 0 26 0 26 2 43 7 52 3 4 1 8 6 14 0 20 34 72 106PM One Hour Volumes4:00 PM - 5:00 PM 0 5 0 5 1 11 3 15 1 0 0 1 1 2 0 3 6 18 244:15 PM - 5:15 PM 0 8 0 8 2 14 3 19 1 1 0 2 0 1 0 1 10 20 304:30 PM - 5:30 PM 0 12 0 12 1 14 4 19 1 1 0 2 1 2 0 3 14 22 364:45 PM - 5:45 PM 0 12 0 12 1 16 2 19 2 2 0 4 3 3 0 6 16 25 415:00 PM - 6:00 PM 0 13 0 13 1 15 2 18 2 2 0 4 3 4 0 7 17 25 425:15 PM - 6:15 PM 0 13 0 13 0 19 1 20 2 1 1 4 3 5 0 8 17 28 455:30 PM - 6:30 PM 0 10 0 10 0 21 0 21 2 3 1 6 3 9 0 12 16 33 495:45 PM - 6:45 PM 0 10 0 10 0 20 2 22 0 2 1 3 2 9 0 11 13 33 466:00 PM - 7:00 PM 0 8 0 8 0 17 2 19 0 2 1 3 2 8 0 10 11 29 40
PeriodSouth Eads Street
EastboundSouthboundSouth Eads Street
Westbound
Wells + Associates, Inc.McLean, Virginia
Time
Turning Movement Count - Bicycles
5/3/2017 SOUTHBOUND ROAD: NORTHBOUND ROAD: W+A JOB NO:
INTERSECTION: LOCATION:
WESTBOUND ROAD: EASTBOUND ROAD:
PROJECT:
18th Street SouthNorthbound
18th Street South
B-9
Crystal House Phase 3 South Eads Street6939 Wednesday South Eads StreetS. Eads St. & 20th Street S. clear 20th Street SouthArlington County,VA Salih & Ali 20th Street South
aganNorth East
& & TotalRight Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 41 17 58 15 0 5 20 13 63 1 77 2 6 0 8 135 28 1637:15 AM - 7:30 AM 2 41 20 63 16 2 12 30 25 93 6 124 3 12 1 16 187 46 2337:30 AM - 7:45 AM 8 52 17 77 19 3 11 33 32 69 2 103 3 16 3 22 180 55 2357:45 AM - 8:00 AM 2 39 31 72 15 3 7 25 38 88 0 126 1 8 3 12 198 37 2358:00 AM - 8:15 AM 3 51 14 68 20 6 9 35 41 96 3 140 5 15 3 23 208 58 2668:15 AM - 8:30 AM 2 55 23 80 18 3 23 44 36 76 1 113 1 11 5 17 193 61 2548:30 AM - 8:45 AM 2 58 15 75 22 5 15 42 37 80 0 117 2 17 8 27 192 69 2618:45 AM - 9:00 AM 0 69 21 90 16 7 18 41 45 101 2 148 1 10 3 14 238 55 2939:00 AM - 9:15 AM 4 43 26 73 15 2 19 36 32 69 3 104 3 8 5 16 177 52 2299:15 AM - 9:30 AM 2 54 31 87 16 2 13 31 15 68 1 84 3 10 1 14 171 45 2169:30 AM - 9:45 AM 1 60 31 92 24 2 12 38 13 48 0 61 2 6 3 11 153 49 2029:45 AM - 10:00 AM 0 53 16 69 23 2 16 41 8 51 0 59 1 3 1 5 128 46 174Total 26 616 262 904 219 37 160 416 335 902 19 1256 27 122 36 185 2160 601 2761AM One Hour Volumes7:00 AM - 8:00 AM 12 173 85 270 0.88 65 8 35 108 0.82 108 313 9 430 0.85 9 42 7 58 0.66 700 166 8667:15 AM - 8:15 AM 15 183 82 280 0.91 70 14 39 123 0.88 136 346 11 493 0.88 12 51 10 73 0.79 773 196 9697:30 AM - 8:30 AM 15 197 85 297 0.93 72 15 50 137 0.78 147 329 6 482 0.86 10 50 14 74 0.80 779 211 9907:45 AM - 8:45 AM 9 203 83 295 0.92 75 17 54 146 0.83 152 340 4 496 0.89 9 51 19 79 0.73 791 225 10168:00 AM - 9:00 AM 7 233 73 313 0.87 76 21 65 162 0.92 159 353 6 518 0.88 9 53 19 81 0.75 831 243 10748:15 AM - 9:15 AM 8 225 85 318 0.88 71 17 75 163 0.93 150 326 6 482 0.81 7 46 21 74 0.69 800 237 10378:30 AM - 9:30 AM 8 224 93 325 0.90 69 16 65 150 0.89 129 318 6 453 0.77 9 45 17 71 0.66 778 221 9998:45 AM - 9:45 AM 7 226 109 342 0.93 71 13 62 146 0.89 105 286 6 397 0.67 9 34 12 55 0.86 739 201 9409:00 AM - 10:00 AM 7 210 104 321 0.87 78 8 60 146 0.89 68 236 4 308 0.74 9 27 10 46 0.72 629 192 821PM 15 Minute Volumes4:00 PM - 4:15 PM 11 98 26 135 22 4 21 47 13 68 1 82 1 4 0 5 217 52 2694:15 PM - 4:30 PM 3 120 26 149 37 6 18 61 9 44 2 55 2 5 1 8 204 69 2734:30 PM - 4:45 PM 3 134 35 172 22 5 33 60 13 58 1 72 4 3 0 7 244 67 3114:45 PM - 5:00 PM 6 128 33 167 27 4 27 58 12 58 3 73 4 5 0 9 240 67 3075:00 PM - 5:15 PM 3 143 45 191 29 5 31 65 11 70 1 82 0 3 2 5 273 70 3435:15 PM - 5:30 PM 5 150 52 207 29 6 23 58 4 60 5 69 2 5 4 11 276 69 3455:30 PM - 5:45 PM 7 144 42 193 25 5 23 53 7 74 2 83 1 2 1 4 276 57 3335:45 PM - 6:00 PM 7 182 41 230 20 6 23 49 11 57 1 69 2 6 2 10 299 59 3586:00 PM - 6:15 PM 8 151 46 205 38 2 23 63 17 46 0 63 4 8 1 13 268 76 3446:15 PM - 6:30 PM 7 159 38 204 34 7 25 66 8 64 3 75 5 3 2 10 279 76 3556:30 PM - 6:45 PM 7 138 45 190 16 7 19 42 10 56 4 70 1 5 0 6 260 48 3086:45 PM - 7:00 PM 5 147 38 190 14 7 20 41 8 59 1 68 3 5 3 11 258 52 310Total 72 1694 467 2233 313 64 286 663 123 714 24 861 29 54 16 99 3094 762 3856PM One Hour Volumes4:00 PM - 5:00 PM 23 480 120 623 0.91 108 19 99 226 0.93 47 228 7 282 0.86 11 17 1 29 0.81 905 255 11604:15 PM - 5:15 PM 15 525 139 679 0.89 115 20 109 244 0.94 45 230 7 282 0.86 10 16 3 29 0.81 961 273 12344:30 PM - 5:30 PM 17 555 165 737 0.89 107 20 114 241 0.93 40 246 10 296 0.90 10 16 6 32 0.73 1033 273 13064:45 PM - 5:45 PM 21 565 172 758 0.92 110 20 104 234 0.90 34 262 11 307 0.92 7 15 7 29 0.66 1065 263 13285:00 PM - 6:00 PM 22 619 180 821 0.89 103 22 100 225 0.87 33 261 9 303 0.91 5 16 9 30 0.68 1124 255 13795:15 PM - 6:15 PM 27 627 181 835 0.91 112 19 92 223 0.88 39 237 8 284 0.86 9 21 8 38 0.73 1119 261 13805:30 PM - 6:30 PM 29 636 167 832 0.90 117 20 94 231 0.88 43 241 6 290 0.87 12 19 6 37 0.71 1122 268 13905:45 PM - 6:45 PM 29 630 170 829 0.90 108 22 90 220 0.83 46 223 8 277 0.92 12 22 5 39 0.75 1106 259 13656:00 PM - 7:00 PM 27 595 167 789 0.96 102 23 87 212 0.80 43 225 8 276 0.92 13 21 6 40 0.77 1065 252 1317
WEATHER:
Wells + Associates, Inc.McLean, Virginia
Turning Movement Count - All Vehicles
PROJECT: SOUTHBOUND ROAD: 5/3/2017DATE:
Westbound Northbound Eastbound20th Street South South Eads Street
W+A JOB NO: INTERSECTION:
NORTHBOUND ROAD: WESTBOUND ROAD:
DAY:
PeriodSouth Eads Street
LOCATION: EASTBOUND ROAD: COUNTED BY: INPUTED BY:
Time 20th Street SouthSouthbound
B-10
Crystal House Phase 36939S. Eads St. & 20th Street S. 1Arlington County,VA 2
8 4Wednesday 7 3clear 5Jovana 6agan
1 2 3 4 5 6 7 8 1 + 2 3 + 4 5 + 6 7+ 8 TotalAM 15 Minute Volumes7:00 AM - 7:15 AM 12 6 3 1 47:15 AM - 7:30 AM 2 8 2 1 6 37:30 AM - 7:45 AM 2 20 11 1 8 57:45 AM - 8:00 AM 2 6 12 5 5 10 58:00 AM - 8:15 AM 7 23 11 1 14 58:15 AM - 8:30 AM 2 2 12 3 2 2 9 28:30 AM - 8:45 AM 3 3 15 3 3 10 38:45 AM - 9:00 AM 6 41 3 1 7 19:00 AM - 9:15 AM 3 3 9 3 2 49:15 AM - 9:30 AM 1 10 3 19:30 AM - 9:45 AM 3 13 6 1 1 4 29:45 AM - 10:00 AM 1 2 11 3 4Total 9 33 180 63 11 17 80 31AM One Hour Volumes7:00 AM - 8:00 AM 0 6 46 31 6 9 25 17 6 77 15 42 1407:15 AM - 8:15 AM 0 13 57 36 7 6 38 18 13 93 13 56 1757:30 AM - 8:30 AM 2 13 61 37 8 8 41 17 15 98 16 58 1877:45 AM - 8:45 AM 5 14 56 29 8 10 43 15 19 85 18 58 1808:00 AM - 9:00 AM 5 18 91 20 4 5 40 11 23 111 9 51 1948:15 AM - 9:15 AM 8 14 77 12 3 7 30 6 22 89 10 36 1578:30 AM - 9:30 AM 6 13 75 9 1 5 24 5 19 84 6 29 1388:45 AM - 9:45 AM 3 13 73 12 2 3 18 4 16 85 5 22 1289:00 AM - 10:00 AM 4 9 43 12 1 3 15 3 13 55 4 18 90PM 15 Minute Volumes4:00 PM - 4:15 PM 1 1 5 7 3 2 14:15 PM - 4:30 PM 1 9 5 3 1 74:30 PM - 4:45 PM 1 12 23 5 1 1 74:45 PM - 5:00 PM 2 2 2 17 3 5 75:00 PM - 5:15 PM 2 3 4 6 2 3 75:15 PM - 5:30 PM 10 3 17 5 4 165:30 PM - 5:45 PM 3 1 12 9 9 6 5 175:45 PM - 6:00 PM 3 1 9 20 6 136:00 PM - 6:15 PM 5 16 19 3 3 116:15 PM - 6:30 PM 4 2 10 14 1 6 116:30 PM - 6:45 PM 4 1 13 17 3 4 86:45 PM - 7:00 PM 2 2 7 16 5 6 13 8Total 38 13 102 170 35 20 53 113PM One Hour Volumes4:00 PM - 5:00 PM 5 3 28 52 8 7 9 22 8 80 15 31 1344:15 PM - 5:15 PM 6 5 27 51 7 7 10 28 11 78 14 38 1414:30 PM - 5:30 PM 15 5 21 63 12 4 13 37 20 84 16 50 1704:45 PM - 5:45 PM 17 6 21 49 16 9 17 47 23 70 25 64 1825:00 PM - 6:00 PM 18 5 28 52 16 6 18 53 23 80 22 71 1965:15 PM - 6:15 PM 21 2 40 65 17 6 18 57 23 105 23 75 2265:30 PM - 6:30 PM 15 4 47 62 12 7 20 52 19 109 19 72 2195:45 PM - 6:45 PM 16 4 48 70 6 1 19 43 20 118 7 62 2076:00 PM - 7:00 PM 15 5 46 66 11 7 26 38 20 112 18 64 214
North
20th
Str
eet
Sout
h
DATE:
WEATHER:
South Eads Street
Period
INTERSECTION:
5/3/2017LOCATION:
Time
INPUTED BY:
Wells + Associates, Inc.McLean, Virginia
Pedestrian Volume Survey
PROJECT: W+A JOB NO:
Movement
COUNTED BY: South Eads Street
DAY:
20th
Str
eet
Sout
h
B-11
Crystal House Phase 3 DATE: South Eads Street6939 DAY: Wednesday South Eads StreetS. Eads St. & 20th Street S. WEATHER: clear 20th Street SouthArlington County,VA COUNTED BY: Jovana 20th Street South
INPUTED BY: aganNorth East
& & TotalRight Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 0 6 6 0 6 0 67:15 AM - 7:30 AM 0 0 3 3 1 1 3 1 47:30 AM - 7:45 AM 1 1 0 3 3 0 4 0 47:45 AM - 8:00 AM 1 1 0 2 2 1 1 3 1 48:00 AM - 8:15 AM 1 1 0 3 3 0 4 0 48:15 AM - 8:30 AM 0 0 0 0 0 0 08:30 AM - 8:45 AM 1 1 0 3 3 1 1 4 1 58:45 AM - 9:00 AM 0 0 1 1 0 1 0 19:00 AM - 9:15 AM 0 0 3 3 0 3 0 39:15 AM - 9:30 AM 0 0 1 1 1 1 1 1 29:30 AM - 9:45 AM 1 1 0 0 0 1 0 19:45 AM - 10:00 AM 0 0 1 1 1 1 1 1 2Total 0 5 0 5 0 0 0 0 1 25 0 26 0 1 4 5 31 5 36AM One Hour Volumes7:00 AM - 8:00 AM 0 2 0 2 0 0 0 0 0 14 0 14 0 0 2 2 16 2 187:15 AM - 8:15 AM 0 3 0 3 0 0 0 0 0 11 0 11 0 0 2 2 14 2 167:30 AM - 8:30 AM 0 3 0 3 0 0 0 0 0 8 0 8 0 0 1 1 11 1 127:45 AM - 8:45 AM 0 3 0 3 0 0 0 0 0 8 0 8 0 0 2 2 11 2 138:00 AM - 9:00 AM 0 2 0 2 0 0 0 0 0 7 0 7 0 0 1 1 9 1 108:15 AM - 9:15 AM 0 1 0 1 0 0 0 0 0 7 0 7 0 0 1 1 8 1 98:30 AM - 9:30 AM 0 1 0 1 0 0 0 0 1 7 0 8 0 1 1 2 9 2 118:45 AM - 9:45 AM 0 1 0 1 0 0 0 0 1 4 0 5 0 1 0 1 6 1 79:00 AM - 10:00 AM 0 1 0 1 0 0 0 0 1 4 0 5 0 1 1 2 6 2 8PM 15 Minute Volumes4:00 PM - 4:15 PM 1 1 0 3 3 0 4 0 44:15 PM - 4:30 PM 1 2 3 0 0 0 3 0 34:30 PM - 4:45 PM 3 3 0 1 1 0 4 0 44:45 PM - 5:00 PM 6 6 0 0 0 6 0 65:00 PM - 5:15 PM 2 2 0 1 1 0 3 0 35:15 PM - 5:30 PM 1 5 6 0 1 1 0 7 0 75:30 PM - 5:45 PM 3 3 0 2 2 0 5 0 55:45 PM - 6:00 PM 4 4 0 3 3 1 1 7 1 86:00 PM - 6:15 PM 1 4 5 0 1 3 4 0 9 0 96:15 PM - 6:30 PM 2 2 0 1 1 0 3 0 36:30 PM - 6:45 PM 1 4 5 0 0 0 5 0 56:45 PM - 7:00 PM 2 2 0 1 1 0 3 0 3Total 4 38 0 42 0 0 0 0 1 16 0 17 0 0 1 1 59 1 60PM One Hour Volumes4:00 PM - 5:00 PM 1 12 0 13 0 0 0 0 0 4 0 4 0 0 0 0 17 0 174:15 PM - 5:15 PM 1 13 0 14 0 0 0 0 0 2 0 2 0 0 0 0 16 0 164:30 PM - 5:30 PM 1 16 0 17 0 0 0 0 0 3 0 3 0 0 0 0 20 0 204:45 PM - 5:45 PM 1 16 0 17 0 0 0 0 0 4 0 4 0 0 0 0 21 0 215:00 PM - 6:00 PM 1 14 0 15 0 0 0 0 0 7 0 7 0 0 1 1 22 1 235:15 PM - 6:15 PM 2 16 0 18 0 0 0 0 1 9 0 10 0 0 1 1 28 1 295:30 PM - 6:30 PM 1 13 0 14 0 0 0 0 1 9 0 10 0 0 1 1 24 1 255:45 PM - 6:45 PM 2 14 0 16 0 0 0 0 1 7 0 8 0 0 1 1 24 1 256:00 PM - 7:00 PM 2 12 0 14 0 0 0 0 1 5 0 6 0 0 0 0 20 0 20
WESTBOUND ROAD: EASTBOUND ROAD:
PROJECT:
20th Street SouthNorthbound
20th Street South
Wells + Associates, Inc.McLean, Virginia
Time
Turning Movement Count - Bicycles
5/3/2017 SOUTHBOUND ROAD: NORTHBOUND ROAD: W+A JOB NO:
INTERSECTION: LOCATION:
PeriodSouth Eads Street
EastboundSouthboundSouth Eads Street
Westbound
B-12
Crystal House Phase 3 South Eads Street6939 Wednesday South Eads StreetS. Eads St. & 22th Street S. clear 22nd Street SouthArlington County,VA Gina & Wanda 22nd Street South
aganNorth East
& & TotalRight Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 1 43 1 45 0 0 0 0 0 81 7 88 6 0 5 11 133 11 1447:15 AM - 7:30 AM 4 48 0 52 0 0 0 0 0 111 9 120 3 0 4 7 172 7 1797:30 AM - 7:45 AM 2 63 0 65 0 1 0 1 0 106 7 113 2 0 4 6 178 7 1857:45 AM - 8:00 AM 3 43 0 46 0 0 0 0 0 115 8 123 7 0 9 16 169 16 1858:00 AM - 8:15 AM 7 48 1 56 0 0 1 1 0 129 5 134 8 0 11 19 190 20 2108:15 AM - 8:30 AM 4 67 2 73 0 0 0 0 0 105 9 114 5 3 10 18 187 18 2058:30 AM - 8:45 AM 5 66 2 73 0 0 0 0 0 97 6 103 7 0 24 31 176 31 2078:45 AM - 9:00 AM 4 74 0 78 3 0 2 5 0 125 5 130 10 1 8 19 208 24 2329:00 AM - 9:15 AM 3 62 0 65 0 0 0 0 0 95 8 103 6 0 5 11 168 11 1799:15 AM - 9:30 AM 1 61 1 63 1 0 0 1 0 70 4 74 9 0 8 17 137 18 1559:30 AM - 9:45 AM 2 70 2 74 1 0 2 3 1 48 5 54 3 0 5 8 128 11 1399:45 AM - 10:00 AM 6 54 1 61 2 0 0 2 0 50 5 55 9 0 1 10 116 12 128Total 42 699 10 751 7 1 5 13 1 1132 78 1211 75 4 94 173 1962 186 2148AM One Hour Volumes7:00 AM - 8:00 AM 10 197 1 208 0.80 0 1 0 1 0.25 0 413 31 444 0.90 18 0 22 40 0.63 652 41 6937:15 AM - 8:15 AM 16 202 1 219 0.84 0 1 1 2 0.50 0 461 29 490 0.91 20 0 28 48 0.63 709 50 7597:30 AM - 8:30 AM 16 221 3 240 0.82 0 1 1 2 0.50 0 455 29 484 0.90 22 3 34 59 0.78 724 61 7857:45 AM - 8:45 AM 19 224 5 248 0.85 0 0 1 1 0.25 0 446 28 474 0.88 27 3 54 84 0.68 722 85 8078:00 AM - 9:00 AM 20 255 5 280 0.90 3 0 3 6 0.30 0 456 25 481 0.90 30 4 53 87 0.70 761 93 8548:15 AM - 9:15 AM 16 269 4 289 0.93 3 0 2 5 0.25 0 422 28 450 0.87 28 4 47 79 0.64 739 84 8238:30 AM - 9:30 AM 13 263 3 279 0.89 4 0 2 6 0.30 0 387 23 410 0.79 32 1 45 78 0.63 689 84 7738:45 AM - 9:45 AM 10 267 3 280 0.90 5 0 4 9 0.45 1 338 22 361 0.69 28 1 26 55 0.72 641 64 7059:00 AM - 10:00 AM 12 247 4 263 0.89 4 0 2 6 0.50 1 263 22 286 0.69 27 0 19 46 0.68 549 52 601PM 15 Minute Volumes4:00 PM - 4:15 PM 8 115 0 123 2 2 1 5 0 74 6 80 11 0 2 13 203 18 2214:15 PM - 4:30 PM 6 134 0 140 0 1 0 1 0 57 7 64 9 0 3 12 204 13 2174:30 PM - 4:45 PM 11 158 0 169 1 0 0 1 0 67 4 71 21 0 0 21 240 22 2624:45 PM - 5:00 PM 7 148 0 155 2 0 0 2 0 64 8 72 12 0 7 19 227 21 2485:00 PM - 5:15 PM 10 157 0 167 4 0 1 5 0 73 7 80 8 0 3 11 247 16 2635:15 PM - 5:30 PM 15 166 0 181 0 0 1 1 0 58 7 65 33 0 4 37 246 38 2845:30 PM - 5:45 PM 9 147 0 156 0 0 0 0 0 73 8 81 11 0 4 15 237 15 2525:45 PM - 6:00 PM 9 199 0 208 2 0 1 3 0 57 6 63 12 0 5 17 271 20 2916:00 PM - 6:15 PM 8 188 0 196 0 0 1 1 0 55 10 65 18 0 3 21 261 22 2836:15 PM - 6:30 PM 7 185 0 192 0 1 0 1 0 75 11 86 19 0 2 21 278 22 3006:30 PM - 6:45 PM 11 162 1 174 0 0 0 0 0 61 10 71 12 0 2 14 245 14 2596:45 PM - 7:00 PM 3 167 0 170 0 0 0 0 0 52 8 60 9 0 2 11 230 11 241Total 104 1926 1 2031 11 4 5 20 0 766 92 858 175 0 37 212 2889 232 3121PM One Hour Volumes4:00 PM - 5:00 PM 32 555 0 587 0.87 5 3 1 9 0.45 0 262 25 287 0.90 53 0 12 65 0.77 874 74 9484:15 PM - 5:15 PM 34 597 0 631 0.93 7 1 1 9 0.45 0 261 26 287 0.90 50 0 13 63 0.75 918 72 9904:30 PM - 5:30 PM 43 629 0 672 0.93 7 0 2 9 0.45 0 262 26 288 0.90 74 0 14 88 0.59 960 97 10574:45 PM - 5:45 PM 41 618 0 659 0.91 6 0 2 8 0.40 0 268 30 298 0.92 64 0 18 82 0.55 957 90 10475:00 PM - 6:00 PM 43 669 0 712 0.86 6 0 3 9 0.45 0 261 28 289 0.89 64 0 16 80 0.54 1001 89 10905:15 PM - 6:15 PM 41 700 0 741 0.89 2 0 3 5 0.42 0 243 31 274 0.85 74 0 16 90 0.61 1015 95 11105:30 PM - 6:30 PM 33 719 0 752 0.90 2 1 2 5 0.42 0 260 35 295 0.86 60 0 14 74 0.88 1047 79 11265:45 PM - 6:45 PM 35 734 1 770 0.93 2 1 2 5 0.42 0 248 37 285 0.83 61 0 12 73 0.87 1055 78 11336:00 PM - 7:00 PM 29 702 1 732 0.93 0 1 1 2 0.50 0 243 39 282 0.82 58 0 9 67 0.80 1014 69 1083
WEATHER:
Wells + Associates, Inc.McLean, Virginia
Turning Movement Count - All Vehicles
PROJECT: SOUTHBOUND ROAD: 5/3/2017DATE:
Westbound Northbound Eastbound22nd Street South South Eads Street
W+A JOB NO: INTERSECTION:
NORTHBOUND ROAD: WESTBOUND ROAD:
DAY:
PeriodSouth Eads Street
LOCATION: EASTBOUND ROAD: COUNTED BY: INPUTED BY:
Time 22nd Street SouthSouthbound
B-13
Crystal House Phase 36939S. Eads St. & 22th Street S. 1Arlington County,VA 2
8 4Wednesday 7 3clear 5Gina 6agan
1 2 3 4 5 6 7 8 1 + 2 3 + 4 5 + 6 7+ 8 TotalAM 15 Minute Volumes7:00 AM - 7:15 AM 1 1 1 1 17:15 AM - 7:30 AM 2 5 3 1 3 47:30 AM - 7:45 AM 5 12 8 1 8 77:45 AM - 8:00 AM 3 4 3 88:00 AM - 8:15 AM 4 4 8 58:15 AM - 8:30 AM 1 4 4 7 58:30 AM - 8:45 AM 2 6 3 2 9 48:45 AM - 9:00 AM 3 10 2 15 59:00 AM - 9:15 AM 3 1 4 19:15 AM - 9:30 AM 1 1 19:30 AM - 9:45 AM 2 3 1 29:45 AM - 10:00 AM 1 4 3 1Total 1 17 51 32 2 5 62 44AM One Hour Volumes7:00 AM - 8:00 AM 1 7 21 16 2 0 15 20 8 37 2 35 827:15 AM - 8:15 AM 0 7 24 19 2 0 22 24 7 43 2 46 987:30 AM - 8:30 AM 0 6 23 20 1 0 26 25 6 43 1 51 1017:45 AM - 8:45 AM 0 3 17 15 0 2 27 22 3 32 2 49 868:00 AM - 9:00 AM 0 6 24 11 0 4 39 19 6 35 4 58 1038:15 AM - 9:15 AM 0 6 23 8 0 4 35 15 6 31 4 50 918:30 AM - 9:30 AM 0 6 19 4 0 5 28 11 6 23 5 39 738:45 AM - 9:45 AM 0 6 16 1 0 3 20 9 6 17 3 29 559:00 AM - 10:00 AM 0 4 6 5 0 1 8 5 4 11 1 13 29PM 15 Minute Volumes4:00 PM - 4:15 PM 5 4 1 1 44:15 PM - 4:30 PM 4 6 1 44:30 PM - 4:45 PM 4 1 11 15 3 54:45 PM - 5:00 PM 2 8 6 1 3 65:00 PM - 5:15 PM 2 8 1 3 105:15 PM - 5:30 PM 1 2 9 1 10 185:30 PM - 5:45 PM 11 5 6 195:45 PM - 6:00 PM 4 12 1 1 6 126:00 PM - 6:15 PM 12 12 5 166:15 PM - 6:30 PM 4 16 1 6 156:30 PM - 6:45 PM 10 19 4 156:45 PM - 7:00 PM 8 12 8 16Total 7 1 81 124 6 1 56 140PM One Hour Volumes4:00 PM - 5:00 PM 6 1 28 31 2 0 8 19 7 59 2 27 954:15 PM - 5:15 PM 6 1 25 35 2 0 10 25 7 60 2 35 1044:30 PM - 5:30 PM 7 1 23 38 3 0 19 39 8 61 3 58 1304:45 PM - 5:45 PM 3 0 23 28 3 0 22 53 3 51 3 75 1325:00 PM - 6:00 PM 1 0 19 34 3 1 25 59 1 53 4 84 1425:15 PM - 6:15 PM 1 0 29 38 2 1 27 65 1 67 3 92 1635:30 PM - 6:30 PM 0 0 31 45 2 1 23 62 0 76 3 85 1645:45 PM - 6:45 PM 0 0 30 59 2 1 21 58 0 89 3 79 1716:00 PM - 7:00 PM 0 0 34 59 1 0 23 62 0 93 1 85 179
North
22nd
Str
eet
Sout
h
DATE:
WEATHER:
South Eads Street
Period
INTERSECTION:
5/3/2017LOCATION:
Time
INPUTED BY:
Wells + Associates, Inc.McLean, Virginia
Pedestrian Volume Survey
PROJECT: W+A JOB NO:
Movement
COUNTED BY: South Eads Street
DAY:
22nd
Str
eet
Sout
h
B-14
Crystal House Phase 3 DATE: South Eads Street6939 DAY: Wednesday South Eads StreetS. Eads St. & 22th Street S. WEATHER: clear 22nd Street SouthArlington County,VA COUNTED BY: Gina 22nd Street South
INPUTED BY: aganNorth East
& & TotalRight Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West
AM 15 Minute Volumes7:00 AM - 7:15 AM 0 0 1 6 7 2 2 7 2 97:15 AM - 7:30 AM 0 0 2 1 3 0 3 0 37:30 AM - 7:45 AM 1 1 0 2 1 3 1 1 4 1 57:45 AM - 8:00 AM 1 1 0 0 0 1 0 18:00 AM - 8:15 AM 2 2 0 4 4 1 1 6 1 78:15 AM - 8:30 AM 2 2 0 1 1 0 3 0 38:30 AM - 8:45 AM 0 0 1 1 0 1 0 18:45 AM - 9:00 AM 0 0 2 2 0 2 0 29:00 AM - 9:15 AM 0 0 2 2 0 2 0 29:15 AM - 9:30 AM 0 0 0 1 1 0 1 19:30 AM - 9:45 AM 0 0 0 0 0 0 09:45 AM - 10:00 AM 0 0 1 1 0 1 0 1Total 0 6 0 6 0 0 0 0 1 19 4 24 3 0 2 5 30 5 35AM One Hour Volumes7:00 AM - 8:00 AM 0 2 0 2 0 0 0 0 1 10 2 13 2 0 1 3 15 3 187:15 AM - 8:15 AM 0 4 0 4 0 0 0 0 0 8 2 10 1 0 1 2 14 2 167:30 AM - 8:30 AM 0 6 0 6 0 0 0 0 0 6 2 8 1 0 1 2 14 2 167:45 AM - 8:45 AM 0 5 0 5 0 0 0 0 0 4 2 6 1 0 0 1 11 1 128:00 AM - 9:00 AM 0 4 0 4 0 0 0 0 0 6 2 8 1 0 0 1 12 1 138:15 AM - 9:15 AM 0 2 0 2 0 0 0 0 0 4 2 6 0 0 0 0 8 0 88:30 AM - 9:30 AM 0 0 0 0 0 0 0 0 0 4 1 5 0 0 1 1 5 1 68:45 AM - 9:45 AM 0 0 0 0 0 0 0 0 0 4 0 4 0 0 1 1 4 1 59:00 AM - 10:00 AM 0 0 0 0 0 0 0 0 0 3 0 3 0 0 1 1 3 1 4PM 15 Minute Volumes4:00 PM - 4:15 PM 3 3 0 3 3 0 6 0 64:15 PM - 4:30 PM 5 5 0 1 2 3 1 1 8 1 94:30 PM - 4:45 PM 2 2 0 0 0 2 0 24:45 PM - 5:00 PM 4 4 0 0 0 4 0 45:00 PM - 5:15 PM 4 4 0 1 1 0 5 0 55:15 PM - 5:30 PM 1 2 3 0 3 3 0 6 0 65:30 PM - 5:45 PM 2 2 0 8 8 10 10 10 10 205:45 PM - 6:00 PM 1 3 4 0 3 3 0 7 0 76:00 PM - 6:15 PM 2 2 0 3 3 0 5 0 56:15 PM - 6:30 PM 5 5 0 1 1 1 1 6 1 76:30 PM - 6:45 PM 5 5 0 0 0 5 0 56:45 PM - 7:00 PM 0 0 0 0 0 0 0Total 7 32 0 39 0 0 0 0 0 23 2 25 12 0 0 12 64 12 76PM One Hour Volumes4:00 PM - 5:00 PM 0 14 0 14 0 0 0 0 0 4 2 6 1 0 0 1 20 1 214:15 PM - 5:15 PM 0 15 0 15 0 0 0 0 0 2 2 4 1 0 0 1 19 1 204:30 PM - 5:30 PM 1 12 0 13 0 0 0 0 0 4 0 4 0 0 0 0 17 0 174:45 PM - 5:45 PM 1 12 0 13 0 0 0 0 0 12 0 12 10 0 0 10 25 10 355:00 PM - 6:00 PM 2 11 0 13 0 0 0 0 0 15 0 15 10 0 0 10 28 10 385:15 PM - 6:15 PM 2 9 0 11 0 0 0 0 0 17 0 17 10 0 0 10 28 10 385:30 PM - 6:30 PM 6 7 0 13 0 0 0 0 0 15 0 15 11 0 0 11 28 11 395:45 PM - 6:45 PM 6 10 0 16 0 0 0 0 0 7 0 7 1 0 0 1 23 1 246:00 PM - 7:00 PM 5 7 0 12 0 0 0 0 0 4 0 4 1 0 0 1 16 1 17
WESTBOUND ROAD: EASTBOUND ROAD:
PROJECT:
22nd Street SouthNorthbound
22nd Street South
Wells + Associates, Inc.McLean, Virginia
Time
Turning Movement Count - Bicycles
5/3/2017 SOUTHBOUND ROAD: NORTHBOUND ROAD: W+A JOB NO:
INTERSECTION: LOCATION:
PeriodSouth Eads Street
EastboundSouthboundSouth Eads Street
Westbound
B-15
APPENDIX C
SIGNED SCOPING AGREEMENT
PRE-SCOPE OF WORK MEETING FORM
Crystal House III Traffic Impact Analysis
Contact Information
Consultant Name: E-mail:Tele:
Mike Pinkoske [email protected] Wells + Associates, Inc. 703.917.6620
Developer/Owner Name: Tele: E-mail:
David WeheRoseland, A Mack-Cali Company [email protected] 703.302.6435
Project Information Project Name: Crystal House III
Project Location: (Attach regional and site specific location map)
The subject site is located in the southwest quadrant of the 18th Street/S. Eads Street intersection. It is bound by 18th Street S. to the north, S. Eads Street to the east, 20th Street S. to the south, and S. Fern Street to the west. Access to the existing uses is provided by a right-in, right-out entrance on 18th Street S. and a full movement signalized entrance on S. Eads Street.
Attachment A shows the site’s location.
Project Description: Including type of application (rezoning, subdivision, and site plan), acreage, business square ft, number of dwelling units, access location, etc. Attach additional sheet if necessary)
Roseland proposes a Major 4.1 Site Plan Amendment application to change the orientation of the proposed residential building. The amendment maintains the approved 252 dwelling units. Crystal House III was originally approved by the Arlington County Board as a major site plan amendment to the Crystal Towers site plan (SP #13) on November 14, 2006. The application that was approved included a total of 247 residential units. A traffic impact study was completed with the original application. In 2007, a total unit count was administratively approved for an increase of five (5) dwelling units, resulting in a total of 252 dwelling units.
The proposed residential building will utilize the existing Crystal House driveways. The most proximate driveways to the future building are the right-in, right-out entrance on 18th Street S. and a full movement, signalized entrance S. Eads Street at 20th Street. The site is located 700 feet from the Crystal City Metro station.
See the General Site Layout, Attachment B.
1C-1
Crystal House III Traffic Impact Analysis
Scope of Work Form
Locality/County: Arlington County, Virginia
Proposed Use:
Residential X Commercial Mixed Use Other
Proposed Use / Trip Generation
See Attachment C for Trip Generation Table Approved: 252 dwelling units
A 60% non-auto mode share reduction will be applied to the ITE trip estimates. The non-auto mode share reduction is based on the site’s distance to the Crystal House Metro station , distance to metro, and availability of other non-auto facilities in the immediate site area.
Traffic Impact Analysis Assumptions
Study Period Existing Year: 2017 Build-out Year: 2020 Design Year: N/A
Study Area Boundaries (Attach map)
See Attachment A
North: 18th Street S. South: 20th Street S.
East: S. Eads Street West: S. Fern Street
External Factors That Could Affect Project (Planned road improvements, other nearby developments)
Crystal City Multimodal Center (Spring 2017) S. Eads Street Complete Street
Consistency With Comprehensive Plan
The proposal is consistent with the GLUP.
Available Traffic Data (Historical, forecasts)
2015 VDOT AADT Data: S. Fern Street – 4,500 VDP 18th Street S. – 8,200 VDP
Trip Distribution See Attachment A
Road Name: S. Eads Street N _20_% S _25% E % W %
Road Name: S. Fern Street N _6_% S 7% E ___% W ___%
Road Name: 18th Street S N ___% S __% E 15% W 20%
Road Name: 20th Street S N ___% S __% E 7 % W %
2C-2
Crystal House III Traffic Impact Analysis
Scope of Work Form
Annual Vehicle Trip Growth Rate:
A growth rate of 0.5 percent, compounded for 3 years will be applied to existing traffic counts. This is based on VDOT AADT data showing negative growth since 2011 on 18th Street S. and S. Fern St. See Attachment D
Peak Period for Study (circle all that apply)
AM PM SAT
Study Intersections and/or Road Segments See Attachment A
1. S. Fern Street/18th St. S. 4. S. Eads Street/20th St. S.
2. RIRO Driveway/18th St. S. 5. S. Eads. Street/22nd St. S.
3. S. Eads Street/18th St. S.
Trip Adjustment Factors Internal allowance: Yes x No Pass-by allowance: Yes x No
Software Methodology
X Synchro HCS (v.2000/+) aaSIDRA CORSIM Other
Traffic Signal Proposed or Affected (Analysis software to be used, progression speed, cycle length)
No additional signals are proposed. Synchro version 9.1 software will be used for intersection analysis. AM and PM peak hour signal timings and phasing are requested from County staff.
Improvement(s) Assumed or to be Considered
Crystal City Multimodal Center (Spring 2017) S. Eads Street Complete Street
Background Traffic Studies Considered
Pipeline projects located within the site vicinity include the following:
A. 1770 Crystal Drive B. 1720 S. Eads Street – M Flats (50% Occupied)
Plan Submission Master Development Plan (MDP) X 4.1 Site Plan Preliminary/Sketch Plan
Additional Issues to be addressed
X Queuing analysis Actuation/Coordination Weaving analysis Merge analysis X Bike/Ped Accommodations X Intersection(s) X TDM Measures
NOTES:
3C-3
C-4
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Site Location, Study Intersection & Trip Distribution
Crystal House III
Arlington County, Virginia
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5C-5
ATTACHMENT B
6C-6
AttachmentC
CrystalHouseIII
SiteTripGenerationAnalysis1
LandUse
Daily
LandUse
Code
Size
Units
InOut
Total
InOut
Total
Traffic2
Approved
Mid‐RiseApartment
223/220
252
DU28
62
90
64
46
110
1,651
60%Non‐AutoModeSplit3
(17)
(37)
(54)
(38)
(28)
(66)
(991)
11
25
36
26
18
44
660
Notes:
1.TripgenerationestiamtescalculatedusingITE'sTripGenerationManual,9thEdition.
2.Landusecode220wasusedtocalculateAverageDailyTraffic.
AMPeakHour
PMPeakHour
3.Non‐Automodesplitpercentagesbasedon2005WMATARidershipSurvey,distancetometro,andavailabilityofothernon‐autofacilitiesin
theimmedaitesitearea.
7C-7
Growth Rate*
Year Volume Difference % change2011 5000
‐100 ‐2.0%2012 4900
‐300 ‐6.1%2013 4600
0 0.0%2014 4600
‐100 ‐2.2%2015 4500
-2.574%
Growth Rate*
Year Volume Difference % change2011 12000
0 0.0%2012 12000
‐3600 ‐30.0%2013 8400
‐100 ‐1.2%2014 8300
‐100 ‐1.2%2015 8200
-8.099%
18th St.
Crystal Drive - Hayes Street
% change per year* AADT volumes obtained from VDOT [lastest 5-year data available]
Fern St.
23rd Street S. - Army Navy Drive
% change per year* AADT volumes obtained from VDOT [lastest 5-year data available]
ATTACHMENT D
8C-8
APPENDIX D
LEVEL OF SERVICE DESCRIPTIONS
Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level-of-service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min analysis period. The criteria are given in Exhibit 16-2. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 10 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Exhibit 16-2. Level-of-Service Criteria for Signalized Intersections
LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC)
A <10.0
B > 10.0 and <20.0
C > 20.0 and < 35.0
D > 35.0 and < 55.0
E > 55.0 and < 80.0
F >80.0
LOS C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council
D-1
Level of Service Criteria for Stop Sign Controlled Intersections The level of service criteria are given in Table 17-2. As used here, control delay is defined as the total elapsed time from the time a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in queue. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. . . . Table 17-2. Level of Service Criteria for TWSC Intersections
LEVEL OF SERVICE AVERAGE CONTROL DELAY (sec/veh)
A < 10
B > 10 and < 15
C > 15 and < 25
D > 25 and < 35
E > 35 and < 50
F > 50
Average total delay less than 10 sec/veh is defined as Level of Service (LOS) A. Follow-up times of less than 5 sec have been measured when there is no conflicting traffic for a minor street movement, so control delays of less than 10 sec/veh are appropriate for low flow conditions. To remain consistent with the AWSC intersection analysis procedure described later in this chapter, a total delay of 50 sec/veh is assumed as the break point between LOS E and F. The proposed level of service criteria for TWSC intersections are somewhat different from the criteria used in Chapter 16 for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, several driver behavior considerations combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, where drivers on the minor approaches to unsignalized intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized than signalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. . . . LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through a major street traffic stream. This level of service is generally evident from extremely long total delays experienced by side street traffic and by queueing on the minor approaches. The method, however, is based on a constant critical gap size - that is, the critical gap remains constant, no matter how long the side street motorist waits. LOS F may also appear in the form of side street vehicles’ selecting smaller-than-usual gaps. In such cases, safety may be a problem and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior. The latter is more difficult to observe on the field than queueing, which is more obvious. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council
D-2
APPENDIX E
EXISTING LEVEL OF SERVICE AND QUEUE
SYNCHRO WORKSHEETS
Queues1: S. Fern Street & 18th Street S Existing AM
Synchro 9 ReportPage 1
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT SBRLane Group Flow (vph) 76 612 165 36 99 36 286 51 105 7v/c Ratio 0.13 0.37 0.22 0.11 0.06 0.06 0.76 0.13 0.26 0.02Control Delay 13.5 14.0 3.2 14.4 12.0 4.0 42.3 8.6 23.5 0.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.5 14.0 3.2 14.4 12.0 4.0 42.3 8.6 23.5 0.0Queue Length 50th (ft) 21 103 0 10 13 0 162 6 49 0Queue Length 95th (ft) 54 173 30 34 33 15 211 25 70 0Internal Link Dist (ft) 195 300 496 259Turn Bay Length (ft) 130 115 70 90 30 150Base Capacity (vph) 585 1675 756 334 1565 629 567 581 619 586Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.13 0.37 0.22 0.11 0.06 0.06 0.50 0.09 0.17 0.01
Intersection Summary
E-1
HCM Signalized Intersection Capacity Analysis1: S. Fern Street & 18th Street S Existing AM
Synchro 9 ReportPage 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 65 520 140 33 90 33 95 159 45 17 73 6Future Volume (vph) 65 520 140 33 90 33 95 159 45 17 73 6Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.92 1.00 1.00 0.94 1.00 0.97 1.00 0.98Flpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.99 1.00Satd. Flow (prot) 1403 2916 1203 1434 2726 1064 1333 1125 1346 1135Flt Permitted 0.69 1.00 1.00 0.39 1.00 1.00 0.84 1.00 0.91 1.00Satd. Flow (perm) 1019 2916 1203 581 2726 1064 1135 1125 1238 1135Peak-hour factor, PHF 0.85 0.85 0.85 0.91 0.91 0.91 0.89 0.89 0.89 0.86 0.86 0.86Adj. Flow (vph) 76 612 165 36 99 36 107 179 51 20 85 7RTOR Reduction (vph) 0 0 70 0 0 15 0 0 25 0 0 5Lane Group Flow (vph) 76 612 95 36 99 21 0 286 26 0 105 2Confl. Peds. (#/hr) 18 18 18 18 8 18 18 8Confl. Bikes (#/hr) 26 1Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 2% 2% 2% 2% 2% 2%Parking (#/hr) 6 6 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA PermProtected Phases 2 2 4 4Permitted Phases 2 2 2 2 4 4 4 4Actuated Green, G (s) 55.4 55.4 55.4 55.4 55.4 55.4 31.1 31.1 31.1 31.1Effective Green, g (s) 57.4 57.4 57.4 57.4 57.4 57.4 33.1 33.1 33.1 33.1Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.57 0.57 0.33 0.33 0.33 0.33Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 584 1673 690 333 1564 610 375 372 409 375v/s Ratio Prot c0.21 0.04v/s Ratio Perm 0.07 0.08 0.06 0.02 c0.25 0.02 0.08 0.00v/c Ratio 0.13 0.37 0.14 0.11 0.06 0.03 0.76 0.07 0.26 0.01Uniform Delay, d1 9.8 11.5 9.8 9.7 9.4 9.3 29.9 22.9 24.5 22.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.5 0.6 0.4 0.7 0.1 0.1 8.0 0.0 0.1 0.0Delay (s) 10.3 12.1 10.3 10.3 9.5 9.4 38.0 22.9 24.6 22.4Level of Service B B B B A A D C C CApproach Delay (s) 11.6 9.6 35.7 24.4Approach LOS B A D C
Intersection SummaryHCM 2000 Control Delay 17.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.51Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5Intersection Capacity Utilization 60.5% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group
E-2
HCM Unsignalized Intersection Capacity Analysis2: Site Driveway & 18th Street S Existing AM
Synchro 9 ReportPage 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 621 5 0 128 10 0 0 3 0 0 30Future Volume (Veh/h) 0 621 5 0 128 10 0 0 3 0 0 30Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85Hourly flow rate (vph) 0 731 6 0 151 12 0 0 4 0 0 35Pedestrians 1 1 36 59Lane Width (ft) 10.0 10.0 16.0 12.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 0 0 5 6Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 380 365pX, platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90vC, conflicting volume 222 773 882 992 406 586 989 142vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 222 539 659 781 133 333 778 142tC, single (s) 4.2 4.2 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 100 100 99 100 100 96cM capacity (veh/h) 1255 874 266 265 769 468 266 830
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total 487 250 101 62 4 35Volume Left 0 0 0 0 0 0Volume Right 0 6 0 12 4 35cSH 1700 1700 1700 1700 769 830Volume to Capacity 0.29 0.15 0.06 0.04 0.01 0.04Queue Length 95th (ft) 0 0 0 0 0 3Control Delay (s) 0.0 0.0 0.0 0.0 9.7 9.5Lane LOS A AApproach Delay (s) 0.0 0.0 9.7 9.5Approach LOS A A
Intersection SummaryAverage Delay 0.4Intersection Capacity Utilization 29.6% ICU Level of Service AAnalysis Period (min) 15
E-3
Queues3: S. Eads Street & 18th Street S/18th Street S. Existing AM
Synchro 9 ReportPage 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 76 514 126 56 96 43 352 70 63 193v/c Ratio 0.35 0.66 0.47 0.45 0.15 0.08 0.44 0.12 0.14 0.25Control Delay 28.5 31.7 31.1 36.5 22.7 5.3 8.0 5.4 9.5 9.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 28.5 31.7 31.1 36.5 22.7 5.3 8.0 5.4 9.5 9.5Queue Length 50th (ft) 33 128 56 25 20 5 73 9 13 42Queue Length 95th (ft) 60 150 91 57 35 m11 135 m18 38 94Internal Link Dist (ft) 285 146 513 51Turn Bay Length (ft) 45 85 125 90 40 90Base Capacity (vph) 324 1166 402 188 965 554 800 588 444 784Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.23 0.44 0.31 0.30 0.10 0.08 0.44 0.12 0.14 0.25
Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.
E-4
HCM Signalized Intersection Capacity Analysis3: S. Eads Street & 18th Street S/18th Street S. Existing AM
Synchro 9 ReportPage 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 65 437 107 54 67 25 39 317 63 58 162 16Future Volume (vph) 65 437 107 54 67 25 39 317 63 58 162 16Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.76 1.00 0.92 1.00 1.00 0.87 1.00 0.99Flpb, ped/bikes 0.76 1.00 1.00 0.91 1.00 0.95 1.00 1.00 0.93 1.00Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1115 2916 994 1332 2414 1342 1298 954 1313 1271Flt Permitted 0.69 1.00 1.00 0.34 1.00 0.64 1.00 1.00 0.52 1.00Satd. Flow (perm) 812 2916 994 474 2414 898 1298 954 719 1271Peak-hour factor, PHF 0.85 0.85 0.85 0.96 0.96 0.96 0.90 0.90 0.90 0.92 0.92 0.92Adj. Flow (vph) 76 514 126 56 70 26 43 352 70 63 176 17RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0Lane Group Flow (vph) 76 514 126 56 96 0 43 352 70 63 193 0Confl. Peds. (#/hr) 196 143 143 196 101 180 180 101Confl. Bikes (#/hr) 23 1 5 2Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 7% 7% 7% 7% 7% 7%Parking (#/hr) 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm NA Perm Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 2 6Actuated Green, G (s) 20.5 20.5 20.5 20.5 20.5 50.5 50.5 50.5 50.5 50.5Effective Green, g (s) 22.5 22.5 22.5 22.5 22.5 52.5 52.5 52.5 52.5 52.5Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.26 0.62 0.62 0.62 0.62 0.62Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 214 771 263 125 639 554 801 589 444 785v/s Ratio Prot c0.18 0.04 c0.27 0.15v/s Ratio Perm 0.09 0.13 0.12 0.05 0.07 0.09v/c Ratio 0.36 0.67 0.48 0.45 0.15 0.08 0.44 0.12 0.14 0.25Uniform Delay, d1 25.4 27.9 26.3 26.1 23.9 6.5 8.5 6.7 6.8 7.3Progression Factor 1.00 1.00 1.00 1.00 1.00 0.60 0.64 0.59 1.00 1.00Incremental Delay, d2 0.4 1.7 0.5 0.9 0.0 0.2 1.4 0.3 0.7 0.7Delay (s) 25.7 29.6 26.8 27.0 24.0 4.1 6.9 4.3 7.5 8.1Level of Service C C C C C A A A A AApproach Delay (s) 28.7 25.1 6.3 7.9Approach LOS C C A A
Intersection SummaryHCM 2000 Control Delay 18.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.51Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 81.6% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
E-5
Queues4: S. Eads Street & Site Driveway/20th Street S. Existing AM
Synchro 9 ReportPage 6
Lane Group EBT WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 95 94 83 7 582 84 276v/c Ratio 0.42 0.55 0.32 0.01 0.68 0.20 0.29Control Delay 33.2 43.7 10.2 4.3 12.1 3.2 2.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 33.2 43.7 10.2 4.3 12.1 3.2 2.8Queue Length 50th (ft) 42 47 0 1 124 5 17Queue Length 95th (ft) 75 88 35 5 307 14 36Internal Link Dist (ft) 121 168 471 513Turn Bay Length (ft) 90 85Base Capacity (vph) 567 439 542 606 852 410 939Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.17 0.21 0.15 0.01 0.68 0.20 0.29
Intersection Summary
E-6
HCM Signalized Intersection Capacity Analysis4: S. Eads Street & Site Driveway/20th Street S. Existing AM
Synchro 9 ReportPage 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 19 53 9 65 21 76 6 353 159 73 233 7Future Volume (vph) 19 53 9 65 21 76 6 353 159 73 233 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.95 1.00 0.93 1.00 1.00Flpb, ped/bikes 0.99 0.99 1.00 0.93 1.00 0.92 1.00Frt 0.98 1.00 0.85 1.00 0.95 1.00 1.00Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1508 1440 1216 1322 1148 1290 1277Flt Permitted 0.91 0.72 1.00 0.59 1.00 0.40 1.00Satd. Flow (perm) 1385 1081 1216 821 1148 544 1277Peak-hour factor, PHF 0.85 0.85 0.85 0.92 0.92 0.92 0.88 0.88 0.88 0.87 0.87 0.87Adj. Flow (vph) 22 62 11 71 23 83 7 401 181 84 268 8RTOR Reduction (vph) 0 8 0 0 0 70 0 10 0 0 1 0Lane Group Flow (vph) 0 87 0 0 94 13 7 572 0 84 275 0Confl. Peds. (#/hr) 23 9 9 23 51 111 111 51Confl. Bikes (#/hr) 7 2Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 7% 7% 7% 7% 7% 7%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 2 2 2Parking (#/hr) 6 6 6 6Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 4 2 2Actuated Green, G (s) 11.5 11.5 11.5 60.5 60.5 60.5 60.5Effective Green, g (s) 13.5 13.5 13.5 62.5 62.5 62.5 62.5Actuated g/C Ratio 0.16 0.16 0.16 0.74 0.74 0.74 0.74Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 6.5Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 219 171 193 603 844 400 938v/s Ratio Prot c0.50 0.22v/s Ratio Perm 0.06 c0.09 0.01 0.01 0.15v/c Ratio 0.40 0.55 0.07 0.01 0.68 0.21 0.29Uniform Delay, d1 32.1 32.9 30.4 3.0 5.9 3.5 3.8Progression Factor 1.00 1.00 1.00 1.00 1.00 0.43 0.43Incremental Delay, d2 0.4 1.9 0.1 0.0 4.4 1.2 0.8Delay (s) 32.5 34.9 30.5 3.0 10.3 2.7 2.4Level of Service C C C A B A AApproach Delay (s) 32.5 32.8 10.2 2.5Approach LOS C C B A
Intersection SummaryHCM 2000 Control Delay 12.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 85.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 72.9% ICU Level of Service CAnalysis Period (min) 15
E-7
HCM Unsignalized Intersection Capacity Analysis5: S. Eads Street & 22nd Street S. /Lot Entrance Existing AM
Synchro 9 ReportPage 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 53 4 30 3 0 3 25 456 0 5 255 20Future Volume (Veh/h) 53 4 30 3 0 3 25 456 0 5 255 20Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 62 5 35 4 0 4 28 507 0 6 283 22Pedestrians 58 35 4 6Lane Width (ft) 10.0 10.0 10.0 10.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 5 3 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft) 551pX, platoon unblockedvC, conflicting volume 937 962 356 934 973 548 363 542vC1, stage 1 conf vol 364 364 598 598vC2, stage 2 conf vol 573 598 336 375vCu, unblocked vol 937 962 356 934 973 548 363 542tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.2tC, 2 stage (s) 6.1 5.5 6.1 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.3p0 queue free % 85 99 95 99 100 99 97 99cM capacity (veh/h) 415 404 654 401 400 519 1115 974
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 102 8 28 507 6 305Volume Left 62 4 28 0 6 0Volume Right 35 4 0 0 0 22cSH 474 452 1115 1700 974 1700Volume to Capacity 0.22 0.02 0.03 0.30 0.01 0.18Queue Length 95th (ft) 20 1 2 0 0 0Control Delay (s) 14.7 13.1 8.3 0.0 8.7 0.0Lane LOS B B A AApproach Delay (s) 14.7 13.1 0.4 0.2Approach LOS B B
Intersection SummaryAverage Delay 2.0Intersection Capacity Utilization 41.7% ICU Level of Service AAnalysis Period (min) 15
E-8
Queues1: S. Fern Street & 18th Street S Existing PM
Synchro 9 ReportPage 1
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT SBRLane Group Flow (vph) 42 393 341 73 207 62 113 15 369 26v/c Ratio 0.08 0.24 0.46 0.18 0.13 0.10 0.31 0.04 0.83 0.07Control Delay 12.4 12.2 6.1 11.0 9.1 2.5 25.5 1.6 46.6 4.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.4 12.2 6.1 11.0 9.1 2.5 25.5 1.6 46.6 4.3Queue Length 50th (ft) 12 63 24 18 25 2 52 0 211 0Queue Length 95th (ft) 32 103 95 m39 m44 m11 90 4 304 12Internal Link Dist (ft) 195 300 496 259Turn Bay Length (ft) 130 115 70 90 30 150Base Capacity (vph) 509 1663 739 414 1554 602 433 454 530 459Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.24 0.46 0.18 0.13 0.10 0.26 0.03 0.70 0.06
Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.
E-9
HCM Signalized Intersection Capacity Analysis1: S. Fern Street & 18th Street S Existing PM
Synchro 9 ReportPage 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 40 373 324 62 176 53 27 78 14 21 311 23Future Volume (vph) 40 373 324 62 176 53 27 78 14 21 311 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.85 1.00 1.00 0.89 1.00 0.93 1.00 0.94Flpb, ped/bikes 0.94 1.00 1.00 0.93 1.00 1.00 0.99 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 1.00 1.00 1.00Satd. Flow (prot) 1364 2916 1105 1352 2726 1011 1337 1077 1353 1091Flt Permitted 0.62 1.00 1.00 0.51 1.00 1.00 0.80 1.00 0.98 1.00Satd. Flow (perm) 893 2916 1105 726 2726 1011 1083 1077 1327 1091Peak-hour factor, PHF 0.95 0.95 0.95 0.85 0.85 0.85 0.93 0.93 0.93 0.90 0.90 0.90Adj. Flow (vph) 42 393 341 73 207 62 29 84 15 23 346 26RTOR Reduction (vph) 0 0 110 0 0 27 0 0 10 0 0 17Lane Group Flow (vph) 42 393 231 73 207 35 0 113 5 0 369 9Confl. Peds. (#/hr) 36 54 54 36 47 65 65 47Confl. Bikes (#/hr) 12 9 1 7Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 2% 2% 2% 2% 2% 2%Parking (#/hr) 6 6 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA PermProtected Phases 2 2 4 4Permitted Phases 2 2 2 2 4 4 4 4Actuated Green, G (s) 55.0 55.0 55.0 55.0 55.0 55.0 31.5 31.5 31.5 31.5Effective Green, g (s) 57.0 57.0 57.0 57.0 57.0 57.0 33.5 33.5 33.5 33.5Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.57 0.57 0.34 0.34 0.34 0.34Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 509 1662 629 413 1553 576 362 360 444 365v/s Ratio Prot 0.13 0.08v/s Ratio Perm 0.05 c0.21 0.10 0.03 0.10 0.00 c0.28 0.01v/c Ratio 0.08 0.24 0.37 0.18 0.13 0.06 0.31 0.01 0.83 0.02Uniform Delay, d1 9.7 10.7 11.7 10.3 10.0 9.6 24.7 22.2 30.6 22.3Progression Factor 1.00 1.00 1.00 0.78 0.79 0.61 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 0.3 1.7 0.9 0.2 0.2 0.2 0.0 12.0 0.0Delay (s) 10.0 11.0 13.3 9.0 8.1 6.0 24.9 22.2 42.6 22.3Level of Service B B B A A A C C D CApproach Delay (s) 12.0 7.9 24.6 41.3Approach LOS B A C D
Intersection SummaryHCM 2000 Control Delay 19.2 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.54Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5Intersection Capacity Utilization 81.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
E-10
HCM Unsignalized Intersection Capacity Analysis2: Site Driveway & 18th Street S Existing PM
Synchro 9 ReportPage 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 445 5 0 265 4 0 0 5 0 0 33Future Volume (Veh/h) 0 445 5 0 265 4 0 0 5 0 0 33Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85Hourly flow rate (vph) 0 489 5 0 312 5 0 0 6 0 0 39Pedestrians 2 13 53 64Lane Width (ft) 10.0 10.0 16.0 12.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 0 1 7 6Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 380 365pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95vC, conflicting volume 381 547 742 926 313 642 926 224vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 381 431 635 827 186 530 827 224tC, single (s) 4.2 4.2 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 100 100 99 100 100 95cM capacity (veh/h) 1089 989 277 255 727 344 255 730
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total 326 168 208 109 6 39Volume Left 0 0 0 0 0 0Volume Right 0 5 0 5 6 39cSH 1700 1700 1700 1700 727 730Volume to Capacity 0.19 0.10 0.12 0.06 0.01 0.05Queue Length 95th (ft) 0 0 0 0 1 4Control Delay (s) 0.0 0.0 0.0 0.0 10.0 10.2Lane LOS A BApproach Delay (s) 0.0 0.0 10.0 10.2Approach LOS A B
Intersection SummaryAverage Delay 0.5Intersection Capacity Utilization 27.4% ICU Level of Service AAnalysis Period (min) 15
E-11
Queues3: S. Eads Street & 18th Street S/18th Street S. Existing PM
Synchro 9 ReportPage 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 32 139 273 87 236 97 353 29 47 554v/c Ratio 0.13 0.14 0.81 0.31 0.29 0.35 0.48 0.06 0.12 0.76Control Delay 14.3 15.1 38.9 25.4 24.0 17.6 16.2 11.2 14.2 28.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8Total Delay 14.3 15.1 38.9 25.4 24.0 17.6 16.2 11.2 14.2 28.8Queue Length 50th (ft) 8 18 157 40 56 33 131 8 14 260Queue Length 95th (ft) m15 m23 230 66 71 88 252 23 40 #541Internal Link Dist (ft) 285 146 513 305Turn Bay Length (ft) 45 85 125 90 40 90Base Capacity (vph) 318 1253 434 363 1050 278 735 515 380 726Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 40Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.11 0.63 0.24 0.22 0.35 0.48 0.06 0.12 0.81
Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.
E-12
HCM Signalized Intersection Capacity Analysis3: S. Eads Street & 18th Street S/18th Street S. Existing PM
Synchro 9 ReportPage 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 29 128 251 74 154 47 83 304 25 43 487 23Future Volume (vph) 29 128 251 74 154 47 83 304 25 43 487 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.77 1.00 0.93 1.00 1.00 0.83 1.00 1.00Flpb, ped/bikes 0.80 1.00 1.00 0.83 1.00 0.97 1.00 1.00 0.91 1.00Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1163 2916 1009 1210 2441 1368 1298 911 1284 1283Flt Permitted 0.60 1.00 1.00 0.66 1.00 0.34 1.00 1.00 0.50 1.00Satd. Flow (perm) 741 2916 1009 845 2441 492 1298 911 670 1283Peak-hour factor, PHF 0.92 0.92 0.92 0.85 0.85 0.85 0.86 0.86 0.86 0.92 0.92 0.92Adj. Flow (vph) 32 139 273 87 181 55 97 353 29 47 529 25RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0Lane Group Flow (vph) 32 139 273 87 236 0 97 353 29 47 554 0Confl. Peds. (#/hr) 174 128 128 174 114 204 204 114Confl. Bikes (#/hr) 5 19 1 13Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 7% 7% 7% 7% 7% 7%Parking (#/hr) 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm NA Perm Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 2 6Actuated Green, G (s) 31.4 31.4 31.4 31.4 31.4 54.6 54.6 54.6 54.6 54.6Effective Green, g (s) 33.4 33.4 33.4 33.4 33.4 56.6 56.6 56.6 56.6 56.6Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.33 0.57 0.57 0.57 0.57 0.57Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 247 973 337 282 815 278 734 515 379 726v/s Ratio Prot 0.05 0.10 0.27 c0.43v/s Ratio Perm 0.04 c0.27 0.10 0.20 0.03 0.07v/c Ratio 0.13 0.14 0.81 0.31 0.29 0.35 0.48 0.06 0.12 0.76Uniform Delay, d1 23.2 23.3 30.4 24.7 24.6 11.7 12.9 9.7 10.1 16.6Progression Factor 0.66 0.69 0.69 1.00 1.00 0.90 0.90 0.84 1.00 1.00Incremental Delay, d2 0.1 0.0 12.9 0.2 0.1 3.3 2.2 0.2 0.7 7.5Delay (s) 15.4 16.2 33.8 25.0 24.6 13.9 13.9 8.4 10.8 24.0Level of Service B B C C C B B A B CApproach Delay (s) 27.0 24.7 13.5 23.0Approach LOS C C B C
Intersection SummaryHCM 2000 Control Delay 21.8 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.78Actuated Cycle Length (s) 100.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 82.7% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
E-13
Queues4: S. Eads Street & Site Driveway/20th Street S. Existing PM
Synchro 9 ReportPage 6
Lane Group EBT WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 45 127 127 9 321 199 719v/c Ratio 0.17 0.62 0.39 0.03 0.36 0.38 0.78Control Delay 26.9 50.0 9.4 5.8 7.1 9.0 16.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.6Total Delay 26.9 50.0 9.4 5.8 7.1 9.0 17.0Queue Length 50th (ft) 18 75 0 1 61 27 218Queue Length 95th (ft) 42 121 41 7 129 m109 #629Internal Link Dist (ft) 121 168 471 513Turn Bay Length (ft) 90 85Base Capacity (vph) 486 387 500 346 894 517 925Starvation Cap Reductn 0 0 0 0 0 0 39Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.09 0.33 0.25 0.03 0.36 0.38 0.81
Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.
E-14
HCM Signalized Intersection Capacity Analysis4: S. Eads Street & Site Driveway/20th Street S. Existing PM
Synchro 9 ReportPage 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 8 21 9 92 19 112 8 237 39 181 627 27Future Volume (vph) 8 21 9 92 19 112 8 237 39 181 627 27Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.99 1.00 0.94 1.00 0.96 1.00 0.99Flpb, ped/bikes 0.99 0.97 1.00 0.96 1.00 0.85 1.00Frt 0.97 1.00 0.85 1.00 0.98 1.00 0.99Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1469 1406 1209 1356 1225 1198 1269Flt Permitted 0.94 0.77 1.00 0.32 1.00 0.56 1.00Satd. Flow (perm) 1388 1125 1209 455 1225 700 1269Peak-hour factor, PHF 0.85 0.85 0.85 0.88 0.88 0.88 0.86 0.86 0.86 0.91 0.91 0.91Adj. Flow (vph) 9 25 11 105 22 127 9 276 45 199 689 30RTOR Reduction (vph) 0 9 0 0 0 104 0 4 0 0 1 0Lane Group Flow (vph) 0 36 0 0 127 23 9 317 0 199 718 0Confl. Peds. (#/hr) 23 23 23 23 75 105 105 75Confl. Bikes (#/hr) 9 16Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 7% 7% 7% 7% 7% 7%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 2 2 2Parking (#/hr) 6 6 6 6Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 4 2 2Actuated Green, G (s) 16.2 16.2 16.2 70.8 70.8 70.8 70.8Effective Green, g (s) 18.2 18.2 18.2 72.8 72.8 72.8 72.8Actuated g/C Ratio 0.18 0.18 0.18 0.73 0.73 0.73 0.73Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 6.5Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 252 204 220 331 891 509 923v/s Ratio Prot 0.26 c0.57v/s Ratio Perm 0.03 c0.11 0.02 0.02 0.28v/c Ratio 0.14 0.62 0.11 0.03 0.36 0.39 0.78Uniform Delay, d1 34.3 37.7 34.1 3.8 5.0 5.2 8.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.07 0.99Incremental Delay, d2 0.1 4.2 0.1 0.2 1.1 1.7 4.9Delay (s) 34.4 41.9 34.2 3.9 6.1 7.2 13.4Level of Service C D C A A A BApproach Delay (s) 34.4 38.1 6.0 12.0Approach LOS C D A B
Intersection SummaryHCM 2000 Control Delay 15.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.75Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 74.6% ICU Level of Service DAnalysis Period (min) 15
E-15
HCM Unsignalized Intersection Capacity Analysis5: S. Eads Street & 22nd Street S. /Lot Entrance Existing PM
Synchro 9 ReportPage 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 16 0 74 3 0 2 31 243 0 0 700 41Future Volume (Veh/h) 16 0 74 3 0 2 31 243 0 0 700 41Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.89 0.89 0.89Hourly flow rate (vph) 19 0 87 4 0 2 36 286 0 0 787 46Pedestrians 92 67 3 1Lane Width (ft) 10.0 10.0 10.0 10.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 7 5 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft) 551pX, platoon unblocked 0.70 0.70 0.70 0.70 0.70 0.70vC, conflicting volume 1263 1327 905 1302 1350 354 925 353vC1, stage 1 conf vol 902 902 425 425vC2, stage 2 conf vol 361 425 877 925vCu, unblocked vol 1162 1253 652 1218 1286 354 681 353tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.2tC, 2 stage (s) 6.1 5.5 6.1 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.3p0 queue free % 93 100 71 98 100 100 94 100cM capacity (veh/h) 272 269 304 190 236 653 578 1116
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 106 6 36 286 0 833Volume Left 19 4 36 0 0 0Volume Right 87 2 0 0 0 46cSH 297 249 578 1700 1700 1700Volume to Capacity 0.36 0.02 0.06 0.17 0.00 0.49Queue Length 95th (ft) 39 2 5 0 0 0Control Delay (s) 23.7 19.8 11.6 0.0 0.0 0.0Lane LOS C C BApproach Delay (s) 23.7 19.8 1.3 0.0Approach LOS C C
Intersection SummaryAverage Delay 2.4Intersection Capacity Utilization 57.7% ICU Level of Service BAnalysis Period (min) 15
E-16
APPENDIX F
INDIVIDUAL PIPELINE TRIP ASSIGNMENTS
1
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Figure F-1
1770 Crystal Drive - Pipeline Forecasts
Crystal House III
Arlington County, Virginia
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M. Flats 50% Occupancy - Pipeline Forecasts
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F-2
APPENDIX G
FUTURE WITHOUT DEVELOPMENT LEVEL OF
SERVICE AND QUEUE SYNCHRO WORKSHEETS
Queues1: S. Fern Street & 18th Street S Background AM
Synchro 9 ReportPage 1
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT SBRLane Group Flow (vph) 70 577 154 38 109 51 268 50 98 7v/c Ratio 0.12 0.33 0.20 0.10 0.07 0.08 0.75 0.13 0.25 0.02Control Delay 12.4 12.5 3.0 13.1 11.0 4.3 43.2 9.1 24.8 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.4 12.5 3.0 13.1 11.0 4.3 43.2 9.1 24.8 0.2Queue Length 50th (ft) 18 90 0 10 14 0 153 5 47 0Queue Length 95th (ft) 52 166 33 34 34 20 207 27 73 0Internal Link Dist (ft) 195 300 496 259Turn Bay Length (ft) 130 115 70 90 30 150Base Capacity (vph) 599 1730 771 365 1617 651 572 581 623 586Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.33 0.20 0.10 0.07 0.08 0.47 0.09 0.16 0.01
Intersection Summary
G-1
HCM Signalized Intersection Capacity Analysis1: S. Fern Street & 18th Street S Background AM
Synchro 9 ReportPage 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 64 531 142 35 100 47 90 156 46 17 74 6Future Volume (vph) 64 531 142 35 100 47 90 156 46 17 74 6Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.92 1.00 1.00 0.94 1.00 0.97 1.00 0.98Flpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.99 1.00Satd. Flow (prot) 1404 2916 1203 1432 2726 1064 1334 1125 1346 1135Flt Permitted 0.68 1.00 1.00 0.41 1.00 1.00 0.84 1.00 0.92 1.00Satd. Flow (perm) 1010 2916 1203 614 2726 1064 1145 1125 1248 1135Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 70 577 154 38 109 51 98 170 50 18 80 7RTOR Reduction (vph) 0 0 63 0 0 21 0 0 26 0 0 5Lane Group Flow (vph) 70 577 91 38 109 30 0 268 24 0 98 2Confl. Peds. (#/hr) 18 18 18 18 8 18 18 8Confl. Bikes (#/hr) 26 1Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 2% 2% 2% 2% 2% 2%Parking (#/hr) 6 6 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA PermProtected Phases 2 2 4 4Permitted Phases 2 2 2 2 4 4 4 4Actuated Green, G (s) 57.3 57.3 57.3 57.3 57.3 57.3 29.2 29.2 29.2 29.2Effective Green, g (s) 59.3 59.3 59.3 59.3 59.3 59.3 31.2 31.2 31.2 31.2Actuated g/C Ratio 0.59 0.59 0.59 0.59 0.59 0.59 0.31 0.31 0.31 0.31Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 598 1729 713 364 1616 630 357 351 389 354v/s Ratio Prot c0.20 0.04v/s Ratio Perm 0.07 0.08 0.06 0.03 c0.23 0.02 0.08 0.00v/c Ratio 0.12 0.33 0.13 0.10 0.07 0.05 0.75 0.07 0.25 0.01Uniform Delay, d1 8.9 10.3 9.0 8.8 8.6 8.5 30.9 24.2 25.7 23.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 0.5 0.4 0.6 0.1 0.1 7.7 0.0 0.1 0.0Delay (s) 9.3 10.8 9.3 9.4 8.7 8.7 38.6 24.2 25.8 23.7Level of Service A B A A A A D C C CApproach Delay (s) 10.4 8.8 36.3 25.7Approach LOS B A D C
Intersection SummaryHCM 2000 Control Delay 17.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.48Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5Intersection Capacity Utilization 60.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group
G-2
HCM Unsignalized Intersection Capacity Analysis2: Site Driveway & 18th Street S Background AM
Synchro 9 ReportPage 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 633 5 5 141 10 11 0 3 5 0 30Future Volume (Veh/h) 0 633 5 5 141 10 11 0 3 5 0 30Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 688 5 5 153 11 12 0 3 5 0 33Pedestrians 1 1 36 59Lane Width (ft) 10.0 10.0 12.0 12.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 0 0 3 6Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 380 365pX, platoon unblocked 0.92 0.92 0.92 0.92 0.92 0.92vC, conflicting volume 223 729 847 960 384 576 956 142vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 223 527 655 778 151 360 775 142tC, single (s) 4.2 4.2 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 99 96 100 100 99 100 96cM capacity (veh/h) 1254 907 277 271 770 457 273 830
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total 344 349 82 88 15 38Volume Left 0 0 5 0 12 5Volume Right 0 5 0 11 3 33cSH 1254 1700 907 1700 318 749Volume to Capacity 0.00 0.21 0.01 0.05 0.05 0.05Queue Length 95th (ft) 0 0 0 0 4 4Control Delay (s) 0.0 0.0 0.6 0.0 16.9 10.1Lane LOS A C BApproach Delay (s) 0.0 0.3 16.9 10.1Approach LOS C B
Intersection SummaryAverage Delay 0.7Intersection Capacity Utilization 30.1% ICU Level of Service AAnalysis Period (min) 15
G-3
Queues3: S. Eads Street & 18th Street S/18th Street S. Background AM
Synchro 9 ReportPage 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 72 486 118 57 104 46 350 70 64 199v/c Ratio 0.35 0.65 0.46 0.46 0.17 0.08 0.43 0.12 0.14 0.25Control Delay 29.2 32.0 31.5 37.3 23.6 5.1 7.5 5.2 9.1 9.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 29.2 32.0 31.5 37.3 23.6 5.1 7.5 5.2 9.1 9.2Queue Length 50th (ft) 32 122 53 26 22 5 68 8 13 42Queue Length 95th (ft) 63 154 94 58 38 m12 128 m18 37 94Internal Link Dist (ft) 285 146 513 51Turn Bay Length (ft) 45 85 125 90 40 90Base Capacity (vph) 323 1166 402 197 974 561 813 598 455 791Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.22 0.42 0.29 0.29 0.11 0.08 0.43 0.12 0.14 0.25
Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.
G-4
HCM Signalized Intersection Capacity Analysis3: S. Eads Street & 18th Street S/18th Street S. Background AM
Synchro 9 ReportPage 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 66 447 109 55 75 25 42 322 64 59 161 22Future Volume (vph) 66 447 109 55 75 25 42 322 64 59 161 22Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.76 1.00 0.93 1.00 1.00 0.87 1.00 0.99Flpb, ped/bikes 0.77 1.00 1.00 0.91 1.00 0.95 1.00 1.00 0.93 1.00Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1119 2916 993 1325 2437 1342 1298 954 1313 1262Flt Permitted 0.69 1.00 1.00 0.35 1.00 0.63 1.00 1.00 0.52 1.00Satd. Flow (perm) 808 2916 993 495 2437 894 1298 954 724 1262Peak-hour factor, PHF 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 72 486 118 57 78 26 46 350 70 64 175 24RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0Lane Group Flow (vph) 72 486 118 57 104 0 46 350 70 64 199 0Confl. Peds. (#/hr) 196 143 143 196 101 180 180 101Confl. Bikes (#/hr) 23 1 5 2Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 7% 7% 7% 7% 7% 7%Parking (#/hr) 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm NA Perm Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 2 6Actuated Green, G (s) 19.7 19.7 19.7 19.7 19.7 51.3 51.3 51.3 51.3 51.3Effective Green, g (s) 21.7 21.7 21.7 21.7 21.7 53.3 53.3 53.3 53.3 53.3Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.26 0.63 0.63 0.63 0.63 0.63Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 206 744 253 126 622 560 813 598 453 791v/s Ratio Prot c0.17 0.04 c0.27 0.16v/s Ratio Perm 0.09 0.12 0.12 0.05 0.07 0.09v/c Ratio 0.35 0.65 0.47 0.45 0.17 0.08 0.43 0.12 0.14 0.25Uniform Delay, d1 25.9 28.3 26.8 26.6 24.6 6.2 8.1 6.4 6.5 7.0Progression Factor 1.00 1.00 1.00 1.00 1.00 0.60 0.64 0.60 1.00 1.00Incremental Delay, d2 0.4 1.6 0.5 0.9 0.0 0.2 1.4 0.3 0.7 0.8Delay (s) 26.3 29.9 27.3 27.6 24.7 4.0 6.5 4.1 7.1 7.8Level of Service C C C C C A A A A AApproach Delay (s) 29.0 25.7 5.9 7.6Approach LOS C C A A
Intersection SummaryHCM 2000 Control Delay 18.2 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.49Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 81.6% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
G-5
Queues4: S. Eads Street & Site Driveway/20th Street S. Background AM
Synchro 9 ReportPage 6
Lane Group EBT WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 89 95 85 7 565 80 262v/c Ratio 0.39 0.54 0.32 0.01 0.66 0.19 0.28Control Delay 32.1 43.0 10.1 4.3 11.4 3.2 2.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 32.1 43.0 10.1 4.3 11.4 3.2 2.8Queue Length 50th (ft) 39 47 0 1 116 5 17Queue Length 95th (ft) 76 88 36 5 306 15 37Internal Link Dist (ft) 121 168 471 513Turn Bay Length (ft) 90 85Base Capacity (vph) 567 448 544 612 852 417 941Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.16 0.21 0.16 0.01 0.66 0.19 0.28
Intersection Summary
G-6
HCM Signalized Intersection Capacity Analysis4: S. Eads Street & Site Driveway/20th Street S. Background AM
Synchro 9 ReportPage 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 19 53 9 66 21 78 6 359 161 74 237 4Future Volume (vph) 19 53 9 66 21 78 6 359 161 74 237 4Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.95 1.00 0.93 1.00 1.00Flpb, ped/bikes 0.99 0.99 1.00 0.93 1.00 0.92 1.00Frt 0.98 1.00 0.85 1.00 0.95 1.00 1.00Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1508 1440 1216 1320 1148 1286 1282Flt Permitted 0.91 0.74 1.00 0.60 1.00 0.41 1.00Satd. Flow (perm) 1385 1104 1216 830 1148 555 1282Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 21 58 10 72 23 85 7 390 175 80 258 4RTOR Reduction (vph) 0 8 0 0 0 71 0 10 0 0 0 0Lane Group Flow (vph) 0 81 0 0 95 14 7 555 0 80 262 0Confl. Peds. (#/hr) 23 9 9 23 51 111 111 51Confl. Bikes (#/hr) 7 2Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 7% 7% 7% 7% 7% 7%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 2 2 2Parking (#/hr) 6 6 6 6Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 4 2 2Actuated Green, G (s) 11.6 11.6 11.6 60.4 60.4 60.4 60.4Effective Green, g (s) 13.6 13.6 13.6 62.4 62.4 62.4 62.4Actuated g/C Ratio 0.16 0.16 0.16 0.73 0.73 0.73 0.73Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 6.5Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 221 176 194 609 842 407 941v/s Ratio Prot c0.48 0.20v/s Ratio Perm 0.06 c0.09 0.01 0.01 0.14v/c Ratio 0.37 0.54 0.07 0.01 0.66 0.20 0.28Uniform Delay, d1 31.9 32.8 30.3 3.0 5.8 3.5 3.8Progression Factor 1.00 1.00 1.00 1.00 1.00 0.44 0.44Incremental Delay, d2 0.4 1.6 0.1 0.0 4.0 1.1 0.7Delay (s) 32.2 34.4 30.4 3.1 9.9 2.6 2.4Level of Service C C C A A A AApproach Delay (s) 32.2 32.5 9.8 2.4Approach LOS C C A A
Intersection SummaryHCM 2000 Control Delay 12.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.64Actuated Cycle Length (s) 85.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 73.5% ICU Level of Service DAnalysis Period (min) 15
G-7
HCM Unsignalized Intersection Capacity Analysis5: S. Eads Street & 22nd Street S. /Lot Entrance Background AM
Synchro 9 ReportPage 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 54 4 30 3 0 3 25 464 0 5 259 20Future Volume (Veh/h) 54 4 30 3 0 3 25 464 0 5 259 20Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 59 4 33 3 0 3 27 504 0 5 282 22Pedestrians 58 35 4 6Lane Width (ft) 10.0 10.0 10.0 10.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 5 3 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft) 551pX, platoon unblockedvC, conflicting volume 928 954 355 924 965 545 362 539vC1, stage 1 conf vol 361 361 593 593vC2, stage 2 conf vol 567 593 331 372vCu, unblocked vol 928 954 355 924 965 545 362 539tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.2tC, 2 stage (s) 6.1 5.5 6.1 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.3p0 queue free % 86 99 95 99 100 99 98 99cM capacity (veh/h) 420 407 655 406 403 521 1116 977
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 96 6 27 504 5 304Volume Left 59 3 27 0 5 0Volume Right 33 3 0 0 0 22cSH 478 456 1116 1700 977 1700Volume to Capacity 0.20 0.01 0.02 0.30 0.01 0.18Queue Length 95th (ft) 19 1 2 0 0 0Control Delay (s) 14.4 13.0 8.3 0.0 8.7 0.0Lane LOS B B A AApproach Delay (s) 14.4 13.0 0.4 0.1Approach LOS B B
Intersection SummaryAverage Delay 1.8Intersection Capacity Utilization 42.2% ICU Level of Service AAnalysis Period (min) 15
G-8
Queues1: S. Fern Street & 18th Street S Background PM
Synchro 9 ReportPage 1
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT SBRLane Group Flow (vph) 42 406 346 70 211 71 103 15 366 25v/c Ratio 0.08 0.24 0.47 0.17 0.14 0.12 0.26 0.04 0.83 0.06Control Delay 12.4 12.2 6.2 10.8 9.1 2.4 24.4 1.6 46.3 4.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.4 12.2 6.2 10.8 9.1 2.4 24.4 1.6 46.3 4.0Queue Length 50th (ft) 12 65 25 17 26 2 47 0 209 0Queue Length 95th (ft) 32 106 98 m41 m46 m13 81 4 301 11Internal Link Dist (ft) 195 300 496 259Turn Bay Length (ft) 130 115 70 90 30 150Base Capacity (vph) 509 1667 741 409 1558 608 467 454 531 459Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.24 0.47 0.17 0.14 0.12 0.22 0.03 0.69 0.05
Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.
G-9
HCM Signalized Intersection Capacity Analysis1: S. Fern Street & 18th Street S Background PM
Synchro 9 ReportPage 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 40 386 329 64 194 65 21 74 14 21 316 23Future Volume (vph) 40 386 329 64 194 65 21 74 14 21 316 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.85 1.00 1.00 0.89 1.00 0.93 1.00 0.94Flpb, ped/bikes 0.94 1.00 1.00 0.93 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 1.00 1.00 1.00Satd. Flow (prot) 1365 2916 1105 1354 2726 1011 1340 1077 1353 1091Flt Permitted 0.62 1.00 1.00 0.50 1.00 1.00 0.86 1.00 0.98 1.00Satd. Flow (perm) 890 2916 1105 716 2726 1011 1168 1077 1328 1091Peak-hour factor, PHF 0.95 0.95 0.95 0.92 0.92 0.92 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 42 406 346 70 211 71 23 80 15 23 343 25RTOR Reduction (vph) 0 0 110 0 0 30 0 0 10 0 0 17Lane Group Flow (vph) 42 406 236 70 211 41 0 103 5 0 366 8Confl. Peds. (#/hr) 36 54 54 36 47 65 65 47Confl. Bikes (#/hr) 12 9 1 7Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 2% 2% 2% 2% 2% 2%Parking (#/hr) 6 6 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA PermProtected Phases 2 2 4 4Permitted Phases 2 2 2 2 4 4 4 4Actuated Green, G (s) 55.2 55.2 55.2 55.2 55.2 55.2 31.3 31.3 31.3 31.3Effective Green, g (s) 57.2 57.2 57.2 57.2 57.2 57.2 33.3 33.3 33.3 33.3Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.57 0.57 0.33 0.33 0.33 0.33Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 509 1667 632 409 1559 578 388 358 442 363v/s Ratio Prot 0.14 0.08v/s Ratio Perm 0.05 c0.21 0.10 0.04 0.09 0.00 c0.28 0.01v/c Ratio 0.08 0.24 0.37 0.17 0.14 0.07 0.27 0.01 0.83 0.02Uniform Delay, d1 9.6 10.6 11.6 10.2 9.9 9.5 24.4 22.3 30.7 22.4Progression Factor 1.00 1.00 1.00 0.78 0.79 0.60 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 0.3 1.7 0.9 0.2 0.2 0.1 0.0 11.5 0.0Delay (s) 9.9 11.0 13.3 8.8 8.0 5.9 24.5 22.4 42.3 22.4Level of Service A B B A A A C C D CApproach Delay (s) 12.0 7.8 24.3 41.0Approach LOS B A C D
Intersection SummaryHCM 2000 Control Delay 18.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.54Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5Intersection Capacity Utilization 81.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
G-10
HCM Unsignalized Intersection Capacity Analysis2: Site Driveway & 18th Street S Background PM
Synchro 9 ReportPage 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 459 5 6 282 4 11 0 5 5 0 33Future Volume (Veh/h) 0 459 5 6 282 4 11 0 5 5 0 33Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 499 5 7 307 4 12 0 5 5 0 36Pedestrians 2 13 53 64Lane Width (ft) 10.0 10.0 12.0 12.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 0 1 5 6Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 380 365pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95vC, conflicting volume 375 557 760 944 318 654 944 222vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 375 435 648 840 184 537 841 222tC, single (s) 4.2 4.2 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 99 96 100 99 99 100 95cM capacity (veh/h) 1095 1001 278 253 740 342 253 733
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total 250 254 160 158 17 41Volume Left 0 0 7 0 12 5Volume Right 0 5 0 4 5 36cSH 1095 1700 1001 1700 341 644Volume to Capacity 0.00 0.15 0.01 0.09 0.05 0.06Queue Length 95th (ft) 0 0 1 0 4 5Control Delay (s) 0.0 0.0 0.4 0.0 16.1 11.0Lane LOS A C BApproach Delay (s) 0.0 0.2 16.1 11.0Approach LOS C B
Intersection SummaryAverage Delay 0.9Intersection Capacity Utilization 28.3% ICU Level of Service AAnalysis Period (min) 15
G-11
Queues3: S. Eads Street & 18th Street S/18th Street S. Background PM
Synchro 9 ReportPage 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 32 149 277 82 236 96 336 27 48 570v/c Ratio 0.13 0.15 0.82 0.29 0.29 0.36 0.46 0.05 0.12 0.79Control Delay 14.1 15.0 39.1 24.7 23.8 18.5 16.2 11.5 14.3 29.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0Total Delay 14.1 15.0 39.1 24.7 23.8 18.5 16.2 11.5 14.3 30.9Queue Length 50th (ft) 8 18 160 37 56 33 124 8 14 277Queue Length 95th (ft) m14 m23 237 67 75 96 253 23 40 #567Internal Link Dist (ft) 285 146 513 51Turn Bay Length (ft) 45 85 125 90 40 90Base Capacity (vph) 318 1253 434 361 1056 268 731 513 387 719Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 35Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.12 0.64 0.23 0.22 0.36 0.46 0.05 0.12 0.83
Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.
G-12
HCM Signalized Intersection Capacity Analysis3: S. Eads Street & 18th Street S/18th Street S. Background PM
Synchro 9 ReportPage 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 29 137 255 75 169 48 88 309 25 44 491 33Future Volume (vph) 29 137 255 75 169 48 88 309 25 44 491 33Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.77 1.00 0.93 1.00 1.00 0.83 1.00 0.99Flpb, ped/bikes 0.80 1.00 1.00 0.83 1.00 0.97 1.00 1.00 0.90 1.00Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1163 2916 1009 1213 2456 1370 1298 911 1280 1277Flt Permitted 0.60 1.00 1.00 0.66 1.00 0.33 1.00 1.00 0.51 1.00Satd. Flow (perm) 741 2916 1009 840 2456 474 1298 911 685 1277Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 32 149 277 82 184 52 96 336 27 48 534 36RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0Lane Group Flow (vph) 32 149 277 82 236 0 96 336 27 48 570 0Confl. Peds. (#/hr) 174 128 128 174 114 204 204 114Confl. Bikes (#/hr) 5 19 1 13Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 7% 7% 7% 7% 7% 7%Parking (#/hr) 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm NA Perm Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 2 6Actuated Green, G (s) 31.6 31.6 31.6 31.6 31.6 54.4 54.4 54.4 54.4 54.4Effective Green, g (s) 33.6 33.6 33.6 33.6 33.6 56.4 56.4 56.4 56.4 56.4Actuated g/C Ratio 0.34 0.34 0.34 0.34 0.34 0.56 0.56 0.56 0.56 0.56Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 248 979 339 282 825 267 732 513 386 720v/s Ratio Prot 0.05 0.10 0.26 c0.45v/s Ratio Perm 0.04 c0.27 0.10 0.20 0.03 0.07v/c Ratio 0.13 0.15 0.82 0.29 0.29 0.36 0.46 0.05 0.12 0.79Uniform Delay, d1 23.0 23.2 30.4 24.4 24.4 11.9 12.8 9.8 10.2 17.2Progression Factor 0.66 0.69 0.69 1.00 1.00 0.92 0.92 0.87 1.00 1.00Incremental Delay, d2 0.1 0.0 13.3 0.2 0.1 3.7 2.0 0.2 0.7 8.7Delay (s) 15.2 16.0 34.1 24.6 24.5 14.6 13.8 8.7 10.9 25.9Level of Service B B C C C B B A B CApproach Delay (s) 26.9 24.5 13.7 24.7Approach LOS C C B C
Intersection SummaryHCM 2000 Control Delay 22.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.80Actuated Cycle Length (s) 100.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 83.6% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
G-13
Queues4: S. Eads Street & Site Driveway/20th Street S. Background PM
Synchro 9 ReportPage 6
Lane Group EBT WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 42 122 126 9 307 200 717v/c Ratio 0.17 0.64 0.40 0.03 0.34 0.38 0.77Control Delay 27.4 52.4 9.6 5.5 6.7 8.7 15.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.6Total Delay 27.4 52.4 9.6 5.5 6.7 8.7 16.4Queue Length 50th (ft) 17 73 0 1 56 30 225Queue Length 95th (ft) 43 123 45 8 128 m103 #616Internal Link Dist (ft) 121 168 471 513Turn Bay Length (ft) 90 85Base Capacity (vph) 483 372 499 351 901 527 933Starvation Cap Reductn 0 0 0 0 0 0 45Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.09 0.33 0.25 0.03 0.34 0.38 0.81
Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.
G-14
HCM Signalized Intersection Capacity Analysis4: S. Eads Street & Site Driveway/20th Street S. Background PM
Synchro 9 ReportPage 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 8 21 9 93 19 116 8 243 40 184 636 24Future Volume (vph) 8 21 9 93 19 116 8 243 40 184 636 24Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.99 1.00 0.94 1.00 0.96 1.00 0.99Flpb, ped/bikes 0.99 0.97 1.00 0.96 1.00 0.85 1.00Frt 0.97 1.00 0.85 1.00 0.98 1.00 0.99Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1469 1405 1209 1355 1225 1192 1271Flt Permitted 0.93 0.74 1.00 0.32 1.00 0.57 1.00Satd. Flow (perm) 1383 1082 1209 459 1225 709 1271Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 9 23 10 101 21 126 9 264 43 200 691 26RTOR Reduction (vph) 0 8 0 0 0 104 0 3 0 0 1 0Lane Group Flow (vph) 0 34 0 0 122 22 9 304 0 200 716 0Confl. Peds. (#/hr) 23 23 23 23 75 105 105 75Confl. Bikes (#/hr) 9 16Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 7% 7% 7% 7% 7% 7%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 2 2 2Parking (#/hr) 6 6 6 6Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 4 2 2Actuated Green, G (s) 15.7 15.7 15.7 71.3 71.3 71.3 71.3Effective Green, g (s) 17.7 17.7 17.7 73.3 73.3 73.3 73.3Actuated g/C Ratio 0.18 0.18 0.18 0.73 0.73 0.73 0.73Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 6.5Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 244 191 213 336 897 519 931v/s Ratio Prot 0.25 c0.56v/s Ratio Perm 0.02 c0.11 0.02 0.02 0.28v/c Ratio 0.14 0.64 0.10 0.03 0.34 0.39 0.77Uniform Delay, d1 34.7 38.2 34.5 3.6 4.7 5.0 8.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.09 1.02Incremental Delay, d2 0.1 5.1 0.1 0.1 1.0 1.6 4.5Delay (s) 34.8 43.3 34.6 3.8 5.8 7.0 12.8Level of Service C D C A A A BApproach Delay (s) 34.8 38.9 5.7 11.6Approach LOS C D A B
Intersection SummaryHCM 2000 Control Delay 15.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.74Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 75.0% ICU Level of Service DAnalysis Period (min) 15
G-15
HCM Unsignalized Intersection Capacity Analysis5: S. Eads Street & 22nd Street S. /Lot Entrance Background PM
Synchro 9 ReportPage 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 16 0 75 3 0 2 31 249 0 0 711 42Future Volume (Veh/h) 16 0 75 3 0 2 31 249 0 0 711 42Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 17 0 82 3 0 2 34 271 0 0 773 46Pedestrians 92 67 3 1Lane Width (ft) 10.0 10.0 10.0 10.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 7 5 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft) 551pX, platoon unblocked 0.71 0.71 0.71 0.71 0.71 0.71vC, conflicting volume 1230 1294 891 1264 1317 339 911 338vC1, stage 1 conf vol 888 888 406 406vC2, stage 2 conf vol 342 406 858 911vCu, unblocked vol 1120 1210 642 1167 1242 339 670 338tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.2tC, 2 stage (s) 6.1 5.5 6.1 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.3p0 queue free % 94 100 74 99 100 100 94 100cM capacity (veh/h) 280 276 311 207 244 665 590 1130
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 99 5 34 271 0 819Volume Left 17 3 34 0 0 0Volume Right 82 2 0 0 0 46cSH 305 285 590 1700 1700 1700Volume to Capacity 0.32 0.02 0.06 0.16 0.00 0.48Queue Length 95th (ft) 34 1 5 0 0 0Control Delay (s) 22.3 17.8 11.5 0.0 0.0 0.0Lane LOS C C BApproach Delay (s) 22.3 17.8 1.3 0.0Approach LOS C C
Intersection SummaryAverage Delay 2.2Intersection Capacity Utilization 58.4% ICU Level of Service BAnalysis Period (min) 15
G-16
APPENDIX H
FUTURE WITH DEVELOPMENT LEVEL OF
SERVICE AND QUEUE SYNCHRO WORKSHEETS
Queues1: S. Fern Street & 18th Street S Total Future AM
Synchro 9 ReportPage 1
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT SBRLane Group Flow (vph) 70 579 154 40 114 52 268 51 100 7v/c Ratio 0.12 0.33 0.20 0.11 0.07 0.08 0.75 0.14 0.26 0.02Control Delay 12.4 12.6 3.0 13.2 11.0 4.2 43.3 9.3 24.9 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.4 12.6 3.0 13.2 11.0 4.2 43.3 9.3 24.9 0.2Queue Length 50th (ft) 18 91 0 10 14 0 153 6 48 0Queue Length 95th (ft) 52 166 33 35 35 20 207 27 74 0Internal Link Dist (ft) 195 300 496 259Turn Bay Length (ft) 130 115 70 90 30 150Base Capacity (vph) 596 1730 771 363 1617 651 572 581 617 586Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.33 0.20 0.11 0.07 0.08 0.47 0.09 0.16 0.01
Intersection Summary
H-1
HCM Signalized Intersection Capacity Analysis1: S. Fern Street & 18th Street S Total Future AM
Synchro 9 ReportPage 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 64 533 142 37 105 48 90 156 47 18 74 6Future Volume (vph) 64 533 142 37 105 48 90 156 47 18 74 6Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.92 1.00 1.00 0.94 1.00 0.97 1.00 0.98Flpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.99 1.00Satd. Flow (prot) 1405 2916 1203 1432 2726 1064 1334 1125 1345 1135Flt Permitted 0.68 1.00 1.00 0.41 1.00 1.00 0.84 1.00 0.91 1.00Satd. Flow (perm) 1005 2916 1203 612 2726 1064 1144 1125 1235 1135Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 70 579 154 40 114 52 98 170 51 20 80 7RTOR Reduction (vph) 0 0 63 0 0 21 0 0 26 0 0 5Lane Group Flow (vph) 70 579 91 40 114 31 0 268 25 0 100 2Confl. Peds. (#/hr) 18 18 18 18 8 18 18 8Confl. Bikes (#/hr) 26 1Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 2% 2% 2% 2% 2% 2%Parking (#/hr) 6 6 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA PermProtected Phases 2 2 4 4Permitted Phases 2 2 2 2 4 4 4 4Actuated Green, G (s) 57.3 57.3 57.3 57.3 57.3 57.3 29.2 29.2 29.2 29.2Effective Green, g (s) 59.3 59.3 59.3 59.3 59.3 59.3 31.2 31.2 31.2 31.2Actuated g/C Ratio 0.59 0.59 0.59 0.59 0.59 0.59 0.31 0.31 0.31 0.31Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 595 1729 713 362 1616 630 356 351 385 354v/s Ratio Prot c0.20 0.04v/s Ratio Perm 0.07 0.08 0.07 0.03 c0.23 0.02 0.08 0.00v/c Ratio 0.12 0.33 0.13 0.11 0.07 0.05 0.75 0.07 0.26 0.01Uniform Delay, d1 8.9 10.3 9.0 8.9 8.6 8.5 30.9 24.2 25.8 23.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 0.5 0.4 0.6 0.1 0.1 7.8 0.0 0.1 0.0Delay (s) 9.3 10.9 9.3 9.5 8.7 8.7 38.7 24.2 25.9 23.7Level of Service A B A A A A D C C CApproach Delay (s) 10.4 8.9 36.4 25.7Approach LOS B A D C
Intersection SummaryHCM 2000 Control Delay 17.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.48Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5Intersection Capacity Utilization 60.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group
H-2
HCM Unsignalized Intersection Capacity Analysis2: Site Driveway & 18th Street S Total Future AM
Synchro 9 ReportPage 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 633 9 8 141 10 19 0 11 5 0 30Future Volume (Veh/h) 0 633 9 8 141 10 19 0 11 5 0 30Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 688 10 9 153 11 21 0 12 5 0 33Pedestrians 1 1 36 59Lane Width (ft) 10.0 10.0 12.0 12.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 0 0 3 6Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 380 365pX, platoon unblocked 0.92 0.92 0.92 0.92 0.92 0.92vC, conflicting volume 223 734 858 970 386 592 970 142vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 223 531 666 788 152 377 788 142tC, single (s) 4.2 4.2 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 99 92 100 98 99 100 96cM capacity (veh/h) 1254 903 272 266 768 438 267 830
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total 344 354 86 88 33 38Volume Left 0 0 9 0 21 5Volume Right 0 10 0 11 12 33cSH 1254 1700 903 1700 355 742Volume to Capacity 0.00 0.21 0.01 0.05 0.09 0.05Queue Length 95th (ft) 0 0 1 0 8 4Control Delay (s) 0.0 0.0 1.0 0.0 16.2 10.1Lane LOS A C BApproach Delay (s) 0.0 0.5 16.2 10.1Approach LOS C B
Intersection SummaryAverage Delay 1.1Intersection Capacity Utilization 32.9% ICU Level of Service AAnalysis Period (min) 15
H-3
Queues3: S. Eads Street & 18th Street S/18th Street S. Total Future AM
Synchro 9 ReportPage 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 76 490 118 57 105 46 351 70 64 202v/c Ratio 0.37 0.65 0.46 0.46 0.17 0.08 0.43 0.12 0.14 0.26Control Delay 29.5 32.0 31.3 37.2 23.5 5.3 7.9 5.4 9.1 9.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 29.5 32.0 31.3 37.2 23.5 5.3 7.9 5.4 9.1 9.3Queue Length 50th (ft) 33 123 53 26 23 5 72 9 13 43Queue Length 95th (ft) 66 155 94 58 38 m12 136 m19 37 97Internal Link Dist (ft) 285 146 513 51Turn Bay Length (ft) 45 85 125 90 40 90Base Capacity (vph) 323 1166 402 196 976 557 811 596 453 788Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.24 0.42 0.29 0.29 0.11 0.08 0.43 0.12 0.14 0.26
Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.
H-4
HCM Signalized Intersection Capacity Analysis3: S. Eads Street & 18th Street S/18th Street S. Total Future AM
Synchro 9 ReportPage 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 70 451 109 55 76 25 42 323 64 59 162 24Future Volume (vph) 70 451 109 55 76 25 42 323 64 59 162 24Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.76 1.00 0.93 1.00 1.00 0.87 1.00 0.99Flpb, ped/bikes 0.77 1.00 1.00 0.91 1.00 0.95 1.00 1.00 0.93 1.00Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1119 2916 993 1326 2440 1343 1298 954 1313 1259Flt Permitted 0.69 1.00 1.00 0.35 1.00 0.63 1.00 1.00 0.52 1.00Satd. Flow (perm) 808 2916 993 492 2440 892 1298 954 722 1259Peak-hour factor, PHF 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 76 490 118 57 79 26 46 351 70 64 176 26RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0Lane Group Flow (vph) 76 490 118 57 105 0 46 351 70 64 202 0Confl. Peds. (#/hr) 196 143 143 196 101 180 180 101Confl. Bikes (#/hr) 23 1 5 2Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 7% 7% 7% 7% 7% 7%Parking (#/hr) 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm NA Perm Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 2 6Actuated Green, G (s) 19.8 19.8 19.8 19.8 19.8 51.2 51.2 51.2 51.2 51.2Effective Green, g (s) 21.8 21.8 21.8 21.8 21.8 53.2 53.2 53.2 53.2 53.2Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.26 0.63 0.63 0.63 0.63 0.63Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 207 747 254 126 625 558 812 597 451 787v/s Ratio Prot c0.17 0.04 c0.27 0.16v/s Ratio Perm 0.09 0.12 0.12 0.05 0.07 0.09v/c Ratio 0.37 0.66 0.46 0.45 0.17 0.08 0.43 0.12 0.14 0.26Uniform Delay, d1 25.9 28.2 26.7 26.6 24.6 6.3 8.2 6.4 6.5 7.1Progression Factor 1.00 1.00 1.00 1.00 1.00 0.62 0.66 0.62 1.00 1.00Incremental Delay, d2 0.4 1.6 0.5 0.9 0.0 0.2 1.4 0.3 0.7 0.8Delay (s) 26.3 29.8 27.2 27.5 24.6 4.1 6.8 4.3 7.2 7.9Level of Service C C C C C A A A A AApproach Delay (s) 29.0 25.6 6.2 7.7Approach LOS C C A A
Intersection SummaryHCM 2000 Control Delay 18.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.50Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 81.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
H-5
Queues4: S. Eads Street & Site Driveway/20th Street S. Total Future AM
Synchro 9 ReportPage 6
Lane Group EBT WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 98 90 85 9 565 80 263v/c Ratio 0.44 0.54 0.33 0.01 0.66 0.19 0.28Control Delay 32.6 44.2 10.4 4.2 10.9 3.0 2.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 32.6 44.2 10.4 4.2 10.9 3.0 2.7Queue Length 50th (ft) 41 45 0 1 114 5 16Queue Length 95th (ft) 81 86 36 6 297 14 36Internal Link Dist (ft) 121 168 471 513Turn Bay Length (ft) 90 85Base Capacity (vph) 567 436 544 617 858 422 948Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.17 0.21 0.16 0.01 0.66 0.19 0.28
Intersection Summary
H-6
HCM Signalized Intersection Capacity Analysis4: S. Eads Street & Site Driveway/20th Street S. Total Future AM
Synchro 9 ReportPage 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 20 55 15 66 22 78 8 359 161 74 237 5Future Volume (vph) 20 55 15 66 22 78 8 359 161 74 237 5Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.99 1.00 0.95 1.00 0.93 1.00 1.00Flpb, ped/bikes 0.99 0.99 1.00 0.93 1.00 0.91 1.00Frt 0.98 1.00 0.85 1.00 0.95 1.00 1.00Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1496 1442 1216 1320 1148 1286 1281Flt Permitted 0.91 0.72 1.00 0.60 1.00 0.41 1.00Satd. Flow (perm) 1378 1076 1216 829 1148 557 1281Peak-hour factor, PHF 0.92 0.92 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 22 60 16 66 24 85 9 390 175 80 258 5RTOR Reduction (vph) 0 12 0 0 0 72 0 10 0 0 1 0Lane Group Flow (vph) 0 86 0 0 90 13 9 555 0 80 262 0Confl. Peds. (#/hr) 23 9 9 23 51 111 111 51Confl. Bikes (#/hr) 7 2Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 7% 7% 7% 7% 7% 7%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 2 2 2Parking (#/hr) 6 6 6 6Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 4 2 2Actuated Green, G (s) 11.1 11.1 11.1 60.9 60.9 60.9 60.9Effective Green, g (s) 13.1 13.1 13.1 62.9 62.9 62.9 62.9Actuated g/C Ratio 0.15 0.15 0.15 0.74 0.74 0.74 0.74Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 6.5Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 212 165 187 613 849 412 947v/s Ratio Prot c0.48 0.20v/s Ratio Perm 0.06 c0.08 0.01 0.01 0.14v/c Ratio 0.41 0.55 0.07 0.01 0.65 0.19 0.28Uniform Delay, d1 32.4 33.2 30.7 2.9 5.6 3.4 3.6Progression Factor 1.00 1.00 1.00 1.00 1.00 0.44 0.44Incremental Delay, d2 0.5 2.0 0.1 0.0 3.9 1.0 0.7Delay (s) 32.9 35.2 30.8 2.9 9.5 2.5 2.3Level of Service C D C A A A AApproach Delay (s) 32.9 33.0 9.4 2.3Approach LOS C C A A
Intersection SummaryHCM 2000 Control Delay 12.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.63Actuated Cycle Length (s) 85.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 73.9% ICU Level of Service DAnalysis Period (min) 15
H-7
HCM Unsignalized Intersection Capacity Analysis5: S. Eads Street & 22nd Street S. /Lot Entrance Total Future AM
Synchro 9 ReportPage 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 54 4 30 3 0 3 25 466 0 5 265 20Future Volume (Veh/h) 54 4 30 3 0 3 25 466 0 5 265 20Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 59 4 33 3 0 3 27 507 0 5 288 22Pedestrians 58 35 4 6Lane Width (ft) 10.0 10.0 10.0 10.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 5 3 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft) 551pX, platoon unblockedvC, conflicting volume 937 963 361 933 974 548 368 542vC1, stage 1 conf vol 367 367 596 596vC2, stage 2 conf vol 570 596 337 378vCu, unblocked vol 937 963 361 933 974 548 368 542tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.2tC, 2 stage (s) 6.1 5.5 6.1 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.3p0 queue free % 86 99 95 99 100 99 98 99cM capacity (veh/h) 417 405 650 403 401 519 1110 974
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 96 6 27 507 5 310Volume Left 59 3 27 0 5 0Volume Right 33 3 0 0 0 22cSH 475 454 1110 1700 974 1700Volume to Capacity 0.20 0.01 0.02 0.30 0.01 0.18Queue Length 95th (ft) 19 1 2 0 0 0Control Delay (s) 14.5 13.0 8.3 0.0 8.7 0.0Lane LOS B B A AApproach Delay (s) 14.5 13.0 0.4 0.1Approach LOS B B
Intersection SummaryAverage Delay 1.8Intersection Capacity Utilization 42.4% ICU Level of Service AAnalysis Period (min) 15
H-8
Queues1: S. Fern Street & 18th Street S Total Future PM
Synchro 9 ReportPage 1
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBT SBRLane Group Flow (vph) 42 412 346 71 215 72 103 17 368 25v/c Ratio 0.08 0.25 0.47 0.17 0.14 0.12 0.26 0.04 0.83 0.06Control Delay 12.5 12.3 6.3 10.9 9.2 2.3 24.3 2.2 46.6 4.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.5 12.3 6.3 10.9 9.2 2.3 24.3 2.2 46.6 4.0Queue Length 50th (ft) 12 66 25 17 27 2 47 0 210 0Queue Length 95th (ft) 32 107 98 m41 m46 m12 81 5 303 11Internal Link Dist (ft) 195 300 496 259Turn Bay Length (ft) 130 115 70 90 30 150Base Capacity (vph) 505 1663 740 406 1554 607 467 454 529 459Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.25 0.47 0.17 0.14 0.12 0.22 0.04 0.70 0.05
Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.
H-9
HCM Signalized Intersection Capacity Analysis1: S. Fern Street & 18th Street S Total Future PM
Synchro 9 ReportPage 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 40 391 329 65 198 66 21 74 16 23 316 23Future Volume (vph) 40 391 329 65 198 66 21 74 16 23 316 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.85 1.00 1.00 0.89 1.00 0.93 1.00 0.94Flpb, ped/bikes 0.94 1.00 1.00 0.93 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 1.00 1.00 1.00Satd. Flow (prot) 1365 2916 1105 1356 2726 1011 1340 1077 1352 1091Flt Permitted 0.62 1.00 1.00 0.50 1.00 1.00 0.86 1.00 0.98 1.00Satd. Flow (perm) 887 2916 1105 711 2726 1011 1170 1077 1325 1091Peak-hour factor, PHF 0.95 0.95 0.95 0.92 0.92 0.92 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 42 412 346 71 215 72 23 80 17 25 343 25RTOR Reduction (vph) 0 0 111 0 0 31 0 0 11 0 0 17Lane Group Flow (vph) 42 412 235 71 215 41 0 103 6 0 368 8Confl. Peds. (#/hr) 36 54 54 36 47 65 65 47Confl. Bikes (#/hr) 12 9 1 7Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 2% 2% 2% 2% 2% 2%Parking (#/hr) 6 6 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA PermProtected Phases 2 2 4 4Permitted Phases 2 2 2 2 4 4 4 4Actuated Green, G (s) 55.0 55.0 55.0 55.0 55.0 55.0 31.5 31.5 31.5 31.5Effective Green, g (s) 57.0 57.0 57.0 57.0 57.0 57.0 33.5 33.5 33.5 33.5Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.57 0.57 0.34 0.34 0.34 0.34Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 7.0Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 505 1662 629 405 1553 576 391 360 443 365v/s Ratio Prot 0.14 0.08v/s Ratio Perm 0.05 c0.21 0.10 0.04 0.09 0.01 c0.28 0.01v/c Ratio 0.08 0.25 0.37 0.18 0.14 0.07 0.26 0.02 0.83 0.02Uniform Delay, d1 9.7 10.8 11.7 10.3 10.0 9.6 24.3 22.2 30.6 22.3Progression Factor 1.00 1.00 1.00 0.78 0.79 0.58 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 0.4 1.7 0.9 0.2 0.2 0.1 0.0 12.0 0.0Delay (s) 10.0 11.1 13.4 8.9 8.1 5.8 24.4 22.2 42.6 22.3Level of Service B B B A A A C C D CApproach Delay (s) 12.1 7.8 24.1 41.3Approach LOS B A C D
Intersection SummaryHCM 2000 Control Delay 18.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.54Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5Intersection Capacity Utilization 81.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
H-10
HCM Unsignalized Intersection Capacity Analysis2: Site Driveway & 18th Street S Total Future PM
Synchro 9 ReportPage 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 459 14 14 282 4 17 0 10 5 0 33Future Volume (Veh/h) 0 459 14 14 282 4 17 0 10 5 0 33Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 499 15 15 307 4 18 0 11 5 0 36Pedestrians 2 13 53 64Lane Width (ft) 10.0 10.0 12.0 12.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 0 1 5 6Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 380 365pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95vC, conflicting volume 375 567 781 964 323 676 970 222vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 375 441 666 859 184 556 864 222tC, single (s) 4.2 4.2 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 98 93 100 99 98 100 95cM capacity (veh/h) 1095 994 268 244 739 327 242 733
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total 250 264 168 158 29 41Volume Left 0 0 15 0 18 5Volume Right 0 15 0 4 11 36cSH 1095 1700 994 1700 354 637Volume to Capacity 0.00 0.16 0.02 0.09 0.08 0.06Queue Length 95th (ft) 0 0 1 0 7 5Control Delay (s) 0.0 0.0 0.9 0.0 16.1 11.0Lane LOS A C BApproach Delay (s) 0.0 0.5 16.1 11.0Approach LOS C B
Intersection SummaryAverage Delay 1.2Intersection Capacity Utilization 35.8% ICU Level of Service AAnalysis Period (min) 15
H-11
Queues3: S. Eads Street & 18th Street S/18th Street S. Total Future PM
Synchro 9 ReportPage 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 34 152 277 82 240 96 337 27 48 575v/c Ratio 0.14 0.16 0.82 0.29 0.29 0.36 0.46 0.05 0.12 0.80Control Delay 14.5 15.2 39.2 24.7 23.8 18.8 16.2 11.4 14.3 30.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1Total Delay 14.5 15.2 39.2 24.7 23.8 18.8 16.2 11.4 14.3 31.6Queue Length 50th (ft) 9 20 160 37 57 33 124 7 14 282Queue Length 95th (ft) m16 m24 235 67 76 98 254 23 40 #576Internal Link Dist (ft) 285 146 513 51Turn Bay Length (ft) 45 85 125 90 40 90Base Capacity (vph) 317 1253 434 360 1058 264 731 513 386 718Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 37Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.11 0.12 0.64 0.23 0.23 0.36 0.46 0.05 0.12 0.84
Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.
H-12
HCM Signalized Intersection Capacity Analysis3: S. Eads Street & 18th Street S/18th Street S. Total Future PM
Synchro 9 ReportPage 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 31 140 255 75 173 48 88 310 25 44 492 37Future Volume (vph) 31 140 255 75 173 48 88 310 25 44 492 37Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.77 1.00 0.93 1.00 1.00 0.83 1.00 0.99Flpb, ped/bikes 0.80 1.00 1.00 0.83 1.00 0.97 1.00 1.00 0.90 1.00Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1165 2916 1009 1214 2460 1370 1298 911 1280 1275Flt Permitted 0.60 1.00 1.00 0.66 1.00 0.33 1.00 1.00 0.51 1.00Satd. Flow (perm) 739 2916 1009 838 2460 469 1298 911 685 1275Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 34 152 277 82 188 52 96 337 27 48 535 40RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0Lane Group Flow (vph) 34 152 277 82 240 0 96 337 27 48 575 0Confl. Peds. (#/hr) 174 128 128 174 114 204 204 114Confl. Bikes (#/hr) 5 19 1 13Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 7% 7% 7% 7% 7% 7%Parking (#/hr) 6 6 6 6 6 6Turn Type Perm NA Perm Perm NA Perm NA Perm Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 2 6Actuated Green, G (s) 31.6 31.6 31.6 31.6 31.6 54.4 54.4 54.4 54.4 54.4Effective Green, g (s) 33.6 33.6 33.6 33.6 33.6 56.4 56.4 56.4 56.4 56.4Actuated g/C Ratio 0.34 0.34 0.34 0.34 0.34 0.56 0.56 0.56 0.56 0.56Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 248 979 339 281 826 264 732 513 386 719v/s Ratio Prot 0.05 0.10 0.26 c0.45v/s Ratio Perm 0.05 c0.27 0.10 0.20 0.03 0.07v/c Ratio 0.14 0.16 0.82 0.29 0.29 0.36 0.46 0.05 0.12 0.80Uniform Delay, d1 23.1 23.3 30.4 24.4 24.4 12.0 12.8 9.8 10.2 17.3Progression Factor 0.67 0.70 0.69 1.00 1.00 0.93 0.92 0.86 1.00 1.00Incremental Delay, d2 0.1 0.0 13.3 0.2 0.1 3.8 2.0 0.2 0.7 9.1Delay (s) 15.5 16.2 34.2 24.7 24.5 14.8 13.8 8.6 10.9 26.4Level of Service B B C C C B B A B CApproach Delay (s) 26.9 24.5 13.7 25.2Approach LOS C C B C
Intersection SummaryHCM 2000 Control Delay 22.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.81Actuated Cycle Length (s) 100.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 83.9% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
H-13
Queues4: S. Eads Street & Site Driveway/20th Street S. Total Future PM
Synchro 9 ReportPage 6
Lane Group EBT WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 49 123 126 16 307 200 718v/c Ratio 0.19 0.61 0.40 0.05 0.34 0.38 0.77Control Delay 25.8 49.2 9.5 5.7 6.7 8.8 16.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.6Total Delay 25.8 49.2 9.5 5.7 6.7 8.8 16.7Queue Length 50th (ft) 19 73 0 2 56 31 236Queue Length 95th (ft) 46 121 44 11 128 m103 #621Internal Link Dist (ft) 121 168 471 513Turn Bay Length (ft) 90 85Base Capacity (vph) 481 394 499 350 899 526 930Starvation Cap Reductn 0 0 0 0 0 0 45Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.31 0.25 0.05 0.34 0.38 0.81
Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.
H-14
HCM Signalized Intersection Capacity Analysis4: S. Eads Street & Site Driveway/20th Street S. Total Future PM
Synchro 9 ReportPage 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 9 22 14 93 20 116 15 243 40 184 636 25Future Volume (vph) 9 22 14 93 20 116 15 243 40 184 636 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 10 10 10 10 10 10 10 10 10 10Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.98 1.00 0.94 1.00 0.96 1.00 0.99Flpb, ped/bikes 0.99 0.97 1.00 0.96 1.00 0.85 1.00Frt 0.96 1.00 0.85 1.00 0.98 1.00 0.99Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1451 1407 1209 1355 1225 1192 1271Flt Permitted 0.93 0.78 1.00 0.32 1.00 0.57 1.00Satd. Flow (perm) 1367 1144 1209 458 1225 709 1271Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 10 24 15 101 22 126 16 264 43 200 691 27RTOR Reduction (vph) 0 12 0 0 0 104 0 3 0 0 1 0Lane Group Flow (vph) 0 37 0 0 123 22 16 304 0 200 717 0Confl. Peds. (#/hr) 23 23 23 23 75 105 105 75Confl. Bikes (#/hr) 9 16Heavy Vehicles (%) 2% 2% 2% 6% 6% 6% 7% 7% 7% 7% 7% 7%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 2 2 2Parking (#/hr) 6 6 6 6Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 4 2 2Actuated Green, G (s) 15.8 15.8 15.8 71.2 71.2 71.2 71.2Effective Green, g (s) 17.8 17.8 17.8 73.2 73.2 73.2 73.2Actuated g/C Ratio 0.18 0.18 0.18 0.73 0.73 0.73 0.73Clearance Time (s) 6.5 6.5 6.5 6.5 6.5 6.5 6.5Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 243 203 215 335 896 518 930v/s Ratio Prot 0.25 c0.56v/s Ratio Perm 0.03 c0.11 0.02 0.03 0.28v/c Ratio 0.15 0.61 0.10 0.05 0.34 0.39 0.77Uniform Delay, d1 34.7 37.9 34.4 3.7 4.8 5.0 8.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.10 1.02Incremental Delay, d2 0.1 3.5 0.1 0.3 1.0 1.6 4.5Delay (s) 34.8 41.3 34.5 4.0 5.8 7.1 13.0Level of Service C D C A A A BApproach Delay (s) 34.8 37.9 5.7 11.7Approach LOS C D A B
Intersection SummaryHCM 2000 Control Delay 15.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.74Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 75.1% ICU Level of Service DAnalysis Period (min) 15
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HCM Unsignalized Intersection Capacity Analysis5: S. Eads Street & 22nd Street S. /Lot Entrance Total Future PM
Synchro 9 ReportPage 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 16 0 75 3 0 2 31 256 0 0 716 42Future Volume (Veh/h) 16 0 75 3 0 2 31 256 0 0 716 42Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 17 0 82 3 0 2 34 278 0 0 778 46Pedestrians 92 67 3 1Lane Width (ft) 10.0 10.0 10.0 10.0Walking Speed (ft/s) 3.5 3.5 3.5 3.5Percent Blockage 7 5 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft) 551pX, platoon unblocked 0.71 0.71 0.71 0.71 0.71 0.71vC, conflicting volume 1242 1306 896 1276 1329 346 916 345vC1, stage 1 conf vol 893 893 413 413vC2, stage 2 conf vol 349 413 863 916vCu, unblocked vol 1135 1226 646 1183 1258 346 674 345tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.2tC, 2 stage (s) 6.1 5.5 6.1 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.3p0 queue free % 94 100 73 99 100 100 94 100cM capacity (veh/h) 277 274 308 204 242 659 586 1124
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 99 5 34 278 0 824Volume Left 17 3 34 0 0 0Volume Right 82 2 0 0 0 46cSH 303 282 586 1700 1700 1700Volume to Capacity 0.33 0.02 0.06 0.16 0.00 0.48Queue Length 95th (ft) 35 1 5 0 0 0Control Delay (s) 22.6 18.0 11.5 0.0 0.0 0.0Lane LOS C C BApproach Delay (s) 22.6 18.0 1.3 0.0Approach LOS C C
Intersection SummaryAverage Delay 2.2Intersection Capacity Utilization 58.7% ICU Level of Service BAnalysis Period (min) 15
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