P19K
0332004p.prn
Traffic Data services, Inc.
TABULAR SUMMARY OF VEHICULAR TURNING MOVEMENTS
N/S STREET: SAN MIGUEL E/W STREET: SYPGLASS CITY: NEWPORT
DR HILL DR BEACH
DATE: 4/01/02 DAY: TUESDAY FILENAME: 0332004P
----------------------------------------------------------------------------- 15 Min Northbound southbound Eastbound westbound
Period
Beginning NL NT NR SL ST SR EL ET ER WL WT WR
TOTAL
----------------------------------------------------------------------------- LANES:
1 2
0 1
2 0
0.5 0.5
1 0
1 0
2:00 PM
15 PM
30 PM
45 PM
3:00 PM
15 PM
30 PM
7 26
7 16
26 4
5 3
14 2
3 5
118
45 PM
16 62
8 34
67 7
7 8
20 9
6 17
261
4:00 PM
9 60
12 22
39 5
4 6
10 7
4 27
205
15 PM
25 76
11 47
59 8
8 7
14 16
9 36
316
30 PM
20 73
10 28
60 7
9 6
13 14
9 29
278
45 PM
15 97
9 36
65 11
7 7
8 5
5 27
292
5:00 PM
12 71
10 38
58 10
1 2
13 8
2 35
260
15 PM
17 70
9 63
61 8
11 2
3 12
14 25
295
30 PM
21 113
9 27
58 8
5 1
13 6
4 27
292
45 PM
11 66
7 23
27 5
9 0
6 8
0 14
176
6:00 PM
16 74
6 53
45 7
7 6
19 5
0 31
269
15 PM
22 89
19 44
52 9
9 12
17 13
14 27
327
30 PM
45 PM
----------------------------------------------------------------------------- PM Peak Hr
Begins at
1615
VOLUMES =
72 317
40 149
242
36 25
22 48
43 25
127
1146
Pl �y
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: SUPERIOR AVENUE Irvine, CA. 92614
-W Direction: PLACENTIA AVENUE
r-'- a Print-i_ T-inn Mrxmmnnlc
File Name : H0304045
Site Code : 00000918
Start Date : 05/07/2003
Page No :1
SUPERIOR AVENUE
PLACENTIA AVENUE
SUPERIOR AVENUE
PLACENTIA AVENUE
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
int.
Tota I
Factor
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.01
1.01 1.0
07:15 AM
3 46
10 0
4 26
3 0
9 248
47 3
66 45
2 1
513
07:30 AM
2 72
13 0
5 64
2 0
5 279
91 0
71 75
3 0
682
07:45 AM
1 67
14 0
11 71
2 0
5 286
104
2 78
141
2 0
784
Total
6 185
37 01
20 161
7 01
19 813
242
51 215
261
7 1
1 1979
08:00 AM
3 64
12 01
9 75
5 0
7 293
98 0
77 84
2 0
729
08:15 AM
3 62
11 0
12 69
5 0
4 267
109
0 74
144
1 0
761
08:30 AM
2 71
15 0
9 76
4 0
4 271
106
0 73
138
8 0
777
08:45 AM
4 54
20 2
12 67
7 3
9 278
.98
5 70
138
5 0
772
Total
12 251
58 2
42 287
21 3
24 1109
411
5 294
504
16 0
3039
09:00 AM
3 56
15 11
10 72
3 31
4 269
102
01 67
136
4 1
746
*'* BREAK ***
Total
3 56
15 1
10 72
3 31
4 269
102
01 67
136
4 1
746
*'* BREAK *"*
11:30 AM
14 96
27 0
19 62
9 0
17 196
87 0�
57 129
9 0
722
11:45 AM
12 94
29 0
15 66
12 0
16 185
84 0
54 128
8 0
703
Total
26 190
56 01
34 128
21 0-7
33 381
171
01 111
257
17 0
1425
12:00 PM
12 92
24 4
18 65
8 2
21 193
82 0
50 128
7 0
706
12:15 PM
13 90
25 0
18 58
7 0
19 192
79 0
54 123
5 0
683
12:30 PM
18 86
32 0
15 57
8 0
21 178
68 0
48 123
7 0
661
12:45 PM
16 89
22 0
14 55
6 0
16 189
71 0
45 124
7 0
654
01:115 PM 11 85 24 1 21 51 5 3 I 12 189 82 1 48 123 7 3 666 *"* BREAK ***
Total 22 176 49 21 37 103 11 51 27 373 160 31 94 248 12 41 1326 *�* BREAK ***
03:30 PM 17 133 22 3 54 122 15 4 8 200 114 2 108 80 8 0 890 03:45 PM 20 148 25 3 61 147 17 6 12 213 127 2 117 89 11 1 999 Total 37 281 47 61 115 269 32 101 20 413 241 41 225 169 19 1 1889 04:00 PM 21 192 ' 30 10 47 161 25 9 13 274 151 11 140 92 14 5 1195 04:15 PM 28 195 32 2 31 133 27 9 22 225 121 6 132 97 13 5 1078 04:30 PM 19 172 21 3 52 131 13 3 16 222 121 4 104 75 17 7 980 04:45 PM 28 173 18 0 60 148 14 0 13 233 121 0 122 85 13 0 1028 Total 96 732 101 15 190 573 79 21 64 954 514 21 498 349 57 17 4281 05:00 PM 19 151 25 1 48 128 21 1 11 232 120 3 123 95 8 3 989 05:15 PM 15 159 26 0 59 143 19 0 15 219 120 0 128 89 13 0 1005 05:30 PM 22 143 19 5 60 131 13 3 7 223 122 1 117 91 8 1 966 05:45 PM 14 138 21 1 47 130 13 0 6 210 104 2 93 72 6 3 860 Total 70 591 91 7 214 532 66 4 39 884 466 6 461 347 35 7 3820 06:00 PM 16 138 20 0 36 115 17 0 6 206 113 0 83 72 7 0 829 06:15 PM 12 127 21 3 38 119 11 1 6 191 110 1 85 74 6 1 806 Grand Total 359 3084 598 40 801 2594 297 49 319 6345 2830 45 2330 2915 206 32 22844 Apprch % 8.8 75.6 14.7 1.0 21.4 69.3 7.9 1.3 3.3 66.5 29.7 0.5 42.5 53.2 3.8 0.6 Total % 1.6 13.5 2.6 0.2 3.5 11.4 1.3 0.2 1.4 27.8 12.4 0.2 10.2 12.8 0.9 0.1 10 a">U
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0304045
Site Code : 000009/8
Start Date : 05/07/2003
Page No :2
Souhbound
Westbound
I
Northbound
I
Eastbound
Start
Rig
Thr
Left
Pe
App.
Rig
Thr
Left
Pe
App.
Rig
Thr
Left
Pe
App.
Rig
Thr
Left
Pe
App.
I Int.
Time
ht
u
ds
Total
ht
u
ds
Total
ht
u
ds
Total
ht
u
ds
Total
I Total
Peak Hour From 07:15 AM to 09:00 AM . Peak 1 of 1
Intersecti
08:15 AM
on
Volume
24 12
61 3
319
43 28
19 6
352
21 10
41 5
1526
28 55
18 1
859
3056
3 4
85 5
4 6
Percent
76. 3.8
19. 0.9
12. 80.
5.4 1.7
1.4 71.
27. 0.3
33. 64.
2.1 0.1
2 1
2 7
1 2
1 7
08:30
2 71
15 0
88 9
76 4
0 89
4 27
10 0
381
73 i3
8 0
219
777
Volume
1 6
8 Peak
0.983
Factor
High Int.
08:30 AM
08:30
AM
08:45
AM
08:15
AM
Volume
2 71
15 0
88 9
76 4
0 89
9 27
98 5
390
74 14
1 0
219
Peak
0.90 0.98
0,97
0.98 Factor
6 9
8 1
SUPEROR AVENUE
Out In Total
1946 319 1465
121 2431 611 3
Right Thru Left Peds
ff 1
��Ap !—�1c,
J I �
A
0'0
WE.
North
W
D
--;7
/038:1&00AM
0 L
w D
r /039,00,00AM m
D
o�
Tumin Movernents
`�
o In
w
a fH
p�
�
Left Tteu Right Peds
4151 101151 211 5
® 1526 2072
Out In Total
SUPERIOR AVENUE
ppa l
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0304045
Site Code : 00000918
Start Date : 05/07/2003
Page No : 3
SUPERIOR AVENUE
PLACENTIA AVENUE
SUPERIOR AVENUE
PLACENTIA AVENUE
Southbound
Westbound
Northbound
Eastbound
Start
Rig
Thr
Pe
App.
Rig
Thr
Pe
App.
Rig
Thr
Pe App.
Rig
Thr
Pe
App.
Int.
Time
ht
u
Left
ds
Total
ht
u
Left
ds
Total
ht
u
Left
ds Total
ht
u
Left
ds
Total
Total
reaK Hour l-rom l l:su Am to U1:15 t m
Intersecti
11:30 AM
on
Volume
51 32
15 4
532
Percent
9.6 69.
19. 0.8
11:30
14 96
27 0
137
Volume
Peak
Factor
High Int.
11:30 AM
Volume
14 96
27 0
137
Peak
0.97 Factor
1 veaK 1 Or 1
70 25
36 2
359
19. 69.
10. 0.6
5 9
0 19 62
9 0
90 11:45 AM
15 66
12 0
93 0.96
5 73 76 32 0 1171
6.2 65. 28. 0.0
4 4
17 199 87 0 300
11:30 AM
17 199 87 0 300
0.97 6
SUPERIOR AVENUE
Out In Total
® 532 1397
57 372 105 4
Right Thr LIeR Peds
21 50
29 0
752
2814
5 8
28. 67.
3.9 0.0
6 6
57 122
9 0
195
722
0.974
11:30 AM
57 19
9 0
195
0.96 4,
ns-
w
m
North
F-
0 z
n
�. /0311:30:00 AM
w 5 p
N
12 OPM
2� V
o
Tumin Movements
CCo
a
nga
a a
N
err+
Left Thru RI ht Peds
3321 7661 731 0
623 1171 1794
Out In Total
SUPERIOR AVENUE
/ggoa
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0304045
Site Code : 00000918
Start Date : 05/07/2003
Page No :4
Southbound IWestbound Northbound I Eastbound
Start Rig Thr Left I Pe I App, Rig Thr Left Pe App. Rig Thr Left Pe App. Rig Thr Left Pe App. Int.
Time ht u ds Total ht u ds Total ht u ds Total ht u ds Total Total Peak Hour From 03:30 PM to 06:15 PM
Intersecti
04:00 PM
on
Volume
96, 72
10 15
944
Percent
10. 77.
10. 1.6
21 12
30 10
253
Volume
Peak
Factor
High Int.
04:15 PM
Volume
28 15
32 2
257
Peak
0.91 Factor
8 19
57 79
21 863
0 3
22. 66.
9.2 2.4
0 4
16 47
25 9
242
04:00 PM
47 16 25 9 242
0.89 2
64 94 51 21 1553
4.1 61. 33. 1.4
4 1
13 24 15 11 449
04:00 PM
13 247 15 11 449
0.86 5
49 34
57 17
921
4281
8 9
54. 37.
6.2 1.8
1 9
14 92
14 5
251
1195
0 0.896
04:00 PM
14 92
14 5
251
0 0.91
7 SUPERIOR AVENUE
Out In Total
1201 E74j 2145
961 7321 1011 15
Right Thru Left Peds
YI 1
North
A
c�
m 2 —/
2-4
m
3 4:000PM
z
5PM
�Tu�rnlngnv
wm
O
r
Movements
fD
rr
4, T r►
Led Thm Right Peds
5141 9541 641 21
1309 1553
Out In Total
SUPERIOR AVENUE
102o3
YEAR 2004 TRAFFIC COUNTS
1 City of Newport Beach
Department of Public Works
Irvine Avenue (N-S)/Mesa Drive (E-W) Traffic Engineering Counter: Brad (D1-744) N &W
Counter: Dave (D1-748) S & E
r;rni im Prinfarl_ 1 _ I In zhiftari
f
File Name
: ir4103am
Site Code
: 00000000
Start Date
: 05/06/2004
Page No
: 1
IRVINE AVE1
MESA DR1
IRVINE AVE1
MESA DR1
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
Factor
1.01 1.01
1.01 1.01
1.0 1 1.0
1 1.0 1
1.01 1.01
1.01 1.01
1.01 1.01
1.01 1.01
1.0 07:00 AM
1 85
3 0
89 17
5 0
0 22
8 154
44 0
206
10 28
9 0
47 364
07:15 AM
2 92
6 0
100
46 10
2 0
58 3
189
61 0
253
21 25
19 0
65 476
07:30 AM
3 112
4 0
119
36 6
2 0
44 11
286
114
0 411
32 38
15 0
85 659
07:45 AM
2 123
9 0
134
40 8
3 0
51 24
311
124
0 .459
43 62
23 0
128
772
Total
8 412
22 0
442
139
29 7
0 175
46 940
343
0 1329
106
153
66 0
325
2271
08:00 AM
5 107 11
08:15 AM
2 132 7
08:30 AM
3 113 9
08:45 AM
4 128 13
Total 14 480 40
0 123
47 15 4
0 141
34 12 5
0 125
34 9 5
0 145
38 10 1
0 5341 153 46 15
0 106 763 ? vn,
0 96 769 -thin 3
0 59 570 :ti rJ•
0 59 535
0 2141 75 - 446 2 1569 105 155 60 0 320 2637
0 66 33 309 126
0 51 19 323 139
0 48 10 225 103
0 468
40 47 19
0 481
26 54
16 0 338
23 21
15 2 282
16 33
10 6
Grand
22 892 62
0 976
292
75 22 0
389
121 198
789
2 2898
211
308
126 0 645
4908
Total
6 Apprch %
91 2.3 4 6.4
0.0 75.
19. 5.7 0.0
68. 4.2
27. 0.1
32. 47.
19. 0.0
1 3
5 2
7 8
5 Total %
0.4 18. 1.3
0.0 19.9
5.9 1.5 0.4 0.0
7.9 2.5 40.
16. 0.0 59.0
4.3 6.3
2.6 0.0 13.1
Out In Total
2219 976 3195
6289222 0
Right Thru Left Peds
I th
612004700" AMI20"0AM0160
1 - Unshifted
+, T r
Left Thru Ri ht Peds
121 1986 789 2
P 9,05
1310 2898 4208
Out In Total
City of Newport Beach
Department of Public Works
Traffic Engineering
File Name : ir4103am
Site Code :
00000000
Start Date :
05/06/2004
Page No :2
IRVINE AVE1
MESA DR1 IRVINE AVE1
MESA DR1
Southbound
Westbound Northbound
Eastbound
Start
Left
Thr Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Pi
Intersecti
07:30 AM
on
Volume
12 474
31 0
517
Percent
2.3 91.
6.0 0.0
07:45
2 123
9 0
134
Volume
Peak
Factor
High.lnt.
08:15 AM
Volume
2 132
7 0
141
Peak
0.91 Factor
7 157
41 14
0 212
74. 19.
6.6 0.0
1 3
40 8
3 0
51 08:00 AM
47 15 4 0 66
0.80 3
87 1222 503 0 1819
4.8 67. 27. 0.0
6 7
24 311 124 0 459
08:15 AM
19 323 139 0 481
0.94 5
141
201
73 0
415
34. 48.
17. 0.0
0 4
6 43
62 23
0 128
07:45 AM
43 62 23 0 128
0.81 1
IRVINE 1
Out . In Total
1384 517 1901
31 474 12 0
Right Thr u Left Peds
'I--/
O
North
n
N t--4
4-- -:01
c
m
Q
H
/6/2004 730:00 AM
rn
v
tit
8:15:00 AMI�16/2004
o
- Unshifted
ac
a
T r
Left Thru Right Peds
87 1229 5031 0
704 1819 2523
Out In Total
IRVINE AVE1
2963
772
0.960
P g64
City of Newport Beach
Department of Public Works
Irvine Avenue (N-S)/Mesa Drive (E-W) Traffic Engineering Counter: Brad (D1-744) N & W
Counter: Dave )(D1-748) S & E
Grnuns Printp.d- Hnshiftari
File Name : ir4103pm
Site Code : 00000000
Start Date : 05/06/2004
Page No : 1
IRVINE AVE 2
MESA
IRVINE AVE 2
MESA
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
Apo.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
Factor
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
04:30 PM
4 270 30 0
304
78 35
4 0
117
12 165 49 0
226
12 22
30 0
64 711
04:45 PM
0. 258 23 0
281
105
52 8
0 165
17 154 50 0
221
6 16
32 0
54 721
Total
4 528 53 0
585
183
87 12
0 282
29 319 99 0
447
18 38
62 0
118 1
1432
05:00 PM
1 306
49 0
356
131
81 7
0 219
24 212
46 05:15 PM
5 367
54 0
426
101
112
7 0
220
17 195
64 05:30 PM
0 316
47 0
363
137
83 6
0 226
8 150
74 05:45 PM
2 312
36 0
350
148
76 4
0 228
14 134
45 Total 8 130 186 0 1495 1 517 352 24 0 893 I 63 691 229 1 06:00 PM
3 339
36 0
378
06:15 PM
0 274
27 0
301
Grand
15 244
302
0 2759
Total
2 Apprch %
0.5 88.
10. 0.0
Total %
0.2 37.
4.6 0.0
42.1 114
49 7
0 170
86 39
1 0
126
900
527
44 0
1471
61. 35.
3.0 0.0
2 8
13. 8.0
0.7 0.0
22.4 7
0 282
1 10 14 36
0 276
16 14 55
0 232
14 17 31
0 193
14 18 39
0 9831 54
19 154
49 0
222
15 141
36 0
192
126
130
413
0 1844
6.8 70.
22. 0.0
.8
4 1.9
19. 6.3
0.0 28.1
Out In Total
1434 EP,
1 4193
3021 2442 15 0
Right Thru Left Peds
I th
' 2004 4:30:00 PM
12004 6:15:00 PM
unshifted
+� T F+
Left Thru Ri ht Peds
126 1305 413 0
P ?,a I
0 60 917
0 85 1007 33s�
0 62 883 5,G28'
0 71 842
0 278 1 3649 '.-
10 11
30 0
51 3
14 20
0 37
85 126
273
0 484
17. 26.
56. 0.0
6 0
4 1.3
1.9 4.2
0.0 7.4
821 5,f553
6562�L
6558
3615 ' 1844 5459
Out In Total
City of Newport Beach
Department of Public Works
Traffic Engineering
.I ATMA
File Name
: ir4103pm
Site Code
: 00000000
Start Date
: 05/06/2004
Page No
: 2
Time
I Left
I . ,..
u
—.. t I
ht
. I
s
..rr.
Total
I Left
I ..., I
u
". t I
ht
. I
s
..rr.
Total
I Left I
....
u
I —. t I
ht
. 10"taj
s
Total
I Left I
....
u
I ...�
ht
. I
s
Total
I ....
Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersecti
05:00 PM
on
Volume
8 130
186
0 1495
517 352
24 0
893
63 691
229
0 983
54 63
161
0 278
3649
Percent
87. 0.5
12. 0.0
57. 39.
2.7 0.0
6.4 70.
23. 0.0
19. 22.
57. 0.0
0 4
9 4
3 3
4 7
9 05:15
5 367
54 0
426
101 112
7 0
220
17 195
64 0
276
16 14
55 0
85 1007
Volume
Peak
0.906
Factor
High Int.
05:15 PM
05:45 PM
05:00 PM
05:15
PM
Volume
5 367
54 0
426
148 76
4 0
228
24 212
46 0
282
16 14
55 0
85 Peak
0.87 0.97
0.87 0.81
Factor
7 9
1 8
IRVINE AVE 2
Out In Total
769 1 1495 2264
1861 1301 8 0
Right Thru Left Peds
fJl 1
on
� c0
vai 0
J
~o.�'.
0 I
North
17 N
C
�
/6/2004 5:00:00 PM
m g m
Cn
t
/6/2004 5:45:00 PM
r
w D
o
c w
Unshifted
o
a
yo
.+-, T F+
Left Thru Right Peds
63 691 2291 0
1979 983 2962
Out In Total
IRVINE AVE 2
P,9,°j
City of Newport Beach
Department of Public Works
N-S: Placentia Av; E-W: Superior Av Traffic Engineering NB-EB: Dave - D1-746
SB-WB: Brad - D1-743
Grnuos Printarl- Unshifted
F1
File Name : su2565am
Site Code : 00000000
Start Date : 05/19/2004
Page No : 1
PLACENTIA
SUPERIOR
PLACENTIA
SUPERIOR
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
In,
Time
u
ht
s
Total
u
ht
s
Total
1 u
ht
s
Total
u
ht
s
Total
Total
Factor
1.0 1.0
1.01 1.011
1.0 1.0
1.01 1.01
1.0 1 1.0
1 1.01
1.01 1.0
1 1.0
07:00 AM
4 56
52 0
112
7 41
3 0
51 1
29 7
0 37
62 223
3 0
288
488
07:15 AM
5 59
61 0
125
8 64
5 0
77 2
41 9
0 52
50 227
1 0
278
532
07:30 AM
4 69
74 0
147
10 63
6 0
79 5
62 8
0 75
84 307
3 0
394
695
07:45 AM
3 113
82 0
198
20 88
7 0
115
1 76
6 0
83 99
284
19 0
402 1
798
Total
16 297
269
0 582
45 256
21 0
322
9 208
30 0
247
295
101
26 0
1362
2513
08:00 AM
08:15 AM
08:30 AM
08:45 AM
2 2
1 0
63 76
53 61
52 76
53 64
0 0
0 0
117
154
107
125
7 12
14 7
77 66
77 73
4 5
3 1
0 0
0 0
88 83
94 81
2 0
1 4
53 36
35 38
11 10
9 12
0 0
0 0
66 46
45 54
87 83
94 88
256
238
273
239
6 6
5 10
0 0
0 0
349
327
372
337
620 Z
610 2?2�
618 Z(aQt,
597
Total
5 253
245
0 503
40 293
13 0
346
7 162
42 0
211
352
100
27 0
1385
2445,
GTotal
21 550
514
0 1085
85 549
34 0
668
16 370
72 0
458
647
207
53 0
2747
4958
Apprch %
1.9 50.
47. 0.0
12. 82.
5.1 0.0
3.5 80.
15. 0.0
23. 74.
1.9 0.0
7 4
7 2
8 7
6 5
Total %
0.4 11.
10. 0.0
21.9 1.7
11. 0.7
0.0 13.5
0.3 7.5
1.5 0.0
9.2 13.
41. 1.1
0.0 55.4
0 3
Out
PLACENTIA
In
Total
1051 1 1085 1 2136
514 1 5501 211 0
Right Thru Left Pads
6 ~
A
A O
2 North
V
N
c A
C
c N
~
/19/2004 7:00:00 AM
S M
t
/19/2004 8:45:00 AM
r�
w O
X
m
01^
o�
Unshifted
+
O�
w
M
mm
a
�o
+, T r
Left Thru Right Peds
16 370 72 0
P,9.6?
688 458 F1146
nnf 1n TMd
City of Newport Beach
Department of Public Works
Traffic Engineering
File Name : su2565am
Site Code : 00000000
Start Date : 05/19/2004
Page No : 2
Southbound Westbound I Northbound I Eastbound
Start Left Thr Rig Ped APP• Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Int.
Time u ht s Total u ht s Total u ht s Total u ht s Total Total aak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersecti
07:30 AM
on
Volume
11 321
284
0 616
49 294
22 0
365
Percent
1.8 52.
46. 0.0
13. 80.
6.0 0.0
1 1
4 5
07:45
3 113
82 0
198
20 88
7 0
115
Volume
Peak
Factor
High Int.
07:45 AM
07:45 AM
Volume
3 113
82 0
198
20 88
7 0
115
Peak
0.77 0.79
Factor
8 3
8 227
35 0
270
84. 13.
3.0 0.0
1 0
1 76
6 0
83 07:45 AM
1 76 6 0 83
0.81 3'
353
108
34 0
1472 2723
24. 73.
2.3 0.0
0 7
99 284
19 0
402 798
0.853
07:45 AM
99 284
19 0
` 402
0.91 5
PLACENTIA
Out In Total
602 616 1218
2841 321 11 0
Right Thru Lelft Peds
/JT 1 �►
N .X
1 '1•'
N
W ,�1
N
o •��
North
�? N
G7
C
�
c
~
/19/2004 7:30:00 AM
�
c A
5 M
.0
t
o
/79/2004 8:15:00 AM
lunshifted
r
—
�m
d
o
N O
Left Thru Right Peds
8 227 351 0
404 270 674
Out In Total
PLACENTIA
Palo
City of Newport Beach
Department of Public Works
N-S: Placentia Av; E-W: Superior Av Traffic Engineering NB-EB: Dave - D1-746
SB-EB: Brad - D1-743
Left I'' u I ht I vs I Total I Left I'' u I ht I vs I Total I Left I u I ht I vs I Total I Left File Name : su2565pm
Site Code : 00000000
Start Date : 05/19/2004
Page No : 1
ht I s I Total I Total
h 9CIOr
l.0
1.0 I.0
I.0
"I.0
I.0
-I.0
I.0
I.0
I.0
I.0
I.0
I.0
I.0
l.0
I.0
04:30 PM
2 52
82 0
136
10 136
5 0
151
9 82
15 0
106
80 139
7 0
226
619
04:4r, PM
1 60
96 0
157
6 'I'll
1 0
118
10 78
22 0
110
59 125
7 0
191
576
Total
3 112
178
0 293
16 247
6 0
269
19 160
37 0
216
139
264
14 0
417
1195
05:00 PM
3 39
118
0 160
12 218
1 0
231 1
5 101
21 0
127
68 136
5 0
209
727
05:15 PM
0 36
93 0
129
7 217
3 0
227
3 81
14 0
98 61
142
5 0
208
662
05:30 PM
5 41
104
0 150
14 181
0 0
195
0 67
19 0
86 54
134
7 0
195
626 :"=zC I
05:45 PM
4 41
94 0
139
6 174
5 0
185
4 47
10 0
61 53
134
3 0
190
575
06:00 PM
2 36
87 0
125
06:15 PM
1 34
50 0
85 t Grand
18 339
724
0 1081
L Total
Apprch %
1.7 3 1.
6 7.
0.0 4
0 Total %
0.4 7.0
14. 0.0
22.3 4
199
2 0
205
6 187
1 0
194
65 142
18 1506
.0
4.3 94.
1.2 0.0
5 1.3
29. 0.4
0.0 31.1
4 1
44 17
0 62
7 37
7 0
51 39
537
125
0 701
5.6 76.
17. 0.0
6 8
0.8 111
2.6 0.0
14.5 Out In Total
1021 1081 2 002
724 339 18 0
Right Thru Leff Peds
57 113
4 1
175
34 130
0 0
164
466
105
38 1
1558
29. 67.
2.4 0.1
9 6
9.6 21.
0.8 0.0
32.2 7
;d
:0
NTh
----.=.
A
c
11912004 4:30:00 PM
/19/2004 6:15:00 PM
m
�!Jnshifted
r
+ x
N
�
vo
Q
N
N
p
4� T rr
Left Thru Ri ht Peds
39 537 125 0
567 71y�
494 27io.
4846
442 701 1143
Out in Total
City of Newport Beach
Department of Public Works
Traffic Engineering
File Name : su2565pm
Site Code : 00000000
Start Date : 05/19/2004
Page No : 2 .
PLA
SUP
PLA
SUP
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u
ht
s
Total
u
ht
s
Total
u
ht s
Total
u
ht
s
Total
Total
rCan FlUUI rlulll VY.Ou rlvl
lV VV. IJ rlvl
- r,
Intersecti
04:45 PM
on
Volume
9 176
411
0 596
Percent
1.5 29.
69. 0.0
5 05:00
3 39
118
0 160
Volume
Peak
Factor
High Int.
05:00 PM
Volume
3 39
118
0 160
Peak
I
Factor
1 :an 1 VI 1
39 727
5 0
771
94. 5.1
0.6 0.0
12 218
1 0
231
05:00 PM
12 218 1 0 231
0.83 4
18 327
76 0
421
77. 18.
4.3 0.0
7 1
5 101
21 0
127
05:00 PM
5 101 21 0 127
0.82 9
242
537
24 0
803
30. 66.
3.0 0.0
1 9
68 136
5 0
209
05:00 PM
68 136 5 0 209
0.96 1
PLA
Out In Total
574 596 1170
4111 176 9 0
Right Thru Left Peds
H�
NJ
O
t—�
NortT h
N
~
4 —Z v
c
c `�
!1Cn
912004 4:45:00 PM
V
S
N r
/19/2004 5:30:00 PM
r
�
I.nshifted
n
�m
�Q
a
T r
Left Thru Right Peds
18 327 761 0
239 421 660
Out In Total
PLA
2591
727
0.891
City of Newport Beach
Department of Public Works
N-S: Irvine Avenue; E-W: Westcliff-17t Traffic Engineering NB-WB: Doug - D1-745
SB-EB: Dave - D1-747
C,miins Printarl- tlnshiffari
X
File Name
: ir3275am
Site Code
: 00000000
Start Date
: 05/12/2004
Page No
: 1
IRVINE
WESTCLIFF
IRVINE
WESTCLIFF
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Pe
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
Factor
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
1.01 1.0
1 1.01
1.0 1.0
1.0 07:00 AM
19 67
19 0
105
4 66
7 0
77 49
80 6
0 135
26 83
33 0
142
459
07:15 AM
32 105
18 0
155
8 55
3 0
66 54
89 1
0 144
42 111
52 0
205
570
07:30 AM
87 193
28 0
308
14 61
8 0
83 89
189
6 0
284
81 125
68 0
274
949
07:45 AM
59 115
34 0
208
12 92
16 0
120
53 210
3 0
266
80 123
42 0
245
839
Total
197
480
99 0
776
38 274
34 0
346
245
568
16 0
829
229
442
195
0 866
2817
08:00 AM 50 57 33 0 140 13 102 32 0 147 65 149 2 0 216 108 120 22 0 250 753 ?LIB 08:15AM 34 69 46 0 149 11 104 13 0 128 34 96 3 0 133 82 122 25 0 229 639 3187 08:30AM 38 72 40 0 150 7 97 14 0 118 40 108 8 0 156 61 126 29 0 216 640 08:45 AM 39 86 56 0 181 12 118 8 0 138 48 109 6 0 163 58 114 19 0 191 673 Total 161 284 175 0 620 43 421 67 0 531 187 462 19 0 668 309 482 95 0 886 2705 Grand 358 764 274 0 1396 81 695 101 0 877 432 1033 35 0 1497 538 924 290 0 1752 5522 Total 0
25. 54. 19. 79. 11. 28. 68. 30. 52. 16.
Apprch % 6 7 6 0.0 9.2 2 5 0.0 9 8 2.3 0.0 7 7 6 0.0
Total % 6.5 13. 8 5.0 0.0 25.3 1.5 12.
1.8 0.0 15.9 7.8 18 0.6 0.0 27.1 9.7 16 5.3 0.0 31.7
IRVINE
Out In Total
1669 1396 3065
2741 764 358 0
Right Thru Left Peds
N
- a
m2 .c--►
North
1-� °)
m
N
12/2004 7:00:00 AM-�+
C D
m t
12/2004 8:45:00 AM
�Llnshffted
r
r-
b
Oa
v
�o
m
'T7
m
d
o.
Na
<°
a-
T r
Left Thru Ri ht Pads
4321 10301 35 0
1 335 1497 2632
Out In Total
IRVINE
P 71 3
City of Newport Beach
Department of Public Works
Traffic Engineering
File Name : ir3275am
Site Code : 00000000
Start Date : 05/12/2004
Page No : 2
IRVINE
WESTCLIFF
IRVINE
WESTCLIFF
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
I-'eaK Hour rrom U/:uu FiIVI Io uo:4A Am - ri
Intersecti
07:30 AM
on
Volume
230 434
141
0 805
Percent
28.. 53..
17..
0.0 07:30
87 193
28 0
308
Volume
Peak
Factor
High Int.
07:30 AM
Volume
87 193
28 0
308
Peak
0.65 Factor
3 :dK 101 1
50 359
69 0
478
10. 75.
14. 0.0
5 1
4 14 61
8 0
83 08:00 AM
13 102 32 0 147
0.81 3
241
644
14 0
899
26. 71.
1.6 0.0
8 6
89 189
6 0
284
07.30 AM
89 189 6 0 284
0.79 1
351
490
157
0 998
35. 49.
15. 0.0
2 1
7 81
125
68 0
274
07:30 AM
81 125 68 0 274
0.91 1
IRVINE
Out In Total
1064 805 1869
1411 4341 230 F 0
Right Thru Lett Peds
4 u
m
arm
North
1—?w
rn
Ql
F c m
i-
/12/2004 7:30:00 AM
G N
m
A 3
vri t
/12/2004 8:15:00 AM
�unshtfted
rr
m
n
n
o
o N
11 Q'
�O
I I 14
Left Thru Right Peds
2411 6441 141 0
641 899 1540
Out In Total
IRVINE
P;,-f q-
3180
949
0.838
City of Newport Beach
Department of Public Works
N-S: Irvine Avenue; E-W: Westcliff-17t Traffic Engineering NB-WB: Doug - D1-745
SB-EB: Dave - D1-747
C;rniins PrintPri- I Inchiftari
File Name
: ir3275pm
Site Code
: 00000000
Start Date
: 05/12/2004
Page No
: 1
IRVINE
WESTCLIFF
IRVINE
WESTCLIFF
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
Factor
1.01 1.01
1.0 1 1.0
1.0 1.0
1.0 1 1.0
1.01 1.01
1.01 1.0
1 1.0
1 1.0
1 1.0
1 1.6
04:30 PM
49 88
75 0
212
13 155 22 0,
190
59 107
13 0
179
47 166 42 0
255
836
04:45 PM
33 126
77 0
236
35 163 11 0
209
56 90
13 0
159
62 152 48 0
262
866
Total
82 214
152 0
448
48 318 33 `0
399
115
197
26 0
338
109
318 90 0
517
1702
05:00 PM
38 127
71 0
236
05:15 PM
44 141
91 0
276
05:30 PM
46 136
82 0
264
05:45 PM
50 171
103
0 324
Total
178
575
347
0 1100
06:00 PM
23 144
111
0 278
06:15 PM
39 160
100
0 299
Grand
322
109
710
0 2125
Total
3 Apprch %
15. 51..
33..
0.0 Total %
4.5 1 3
9.9 0.0
29.8 18
216
17 0
251
54 117
20 202
22 0
244
66 104
30 184
12 0
226
67 104
23 157
15 0
195
61 85,
91 759
66 0
916
248
410
28 154
16 0
198
57 66
24 116
17 0
157
51 87
191
134
132
0 1670
471
760
11. 80.
7.9 0.0
35. 57.
4 7
6 4
2.7 18.
1.8 0.0
23.4 6.6
10. 20
0 1911
75 173
55 0
303
981
7 0
177
50 143
66 0
259
956
11 0
182
64 146
59 0
269
941
12 0
158
56 113
74 0
243
920
50 0 708
8 0 131
8 0 146
92 0 1323
7.0 0.0
1.3 0.0 18.5
245
575
254
0 1074
50 126
51 0
227
48 106
49 0
203
452
112
444
0 2021
22. 55.
22. 0.0
4 7
0 6.3
15. 6.2
0.0 28.3
8 IRVINE
Out In Total
1344 2125 3469
710 1093 322 0
Right Thru Left Peds
o
V
04 � J
O
LL
J
u,
~�
North
�--2
1O
m
C N
/12/2004 4:30:00 PM
85 A
L1
/12/2004 6:15:00 PM
o r
ON
c N
tlnshitted
w -4
o9
a
N C
t0
Left
Thru Right Peds
471 760 921 0
1728 1323 3051
Out In Total
IRVINE
834
805 5SZO
7139
IRVINE
Southbound
Start
Left
Thr
Rig
Ped
App.
Time
u
ht
s
Total
Peak Hour From 04:30 PM to 06:15 PM - P
Intersecti
05:00 PM
on
Volume
178 575
347 0
1100
Percent
16.. 52..
31. 0.0
5 05*00
38 127
71 0
236
Volume
Peak
Factor
High Int.
05:45 PM
Volume
50 171
103 0
324
Peak
0.84 Factor
9 City of Newport Beach
Department of Public Works
Traffic Engineering
Left
91 759
66 0
916
82. 9.9
7.2 0.0
18 216
17 0
251
05:00 PM
18 216 17 0 251
0.91 2
Left u ht vs Total ILeft
248
410
50 0
708
35. 57.
7.1 0.0
0 9
54 117
20 0
191
05:00 PM .
54 117 20 0 191
0.92 7
File Name : ir3275pm
Site Code : 00000000
Start Date : 05/12/2004
Page No : 2
245 575 254 0 1074
22. 53. 23• 0.0
8 5 6
75 173 55 0 303i
05:00 PM
75 173 55 0 303I
0.88 6
IRVINE
Out In Total
721 Ef1ff 1821
3471 5751 178 0
Right Thru Lett Peds
1-I 1
10 N
LL
J
c
t—�
�
North
—i N
C
p1
rn
/12/2004 5:00:00 PM
O
n n
w
/12/2004 5:45:00 PM
'm r
15 �
O�
c
Unshifted
o
m
T
.�
�o
0..
y o
a m
4, T F+
Left Thru Right Peds
2481 4101 50 0
920 Z08 1628-
Out In Total
IRVINE
P z1 4
3798
981
0.968
t30- 4iiZ
Transportation Studies, Inc.
)e
1350
Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: H0405002
N-S Direction: CAMPUS
DR.
/ IRVINE
Irvine,
CA. 92614
Site Code
: 00000920
E-`"' Direction: BRISTOL STREET NORTH
Start
Date
: 5/12/2004
Page No
: 1
_
Groups Printed- Turning
Movements _
CAMPUS
DRIVE
BRISTOL
STREET NORTH
IRVINE AVENUE
BRISTOL STREET NORTH
Southbound
Westbound
Northbound_
Eastbound
.. .... Start Time
Ri ht
g
Thru
-- ---
Right I
,--
'_.._L_
-_.
eft
Right
--...
Thru
.:.
Left
-.._..
Right
.
Ttiru
Left
Int. Total
Factor
1.0 . . _ ..Left
1.0 _.- ..
1.0 1.0
_ _Thru
1.0 1.0
1.0 1.0
1.0 1.0
1.0 1.0
07:00 AM
23 44
l)
19 127
21 0
287
93 0
0 0
614
07:15 AM
28 52
0 10
138
27 0
365
93 0
0 0
713
07:30 AM
12 40
0 17
137
64 0
408
100
0 0
0 778
07:45 AM
12_
25 0
25 255
69 0
308
119
0 0
0 813
Total
75 1_61
0 71
657
�181
0 1368
405
0 0
0 2918
08:00 AM
19 57
0 17
195
73 0
258
91 0
0 0
710 3c
08:15 AM
8 61
0 15
253
46 0
355
94 0
0 0
832 7t
3 08:30 AM
28 52
0 12
143
37 0
400
87 0
0 0
759
Y 08:45 AM
43 77
0 8
213
57 0
319
98 0
0 0
815
Total
'98
247
0 52
804
213
0 1332
370
0 0
0 3116
BREAK
04:30 PM
45 196
0 :
9 427
77 0
177
56 0
0 0
987
04:45 PM
67 235
0 16
321
36i
0 205
92 :
0 0
0 972
Total
_
112
431 -
0 -- 25
- 748
113:
- 0
- 382
_
148
_...._...._..._0
_..........__._O _
_._..0
1959
05:00 PM
69 221
0 10
364
44 !
0 242
114
0 0
0 1064
05:15 PM
65 229
0 14
488
72 0
171
64 0.
0 0
1103 4
ri
05:30 PM
39 237
0 15
424
64 0
168
83 0
0 0
10301-I1t
st 05:45 PM
34 _
242
0 33
464
19 .
0 '
.... 143
'
110
0 0
0 qr 1045
Total
207
929
0 72
174.0
199
b
724
371
0 0
0 4242
06:00 PM
48 249
0 31
373
41 0
94 52
0 0
0 888 tkt?
06:15 PM
48 217
0 34
318
25 0
202
115
0 0
0 959
Grand Total
588
2234
0 285
4640
772
0 4102
1461
0 - 0
0 14082
Apprch %
20.8 79.2
0.0 5.0
81.4 13.6
0.0 73.7
26.3 0.0
0.0 0.0
Total %
4.2 15.9
0.0 2.0
32.9 5.5
0.0 29.1
10.4 0.0
0.0 0.0
P aI
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name H0405002
N-S Direction: CAMPUS DR. / IRVINE Irvine, CA. 92614 Site Code 00000920 E111 Direction: BRISTOL STREET NORTH Start Date 5/12/2004 Page No :2
CkMF5J08 DRIVE
IRVINIff_AVEN-Off'
BmsfblLc§Tkff_tfNORTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App
Right
Thru
Left .
A PP*
Right
Thru
Left
App
Right Thru Left App.
Int.
Total
Total •
Total
Total
Total
Peak Hour From _07mAM-to _08:45 AM - F5eak i—of 1
Intersection
07:30 AM
Volume
51 183 0
234
74 840
252
1166
0 1329
404
1733
0 0 0 0
3133
Percent
21.8 78.2 0.0
6.3 72.0
21.6 0.0
76.7 23.3
0.0 0.0 0.0
08:15
8 61 0
69 15
253
46 314
0 355
94 449
0 0 0 0
832
Volume
Peak Factor
0.941
High Int.
08:00 AM
07:45 AM
:07:30
AM
6:45:00 AM
Volume
19 57 0
76 25
255
69 349
0 408
100
508
Peak Factor
0.770
-
0.835 :
0.853
C;AMPU,9 DRIVE
Out In Total
1 4=0 3 [_ �34� =69;
L_ 511 1=8 _3 01
Right Thru Left
aim
F
C)
EL ri
z
North
O
2 9
6M_:�) 0d47:30.obAM
4 m
-06
U
ET
5/1212004 8:15:00 AM
rr
rr
'WY
S m
z
.0
z
__q C
0-V
Left Thru Right
�._404j_132 0
21r,8
- - n . Total
Out I
IRVINE AVNUE_
pw ?
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEVVPORTBEACH Suite11s
N'SDimndon: CAMPUS DR. /|RV|NE Irvine, CA, mmw
E'`^/DirenUon: BR|STOLSTREET NORTH
File Name H0405002
Site Code 00000920
Start Date 5/12/2004
Page No :3
CAMPUS DRIVE
BRISTOL STREET NORTH
IRVINE AVENUE
BRISTOL STREET NORTH
wprthupundL
�
Eastbound__
Start Time
_Syythbuund
n�m T»m Left
_Westbound
n�m�Txm|
�oo
'��m
T»m
�on
»pp
Right
'
Tnm �on App.
/'�
/o�L '
�—]��i'
/o�/
7o�/
Total
PeoxHourr��'V����V��081uPM'Peah1��—''--'----
'
'- —
—
- -
Intersection
05:00PM
Volume
207 ocn o
1136 72 1740
199
2011
o
724
371
10e5
V
o V o
4242
Percent
18.2 81.8 0.0
ao 86,5
9.9 0.0
66.1 33.9
uO
uo Ou
m5-1e
no uuo u
294 1* 4ee
72 574
o
171
e4
235
o
o 0 o
1103
Volume
Peak Factor
0.e61
myxmt.
05:1ePM
05:15pm
os:ooPM
Volume
65 229 o
ccw 14 488
�
r�
or4 !
o
zuz
114
asn
Right Thru Left
LU
rr
2223
out in Total
IRVINE AVENUE
$� 4-156
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name : H0405001
N-S Direction: CAMPUS DR. / IRVINE Irvine, CA. 92614 Site Code : 00000920 E-\A/ Direction: BRISTOL STREET SOUTH Start Date : 5/13/2004 Page No
: 1
Groups Printed_ Turning Movements
CAMPUS DRIVE
BRISTOL STREET SOUTH
IRVINE AVENUE
BRISTOL STREET SOUTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
Thru
Left
Right
_ fhru i
Left
Right
Thru
Left
Right
Thru
Left
Int. Total
Factor.
1.0 1.0
1.0 1.0!
1.0 :
1.0 1.0
1.0 1.0
1.0 1.0 .
_
1.0 07:00 AM
0 57
40 0
0 0
8 169 -
0 78
257
217
826
07:15 AM
0 48
26 0
0 0
23 158
0 118
238
214
825
07:30 AM
0 60
46 0
0 0
50 197
0 106
333
226
1018
07:45 AM
0 63
43 0
0 0
46 325
0 91
454
289
1311
_ ..._..__._
O
0 -
- 127
849 - -
0 393
1282-
- 946
3980
08:00 AM
0 91
11 0
0 0 I
30 160
0 115
420
277
11046i ,'
'
08:15 AM
0 106
43 0
0 0
45 222
0 76
307
277
1076 qr)(
08:30 AM
0 126
40 0
0 0 ':.
38 155
0 81
400
318
�-1158 q{6
�f
08:45 AM
0 52
27 0
0 0
39 84
0 71
253
261
787
Total
0_...
375
121
0 - 0 _-...._0..
152
621..........
0 343
1380
1133
4125
**`
BREAK ***
04:30 PM
0 208
68 0
0 0
48 180
0 88
192
136
920
04:45 PM
0 245
37 0
0 0
25 145
0 114
262
99 927
Total
0 _ _
453
105
6 _
0 0
73 325
0 202
454
235
1847
05:00 PM
0 196
62 0
0 0
46 183
0 66
205
116
874
05:15 PM
0 267
41 0
0 0
60 141
0 68
199
150
+r 926 3�
05:30 PM
0 233
60 0
0 0
31 130
0 60
241
143
898G
05:45 PM
0 228
75 ,
0 0
0 56
131
0 64
244
129
927
Total
0 924
--238
p
O _..__._._.
0 193
585
0 258
889
538
3625
06:00 PM
0 188
91 0
0 0
32 134
0 87
205
94 831 3S,
06:15 PM
0 190
76 0
0 0
59 134
0 74
242
100
875 5
Grand Total
0 2358
786 !
0 0
0 ;
636
2648
0 1357
4452
3046
15283
Apprch %
0.0 75.0
25.0 0.0
0.0 0.0
19.4 80.6
0.0 15.3
50.3 34.4
Total %
0.0 15.4
5.1 0.0
0.0 0.0 I
4.2 17.3
0.0 8.9
29.1 19.9
P?--'--0
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: CAMPUS DR. / IRVINE Irvine, CA. 92614
E-`,V Direction: BRISTOL STREET SOUTH
File Name ; H0405001
Site Code : 00000920
Start Date : 5/13/2004
Page No : 2
CAMPUS DRIVE
• BRI3TOL STREET SOUTH
-IRVINE AVENUE
BRISTOL STREET SOUTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
-- —...
Topta' .
----._--
Right
---- ----
Thru
-- - ----
Left'
..:
;
Right
Thru
Left
Right
Thru
Left
Total
a........
Total
Total
Total
Peak Hour From 0700 AM to 08:45 AM -
Peak 1
of 1
_.
Intersection
07:45 AM
Volume
0 386 137
5231
0 0
0 0
159
862
0 1021
363
1581
1161
3105
4649
Percent
0.0 73.8 26.2
0.0 0.0
0.0 15.6
84.4 0.0
11.7 50.9
37.4 07:45
0 63 43
1061
0 0
0 0
46 325
0 371
91 454
289
834
1311
Volume
Peak Factor
0.887
High int.
08:30 AM
6:45:00
AM
07:45 AM
07:45 AM
Volume
0 126 40
166
0 0
0 0
46 325
0 371
91 454
289
834
Peak Factor
0.788
0.688
0.931
CAMPUS DRIVE
In Total
__Out
20231 ' 9237 2646
0! 386 137
Right Thru Left
xmo
-
0 o.
.--
-
-10 ;
•
North
O
r
r-
w if
- --
Qo' 2
n — /
5/13/2004 7:45:00 AM
-
^ ~
�/13/2004 8:30:00 AM
o
o m
rT
Turning Movements
m -
m
J -
Thru_ Right
_Left
0 862 1591
_ 74 1021 1'770,
- •
Out In Total
IR I AVENUE
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: CAMPUS DR. / IRVINE Irvine, CA. 92614
E "I Direction: BRISTOL STREET SOUTH
File Name H0405001
Site Code 00000920
Start Date 5/13/2004
Page No 3
CAMPUS DRIVE
BF21S i OL StktEf SOUTH
IRVINE AVENUE
BRISTOL STREET SOUTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App* Right
Thru
Left
ApP'
Right
Thru
Left
App
Right
Thru
Left
App.
Int.
Total
Total
Total
Total
Total
Peak Hour From 0"4:-3'0'P- M--'- 't'o"' -0"6: 15 P M
Peak -1—o of —1 -
Intersection
04:30 PM
Volume
0 916 208
1124 0
0 0
0 179
649
0 828
336
858
501
1695
3647
Percent
0.0 81.5 18.5
0.0 0.0
0.0 21.6
78.4 0.0
19.8 50,6
29.6 04-45
0 245 37
282. 0
0 0
0 25
145
0 170
114
262
99 475
927
Volume
Peak Factor
0.984
High Int.
05:15 PM
05:00 PM
04:45 PM
Volume
0 267 41
308 0
0 0
0 46
183
0 229
114
262
99 475
Peak Factor
0.9121
i
0.904
.
0.892
CAMPUb L)RIVF
Out In Total
1_1 12,E 2274
0: 016- 208
Right Thru Leh
North
13/2004 4:30:00 PM
511312004 515:00 PM
LT
--LO T Right
---67 179
8W 8i
out In Total
IRVINF AVENUE
C-q 2635
Transportation Studies, Inc, {
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name : H0405012
N-S Direction: TUSTIN AVENUE Irvine, CA. 92614 Site Code : 00000918 E `Ar Direction: PACIFIC COAST HIGHWAY Start Date : 5/11/2004 Page No : 1
Grofs Printed- Turning Movements
TUSTIN AVENUE
PACIFIC COAST
TUSTIN AVENUE
PACIFIC COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
Start Time
R g ht
Thru
Left
....
Right
_....
Thru �
Left
Right
_ .. .
Thru
Left
Right
Thru
Left
Int. Total
Factor
_
1.0 1.0
1 A
1.0 ....
1.0 ......
1.0 1.0
_
1.0 1.0
1.0 ,
1.0 1.0
07:00 AM
0-- .-.._
._.._..4_.
-3-
184
0 0
0 0
0 388
8 588
07:15 AM
2 0
6 2
270
0 0
0 0
0 406
5 691
07:30 AM
3 0
4 8
277
0 0
0 0
1 497
18 808
07:45 AM
2 0
10. 12
329
0 0
0 0
0 582
7 942
Tof81
8 0 -
- 24
_ 25
1060 --
-�--
0-
0 0
1 1873
38 3029
,E
08:00 AM
4 0
13 8
302
0 1
0 0
0 607
7 942 3'
08:15 AM
4 0
8 10
354
0 0
0 0
1 546
17 940 Ve
3 08:30 AM
2 0
10 13
319
0 0
0 0
0 509
8 -+' 861
08:45 AM
5 0
9 13
340
0 0
0 0
2 483
11 .
863
Total
15 0
40 44
1315
01 1
0 0
3 2145
43 3606
BREAK ...
04:30 PM
8 0
22 25
585
0 i
0 0
0 i
1 401
21 1063
04:45 PM
7 0
11 18
561
0 i
3 0
0 2
381
16 999
Totat
_ _
15 0
33 !
43 1146
-011
3 0
0 3
782
37 2062
05:00 PM
9 0
11 19
568
0 0
0 0
0 417
27 1051
h
05:15 PM
10 0
9 23
685
0 0
0 0
0 431
19 11776,2
05:30 PM
10 0
11 15
551
0 1
0 0
1 364
13 966 q I`
05:45 PM
6 0
6 9
596
0 2
0 0
1 424
14 1058
Total
_..35
0 -
-.. 37 ._
- 66.._.......2400
--
...._0
3 0
0 2
1636
73 4252
y
06:00 PM
8 0
20 15
579
0 3
0 0
2 349
32 1008 ; P
Z
06:15 PM
9 0
10 .
13 509
0 0
0 0
1 332
19 8933CV
Grand Total
90 0
164 :
206
7009
0 i
10 0
0 12
7117
242
14850
Apprch %
35.4 0.0
64.6 2.9
97.1 0.0
100.0
0.0 0.0
0.2 96.6
3.3 Total %
0.6 0.0
1.1 1.4
47.2 0.0
0.1 0.0
0.0 0.1
47.9 1.6
P ;- 2-3
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEVVPORTBEACH Suite 115
N'SDimoUnn: TUSONAVENUE Irvine, CA. 9261*
F I"/ Direction: PACIFIC COAST HIGHWAY
File Name H0405012
Site Code 00000918
Start Date 5/11/2004
Page No 2
------VA:T1�IC
COAST HIGHWAY
TuoTN AVE NUE
PACIFIC COAST HIGHWAY
Southbound
Yv@gtbopnd_.
wouhu?vvd_-
saomvvnu
Start Time
Right Thm Left
Right
Thru
Len
-�_
App,RightT�u
Left
App
Right
�
T�u
�u
App.|n�
����
Total
Total
no�|
_
Peak Hour �u�nr�O�]��l��8AM -p�k7ofl—'
-----'
--
'--
mmm0000n
07:45mw
Volume
12 n 41
53 43
1304
n
13471 1
O
V
1 1
2244
on
2e84
ooao
Percent
22.6 0.0 77.4
3.2 96.8
0.0 !100.0
0.0 0.0
0.0 98.2
1.7 m8:OU
O 13
17 o
oOo
o
310 1
o
n
1 n
607
7 614
942
Volume*
Peak Factor
.
!
0.978
yighInt.
ODxmAM
|08:15mN
oDooAM
08:00AM
Volume
* n 13
n |
m
354
O
3O4i 1
o
O
1 O
607
r
m4
Peak Factor
o�rV |
u�os|
'
0.250 .
0,930
I US HN AVENUE
out in Total
North
a.
Out In Total
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: TUSTIN AVENUE Irvine, CA. 92614
E-'" Direction: PACIFIC COAST HIGHWAY
File Name : H0405012
Site Code : 00000918
Start Date : 5/11/2004
Page No : 3
TUSTIN AVENUE
PACIFIC COAST HIGHWAY
TUSTIN AVENUE
PACIFIC COAST HIGHWAY
Southbound
Westbound
p
Northbound
Eastbound
Start Time
RightA
Thru Left
pp'
Ri ht
g
Thru
L T
Right
Thru
Left
Right
Thru
Left
Total
Total ;
Total
Total
Total
Peak Hour From
04;30 PM to 06:15 PM
Peak 1
_
of 1
_
_—e
Intersection
04:30 PM
Volume
34 0 53
87 85
2399
0 2484
3 0
0 3
3 1630
83 1716
4290
Percent
39.1 0.0 60.9
3.4 96.6
0.0 100.0
0.0 0.0
0.2 95.0
4,8
flm
10 0 9
19;
23 685
0 708'
0 0
0 0
0 431
19 450
1177
volume
e
Peak Factor
0.911
High Int.
04:30 PM
05:15 PM
04:45
PM
05:15 PM
Volume
8 0 22
30 23
685
0 708
3 0
0 3
0 431
19 450
Peak Factor
0.725
0.877 I
0.250
0.953
P a"g S
C-t+24e30
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: H04050-
1 N-S Direction: RIVERSIDE AVENUE
Irvine, CA. 92614
Site Code
: 0000092
(
EJA! Direction: PACIFIC
COAST HIGHWAY
Start Date
: 5/13/20C
i�
Page No
:1
Groups Printed- Turning
Movements
RIVERSIDE
AVENUE
PACIFIC COAST
RIVERSIDE AVENUE
PACIFIC
COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
---
Start--
--- -.
Ri ht
9 _ -
Thru
Left ! -�-
Ri ht I
_
Thru-Left
:
1-'0 --
Ri ht
g
_
-- r-u
Thru
Left
-..1.0
_
--- Right
Ri ht
---- hruLeft
Thru
Int. Total
Factor f
1.0 �
1.0 1.0;
1.0 i
1.0 1.0
-- _
i
.
1 1.0
07:00 AM
30 0
5;
9 178 0 �
_
0 0
-_ __...__
1 ._ ..__.
2 _.
391 74
690
07:15 AM
26 0
8;
5 247 0 i
0 1
0 0
476 48
811
07:30 AM
54 0
7 5
254 01
0 0
0 1
499 94
914
07:45 AM
106
0 15
16 331
0 0
1 0
559 69
1098
Total
216
0 35
35 _1
1010 1
0 1^
_
2 3
1925 285
3513
08:00 AM
83 4
23 12
271 0
0 0
0 1
544 69
10072-
08:15 AM
53 1
12 ;
8 316 0
0 0
0 1
491 13
895
08:30 AM
50 0
23:
6 289 1
0 0
2 3
497 54
4- 9251.
Y
08:45 AM
48 0
26 -64
5 361 _ 3 .
0 0
1 4
529 50
1027
Total
234
5 0
0 3
9 2061 186
3854
'•" BREAK *'*
04:30 PM
72 4
16 6
538 8
1 0
0 0
362 95
1102
04:45 PM
133
7 31
14 545 6 (
3 0
5 2
341 80
1167
-_.. -
Total
-- -
205
11 47
20 1083 14
4 -67
5 2
703 175
2269
05:00 PM
78 1
21. 9
612 2
2 1
3 2
442 69
1242
05:15 PM
98 0
25 11
623 0
2 2
7 2
361 54
11856j
05:30 PM
75 2
29 14
507 1
5 2.
3 3
448 59
Yf 1148ill
05:45 PM
100
0_- _
21 18
592 31
7 0
3 2
300 _ 52
1098
Total
351
3 961
52 2334 6
16 _
5 16:
9 _
1551 234
4673
06:00 PM
81 3
11 10
554 31
4 5
51 18
380 79
1153 d
06:15 PM
55 1
15 14
515 2 I
1 4
0 9
291 66
973 Nr
Grand Total
1142
23 288
162
6733 301
25 15
31 50
6911 1025
16435
Apprch %
78.6 1.6
19.8 2.3
97.2 0.4
35.2 21.1
43.7 0.6
86.5 12.8
Total %
6.9 0.1
1.8 1.0
41,0 0.2
0.2 0.1
0.2 0.3
42.1 6.2
P ��
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: RIVERSIDE AVENUE Irvine, CA. 92614
E-t^/ Direction: PACIFIC COAST HIGHWAY
File Name : H0405011
Site Code : 00000920
Start Date : 5/13/2004
Page No :2
Start Time
RIVERSIDE AVENUE PACIFIC COAST HIGHWAY J RIVERSIDE AVENUE Southbound Westbound i Northbound
Right Thru Left App. i Right ' Thru Left App. Right ! Thru Left I App' Total ; I Total f Total
PACIFIC COAST HIGHWAY
Eastbound
Right Thru Left App.
Total
Int.
Total
Peak Hour From 07:00 AM to 08:45 AM
- Peak 1 of 1
Intersection
07:45 AM
I
Volume
292 5 73
370 42
1207
2 1251
0 0
3 3
5 2091
205
2301
3925
Percent
78.9 1.4 19.7
3.4 96.5
0.2 0.0
0.0 100.0
0.2 90.9
8.9 07.45
106 0 15
121 16
331
1 348'
0 0
1 1
0 559
69 628
1098
Volume
Peak Factor
0.894
High Int.
07:45 AM
07:45
AM
08:30 AM
07:45 AM
Volume
106 0 15
121 16
331
1 348 1
0 0
2 2
0 559
69 628
Peak Factor
0.764
0.899 j
0.375
0.916
RIVERSIDE AVENUE
Out In Total
41 3701 _.fi77:
r2 2
.—J—:::73,
Right Thru Left
i
4J I 1
I
i
in
co.
2 S.co
D
0 North
_
co ws'C\1
c ` 1
N €
5%13I2004 7:45;00 AM
1 N
N > >'
cn
0 5/18/2004 8:30:00 AM
—
N.
LLTurning.Movements
L
_
Q
I
I
1 I
I
I
I
Left Thru Right
I
2 1
out In Total
RIVERSIDE AVENUE
P a'a'7
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: RIVERSIDE AVENUE Irvine, CA. 92614
F 'At Direction: PACIFIC COAST HIGHWAY
File Name H0405011
Site Code 00000920
Start Date 5/13/2004
Page No 3
AVENUEPACIFICCOAST HIGHWAY F RIVERSIDE AVENUE
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App Right' Thru
Left I
App I Right:
Thru
Left
App.
Right
Thru '
Left
App.
Int.
Total I
Total I
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1 of 1
Intersection
04:45 PM
Volume
384 10 106
5001 48 2287
9 2344 12
5 18
35. 9
1592
262
1863
4742
Percent
76.8 2.0 21.2
2.0 97.6
0.4 34.3
14.3 51.4
0.5 85.5
14.1 05:00
78 1 21
i
1001 9 612
2 623: 2
1 3
6 2
442
69 513
1242
Volume
Peak Factor
0.955
High Int.
04:45 PM
:05:15 PM
:05:15 PM
05:00 PM
Volume
133 7 31
171 - 11 623
0 634 2
2 7
11 2
442
69 513
Peak Factor
0.731 i
0,924
0.795
0.908
RIVERSOF AVFNUF
Out In Total
1--6ff.. i.... 815:
...........
384; 107- 10 i
Right Thru 5ef[
North
0 cli
Cn
k
8/13/2004
C
5/13/2004 5:30:00 PM
2 AA
0.1 0i -
Tummg Movements
>
o
Left Thru RI ht
1111 51 12
F-28 F--375 E—_-63�
Out in Total
RJIVERSIOE AVENUE
f a?-fr
City: NEWPORT BEACH
N-S Direction: MARGUERITE AVENUE
E•11� Direction: PACIFIC COAST HIGHWAY
MARGUERITE AVENUE
Southbound
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
__groups Printed- Turning..Movements .------ _.....
PACIFIC COAST MARGUERITE AVENUE
HIGHWAY Northbound
Westbound
File Name : H0405009
Site Code : 00000976
Start Date : 5/5/2004
Page No : 1
-
PACIFIC COAST
HIGHWAY
Eastbound
Start Time
Rig.0 ht I
Left
Right I
Thru ;
Left i
Right !
Thru
Left;
Right;
Thru
Left
Int. Total
- -Factor -----1
_Thru •_
1.0 1.0 ;
1.0 r
1.0 j
1.0 I
1.0 .
1.0 i
130
111
.0
1..5
-07:00 AM
1 _.. 15.... --
8 0
323
3 - 2
9 331
..
738
07:15 AM
9 14
2 6
326
1 4
13 16
8 363
3 765
07:30 AM
9 6
7 13
406
91 4
19 401
6 300
16 835
07:45 AM
18 10
8 16
318
1 10
24 48 i
10 290
25 778
Total
- 37
_
45 251
35 1373
141
20 65
134
35 1284
49 3116
t! 08:00 AM
19 13
11 1
9 398
3 !
14 19
42 16
386
10 940'3
08:15 AM
17 19
23 13
367
3 5
16 49'
15 329
14 870 '
f 08:30 AM
18 19
221
15 391
101
19 12
42 18
295
17 878 3i-
08:45 AM
31 23
9 19
337
9 !
14 12
31 12
327
22 846
Total
85 74
65 -
56 1493
25 -52
_
59 164
61 1337
63 3534
kkk BREAK ***
04:30 PM
51 18
26 ;
9 328
11 I
22 24
57 18
437
10 1011
04:45 PM
18 11
43 '•
17 302
15 22
12 42
29 405
18 934
Total
69 29
69 26
630
26 i-
44 36
99 47
842
28 1945
05:00 PM
18 24
27 16
399
6 15
26 25
19 435
6 1016
05:15 PM
18 23
30 11
359
121
21 11
54 18
402
16 975
y. 05:30 PM
21 15
21 1
11 361
11 1
21 15
32 '
10 440
18 976 7 gi
05:45 PM
40 21
301
11 289
191
20 22
51 !
22 391
21 937
Total
_
97 83
1081
49 1408
481
77 _
..74
1621
_
69 _ _
1668
61 3904
06:00 PM
33 15
25 9
423
11 22
16 33 j
28 443
27 1085 S�
-. 06:15 PM
34 15
42 6
289
20 7
19 481
28 368
18 894 �'
Grand Total
355
261
3341
181
5616
144
22 2
269
640 i
268
5942
246
14478
Apprch %
37.4 27.5
35.2 i
3.0 94.5
2.4 19.6
-
23.8 56.6 i
4.2 92.0
3.8 Total %
2.5 1.8
2.3. 1.3
38.8 1.0
1.5 1.9
4.4 1.9
41.0 1.7
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: MARGUERITE AVENUE Irvine, CA. 92614
E-1A/ Direction: PACIFIC COAST HIGHWAY
File Name 1-1040500�
Site Code 00000976
Start Date 5/5/2004
Page No :2
MARGUERITE AVENUE PACIFIC COAST HIGHWAY MARGUERITE AVENUE — HIGHWAY
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App. Left
Right Thru App Righti Thru
Left
Ap
Right
Thru
Left
App.
Int.
Total i
Total I
-
otapi
Total
Total
�e-a'k-Ho"u-r 'F-r—om"-0-7:00 -A—Mto-08—:45-AM - Peak I of 1 Intersection
08:00 AM
Volume
85 74 65
224 1 56 1493 25
1574 I 52 59
164
275
61 1337
63 1461
3534
Percent
37.9 33.0 29.0
i
: 3.6 94.9 1.6
i 18.9 21,5
59.6 4.2
91.5 4.3
08,00
Volume
19 13 11
i
43 9 398 3
410I 14 19
42 75
16 386
10 412
940
Peak Factor
j
j
0.940
High Int.
08:45 AM
i '08::30 AM
08:00 AM
08:00 AM
Volume
31 23 9
63 15 391 10
416, 14 19
42 75
16 386
10 412
Peak Factor
0.889 1
0.946 1
0.917
0.887
MARULIER I L AVENUE
Out in Total
ML
i
224�., "4-2Z'
Right • Thru Left
to
7 North
9/5/20 04 8:00:00 AM
4 F-
W512004 8:45:00 AM
I I urning Movements
CD
<
<
Left Thru Riahl
E:164 59'1
-1602E51 F--435i
Out in Total
-MARGUER TE AVr:NUE
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: MARGUERITE AVENUE Irvine, CA. 92614
E_1A1 Direction: PACIFIC COAST HIGHWAY
File Name H040500�
Site Code 00000976
Start Date 5/5/2004
Page No :3
MARGUERITE AVENUE 'MARGUERITE AVENUE
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App. � Right Thru
Left
App Right
Thru
Left
A PP'
Right
Thru
Left
App.
Int,
Total !
Total
Total
Total
Total
rr&mb4'Td15_M_too _06-.f5'0M --Peak 1 of 1
Peak Fro
Intersection
05:15 PM
I
Volume
112 74 106
292 42 1432
53 15271 84
64 170
318
78 1676
82 1836
3973
Percent
38.4 25.3 36.3
2.8 93.8
3.5 26.4
20.1 53.5
4.2 91.3
4.5 .06:00
33 15 25
73 9 423
11 443 22
16 33
71 28
443
27 498
1085
Volume
Peak Factor
i
I
0.915
High Int.
05:45 PM
06:00 PM
05:45 PM
06:00 PM
Volume
40 21 30
91 1 9 423
11 443 i 20
22 51
93 28
443
27 498
Peak Factor
0.802:
0.8621
0.855
0.922
MAKUU':H:n' ' AVENUE
Out Total
=188 F 292, 7 66�'
74111 0�1
-
Right Thru LeftT
... ..........
V7
MS
North
0)
x
to
2 5/5=04 5:�aoo FM--'
C
>
0 jE
5/5/2004 6:00:00 PM
2 - 4
o 0
'5
0 1
CL
4-1 (4
I
Left Thru Rlaht
641 841
7 2-05, F-3-187 =WI
Out In Total
AR RITa A%'cK" 'a
P,;L � I
Transportation Studies,
Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: H040500
f
N-S Direction: MAC
ARTHUR BOULEVARD
Irvine, CA. 92614
Site Code
: 00000911
E,'^/ Direction: PACIFIC COAST HIGHWAY
Start Date
: 5/12/200•
Page
No
: 1
Groups Printed- Turning
Movements
MAC ARTHUR
PACIFIC
COAST
MAC ARTHUR
PACIFIC COAST
BOULEVARD
HIGHWAY
BOULEVARD
HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
RigLIL
Thru
Left
Right ;
Thru i Left
Right
Thru
Left
Right
Thru
Left
int. Total
Factor
1.0 _
1.0 1.0
1.0 1_0- 1 0
1.0 1 0
1.0 1.0
1.0 1.0
07:00 AM
44 0
_
169
206
_-
93 0
0 0
0 0
162
55 729
07:15 AM
63 0
142
253
157 0
0 0
0 0
194
100
909
07:30 AM
86 0
123 ,
301
195 0
0 0
0 0
221
130
1056
07:45 AM
90 0
136
266
192 0
0 0
0 0
261
136
1081
Total
- -- 283 ,-
0. -
5701
-1026
637 0 �-.-
-- 0
0 0
0 838 ---.
421
3775
08:00 AM
93 0
146 !
252
209 0 !
0 0
0 0
266
162
1128
08:15 AM
102
0 111
252
191 0:
0 0
0 0
239
85 q:r 980A
08:30 AM
84 0
99 263
182 01
0 0
0 :
0 245
103
9764
t`
08:45 AM
98 0
159 ;
210
167 0 i
0 0
0 0
105
998
Total
377
_
- 0
515
977
749 0 1 ---0
-
0 !-
0 ---
0 _259
1009 --
455
4082
**' BREAK ***
04:30 PM
92 0
224 j
183
301 01
0 0
0 I
0 282
101
1183
04:45 PM
106
0 183
160
242 0 i
0 0
0'
0 353
121
1165
Total
198
0 407
343
543 0~
_ _
0 0
0. 0
635
222
2348
05:00 PM
81 0
194
180
285 0
0 0
0 0
299
119
1158
05:15 PM
111
0 171
152
258 0
0 0
0 0
291
135
.-11181�
L 05:30 PM
97 0
200
145
279 0 1
0 0
0 0
210
106
10374e
05:45 PM
106
0 222
143
244 0 :
0 0
0 0
284
112
1111
Total
395
------
0 ------.....
787
--....-
620
-- -- - -
1066 01
- -
0 - - ---
0 0
0 1084
472
4424
06:00 PM
98 0
240
127
243 0
0 0
0 0
278
109
1095,4
06:15 PM
97 0
203 '
115
307 0!
0 0
0 0
285
91 1098�-'
Grand Total
1448
0 2722
3208
3545 0
0 0
0 0
4129
1770
16822
Apprch %
34.7 0.0
65.3 47.5
52.5 0.0
0.0 0.0
0.0 010
70.0 30.0
Total %
8.6 0.0
16.2 .
19.1 21.1 0.0 !
0.0 0.0
0.0 0.0
24.5 10.5
P a-3 k
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: MAC ARTHUR BOULEVARD Irvine, CA. 92614
E."' Direction: PACIFIC COAST HIGHWAY
File Name : H0405008
Site Code : 00000916
Start Date : 5/12/2004
Page No : 2
MAC ARTHUR BOULEVARD
PACIFIC COAST HIGHWAY '
MAC ARTHUR BOULEVARD
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
Right .
Thru :
Left i
App*Total
Right Thru .
Left
Right
Thru
Left
App.
Int.
Total
:
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM
-Peak 1
of 1
Intersection
07:30 AM
I
'
Volume
371 0 516
887 11071
787
0 1858
0 0
0 0
0 987
513
1500
4245
Percent
41.8 0.0 58.2
57.6 42.4
0.0 0.0 0.0
0.0 0.0
65.8 34.2
08:00
93 0 146
2391
252
209
0 461
0 0
0 0
0 266
162
428
1128
Volume
Peak Factor
0.941
High Int,
08:00 AM
i
07:30 AM
j
6:45:00 AM
08:00 AM
Volume
93 0 146
2391
301
195
0 496 !
0 0
0 0
0 266
162
428
Peak Factor
0.928 1
0.936
0,876
IMAC ARTHUR BOULEVARD
Out In Total
1584 887 [24:771,
I
371 J_ 51_
Right Thru Left
1 -.io
Q MN
oD
_
�O
N
('�
�
UI -
C9 ""
. ID
-
_
CD
rn --/
112/20047:30:OOAM
1 --?'�I ;- w'� D
0 —
_��'
112/20048:15:00AM
�i ! Im
V
-
Imo:
UOI^I
Tumin Movements-Ic
- ,Wio y
I
Left Thru Right
- - 0 .—0.. �,-_. 0
L� L_f 0 0
out In Total
MA ARTHUR LEVARD
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite115
N-S Direction: MAC ARTHUR BOULEVARD Irvine, CA. 92614
E-'"' Direction: PACIFIC COAST HIGHWAY
File Name : H0405008
Site Code ; 00000916
Start Date : 5/12/2004
Page No : 3
MAC ARTHUR BOULEVARD
PACIFIC COAST HIGHWAY •.' MAC ARTHUR BOULEVARD
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App
Right
Thru ?
Left
Toptpa.
Right
Thru
Left
A
Right
Thru
Left
App.
Int.
Total
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1
of 1
Intersection
04:30 PM
Volume
390 0 772
1162
675
1086
0 1761+
0 0
0 0
0 1225
476
1701
.4624
Percent
33.6 0.0 66.4
38.3 61.7
0.0 0.0
0.0 0.0
0.0 72.0
28.0 04:30
92 0 224
316
183
301
0 484i
0 0
0 0
0 282
101
383
1183
Volume
Peak Factor
0.977
High Int.
04:30 PM
04:30 PM
04:45 PM
Volume
92 0 224
3161
183
301
0 484
0 0
0 0
0 353
121
474
Peak Factor
0.919 :
0.910
0.897
Out In Total ..
I 71511 LIP �313
i
i- 3901 01_ 772;
Right Thru Left
I
i
t
a�
-
�0n
G -
_._
....,any_.._
Northam
m
.i _
-
`� ►
r5N 2/2004 4:30:00
5/12/2004 5:15:00 PM
[Tumino Movements
2 l
I � i
Left Thru Right
._. 0,
0' 0,
Out In Total
AC ARTHUR BOVILEVARD
C�-i'S�ss is
Transportation Studies, Inc. /
1350 Reynolds Avenue
City.:; NEWPORT BEACH
suite 115
File Name
: H040500
I N-S Direction: JAMBOREE ROAD
Irvine,
CA, 92614
Site Code
: 0000091(
3 E-j°/ Direction: PACIFIC COAST
HIGHWAY
Start
Date
: 5/13/200,
4 Page
No
: 1
Groups Printed- Turning Movements
JAMBOREE
ROAD
PACIFIC
COAST
JAMBOREE ROAD
____
PACIFIC
COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
Start Time
Right
Thru
Left ;
Ri ht
Thru
Left
Ri ht
Thru !
Left
Right
Left
Int. Total
_ _
Factor
1.0 1.0
1.0 1.0 !
1.0 i
1.01 1.0
_
-LO
1.0 _Thru
1.0 1.0 -
07:00 AM
80 45
29 - 13
133
17'
20 59 -
5 1
273
164
839
07:15 AM
99 33
21 17
156
9 i
13 95
4 3
381
222
1053
07:30 AM
126
51 37
35 242
12 !
14 137
3 3
411
268
1339
07:45 AM
163
66 28
28 210
18 23
88 4
2 480
257
1367
Total
468
195
115
93 741
_
56 70
379
16 9
1545
911
4598
08:00 AM
152
73 41
26 287
28 20
100
4 6
430
247
1414 V
08:15 AM
149
48 40
31 217
25. 17
98 4
5 466
321
14215
F 08:30 AM
172
53 36
20 235
18 27
92 5
3 387
170
12186
q 08:45 AM
155
54 28-
40 - 280
-- 24
35 88 --
7 4
421
227
1363
Total
628
228
145
117
1019
95. -99
- V'8
20 18
1704
965
5416
"* BREAK *�*
04:30 PM
287
95 34
21 395
28 30
. 73
5 1
362
152
1483
04:45 PM
334
_112
43 25
450
42 19
65 11
4 345
132
1582
Total
621
207
77 _
46 845
70 ;
49 _
138
16 5
_ _
707
284
3065
05:00 PM
362
96 29
36 522
45 26
77 9
3 333
163
1701
05:15 PM
379
146
451
27 425
3911
19 79
7 9
313
147
1635 6P
�t 05:30 PM
426
125
37 26
494
43 15
77 11
2 373
175
jel804in'
1 05:45 PM_
_ 308
116
51 j
24 387
38 28
10. 3
293
153
1485
Total
1475
483
-
162 ! -
113
1828
1651
88 _74
-307
37"
17 _
1312
638
6625
06:00 PM
308
101
34 29
418
32 24
69 13
2 292
145
1467 V
3 06:15 PM
309
107
44 35
390
26 !
30 70
12 11
337
129
1500�1�
Grand Total
3809
1321
577
433
5241
444i
360
1341
114
62 5897
3072
22671
Apprch %
66.7 23.1
10.1 7.1
85.7 7.3
19.8 73.9
6.3 0.7
65.3 34.0
Total %
16.8 5.8
2.5 1.9
23.1 2.0 '
1.6 5.9
0.5 0.3
26.0 13.6
P; 3o
Transportation Studies, Inc.
1350 Reynolds Avenue
City, NEVVPDRTBEACH Suite 115
N'S Direction: JAMBOREE ROAD Irvine, CA. 8un14
E-l" Direction: PACIFIC COAST HIGHWAY
File Name H0405007
Site Code 00000916
Start Date 5/13/2004
Page No :2
JAMBOREE ROAD PACIFIC COAST HIGHWA7--!"'-- JAMBOREE ROAD
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right` '-- --'
Ap Right`
'—hru
''�����_���/
Right-
�--
--'
��
Tn�[
—
----
' --'---'
ru�
Total
P�xAo� mN'P�k
1,�y---
Intersection
07:30Aw
�
Volume
ueo uoo 146
874| 120
950
83 1159| 74
423
15 512
16 1787
1093
2896
5541
Percent
oOo 24.4 15.0
. 10.4
82.5 7.2
1 14.5
82.6 2.9
0.6 61.7
37.7 �
oo�1�
149 48 40
!
337 u�
u17
3s
37�i 17
sw
4 11e
5 466
321
�2
1*21
volume�
'
Peak Factor
'
�
0y75
High|nt.
08:00fM
�08:00xm
'��/�
i �
�
�1oxm
Volume
152 73 41
266 uo
i
287
28 341 | 14
137
a
154
u
466
321
792
Peak Factor
0.915
UoU /
0.831
u91*
Out In Total
North
4-1
In
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614
E "r Direction: PACIFIC COAST HIGHWAY
File Name : H0405007
Site Code : 00000916
Start Date : 5/13/2004
Page No ; 3
JAMBOREE ROAD
PACIFIC COAST HIGHWAY
JAMBOREE ROAD
PACIFIC COASTHIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
pp'
_
Right
Thru
Left -
pp'
Right Thru
Left !
App'
Right
Thru
Left
App.
Int.
Total
.
Total i
Total
Total
Total
Peak Hour From 04:30 PM 16 06:15 PM
- Peak 1
of 1
Intersection
04:45 PM
Volume
1501 479 154
2134
114
1891
169
2174
79 298
38 415
18 1364
617
1999
6722
Percent
70.3 22.4 7.2
5.2 87.0
7.8 19.0 71.8
9.2 0.9
68.2 .30.9
05:30
426 125 37
588'
26 494
43 563I
15 77
11 103
2 373
175
550
1804
Volume
Peak Factor
0.932
High Int.
05;30 PM
05:00 PM
j 05:00 PM
05:30 PM
Volume
426 125 37
588
36 522
45 603 j
26 77
9 112
2 373
175
550
Peak Factor
0.907 :
0.901 !
0.926
0,909
JAMBURL:E ROAD
Out In Total
1029 � �21 EC 3163
1504791_ 154i
Right Thru Left
!
i
i
I
0 ID J_._
North
o L- _.
w A
C' �.
-
V
7 . - - ►
5/13/2004 4;46:00 PM
m
P `�
S D
—
'~
5/13/2004 5:30:00 PM
a
O
— O-4--
� L
I----Tumin Movements
---------
-_.' m._
i
i
I
I
I
i
I
i
1, j r► I .
i
Left Thru Right
j
1 38i 298:_ 79
_I
666 L.415; 1081'
_
Out In Total
AM REE ROAD
10, 9 3
z I- IS55
2 7
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: SUPERIOR / BALBOA Irvine, CA. 92614
E,'"' Direction: PACIFIC COAST HIGHWAY
Groups Printed- Turning Movements
SUPERIOR
AVENUE
PACIFIC COAST
BALBOA
BOULEVARD
Southbound
HIGHWAY
Northbound
Westbound
Start Time
Right
Thru
Left
Right Thru-1
Left,
Right
Thru .
Left
Factor
1.0 1.0
1.0 1.0 _1 Al
1 0
1.0 1.0
1.0 07:00 AM
7 25
41 _ ^_.
18 142
9 7
-4
80 33
07:15 AM
5 32
55 29 130
7 '
5 98
46 07:30 AM
8 33
53 46 193
15 ,
16 106
31 07:45 AM
25 46
56 43 182
10 !
17 122
61 Total
45 136
205
136 647
41 42
406
171
08:00 AM
10 52
48 54 194
21 21
97 41
08:15 AM
21 52
51 51 190
25 24
119
40 08:30 AM
33 39
43 39 218
19 24
96 50
08:45 AM
27 38
52 32 191
23 27
149
52 Total
91 181
194
176 793
88 96
461
183
"` BREAK -
04:30 PM
153
04:45 PM
189
Total
342
05:00 PM
191
05:15 PM
219
05:30 PM
175
05:45 PM
169
_
Total
754
06:00 PM
166
06:15 PM
158
Grand Total
1556
Apprch %
47.2 Total %
6.9 K
File Name ; H0405013
Site Code : 00000916
Start Date : 5/11/2004
Page No
: 1
PACIFIC COAST
HIGHWAY
Eastbound
Right
Thru
Left
Int. Total
1.0 1.0
1.0 29
447
132
967
22 525
191
1145
34 622
202
1359
44 584
230
1420
129
2118
755
4891
60 519
229
13465
28 525
223
-Y1349 6
54 517
204
13365,
42 513
225
1371
184
2074
881
5402
61 49
51 486
43 4
61 58
65 248
66 1345
82 57
37 447
43 20
87 59
59 232
80 1392
143
106
88 933
86 24
148
117
124
480
146
2737
81 51
51 546
39 38
43 78
61 309
63 1551
83 44
31 584
45 22
67 59
50 270
54 1528 5
78 36
29 583
44;
21 50
84 67
322
78 1567rm
94 44
35 548
57 21
71 83
66 338
56 1582
336
175
146
2261
_.....__
185!
102
231
304
244
1239
251
6228
82 36
33 696
53i
18 56
70 63
294
68 Lw 1635
103
44 35
577
39!
16 79
79 66
250
73 1519v'
981
760
614
5907
492
298
1381
924
810
6515
2174
22412
29.8 23.1
8.8 84.2
7.0 11.4
53.1 35.5
8.5 68.6
22.9 4.4
3.4 2.7
26.4 2.2
1.3 6.2
4.1 3.6
29.1 9.7
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: SUPERIOR / BALBOA Irvine, CA. 92614
E "It Direction: PACIFIC COAST HIGHWAY
File Name
: H040501:
Site Code
: 00000916
Start Date
: 5/11/2004
Page No
: 2
SUPERIOR AVENUE
PACIFIC COAST HIGHWAY
BALBOA BOULEVARD
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right . Thru Left
Right !
Thru
Left
Right
Thru
Left
Right
Thru
Left
App.
Int.
Total
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM
- Peak 1
of-1
Intersection
07:30 AM
Volume
64 183 208
455
194
759
71 1024
78 444
173
695
166
2250
884
3300
5474
Percent
14.1 40.2 45.7
18.9 74.1
6.9 11.2
63.9 24.9
5.0 68.2
26.8 07:45
25 46 56
127
43 182
10 235
17 122
61 200
44 584
230
858
1420
Volume
Peak Factor
0.964
High Int.
07:45 AM
08:00 AM
07:45 AM
07:30 AM
Volume
25 46 56
127
54 194
21 269
17 122
61 200
34 622
202
858
Peak Factor
0.896
0.952
0.869
0.962
Out In Total
15221 4551017
84; 183 208
Right Thru Left
J .J IP
>_
n
D
rat
'�
n
w5_
North
a
O
2 O
—
O
c
O
N. 2 /
Wfi/2004 7:30:00 AM
Z N
N D
5l11lCn
2004 8:15:00 AM
�o
a
LL ID
o
rn
0 Turning Movements
N p
Q tL
Q
O -
Leff Thru Right
173 440.: ...78
420] I— 895 1115
Out In Total
P ;k-3�
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: SUPERIOR / BALBOA Irvine, CA. 92614
E "' Direction: PACIFIC COAST HIGHWAY
File Name
: H0405013
Site Code
: 00000916
Start Date
: 5/11/2004
Page No
: 3
SUPERIOR AVENUE
PACIFIC COAST HIGHWAY
BALBOA BOULEVARD
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
App.
Int.
Total
Total:
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1
of 1
Intersection
05:15 PM
Volume
729 337 160
1226
128
2411
199
2738
82 244
296
622
246
1224
256
1726
6312
Percent
59.5 27.5 13.1
4.7 88.1
7.3 13.2
39.2 47.6
14.3 70.9
14.8 06:00
166 82 36
284
33 696
53 782'
18 56
70 144
63 294
68 425
1635
volume
Peak Factor
0.965
High Int.
05:15 PM
06:00 PM
05:45 PM
05:30 PM
Volume
219 83 44
346
33 696
53 782
21 71
83 175
67 322
78 467
Peak Factor
0.886
0,875
0.889
0.924
Out In Total
.
628' 1 1226 1854
--7291_ 337, 160
Right Thru Left
- N
ID
i
_~�
Nr�
��
MS —
North
s N
—
_
t0
^ 00
N
Q ��
V
Nt /
5/11120045:15:00PM
1 SA
,3D
^ ~
5/11/2004 6:00:00 PM
`
m
t0
LL M
N 0
Turning_ Movements
Oct
O
`�
i
Thru Right
_Left
296 244, 82
7i32; 622- 1404
Out In Total
BOULEVARDBALBOA
P %Y-v
G� �0375 x
Transportation Studies, Inc
1350 Reynolds Avenue
,City: NEWPORT BEACH
Suite 115
File Name : H0405006
N-S Direction: GOLDENROD AVENUE
Irvine, CA, 92614
Site Code
: 00000976
E-1N Direction: PACIFIC COAST HIGHWAY
Start Date
: 5/4/2004
Page No
:1
_-_
_ Groups Printed- Turning Movements
-COAST
GOLDENROAD AVENUE
PACIFIC COAST
GOLDENROAD AVENUE
PACIFIC
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
Start Time
Thru
Left
Right ,
Thru
Left
Right
Thru .-_
Left
Right_
Thru_:
Left
Int. Total
Factor
-Right
1.0 1.0
1.0 1.01
1.01 __
1.0:
1.0 :
1.0 !
1.0 1.0
._ _
1.0 1.0
07:00 AM
5 2
2;
2 327
11 4
0 20
29 327
0 729
07:15 AM
8 1
6 '
3 313
14:
6 0
221
12 310
2 697
07:30 AM
8 3
8•
2 499
3 9
0 40 :
3 363
5 943
07:45 AM
11 1
6-
11 415
9 i
13 1
31 !
10 346
3 857_
Total
32 _ _
7 221
18 1554
371
32 1
113 I
54 _
1346�
10 3: 6
0 08:00 AM
11 3
181
7 290
31 15
1 20 l
19 417
4 808 S°
h 08:15 AM
14 1
181
6 453
13 7
2 241
14 303
10 8653A-
08:30 AM
10 0
17 2
342
71 8
1 27
12 310
11 74737%
7 08:45 AM
3 1
17 :'_
1 483
%
5 0
34 :
10 379
4 944
Total
38 _
5 _
70-
_
16 1568
_7
30 35
4 -
105
55 1409
29 3364
BREAK
04:30 PM
8 1
4 4
450
11 6
0 21
4 477
9 995
04:45 PM
0 9!
4 398
15 i
4 0
21 9
479
7 954
Total
_8
1-6
1 ...--
- 13-
_._... -8, ..
---848
26_. --
_ - 10
0 --
42 .
...13
956 ..-..
16 1949
05:00 PM
17 0
14 :
8 385
21 i
7 0
23 0
388
8 871
05:15 PM
12 5
18'
7 398
12:
7 0
12 4
488
13 976 3?`
,. 05:30 PM
17 2
20 ;
9 344
17 j
7 0
19 °
3 444
10 892 sV
05:45 PM
14 2
17 ;
6 374
13!
7 1
22 2
516
19 993
Total
60 9
69 j
30 1501
63 I
28 1
76 9
1836
50 3732
06:00 PM
18 2
19 1
380
18 4
0 201
4 523
14 1003 38'
06:15 PM
19 2
7 8
341
10 3
0 16 1:0
402
14 822 �11
Grand Total
183
26 200 i
81 6192
184
112
6 372
135
6472
133
14096
Apprch %
44.7 6.4
48.9 I
1.3 95.9
2.8 22.9
1.2 75.91
2.0 96.0
2.0 Total %
1.3 0.2
1.41 0.6
43.9 1.3
0.8 0.0
2.6 1.0
45.9 0.9
P a-Y,t
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: GOLDENROD AVENUE Irvine, CA. 92614
E-t^/ Direction: PACIFIC COAST HIGHWAY
File Name
: H0405006
Site Code
: 00000976
Start Date
: 5/4/2004
Page No
: 2
GOLDENROAD AVENUE i PACIFIC COAST HIGHWAY
GOLDENROAD AVENUE
PACIFIC COAST HIGHWAY
Southbound
Westbound
I
Northbound
Eastbound
Start Time
Right Thru Left
App Right ;
Thru i
Left I
App. Right
Thru
Left
Right .
Thru
Left
Total ;
Total
Total
ToPal
Total
Peak Hour From 07:00 AM to 08:45 AM
- Peak 1 of 1
Intersection
07:30 AM
!
Volume
44 8 50
1021
26 1657
28 1711I
44 4
115
163
46 1429
22 1497
3473
Percent
43.1 7.8 49.0
1.5 96.8
1.6 27.0
2.5 70.6
i
3.1 95.5
1.5 07:30
Volume
8 3 8
19 2
499
3 504
9 0
40 491
3 363
5 371
943
Peak Factor
0.921
High Int.
08:15 AM
07:30 AM
07:30 AM
08:00 AM
Volume
14 1 18
33 2
499
3 504
9 0
40 49
19 417
4 440
Peak Factor
0.7731
0.849.
0.832
0.351
Out In Total
'
i
I. �52 --
F--'�7
44 8
Right Thru Left
I
I
i
oil
I
a
C'1
_
_
J
North-
m
cL�
vc—/
,5/4/20047:30:00AM
-.._,�i�; _;�,5 D
~
8/4/2004 8:16:00 AM
2 U 1�.
� -
y1�0.
U 0
Vic
o, �
ITurni �Movements II
iI__
-
i
I
� I
Left Thru Right
1 1`151 41 44�
0 245
Out In Total
GOLnPNROAD AVENUE
P�Y'a
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: GOLDENROD AVENUE Irvine, CA. 92614
E `At Direction: PACIFIC COAST HIGHWAY
File Name : H0405006
Site Code : 00000976
Start Date : 5/4/2004
Page No : 3
GOLDENROAD AVENUE
PACfFIC COAST HIGHWAY
GOLDENROAD AVENUE
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
: Right Thru Left
Right
Thru ;
Left
Aptal 1 Right Thru
Left
Right Thru
Left
App.
Int.
Total
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1
of 1
Intersection
05:15 PM
j
Volume
61 11 74
146'
23 1496
60 1579I
25 1
73 99
13 1971
56 2040
3864
Percent
41.8 7.5 50.7
1.5 94.7
3.8 !
25.3 1.0
73.7 0.6 96.6
2.7 18 2 19
39 '
1 380
18 399
4 0
20 24
4 523
14 541
1003
Volume
Peak Factor
i
0.963
High Int.
05:30 PM
05:15 PM
05:45 PM
06:00 PM
Volume
17 2 20
391
7 398
12 417
7 1
22 301
4 523
14 541
Peak Factor
0.936 1
0.947
0.825
0.943
iUULL)ENKC)AU AVENUE
Out In Total
80 '-146
Right Thru Lef(
/-j /
1 North
o
cjN
m!t —►
/4120045:15:00 PM
1—aiai '_-iu,ig D
~
14/2004 6:00:00 PM
2 -i
iJ
U
2 to
LL 0
-
Turning Movements ___
:-� ice= wio
i
Left T_t_ir_u Right_
7371i_25.1
T
84, 991 183
Out In Total
I LD R A
Pa-�3
G(-t tg55
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: H0405013
N-S Direction: SUPERIOR
/
BALBOA
Irvine, CA. 92614
Site Code
: 00000916
E1111 Direction: PACIFIC COAST HIGHWAY
Start Date
: 5/11/2004
Page
No
:1
Groups Printed- Turning
Movements
SUPERIOR AVENUE
PACIFIC
COAST
gALBOA
BOULEVARD
PACIFIC
COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
Slam Time
: Right
Thru
Left
Right ;
Thru Left
Right_
Thrums
Right
Thru
Left
Int. Total
- --.---
Factor
: 1.0 !
. _
1.0 1.0 1,
1.0 1
1.0 1.0 i
1.01 1.0 i
_Left
1.0 1.0
1.0 1.0
07:00 AM
7 25
41 !
18 142 91
4 80
33 29
447
132
967
07:15 AM
5 32
55 ;
29 130 7
5 98
46 22
525
191
1145
07:30 AM
8 33
53 1
46 193 15 I
16 106
31 34
622
202
1359
07:45 AM
25 46
56 !
43 182 101
17 122
61 44
230
1420
Total
45 _
136
205
136
647 41
_
42 _
406
171
129
_584 _
2178-
755
4891
08:00 AM
10 52
48 :
54 194 21
21 97
41 60
519
229
1346 52
08:15 AM
21 52
51 51
190 25
24 119
40 28
525
223
1349 59T
08:30 AM
33 39
43 39
218 19 :
24 96
50 54
517
204
13365+
c 08:45 AM
27 38
52 32
191 23
27 149
52 42
513
225
1371
Total
91 181
194
176
793 88:
96 461
183
184
2074
881
5402
BREAK -
04:30 PM
153
61 49 :
51 486 43.
4 61
58 65
248
66 1345
04:45 PM
189
82 57
37 44743:
20 87
59 59
232
80 1392
Total
342
143
106
88 _ 933_ 86
24 148
117
124
486
146
2737
05:00 PM
191
81 51
51 546 39
38 43
78 61
309
63 1551
05:15 PM
219
83 44,
31 584 45 1
22 67
59 50
270
54 1528 66
05:30 PM
175
78 36 j
29 583 44
21 50
84 67
322
78 15674ob;
05:4.5 PM
169
94 44 j
35 548 57
21 .71
83 66
338_
56 1582
- Total
754
336
1751
_
146
2261 1851
102
231
304
244
_ _
1239
251
6228
t 06:00 PM
166
82 36 1!
33 696 531
18 56
70 63
294
68 x 1635 ro3
06:15 PM
158
103
441
35 577 391
16 79
79 66
250
73 1519c•=^
s
Grand Total
1556
981
760;
614
5907 492�
298
1381
924
810
6515
2174
22412
Apprch %
47.2 29.8
23.1 :
8.8 84.2 7.0 i
11.4 53.1
35.5 8.5
68.6 22.9
Total %
6.9 4.4
3.4 2.7
26.4 2.2
1.3 6.2
4.1 3.6
29.1 9.7
f aY'lk-
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: SUPERIOR / BALBOA Irvine, CA. 92614
E "If Direction: PACIFIC COAST HIGHWAY
File Name
H040501
Site Code
00000916
Start Date
5/11/2004
Page No
2 -7
—sCFP—EfkF5—k
'B'ALBO'A'- BOULEVARD --
CAST . H . IGH . WAY
PACIFIC . COAST
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
Ap P* Right'
Thru
Left
Appj I
Right
Thru �
Left
A PP'
Right
Thru
Left
App.
Int.
Total
Tote !
Total
Total
Total
Peak -Fii�ur'rr6m--C7�o-O-Tm—tci-0-8.--4�-AW--Peak
I of I
Intersection
07:30 AM
I
Volume
64 183 208
455 194
759
71 1024 I
78 444
173
695
166
2250
884
3300
5474
Percent
14.1 40.2 45.7
18.9 74.1
6.9 11.2
63.9 24.9
5.0 68.2
26.8 07'45
25 46 56
127 43
182
10 235
17 122
61 200
44 584
230
858
1420
Volume
Peak Factor
0.964
High Int.
07:45 AM
08:00 AM
07:45 AM
07:30 AM
Volume
25 46 56
127 54
194
21 269
17 122
61 200
34 622
202
858
Peak Factor
0.896 ,
0.952
0.869
0.962
SUPERIOM AVENUE
CLA Ln Total
5=22 —455� 1107'
641 183!.- 208
Right Tfiii- Laft.
+
co 0
N,D
co
North
N
2 C
<
C%11=
6/1112604 7 30.00 AV'
4 C
0 F-
511 112004 8:15:GO AM
2 5 Cn
Turning Movements
C)
<
........ .....
4�
Left Thru Right,
173 4! 78
=420
Out In Totil
BALBOA BOULEVARD
P ,�
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: SUPERIOR / BALBOA Irvine, CA, 92614
E ' Direction: PACIFIC COAST HIGHWAY
File Name : H040501;
Site Code : 00000916
Start Date : 5/11/2004
Page No : 3
- SUPERIOR AVENUE
PACIFIC COAST HIGHWAY BALBOA BOULEVARD
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
.StartTim_—.....
e
-------- ..
Right Thru Left
_
A pp`
Right
-----'--
Thru
Left j
_�—...
App. ! Right,
_ ..---
Thru
------..
Left ;
App'
Right
Thru
Left
App.
Int.
Total`_
Total .
y
_
Total
Total
Total
__
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1
_
of 1
_
_ __.
Intersection
05:15 PM
Volume
729 337 160
1226!
128
2411
199
273882
244
296
622
246
1224
256
1726
6312
Percent
59.5 27.5 13.1
4.7 88.1
7.3 j 13.2
39,2
47.6 14.3
70.9 14.8
06:00
Volume
166 82 36
284
33 696
53 78218
56 70
144
63 294
68 425
1635
Peak Factor
0.965
High Int.
05:15 PM
06:00 PM
05:45 PM
05:30 PM
Volume
219 83 44
346
33 696
53 782 21
71 83
175
67 322
78 467
Peak Factor
0.886
0.875
0.889
0.924
Out In
_Total
_ 2fi 8 1226' 1854'
729; 337;_ 160_
Right Thru _ Left
I
I
} N
I
i
N J....
North
o• �._
z N
m
N
Q`
Y
N s" '/
5/71/2004 6 15:00PM
1 ?
5 ~
5/11/2004 6:00:00 PM
`
m
io
S
-On
p t
Tuming Movements_
a
a a
1 '
A
I I
I I
Left Thru Right
i
L 296_.244 1- 6_2:
-
i _ _ i
r 78 + L 62~2. :_ 1404:
Out In Total
A BOULEVARD
P a4l.
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0405005
N-S Direction: DOVER DR.
/ BAY SHORE
Irvine,
CA. 92614
Site Code
: 00000919
E `" Direction: PACIFIC COAST HIGHWAY
Start Date
: 5/11/2004
Page No
: 1
Groups Printed- Turning Movements
DOVER DRIVE
PACIFIC COAST
BAY SHORE
PACIFIC COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
Start Time
�
Thru
Right I Thru
I Left ;
Right
Thru
Left__
Right
Thru
Left
Int. Total
Factor
_Right --
1.0 1.0
1.0 _
1.0 ,
1.0 1.0!
_
1.01 1.0
1.0 1.0
.
1.0 1.0
07:60 AM
48 17
- 133,
87 154
4 _
5 10
2 3
309
26 798
07:15 AM
14 5
194
116
266
8 16
13 8
5 422
36 1103
07:30 AM
27 4
230.
134
242
51 22
33 2
0 508
69 1276
07:45 AM
23 17
231
145
290
11 16
20_
16 5
502
31 1313
Total
112
43 788
482
958
28 59
76 28
13 1741
162
4490
08:00 AM
24 12
226
130
306
9 17
9 8
2 500
67 1310 $o
2+ 08:15 AM
17 15
245 ;
179
285
8 11
13 4
8 536
24 1345 51,
08:30 AM
17 12
258
154
327
9 j
10 11
1 1
436
36 12725,2
08:45 AM
16 9
250
I
176
343
14 16
10 1
524
42 1407
Total
74 _
48 9791
639
1261
_6
32 !
52 _ _
49 23
12 1996
169
5334+r
BREAK "'
04:30 PM
22 13
271
258
578
16!
6 17
6 •
9 372
37 1605
04:45 PM
37 16
201
243
555
10 i
16 13
2 3
349
30 1475
Total
- b9
29 -
472 i
501
1133
26 22 -
-'-30
8 -12
721 -- -
-67
3080
05:00 PM
20 8
257 !
263
603
8 I
3 18
5:
3 390
37 1615
z 05:15 PM
27 14
230
323
648
11 11
15 10
9 402
25 1725 6Q
5 05:30 PM
24 16
202 !
278
554
17 6
10 3 :
5 356
65 153661
05:45 PM
21 9
1971
264
544
,
9!
8 16
2 2
392
28 1492
Total
92 47
886'
1128
2349
45 28
59 20
19 1540
155
6368
06:00 PM
29 9
224
261
601
13 .
7 9
4 2
306
34 149902
06:15 PM
26 8
223
225
486
12;
5 16
2 7
324
33 136751b+
Grand Total
392
184
3572;
3236
6788
156
173
239
85 65
6628
620
22138
Apprch %
9.5 4.4
86.1 31.8
66.7 1.51
34.8 48.1
17.1 0.9
90.6 8.5
Total %
1.8 0.8
16.1 14.6
30.7 0.71
0.8 1.1
0.4 0.3
29.9 2.8
City: NEWPORT BEACH
N-S Direction: DOVER DR. / BAY SHORE
E `^1 Direction: PACIFIC COAST HIGHWAY
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0405005
Site Code 00000919
Start Date : 5/11/2004
Page No : 2
DOVER DRIVE
I PACIFIC COAST HIGHWAY i
BAY SHORE
PACIFIC COAST HIGHWAY
Southbound
Westbound
!
Northbound
Eastbound
Start Time
Right Thru Left
—.y.
App. Right Thru `
Left!
App' Right
Thru
Left i
App'
Right
Thru
Left
App.
Int.
Total_
Total_
Total
Total
Total
_ _ _
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
_y
Intersection
08:00 AM
Volume
74 48 979
1101639 1261
32 1932 52
49 23
124
12 1996
169
2177
5334
Percent
6.7 4.4 88.9
33.1 65.3
1.7 41.9
39.5 18.5
0.6 91.7
7.8 08:45
16 9 250
275•. 176 343
6 525 14
16 10
40 1
524
42 567
1407
Volume
Peak Factor
I
0.948
High Int.
08:30 AM
1 08:45 AM
j 08:45 AM
08:00 AM
Volume
17 12 258
287 176 343
6 525 14
16 10
40 2
500
67 569
Peak Factor
0.959
0.920
0.775
0.957
i
!
Out In Total '
857 ;1 11U71 1858?
i
i
741 48 979j
_
Right Thru Left
II
1-' I y
I
I
22 C7 —
North
'° .°'_._
—,N--
to
rn �- --►
—_....
11/2004 B:OO:OO AM
�. C
�`~
H1/20048:45:OOAM
2 N
U
—'5
Tumirg Movements
-i
rc
Q
a
i
`o —
i
-
Left Thru Right.
—23 49;—__52.
Out In Total
AY H R
P ;�((-((
Transportation Studies, Inc.
1350Reynolds Avenue
� City: NEYVPORTBEACH Gmm11s
N'S0recUon: DDVERDR/BAY SHORE Irvine, CA, 9261*
F "I Direction: PACIFIC COAST HIGHWAY
File Name H040500,r
Site Code 00000919
Start Date 5d1/2004
Page No :3
DOVER DRIVE
Southbound
PACIFIC COAST HIGHWAY
f Westbound
SAYSHORE
Northbound
PACIFIC COAST HIGHWAY
Eastbound
Start Time
Right � Thm� Left
'
TomTotal
��/
! m�m�
Thm �
r
Left
Awz
mi
tal|
�---------
------------
Total
Tv�|
P�ax*ou
Intersection
0*:30Pw
/
|
Volume
106 51 oeo
1110 1087
2384
45 3516' 36
so
23 122
e4
1513
123
1606
6420
Percent
e.5 4.e osy
oo�
o7�
1�o
2o�
ma
1uo
1�
ouo
7J
oo,10
ur 1* uoo
'
271 323
e^o
11 !
eae' 11
15 10
uo
o
*Vu
us
436
1725
Volume
�
|
Peak Factor
oaoo
High|rt.
04:30Pw
05:15PM
05:15PM
os:mPM
Volume
22 13 271
306. 333
648
11 982! n
15 10
36 o
402
uu
uon
Peak Factor
0.912
n.ogs
0.847
0.955
UUVIzH DRIVE
out In Total
.�2
North
ON'
Qf
Left Thru Right
BAYSHORE
Transportation Studies, Inc.
1350 Reynolds Avenue
<,- 1344D k
City: NEWPORT BEACH
Suite 115
File Name H0405004
N-S Direction: BAYSIDE DRIVE
Irvine,
CA. 92614
Site Code
00000918
E-1A' Direction: PACIFIC COAS-r HIGHWAY
Start Date
5/12/2004
Page No
1 Groups Printed- Turn!Qg.
Movements
BAYSIDE DRIVE
PACIFIC
COAST
BAYSIDE
DRIVE
PACIFIC COAST
i
Southbound
HIGHWAY
i
Northbound
HIGHWAY
Westbound
Eastbound
Start Time
Rigqt_._
Thru
Left
Rigl�t!
Thru I
Left !__....Right
Thru
Left
Right
Thru
Left
I nt. Total
1.0 1.0
1.0 1.0 i
1.0,
1.6 1.0
1.0 1.0
1.0 07:00 AM
10 2
8 1
238
5 0
65 401
4 808
07:15 AM
9 3
12. 7
260
6 19
0 63
54 528
8 969
07:30 AM
5 2
8 0
289
21 20
0 60
67 619
6 1097
07:45 AM
7 3
8 4
382
16:
28 3
101
71 762
4 1389
Total
31 12
1169
68 69
3 276
257
2310
22 4263
08:00 AM
8 2
8 10
31 28
3 102:
81 690
9 126811
08:15 AM
6 2
2 8
31 39
28 12
55 i
81 695
12 1336!5c
08:30 AM
11 4
1 4
346
21 17
3 981
81 650
8 -,f'1244c,2
08:45 AM
11 4
3 2
473
14 29
2 1071
87 594
2 1328
Total
36 12
14 24
1534
82 1
102
20 362h
330
2629
31 5176
BREAK ***
04:30 PM
7 5
12 6
675
11 6
5 121
92 494
16 1450
04:45 PM
11 2
2 3
740
13i
9 4
ill
102
483
9 1489
Total
-otal 18
7 14
9 1415
24 15
9 232
164
-47-
25 2939
05:00 PM
9 3
7 4
831
14 4
4 69
126
509
20 1600
05:15 PM
15 3
8 I
2 822
15 1
6 1
58 110
489
14 1543 61d
05:30 PM
13 1
7 j
5 778
121
7 2
67 125
433
17 1467 (po-
05:45 PM
11 1
7 i
2 794
191
1 63
113
478
11 1504
Total
48....
..
291,
13 3225
60 -21
8 257:'
474
' 1009
62 of 6114
06:00 PM
15 2
5 7
653
24 3
5 109,
93 420
11 1347 et
06:15 PM
7 4
1 2
733
23 2
3 101
90 415
10 1391,,-,),,
Grand Total
155
43 99'
67. 8729
281i
212
48 1337
1438
8660
161
21230
Apprch %
52.2 14.5
33.3 0.7
96.2 3.1
13.3 3.0
83.7 14.0
84.4 1,6
Total %
0.7 0.2
0.5 0.3
41.1 1.3
1.0 0.2
6.3 6.8
40.8 0.8
r ;40
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: BAYSIDE DRIVE Irvine, CA. 92614
E_�A/ Direction: PACIFIC COAST HIGHWAY
File Name H0405004
Site Code 00000918
Start Date 5/12/2004
Page No :2
I �AYSIDEIbkiVl�
PACIFIC COAST HIGHWAY
... .. ........ . ..
BAY DRIVE
PACIFIC COAST HIGHWAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App ' i Right Thru Left I
Al:
'P' Right
Thru :
Left i
Ap P'
Right
Thru
Le
Left
App.
Int.
Total i
Total
j
L
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM -
Peak I of 1
Intersection
07:45 AM
Volume
32 11 19
62 26 1443 84
1553i
101
21 356
478
314
2797
33 3144
5237
Percent
51.6 17.7 30.6
1.7 92.9 5.4
21.1 4.4
74.5 10.0
89.0 1.0
07-45
7 3 8
18 4 382 16
402
28 3
101
132
71 762
4 837
1389
Volume
Peak Factor
0.943
High Int.
07:45 AM
08:15 AM
08:00 AM
07:45 AM
Volume
7 3 8
18 8 396 39
443
28 3
102
133
71 762
4 837
Peak Factor
0.861
0.876
0.898
1 0.939
BAYSIDE DRIVE
Out In Total
180 F-621
F-1327— -Ti —i _101
Right Thru Left
>. !Ln,
North
'45
7:::00 AM
C
11112'200'
:
212004 8 30 00 AM
rj 0
Turning Movements i
0
G"
_7*
A
<
• i
1-4
Left Thru Right_
21! 101
O409 88
Out In Total
138YSIDE DRIVE
P �61
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEVVPORTBEACH Suite 115
N'S Direction: BAYS|OE DRIVE mxnn CA. ouo 4
E'`^'DirooUon: PACIFIC COAST HIGHWAY
File Name H0405004
Site Code 00000918
Start Date 5/12/2004
Page No 3
IC COAST HIGHWAY
BAYSIDE DRIVE
PACIFIC COAST HIGHWAY
SouthbmuDu
Eastbound_
Start Time
.
Right Thru Le�
��'-I��LL
��m
T» �-�
�
__
Right
T»,u
�e�
App.|m.
~
���
In��
Total
Total
Peak Hour From o4:8oPV7�U�i9 0���'P�k��F[-----'
'
----------
--
'
----
mtemoom,
oo:nopM
wxurm
48 a ue
oo 13
3225 60
ouoa i 21
n
zor
oaV
474
1909
au
2445
6114
Percent
56.5 9.4 34.1
1oA
97.8 1.8
7.3 2.8
ana
19.4 78.1
2.5 ws:oo
Volume
o u r
i
�o. 4
.
831 14
849 4
4 no
77 � 126
000
uu
655
1�w
Peak Factor
'
0.955
mgxmt.
0515PM
i05:00Pm
ns:onPm
05m0Pm
Volume
15 3 8
uO| 4
831 14
84e| 4
4 89
77 126
onn
oO
655
8AYSIDE DRIVE
Out In Total
Right Thru Left
ID
7 North
out In Totiii--
BAYSIDE DRIVE
Transportation Studies,
Inc.
1350 Reynolds Avenue
C'r'ty: NEWPORT BEACH
Suite 115
File Name
: H0405003
N-S Direction: AVOCADO AVENUE
Irvine,
CA. 92614
Site Code
: 00000976
E•`^' Direction: PACIFIC
COAST HIGHWAY
Start Date
: 5/4/2004
Page No
: 1
Groups Printed- Turning
Movements
AVOCADO AVENUE
PACIFIC COAST
AVOCADO.AVENUE
PACIFIC COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
I
Eastbound
_
Start Time ; Right i
Thru i
Left
Right Thru Left
Ri hg tThru i
Left Right i
Thru :
Left
Int. Total
Factor !
1.0-
1.0_ :
1.0 i
T.0
, 1.0
1.0 1
1.0 ;
1.0 1.0 I
1.0:
1.0 1.0
07:00 AM
6 11
7 1
13 166
18 !
19 6
13 22
209
14 504
07:15 AM
5 9
121
20 135
16 :1
26 7
16 18
266
17 547
07:30 AM
17 5
17 1
18 180
16 28
12 20
6 303
16 638
07:45 AM
11 12
4 32
230
26 50
13 35
5 289
43 750
Total '
39 37
- 40 - --
83 711
- 76 . -
123
- 38
_
84 51
1067
90 2439
08:00 AM
13 22
12 21
203
20 25
12 16
8 345
56 753
08:15 AM
4 15
20 34
244
16 34
14 19
6 330
29 765 29
_ 08:30 AM
14 18
12 28
228
24. 24
11 14
6 307
67 753
08:45 AM
12 17
26 34
277
23 19
18 17 .
6 391
40 880
total---43
.....
72 ---
70 - 117
952
83 "i
'
102 ---------
----
55 66
26 1373
192
3151w
BREAK '**
04:30 PM
55 49
61 23
371
6. 25
2 15
12 331
19 969
04:45 PM
- 40 -
49 681
13 362
11 45
9 26
15 274
40 952
Total-
95 98 J
129 i
36 _
733
17 70 -----
11 41 -- _.--.-27-
605 --
59 1921
05:00 PM
24 10
37 j
14 316
19 12
4 20
7 367
12 842
05:15 PM
55 72
57 1
8 337
25 24
7 25 I
14 240
36 9007,VI
05:30 PM
28 29
55 9
355
16 23
4 29
12 396
22 *1978 S(o
05:45 PM
34 40
51 18
273
23 12
2 27 1
15 283
23 :
801
_
Total
141
__
151
200 ;
49 1281
83 ,
71 17
1(1 '
48 _
1286
93 3521
1 06:00 PM
19 25
54 32
325
21 9
2 38
14 332
21 892 3(r
4 06:15 PM
24 31
56 1
33 277
27 11
2 24 1
6 290
16 797 3k
Grand Total
361
414
5491
350
4279
307
386
125
354
172
4953
471
12721
Apprch %
27.3 31.3
41.5 :
7.1 86.7
6.2 44.6
14.5 40.9
3.1 88.5
84 Total %
2.8 3.3
4.3. 2.8
33.6 2.4
3.0 1.0
2.8 1.4
38.9 3.7
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: AVOCADO AVENUE Irvine, CA. 92614
E-'" Direction: PACIFIC COAST HIGHWAY
File Name : H0405003
Site Code : 00000976
Start Date : 5/4/2004
Page No : 2
AVOCADO AVENUE PACIFIC COAST HIGHWAY i
AVOCADO AVENUE
PACIFIC COAST HIGHWAY
Southbound_
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
g
App' Right Thru i Left
g !
PP
Right
g
Thru
--
Left j
A
App'
Right
Thru
Left .
App.
Int,
Total I
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM
- Peak 1 of 1
Intersection
08:00 AM
Volume
43 72 70
185 117 952 83
11521
102
55 66
223
26 1373
192
1591
3151
Percent
23.2 38.9 37.8
10.2 82.6 7.2
1 45.7
24.7 29.6
1.6 86.3
12.1 08;45
12 17 26
551 34 277 23
3341
19 18
17 54
6 391
40 437
880
Volume
Peak Factor
i
0.895
High Int.
08:45 AM
08:45 AM
08:15 AM
08:45 AM
Volume
12 17 26
55 34 277 23
334
34 14
19 67
6 391
40 437
Peak Factor
0.841 +
0.862 I
0.832
0.910
AVQQAUQ AVENUE
Out In Total
ryyg!
472i__70,
Right Thru Left
I
I
}Q 60
;
-
I �
p D
--
J—
Notth
-
C.N
—,�
a
^ 2
�,F ---►
--- — -
5/4/2004 8:00:00 AM
�,
1 2 N
N 3 D
5/4/2004 8:45:00 AM
ro
N
Uo'o
Tumin Movements
x W
o =
I
V -
I
I �
I
1� I r+
Left Thru Right 1
66 55j 1102J
i I
I [- 181 r 223; _ 404_; !
i Out ~ In Total i
AV AD VEN E
P -I.i(�-
Transportation Studies, Inc.
13e0 Reynolds Avenue
/ C�y NEWPORTBEACH eune110
N`G Direction: AVOCADO AVENUE Irvine, CA. SuO14
E 'A' Direction: PACIFIC COAST HIGHWAY
File Name H0405003
Site Code 00000976
Start Date 5/4/2004
Page No :3
K905C�A-156-AV IE 0 0 Iff HIGHWAY
AVOCADO AVENUE
PACIFIC COAST HIGHWAY
Southboun---'
Eastbound
StartTme
RightThm LeftTotal
Right:,
Thru
Left
Right i
Thru
Left
Right
-----------Ap�
TUm
LeftTotal
/mi
TotalP�6k*vv
�i
'
-----------------
Intersection
0*:45Pw
i!
Volume
147 160 217
524 **
1370
71 1485
104
24 100
2e8
*u
1277
110
1*35
3672
Percent
� � �
uo1 o0o 414
�
/ 3o
�
o2u
�u
�
1 45e
1Oo
�
*ou
�
/
�
oa
oeo
�
T7
05,30
Volume
u� zm en
1�o ! o
�
355
16 380/
23 4
29 eV
12 3e6
zx
*30
878
Peak Factor
�
!
0.83e
mgh|rt.
05:15pm
.0*:45rm
iO4:45Pm
05:30Pm
Volume
oo nz 57
184 m
362
11 nos
45 e
ao
om
,a
aso
au
430
Out In Total
Right TFr�' Lett
North
ar
30:00 PM
In Total
CADO AVENUE
NE- z4-So K
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0405020
N-S Direction: NEWPORT
BOULEVARD
Irvine,
CA. 92614
Site Code
; 00000920
E-`^/ Direction: HOSPITAL ROAD
Start Date
: 5/11/2004
Page No
; 1
_
Groups Printed -Turning. Movements _
NEWPORT BOULEVARD
HOSPITAL
ROAD
NEWPORT BOULEVARD
HOSPITAL
ROAD
Southbound
Westbound
Northbound
Eastbound
Sfert Time
R ht_
Left ;
Right I
Thru I
Left
Right'Thrw !
Left
Rig! ;
Thru :
Left
`_ Int. Total
Factor ;
_
1.0 !
_Thru
1.0 T
1.0 ;
1.0 i
1.01 1.0 j 1.0 1.0 1 1.0'
1.0:
1.0:
1.0 07:00 AM
56 238
6 2
27 101
11 308
21 27
25 24
765
07:15 AM
81 204
4 '
7 36
17 i
5 367
12 :
35 36
43 847
07:30 AM
53 220
10'
5 46
12 I
9 527
17. 46
45 75
1065
07:45 AM
75 285
9 5
72 18
7 405
15 :
66 72
32 1061
_...., - -
Total
265
947 -
- 29 1
19 181
57 - 32
1607 --
65 �-
_...174 -
_
178
174
3728
iG 08:00 AM
81 245
14 14
53 9
5 440
21 42
22 48
994 Y
08:15 AM
59 212
19. 11
43 18;
4 465
27 45
20 29
K-9520
I� 08:30 AM
59 239
15 5
46 12
4 386
58 48
23 40
935
08:45 AM
82 282
13 7
45 17 •
10 341
39 58
23 42
959
Total
281
978
fit
37 187
56 23
1632
145
193
88 159
3840
"' BREAK -
04:30 PM
45 348
11 22
35 60
26 277
36 2
43 28
933
04:45 PM
59 397
15 i
37 8_1
14 246
36 2
49 30
1024
Total
- - 104-....
745 --
26 59 --
_58
93 _
141 -
- 40
- 523 -- ----..
72 -4'
92 58
1957
05:00 PM
51 335
10 .
21 31
86 22
237
15 4
42 47
901
4 05:15 PM
51 429
17 25
33 61
28 246
27 8
28 29
982 3�
05:30 PM
38 483
19. 17
41 54 i
13 290
39:
2 49
30 {-1075.70
05:45 PM
44 428
16 1
25 33
471
10 215
23-
2 26
14 883
-Total
184
1675
62 88
138
2481
73 -988
104
16 _
145
120.
3841
1! 06:00 PM
40 429
21 23
33 231
21 355
251
2 28
14 1014 3c
,6 06:15 PM
28 410
18 18
39 2'8
16 263
30 7
34 6
897 38
Grand Total
902
5184
217
244
671
553
205
5368
441j
396
565
531
15277
Apprch %
14.3 82.2
3.4 16.6
45.7 37.7
3.4 89.3
7.3 26.5
37.9 35.6
Total %
5.9 33.9
1.4 :
1.6 4.4
3.61 1.3
35.1 2.9
2.6 3.7
3.5 Pa46
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: NEWPORT BOULEVARD Irvine, CA. 92614
E-1A' Direction: HOSPITAL ROAD
File Name
H0405020
Site Code
00000920
Start Date
5/11/2004
Page No
2 NEWPORT BOULEVARD HOSPITAL ROAD
NEWPORT BOULEVARD
HOSPITAL ROAD
a Southbound
Westbound
Northbound
Eastbound
Start Time Right Thru Left
App Right
Thru
Left
App,
Right
T".
Thru
Left
Ap P'
Right
Thru
Left
App.
Int.
Total 1
Total
Total.
Total
Total
PeilZ-R—o—ur From 07:00 AM to 08:45 AM - Peak I of 1
Intersection
07:30 AM
Volume
268 962 52
12821 35
214
57 306
25 11137
10 1912
199
159
184
542
4072
Percent
20.9 75.0 4.1
11.4 69.9
18.6 1.3
94.6 4.1
36.7 29.3
33.9 07:30
53 220 10
283 5
46 12
63 1
9 527
17 553
46 45
75 166
1065
Volume
Peak Factor
0.956
High Int.
07:45 AM
07:45 AM
107:30
AM
07:45
AM
Volume
75 285 9
369: 5
72 18
951
9 527
17 553
66 72
32 170
Peak Factor
0,869
0,8051
0.878
0,797
Nt-VVI-UN I 001717=17
Out In Total
5 Right Thru Left
o
North
C
0 cn
5/11/2004 7:30:00 AM
2 E
5111/2004 8:15:00 AM
co
0 5 Z
TuLnqng_MoyeMents
r;
--I c
47 Left Thru Riaht
�18371 251
EL21al [:1942 —E
Out IF Total
NFWPORT BOULEVARD
`
) City: NEVVPORTBEAOH
N'SDinec1inn: NEYYPORTBOULEVARD
E'`«/Dinochun: HOSPITAL ROAD
Transportation Studies, Inc.
1350 Reynolds Avenue
Irvine, CA. 92614
File Name H040502[
Site Code 00000820
Start Date 5/11/2004
Page No 3
'
-wEvYPORt-BouLsvAnD-----
--
msvvponTaUDLs�Aao
HooPiTAL ROAD
Sguthumunu
Eo�ug�d
Start Time
mom T»m LeftTota
_
Right
Tom
Left _
*pp
|r�
Total
Total
����Ro� ����
-
intersection
04:45Pw
Volume
199 1644 61
1904 100
163
282
545
77 1019
117
1213
16 168
136
320
3982
Percent
10.5 86.3 az
18.3 29.9
51J
6.3 84.0
9.6 5.0
52.5 42.5
05:---
oe 483 19
540! 17
41 54
112
13 zoo
oo
342
z
49 no
81 1075
Volume
Peak Factor
|
i
uocV
High |m.
uu:uo Pm
/ O4:40pM'
05:30 Pm
na:uo
PM
Volume
ae 483 19
5401 37
su
81 176/
13 coo
on
342
4 42
47 oo
OLA In Total
RIght
North
Left Thru- Right
71 Out In Total
NEWPORT BOULEVARD
'
Transportation Studies,
Inc.
1350 Reynolds Avenue
amity: NEWPORT BEACH
Suite 115
File Name
: H0405019
N-S Direction: MAC ARTHUR BOULEVARD
Irvine,
CA. 92614
Site Code
: 00000918
E-`" Direction: CAMPUS DRIVE
Start Date
: 5/13/2004
Page
No
: 1
_
_
_ ____
_
Groups Printed- Turning_Movements _ _
MAC ARTHUR
CAMPUS DRIVE
MAC ARTHUR
CAMPUS
DRIVE
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
Start Time
_
Right
Thru
Left
Right
Thru '_
Left
Right
Thru
Left
Right
Thru
Left
Int. Total
Factor
1.0 1.0
1.0 1.0
1.0 !
1.0 1.0
1.0 1.0
1.0 1.0
1.0 07:00 AM
26 131
14 12
- 29
9 6
130
7 10
131
73 580
07:15 AM
27 179
54 .
8 34
12 :
10 144
8 9
150
75 710
07:30 AM
32 210
48 15
30 13
9 172
3 15
158
91 796
07:45 AM
49 255
76 21
48_
12:
5 224
18 13
211
169
1101
Total
136
_
775
192'.
56 _
141
46 30
670
36 47
650
408
3187
08:00 AM
46 204
58 12
53 13
23 193
11 17
239
135
1004
X 08:15 AM
61 257
54:
1 72
19 22
228
16 26
242
170
11684c
td 08:30 AM
61 232
64 .
11 76
28 12
220
9 27
153
97 .t 990 4
08:45 AM
41 247
52:
24 56
16:
7 223
11 24
177
123
1001
Total`-
--209
940
228 ' --
48 257
_
761
64 - 864 --
47 :
- 94
-- 811 -
- 525
4163
*** BREAK ***
04:30 PM
114
212
241
20 300
26 4
293
34 1
26 101
100,
1254
04:45 PM
130
261
36,
38 259
24 2
281
36 '
13 97
81 1258
Total
- 244 _
473
60 58
_
559
50 -
6 --574
- 70
39 196 -
181
2512
05:00 PM
169
281
25-
34 311
40 4
337
48 29
121
91 1490
;c 05:15 PM
165
266
35 20
313
48. 3
375
36 22
176
92 155155
05:30 PM
166
234
32 :
34 268
30 6
292
38 24
112
77 1313 yt
05:45 PM
152
368_
54 33
227_
18 :
4 245
39 24
80 69
1313
Total
652
1149
146
121
_
1119
_
136
17 1249
161
99 489
329
5667
k 06:00 PM
126
230
29 22
262
29:
0 295
27 12
83 70
118553
06:15 PM
147
274
23 20
165
25 5
280
24 21
69 57
1110 qq
Grand Total
1514
3841
678:
325
2503
362
122
3932
365
312
2300
1570
17824
Apprch %
25.1 63.7
11.2 10.2
78.5 11.3
2.8 89.0
8.3 7,5
55,0
37.5 Total %
8.5 21.5
3.8 1.8
14.0 2.0
0.7 22.1
2.0 1.8
12.9 8.8
P a6"1
Transportation Studies, Inc,
1350 Reynolds Avenue
i City: NEWPORT BEACH Suite 115
N-S Direction: MAC ARTHUR BOULEVARD Irvine, CA. 92614
E. "I Direction: CAMPUS DRIVE
File Name
: 1-1040501�
Site Code
: 00000918
Start Date
: 5/13/2004
Page No
: 2
MAC ARTHUR BOULEVARD
CAMPUS DRIVE
MAC ARTHUR BOULEVARD
CAMPUS DRIVE
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Total
Tote* :
Tote*
Peak Hour From 07:00 AM to 08:45 AM
-Peak 1
of 1
Intersection
07:45 AM
Volume
217 948 252
14171
45 249
72 366
62 865
54 981
83 845
571
Percent
15.3 66.9 17.8
12.3 68.0
19.7 6.3
88.2 5.5
5.5 56.4
38.1 61 257 54
372
1 72
19 92
22 228
16 266
26 242
170
Volume
Peak Factor
High Int.
07:45 AM
08:30 AM
1 08:15 AM
08:15 AM
Volume
49 255 76
380;
11 76
28 115
22 228
16 266
26 242
170
Peak Factor
0,932 !
0,796 j
0.922
Out In Total j
1481i 1417 8 !
I I
2171 948 252 l
I Right Thru Left
m
6:0
_
n.
_
O
J
North
a
° D
c
$2 ►
--
51119%20047.;5160AM
---�,ro •--w�C
01 — `
IE
5/13/2004 8:30:00 AM
2 pl
m,
.a,
,m;
Q 5N'�
O1-,
!Turning Movements
--
�iN'
I
i
I
i
Leff Thru
_Right
-- 54 865. 62
F Ilia: L 981; 2084'
.
Out In Total
MA ARTH R BOULEV R
P �L-6 6
App. I nt
Total Total
1499 4263
438 1168
0.912
438
0.856
Transportation Studies, Inc.
1350 Reynolds Avenue
I City: NEWPORT BEACH
Suite 115
File Name : H040501E
N-S Direction: MAC ARTHUR BOULEVARD
Irvine, CA. 92614
Site Code : 00000918
E. "I Direction: CAMPUS DRIVE
Start Date : 5/13/2004
Page No : 3
MAC ARTHUR BOULEVARD 1
CAMPUS DRIVE
! MAC ARTHUR BOULEVARD
CAMPUS DRIVE
Southbound
Westbound
i
Northbound
Eastbound
Start Time Right Thru Left
g
A Right
g
Thru
Left I
- Right
Ri ht
Thru :
Left
-- --.....-.-..--
Right
Thru
Left
Total
Total
Total
Total Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersection 05:00 PM
Volume 652 1149 146
1947 121
1119
136
1376 17
1249
161
1427
99 489
329 917 5667
Percent 33.5 59.0 7.5
8.8 81.3
9.9 1.2
87.5 11.3
10.8 53.3
35.9 05:15 165 266 35
466' 20
313
48 3811 3
375
36 414
22 176
92 290 1551
Volume
Peak Factor
i
0.913
High Int. 05:45 PM
1 05:00 PM
05:15 PM
05:15
PM
Volume 152 368 54
57411 34
311
40 385 3
375
36 414
22 176
92 290
Peak Factor
0.848 `
0.894 ;
0.862
0.791
Out In total
I
6699 1947 `3646j
i
6521 1149 146 j
Right Thru Left
i
I
*j 1
I
'
I
Uj
p
N
_
North
N
R .n
—
N -
v t /
Yf 2004 5:06:00 PM
1 -
'w S
0. ~
5/13/2004 5:45:00 PM
°
rn
2 _...
Q N
IT
—
rr
�
O
�
�Tuming Movements
x
m
i
I
17 /
Left Thru Right
�61 124917
i
1384 i__ • ' �- 2611
_1427_
Out Iri Total
MAC ARTHUR BOULEVARD
Pa-61
V,j"L 41,0,o
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614
E. "'Direction: BRISTOL STREET -NORTH
Groups Printed- Turning Movements
JAMBOREE ROAD
BRISTOL STREET -
JAMBOREE ROAD
Southbound
NORTH
Northbound
Westbound
Start Time
Right
Thru
Left
Right
. Thru
Left
Right. Thru
Left
Factor
1.0 1.0
1_.0
1.0 1.0 ,
1.0 1.0 1.0
1.0 07:00 AM
46 1111
0 0
0 0
104 237
124
07:15 AM
79 120
0. 0
0 0
146 296
158
07:30 AM
92 137
0 0
0 0
154 391
188
07:45 AM
98 161
0 0
0 0
160 510
254
Total
315
529
-p-
0..
_..------o_-__..._O.._
664 1434--------
-724
t� 08:00 AM
101
152
0 0
0 0 :
135 468
309
08:15 AM
106
184
0 0
0 01
125 544
258
08:30 AM
112
130
0 i
0 0
0 i
116 420
237
08:45 AM
107
145
0;
0 0
01 107 419
205
Total
426
_
611
_
0 0
0 01
_
483 1851
„
1009
BREAK ""`
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
2 05:30 PM
05:45 PM
Total
06:00 PM
1e 06:15 PM
Grand Total
Apprch %
Total %
/`
File Name
: h0405016
Site Code
: 00000917
Start Date
: 5/18/2004
Page No
:1
BRISTOL STREET -
NORTH
Eastbound
Right
Thru Left
Irt. Total
1.0 1.0 1.0
0 0 0
622
0 0 0
799
0 0 0
962
0 0 0
1183
0 0 0
3566
0 0 0
1165
0 0 0
1217 4
0 0 0
&1015 a
0 0..
983
--0-
0 -- -
0 0
4380
130
309
0'
0 0
0'
216
238
256
0 0
0 1149
203
322
0 0
0 0
176
251
224
0 0
0 1176
333
631
6 0
0'
6 362
489
480
0 0
0 2325
212
298
0 0
0 0
148
328
191
0 0
0 1177
200
293
0 0
0 0
148
312
171
0 0
0 itl124 A&
191
286
0 •
0 0
0. 143
368
160
0 0
0 1148 4.IP
184
280
0 0
0 0'
145
338
164
0 0
0 1111
787
1-157 ---
---- 0-
l
-6-----
-6 -
584
1346 --
686
0 0
0 4560
181
249
oi
0 0
0 118
303
144
0 0
0 99503.
188
297
0 0
0 0
138
310
188
0 0
0 1121q-t
2230
3474
0 0
0 0
2279
5733
3231
0 0
0 16947
39.1 60.9
0.0 0.0
0.0 0.0
20.3 51.0
28.7 0.0
0.0 0.0
13.2 20.5
0.0 0.0
0.0 0.0
13.4 33.8
19.1 0.0
0.0 0.0
P%4 a
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614
E- ""Direction: BRISTOL STREET -NORTH
File Name h0405016
Site Code 00000917
Start Date 5/18/2004
Page No :2
JAMBOREE RbAb
BRISTOL STREET - NORTH JAMBOREE ROAD
BRISTOL STREET - NORTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left '
Appi
Right
Thru
Left
App, Right Thru
Left
App
Right
Thru Left
App.
Total
Total
Total
Total
Peak Hour From 07:0bA_Pio'0_6:45AM
- Peak _1_of1_____
Intersection
07:45 AM
Volume
417 627 0
1044
0 0
0 0 536 1942
1058
3536
0 0 0
0 Percent
39.9 60.1 0.0
0.0 0.0
0.0 15.2 54.9
29.9 0.0
0.0 0.0
08,15
106 184 0
290
0 0
0 0 125 544
258
927
0 0 0
0 Volume
Peak Factor
High Int.
08:15 AM
6:45:00
AM
08:15 AM
6:45:00
AM
Volume
106 184 0
21901
0 0
0 0 1 125 544
258
927
Peak Factor
0.900 1
1 0.954
JAMBORI:h ROAD
Out In Total
F-J-94-21
0 ._.417,1
Right Thru Left
Z
N.1th
C
S1
511812004 7:4 5,00-AM-
4--.-
/18/2004 8:2
2 =2
01;1-
of
Turninq
C
_jq5 19 2'
Out In Total
JAMBOREE ROAD
Int.
Total
4580
1217
0.941
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : h040501E
N-S Direction: JAMBOREE ROAD
Irvine, CA. 92614
Site Code : 00000917
E '" Direction: BRISTOL STREET - NORTH
Start Date : 5/18/2004
Page No : 3
JAMBOREE ROAD BRISTOL STREET -NORTH
JAMBOREE
ROAD
BRISTOL STREET - NORTH
Southbound
Westbound
Northbound
Eastbound
Start Time Right Thru Left Right
Thru
Left
. Right
Thru
Left
-
Right
Thru Left
Total .
Total
---
opal
Total Tont.
al
—
Peak Hour From 04:30 PM to 06:15 PM - Peak-1- of 1
Intersection 04:30 PM
Volume 745 1222 0 1967 0
0 0
0 688
1129
842
2659
0 0 0 0 4626
Percent 37.9 62.1 0.0 0.0
0.0 0.0
25.9 42.5
31.7 0.0
0.0 0.0
05:00 212 298 0 510 0
0 0
0: 148
328
191
667
0 0 0 0 1177
Volume
Peak Factor
0.983
High Int. 04:45 PM
04:30
PM
Volume 203 322 0 525 0
0 0
0 216
238
256
710
Peak Factor 0.937 '
0.936
Out In Total
11291 I 1967 i (__ 309fi
�7451 1222:0'
Right Thru Left
~ �m
ov
a
01 z
"
North
°
�o
°'
r
r, o
Ui
0 —
.c`--►
~
4/1620D4 490:00 PM----;
/
2.0 -
5/18/2004 5:15:00 PM
o: m
ITurnln MovementsI—
z
i
I
i
Left Thru Right
84271129_. _ 688
� 659' 3881
2 ! 1222
_ _
out In Total
JAMBOREE ROAD
Pac�
Transportation Studies,
Inc.
1350 Reynolds Avenue
•City: NEWPORT BEACH
Suite 115
File Name
: H0405015
N-S Direction: JAMBOREE ROAD
Irvine,
CA. 92614
Site Code
: 00000919
E '"' Direction: BRISTOL STREET- SOUTH
Start Date
: 5/13/2004
Page No
: 1
_ _
._ _ _
_,_.____
__ . Groues Printed=Turning
Movements
JAMBOREE
ROAD
BRISTOL STREET -SOUTH
JAMBOREE ROAD
BRISTOL STREET -SOUTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
Thru
Left
Right
Thru I
Left
Right
Thru !
Left
Right
Thru
Left
Int. Total
Factor.
1.0 1.0
1.0 1.0 :
-
1.0 ;
1.0 1.0
•1.0
1.0 1.0
1.0 -
1.0 07:00 AM....
__.. --0
........ - ._._
......
0........-
- ---Q -
0. -..._-9
--307 -- -
0 213
62 -
. 139
807
07:15 AM
0 147
0 0
0 0'
7 402
0 243
65 179
1043
07:30 AM
0 134
0 0
0 0
13 502
0 273
93 285
1300
07:45 AM
0 152
0 0
0 0
11 597
0 279
109
382
1530
510 ---
0 -
-- 0
0 _.......0
40 1808
0 1008
329
985
4680
08:00 AM
0 111
0 0
0 0
21 615
0 221
77 328
1373 ct?
08:15 AM
0 157
0 0
0 0
21 621
0 233
92 334
* 1458 5;
08:30 AM
0 163
0 0
0 0
29 485
0 207
81 255
1220 cc
08:45 AM
0 126
0 0
0 0
17 487
0 172
94 258
1154
Total
0 557
__'_o -
0...
-...._0..-
0 88
2208
0 833
344
1175
5205
*** BREAK ***
04:30 PM
0 291
0 0
0 0
27 485
0 259
213
196
1471
04:45 PM
0 316
0 :
0 0
0 32
482
0 284
235
207
1556
Total
_ _
0 607
0 0
0 -
0. 59
967
0 543
448
403
3027
05:00 PM
0 262
0 0
0 0
30 468
0 257
250
234
1501
05:15 PM
0 266
0 0
0 0 :
28 451
0. 285
297
243
1570 Cx
05:30 PM
0 307
0 0
0 0 :
24 406
0 268
264
221
1490rof
05:45 PM
0 318
0 0
0 0
25 427
0 274
303
220
1567
Total
0 1153
0 0
0 0
107
1752
0 1084
-- --
1114
-
918
6128
06:00 PM
0 297
01 0
0 0
28 447
0 246
266
189
14734,1
06:15 PM
0 292
0 0
0 0
26 416
0 245
222
150
1351 S
Grand Total
0 3416
0:
0 0
0:
348
7598
0 3959
2723
3820
21864
Apprch %
0,0
100.0
0.0 0.0
0.0 0.0
4.4 95.6
0.0 37.7
25.9 36.4
Total %
0.0 15.6
0.0 0.0
0.0 0,0
1.6 34.8
0.0 18.1
12.5 17.5
r ;�65
Transportation Studies, Inc
1350 Reynolds Avenue
City: NEVVPORTGEACH Guite110
N'S Direction: JAMBOREE ROAD Irvine, CA.eue1*
F 'Oinaohon: GR|STOLSTREET- SOUTH
File Name H0405015
Site Code 00000919
Start Date 5/13/2004
Page No :2
'
JAMti-bktE-RbKb------bR
-
JAMBOREE F�oAo
oR|aToLoTREET-SoVTH
Westbound
Northbound
Eastbound
Start Time
'_--Southb«vndi—
Right Thm Left
��— T�m
�o�
Ap�
��m Txm
Left
«pP
��m
T��
Left
APP.
/r�
�_TP�L
Total
Total
Total
Peak Hour �omO�0oAwt6O8�6mN�Paaki��
'TP�!
---
-
--
Intersection
07:30mw
.
Volume
0 oo* n
oo*
0 0
0 0
nn u000
0 2*01
1006
371
132e
-2706
5661
Percent
0.0 103.0 0.0
0.0 0.0
0.0 2.7 97.3
uo
37.2 13J
*e.1
ur:4s
152 0
152|
0 0
0 u
11 597
0 mm
ure
10e
oau
rru
1530
Volume
Peak Factor
0.925
mgxmt.
08:15mw
n:*s:uoAm
0815mN
ur:*omw
Volume
0 157 u
157 |
0 o
u
o |
21 621'
0 642
27e
10e
omz
770
Peak Factor
0.882
0.e35
0.879
JAMBURI=E ROAD
out In Total
Right Thru Left
GO
orth
2. cn
0. JAMBOREE ROAD
/ �-.l,. 4 /.
Transportation Studies, Inc,
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614
F "I Direction: BRISTOL STREET- SOUTH
File Name : H040501 E
Site Code : 00000919
Start Date : 5/13/2004
Page No : 3
JAMBOREE ROAD BRISTOL STREET -SOUTH
JAMBOREE ROAD
BRISTOL STREET -SOUTH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
_
A
Right
g
Thru
Left
_ _
Right
g
Thru
Left
Right
Thru
Left
App.
Int.
.
Total
Total
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1 of 1
Intersection
05:00 PM
Volume
0 1153 0
1153, 0
0 0
0 107
1752
0 1859
1084
1114
918
3116
6128
Percent
0.0 100.0 0.0
0.0 0.0
0.0 5.8
94.2 0.0
34.8 35.8
29.5 flm
0 266 0
266 0
0 0
0 28
451
0 479
285
297
243
825
1570
volume
e
Peak Factor
0.976
High Int.
05:45 PM
05:00 PM
05:15 PM
Volume
0 318 0
3181 0
0 0
0 30
468
0 498
285
297
243
825
Peak Factor
0.906
0.933
0.944
JAMBOREE ROAD
Out In Total
I__2670; [1153j �_3829_�
i I I 0 1153
Right Thru Left
1-I j �•1
I I
I
=i-
1-."
O -
.._.
._.:c,,._.
North
s
W ID
ij c 7
t -- /
5/13/2004 5i00E00 PM
1 r
S
~
5/13/2004 5:4500 PM
c o
m
o rr
J
C
OD m
Turning Movements
m
,
D 0.Oi
C T
_.. _._-_..-_._......__--......_.
O
C
it
N E,
m
S
I I
I
I
I
I ,
Left Thru Right
0! 1762107
2237 ^ 1859' 4096
Out In Total
JAMBOREE ROAD
Pa-67
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
N-S Direction: JAMBOREE ROAD
Irvine, CA. 92614
Site Code
E '"' Direction: CAMPUS ROAD
Start Date
Page No
-
Printed- Turning
Movements
JAMBOREE ROAD
CAMPUS ROAD
JAMBOREE ROAD
CAMPUS ROAD'
Southbound
Westbound
Northbound
Eastbound
Start Time Right_ Thru
Left [
Right ; Thru Left
Ri__Thru .Left
Right
Thru , Left
_
Factor '_ 1.0 1.0_
1.0 i
1.0 1.0 1 1.0 i
1.0 1.0
1.0 1.0
1.0 1.0
_ ....-._ .. _
07:00 AM 33 285
51 i
17 29 22 1
3 162
-...-.._.--..-....._....
20 2
-----.._.. _
11 14
07:15 AM 52 338
57,
30 35 291
11 272
21 4
17 14
07:30 AM 44 396
76 :
43 79 50 ;
8 313
27 5
26 32
07:45 AM 41 368
53 47 96 55 •
12 417
53 3
34 30
Total 967 1387
237 -
_
-137 239 156 -T
34 1164 '
121
14 88 90
H0405017
00000919
5/12/2004
1 Int. Total
646
880
1099
1209
3834
08:00 AM
39 351
76. 46
114
78 19
383
50 11
88 42
1297 k
a 08:15 AM
46 468
47 30
103
94 12
426
62 2
34 23
1347 9`
08:30 AM
48 392
85 35
95 74
24 356
42 7
31 35
1224 Jt
08:45 AM
48 449
9_0
25 68
44 15
376
43 3
25 35
1221
Total
_
181
9660
_
298
136
380
_
290
70 1541
197
23 178
135
y-.5089
"' BREAK ...
04:30 PM
59 379
61 .
43 43
21 48
383
14 38
77 33
1199
04:45 PM
59 389
72 `
63 60
30,
40 321
17 10
95 70
1226
Total
118
_
768
133
106
_
103
51 88
704
31 48
172
103
2425
05:00 PM
52 470
57 !
63 127
59 54
418
7 .
17 126
77 1527
05:15 PM
54 545
851
55 69
31 i
58 424
15 15
146
91 1588 51_
05:30 PM
68 549
72 ;
60 53
50 67
523
11 9
145
71 .
1678 °=�
05:45 PM
51 586
125 I
54 71
2211
57 '408
23 5
111
53 :
1566
Total -
-225
2150 --
- 339 !
232
320
1621
236
1773
- 561
46 --
- 528 -
- 292
6359
s 06:00 PM
57 578
921
54 73
351
63 432
17 -
4 96
53 1554 (o
06:15 PM
32 477
84 I
48 62
13 45
395
20 4
97 55
1332 ro�>
" Grand Total
780
7020
1183 11
713
1177
707
536
6009
442
139
1159
728
20593
Apprch %
8.7 78.1
13.2 .
27.5 45.3
27.2 7.7
86.0 6.3
6.9 57.2
35.9 Total %
3.8 34,1
5.7 3.5
5.7 3.4
2,6
29.2 2.1
0.7 5,6
3.5 P�6 �
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name H0405017
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614 Site Code 00000919 IF 'I/ Direction: CAMPUS ROAD Start Date 5/12/2004
Page No :2
JAMBOREE ROAD I
CAMPUS ROAD
JAMBOREE ROAD
CAMPUS ROAD
Southbound
i
Westbound
i
Northbound
Eastbound
.......... ----
Start Time
Right Thru Left
App' I Right
1 Thru '
Left !
A�
Thru
Left
---- "
App.
-'-- '-----7
Right
Thru
-
Left
- -
App.
InI.
Total :
1 To
Total
.
.
.
Total
Total
Peak'-1466-r Firdi AM
- Peak I of 1
Intersection
08:00 AM
i
Volume
181 1660 298
2139 136
380
290
806
70 1541
197
1808
23 178
135
336
5089
Percent
8.5 77.6 13.9
16.9 47.1
36.0 3.9
85.2 10.9
6.8 53.0
40.2 08-15
46 468 47
561 30
103
94 227
12 426
62 500
2 34
23 59
1347
Volume
Peak Factor
0.945
High Int.
08:45 AM
08:00 AM
08:15 AM
08:00 AM
Volume
48 449 90
587 46
114
78 238
12 426
62 500
11 88
42 141
Peak Factor
0.911
0.847
0.904
0.596
JAMBUREE ROAD
Out In Total
2 _ I ___ 2f* 3961
RI ht Thru Left
'
60 0
North
>
!Wi �?�4 8 M60 AM
4 4-
2 -5
5/12/2004 8:45:00 AM
0 C)
. .... ......
4 Left Thru Right
1 1971 1541 701
I
E18 �08 73761'
out In T6'a'
JAMBoREE ROAD
P a6 ?
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E "' Direction: CAMPUS ROAD
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name H0405017
Site Code 00000919
Start Date 5/12/2004
Page No 3
JAMBOREE ROAD --'-'----
CAMPUS ROAD
AMBO . REE - ROAD
JAMBOREE
---
CAMPUS . . RDA . D ..
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App Right
Thru I
Left
App.
Right I Thru
Left
App
Right
Thru
Left
Totali
Total i
i
Total
Peak Hour Fr—om'04:30 PM to 06:15 PM
- Peak I of 1
...
.....
Intersection
05:15 PM
Volume
230 2258 374
2862 223
266
138
627
245 1787
66 2D98
33 498
268
Percent
8.0 78.9 13.1
35.6 42.4
22.0 11.7 85.2
3.1 4.1
62.3 33.5
05:30
Volume
68 549 72
689 60
53 50
163
67 523
11 601
9 145
71 Peak Factor
High I nt.
05:45 PM
05:30 PM
:05:30
PM
05:15
PM
Volume
51 586 125
762 60
53 50.
163
67 523
11 601
15 146
91 Peak Factor
0,939
0.962'
0.873
JAMU F-E ROAD
-Total
2278 2662; M40
--530---oa, -374
Right Thru Left
.4
0 W
01 2
61-i TY004'T 15; b-d P M
-4
01—
D
a_
5/1212004 6:00:00 PM
2 rn
N
W
.01 .5
Tumin .!Its
r
CA
>
0A
R
L.'ft Thru ftht
1 66717871 2451
- T
L
E1429E�* -=452
Out In Total
JAMBORSEROAD
Palo
App. I nt
Total Total
799 6386
225 1678
0.951
252
0.793
�Jn 308y,
Transportation
Studies,
Inc.
1350 Reynolds
Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0405014
N-S Direction: JAMBOREE ROAD
Irvine,
CA. 92614
Site Code : 00000977
E-`"r Direction: BIRCH STREET
Start Date : 5/18/2004
Page No :1
__
_._ Groups.Printed- Turning
Movements
JAMBOREE
ROAD
BIRCH STREET
JAMBOREE ROAD
BIRCH STREET
Southbound
Westbound_
Northbound
Eastbound
Start.Time
Right
Thru- .
_
Left
Right_
_Thru
_ _
Left
Right
Thru
Left
Right
"fhru Left
Int. Total
Factor
1.0 1.0
1.0 1.0
' 1.0 :
1.0 1.0
1.0 1.0
1.0 1.0 1.0
07:06 AM
-- 52
257_.... .
-.1 - ...--
- -T..
- 3 - -
0 1
220 -
25 1
4 17
583
07:15 AM
65 280
1 3
0 0 ;
1 265
29 15
1 21
681
07:30 AM
108
346
0 ;
1 0
0 �
1 320
47 26
1 35
885
07:45 AM
102
350
0 1
1 0
398
48 13
1 38
954
Total
_
327
1233
2'
7 4
_2_•_
2 3
_
1203
949
55 7 111
3103
08:00 AM
125
336
0 2
0 0.
0 468
80 13
0 36
1060
08:15 AM
145
308
1 1
0 1
0 414
56 12
0 44
9827
?I 08:30 AM
154
365
1 0
0 01
0 349
53 9
1 75
1007 oC
L 08:45 AM
165
360
3 2
0 0.
0 359
61 22
1 45
1018
Total-
--589
1369..-..__
5-_..-.,..
5-
0 - 1 -
O
1590..-..-.....250.
56....._..
2 200
r4067
"' BREAK "`
04:30 PM
25 380
0!
2 0
0!
0 339
13 24
1 102
886
04:45 PM
35 441
0 1
1 0 .'
1 309
10 40
3 109
950
Total
60 821
0 ;
3 1
0;
1 648
23 64
4 211
1836
05:00 PM
21 533
01 2
0 0
0 423
10 59
0 129
1177
z 05:15 PM
43 551
0;
3 1
0 ;
1 407
13 58
3 139
121942
5 05:30 PM
41 554
0;
1 0
0 0
332
19 46
0 113
1106
05:45 PM
39 554
0!
2 0
0. 0
410
18 35
1 148
1207
Tota1
144
2192
0 i
8 1
01 1
1572
60 198
4 529
,j�-1709
06:00 PM
37 598
0 '
0 0
01 1
375
10 18
0 94
1133 96i
06:15 PM
21 491
0 1
0 0 '
0 384
11 16
0 101
1025"
Grand Total
1178
6704
7 24
6 3
6 5772
503
407
17 1246
15873
Apprch %
14.9 85.0
0.1 :
72.7 18.2
9.1 '
0.1 91.9
8.0 24.4
1.0 74.5
Total %
7.4 42.2
0.0 ;
0.2 0.0
0.0 .
0.0 36.4
3.2 2.6
0.1 7.8
F?-71
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name : H0405014
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614 Site Code : 00000977 E -`^r Direction: BIRCH STREET Start Date : 5/18/2004
Page No : 2
JAMBOREE ROAD
BIRCH STREET—
JAMBOREE ROAD
BIRCH STREET
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
.....
App, Right
Thru :
-- -- ---
Left .
_
App Right
Thru
Left
Right
Thru
Left
Total :
Total
Total
.
Total
Peak Hour From 07:00 AM to 08:45 AM
--Peak 1 of 1
Intersection
08:00 AM
Volume
589 1369 5
1963 : 5
0 1
61 0
1590
250
1840
56 2
200
Percent
30.0 69.7 0.3
83.3 O.0
16.7 0.0
86.4 13.6
21.7 0.8
77.5 08:00
125 336 0
461 2
0 0
2 0
468
80 548
13 0
36 Volume
Peak Factor
High Int.
08:45 AM
08:00 AM
08:00 AM
08:30 AM
Volume
165 360 3
528I 2
0 0
2 0
468
80 548
9 1
75 Peak Factor
0.929 i
0.750
0,839
i
JAMBURFE ROAD
Out In Total
795 C963 `37
589� 5
Right Thru Left
mm
0 ..
N J.._'
North
--10
:-4 2
:CD
cN•-•
5118/20048:00:00AM
-
r —'
~
5H8/2004 8:45:00 AMrr
m 5�•
- 01--
TuminQ
m
0!
°0
I
_
w—
Left Thru—_Right
250; 7590 0'
14261 ` W: •^ 326G:
Out In Total
JAMBOREE ROAD
r2.72-
App. Int.
Total Total
258 4067
49 1060
0.959
85 0.759
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E "I Direction: BIRCH STREET
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H040501z
Site Code : 00000977
Start Date : 5/18/2004
Page No :3
JAMBOREE ROAD
131RCW STREET
JAMBOREE ROAD
BIRCH STREET
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
Right
Thru
Left
Right Thru
Left
Apo
Right
Thru
Left
App.
InI,
Total
,
Total
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1 of 1
Intersection
05:00 PM
Volume
144 2192 0
2336. 8
1 0
9 ;
1 1572
60 1633
198
' 4
529
731
4709
Percent
6.2 93.8 0.0
88.9 11.1
0.0 ;
0.1 96.3
3.7 27.1
0.5 72.4
43 551 0
594 j 3
1 0
4 1 407
13 421
58 3
139
200
1219
Volume
Peak Factor
0.966
High Int.
05:30 PM
05:15 PM
j 05:00 PM
05:15 PM
Volume
41 554 0
595 3
1 0
4 ;
0 423
10 433
58 3
139
200
Peak Factor
0.982
0.563 j
0.943
0.914
JAMt3UKI--E ROAD
Out In Total
iL2109I 2336 . 444
1441 21921D_',
Rl�ht Thru Left
o,w
o
wN.
J ....
North
m
w -
y —
v 2
c --►
5/18/2004 5:00:00
—
-2
—
5/18/2004 5:45:00 PM
2 J
�_
m on
R
m -
i Turrring Movements__1
m
NI
p
I I
I
I
-4 ; ►
Left Thru Right
�2390' I �693. 4b23
_
Out In Total"
JAMBOREE R AD
P?-7 ;5
YEAR 2005 TRAFFIC COUNTS
,P9-2 Y-
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name : H0501292
N-S Direction: NEWPORT CENTER DRIVE Irvine, CA. 92614 Site Code : 00000976 E-W Direction: PACIFIC COAST HIGHWAY Start Date : 4/6/2005 Page No : 1
Groups Printed- Turning Movements
NEWPORT CENTER-
PCH
NEWPORT CENTER :
pCH
DRIVE
Westbound
DRIVE
Eastbound
Southbound
Northbound
Start Time
Righ
Thru
Left
Ped Righ
Thru I
Left
Ped
Righ
Thru
Left
Ped! Righ
Thru
Left !
Ped
Exclu.
Inclu.
Int.
t.
s
t
.
s
t
s
t
s:
Total
Total
Total
_
Factor
1.0 1.0 .
1.0 •
1.0 1.0;
1.0 I
1.0 1.0
1.01 1.01
1.0 ;
1.01 1.0 1
_
1.0. 1.0 !
1.0 06:00 AM
9 0
2 0
17 82
0 0
0 0
0 0
0 65
12 0
0 187
187
06:15 AM
11 0
2 0
21 101
0 1
0 0
0 0
0 95
19 4
5 249
254
06:30 AM
11 0
3 1
19 112
0 1
0 0
0 0
0 145
20 3
5 310
315
06:45 AM
12 0
2 0
26 146
0 5
0 0
0 0
0 230
30 3_
8 446
454
ota Tl
43 0
9 1.
83 441
0 7
0 0
0. 0
0 535
81 10
18 1192
1210
07:00 AM
12 0
3 0
39 195
0 1
0 0
0 0
0 234
39 2
3 522
525
07:15 AM
5 0
6 0
34 202
0 1
0 0
0 0 i
0 321
62 10
11 630
641
07:30 AM
14 0
11 0
48 244
0 1
0 0
0 0 1
0 315
49 6
7 681
688
07:45 AM
21 0
10 0;
53 242
0 4
0 0
0 0
0 469
90 2
6 885
891
Total
52 0
30 0
174
883
0 7
0 0
0 0
0 139
240
20 27
2718
2745
08:00 AM
16 0
4 0
55 287
0 1
0 0
0 0
0 360
11.4 8
9 836
845
08:15 AM
21 0
5 0
52 272
0 2
0 0
0 0 1
0 455
100
2 j
4 905
909
08:30 AM
20 0
10 0
45 254
0 7 1
0 0
0 0 1
0 348
90 4
11 767
778
08:45 AM
22 0
16 0 i
48 262
0 2-1
0 0
0 0
0 0
0 0
0 0
427
159
120
424
10 24
12 36
895
3403
907
3439.
Total 79 0 35 0 i 200 107 0 12
BREAK *"
03:00 PM
103
0 38
1 1
34 370
0 5
0 0
0 0
0 335
104
3!
9 984
993.
03:15 PM
119
0 43
0 29
375
0 4
0 0
0 0
0 368
85 3
7 1019
1026
03:30 PM
111
0 37
0 45
403
0 2
0 0
0 0 j
0 410
76 6
8 1082
1090
03:45 PM
93 0
59 0
45 403
0 6 j
0 0
0 0
0 367
84 0
6 1051
1057
Total
426
0 177
1 153
155
0 17
0 0
0 0
0 1488
349
12 30
4136
4166
I
04:00 PM
88 0
48 2
35 396
0 1
0 0
0 0 1
0 411
87 2
5 1065
1070
04:15 PM
93 0
49 0
18 393
0 1
0 0
0 0
0 342
75 10
11 970
981
04:30 PM
78 0
46 0
42 413
0 0
0 0
0 0
0 342
81 5
5 1002
1007
04:45 PM
106
0 51
1 32
366
0 1
0 0
0 0
0 374
84 0 1
2 1013
1015
Total
365
0 194
3 127
15$
0 3
0 0
0 0
0 149
327
17 23
4050
4073
05:00 PM
148
0 67
0 34
424
0 1 1
0 0
0 0
0 382
50 1
2 1105
1107
05:15 PM
128
0 56
0 1
36 451
0 1
0 0
0 0
0 373
68 0
1 1112
1113
05:30 PM
94 0
52 0
27 371
0 4
0 0
0 0
0 368
77 4 1
8 989
997
05:45-PM
61-
0 56
0 29
419
0 3
0 0
0 0
0 331
76 2
5 972
977
Total
431
0 231
0 126
166
0 9
0 0
0 0
0 145
271
7 16
4178
4194
06:00 PM
114
0 38
0 1
41 358
0 0 I
0 0
0 0 I
0 364
83 2
2 998
1000
06:15 PM
93 0
57 0 1
26 365
0 1
0 0
0 0
0 305
73 1
2 919
921
06:30 PM
82 0
36 0
33 330
0 0
0 0
0 0
0 325
74 2
2 880
882
06:45PM
76 0
24 0
35_316
0 0
0 0
0 0�
0 313
83 1_
1 847
848
Total
365
0 155
0 135
139
0 1
0 0
0 0
0 130
313
6 7
3644
3651
Grand
17 0
831
5 1
998
855
0 56 j
0 0
0 0
0 91
20 96 :'
157
23321
23478
Total
1 1
2 4
4 5
5 Apprch %
67.9 0.0
32.1 10.5
89.5 0.0
0.0 0.0
0.0 0.0
82.1 17.9
Total %
7.6 0.0
3.6 4.3
36.7 0.0
0.0 0.0
0.0 0.0
39.3 8.6
0.7 99.3
P�-qS
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0501292
Site Code : 00000976
Start Date : 4/6/2005
Page No : 2
NEWPORT CENTER
RIVE
SouOthbound I
PCH
Westbound
NEWPORT CENTER PCH
DRIVE Eastbound
Northbound
_
Start Time
Right Thru : Left
App' Right
j Thru Left
App'
Right j Thru Left
App' ' Right j Thru
Left
App.
Int.
Total
Total
Total ;
Total
Total
Peak Hour From 06:00 AM to 08:45 AM - Peak 1 of
1 Intersection
08:00 AM
Volume
79 0 35
114; 200
1075 0
1275
0 0 0
0; 0 1590
424
2014
3403
Percent
69.3 0.0 30.7
15.7 84.3 0.0
0.0 0.0 0.0
0.0 78.9
21.1 08:15
21 0 5
26 52
272 0
324
0 0 0
00 455
100
555
905
Volume
Peak Factor
0.940
High Int.
08:45 AM
08:00
AM
5:45:00 AM
j 08:15 AM
Volume
22 0 16
381 55
287 0
342
0 0 0
0 0 455
100
555
Peak Factor
0.750.
0.932
0.907
Out In Total
I
624 Ej1E738
I
791 01 35
RI ht Thru Left
I
-i 1
I
MJ
NI��
North
F.
un
CN
0 N L—/
l� ~
/6/2005 8:00:00 AM-2r
O'
NET n
I
/6/2005 8:45:00 AM
c m I
H
^
o'1�
-j
Io ..
I it 1
Tumin Movements
-W -
�N o-
o
I
Left Right Thr
0 0 0
i
��o
I
Out to Total
I
NEWPORT ENTER DRIVE I
Pa-7
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
File Name : H0501292
Irvine, CA.
92614
Site Code : 00000976
Start Date : 4/6/2005
Page No : 3
NEWPORT CENTER PCH
NEWPORT CENTER
CH
DRIVE
i
Wes bound
DRIVE
Eastbound
Southbound
Northbound
-
Start Time Right Thru Left
g
pa
Right
g
Thru
eft
Le
A PP
Right
g
Thru Left i
App.
I Right Thru
Left App. Int.
Total
Total
Total
I
Total Total
Peak Hour From 03:00 PM to 06:45 PM - Peak 1 of 1
Intersection
04:30 PM
j
Volume
460 0 • 220
680
144
1654 0
1798
0 0 0
0 ' 0 1471
283 1754 4232
Percent
67.6 0.0 32.4
8.0 92.0 0.0
0.0 0.0 0.0
0.0 83.9
16.1 05:15
. 128 0 56
184
36 451 0
487
0 0 0
0: 0 373
68 441 1112
Volume
Peak Factor
0.951
High Int.
05:00 PM
105:15 PM
I
: 04:45 PM
Volume
148 0 67
215
36 451 0
487:
0 0 0
0 0 374
84 458
Peak Factor
0.791
0.9231
0.957
Out In Total
427 F 680 1107
I i
4607 00 220
Right Thru Left I
i
i
ml
ICI 'CIO
I�,�o
North
A
3. I� t 6/20054:30:00 M 4—T �+� � 4 a (11
J i ~ /6/20055:15:00 PM 2 AI i �ml^
r
Si�� 'J � Tumin Movements_
NI l._J� - • �� A
4, T r
Left Thru Right
01 01 0
0 0
Out In Total
NEWP RT ENTE DRIVE
rnq- a Z9s
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: H0503177
N-S Direction:
MAC ARTHUR BOULEVARD
Irvine, CA. 92614
Site Code
: 00000977
E-W Direction:
BIRCH STREET
Start Date
: 4/7/2005
Page No
: 1
Groups Printed- Turning
Movements
MAC ARTHUR
-
BIRCH
STREET
MAC ARTHUR
_ ___-____
BIRCH S-rREET
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
Start Time
Ri ht r
Thru
Left
RiEQL
Thru
Left
Ri ht
Thru
Left_
Right
Thru Left
Int. Total
Factor
1.0i
1.0;
1.0,
1.0i
1.0 1.0'
1.0!
1.0i
1.0_-1.0
1_0 1.0
07:00 AM
32 97
31 1 3
14 3 '
6 105
3 !
8 41 14
357
07:15 AM
30 142
34 7
11 2
9 155
3 !
5 48 26
472
07:30 AM
57 194
32 16
22 5 i
19 176
6 15
50 21
613
07:45 AM
58 176
33 4
40 7
21 189
12 1
15 99 28
682
T6te)
_ _ _
177
_
609
1301
30 87
171
55 625
241
43 238 89
2124
08:00 AM
64 209
391
6 49
7 22
231
9 7
99 43,
785
08:15 AM
57 203
44 8
37 7 i
36 192
12 11
109 59
775
08:30 AM
65 269
68 10
35 2
22 216
18 '
15 81 46
847
08:45 AM
73 231
40 9
39 5
30 209
9"
13 98 65
821
Total
259
912
191
33 160
21 1
110
848
48 '
46 387 213
3228
BREAK
04:30 PM
57 194
17 1
31 108
31 7
162
16 I
9 93 65,
790
04:45 PM
65 198
231
33 89
22!
10 183
25,
18 -61 77
804
Total
122
392
40 64
197
_
53 �
17 345
41 27
154 142
1594
05:00 PM
96 207
221
39 172
28 6
212
33;
17 105 126
1063
0515 PM
68 250
25 I
43 147
34 7
208
281
28 99 87
1024
05:30 PM
87 207
19 45
154
24 3
202
40 19
107 112,
1019
0_5:45 PM
54 241
18 1
37 169
23 1
200
41 17
64 88 1
953
Total
305
905
84 164
642
109j
17 822
1421
81 375 413'
4059
06:00 PM
67 258
48 30
99 14
4 165
31 j
14 103 97 !
930
06:15 PM
37 184
12 ,
37 108
16 !
3 145
28 1
12 71 76
729
Grand Total
967
3260
5051
358
1293
230 ;
206
2950
314
223
1328 1030
12664
Apprch %
20.4 68.9
10.7 i
19.0 68.7
12.2 I
5.9 85.0
9.0 j
8.6 51.5 39.9
Total %
7.6 25.7
4.01 2.8
10.2 1.8
1.6 23.3
2.51 1.8
10.5 8.1
P;k-7 g�
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503177
Site Code : 00000977
Start Date : 4/7/2005
Page Nc : 2
MAC ARTHUR
BIRCH
STREET
MAC ARTHUR
BIRCH STREET
BOULEVARD
I
Westbound
BOULEVARD
Eastbound
Southbound
I
Northbound
Start Time
Right I Thru : Left i
App' i Right
Total i
Thru
Left I
AppRight
Total
Thru � Left
Tot
Total :
Right Thru
Left
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
-
---- -
..._
... .
Intersection
08:00 AM
Volume
259 912 191
1362 33
160
21 214
110
848 48
1006 '
46 387
213
646
3228
Percent
19.0 67.0 14.0
15.4 74.8
9.8 !
10.9 84.3 4.8
7.1 59.9
33.0 flm
65 269 68
402! 10
35 2
47I
22 216 18
256
15 81
46 142
847
e
volume
Peak Factor
I
0.953
High Int.
08:30 AM
1 08:00 AM
'
08.00 AM
08:15 AM
Volume
65 269 68
402 6
49 7
62 22
231 9
262
11 109
59 179
Peak Factor
0.847
0.863
0.960
0.902
Out In Total
F10941 F136T 2456
i
I
2591 9121 191
Right Thru Lek
i
I
o
--
Im.
North
�-p _.
m
=58:00:00 AM/2005
8:45:00 AMrr
—ov?Movements
�T.Ing
r N
I
N -
i
I
I
I
4, i r
Left Thru Right
48 848 110
i
979 F10061 F1985
Out In Total
MAC ARTHUR BOULEVARD
P 2-? 9
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
File Name : H0503177
Irvine, CA.
92614
Site Code : 00000977
Start Date : 4/7/2005
Page No : 3
MAC ARTHUR
BIRCH STREET
i
MAC ARTHUR
BIRCH STREET
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
Start Time
I
Right Thru Left ;
g
A
Right
g
Thru '
Left
Right!
g '
Thru i Left I
I
Right! `; Thru
Total
Left App. Int.
Total
Total
Total Total
.....
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1 of 1
_g
---_.-_
-..
Intersection
05:00 PM
'
Volume
305 905 84
12941 164
642
109
915
17 822 142
981 81 375
413 869 4059
Percent
23.6 69.9 6.5
; 17.9
70.2 11.9
1.7 83.8 14.5
9.3 43.2
47.5 05-00
96 207 22
325! 39
172
28 2391
6 212 33
251 17 105
126 248 1063
Volume
Peak Factor
0.955
High Int.
05:15. PM
j 05:00 PM
05:00 PM
05:00 PM
Volume
68 250 25
343! 39
172
28 239
6 212 33
2511 17 105
126 248
Peak Factor
0.9431
0.957
0.977
0.876
Out In Total
1399 1294 2693
I. I
i 305 905 841
Right Thru Left
I +I i I
I
a
r-
vim—J
IViO
_
ji
r
North
2- ---/
14Rl2005 5:00:00 PM 1
4- - --
T!5
IW12005 5:45:00 PM irr
F
(Turning Movements
_ ��T
rr
o
i
4� T F"
Left Thru Right I
1421 8221 17
1095 981 207-6
Out In Total
MAC ARTHUR BOULEVARD
P;so
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: BRISTOL STREET (SE)
nd
Transportation Studies, Inc. fG �!
1350 Reynolds Avenue
Suite 115 File Name : H0503166
Irvine, CA. 92614 Site Code ' 00000977
Westbound
Start Time ;
Right i
Thru
Left
Ri ht
Factor:
1.0:1
1.01 1.0
1.0 07:00 AM
0 44
161
0 07:15 AM
0 36
22 i
0 07:30 AM
0 65
27 0
07:45 AM
0 62
41 :
0 Total
6 207
106 '
0 08:00 AM
0 71
54 0
08:15 AM
0 116
63 0
08:30 AM
0 96
46 0
08:45 AM
0 90
52 0
Total
0 373
215
0 BREAK "`
04:30 PM
0 96
61 0
04:45 PM
0 133
63,
0 _
Total
0 ---- -
229
--------
124 i
..
0 05:00 PM
0 170
96 0
05:15 PM
0 232
80 0
05:30 PM
0 160
83 0
05:45 PM
0 167
74 0
T
0 0
0 0
0 0
0 - ---�
0 0
0 0
0 0
0 0
Start Date :
4/5/2005
Page No :
1 lovements
BIRCH STREET
_
BRISTOL STREETS
Northbound
Eastbound_
fight
Thru 1
Left ;
Right :,
Thru Left_
1_6t. Total
1.01 1.01
1.0 1.01
1.01: y 1.0 ,
19 38
01 23
174 162
_
476
30 39
01 12
183 155
477
54 58
0 27
214 201
646
64 92
0 36
241 214
750
167
227 -
0 98
812 732
2349
63 114
0 37
185 198
722
67 96
0 36
174 199
751
65 104
0 48
167 209
735
51 79
01 59
191 176,
698
246
393
01 180
717 782
2906
0 0
0 0
1 54
j 58
0 0
112
0 0
68 0 0
71 0 0
75 0 0
94 54
66 120
75 72
60 06:00 PM
0 159
781
0 0
0 j
77 50
06:15 PM
0 125
791
0 0
0 64
40 Grand Total
0 1822
9351
0 0
0 974
1097
Apprch %
0.0 66.1
33.9 0.0
0.0 0.01
47.0 53.0
Total %
0.0 17.0
8.7 "
0.0 0.0
0.0 i
9.1 10.2
F)8KI
0 20
202
65 552
0 21
221
59 621
0 41
423
124
1173
0; 19
251
70 749
01 33
291
60 839
01 25
'286
51 740
24 268
59 746
_01
6--r- 101
1096
240
3074
01 20
238
45 667
01 22
183
39 552
01 462
3469
1962
10721
0.0 7.8
58.9 33.3
0.0 i 4.3
32.4 18.3
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Pile Name : H0503166
Site Code : 00000977
Start Date : 4/5/2005
Page No : 2
- BIRCH STREET
BRISTOL STREET s
BIRCH STREET
BRISTOL STREETS
Southbound
Westbound
I
Northbound
Eastbound
Start Time
Right 1 Thru , Left
APp'
Right
Thru
Left
App'
Right
Thru
Left
APP' Right Thru
Left
App.
_
Inf.
Total
Total ,
Total ,i
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak
1 of 1
Intersection
07:45 AM
j
Volume
0 345 204
549
0 0
0 01
259
406
0 665 157 767
820
1744
2958
Percent
0.0 62.8 37.2
0.0 0.0
0.0 38.9
61.1 0.0
9.0 44.0
47.0 08:15
0 116 63
179
0 0
0. 0
67 96
0 163 36 174
199
409
751
Volume
Peak Factor
0.985
High Int.
08:15 AM
16:45:00
AM
08:00
AM
07:45 AM
Volume
0 116 63
179
0 0
0 0
63 114
0 177 36 241
214
491
Peak Factor
0.767
0.939
0.888
Out In Total
2126 548 1775
I
Oi 345 204
Right Thru Left
r,
I I `►
� I
I
O i
FI 1 IN ...
u �wl�—
T
�r-I
IWI.�SO
I�
North
--�Hr
u v
-ICI- I hLc—►
1512005 7:45:00 AM
4-- !
i I~
5/2005 8:30:00 AM
2 loi
�o
of iuri t
OI I•--
Turning Movements
r•
-
-
I
i
Left Thru Right
01 406 259
I 502i 665 1167
Out In Total
BIRCH STREET
P a�a
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0503166
Irvine, CA. 92614
Site Code : 00000977
Start Date : 4/5/2005
Page No : 3
BIRCH STREET
BRISTOL STREET S
i BRISTOL STREETcJ i BIRCH STREET
Southbound
Westbound Northbound
Eastbound
Start Time
i Right Thru Left
Topta� I Right I Thru
Left
App' I Right Thru
Left
App'
Right Thru Left App. Int.
i
I I
Totall I !
Total
Total Total
_^
leak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
,i
Intersection
05:00 PM
Volume
0 729 333
1062
0 0
0 01 308 267
0 575
101 1096 240 1437 3074
Percent
0.0 68.6 31.4
! 0.0 0.0
0.0 53.6 46.4
0.0 7.0 76.3 16.7
flm
0 232 80
312 0 0
0 0' 71 72
0 143
33 291 60 384 839
Volume
e
Peak Factor
0.916
High Int.
05:15-PM
05:45 PM
05:15 PM
Volume
0 232 80
3121 0 0
0 0 94 60
0 154
33 291 60 384
Peak Factor
0.851
I
0.933
0.936
Out In Total
t 507 1062 1569
0 729 333
Right Thru Left
olw;;
o:
I
?
jj
wlC..
"!
jj
NorthFn
;0
�I --i-
clP o r—�
_ _
/5/2005 5:00:00 PM
h
2 Lod
�-'-I�~
/5/2005 5:45:00 PM
0 ^
o
Turning Movements
= � r' �I�IT
—
1 iWErJ
I
I
F +-, 1 '
Left Thru RightI
0 1 267 308 I
i
830 575 1405
Out In Total
BIRCHT
Pa�3
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0503167
N-S Direction:
BIRCH STREET
Irvine, CA. 92614
Site Code : 00000922
E-W Direction:
BRISTOL
STREET
( Noc(�
Start Date : 4/5/2005
Page No : 1
Groups Printed- Turning
Movements
BIRCH STREET
BRISTOL STREET
_
BIRCH STREET
BRISTOL STREET
Southbound
Westbound
Northbound
Eastbound
Start Time
Right;
Thru ;
Left
! Right I
Thru !
Left
Right !
Thru ;
Left :
Right
Thru Left Int. Total
1.0 ;
1.01 1.0 i
1.0 j
1.0 i
1.0 ;
1.0 ;
1.0 '
1.0 1.0 _ 1.0
0700 AM
15 35
0 i 48
279
41 j
0 151
23 0
0 0
592
07:15 AM
10 8
0 I 41
271
51 ;
0 139
22 !
0 0 0
542
07:30 AM
11 14
0 62
315
81 !
0 249
42 0
0 0
774
07:45 AM
14 17
0 66
429
96 0
295
44 0
0 0
961
Total
50 _
74 01
217
1294
269
0 834
131
0 0 0
2666
08:00 AM
10 17
0 68
389
123
0 232
18 0
0 0
857.
08:15 AM
33 7
0 76
339
131 I
0 263
42 0
0 0 .
891
08:30 AM
33 37
0 83
332
126 I
0 299
68 I
0 0 0
978
08:45 AM
20 27
0 87
346
133
0 180
49 !
0 0 0.
842
Total
96 88
0 ! 314
1406
513 ;
0 974
1771
0 0 0
3568
"' BREAK `""
04:30 PM
81 98
0 56
395
101 1
0 62
33 •
0 0 0
826
04:45 PM
_ 80
105
0 55
417
- 1051
0 109
36t _
_ 0
0 0
907
Total
161
203
0 111
812
2061
0 171
691
0 0 0
1733
05:00 PM
126
166
0 71
506
122
0 42
59 0
0 0
1092
05:15 PM
168
103
0 53
531
138
0 88
74 0
0 0
1155
05:30 PM
156
158
0 43
366
87 0
69 63
0 0 0
942
05.45 PM
138
123
0 12
404
135
0 67
42 j
0 0 0 ;
921
Total
588
550
01 179
1807
482
0 266
238 !
0 _
0 0
4110
06:00 PM
200
69 0 1
31 390
1741
0 79
82 .
0 0 0
1025
06:15 PM
205
67 0
20 323
180
0 52
24 :
0 0 0
871
Grand Total
1300
1051
0 872
6032
1824 1,
0 2376
721
0 0 0
14176
Apprch %
55.3 44.7
0.0 10.0
69.1 20.9 I
0.0 76.7 -
23.3 i
0.0 0.0 0.0
Total %
9.2 7.4
0.0 6.2
42.6 12.9
0.0 16.8
5.1 ;
0.0 0.0 0.0
P "8q-
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name H0503167
Irvine, CA. 92614
Site Code 00000922
Start Date 4/5/2005
Page No 2
BIRCH STREET
BRISTOL STREET
BIRCH STREET
BRISTOL STREET N
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru : Left I
App , Thru
' Right
I
Left
App. I
Right'
Thru 1:
Left .
App. App.
Right Thru Left
Int.
Total ,
Total I
Total
Total
Total
Peak Hour From --05-7:0-0-A—M to 08:45 AM - Peak I of 1 — ------
Intersection
07:45 AM
Volume
90 78 0
168 i 293 1489
476
2258
0 1089
172
1261
0 0 0 0
3687
Percent
53.6 46.4 0.0
13.0 65.9
21.1 0.0
86.4 13.6
0.0 0.0 0.0
08:30
33 37 0
70 83 332
126
541
0 299
68 367
0 0 0 0
978
Volume
Peak Factor
0.942
High Int.
08:30 AM
07:45 AM
08:30
AM
6:45:00 AM
Volume
33 37 0
70 66 429
96 591
0 299
68 367
Peak Factor
0.600
0.955
0.859
Out In Total
�168 1550
90 781 0
Right Thru Left
t
t:7
+
—0 1"`-
North
r�
/5t2005 7:45:00 AM
�/5/2005 8:30:00 AM
--4
ri C
ET ,
Cr
rr
0!m.
Left Ttru Ri�ht
172 10891
815� —554 1261
1 Out In Total
BIRCH STREET
f -4, fr o
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 116
Irvine, CA. 92614
File Name : H0503167
Site Code : 00000922
Start Date : 4/5/2005
Page No : 3
Start Time
: Right ; Thru
Left!
App' I Right j Thru
Left
App-
Right I
Thru
Left '
App'
Right i Thru
Left
App.
Int.
Total I I
Total
Total_
Total
Tota_I
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
— �_ _ _
..
Intersection
05:00 PM
Volume
588 550
0 1138 179 1807
482
2468 !
0 266
238
504
0• 0
0 0
4110
Percent
51.7 48.3
0.0 7.3 73.2
19.5 0.0
52.8 47.2
0.0 0.0
0.0 flm
volume
e
168 103
0 2711 53 531
138
722
0 88
74 162
0 0
0 0
1155
Peak Factor
0.890
High Int.
05:30 PM
05:15 PM
05:15 PM
Volume
156 158
0 314
53 531
138
722
0 88
74 162
.
Peak Factor
0.906
0.855
0.778
Out In Total
445 113 i8i8 1583
5881 &901 0
Right Thru Left
I + 1 L*
I
i
I i
1 r— I�
c
2c� /5l2005 5:00:00 PM 4 CO
~ 151 005 5:45:00 PM I�
_ Lorr
O N I� .. Turning Movements r� N I A o
w—h
i
I
I Left Thru
u Right
2381 2661 0
0032 504 5536
Out In Total
BIRCH STREET
Pa-frd
Transportation Studies, Inc.
1350 Reynolds Avenue
?>2- qI e-7
City: NEWPORT BEACH Suite 115 File Name : H0503165
N-S Direction: BAYVIEW PLACE Irvine, CA. 92614 Site Code : 00000918 E-W Direction: BRISTOL STREET Start Date : 4/6/2005
Page No : 1
Groups Printed- Turning Movements
BAYVIEW PLACE BRISTOL STREET BAYVIEW PLACE BRISTOL STREET Southbound Westbound j Northbound Eastbound
Right j Thru I Left Right I Thru I Left 1 Right Thru , Left Rjqht Thru - Left Int. Total Factor
1.01 1.0
1 1.0
1.0 0
1.0 0
1.0 1
0 1.0 j .
15 1.0
0 1.0 _
0 1.0
42 363
0 420
0700 AM 0 0 0
:
07:15 AM
0 0
0 0
0 0 j
20 0
0 77
408
0 505
07:30 AM
0 0
0 0
0 0 1
34 0
01 83
598
0 715
07:45 AM
0 0
0 0
0 0
24 0
0 113
529
0 666
f(Dia-1
0 0
0!
0 0
0 93
0 0;
315
18 88
0 2306
08:00 AM
0 0
0 0
0 0
32 0
0'
82 725
0 839
08:15 AM
0 0
01 0
0 0
44 0
0 74
556
0 674
08:30 AM
0 0
0 0
0 0
16 0
0 69
465
0 550
08:45 AM
-
0 0
0 0
0 0
14 ------0
0 ---
0 ---6-7---
65 516
0 595
Total
0 0
0. 0
0 0I�
106-
290
2262
0 2658
"' BREAK -
04:30 PM
04:45 PM
-o- ... ----
Ttal
0 0
- -
0 0
0 ---
0 0
0 0
0 0
0 0
0 0
94 78
0 0
0 0_i
12 21
0 0 0 172 0 01
33 05:00 PM
0 0
01 0
0 0
212
0 0
63 05:15 PM
0 0
0�
0 0
0 194
0 0
18 05:30 PM
0 0
0 0
0 0
140
0 0
25 05:45 PM
0 0
0 0
0 0
95 0
01 38
06:00 PM
0 0
06:15 PM
0 0
Grand Total
0 0
Apprch %
0.0 0.0
Total %
0.0 0.0
01 0
0 0
641
0 0. 144
0 0
0 0
151
0 0 10
0 0
0 0
72 0
0 13
0 0
0 0
1235
0 0, 805
0.0 0.0
0.0 0.0
100.0
0.0 0.0 7.9
0.0 0.0
0.0 0.0 1
10.8 0.0
0.0 7.0
P 'a�'-9
515
0 621
538
0 637
1053 ....._..
- -
- 1258
705
0 980
760
0 972
849
0 1014
599
0 732
2913
0 3698
745
0 906
511
0 :
596
9382
0 11422
92.1 0.0
82.1 0.0
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503165
Site Code : 00000918
StartDate : 4/6/2005
Page No :2
BAYVIEW PLACE
BRISTOL STREET
BAYVIEW PLACE
BRISTOL STREET
Southbound
Westbound
f
Northbound
Start Time
_
Right Thru i Left
App' Right :
Thru !
Left
App' Right Thru
Left
_
App'
Right
_Eastbound
Thru
Left
App.
Int.
Total
Total
Total
_
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:30 AM
Volume
0 0 0
01 0
0 0
0 134 0
0 134
352
2408
0 2760
2894
Percent
0.0 0.0 0.0
0.0 0.0
0.0 100.
0.0 0.0
12.8 87.2
0.0 0
0 0 0
0 I 0
0 0
0 32 0
0 32:
82 725
0 807
839
Volume
Peak Factor
1 0.862
High Int.
Volume
6:45:00 AM
0 0 0
6:45:00
0 I 0
AM
0 0
0 08:15 AM
44 0
0 44
08:00 AM
82 725
0 807
Peak Factor
1 1
0.761
0.855
BAYVIEW PLAGF
Out In Total
0 0. 0
0 0J 0
Right Thru Left
I !
I
p ri .._-. 0
co
.0 - - --I North - __ 'N ,
toI ^I�cn
io 2 — -
r+ r ► 7:30:0� /6/2005 1--
F N /6/2005 8:15:00 AM - 1 2 of o_i
nO ML JfT
OI I� �� Turning Movements N o
I
N -
47! I r►
Left Thru Mont
0 01 134
352 134j 4B6
Out In Total
BAYVIEW PLACE
F ' 8' 5
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0503165
Irvine,
CA. 92614
Site Code :00000918
Start Date 4/6/2005
Page No 3
BAYVIEW PLACE
BRISTOL STREET BAYVIEW PLACE
BRISTOL
STREET
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left :
App Right Thru
Left i;
App. Right
Thru
Left
APP'
Right
Thru Left App. Int.
Total
j
Total
Total
Total Total
Peak Hour From 04:30 PM to 06:15 PM - Peak I of 1
Intersection
05:00 PM
Volume
0 0 0
0 1 0 0
0 0
I 641
0 0
641
144
2913 0 3057 3698
Percent
0.0 0.0 0.0
1 0.0 0.0
0.0 100.
0.0 0.0
4.7 95.3 0.0
0 05:30
0 0 0
0 0 0
0 0
140
0 0
140
25 849 0 874 1014
Volume
Peak Factor
0,912
High Int.
05:00 PM
05:30 PM
Volume
0 0 0
01 0 0
0 0
212
0 0
212
25 849 0 874
Peak Factor
i
0.756
0.874
BAYVEW PLAGF,
Out In Total
E� L—�_g 0
01 01 01
Right Thru Left
L+
+
.71
th
V
7)
RIF
/6/2005 5:00:00 PM
P/20
7 cr
05 5-45:00 PM
0 Turning Movements
rr
M10
V
4 Left Thru Right
1 0j 01 641
—851
7-144 j 641i
out In Total
I BAYVIEW PLACE
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0503178
N-S Direction:
MAC ARTHUR BOULEVARD Irvine, CA. 92614
Site Code : 00000916
E-W Direction:
BISON AVENUE
Start Date : 4/14/2005
Page No : 1
Groups Printed- Turning Movements
MAC ARTHUR
MAC ARTHUR
BISON AVENUE j
BISON AVENUE
BOULEVARD
i
BOULEVARD
Westbound
Eastbound
Southbound
I Northbound
Start.Time
Right Thru
Left'
Right'^ Thru Left i Right . Thru
Left
Right
Thru Left Int. Total
. --
Facto_r_
-- -- -
1.0 1.0
1.0 - - .-
1.0 1.0! 1_0 1.0 i 1.0
- -
1.0 .
-
1.0 1,0 1.0
07:00 AM
64 461
8 ;
15 20 22 : 18 400
21 19
23 40 1111
07:15 AM
67 518
61 13 30 42! 14 506
42 ;
29 25 58 1350
07:30 AM
54 554
20 I
18 43 171 32 634
94,
30 43 68 1607
07:45 AM
79 626
12 36 42 561 63 766
91 64
57 59.... 1951
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
•'• BREAK -
04:30 PM
04:45 PM
05:00 PM
05:15 PM
05:30 PM
05:45 PM .
Total
06:00 PM
06:15 PM
Grand Total
Apprch %
Total %
264
2159
461
82 135
137
227
2306
248i
142
148
225
6019
78 560
8 19
39 68'
53 761
72'
53 42
75 1828
70 598
18 34
36 43I
67 811
601
46 58
66,
1907
69 599
16 25
45 46
47 677
631
40 49
70 1746
60 585
19;
28 48
46I
52 686
681
54 50
67 1763
277
2342�
_
61 106
168
203i
219
2935
_
2631
193
199
278
7244
81 66
564
567
25 23
43 40
50 36
65 49
39 33
531
564
1021
97 53
70 '
28 34
48 59
1629
1638
147
1131
481
83 86
1141
72 1095
199T
123
_ _
62 107
3267'
93 656
261
26 37
63 50
543
711
71 41
52 1729
89 756
44 1
28 55
56 33
513
75'
79 67
36 1831
65 781
33;
36 51
80 36
508
441
75 53
79 1841
68 832
23 21
53 88
49 604
54 64
55 .51
1962
315
3025
126 1
111
196
2871
168
2168
244 1
289
216-
218-.
7363
74 715
39 '
34 57
601
70 483
44 j
58 50
46 1730
61 755
43 23
53 98
52 428
48:
69 61
50 1741
1138
10127
3631
439
695
899
708
9415
1046!
874
736
924
27364
9.8 87.1
3.1 21.6
34.2 44.2
6.3 84.3
9.4 34.5
29.0 36.5
4.2 37.0
1.3 1.6
2.5 3.3
- 2.6
34.4 3.8 1
3.2 2.7
3.4 P"�to
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503178
Site Code : 00000916
Start Date : 4/14/2005
Page No : 2
MAC ARTHUR
I BISON AVENUE
I
MAC ARTHUR
BISON AVENUE
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
Start Time
Right Thru Left
App Right
Thru :
Left
APP' :
Right Left
Top,
Right
Thru
Left
App-
Int.
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
Volume
296 2383 54
2733 114
162
213
489
230 3015 286
3531
203
206
270
679
7432
Percent
10.8 87.2 2.0
23.3 33.1
43.6 6.5 85.4 8.1
29.9 30.3
39.8 flm
79 626 12
717 36
42 56
134
63 766 91
920
64 57
59 180
1951
volume
e
Peak Factor
107:45
0.952
High Int.
07:45 AM
AM
08:15 AM
it
07:45
AM
Volume
79 626 12
717 1 36
42 56
134
67 811 60
938 1:
64 57
59 180
Peak Factor
0.953 '
0.912
0.941
0.943
Out In Total
j 3399 2733 : 8132
I I
I
296 2383 54 I
Right Thru Left
/-j
I
I
i
I
I
a
:= t1' NI row �A �-,•
io O
h
2 zG/14/2005 7:45:00 A D�~
/14/2005 8:30:00 AM
TurningMovements — ��+ c
p�r`; o
i
I
Left Thru Right
2861 30151 230:
i 27991 3531 6330
j Out In Total
MAC ARTHUR BOULEVARD
log I!
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115 File Name : H0503178
Irvine, CA. 92614 Site Code 00000916
MAC ARTHUR
BISON AVENUE
BOULEVARD
Westbound
Southbound
Start Time
Right Thru Left
App'
� Right Thru
Left
'4pp'
Total
Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersection
05:15 PM
Volume
296 3084 139
3519 119 216
284
619
Percent
8.4 87.6 3.9
i 19.2 34.9
45.9 flm
68 832 23
9231 21 53
88 162
e
volume
Peak Factor
High Int.
05:45 PM
05:30 PM
Volume
68 832 23
923 36 51
80 167
Peak Factor
0.953
0.927
Start Date : 4/14/2005
Page No : 4
MAC ARTHUR BISON AVENUE
BOULEVARD Eastbound
Northbound
Right Thru Left : App' Right Thru Left App. Int.
Total Total Total
188 2108
217
2513
276 225
212
713 7364
7.5 83.9
8.6 38.7 31.6
29.7 49 604
54 707•
64 55
51 170 1962
0.938
05:45 PM
05:30 PM
49 604
54 707;
75 53
79 207
0.889
0.861
MAC AR I HUR BOULEVARD
Out In Total
2439 E3519 5958.
�I
296 30841 139
Right Thru Left i
i
I
i
_.
NI�J I -NIQ
C
North ---rS IJL-. N
�i^I
elMII I L
'� 2 z
I�I:r—►/14/2005 5:15:00 PM 1- MINI �+ S D
iF /14/20056:00:00PM 21-! LEI <
Dlnl NL_rn-1 Turnin Movements rxAl �c m
i
i
+-, T r
Left Thru Ri ht
217 2108 188
j
j
3644 12513 6157
Out In Total
MAC ARTHUR BO LEVARD
1 O'
MTt ,1 35
Transportation
Studies,
Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: H0503180
N-S Direction:
MAC ARTHUR BOULEVARD
Irvine, CA. 92614
Site
Code
: 00000245
E-W Direction:
SAN MIGUEL DRIVE
Start
Date
: 4/13/2005
Page No
:1
Groups Printed- Turning
Movements
_
MAC
ARTHUR
SAN MIGUEL
DRIVE
I
MAC ARTHUR
SAN MIGUEL DRIVE
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
Start Time
Right '
Thru `
Left ,i
Righ1;
Thru
Left
Right '
Thru
Left
Right
Thru
Left
Int. Total
Factor
1.0,
1.0;
1.0i
1.0!
1.01 1.0?
1.0;
_
1.0 1.0
1.0. 1.0
1.0 0700 AM
72 165
4 2
25 51 :
49 313 -
- 11
- 5
-6
8 713
07:15 AM
108
159
2 0
26 44
50 295
13 5
12 31
745
07:30 AM
221
206
1 3
55 33
70 341
13 4
13 33
993
07:45 AM
219
219
1 1
90 58
91 308
34 2
19 40
' 1082 _
Total
_
620
749
81 6
196
186
260
1257
71 16
52 912
3533
08:00 AM
196
166
16 2
83 73
83 375
26 !
6 25
54 1105
08:15 AM
221
194
2 I
2 67
35 !
45 305
28 i
10 20
62 991
08:30 AM
235
161
4 5
71 26 i
43 321
36 6
19 47
974
08:45 AM
250
207
21 5
111
38 !
51 263
46 9
35 56
1073
To{al
1902 v
728
24 I
14 ---
332
172
222 -
1264 --
136
31 99
219
4143
'" BREAK ...
04:30 PM
111
226
3 5
62 651
88 192
21 1
27 106
188
1094
04:45 PM
100
200
1 9
52 371
84 198
221
24 149
225
1101
Total
211
426
41 14
114
1021
172
390
431
51 255
413
2195
05:00 PM
99 233
1 5
42 50
75 180
15 .
34 132
216
1082
05:15 PM
91 279
6 !
8 43
41 58
177
21 43
147
214
1128
05:30 PM
83 209
0 2
23 49
50 163
12 26
114
179
910
05.45 PM
73 240
0 !
5 30
66 1
50 135
13 18
105
148_
883
total
346
961
7 20
138
2061
233
655
61 r
121
498
757
4003
06:00 PM
79 253
1 9
52 47
64 154
7 15
120
153
954
06:15 PM
61 259
0 1
30 40
58 153
18 18
98 115
851
Grand Total
2219
3376
44 64
862
7531
1009
3873
3361
252
1122
1769
15679
Apprch %
39.4 59.9
0.8 3.8
51.3 44.81
19.3 74.2
6.4 I
8.0 35.7
56.3 Total %
14.2 21.5
0.3 0.4
5.5 4.8 ;
6.4 24.7
2.1 1.6
7.2 11.3
Pa��3
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503180
Site Code : 00000245
Start Date : 4/13/2005
Page No :2
MAC ARTHUR
SAN MIGUEL DRIVE
MAC ARTHUR
SAN MIGUEL DRIVE
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
Start Time
Right . Thru Left
Right , Thru !
Aptpa�
Left I
Right
Thru Left
Aptpa'
Right
Thru
Left
App.
Int.
Toi
Total i
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
..- ------ -
-
Intersection
07:30 AM
Volume
857 785 20
1662 8 295
199
502
289
1329 101
1719
22 77
189
288
4171
Percent
51.6 47.2 1.2
1.6 58.8
39.6 16.8
77.3 5.9
7.6 26.7
65.6 flm
196 166 16
378 2 83
73 158
83 375 26
484;
6 25
54 85
1105
volume
e
Peak Factor
0.944
High Int.
07:45 AM
08:00 AM
08:00 AM
08:15 AM
Volume
219 219 1
439 2 83
73 1581
83 375 26
484
10 20
62 92
Peak Factor
0.946 i
0.794 1
0.888
0.783
Out In Total i
1526 1662 E 3 888
857 785 20
Right Thru Left I
II�
1 L-1
i
I
o �I
mI-j
I
I
_
-- 70
ca
North
4_' z
t--►
13(2005 7:30:00 AM
,_ __SIN! --i(n � C
2 ff
�I~
W2005 8:15:00 AM
�Turning
�l !NI
DID
Movements
i—L< o
L
a
1C.
I i
I
I
i
i I F+
Left Thru Ri ht
1011 13291 289
t _ ,
© 1719. 2®
Out In Total
MAC ARTHUR BOULEVARD
P ayY,
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0503180
Irvine,
CA. 92614
Site Code : 00000245
Start Date : 4/13/2005
Page No : 4
SAN MIGUEL DRIVE
MAC ARTHUR
i
i SAN MIGUEL
DRIVE
I
I
MAC ARTHUR
BOULEVARD
Westbound
BOULEVARD
Eastbound
Souhbound
Northbound
Start Time
Right Thru Left
g
A
RI ht Thru
g
Left
A
Right
g
Thru Left .
App'
.
Right
Thru
Left App. Int.
Total i
Total !
Total
Total Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1 of 1
Intersection
04:30 PM
Volume
401 938 11
1350: 27 199
193
419! 305
747 79
1131
128
534
843 1505 4405
Percent
29.7 69.5 0.8
6.4 47.5
46.1 27.0
66.0 7.0
8.5 35.5
56.0 05:15
91 279 6
3761 8 43
41 92
58 177 21
256;
43 147
214 404 1128
Volume
Peak Factor
0.976
High Int.
05:15 PM
04:30 PM
04:45 PM
05:15 PM
Volume
91 279 6
376
5 62
65 132
84 198 22
304
43 147
214 404
Peak Factor
0.898
,
0.794
0.930 j
0.931
MAC AR I HIJK BOULEVARD
Out In Total
1617 1350 2967
I
I 401 938 11
Right Thru Left
j + 1 L+
m
-10
--
°°
North
c�'
, AIL--►
/13/20054:30:00PM
1-- �I ,..._i�lS
C
113/2005 5:15:00 PM j
° `�
r
mi
q 'IW
O.
�Nlt
• - �! o�-
!Turning Movements ---� -
---I�--�:�
i !wl
z
�'-��
hI�
i
!
i
I
I Left Thru Ri ht
791 747 305
I
I
1258 1131i 2380
I Out In Total
M ARTH R BOULEVARD I
`/l A-
Transportation Studies,
Inc.
1350 Reynolds Avenue
City: NEWPORT
BEACH
Suite 115
File Name
: H0503179
N-S Direction: MAC ARTHUR BOULEVARD
Irvine, CA. 92614
Site Code
: 00003874
E-W Direction: FORD / BONITA CANYON
Start Date
: 4/13/2005
Page No
: 1
Groups Printed- Turning
Movements
MAC
ARTHUR
_
BONITA
CANYON
MAC ARTHUR
_
FORD
ROAD
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
j
Northbound
Start Time -
Ri ht •
Thru I
Left
Ri ht
Thru Left
Right
' Thru
Left'-'-ki6ht
Thru Left
Int. Total
Factor
1.0 i
1.0 1:0
1.0 1.0
1.0 i 1.0
1.0 1.0
1.0 ;
1.0 ; 1.0
_
07:00 AM
6 421
190
192
74 85
40 351
101
9 _
40 2
1420
07:15 AM
4 412
174
204
85 101 ;
45 373
11 j
7 35 12
1463
07:30 AM
3 416
122 ,
248
65 111
65 435
15 i
9 65 22
1576
07:45 AM
5 541
151
295
75 126 ,
52 493
19 34
122 24
1937
total
'18
1790
637j
939
299 423
202
_
1652
55 _
59 262 60
6396
08:00 AM
2 519
192
398
98 126
50 588
21 30
114 7
2145
08:15 AM
5 436
173
360
95 118
35 590
19 j
26 55 8
1920
08:30 AM
8 525
198
261
78 110
35 420
89 (
22 42 11
1799
08:4.5 AM
1 465
180
266
71 125
27 475
121
14 61 17
1714
Total
16 1945
743
1285
342 479
147
2073
141
272 43
7578
- BREAK **'
04:30 PM
04.45 P
17 100
369
442
231
315
169
178
74 40
521
46 109
114
497
508
16 21
6 15
93 112
8 6
1641
1807
811
347
114
981
223
1005
37 21
205
14 3448
.05:00 PM
12 554
344 I
164
59 42 ;
112
469
18,
18 175
15 1982
05:15 PM
6 558
402
200
52 41
159
513
18;
14 114
11. 2088
05:30 PM
3 557
345
156
66 57
146
470
12 ;
19 136
7 1974
05_45 PM
5 533
339
148
52 61
150
419
121
14 186
14 1933
Total
26 2202
1430
668
229
201
567
1871
60i
65 611
47 7977
06:00 PM
5 554
3031
133
64 53
133
418
161
14 142
10 1845
06:15 PM
7 531
337
140
55 51 I
124
378
10 j
12 ill
12 1768
Grand Total
99 7833
3996
3512
1103
1305I
1396
7397
319
263
1603
186
29012
Apprch %
0.8 65.7
33.5 ,
59.3 18.6
22.0 15.3
81.2 3.5 '
12.8 78.1
9.1 Total %
0.3 27.0
13.8 !
12.1 3.8
4.5 4.8
25.5 1.1
0.9 5.5
0.6 Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503179
Site Code : 00003874
Start Date : 4/13/2005
Page No : 2
MAC ARTHUR
! BONITA
CANYON
MAC ARTHUR
FORD ROAD
BOULEVARD
Westbound
BOULEVARD
Eastbound
Southbound
Northbound
---
Start Time Right Thru Left
A PP•
Right Thru
I
Left
APP•
Right
Thru Left I
----
APal Right Thru
-- -...
Left
---•--. _...
App.
.---
Int.
!
Total �
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45AM
Volume
20 2021 714
2755 i 1314 346
480
21401
172
2091 148
2411 112 333
50 495
7801
Percent
0.7 73.4 25.9
61.4 16.2
22.4 i
7.1 86.7 6.1
22.6 67,3
10.1 08:00
2 519 192
713; 398 - 98
126
6221
50 588 21
659 30 114
7 151
2145
Volume
Peak Factor
!
0.909
High Int.
08:30 AM
08:00 AM
08:00
AM
07:45 AM
Volume
8 525 198
731 398 98
126
622
50 588 21
6591 34 122
24 180
Peak Factor
0.942
0.860
0.915
0.688
Out In Total
3455 27�55 6210
20 20211 714
! Ri Thru Left
Ight
I
Tylol
-
H�!
—
h r
O
A IT
-
North
� �� fD.
Cq
+AI Z
o c � —I
� L --+
r
/13/2005 7:45:00 AM
4/13/2005 8:30:00 AM
1---2
IwlI �_o Z
IQ_I
OI '
�c
o�
Turning Movements
<
Z
—
i
i
L—
i
i
i
I
Left Ttuu Right
1481 20911 172
i
2613 2411 5024
Out In Total
MA ARTHUR BOULEVARD
Pa���
Transportation
1350 Reynolds Avenue
Suite 115
File Name H0503179
Irvine,
CA. yuo*
Site Code 00003874
Start Date 4/13/2005
Page No 4
MAC 7uRT7HUR-------'----��--����----r
oOm|n\oAwYOw
---
—
FORD
ROAD
--''—'—'
BOULEVARD
WestboundEastbound
�o
� BOULEVARD
Start Time
----'
n�m Th �e�
_I
'�~ Right Th
�nn
Tmu
Lou App /nt
Total
Total ,���--
--
Total Total
Peak Hour pmmu4:3onwtoon:1nPw'
Peak 1o«1
Intersection
on:ooPm
|
�
Volume
uo uzoc 1430
onno
sou uun
201
1898 oor 1871 em
2498|
oo
611
47 rzn rorr
Percent
0.7 60.2 39.1
60.8 zoy
18.3 227 r4a 2�
|
9.0 B^�
6.5 � nn�1S
o oou 402
e6s|
uoo sz
41 �83
1oo o�n 18
oao
14 114
11 139 uoaa
Volume.
Peak Factor
0.955
*igm|rt.
Volume
05:15Pm
o nna 402
'05:15pM
ono uoo
2SG
0�1opm
518
690
Ve�oPm
14 1e6
14 214
! ou
4�
| 1:9 18
�
Peak Factor
0.947 /
uau7|
o.00a
0.846
out In Total
th
�Turning
co
Movernerft
Left Thr RI ht
OLd In Total
BDLJLFVARD
. ~.*
�����
Transportation Studies, Inc.
1350 Reynolds Avenue
,ST - 305
City: NEWPORT BEACH Suite 115 File Name : H0503182
N-S Direction: SAN JOAQUIN HILLS ROAD Irvine, CA. 92614 Site Code : 00000975 E-W Direction: SAN MIGUEL DRIVE Start Date : 4/6/2005
Page No : 1
Groups Printed- Turning Movements
SAN JOAQUIN HILLS I SAN JOAQUIN HILLS
ROAD ?c6 SAN MIGUELROADROAD SAN MIGUEL DRIVE
Start Time
Right
Thru !
Left I
Right
Thru
Left j
Right !
Thru
Left Right
Thru
Left
Int. Total
--
Factor ;
1.0 !
1.0 I
1.0 1
1.0 1
1.01 1.0 ,
1.0 1
1.0 1
-
1.0 :
1.0 ;
------
1.0 1.0
07:00 AM
4 87
361
26 45
51 15
85 14 j
2 _
62 2
383
07:15 AM
3 86
19 20
51 11 '
8 78
13 1
3 49
0 341
07:30 AM
4 123
21 22
65 7 I
3 197
25 17
82 1
567
67:45 AM
3 86
45 48
88 151
13 177
41 °
16 69
0 _
601
Total
14 382
121 I
116
249
38 i
39 537
93 :
_ _
38 _
262
3 1892
08:00 AM
6 84
26 41
81 171
11 230
30 23
64 0
613
08:15 AM
4 96
22 35
78 13
11 173
50 !
19 54
1 556
08:30 AM
11 83
26 34
79 20 I
15 169
34 22
58 1
552
08:45 AM
4 114
38 25
87 121
18 161
58 ;
14 45
0 576
Total
_
25 _
377
112
135
325
62 55
733
_
172'
78 221
2 2297
BREAK """
04:30 PM
04:45 PM
2 3
121
168
34 62
22 29
59 51
151
15 j
8 13
106
115
621
43 50
53 162
131
9 4
650
687
Total
5 289
96 51
110
30 21
221
105,
103
293
13 1337.
05:00 PM
2 183
89 26
33 261
7 121
34 i
57 110
0 688
05:15 PM
4 184
133 I
19 39
31 i
9 85
38 73
127
0 742
05:30 PM
6 133
120
16 57
28 7
114
42 74
98 1
696
05:45 PM
6 210
101 1
27 47
27 19
107
30 52
78 1
705
Total
18 _ __
710
443
88 176
1121
42 427
1447
256
413
2 2831
06:00 PM
2 178
86 22
59 22
13 96
431
47 114
0 682
06:15 PM
2 118
71 25
69 11
10 110
62 41
82 2
603
Grand Total
66 2054
929
437
988
275
180
2124
619
563
1385
22 9642
Apprch %
2.2 67.4
30.5 25.7
58.1 16.2
6.2 72.7
21.2 !
28.6 70.3
1.1 Total %
0.7 21.3
9.61 4.5
10.2 2.91
1,9
22.0 6.4 '
.5.8
14.4 0.2
f.-29'?
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503182
Site Code : 00000975
Start Date : 4/6/2005
Page No : 2
SAN JOAQUIN HILLS
SAN MIGUEL DRIVE
SAN JOAQUIN HILLS
SAN MIGUEL DRIVE
Westbound
I
Eastbound
SoROhADund
NoROADund
Start Time
Right ; Thru . Left ,
pp•
Right j Thru
Left
'�'pp'
Right Thru Left
p'pp' '
Right ' Thru
Left
App.
Int.
.
Total
Total
Total
^ _;
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:30 AM
Volume
17 389 114
520 I
146 312
52 5101
38 777 146
961
75 269
2 346
2337
Percent
3.3 74.8 21.9
128.6
61.2 10.2
4.0 80.9 15.2
21.7 77.7
0.6 6 84 26
1161
41 81
17 139
11 230 30
271
23 64
0 87
613
Volume
Peak Factor
0.953
High Int.
07:30 AM
07:45 AM
08:00 AM
'07:30
AM
Volume
4 123 21
1481
48 88
15 151
11 230 30
271
17 82
1 100
Peak Factor
0.878
0.844
0.887 !
0.865
Out In Total
925 F 52 11445
171 389 114
Rilght Thru Left
.61
�; 1
Nr
+ �^
,—
j0 D
v
—,
— N�H— ►
/6/2005 7:30:00 AM
1-' ICI
V,;o
_
/6/2005 8:15:DD AM
rn
N
Oa
1n =
iTuming Movements
= SIN
.��
-
--CD
----
— — --
--
I
I I
Left RI ht
146 777 38
516 961 1477
Out In Total
i
AN JOAQUIN HILLS ROAD
n
F 3 0 0
9 Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503182
Site Code : 00000975
Start Date : 4/6/2005
Page No : 3
SAN JOAQUIN HILLS SAN MIGUEL DRIVE
SAN JOAQUIN HILLS
SAN MIGUEL DRIVE
Dnd
Westbound
Eastbound
SoROuthb
NorRthOboDundApp
Start Time
Right Thru Left
Right Thru
Left
' Right I Thru Left
Right
Thru -
Left
Total
Tota
Total
Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
—
Intersection
05:00 PM
Volume
18 710 443
1171
88 176
112
376
42 427 144
613
256
413
2 671
Percent
1.5 60.6 37.8
23.4 46.8
29.8 !
6.9 69.7 23.5
38.2 61.5
0.3 05:15
4 184 133
321i
19 39
31 89
9 85 38
132
73 127
0 200
Volume
Peak Factor
High Int.
05:15 PM
05:30 PM
05:30 PM
05:15 PM
Volume
4 184 133
321 16 57
28 101
7 114 42
163 1
73 127
0 200
Peak Factor
6.9121
0.931
0.940
0.839
SAN JUAUUIN HILLS ROAD
Out In Total
F-5171 F 1-17-11 [_1
Y
I
18 710 443
I
Right Thru Left
0 O
1 ;5
�No�
�—i
J»
rJ
„
z
JU _51 I ! 2
/8/20055:00:00PM
t
1---2 !-..I�I�
r1
c
/6/2005 5:45:00 PM
ml
Im: r
a 51�' N °'
p,i
iTurning Movements J
�'�
-I <
r►
Left Thru Right
1441 4271 42
1078] 613 1691
I
Out In Total
I
ISAN JOAQUIN HILLS ROAD
i
In
Int.
Total
2831
742
0.954
ST5n 6
Transportation Studies,
Inc.
1350 Reynolds Avenue
City: NEWPORT
BEACH
Suite 115
File Name : H0503183
N-S Direction: SANTA CRUZ DRIVE
Irvine, CA.
92614
Site Code : 00000975
E-W Direction: SAN
JOAQUIN HILLS ROAD
Start Date : 4/5/2005
Page No : 1
Groups
Printed- Turning Movements
SANTA CRUZ DRIVE
SAN JOAQUIN
HILLS
SANTA CRUZ DRIVE
SAN JOAQUIN HILLS
Southbound
Northbound
ROAD
Westtbouund
Eastbound
Start Time i
Right
I Thru
Left
Right
I Thru Left
Right i '
Thru
Left ___Right
Thru Left Int. Total
'
_
Factor i
1.01 1.01
1.01 1.01
1.01 1.01
1.01 1.0
1.0 1107
1 A _ 1.0
07:00 AM
8 2
3 4
32 10!
5 0
91 32
94 2-201
07:15 AM
7 1
3 5
53 29
3 0
171
45 103 2 268
07:30 AM
9 4
5 2
70 38
2 0
10 I
45 104 0 289
07:45 AM
4 1
1 4
80 74
: 3
1 10:
61 132 2 373
Total �
28-
--
8 -
12 15
- �---
235 151
; 13
-- -- 1 ----46
'
183
433 6 1131
08:00 AM
18 1
4 1 2
47 46
6 1
13 51
101 2 292
08:15 AM
8 2
1 2
42 79
9 0
171,
54 116 0 330
08:30 AM
8 1
3 6
45 37
5 0
251
56 111 0 297
08:45 AM
8 0
1 0
79 31
9 1
161
38 78 2 263
Total
42 4
9 1 10
213 193
29 2
71 1
199
406 4 1182
`.. BREAK -
04:30 PM
13 04:45 PM
10 23
05:00 PM
9 05:15 PM
9 .05:30 PM
19 05:45 PM
12 - Total
49 06:00 PM
12 06:15 PM
8 Grand Total
162
Apprch %
65.9 Total %
3.0 1 5 4 85 18
0 9 7 98 6
2 4 7 90 9
3 6 12 101 11
6 241
1 4
1 3
23 61
9.3 24.8 !
0.4 1.1 j
5 55
4 4
96 21
73 1145
433
4.4 69.4
26.2 1.4
21.3 8.1
F3C-1-
6 4 5
2 _3 5 80 15 I 37 5 76 i 58 82 3 382
3 9 9 172 20 27 4 68` _ 39 - 64 _ 12 329
29 64 9 144! 97 146 15 711
13 430
0 401
19 383
9 471
41 1685
33 3
951
46 30
5 92 '
38 21
7 69
30 21
5 60
53 105
20 316:
_
167
22 8
67 32
15 1
52 32
248
41 696I
710
25.2 4.2
70.7 28.5
4.6 0.8
12.9 !
13.2 118
107
106
178
509
105
103
1702
68.2 31.7
9 324
7 343
82 5376
3.3 1.5
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503183
Site Code : 00000975
Start Date : 4/5/2005
Page No :2
SANTA CRUZ DRIVE
SAN JOAQUIN HILLS
SANTA CRUZ DRIVE
SAN JOAQUIN HILLS
Southbound
Northbound
ROAD
WesOtboDund
Eastbound
Start Time i Right Thru Left
Right
•Thru
Left
Right Thru
Left
_
Right Thru Left
App.
Int.
I
Total
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
Volume
38 5 9
52 I
14 214 236
464
23 2
65 90
222 460 4
686
1292
Percent
73.1 9.6 17.3
3.0 46.1 50.9
25.6 2.2
72.2 32.4 67.1 0.6
07:45
4 1 1
6 '
4 80 74
158
3 1
10 14
61 132 2
195
373
Volume
Peak Factor
0.866
High Int.
08:00 AM
07:45 AM
08:30 AM
07:45 AM
Volume
18 1 4
23 4
80 74
158
5 0
25 30 !
61 132 2
195
Peak Factor
0.565
0.734
0.750 j
0.879
Out In Total
20 7=2
38 1 5 9
Right Thru Lek
i 1-J
I
I
__
—i i'Jsj_
NOnh
?
.NI
�AI
D
clm
1 IQc—►
~
4/5/2005 7:45:00 AM
4/5/2005 8:30:00 AM
4--� N i
2 al
N
I
_
r
p
n—
�IrY 1
Turning Movements
—
- ..�Iur
I �� o
—
IN ff
�—
I
I
i
+, T F+
Left Thru Right
651 21 23
463 90 553
j
Out In Total
SANTA CRUZ DRIVE
r.34).3
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115 File Name : H0503183
Irvine, CA. 92614 Site Code : 00000975
Start Date : 4/5/2005
Page No : 3
SANTA CRUZ DRIVE SAN JOAQUIN HILLS SANTA CRUZ DRIVE SAN JOAQUIN HILLS D ROAD
Southbound Westtbouund Northbound Eastbound
Start Time
Right : Thru •
Left ;
Total I Right �
Thru
Left
Toptai I Right Thru i
Left :
Right
Thru
Left
App.
Int.
I
ToPta'
Total
Total
Peak Hour From 04:30 PM to 06:15 PM
- Peak 1 of 1
Intersection
05:00 PM
Volume
49 6
24 79
30 374
44 4481 105 20
316
441
167
509
41 717
1685
Percent
62.0 7.6
30.4 6.7
83.5 9.8
i 23.8 4.5
71.7 23.3
71.0 5.7
flm
12 3
6 21' 12
101
11 124! 21 5
60 86
53 178
9 240
471
volume
e
Peak Factor
High Int. 05:30 PM
Volume 19 2 4
Peak Factor
i
05:45 PM 05:00 PM 05:45 PM
25; 12 101 11 124i 33 3 95 131 53 178
0.790 1 0.903 , 0.842 ,
SANTA CRUZ URIVF
Out In Total
91,1 79 1 170
1 49 6 24
Right Thru Left
f-J i L♦
I
■ _and
—
,J _ .
North
D
-'
o19 4
11�—
/5/2005 5:00:00 PM
/5/2005 5:45:00 PM
1-- --s w-a;
2 a 1
z
� i =
S--
oin,
L
TurningMovements
x AJ
L
z
!oi-i
--
I �
I
m; g
i
11 Left Thru Right
3161 201 105
I
217 441 658
Out In Total
SANTA CRUZ DRIVE
F3oq-
9 240
0.747
0.894
So-
`"° 5
Transportation
Studies,
Inc.
"'
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name :
H0503184
N-S Direction:
SANTA ROSA
DRIVE
Irvine,
CA. 92614
Site Code :
00000975
E-W Direction:
SAN JOAQUIN HILLS ROAD
Start Date :
4/6/2005
Page No :
1 Groups Printed- Turning
Movements
SANTA ROSA DRIVE
SAN JOAQUIN HILLS
I SANTA ROSA DRIVE
SAN JOAQUIN HILLS
Southbound
ADnd
Northbound
Wes
Eastbound
Start TFr a
Right
Thru 1
Left! Right
Thru
Left!
Right ,
Thru
Left R
Right Thru
Left
Int. Total
Factor
1.0 1.0;
1.0 ; 1.0
1.0 1
1.0 1.0 j
1.0 1.0 :
1.0 1.0
1.0 07:00 AM
2 0
51 17
18 73
15 3
4 2
47 21
207
07:15 AM
5 1
10 j 19
60 81
13 4
5 6
51 17
272
07:30 AM
2 0
15 14
86 78
11 1
3 1
8 64
10 292
07:45 AM
5 5
20 16
106
1571
10 6
11 19
75 14
444
Tofal'
14 6
50 , 66
270
389 i
49 14
23 35
237
62 1215
08:00 AM
5 4
7 14
77 981
12 3
10 16
73 15
334
08:15 AM
9 6
11 6
106
77 15
1 12'
0 49
15 307
08:30 AM
11 1
26 16
91 64
23 0
131
4 43
11 303
08:45 AM
8 3
28 22
94 121
17 1
161
11 58
14 393
Total
33 14
72 58
368
360
67 5
51 31
223
55 1337
... BREAK
04:30 PM
11 3
23 11
16 43
94 80
9 351
15 99
7 435
04:45 PM
14 5
30 j
35 50
50 102
3 25
6 145
14 479
Total
25 8
531
51 93
144 i
182
12 _
60-
21 244
21 914
05:00 PM
7 1
9 16
44 70
122
8 551
11 147
5 495
05:15 PM
16 2
20 10
37 79
92 8
41 24
137
9 475
05:30 PM
12 2
10 8
59 79
78 1
55 22
146
5 477
05:45 PM
8 _ 1
11 21
61 91
102
6 38
34 135
12 i
520
Total
43 6
50 55
201
319
394
23 189
91 565
31 1967
06:00 PM
6 1
151
22 58
83 i
99 1
34 ;
33 117
17 486
06:15 PM
9 5
13 1
15 35
107 1
77 5
28 i
30 90
16 430
Grand Total
130
40 2531
267
1025
14021
868
60 385
241
1476
202
6349
Apprch %
30.7 9.5
59.8 9.9
38.0 52.0
66.1 4.6
29.3 12.6
76.9 10.5
Total %
2.0 0.6
4.0 4.2
16.1 22.1
13.7 0.9
6.1 3.8
23.2 3.2
F23v5
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503184
Site Code : 00000975
Start Date : 4/6/2005
Page No : 2
--
SANTA ROSA DRIVE
SAN JOAQUIN HILLS--7
SANTA ROSA DRIVE
SAN JOAQUIN HILLS
Southbound
Northbound
Westbound
Eastbound
Start Time
Right. . Thru Left
9 App' i Right: Thru Left
Total
Total
-
j Right Thru !
Left
--------
ToPal
Right
....-.-.._. -
Thru Left
p
Total
Int.
Total
--- ---- —J
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
--------
---- -
.... _...... „
_ ...
Intersection
07:45 AM
Volume
30 16 64
110 52 380 396
828
60 10
46 116
39 240 55
334
1388
Percent
27.3 14.5 58.2
6.3 45.9 47.8
51.7 8.6
39.7 11.7
71.9 16.5
07:45
5 5 20
30I 16 106 157
279
10 6
11 27:
19 75 14
108
444
Volume
Peak Factor
0.782
High Int.
08:30 AM
07:45 AM
08:30 AM
07:45 AM
Volume
11 1 26
38 16 106 157
279
23 0
13 36 €
19 75 14
108
Peak Factor
0.724 1
0.742
0.806 1
0.773
MANTA
Out In Total
117 1 110 1 227
I
i
7i3-0-F 161 64 I
Right Thru Left
4 O
n
r J �N%
_ _
North SIN:
z
A
c M N.2c—/
/6/20057:45:00 AM /—=
~ /6/2005 8:30:00 AM 20
a
W ml5 Z
w =
rnZ
SO "
- Turning Movements
w ri crn
F
T
F+ I
Left
Thru
Right
461
101
60 5511 :
116!
r 5671.
i Out
In
Total i
I SANTA ROSA DRIVE i
P364
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0503184
Irvine, CA.
92614
Site Code : 00000975
Start Date : 4/6/2005
Page No : 3
SANTA ROSA DRIVE
I
7— SANTA ROSA DRIVE
SAN JOAQUIN HILLS
SAN JOAQUIN HILLS
Southbound
I
Northbound
Westbound
EastbouDnd
----
Start Time
Right i Thru
App
ht I
Thru
Left
App'
Right
Thru � Left i
PP
. A Int.
Right I Thru Left
Total
of
Total
_L_------
Total
_- Total Total
Peak Hour From 04:30 PM to 06:1b PM -Peak
1 1
Intersection
05:00 PM
!
Volume
43 6 50
99 i
55 201 319
5751
394
23 189
606
91 565 31 . 687 1967
Percent
43.4 6.1 50.5
9.6 35.0 55.5
65.0 3.8 31.2
13.2 82.2 4.5
05:45
8 1 11
20 .'
21 61 91
173
102
6 38
146
34 135 12 181 520
Volume
Peak Factor
0.946
High Int.
05:15 PM
05:45 PM
05:00 PM
05:45 PM
Volume
16 2 20
38 21
61 91
173
122
8 55
185 ,
34 135 12 181
Peak Factor
0.651
0.831
0.819
0.949
Out In Total
109 991 208
I
431 61 50
i
Right Thru Left
I
4-I L+
I
i
i
I
I
I
N
o.—. i�J
i
1 i
_..
North
_..SIN..
N;
,w
➢
s�m �12
_
--
1'00' 5:00:00 PM I
1 IN;
N S
i !
5120055:45:.0PM 1
�,T�urnlngMovements
2 �1
�,�r
ovl `I 1
JJ J
x
I� i�
d o
Left Thru Ri ht
I1 1891 231 394
i
606 1022
Out In Total
ANTA ROSA DRIVE
P3G?
Transportation Studies, Inc. C 44 (oB l V
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name : H0503170
N-S Direction: POPPY AVENUE Irvine, CA. 92614 Site Code : 00000918 E-W Direction: PACIFIC COAST HIGHWAY Start Date : 4/5/2005 Page No : 1
Groups Printed- Turnina Movements
POPPY AVENUE
PACIFIC COAST
I POPPY AVENUE
PACIFIC COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
Eastbound
Start Time i
Right 1
Thru
Leftj
Right
I Thru
I
Leftj
Right
I Thru 1
Left
Right i Thru i
Left .
Int. Total
Factor
1.0:
1.01 1.01
1.01 1.01
1.01 1.01
1.0 1.0
1.0 '_ 1.0: _
1.0 _
07:00 AM
2 3
81 2
323
41 2
2 2
1 206
5 566
07:15 AM
3 2
71 5
420
21 4
3 2
5 243
1 697
07:30 AM
2 2
12 • 2
513
1 0
2 3;
3 256
3 799
07:45 AM
4 1
4!
4 384
1 1
0 4
2 j 5 231
2 642
-Total
- 11 --
8 31 13
1640
81 6
11 9; 14-- 936
11 2698
08:00 AM
2 1
19 5
499
3 3
2 7
6 263
2. 812
08:15 AM
5 2
13 3
415
4 5
2 5
I 5 260
2;
721
08:30 AM
4 2
9 5
484
3 2
1 5
4 299
4 822
08:45 AM
_ 1
2 12
0 523
01 3
1 91
5 263
1 •'
820
Total
12 7
531
13 1921
10 13
6 26
20 1085
9:.
3175
*** BREAK ***
04:30 PM
5 1
19 8
371
2 10
2 31
0 485
5'
911
04:45 PM
10 6
15 5
341
2 9
3 61
5 480
4 886
Total
15 7
34 1 13
712
41 19
5 9 i 5 965
9^
17W
05:00 PM
11 2
15 7
328
3 11
5 2
6 520
4 914
05:15 PM
15 1
17 I 6
359
1 3
4 12
8 572
6 1004
05:30 PM
14 1
161
5 401
6 9
5 4
7 446
5:
919
05:45 PM
12 3
191
8 324
5 4
6_
7 5 318
4 715
Total
52 7
671
26 .1412
15 27
20 251
26 1856
19 3552
06:00 PM
14 1
11 7
242
1 6
5 31
6 357
2 655
06:15 PM
11 0
16 5
353
21 4
7 14
7 477
4 900
Grand Total
115
30 212
77 6280
40I
75 54
86 78 5676
54 12777
Apprch %
32.2 8.4
59.4 1.2
98.2 0.6
34.9 25.1
40.0 1.3 97.7
0.9 Total %
0.9 0.2
1.7 0.6
49.2 0.3
0.6 0.4
0.7 0.6 44.4
0.4 f308'
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name
: H0503170
Irvine, CA. 92614
Site Code
: 00000918
Start Date
: 4/5/2005
Page No
:2
POPPYAVENUE
PACIFIC COAST I
POPPYAVENUE
PACIFIC COAST
Southbound
HIGHWAY
'
Northbound
HIGHWAY
Westbound
I
Eastbound
Start Time::
Right Thru Left 1
App'
Right
Thru
! Left
App.
Right
Thru I
I
Left
App'
Right Thru Left
I
_
App
Int.
I
Total
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
08:00 AM
I
Volume
12 7 53
72 13
1921 10
1944 1
13 6
26 45 1
20 1085 9
1114
3175
Percent
16.7 9.7 73.6
0.7 98.8 0.5
28.9 13.3
57.8 1.8 97.4 0.8
08:30
4 2 9
151
5 484 3
492
2 1
5 8I
4 299 4
307
822
Volume
Peak Factor
0.966
High Int.
08:00 AM
08:45 AM
08:45
AM
108:30
AM
Volume
2 1 19
22 0
523 0
523
3 1
9 13
4 299 4
307
Peak Factor
0.818
0.929
0.865
0.907
HUPPY
AVENUI
out In Total
28 72 10011 j
I
12 7 53
Rilght Thru Left
I
n _
- I O
North
w
—0 /5/2005 8:00 00 AM / �0I5 D
- L.~ /5/20058:45:00AM
ol..
,1 5Im �Nl9-� Turning Movements r—W ��
00 I� o 0 0
i
47Tr
Left Thru Ri ht
261 61 13
I
37 45 82
Out In Total l
POPPYAVENUE I
P3vj
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115 File Name : H0503170
Irvine, CA. 92614 Site Code : 00000918
Start Date : 4/5/2005
Page No :3
POPPY AVENUE PACIFIC COAST
POPPY AVENUE PACIFIC COAST
Southbound
HIGHWAY
Northbound
HIGHWAY
Westbound
; Eastbound
Start Time ; Right Thru ; Left i
App' I Right
Total
Thru
Left
App• Right Thru I
Total I
Left I
App. Right Thru ; Left
Total
App.
Total
Int.
Total
Peak Hour From 04:00 PM to 06:15 PM - Peak 1 of 1
Intersection
04:45 PM
j
I
Volume
50 10 63
1231 23
1429 12
1464
32 17
24 73i 26 2018 19
2063
3723
Percent
40.7 8.1 51.2
1.6 97.6 0.8
43.8 23.3
32.9 1.3 97.8 0.9
05:15
15 1 17
33 6
359 1
3661,
3 4
12 19 8 572 6
586
1004
Volume
Peak Factor
0.927
High Int.
05:15 PM
05:30 PM
05:15 PM
i 05:15 PM
Volume
15 1 17
33 5
401 6
412
3 4
12 19 8 572 6
586
Peak Factor
0.932
0.888
0.961
0.880
I
Out P0PPY,AVk--NUb
Total
59 3 182
I
I
50T 101 63
i
Right Thru Left
j
for
o��;
--
D
Pl= J
North
�i
rro
IWio
^ w
/512005 4:45:00 PM
1— N
F
/5/2005 5:30:00 PM
+oa
Turning Movements
�
Wj� =
I
Left Thru Ri ht
241 171 32
73 221
Out In Total
PPY AVENUE
F 31,0
Transportation Studies, Inc.
/ v t�/ 3! o
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0503186
N-S Direction: NEWPORT BOULEVARD
Irvine, CA. 92614
Site Code : 00000918
E-W Direction: 32ND STREET
Start Date : 4/6/2005
Page No : 1
Groups Printed- Turning
Movements
NEWPORT BOULEVARD
32ND STREET
NEWPORT BOULEVARD
_
32ND STREET
Southbound
Westbound
Northbound
Eastbound
Start Time
Right l
Thru
Left
Right j
Thru
Left
.
Right I
Thru
Left
Right
Thru Left Int. Total
Factor
1.0 1.0
1.01 1.0
1.0 1.01
1.0 1.0
I
1.01 1.0 I
1.0 _ 1,0
07:00 AM
20 105
31 4
6 2
0 164
3 I
1 6 53
367
07:15 AM
8 130
91 6
3 1
0 200
2 2
2 79
442
07:30 AM
23 137
181
17 11 7
4 232
5 3
7 74.
538
07:45 AM
14 162
13 8
3 2
1 249
3 3
6 71
535
Total
65 _
534
43 ;
35 23 12
5 845
13 ,
9 21 277
1882
08:00 AM
29 138
10 i
7 11 01
0 210
51 3
4 69
486
08:15 AM
31 152
151
10 7 21
0 200
4 i
3 14 75
513
08:30 AM
20 238
10 4
6 21
6 211
6 3
18 84
608
08:45 AM
27 186
17 4
9 3
5 261
7 I
4 16 67
606
Total
107
714
52 25
33 7
j
11 __
882
221
13 52 295 '
2213
"' BREAK "`
04:30 PM
34 351
21 13
15 4
0 235
6 9
8 54
750
04:45 PM
36 314
19 11
13 2
2 249
9 6
4 34::
699
Total
70 665
401 24
28 6
2 484
151
15 12
88:
1449
05:00 PM
34 289
11 1 11
35 1
4 195
121
1 11
54 658
05:15 PM
69 300
26 13
5 3
1 244
15 '
2 11
44 733
05:30 PM
71 477
18,
13 16
4 0
254
21 3
0 47
924
05:45 PM
66 397
16 7
7 8
1 231
10:
5 5
57 810
Total
240
1463
71 1 44
63 161
6 924
581
_
11 27
_
202
3125
06:00 PM
68 507
22 6
6 6
0 283
9 6
2 43 !
958
06:15 PM
39 451
17 9
8 4
6 239
5 4
1 46,
829
Grand Total
589
4334
245
143
161
51 30
3657
122
58 115
951
10456
Apprch %
11.4 83.9
4.7 40.3
45.4 14.4
0.8 96.0
3.2 5.2
10.2 84.6
Total %
5.6 41.4
2.3 1.4
1.5 0.5 :
0.3 35.0
1.21 0.6
1.1 9.1
Parr
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503186
Site Code : 00000918
Start Date : 4/6/2005
Page No : 2
IS WPORT BOULEVARD ;
32ND STREET
NEWPORT BOULEVARD
32ND STREET
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru I Left i
App.
Right '
Thru
Left
App'
Right
Thru ':
Left i
_
App' ` Right
Thru
App. L
Int.
I
Total
Total
Total i
,
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
—Left _
Intersection
08:00 AM
Volume
107 714 52
873
25 33
7 65
11 882
22 915!
13 52
295
360
2213
Percent
12.3 81.8 6.0
38.5 50.8
10.8 1.2
96.4 2.4
1 3.6
14.4 81.9
08:30
20 238 10
i
268;
4 6
2 12
6 211
6 223 3
18 84
105
608
Volume
Peak Factor
0.910
High Int.
08:30 AM
08:15 AM
08:45 AM
; 08:30
AM
Volume
20 238 10
268 j
10 7
2 191
5 261
7 273 3
18 84
105
Peak Factor
0.814
0.855
0.838 '
0.857
NEWFOR] BOULEVARD
Out In Total
1202 873 2 775
1071 7141 52
RIgM Thru Left I
I
N -
olNn. �O
im- t I t
—1NJJ North TKO INI� W
T N
Z
c 1 IN 2 _ ...!
6I2005 8:00:00 AM /— s
O J ~ 02005 8:45:00 AM 1 2
N N 1 L
Turning Movements
J o �. ^JI ODI6r
L—
I
I
I I
I +- I?
Left Thru might
221 8821 11
734 915, 716479
Out In Total
NWP RT BOULEVARD
P'�«
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
NEWPORT BOULEVARD ! 32ND STREET
_ South_bound_ _ Westbound
Start Time Right Thru Left : TAota' ; Right `• Thru i Left T Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersection
05:30 PM
Volume
244 1832
73 2149 i
35 37
22 94
Percent
11.4 85.2
3.4 37.2 39.4
23.4 06:00
68 507
22 597I
6 6
6 18
Volume
Peak Factor
High Int.
06:00 PM
05:30 PM
Volume
68 507
22 597
13 16
4 33
Peak Factor
0.900
0.712
File Name : H0503186
Site Code : 00000918
Start Date : 4/6/2005
Page No : 3
NEWPORT BOULEVARD
32ND STREET
Northbound
Eastbound
Right ` Thru :
Left
Toptpa-
Right
: Thru
Left
App.
Int.
Total
Total
7 1007
45 1059i
18 8
193
219
3521
0.7 95.1
4.2 8.2
3.7 88.1
0 283
9 292
6 2
43 51
958
0.919
36:00 PM
05:45
PM
0 283
9 2921
5 5
57 67
0.907
0.817
Out In Total
1235 2149 3384
I
2441 1832 73'
Right Thru Left~ y
io
A J IO�i. I I mlR.
�J North Im N
_ N
CII 1 Ieo
N
— l t—� /6/2005 5:30:00 PM
J� ~ /6/2005 6:15:00 PM 2 �Aell
w plN Tumirig Movements rC, NI J o
J
1 ;N;
I
+, T
Left Thru Ri ht I
45 10071 7
i
I
18F2 1059 2931
Out In Total
NEWPORT B LEVARD
P313
Transportation
Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0503185
N-S Direction: NEWPORT BOULEVARD
Irvine, CA. 92614
Site Code : 00000924
E-W Direction:
VIA LIDO
Start Date : 4/5/2005
Page No :1
Groups
Printed- Tur ing
Movements
_
NEWPORT BOULEVARD
VIA LIDO
NEWPORT BOULEVARD
VIA LIDO
Southbound
I
Westbound
Northbound
Eastbound
Start Time
Right .
Thru
Left
Right
Thru
Left
I
Right I
Thru
Left
Right
Thru '
Left Int. Total
Factor
_1.0
1.01 1.01
1.0 1.0 j 1.0 1.0 j
1.0 _ 1.0_
_
1.0 __1.0
1.0 07:00 AM
2 130
611
46 0
1 3
194
0!
3 0
0 440
07:15 AM
0 115
681
55 0
1 i
18 207
0 1
0 0
465
07:30 AM
3 162
84 '
90 0
1 1
7 349
0 3
0 0
699
07.45 AM
2 236
115 �
105
0 1
6 362
0 2
0 0
829
Total
7 643
3281
296
0 4
34 1112
0 9
0 0
2433
08:00 AM
9 196
105
94 0
2 9
299
0 3
0 0 �
717
08:15 AM
4 197
108 I
91 1
1 3
309
0 6
0 0
720
08:30 AM
8 184
79 104
0 5
5 312
0 9
0 0
706
08:45 AM
6 254
122
126
0 2
5 294
0 3
0 0
812
Total
27 -
-831
414
415
1 10
22 1214
OT
21 0
0 2955
*** BREAK ***
04:30 PM
11 383
105
122
0 6
7 313
0 1
0 0
948
0.4:45 PM
12 377
151
121
0 6
15 280
0 6
0 0!
968
Total
23 760
256 1
243
0 121
22 593
0 1
7 _
0 0!
1916
05:00 PM
19 391
122
177
0 3
22 316
0 1
0 0
1051
05:15 PM
21 395
119
171
0 3
15 246
0 13
0 0
983
05:30 PM
22 474
152
135
0 7
5 269
0 9
0 0
1073
05:45 PM
19 466
132
137
1 8 1
14 288
0 5
0 0
1070
Total
_
y 81
1726
5251
620
1 21
56 1119
0 .
28 0
0 4177
06:00 PM
27 507
140
136
0 6
20 329
0 j
13 0
0 1178
06:15 PM
10 538
93 106
0 7
9 288
01 2
0 0
1053
Grand Total
175
5005
1756
1816
2 60
163
4655
01 80
0 0 13712
Apprch %
2.5 72.2
25.3 96.7
0.1 3.2
3.4 96.6
0.0 100.0
0.0 0.01
Total %
1.3 36.5
12.8 13.2
0.0 0.4
1.2 33.9
0.0 0.6
0.0 0.0 i
P3r�
NEWPORT BOULEVARD
Southbound
Start Time. Right Thru : Left I
App•
Total
Peak Hour From 07:00 AM to 08:45 AM - Pe,
Intersection
07:45 AM
Volume
23 813 407
1243
Percent
1.9 65.4 32.7
07:45
2 236 115
353
Volume
Peak Factor
High InL
07:45 AM
Volume
2 236 115
353
Peak Factor
0.880
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
VIA LIDO
Westbounc
Right! Thru I Left
394 1
9 404
97.5 0.2
2.2 105 0
1 106
08:30 AM
104 0
5 109
0.927
File Name
: H0503185
Site Code
: 00000924
Start Date
: 4/5/2005
Page No
:2
NEWPORT BOULEVARD i
VIA LIDO
Northbound
_,Eastbound
Right
I Thru j
Left 1
I Right
; Thru
Left
App.
Total
Int.
Total
_Total
23 1282
0 1305
20 0
0 20
2972
1.8 98.2
0.0 1000.
0.0 0.0
6 362
0 368
2 0
0 2
829
0.896
07:45 AM
08:30 AM
6 362
0 368I
9 0
0 9
0.887 :
0.556
Out In Total
1676 1243 1 2919 i
3 1 407
Right Thru Left
4J 1 L+
v
v
FJ
J
?
I
North
ri
Flo
O 5IN:oi2
I `l
•SSA r
�~ D
--/
/5/2005 7:45:00 AM
4--iF-�� + ;�
15/2005 8:30:00 AM
Ol
Tumin Movements
_
I�I�
,�-
j
i I
r
Left Thru Right
Oi 12821 23
842 13051 2147]
Out In Total
NEWPORT BOULEVARD
P 316.
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503185
Site Code : 00000924
Start Date : 4/5/2005
Page No : 3
NEWPORT BOULEVARD
VIA LIDO
NEWPORT BOULEVARD
VIA LIDO
j
Westbound
Northbound
i
Eastbound
Start Time
_Southbound
Right • Thru Left
App' i
Total I
Right Thru Left App.
Total
Right I Thru i
; I
Left ,
App. Right
Total
Thru
Left
App.
Total
Int.
Total
Peak Hour From 04:30 PM to 06:15 PM - Peak
1 of 1
Intersection
05:30 PM
i
Volume
78 1985 517
2580
514 1 28 543
48 1174
0 1222
29 0
0 29
4374
Percent
3.0 76.9 20.0
94.7 0.2 5.2
3.9 96.1
0.0 10 0
0.0 0.0
27 507 140
674
136 0 6 142
20 329
0 349
13 0
0 13
1178
Volume
Peak Factor
0.928
High Int.
06:00 PM
05:45 PM
06:00 PM
06:00 PM
Volume
27 507 140
674
137 1 8 146
20 329
0 349
13 0
0 13
Peak Factor
0.957 .
0.930
0.875 i
0.558
Out In Total
16 88 2580 1 4268
I
517 1
Right Thru Left
fl
1 L►
i
O
North Lm N INI
-_�r► /5/2005 5:30:00 PM
I~ /5/20056:15:00 PM 2 w
_ -
i
�!�Omi m - Turning Movements
� lad
� I
Left Thru Right
0 11747 48
I '
i
2042 1222 3284 �
Out In Total
NEWP RTB LEVARD
P 3/6
C 44
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name :
H0503168
N-S Direction:
VON KARMAN AVENUE
Irvine, CA. 92614
Site Code :
00000918
E-W Direction:
CAMPUS
DRIVE
Start Date :
4/7/2005
Page No :
1 Groups Printed- Turning
Movements
_
VON KARMAN AVENUE
' CAMPUS
DRIVE VON KARMAN AVENUE
CAMPUS DRIVE
Southbound
Westbound
Northbound
i
Eastbound
Start Time
Right
Thru
Left Right
Thru
Left
Right
Thru
Left i
Right '
- Wn Left
Int. Total
Factor
. 1.0 :
1.0;
1.0 1.0
1.01 1.01
1.0 i 1.01
1.0 1.0
1.0 1,0
07:00 AM
4 60
7 l 9
33 10
5 52
1 7
39 42
269
07:15 AM
11 75
11 1 18
44 171
6 123
61 4
78 64
457
07:30 AM
17 74
19 12
68 21 1
11 164
9 j
7 106 77
585
07:45 AM
10 133
12 19
86 171
16 194
2 .j
12 113 66
680
Total
42 342
491
58 231
65.1 38
533
18 30
336 249.
1991
08:00 AM
22 103
11 25
59 13
4 153
3 17
90 95
595
1 1
08:30 AM
19 132
22 20
91 22
8 136
6 8
68 59
591
08:45 AM
26 127
10 17
64 12
10 91
3 10
85 60
515
515
Total
_
86 475
54 86
307
66 1
31 552
22 46
341 295
2361
*** BREAK ***
04:30 PM
41 104
23 9
130
51 16
60 31
4 45 29 :
469
.04_45 PM
27 162
16 8
108
121
18 132 -.11
I
2 78 44:
618
Total
68 266
391
17 238
171
34 192
14 1
6 123 73
" 1087
05:00 PM
53 209
2511
14 178
191
11 99
11 2
112 37
770
05:15 PM
39 253
60 14
162
17 21
148
20 2
133 47
916
05:30 PM
43 192
41 13
183
16 25
140
14 13
128 44 ;
852
05:45 PM
39 147
10 -13
115
8 16
91 41
10 117 491
619
Total
174
801
136
54 638
601
73 478
49 27
490 -177;
3157
06:00 PM
34 141
16 12
134
9 17
87 11
6 105 28
600
06:15 PM
32 122
18 10
157
9 10
99 8 j
4 90 36 •
595
Grand Total
436
2147
312
237
1705
226
203
1941
122'
119
1485 858
9791
Apprch %
15.1 74.2
10.8 10.9
78.6 10.4
9.0 85.7
5.4 ;
4.8 60.3 34.8
Total %
4.5 21.9
3.2 2.4
17.4 2.3
2.1 19.8
1.21 1.2
15.2 8.8
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine. CA. 92614
File Name
H0503168
Site Code
00000918
Start Date
4/7/2005
Page No
:2
Southbound
Westbound
-Northbound
Eastbound
Start Time
Right Thru
Left i
App Right Thru
Left
App.
I
Right Thru I
Left:
App. Right Thru
Left
App.
Int.
Total
Total
TotalL.
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak I of 1
.
.. .......
Intersection
07:45 AM
Volume
70 481
56 6071 88 329
71 488
37 655
21 713 48 369
301
718
2526
Percent
11.5 79.2
9.2 18.0 67.4
14.5 5,2 91.9
2.9 6.7 51.4
41.9 07:45
10 133
12 155
1 19 86
17 122
16 194
2 212 12 113
66 191
680
Volume
Peak Factor
0.929
High Int.
08:30 AM
08:15 AM
07:45 AM
08:00 AM
Volume
19 132
22 173
24 93
19 136
16 194
2 212 17 90
95 202
Peak Factor
0.877
0.897
0.841
0.889
VON KARMAN AVENUh
Out In Total
F 1044 607 F 1-651-1
70 481 56
Right Thru Left
1- L+
0 IIAI
North
>
0.5 'a
R'2005 7�45:00 AM Cn
f 00 2 A I
712 5 8:30:00 AM Co 0
Fol �Tuminq Movements rcw, <
0. m
Left Thru Right
7-�21 6551 37:
--- 600 1 713 r-1-3-713 F-L
Out To VON KARMIN ..Utr=l
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503168
Site Code : 00000918
Start Date : 4/7/2005
Page No : 3
VON KARMAN AVENUE
CAMPUS DRIVE
VON KARMAN AVENUE
CAMPUS Dl
Southbound
Westbound
Northbound
Eastbound
Start Time
:Right Thru ; Left
Toptpal
Right i Thru
Left
Ap
Right
Ttgh hru
Left
i Right
i Thru i
Left
Total
Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersection
05:00 PM
Volume
174 801 136
1111
54 638
60 752
73 478
49 600
27 490
177
Percent
15.7 72.1 12.2
7.2 84.8
8.0 12.2
79.7 8.2
3.9 70.6
25.5 Volume
39 253 60
352
14 162
17 1931
21 148
20 189
2 133
47 Peak Factor
High Int.
05:15 PM
05:30 PM
05:15 PM
05:30 PM
Volume
39 253 60
352
13 183
16 212
21 148
20 189
13 128
44 Peak Factor
0.789
0.887
0.794
1 VON KARMAN AVENUE
Out In Total
709 1111 18201
I
174 8011 136
Right Thru Left
4 �I ?
io
a`�rJ North
SI m I a —► 17/2005 5:00:00 PM 1— rn v
- /7/2005 5.45:00 PM ` m Ini
f0' N . t
olmj!Turning Movements r
Lo e
I
Left Thru Right
i1 49 478 '73
� I
888 ' 600 1488
Out In Total
VON KARMAN AVENUE
Total Total
694 3157
182 916
0.862
185
0.938
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0503187
N-S Direction:
IRVINE AVENUE
Irvine, CA. 92614
Site
Code : 00000975
E-W Direction:
DOVER DR.
/ 19TH ST
Start Date : 4/7/2005
Page No :1
Groups Printed- Turning
Movements
IRVINE
AVENUE
1 DOVER DR. - 19TH ST.
IRVINE AVENUE
DOVER DR. - 19TH ST.
Southbound
!
Westbound
Northbound
Eastbound
---- -- --
StarFactoe
—
RighOt
T1ru0
l�efOt
RighOt I
T1ru0
Left
Righ1.Ot ;
T�rOu
t
Left Right;
_ ...
Left Int. Total.
i
i
i
I
1.0 _Thru
1.0 .
1 - -- ------
07:00 AM
--- 6
105
35 i
20 22
8 ,
2 71
-r�-
3 I 10
- --
37 -
- 3
322
07:15 AM
4 71
26 30
11 8
'
0 102
12 1 4
24 5
297
07:30 AM
5 73
15 28
9 4
I
1 156
13 ! 3
49 11
367
07:45 AM
3 100
27 23
14 3
2 245
7 I 3
38 18
483
Total
18 349
103
101
56 23
5 574
35! 20
_
148
37 1469
08:00 AM
8 105
24 38
22 1
8 181
5 7
27 12:
438
08:15 AM
4 94
20 45
39 8
2 226
9 9
25 17
498
08:30 AM
2 111
25 42
25 2
2 181
3 14
38 12'
457
08:45 AM
2_
115
41 38
24 7
5 142
3 7
56 27:
467
Total
_
16 425
110
163
110
18!
17 730
20 ;__37__
146
68-
1860
BREAK —
04:30 PM
14 240
30 59
43 14
6 160
17 ' 5
26 13
627
04:45 PM
7 262
37 61
47 11
6 141
14 10
33 19,
648
_
Total
21 502
67 1
120
90 251
12 301
31 15
59 _ _
32 1275
05:00 PM
12 241
37 38
46 13 i
11 128
13 7
30 16
592
05:15 PM
11 240
40 71
68 12!
7 132
7 8
16 11
623
05:30 PM
7 240
31 !
34 31
15 19
108
7 5
23 9
529
05:45 PM
8 257
28 28
34 17 1
14 176
14 ' 14
22 19
631
Total
38 978
136
171
179
57j
51 544
41� 34
91 55
2375
06:00 PM
19 240
45 89
34 21
6 128
9 14
11 12
628
06:15 PM
10 198
55 30
50 5
9 134
5 11
27 9;
543
Grand Total
122
2692
516
674
519
149
100
2411
141
131
482
213
8150
Apprch %
3.7 80.8
15.5 50.2
38.7 11.1
3.8 90.9
5.3 15.9
58.4 25.8 :
Total %
1.5 33.0
6.3 8.3
6.4 1.8
1.2 29.6
17. 1.6
5.9 2.6
P 3 a-o
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503187
Site Code : 00000975
Start Date : 4/7/2005
Page No :2
IRVINE AVENUE DOVER DR. - 19TH ST.
IRVINE AVENUE DOVER DR. -'19TH ST.
Southbound
Westbound
Northbound
Eastbound
Start Time
Right'1 Thru Left
App' Right
Thru
Left
App'
Right Thru j
Left i
App' Right Thru
Left
App.
Inf.
.
Total
Total
Total -
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
Volume
17 410 96
523
148
100
14 262
14 833
24 871 33 128
59 220
1876
Percent
3.3 78.4 18.4
56.5 38.2
5.3 1.6 95.6
2.8 15.0 58.2
26.8 08:15
4 94 20
118
45 39
8 92
2 226
9 237 9 25
17 51
498
Volume
Peak Factor
0.942
High Int.
08:30 AM
08:15 AM
07:45 AM
08:30 AM
Volume
2 111 25
138
45 39
8 92
2 245
7 254 14 38
12 64
Peak Factor
0.947
0.712
0.857 !
0.859
IRVINE AVENLIF
Out In Total
1 440 523 1563
171 4101 96
Right Thru
left�
f-' y
I
F--O�
d
m
North
cl
_
52.�2
r--i
/7/2005 7:45:00 AM
�r5:
/--2
--
~
r712005 8:30:00
> > v
O
r
�� c* ,
of
Turning Movements J
�-
o
A .
I
� I r
•
Left Thru Right
241 833 14
457 871 F 1328
Out In Total
IRVINEAVENUE
P3.p,1
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
File Name : H0503187
Irvine, CA. 92614
Site Code : 00000975
Start Date : 4/7/2005
Page No : 3
IRVINE AVENUE I
DOVER DR. - 19TH ST. IRVINE AVENUE
i
DOVER DR.
- 19TH ST.
Westbound I Northbound
Eastbound
Start Time
_Southbound
Right Thru Left
Right Thru Left Total Right Thru
Left
Totaal "
Right ` Thru
Left
Total!
Total Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersection
04:30 PM
Volume
44 983 144
1171I
229 204 50 483
30 561
51 642
30 105
59 194 2490
Percent
3.8 83.9 12.3
47.4 42.2 10.4
4.7 87.4
7.9 15.5 54.1
30.4 flm
7 262 37
306
61 47 11 119
6 141
14 161:.
10 33
19 62 648
e
Volume
Peak Factor
0.961
High Int.
04:45 PM
05:15 PM
04:30 PM
04:45 PM
Volume
7 262 37
306
71 68 12 151
6 160
17 183
10 33
19 62
Peak Factor
0.957
0.800.
0.877 1
0.782
IRVINE AVENUE
Out In Total
849 1171 t_2020
i
I
44 983 144
Right Thru Lek
I
v
Im
0 '°
I�
North
N
m o m
l r—�
H
R120054:30:00 PM
!7/2005 5:15;00 PM
/—s N —ASS
2 o ' w'
ale'
0:
—• s+ —
I0:
Tumi Movements
I•
I
I I
t
! Left Thru RI ht
511 5611 30 j
1063 642 1705
Out In Total
IRVINE AVENUE
P 3 a-�-
� �
Transportation
Studies,
Inc.
"�
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name
: h0503169
N-S Direction:
ORANGE STREET
Irvine, CA. 92614
Site Code
: 00000916
E-W Direction:
PACIFIC COAST
HIGHWAY
Start Date
: 4/7/2005
Page No
: 1
Groups Printed- Turnin
Movements
ORANGE STREET
PCH
ORANGE STREET
_
PCH
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
Thru
Left
Right
Thru I
Left
(
Right
Thru ,
Left I
Right I Thru Left
Int. Total
Factor ' 1.0
!
1.0 1.0
1.0 1.01
1.0 1.0 '
1.01 1.0 i
1.0 i
1.0 07:00 AM
2 0
6 1
151
31 7
0 21
3 439 4
618
07:15 AM
3 0
6 1
174
41 7
0 0 1
0 618 1
814
07:30 AM
5 0
11 I
0 228
41 15
0 01
1 731 3
998
07:45 AM
3 0
7. 1
273
3 22
0 7 j
0 779 3
1098
Total
13 0
30 3
826
14'
51 0
9 I
4 2567 11
3528
08:00 AM
3 0
4 4
270
5 7
1 4 j
8 675 8
989
08:15 AM
5 0
8 6
241
0 13
1 2
3 652 5
936
08:30 AM
7 0
7 2
203
4 8
0 4 1
8 613 7
863
08_:45 AM
5 0
7 3
253
3 11
0 51
2 653 4_
946
Total
20 0
26 15
967
12 39
2 15I
21 _
2593 24
3734
"* BREAK ***
04:30 PM
4 0
5 4
645
6 I
5 0
8 3
312 3!
995
04:45 PM
5 0
2 4
612
4`
13 0
6 9
325 3!
983
TotaF
_
9 0
7 (--
8 1257
101
18 0
14 12
_
637 6
1978
05:00 PM
3 0
9 10
778
6 9
2 9,
3 305 7
1141
05:15 PM
7 2
8 9
772
10 8
1 6
0 310 14 .
1147
05:30 PM
3 0
7 14
786
10 5
1 6
3 290 8
1133
05:45 PM
3 1
6 7
641
10 15
1 3
5 316 8 ;_
1016
Total
16 3
30 40
2977
361
37 5
241
11 1221 37
4437
06:00 PM
2 1
1 9
617
7 10
0 51
5 301 10 `
968
06:15 PM
3 0
6 11
513
9 6
4 3
4 260 13
832
Grand Total
63 4
100
86 7157
881
161
11 70
57 7579 101
15477
Apprch %
37.7 2.4
59.9 1.2
97.6 1.2
66,5
4.5 28.9 !
0.7 98.0 1.3
Total %
0.4 0.0
0.6 0.6
46.2 0.6 i
1.0 0.1
0.5 :
0.4 49.0 0.7
P 3 ;1,-3
ORANGE STRE
_
Southbound
StartTime
Right j Thru Left
Peak Hour From 07:00 AM to 08:45
Intersection
07:30 AM
Volume
16 0 30
Percent
34.8 0.0 65.2
07:45
3 0 7
Volume
Peak Factor
High Int.
07:30 AM
Volume
5 0 11
Peak Factor
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Westbound I Northbound
Right Thru Left T pay Right I Thru Left
VI - rt:d0. I VI I
1 46
11 1012
12 1035:
57 2
13 1.1 97.8
1.2 i
79.2 2.8
18.1 10
1 273
3 277
22 0
7 08:00 AM
07:45 AM
16 4 270
5 279
22 0
7 0.719
0.927
File Name : h0503169
Site Code : 00000916
Start Date : 4/7/2005
Page No :2
Eastbound
Right ! Thru Left App- Int.
Total Total
72 12 2837
19 2868 4021
0.4 98.9
0.7 291
i
0 779
3 782 1098
0.916
07:45 AM
29 0 779
3 782'
0.621 1
0.917
ORANGE I REF I
out In Total
32 461 1 78
i
I
.161 01 30
Right Thru Left
TgY _ —
o1rn wl0
North
�`N'I t—► �Turning
7/2005 7:30:00
IL I �I~ 7/2005 8:15:00 AM 2 w ! luWi
�Nw i
r
;I�� —� Movements r �'�
�J
---' ---- ------------
I
I
Left Thru Right
131 21 571
i I
i
I 24 72 ! 961
Out In Total
RANSTREET
f 3gy-
Transportation Studies, Inc,
1350 Reynolds Avenue
Suite 115
File Name : h0503169
Irvine, CA.
92614
Site Code : 00000916
Start Date : 4/7/2005
Page No : 3
ORANGE STREET
PCH
I
ORANGE
STREET PCH
Southbound
I
Westbound
I
Northbound
Eastbound
Start Time
Right Thru ! Left
App.
Right
"rhru
Left
App"
Right
Thru
Left
App" I Right Thru
Left App. Int.
Total
Total
Total
Total Total
;eak Hour From 04:30 PM to 06:15 PM - Peak
1 of 1
Intersection
05:00 PM
Volume
16 3 30
49 40
2977 36
3053
37 5
24 66 11 1221
37 1269 4437
Percent
32.7 6.1 61.2
j
1.3 97.5 1.2
56.1 7.6
36.4 0.9 96.2
2.9 flm
7 2 8
17!
9 772 10
791I
8 1
6 15' 0 310
14 324 1147
Volume
e
Peak Factor
0.967
High Int.
05:15 PM
05:30 PM
05:00 PM
05:45 PM
Volume
7 2 8
17 14
786 10
810
9 2
9 201 5 316
8 329
Peak Factor
0.721
0.942
0.8251.
0.964
Out In Total
82 49 131
i
I
16 3 30
fight Thru Lett
� 1Lo
!,ae
�i�
i
T
t
North
T
LM,
CIN
r--j
N12IW-
jNt—►
/7/20055:00:00PM
2 ICI~
14/7/2005 5:45:00 PM
,�I
�!
IwI
S
LI
J� L
�Tuming Movements
I L
I
i
r
Left Thru PJ ht
241 51 37
50 66 176
Out In Total
ORANGE STREET
Transportation Studies, Inc.
1350 Reynolds Avenue
TA47hs
City: NEWPORT BEACH
Suite 115
File Name : H0503171
N-S Direction: JAMBOREE ROAD
Irvine, CA. 92614
Site Code
: 00000916
E-W Direction:
BAYVIEW WAY
Start Date
: 4/5/2005
Page No
: 1
Groups Printed- Turning
Movements
JAMBOREE ROAD
BAYVIEW WAY
JAMBOREE ROAD
BAYVIEW WAY
Southbound
I
Westbound
Northbound
Eastbound
Start Time
Right : Thru 1•
Left!
Right
Thru
Left;
Right i
Thru
Left
Right
Thru _ Left
Int. Total
Factor
1.0• 1.0j
1.0j
1.0 1.0
1.0;
1.01 1.0i
_
1.0 1.0
1.0_ 1.0
07:00 AM
29 268
-
_
18 0
8 4
297
13 3
6 8
662
07:15 AM
29 280
28 1
17 1
01 8
307
19 6
1 4
700
07:30 AM
46 284
23 18
2 1
i
12 441
13. 12
2 6
860
07:45 AM
66 339
21 •
13 2
0 8
551
66 9
2 10
1087
Total
_
170 T171
80 _
66 5
9 32
-1596
111
30 11 28
3309
08:00 AM
47 336
17 25
0 1
14 450
41 9
1 14
955
08:15 AM
48 331
26 24
0 3,
12 469
53 8
2 14
990
08:30 AM
49 356
28 39
0 3
18 468
26 8
3 10
1008
08:45 AM
36 340
23 41
2 8
20 446
451
17 5 14_
997
Total
180 1363
94 129
2 151
64 1833
1651
42 11 52
3950
*** BREAK ***
04:30 PM
13 413
26 38
0 14
13 04:45 PM
19 412
39 :
41 0
3 :
12 Total
32 825
65 i
79 0
17 25
05:00 PM
19 503
40 44
0 6
15 05:15 PM
19 505
33 42
0 11
20 05:30 PM
21 603
32 50
0 8
17 05:45 PM
_ 13
546
29 40
1 18
24 T-0tal
_
72 2157
134
176
1 43;
76 06:00 PM
15 536
231
37 0
91 17
06:15 PM
16 520
20:
26 1
8 6
Grand Total
485
6572
416 i
513
9 101
220
Apprch %
6.5 87.9
5.6 `
82.3 1.4
16.2 2.9
Total %
3.0 40.2
2.51 3.1
0.1 0.6 ;
1.3 447
10 22
2 10
.1008
372
17 33
1 18
967
819
- 27
55 3
28 1975
493
20 53
1 65
1259
481
81 55
6 40
1220
472
19I
36 0
27 1285
392
20 38
1 22.
1144
1838
671
182
-- 8
--154
- 4908
436
8':
29 1
15 1126
415
25:
16 3
8 1064
6937
403
354
37 285
16332
91.8 5.3
52.4 5.5
42.2 42.5
2.5 2.2
0.2 1.7
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name
: H0503171
Site Code
: 00000916
Start Date
: 4/5/2005
Page No
:2
JAMBOREE ROAD
BAYVIEW WAYI
JAMBOREE ROAD
BAYVIEW WAY
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App. I Right
Thru
Left
App.
--
I Right i Thru
----
Left
App'
- -- —..
Right
Thru
- -
Left
App.
Int.
Total
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
I
Volume
210 1362 92
166411 101
2 7
1101 52 1938
186
2176,
34 8
48 90
4040
Percent
12.6 81.9 5.5
191.8
1.8 6.4
2.4 89.1
8.5 37.8
8.9 53.3
07:45
66 339 21
426 13
2 0
15: 8 551
66 625
9 2
10 21
1087
Volume
Peak Factor
0.929
High Int.
08:30 AM
08:30 AM
!
07:45 AM
08:00
AM
Volume
49 356 28
433
39 0
3 42
8 551
66 625
9 1
14 24
Peak Factor
0.961
0.655
0.870
0.938
JAMt3URL:I= ROAD
out In Total
2087 1664 3751
2101 1362,_ 92j
Right Thru Left
4-1 1 L4
i
i
I
! �;
�.0
c
-- Q
North
Flo
N Co
D
clO1 2
i=/
/5/2005 7:45:00 AM
�!
/—�
2 L.,iol
o m
_!�
Q n'
/5' 005 8:30:00 AM
gl—j"�
TurningMovements
O
�t
imi9
j
I �
4 I r
i Left Thru Right
_ 1861 193_ 21
I �
1403 721763l 735797
' Out In Total
JAMBOREE ROAD
3 2-2
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0503171
Irvine, CA. 92614
Site Code : 00000916
Start Date : 4/5/2005
Page No : 3
BAYVIEW WAY
JAMBOREE ROAD BAYVIEW WAY
JAMBOREE ROAD
Southbound
Westbound
Northbound
Eastbound
Start Time
Right . Thru i Left ;
App' ' Right
I Thru
Left '
App' Right ; Thru
Left
App'
Right
Thru Left App. Int.
Total i
1 i
Total I
Total Total
Peak Hour From 04:30 PM to 06:15 PM - Peak 1 of 1
-Total
Intersection
05:00 PM
Volume
72 2157 134
2363 176 1
43 220 76 1838
67 1981
182
8 154 344 4908
Percent
3.0 91.3 5.7
80.0 0.5
19.5 3.8 92.8
3.4 52.9
2.3 44.8
05:30
21 603 32
656 50 0
8 58 17 472
19 508
36 0 27 63 1285
Volume
Peak Factor
0.955
High Int.
05:30 PM
05:45 PM
105:00 PM
05:00
PM
Volume
21 603 32
6561 40 1
18 59 15 493
20 528
53 1 65 119
Peak Factor
0.901 ,
0.932 1
0.938
0.723
JAMBORLF ROAD
Out In Total i
2168 1 2363 4531
72, 21571 134
Right Thru Left
-
oiv. 0
70 � T
North co
^��. v
>o5
i
� t► /5/20055:00:00 PM - Em
`/5/2005 5:45:00 PM
Q r�v
Tunin Movements
l�5
i
i
I Left Thru Right
11 671 1838i 76
2382 1981i 4363
out In Total
JAMBOREE ROAD
P 3ay
Transportation Studies, Inc. � A 4M
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115 File Name : H0503172
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614 Site Code : 00000977 E-W Direction: BISON AVENUE Start Date : 4/5/2005
Page No : 1
_ Groups Printed- Turning Movements
JAMBOREE ROAD i BISON AVENUE JAMBOREE ROAD BISON AVENUE Southbound Westbound Northbound Eastbound
Start Time
Right
Thru
Left
Right !
Thru
Left '
Right I
Thru
Left
Right
Thru
Left
Int. Total
. --- - ---
Factor
-
1.0 _
1.0 1.0 :
1.0;
---
1.01 1.01
1.0 j
1.0 ;
1.0 1.0
- - - .
1.0 .. .. .
1.0 07:00 AM
5 233
--
11 --12
0 _
18:
26 _
293
0 4
0 15
617
07:15 AM
13 280
15 17
0 22
22 318
0 5
0 10
702
07:30 AM
7 294
12 19
0 23
35 399
0 7
0 30
826
07:45 AM
18 403
14 30
0 25
48 427
0 6
0 42
1013
.Total
43 1210
52 78
0 88
131
_
1437
0 22
0 97
3158
08:00 AM
8 267
28 30
0 17
51 371
0 3
0 19
794
08:15 AM
6 353
23 29
0 12
39 410
0 5
0 30
907
08:30 AM
17 326
28 26
0 43
27 374
0 j
4 0
48 893
08:45 AM
10 323
14 40
0 321
36 349
0;
5 0
22 831
Total
_
41 1269
93 !
125
0 104 ;
153
1504
0 17
0 119
3425
- BREAK -
04:30 PM
56 347
19 1
31 0
53 35
351
0 8
0 20
920
04:45 PM
15 360
33 26
0 41
41 355
0 7
0 24
902
ToFaF
71 707
52 57
0 94
76 706
0 i
15 0
44 1822
05:00 PM
22 282
44 44
0 50
43 323
0 2
0 21
831
05:15 PM
18 541
43 41
0 44 j
33 514
0 9
0 26
1269
05:30 PM
13 473
87 38
0 48
40 372
0 5
0 16
1092
05:45 PM
26 471
48 43
0 47
32 333
0 14
0 25
1039
.f. i ---
Total
79 1767
__
222
166
_
0 189
148
-
1542
- 0 r
30 0
88 4231
06:00 PM
23 445
68 35
0 39
29 342
0 !
9 0
33 1023
06:15 PM
25 430
37 40
0 40
30 378
0 0
0 21
1001
Grand Total
282
5828
524
501
0 554
567
5909
0 93
0 402
14660
Apprch %
4.3 87.9
7.9 47.5
0.0 52.5 !
8.8 91.2
0.0 18.8
0.0 81.2
Total %
1.9 39.8
3.6 3.4
0.0 3.8 ;
3.9 40.3
0.0 0.6
0.0 2.7
P3�.y
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name
: H0503172
Site Code
: 00000977
Start Date
: 4/5/2005
Page No
: 2
Southb_ound
Westbound
! Northbound
Eastbound_
Start Time
Right Thru
Left
'�'pp' Right Thru
Left
App' Right Thru i
Left
App'
Right
Thru
Left
App.
Int.
Total :
Total
Total
Total
Total
Peak Hour From 07:00 AM to
08:45 AM - Peak 1 of 1
Intersection
07:45 AM
Volume
49 1349
93 1491: 115 0
97 212: 165 1582
0 1747
18 0
139
157
3607
Percent
3.3 90.5
6.2 54.2 0.0
45.8 9.4 90.6
0.0 11.5
0.0 88.5
07:45
18 403
14 435' 30 0
25 55 48 427
0 475
6 0
42 48
1013
Volume
Peak Factor
I
0.890
High Int.
07:45 AM
108:30 AM
07:45 AM
08:30 AM
Volume
18 403
14 4351 26 0
43 69 i 48 427
0 475 !
4 0
48 52
Peak Factor
0.857 i
0.768
0.919
0.755
JAMBUKIZEROAD
Out In Total
j
I
1836 ' 91 t F32
49 1349 93 !
Right Thru Left
i
4-1 1 4
i
I i
i
'9I
i
o,
10 al
North
�I�
_
Z In1 I 1--:
j CIS! i0i `
N
! r' Z
—' c — -/
~
4/5/2005 7:45:00 AM
2 D
r4/5/2005 8:30:00 AM I
ioi
ro. m
,
�.
I
_
in S!'wo,v
!Tuming Movements_----.
m to
rr
rr
-
i
=
o
I
I
I
4-1
Left Thru
_Right
01 i58
1464 1747 E3211
Out In Total
JAMBOREE ROAD i
P 33-o
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0503172
Irvine, CA. 92614
Site Code : 00000977
Start Date : 4/5/2005
Page No : 3
JAMBOREE ROAD I BISON AVENUE JAMBOREE ROAD BISON AVENUE _ Souhbound Westbound I Northbound Eastbound
g Total I g A. i I A ------ - Tota Int.
App. pa Thru . Left I Total
Start Time Right Thru Left : Right I Thru Left Total ! Right I Thru Left Total Left _- Peak Hour From b4:30 PM to 06:15 PM - Peak 1 of 1
Intersection
05:15 PM
Volume
80 1930
246
2256157 0
178
335'
134
1561
0 1695
37 0
100
137 4423
Percent
3.5 85.5
10,9
46.9 0,0
53.1 7.9
92.1 0.0
27.0 0.0
73.0 05:15
18 541
43 602; 41 0
44 85
33 514
0 547
9 0
26 35 1269
Volume
Peak Factor
0.871
High Int.
05:15 PM
05:45 PM
05:15 PM
06:00 PM
Volume
18 541
43 602 43 0
47 90
33 514
0 547
9 0
33 42
Peak Factor
0.937 i
0.931
0.775
0.815
Out In Total
1818 , L 2256 ; 40 44
T
j �88 19301 2481
Right Thru Left
J 1 i
i
i
0 �J
oiJ J
==N
iol0
North
cn
0 2
_ z
LJ
�~
/5/2005 5:15:00 PM
/5/2005 6:00:00 PM
/—� i
2 ioi
1N4+: o D
rr
-50
Turning Movements
rr
I
N —
i
1 I �
+1 i r-►
Left Thru Right
L 01 15611 134
2 41 5 =1 k =3840
Out In Total
JAMBOREE ROAD
1 3�1
Transportation Studies, Inc. -,TA �[ -L 13b
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0503173
N-S Direction: JAMBOREE ROAD
Irvine, CA. 92614
Site Code
: 00000916
E-W Direction:
FORD / EASTBLUFF
Start Date
: 4/6/2005
Page. No
: 1
Groups Printed- Turning
Movements
JAMBOREE ROAD
__
FORD ROAD
JAMBOREE ROAD
EASTBLUFF
DRIVE
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left i
Right
Thru i
Left
Right
Thru
Left :
Right
Thru Left
Int. Total
Factor
_
1.0!
1.0 1.0!
1.0 1.0!
1.0;
1.0 1.0
1.0. 1.0
07:00 AM
_1.0'_
0 279
14 !
2 8
48 9
352
_1.0;
13 37
15 4
781
07:15 AM
6 296
71 3
10 52
17 350
15 36
4 2
798
07:30 AM
3 306
1 10
47 54
35 406
54'
52 20 27
1015
07:45 AM
10 370
10 1
11 24
58 26
454
35 82
25 19
1124
Total
19 1251
321
26 89
212
87 1562
117
207
64 52
3718
08:00 AM
5 339
41 12
16 40
31 375
32 ,.
59 13 6
932
08:15 AM
6 315
14 ;
12 24
53 17
424
44 45
10 7
971
08:30 AM
6 291
18 16
18 47
22 443
42. 41
16 12
972
08:45 AM
11 360
6 i
12 19
77 '
18 363
38 53
9 8
974
Total
_ _
28 1305
42;
52 77
2171
88 1605
156'
198
48 33
3849
- BREAK "'
04:30 PM
16 347
101
4 26
26 29
368
70 54
24 10
984
04:45 PM
15 391
61 11
20 44
40 361
62 56
21 19
1046
Total
31 738
161,
15 46
70 69
729
132
110
45 29
20W
05:00 PM
19 482
171
5 13
36 46
494
51 64
36 8
1271
05:15 PM
31 469
19 6
22 47
36 395
83 73
13 7
1201
05:30 PM
35 477
12 5
26 37
49 417
841
60 11
3 1216
05:45 PM
22 459
15 6
27 51
30 332
80,
78 18
9 1127
Total
107
1887
63,
_
22 88
171
161
1638
298
275
78 27
4815
06:00 PM
17 489
10 6
19 58 I
44 371
64 73
29 21
1201
06:15 PM
24 415
9 10
29 40 !
42 377
471
87 22
23 1125
Grand Total
226
6085
172
131
348
768
491
6282
814i
950
286
185
16738
Apprch %
3.5 93.9
2.7 10.5
27.9 61.6
6.5 82.8
10.7 i
66.9 20.1
13.0 Total %
1.4 36.4
1.0 0.8
2.1 4.6
2.9 37.5
4.91 5.7
1.7 1.1
P332-
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503173
Site Code : 00000916
Start Date : 4/6/2005
Page No : 2
JAMBOREE ROAD
FORD ROAD
JAMBOREE ROAD
FASTBLUFF DRIVE
Westbound
i Northbound
Eastbound
Start Time
_Sout_hbound
Right Thru Left'
g
—
App' i Right •• Thru !
Left
App' Right ; Thru
Left
App'
Right
Thru
Left
App.
Int.
Total ,
Total 1
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:30 AM
Volume
24 1330 29
13831 45
111
205
361 109 1659
165
1933
238
68 59
365
4042
Percent
1.7 96.2 2.1
12.5 30.7
56.8 5.6 85.8
8.5 65.2
18.6 16.2
07:45
10 370 10
i
390 11
24 58
93 26 454
35 515
82 25
19 126
1124
Volume
Peak Factor
!
0.899
High Int.
07:45 AM
07:30 AM
07:45 AM
07:45 AM
Volume
10 370 10
390 ; 10
47 54
111
26 454
35 515
82 25
19 126
Peak Factor
0.887
0.813
;
0.938
0.724
JAMUUKEE ROAD
I Out In Total
i 1763 1383 3146
I
241 1330 29
Right Thru Le
+j 1 L
I
I
I
I
I
I
olmi
r
—;-!Cl
North
—a'
CiClitD
—
—
/6/2005 7:30:00 AM
--I
�
I4/6/2005 8:15:00 AM
jl0!
!Turnip Movements
D
`
NI
I(nI{ii
I
I
I
Left Thru Ri ht
1651 1659 109
1773 1933 F37067
Out In Total
JAMB R
10 333
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
File Name : H0503173
Irvine,
CA. 92614
Site Code : 00000916
Start Date : 4/6/2005
Page No : 3
DRIVE
JAMBOREE ROAD
FORD ROAD
JAMBOREE ROAD
EASTBLUFF
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
Right
Thru Left
I Right Thru
Left.
Right
Thru
Left
ToPal
Total
Total
Total Total
m 04:30 Peak Hour FroPM to 06:15 PM - Peak 1 of 1
Intersection
05:00 PM
Volume
107 1887 63
2057
22 88 171
281 161 1638
298
2097
275
78 27 380 4815
Percent
5.2 91.7 3.1
7.8 31.3 60.9
7.7 78.1
14.2 72.4
20.5 7.1
05:00
19 482 17
518
5 13 36
54 46 494
51 591
64 36
8 108 1271
Volume
Peak Factor
0.947
High Int.
05:30 PM
05:45 PM
05:00 PM
05:00 PM
Volume
35 477 12
5241
6 27 51
84,
46 494
51 591
64 36
8 108
Peak Factor
0.981
0.836 !
0.887
0.880
JAMUUM-E ROAD
Out In Total
I_ 1687F20571 j 3744
I
1071 18871 63
Right Thru Left
I
�
i
i
ow
F�
N C
°'J
J
North
--
'�• a7
—� INI�
O
IOI.,
N
. I
N i
C0
Inl2
_— ►
/6/2005 5:00:00 PM
��
~
/6/2005 545:00 PM
° W i
a C
in
n 25
�+�-
TumingMovements
=:j!
Olrn
a
_,__,
-.
to
-
I
WIG,
w —
I
I
I
4-, T r
Left Thru Right
298 1638i
2393 2097,, 44301
Out In Total
JAMBOREE ROAD
P 33q-
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: MC ARTHUR BOULEVARD
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115 File Name : H0503174
Irvine, CA. 92614 Site Code : 00001944
Start Date : 4/19/2005
Grows Printed -
JAMBOREE ROAD
MAC ARTHUR
BOULEVARD
e'vV sfFo-un-T
Start Time . Right; ru Left
I Ri ht Thru
Factor 1.0 1.0 ! 1.0
i 1.0 1.0
07:00 AM 14 106 591
56 166
Page No :1
rurning
Movements
JAMBOREE ROAD
MAC ARTHUR
un
BOULEVARD A
Y'
_eft
Right hru Left
Right_ Thru Left Int. Total
1.0:
1.0 ' 1.0 r 1.0:
1.0 1.0 1.0
16:
_
31 98 30
_ _
15 42 8 641
07:15 AM
24 98
541
65 240
30 24
164
74 26
63 8
870
07:30 AM
35 179
76 I
100
279
32 33
186
68 26
55 15
1084
07:45 AM
46 189
791
115
427
47 48
259
98 24
83 15
1430
Total
_
119
572
2681
336
1112
125
136
707
2701
91 _
243
46 ....
4025
08:00 AM
48 169
63 123
400
67 52
296
130
18 89
21 1476
08:15 AM
44 151
60 120
453
49 57
267
107
31 99
10 1448
08:30 AM
46 171
69 130
411
54 45
235
103 :
27 63
20 1374
08:45 AM
42 169
70 103
381
39 38
199
90 _
26 93
16 1266
Total
180
660
262
476
1645
209 !
192
997
430 j
102
344
67 5564
*** BREAK -
04:30 PM
18 209
109
63 118
34 13
193
371
83 184
37 1098
04:45 PM
16 173
119
69 140
45 9
27 78
254
36 1131
Total
34 882
228 --132
258
79 22
_165__
358
64 161
438
73 2229
05:00 PM
24 214
140
52 106
43 j
8 195
44 1
65 245
31 1167
05:15 PM
30 232
146
72 175
85 10
198
29 j
109
350
40 1476
05:30 PM
21 293
186
80 106
78 15
298
49 !
112
396
40 1674
05:45 PM
20 261
191
85 134
69 15
191
44 1
114
393
40 1557
Total
95 1000
663
289
521
275
48 882
1661
400
1384
_
151
5874
06:00 PM
32 333
197
76 134
77 10
207
36 103
350
28 1583
06:15 PM
12 189
145 I
63 122
50 13
187
30. 84
364
42 1301
Grand Total
472
3136
1763 ;
1372
3792
815 j
421
3338
996 !
941
3123
407
20576
Apprch %
8.8 58.4
32.8 '
22.9 63.4
13.6 :
8.9 70.2
20.9 21.0
69.9 9.1
Total %
2.3 15.2
8.61 6.7
18.4 4.0 i
2.0 16.2
4.8 4.6
15.2 2.0
pg35
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503174
Site Code : 00001944
Start Date : 4/19/2005
Page No : 2
JAMBOREEwthbe ROAD
MAC
MAC ARTHUR
JAMBOREE ROAD
MAC ARTHUR
BOULEVARD �
BOULEVARD
Start Time
Right Thru Left App.
Right Thru
Left
App. I Right Thru i Left App'
Right
. Thru Left
App.
Int.
Total)
Total
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak
1 of 1
Intersection
07:45 AM i
Volume
184 680 271 1135;
488 1691 217
2396
202 1057 438 1697
100
334 66
500
5728
Percent
16.2 59.9 23.9
20.4 70.6 9.1
11.9 62.3 25.8
20.0 66.8 13.2
08:00
48 169 63 280
123 400 67
590
52 296 130 478
18 89 21
128
1476
Volume
I
Peak Factor
0.970
High Int.
07:45 AM
08:15 AM
108:00
AM
08:15 AM
Volume
46 189 79 314
120 453 49
622
52 296 130 478
31 99 10
140
Peak Factor
0.904
0.963. 1
0.888
0.893
JAMBURE: ROAD
Oul In Total
1111 1135 F2746
I
184 680 271
Right Thru Left
1-' 1
I
i
�I
—J J--Im,..- •�, r
m,
c `� /19/2005 7:45:00 AM / - �Irn' w g W
/19/2005 8:30:00 AM 2 O rn
o I c
L Tumin Movements n n
O N �� O <
W � �
I
I
I
Left Thru Right
4381 10571 202
997 ;1 6 F 26911
Out In Total
AMBORE AD
P33�-
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503174
Site Code : 00001944
Start Date : 4/19/2005
Page No :3
JAMBOREE ROAD
MAC ARTHUR
JAMBOREE ROAD
MAC ARTHUR
SrsDTnbD�Titl_(�;
- —---------VDestbuuii
BOULEVARD t�
- -- -
BOULEVARD
Start Time
Right Thru Left . App. .
Right .
Thru Left
App' Right !
Thru
Left
App'
Right
Thru Left App. Int.
_— Total
Total i
Total
Total Total
Peak Hour From 04:00 PM to 06:15 PM - Peak
1 of 1
Intersection
05:15 PM
Volume
103 1119 720 1942
313
549 309
1171 50
894
158
1102:
438
1489 148 2075 6290
Percent
5.3 57.6 37.1
26.7 46.9 26.4
4.5 81.1
14.3 21.1
71.8 7.1
05:30
21 293 186 500
80 106 78
264 15
298
49 362
112
396 40 548 1674
Volume
Peak Factor
0.939
High Int.
06:00 PM
05:15
PM
05:30 PM
05:30
PM
Volume
32 333 197 5621
72 175 85
332 1 15
298
49 362
112
396 40 548
Peak Factor
0.864 ;
0.882 '
0.761
0.947
JAMBUKEE ROAD
i Out In Total
1355 F 1942 3297 - i
F—
r-'1-031 11191 720
Right Thru Left
/—i L+
i
i
�
olN
j
i
_
jro D
ill
INI.C.
�
-
ME
913
/19120055:15:00 PM
�h 00
/19/2005 6:00:00 PM
--
�-'v,9---
i�l-
IT'co`min Movements I
— w'rr
C
D
Q
wi6
o-
i
0 ~'
Left Thru Right
158 8941 50
1866 112968
Out In Total
JAM B REE ROAD
1033,7
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614
E-W Direction: SANTA BARBARA DRIVE
JAMBOREE ROAD
SANTA BARBARA
Southbound
Westbound
Start Time
Right I
Thru
I Left
Right I
Thru
Factor
1.01 1.01
1.0 1.01
1.0 i
07:00 AM
16 116
561
22 1
07:15 AM
2 195
961
22 0
07:30 AM
3 205
101
25 1
07:45 AM
10 303
198
29 1
Total
31 819
_ 451 1
_
98 _
3 08:00 AM
9 286
119
24 0
08:15 AM
2 216
89 37
3 08:30 AM
11 223
86 47
1 08:45 AM
13 170
77 43
3 •" BREAK `"`
$ 46
17 46
5 81
44 217
5 82
18 69
12 73
Northbound
223 0 4
324 2 12
374 _ 3 _ 2_
1120 6 21
346 2 10
294 3 1
309 5 11
262 7 14
1211 17 36
\jA 5d1a
File Name : H0503175
Site Code : 00000977
Start Date : 4/6/2005
Page No : 1
Eastbound
Thru `
Left
Int. Total
1.OI
1.0.---
---
2 4
478
1 12
609
4 20
760
1 10
1017
8 46
2864
14 29
926
2 7,
741
6 25
809
5 13
692
27 74
3168
04:30 PM
12 272
90 1
82 3
82 22
273
5 8
1 5
855
04:45 PM
17 276
68 98
0 85 ;
29 240
7. 2
5 5
832
- -----
Total
29 548
-
1581
180
3 167
51 513
_ -
12 i
10 6
10 11i87
05:00 PM
15 304
58 146
0 115
24 237
2 5
7 22 '
935
05:15 PM
20 399
66 111
2 82
41 281
2 8
6 14,
1032
05:30 PM
21 300
125
118
0 65
26 247
3 12
5 20
942
05A5 PM
11 384
77 110
4 78
35 257
8 4
5 5
978
Total
67 1387
326
485
6 340.
126
1022
151
29 _ 23
61 3887
06:00 PM
16 367
114
87 4
57 21
238
5 2
0 7
918
06:15 PM
12 337
110
94 0
71 38
264
2 12
1 10
951
Grand Total
190
4353
15301
1095
23 736
740
4368
57 110
65 208
13475
Apprch %
3.1 71.7
25.2 59.1
1.2 39.7
i
14.3 84.6
1.1 28.7
17.0 54.3
Total %
1.4 32.3
11. 8.1
0.2 5.5
5.5 32.4
0.4 0.8
0.5 1.5
P 93e
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0503175
Site Code : 00000977
Start Date : 4/6/2005
Page No : 2
JAMBOREE ROAD
SANTA BARBARA DRIVE
JAMBOREE ROAD SANTA BARBARA DRIVE
Southbound
Westbound
Northbound
Eastbound
_
Start Time
Right Thru Left
App'
Total
Right
Thru
Left
App'
Total
Right
Thru I
Left
App- ! Right i Thru
Total
Left
_
App.
Total
Int.
Total
.. _._----
Peak Hour From 07:00 AM to 08:45 AM - Peak
1 of 1
- -
Intersection
07:45 AM
Volume
32 1028 492
1552
137 5
40 1821
305 1323
13 1641 24 23
71 118
3493
Percent
2.1 66.2 31.7
75.3 2.7
22.0 18.6 80.6
0.8 20.3 19.5
60.2 07:45
Volume
10 303 198
51111
29 1
5 35
81 374
3 458. 2 1
10 13
1017
Peak Factor
;
0.859
High Int.
07:45 AM
08:30 AM
07:45 AM
108:00 AM
Volume
10 303 198
511
47 1
12 60
81 374
3 4581 10 14
29 53
Peak Factor
0.759
0.758
0.896 1
0.557
e
7I
m S
2_�
Q
1 Ir-
_ _O
JN!L
O
--JAIDfBOREE ROP7D--
Out In Total
1531 15521 3083
321 10281 492
Right Thru Left
N�h
/6/2005 ::00 AM
8 6/2005 :3030:00 AM
ITuming Movements
r
Left Thru Right
131 13231 305
1092 1 441 2733
Out In Total
JAMBOREE ROAD
P331
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
File Name H0503175
Irvine, CA.
92614
Site Code 00000977
Start Date 4/6/2005
Page No :3
JAMBOREE ROAD SANTA BARBARA DRIVE
JAMBOREE ROAD SANTA BARBARA DRIVE
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left
App. I Right
Total
Thru
Left
App
TotalTotal
Right I
Thru
Left
App Right , Thru
Left App. Int.
Total Total
>eak Hour From 04:00 PM to 06:15 PM - Peak 1 of I
Intersection
05:00 PM
i
Volume
67 1387 326
1780 485
6 340
831
126
1022
15 1163; 29 23
61 113 3887
Percent
3.8 77.9 18.3
58.4 0.7
40.9 10.8
87.9 1.3
25.7 20.4
54.0 05:15
20 399 66
485 Ill
2 82
195!
41 281
2 324 8 6
14 28 1032
Volume
Peak Factor
I
0.942
High Int.
05:15 PM
05:00 PM
05:15 PM
05:30 PM
Volume
20 399 66
485
146
0 115
261
41 281
2 324 12 5
20 37
Peak Factor
0.918
0.796
0.897
0.764
JAMBOREE ROAD
Out In Total
71-5-687 F1_780 73-3-487
1 67 13871 326
Right Thru Left
+j
w, 0".
lo—>
North
L: >
.S
II
c-i! 2
/2005 5 00:00 PM
Cq
Turnin Movements
M w
>
a
om
0 +I I F+
Left Thru Right
1 151 1022 126
F_17_56 1163, 2-919
OutIn Total
JAMBOREP- ROAD
P 9 �o
Transportation
Studies,
Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name :
H0503176
N-S Direction: JAMBOREE
ROAD
Irvine, CA, 92614
Site Code :
00000916
E-W Direction:
UNIVERSITY / EASTBLUFF
Start Date :
4/7/2005
Page No :
1 Groups
Printed- Turning
Movements
JAMBOREE ROAD
UNIVERSITY DRIVE i
JAMBOREE ROAD
EASTBLUFF DRIVE
Southbound
Westbound
Northbound
_
Eastbound
_ .
Start Time
_ �__
13 ht :
Thru_
L_ e
Right I
Thru ;
Left
Right i
!
_
Left !
Right
Thru Left_
Int. Total
Factor
1.0 :
1.0 1.0
; 1.0 '
1.01 1.0 I
1.0 i
_Thru
_
1.0 i
_
1.0 1.0
_
9.0 1.0
07:00 AM
23 '
242 -
4 18
23 53 1
-
28 226
4,
-- 1
--- - - .
8 58
.
688
07:15 AM
34 232
10 31
7 36
26 326
5 3
34 47
791
07:30 AM
35 279
14 27
24 661
53 340
11 1
21 83
954
07:45 AM
35 307
25 64
19 84
87 457
6 6
23 69
1182
Total
127
1060
531
140
73 239 i
194
1349
261
11 86 257
3615
08:00 AM
39 274
17 60
9 591
67 366
4 1
1 8 74
978
08:15 AM
41 302
201
32 18
901
74 383
5 i
1 15 84
1065
08:30 AM
48 296
12,
49 13
741
48 374
12 '
3 15 81
1025
08:45 AM
23 ,
58 17
54 j
51 400
6 i
4 16 68
1058
Total199
158
1303
72 57
2771
240
1523
27 9
54 307"
4126
... BREAK ***
04:30 PM
92 362
39 30
27 45
54 321
12 !
8 30 52
1072
04:45 PM
75 340
35 34
27 52
96 383
10 �L-_
2 19 48
1121
Total
167
702
741
64 54
971
150
704
22 i
10 49 100
2193
05:00 PM
85 413
58 '
33 25
731
119
401
11 0
20 41
1279
05:15 PM
99 402
88 34
30 91
98 433
101
2 18 59 :
1364
05:30 PM
98 514
51 48
27 91
83 355
7 0
25 50 i
1349
05:45 PM
95 458
861
71 49
93 83
393
15 0
16 56 '
1415
'76id-1
377
1787
2831
186
131
3481
383
1582
43 __
2 79 206 '
5407
06:00 PM
91 417
66 36
37 89
72 361
91 1
28 60
1267
06:15 PM
83 431
40 39
48 47
59 346
6. 2
18 43
1162
Grand Total
1031
5572
588
664
400
1097
1098
5865
133 i
35 314 973
17770
Apprch %
14.3 77.5
8.2 30.7
18.5 50.8
15.5 82.7
1.91 2.6
23.8 73.6
Total %
5.8 31.4
3.3 3.7
2.3 6.2 j
6.2 33.0
0.7 0.2
1.8 5.5
P3(�-/
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name
: H0503176
Site Code
: 00000916
Start Date
: 4/7/2005
Page No
: 2
JAMBOREE ROAD UNIVERSITY DRIVE JAMBOREE ROAD
Southbound Westbound ! Northbound
EASTBLUFF DRIVE
Eastbound
Time
Right Thru ' Left
_ _
App. Right
Thru
Left
App. RightiI Thru 1 Left
Opp'
_
Right
Thru
Left
App.
Int.
Start
;
Total �_
Total .
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
!
Volume
163 1179 74
1416 205
59 307
571 276 1580 27
1883
11 61
308
380
4250
Percent
11.5 83.3 5.2
35.9 10.3
53.8 14.7 83.9 1.4
2.9 16.1
81.1 07:45
35 307 25
367 64
19 84
167 87 457 6
550
6 23
69 98
1182
Volume
Peak Factor
0.899
High Int.
07:45 AM
07:45 AM
07:45 AM
08:15 AM
Volume
35 307 25
367 64
19 84
167 87 457 6
550'
1 15
84 100
Peak Factor
0.965 !
0.855
0.856 :
0.950
JAIABUK�--E ROAD
Out In Total
2093 1416 3 009
j
1631 1179 1 741 1
Right Thru Left ;
L+
i
i
I !
i
i
m
N
i
"
North
—
—
r— t—►
1WI20057:45:00AM
� r N!S
F--Cn
c
= _j~
�1/712005 8:30:00 AM
(01
+d I
Turning Movements
--�
�! a
OiAl
-..
I ,m%
I
I
T r
. I !
Left Thru Right
271 15801 276
14971 1883 1 3380
Out In Total
JAMBOREE ROAD
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Fife Name : H0503176
Site Code : 00000916
Start Date : 4/7/2005
Page No : 3
JAMBOREE ROAD I
UNIVERSITY DRIVE
JAMBOREE ROAD EASTBLUFI- URIVE
Southbound
I
Westbound
Northbound
Eastbound
Start Time
1 Right Thru Left
App,
Right Thru !
Left I
App.
Right
1 Thru i
Left
App' Right
Thru
Left
_
App.
Int.
I
Total
!
Total
Total
Total
_ _ _Total _
Peak Hour From 04 30 PM to 06:15 PM - Peak 1 of 1
Intersection
05:00 PM
j
Volume
377 1787 283
2447;
186 131
348
6651
383 1582
43 2008 2
79 206
287
5407
Percent
15.4 73.0 11.6
28.0 19.7
52.3 1
19.1 78.8
2.1 0.7
27.5 71.8
95 458 86
639i
71 49
93 2131
83 393
15 491 0
16 56
72 1415
Volume
Peak Factor
0.955
High Int.
05:30 PM
05:45 PM
05:15 PM
05:15 PM
Volume
98 514 51
663
71 49
93 213
98 433
10 541 2
18 59
79 Peak Factor
0.923
0.781
0.928
0.908
JAM8URFE ROAD
out In Total
1974 F22071 F 4421
I
I j
377 17871 283 ji
Right Thru Left
1-j
i
i
j
�S z
i
J
North
Icol_. .w
CIN I
IN
In `
t—►
~
!712005 5:00:00 PM
/712005 5:45:00 PM
3 w
2 N
gIN
�TurningMovements
o
Q
m A O^
I I
I
Left Thru Right
43 15821 383
I
12 37 2008 4145
Out In Total
I JAMBOREE
1P 3L�-3
Transportation Studies, Inc.
1350 Reynolds Avenue
City: NEWPORT BEACH Suite 115
N-S Direction: JAMBOREE ROAD Irvine, CA. 92614
E-W Direction: SAN JOAQUIN HILLS ROAD
1,YA 5 �S
File Name
: H0501286
Site Code
: 00001883
Start Date
: 4/5/2005
Page No
1 Groups Printed- Turning Movements
Groups Printed- Turning Movements
JAMBOREE
ROAD
SAN
JOAQUIN
HILLS ROAD
JAMBOREE ROAD
SAN
JOAQUIN HILLS
Southbound
Westbound
Northbound
ROAD
_--
Eastbound
Rig
Thr
- -----
Ped
Rig
Fre
! e ..
Thr
Ped
Rig
Thr
Left
Fed
Rig
Thr
Left
Ped
Exclu
Inclu.
Int.
Start Time
ht
u
Left
s
ht
Rio
9 Left
s
ht
u
s
Total
Total
-
_
hg
i i
0 --.
r
-�-
-
--
-
Total
Factor
1.0 1 0
1 0
1.0 1.0
1 1.0
J
1.0 -_L-
1.0 1
1.0 1.0
1.0 !
1.0 1.0
1.0 1.0
06:00 AM
1 -
109
48 __
0 _
3 13
0 10
0�
8 72
0 0
4 3
19 1
1 290
291
06:15 AM
3 137
43 1
4 18
3 9
1 1
11 97
1 0!
8 5
18 0
2 357
359
06:30 AM
5 149
81 1
4 26
4 8
2 6
118
0 0 j
7 1
37 0
3 446
449
06:45AM
4 243
92 0
2_
50 1
10 i
14 1
0 6
1 51
0 0
657
657
Total
13 678
264
2 13
107
_
8 37
_0
39 _182
469
2 0
25 10
125
1 6
1750
1756
07:00 AM
4 213
95 3
7 45
3 16
2 21
212
4 0
10 5
53 1
6 688
694
07:15 AM
10 263
88 1 i
5 44
4 18
2 1
17 286
4 0
14 6
50 0
3 809
812
07:30 AM
16 266
152
0 14
128
2 22
1 24
355
6 0
14 9
83 1
2 1091
1093
07:45 AM
17 397
160
0 8
56 2
21 4
32 359
6 0 !!
10 19
93 2
6 1180
1186
Total
47 119
495
T
4 34
273
11 77
9 94
122
20 0
48 39
279
4 17
3768
3785
08:00 AM
14 294
128
2 5
43 2
27 3 i
30 346
4 0
12 18
64 0
5 987
992
08:15 AM
16 307
122
1 7
55 2
23 2
32 337
3 1
21 15
61 0
4 1001
1005
08:30 AM
16 273
111
2 5
48 1
26 1
27 343
5 0
18 20
57 0
3 950
953
08:45 AM
19 266
106
0 8
39 1
22 2 j
20 327
3 0
15 18
53 0
2 897
899
Total
65 11�
467
5 j
25 185
6 98
8 i
109
133
15 1
66 71
235
0 14
3835
3849
- BREAK
03:00 PM
28 375
185
2 14
185
8 55
0 24
348
15 0
11 9
14 1
3 1271
1274
03:15 PM
24 319
176
3 12
142
11 26
1 I
13 260
14 0
2 17
27 3
7 1043
1050
03:30 PM
14 335
112
3 13
163
6 46
1 32
328
15 0
4 3
10 4
8 1081
1089
03:45 PM
20 283
94 1
13 116
6 40
2 29
301
16 0
13 1
19 0
3 951
954
Total
86 131
567
9 52
606
31 167
4 98
123
60 0
30 30
70 8
21 4346
4367
04:00 PM
27 275
102
1 9
170
5 44
1 29
293
21 1
10 12
24 0
3 1021
1024
04:15 PM
38 358
129
4 13
120
9 24
1 25
291
17 0
6 4
9 0
5 1043
1048
04:30 PM
35 267
105
6 15
149
11 48
2 29
327
20 0
6 7
30 1
9 1049
1058
04:45 PM
40 327
128
3 13
140
7 40
2 I
28 281
18 0
9 7
24 1
6 1062
1068
12�
112
Total
140
464
14 50
579
32 156
6 111
76 1
31 30
87 2
23 4175
4198
05:00 PM
43 372
131
2 14
136
10 45
-3
37 318
23 0
10 5
17 0
5 1161
1166
05:15 PM
39 387
119
2 18
131
9 52
4 !
36 336
28 0
11 9
23 1
7 1198
1205
05:30 PM
46 401
129
3 17
141
14 54
1 i
33 347
24 0
6 6
14 2
6 1232
1238
05:45 PM
44 399
116-
0 19
123
15 49
0 32
323
29 0 j
9 13
17 0
0 1188
1188
159
134
Total
172
495
7 68
531
48 200
8 138
104
0 36
33 71
3 18
4779
4797
06:00 PM
39 431
107
0 14
149
9 42
3 !
34 294
25 0
10 9
19 1
4 1182
1186
0615 PM
33 409
93 0
15 114
14 47
0 39
301
25 0
8 5
18 0
0 1121
1121
06:30 PM
29 279
83 0
13 109
11 33
0 31
286
23 0
9 4
11 0
0 921
921
06:45 PM
28 266
70 0
13 82
11 32
1 27
278
21 0
3 9
13 0
1 853
854
Total
129
135
353
0 55
454
45 154
4 131
119
94 0
30 27
61 1
5 4077
4082
Grand
652
840
310
41 297
273
181
889
42 720
794
371
2 266
240
928
19 104
2673
2683
Total
0 5
5 6
0 4
Apprch %
5.4 69.1
25.5 7.2
66.7 4.4
21.7 1
8.0 87.9
4.1 18.5
16.7 64.7
Total %
2.4 31.4
11.6 1.1
10.2 0.7
3.3 2.7
29.7 1.4
1.0 0.9
3.5 0.4
99.6 P�gq-
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0501286
Site Code : 00001883
Start Date : 4/5/2005
Page No : 2
JAMBOREE ROAD SAN JOAQUIN HILLS ROAD I
JAMBOREE ROAD
SAN JOAQUIN HILLS
ROASouthbound
Westbound
Northbound
E stboD d
Start Time
Righ
Thru Left
App. Righ
Free
Rig Thru !
Left
qpp.
Ri h
g Thru
Left Left '
A ..
Righ
g
Thru Left
A .
Int.
t
Total t
ht ;
Total i
t
Total
t
Total
Total
Peak Hour From 06:00 AM to 08:45
AM - Peak 1 of 1
Intersection
07:30 AM
I
Volume
63 126 562
18891 34 282 8
93 417 !
118 139
19 1534
57 61 301
419
4259
Percent
3.3 66.9 29.8
! 8.2 67.6 1.9
22.3 i
7.7 91.1
1.2 13.6
14.6 71.8
17 397 160
574
8 56 2
21 87,
32 359
6 397
10 19 93
122
1180
Volume
Peak
i
0.902
Factor
High Int.
07:45 AM
107:30 AM
07:45 AM
07:45
AM
Volume
17 397 160
574 14 128 2
22 166
32 359
6 397:
10 19 93
122
Peak
Factor
0.8231
0.628
0.966
0.859
oIof
�I
oi'—j
J
J
�L�
I
Z
—
�� r--►
F
Q �p�
lYnjlL
_ O.m'
2--
!Y w
— JAMBOREE -ROAD
Out In Total
i f 20144 18891 E
6' 3 1284 85 21
Right Thru Left
i 4-1 1 L'
i
North
5/2005 7:30:00 AM,
/5/2005 8:15:00 AM
Turning Movements j
Left Thru ffklhit
191397 118!
1414 51��34' i 2948
Out In Total
JAMBOREE ROAD
Transportation Studies, Inc
1350 Reynolds Avenue
Suite 115
File Name : H0501286
Irvine, CA. 92614
Site Code : 00001883
Start Date : 4/5/2005
Page No : 3
JAMBOREE ROAD
SAN JOAQUIN HILLS
ROAD JAMBOREE
ROAD
SAN JOAQUIN HILLS
Southbound
Westbound Northbound
ROAD
Eastbound
Start Time
g _._.. _ ...
Ri h Thru Left
A Ri h
PP g
Free
! RI Thru j
Left
App. Righ Thru
_...
Left
App.
Righ
Thru Left App. Int.
t
Total t
ht
Total t
l
Total
t
Total Total
Peak Hour From 03:00 PM to 06:45 PM - Peak 1 of 1
Intersection
05:15 PM
Volume
168 168 471
2257 68 544 47
197 856
135 1300
106
1541
36 37 73 146 4800
Percent
7A 71.7 20.9
7.9 63.6 5.5
23.0 I 8.8 84.4
6.9 24.7
25.3 50.0
05:30
46 401 129
576 17 141 14
54 226'
33 347
24 404
6 6 14 26 1232
Volume
Peak
0.974
Factor
High Int.
06:00 PM
05:30 PM
105:30
PM
05:15 PM
Volume
39 431 107
577I 17 141 14
54 226
33 347
24 404
11 9 23 43
Peak
Factor
0.978
0.947 i
0.954
0.849
i
OJAMBUREL: ROAD
ut In Total
198M2257 42
Right Thru Left
I
41 i
n
I
D
-n x :
J
JJ
North
IN.
D
J
- is
I-12
LJ
I~
5/2005 5:15:00 PM
4—�--�`I
-imrn +g z
i
5/2005 6:00:00 PM
_j,
I
o
i
�Turnlng Movements
� J�—
r
Zpjo
9_
D
Left TIN Right
106 1300' 1351
I
_ 18511 �_1541 - 3392i
Out In Total
M A
P 344
Transportation Studies, Inc. I r' J" 7V
1350 Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0501290
N-S Direction:
MAC ARTHUR
BOULEVARD
Irvine, CA. 92614
Site Code : 00003871
E-W Direction: SAN JOAQUIN
HILLS
ROAD
Start Date
: 4/7/2005
Page No :1
Groups
Printed- Turning Movements
MAC ARTHUR
!
SAN
JOAQUIN
HILLS
!
MAC ARTHUR
SAN JOAQUIN HILLS
BOULEVARD
ROAD
BOULEVARD
ROAD
Southbound
Westbound
Northbound
Eastbound
Righ
Ped
Righ I
I
Left
Ped Righ
Left !
Ped '
Righ I Thru
Left
Ped
Exclu.
Inclu.
Int.
StartTime
t
TLO
ft
s
t
T1rp
s
t
Thru
'_
s
t
s
Total
Total
Total
1g0
1e0
1.0 •
190 I
1.0 1.0
1.0�
1.0`
1.0!
1.0,
1.0 1.0; 1.0:
1.0 .--
06:00 AM
53 117
_
32 1
34 29
4 0
0 82
3 1
2 -
7 ---
8 -
0 2
371
373
06:15 AM
48 135
53 2
54 13
1 0
4 94
7 3 !
5 13
8 1
6 435
441
06:30 AM
76 221
105
0 49
25 2
0 0
130
6 1
1 10
9 0
1 634
635
06:45 AM
106
225
125
0 !
72 26
2 0
2 183
12 1
6 18
17 0
1 794
795
Total
283
698
315
3 209
93 9
0 6
489
28 6 '
14 48
42 _
1 10
2234
2244
07:00 AM
105
264
110
1 78
37 2
1 1
236
17 3
7 34
27 0
5 918
923
07:15 AM
166
263
119
1 !
109
59 3
0 3
276
18 3 I
13 21
19 2
6 1069
1075
07:30 AM
179
245
133
1 I
158
116
2 1
0 340
20 4 i
16 51
22 0
6 1282
1288
07:45 AM
238
344
146
0 i
150
99 2
1 4
399
14 1 !
18 70
28 0
2 1512
1514
Total
688
116
508
3 495
311
9 3
8 125
69 11
54 176
96 2
19 4781
4800
08:00 AM
237
361
167
0 159
94 6
0 4
289
27 5
20 94
34 1
6 1492
1498
08:15 AM
245
353
121
0 194
130
9 0
3 365
21 1
11 38
35 0
1 1525
1526
08:30 AM
250
346
96 0 1151
66 1
2 3
387
27 4
19 41
36 0 :,
6 1423
1429
08:45 AM-
250_
356
_ 106 -
_ 0
141
81 6
0 7
327
25 �-_
18 46
22 0 I
1 1385
1386
Total
982
146
490
0 645
371
22 2
17 13$
100
11 j
68 219
127
1 14
5825
5839
'** BREAK ***
03:00 PM
104
320
113
0 115
73 11
4 5
349
11 3
24 75
104
0 7
1304
1311
03:15 PM
87 311
142
0 128
72 14
0 8
400
24 2
32 111
127
0 2
1456
1458
03:30 PM
93 348
129
0 117
66 10
1 5
350
17 6 I
20 91
125
1 8
1371
1379
03A-5?M
.-- 87
381
116
0 132
77 27
1 10
409
9 2
27 72
106
_ 0
3 1453
1456
Total
371
1360
500
0 492
288
62 6
28 1508
61 13
103
349
462
1 20
5584
5604
,
04:00 PM
97 346
128
1 101
61 14
0 '
8 414
12 1 !
28 80
152
1 3
1441
1444
04:15 PM
119
349
130
0 106
56 5
0 12
401
16 0
26 97
173
0 0
1490
1490
04:30 PM
117
358
154
0 89
61 11
0 4
351
5 1
25 88
145
0 1
1408
1409
04:45 PM
97 355
150
0)y
105
67_
10 0_
1_
395
6 7 '
21 93
141
0 7
1441
1448
Total
430
14$
562
1 -
401
245
40 0
25 156
39 9
100
358
611
1 11
5780
5791
05:00 PM
87 405
165
0 I
93 44
6 0
10 430
7 1
28 112
159
0 1
1546
1547
05:15 PM
97 408
155
2 I
76 68
13 1
8 405
14 4
28 105
226
1 8
1603
1611
05:30 PM
98 424
170
0 i
89 49
10 0
3 389
12 2 j
34 107
206
1 3
1591
1594
05:45 PM
108
411
2 0 I
82 62
6 1
7 319
12 2
16 85
135
1 i
4 1405
1409
Total
390
164
652
2 !
340
223
35 2
28 153
45 9 !
106
409
726
3 16
6145
6161
8 06:00 PM
85 422
184
0 88
57 10
1 4
349
11 1
30 101
151
1 3
1492
1495
06:15 PM
75 329
153
0 66
54 8
1 5
327
5 0 !
27 80
160
0 1
1289
1290
06:30 PM
94 359
152
0 65
48 5
0 2
300
6 0
20 77
105
0 0
1233
1233
06:45 PM
72 303
126
0 66
38 4
0 3
236
10 1
29 48
71 0
1 1006
1007
Total
326
143
615
0 285
197
27 2
14 122
32 2 !
106
306
487
1 !
5 5020
5025
Grand
347
905
364
9 I
286
172
204
15 126
893
374
61 551
186
255
10 95
35369
35464
Total
0 9
2 7
8 2
5 1
Apprch %
21.5 56.0
22.5 59.7 36.0
4.3 1
1.3 94.7
4.0 11.1
37.5 51.4
Total %
9.8 25.6
10.3 8.1
4.9 0.6
0.4 25.3
1.1 1.6
5.3 7.2
0.3 99.7
P34-7
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0501290
Site Code : 00003871
Start Date : 4/7/2005
Page No : 2
MAC ARTHUR
BOULEVARD
Southbound
I SAN JOAQUIN HILLS
! ROAD
Westbound
MAC ARTHUR
BOULEVARD
Northbound
SAN JOAQUIN HILLS
ROAD
Eastbound_ .
App' � I
App'
App.
Thru
App.
int.
Start Time
Right Thru Left
i Right Thru Left
Total I
Total
Right
Thru Left:
I
Right
Total
Left
Total
Total
Peak Hour From 06:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
Volume
970 1404 530
2904I 654 389 18
1061
14 1440 89
1543 68
243 133
444
5952
Percent
33.4 48.3 18.3
61.6 36.7 1.7
0.9 93.3 5.8
15.3 54.7 30.0
08:15
245 353 121
7191 194 130 9
333
3 365 21
389; 11
38 35
84 1525
Volume
Peak Factor
I
0.976
High Int.
08:00 AM
08:15 AM
07:45 AM
i 08:00
AM
Volume
237 361 167
765. 194 130 9
333
4 399 14
417 20
94 34
148
Peak Factor
0.949 I
0.797
0.925 1
0.750
MA(; AR I HUR BOULEVARD
Out In Total
2227 2904 5131
970T 14041 530 j
Right Thru Left
4-I� I lIy
I
I
Q Y
—
~J��
North
—n m
lull
P•—! N r— 1
�A
I
a
n� —
~
!7/2005 7:45:00 AM
--�
2 _
CY
/7/2005 8:30:00 AM
_...
oo.
�
.5i�1 '- il0m
Turning Movements
O
L.
o
Li°.Ifii
_.i
a —
�—
I
i I
j
Left Thru RI ht
891 1440 14
1543
Out In Total
MAC ARTHUR BOULEDI
P3(eg
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name : H0501290
Site Code : 00003871
Start Date : 4/7/2005
Page No : 3
MAC ARTHUR
SAN JOAQUIN HILLS
MAC ARTHUR
SAN JOAQUIN HILLS
BOULEVARD
ROAD
BOULEVARD
ROAD
Southbound
Westbound
Northbound
Eastbound
Start Time
Right Thru Left 1
App.App.
Right I Thru I Left
Right
Thru Left
App. i
Right Thru � Left
App—
_
Int
Total ;
Total
Total
Total
Total
-- — -
Peak Hour From 03:00 PM to 06:45 PM
- Peak
1 of 1
_.
Intersection
04:45 PM
Volume
379 1592 640
2611;'
363 228 39
630
22 1619 39
1680:1
111 417 732
1260
6181
Percent
14.5 61.0 24.5
i
57.6 36.2 6.2
1.3 96.4 2.3
8.8 33.1 58.1
05:15
97 408 155
660I
76 68 13
157
8 405 14
4271
28 105 226
359
1603
Volume
Peak Factor
0.964
High Int.
05:30 PM
04:45 PM
05:00
PM
05:15 PM
Volume
98 424 170
692
105 67 10
182
10 430 7
447:,
28 105 226
359
Peak Factor
0.943
0.865
0.940 :
0.877
Out In Total
i 2714 2611 1 5325
3791 592 640
Right Thru Left
+J �►
_ID
mo
o�
F N
T
T
North
J
x SIN 2
z —, a
/7/2005 4:45:00 PM
Ji r—►
�~
f772005 5:30:00 PM
1 Tumin Movements
Left
Thu
Ri ht
39 1619
22 i
I
17-4
1660
3422
Out
In
Total
MAC AIR
D
f3 (f
Irvine Ave @ University Dr
N-S: Irvine Ave
E-W: University Dr
Weather: Clear
CITY OF NEWPORT BEACH
Traffic Engineering
Groups Printed Unshifted
II?-�Ocfo
File Name : Irvine @ University
Site Code : 00000000
Start Date : 05/17/2005
Page No : 1
Irvine Ave
University Dr
Irvine Ave
University Dr
Southbound
Westbound
Northbound
Eastbound
Start Time
Left
Thru
I Ri ht
Left
Thru I
Right
Left
Thru
Ri ht
Left
Thru
Right
Int. Total
Factor
1 1.0
1.0 1 1.0
1.0 1.01
1.0 1.0
1.0 1.0
1.0 1.0
1.0 07:00 AM
9 81
4 1 8
3 9
168
3 17 9
15 327
07:15 AM
6 98
8 3 5
1 17
225
3 26 9
28 429
07:30 AM
24 109
8 9 5
4 48
311
6 34 11
48 617
07:45 AM
30 116
8 4 8
4 50
436
10 36 11
39 752
Total
69 404
281
17 26
12 124
1140
221
113 40
1301
2125
08:00 AM 26 118 14
08:15 AM 26 136 15
08:30 AM 21 134 18
08:45 AM 21 133 8
3 4 6 44 361 15 55 20 34 700
4 2 5 30 396 11 27 24 34 710
7 5 4 31 285 11 33 25 18 592
0 0 0 0 0 0 23 9 16 210
Total
94 521
55 j
14 11
15 105
1042
37 138
78 102
2212
" BREAK "`
04:30 PM
11 286
24 j
11 7
15 17
142
6 19
10 29
577
04:45 PM
14 299
42 I
10 13
14 25
177
8 16
13 26
657
Total
25 585
66 21
20 29
42 319
14 35
23 551
1234
05:00 PM
17 349
27 8
16 30
30 174
15 19
14 24
723
05:15 PM
13 408
37 14
12 14
27 186
12 15
13 21
772
05:30 PM
15 395
44 12
26 20
26 177
5 14
8 24
766
05:45 PM
13 379
32 9
18 17
17 152
8 18
4 34
701
Total
58 1531
140
43 72
81 100
689
40 66
39 103
2962
06:00 PM
11 289
30 17
21 20
23 128
5 20
7 27
598
06:15 PM
7 311
21 13
8 21
19 143
9 8
6 11
577
Grand Total
264
3641
340
125
158
178
413
3461
127
380
193
428
9708
Apprch %
6.2 85.8
8.0 27.1
34.3 38.6
10.3 86.5
3.2 38.0
19.3 42.8
Total %
2.7 37.5
3.5 1.3
1.6 1.8
4.3 35.7
1.3 3.9
2.0 4.4
P3�0
CITY OF NEWPORT BEACH
Traffic Engineering
Irvine Ave @ University Dr
N-S: Irvine Ave
E-W: University Dr
Weather: Clear
File Name : Irvine @ University
Site Code : 00000000
Start Date : 05/17/2005
Page No : 2
Irvine Ave
Southbound
University Dr
Westbound
Irvine Ave
Northbound
University Dr
Eastbound
Start Time
Left
Thru
Right
ApApp.
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Int.
tpa,
Tote.
Total
Total
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak
1 of 1
Intersection
07:30 AM
Volume
106 479 45
630
20 19 19
58 172
1504 42
1718
152
66 155
373
2779
- Percent
16.8 76.0 7.1
34.5 32.8 32.8
10.0 87.5 2.4
40.8 17.7 41.6
High Int.
08:15 AM
07:30 AM
07:45 AM
08:00 AM
07:45
Volume
30 116 8
154
4 8 4
16 50
436 10
496
36 11 39
86 752
Peak Factor
0.890
0.806
0.866
0.856
0.924
Irvine Ave
Out In Total
1675 630 2305
45 479 106
Right
Thru
Left
+j
L+
North
t ' 05/17/2005 07:30 �-
~ 2
05/17/2005 08:15
co
7 fol
Unshifled
�m
N
4� T F+
Left Thru Right
1721 1504 42
654 1718 2372
Out In Total
Irvine Ave
F 30
CITY OF NEWPORT BEACH
Traffic Engineering
Irvine Ave @ University Dr
N-S: Irvine Ave
E-W: University Dr
Weather: Clear
File Name : Irvine @ University
Site Code : 00000000
Start Date : 05/17/2005
Page No : 3
Irvine Ave
University Dr
Irvine Ave
University Dr
Southbound.
Westbound
Northbound
Eastbound
Start Time
Left
Thru
ITotal
Right
App.
Left
Thru
Right
Left Thru
Right
Left
Thru
Right
7optpa-
Tote-
Total
Int.
Total
NeaK Flour l-rom U4:aU F'M to Ub:1b F m - NeaK
1 of 1
Intersection
05:00 PM
Volume
58 1531
140 1729
43 72 81
196
100 689
40 829
66 39 103
208
2962
Percent
3.4 88.5
8.1 21.9 36.7 41.3
12.1 83.1
4.8 31.7 18.8 49.5
High Int.
05:15 PM
05:30 PM
05:15 PM
05:00 PM
05:15
Volume
13 408
37 I
14 12 14
27 186
12 15 13 21
Peak Factor
0.944
0.845
0 921
0.912
0.959
Irvine Ave
Out In Total
838F 1729F 2585
140 1531 58
Right Thru. Left
1 L►
O
N
o
O
$
North
m
c
F'
05/17/2005 17:00
4— 2
_ m
a
05/17/200517:45
o
N
O�
o
Unshlfted
w d
w
Left Thru Right
100 689 40
i677 829 2506
Out In Total
Irvine Ave
P 35 ,-'
Irvine Ave @ Santiago Dr
N-S: Irvine Ave
E-W: Santiago Dr
Weather: Clear
CITY OF NEWPORT BEACH
Traffic Engineering
Grnuns PrintedUnshifted
%R 3930
File Name : Irvine @ Santiago
Site Code : 00000000
Start Date : 04/21 /2005
Page No : 1
Irvine Ave
Santiago Dr
Irvine Ave
Santiago Dr
Southbound
Westbound
Northbound
Eastbound
Start Time
Left
Thru
Right
Left
Thru
I Right
Left
Thru
Ri ht
Left
I Thru
Ri ht
Int. Total
Factor
1.0 1.0
1.0 1.0
1.01 1.0
1.0 1.0
1 1.0
1.0 1 1.0
1.0 07:00 AM
14 107
3 1
7 19
5 144
0 8
8 14
330
07:15 AM
12 183
2 3
8 22
9 208
1 15
6 36
505
07:30 AM
10 198
8 3
16 33
13 348
3 25
6 33
696
b7:45 AM
5 186
3 3
9 28
18 396
4 31
11 31
725
Total
41 674
16 10
40 102
1 45
1096
81 79
31 114
2256
08:00 AM
16 135
15 0
10 33
17 280
1 37
9 21
574
08:15 AM
12 184
10 8
10 31
11 371
5 28
10 25
705
08:30 AM
14 148
7 6
16 39
15 286
4 21
17 23
596
08:45 AM
16 161
8 4
12 38
11 236
1 17
11 29
544
Total
58 628
40 18
48 141
54 1173
11 F 103
47 98
2419
BREAK "`
04:30 PM 17 337 22
04:45 PM 18 296 10
Total 35 633 32
05:00 PM
20 328
23 05:15 PM
28 402
30 05:30 PM
21 398
22 05:45 PM
29 390
23 Total
98 1518
98 06:00 PM
23 375
23 06:15 PM
21 322
17 Grand Total
276
4150
226
Apprch %
5.9 89.2
4.9 Total %
2.7 39.9
2.2 2 17 19 18 180
5 9 23 21 212
7 26 421 39 392
4 11
14 24
223
4 15
12 22
216
6 20
20 17
205
7 9
25 27
203
21 55
71 90
847
1 24
26 27
201
2 20
21 27
164
59 213
403
282
3873
8.7 31.6
59.7 6.7
92.2 0.6
2.0 3.9
2.7 37.2
P333
3; 17 15 15
1 14 15 23
41 31 30 38
3 10 11 27
0 11
15 28
4 11
13 35
3 4
12 21
10 36
51 111
10 8
13 34
2 9
14 26
45 266
186
421
1.1 30.5
21.3 48.2
0.4 2.6
1.8 4.0
662
647
1309
698
783
772
753
3006
765
645
10400
CITY OF NEWPORT BEACH
Traffic Engineering
Irvine Ave @ Santiago Dr
N-S: Irvine Ave
E-W: Santiago Dr
Weather: Clear
File Name : Irvine @ Santiago
Site Code : 00000000
Start Date : 04/21/2005
Page No : 2
Irvine Ave
Santiago Dr
Irvine Ave
Santiago Dr
Southbound
Westbound
Northbound
Eastbound
Start Time
Left
Thru
Right
I App.
Total
Left
Thru
RightI
App. Total
Left
Thru
Right
Tot
Left
Thru
Right
Total
Int.
Total
veaK Hour t-rom U/:UU AM to UbAb AM - t eaK
1 OT 1
Intersection
07:30 AM
Volume
43 703
36 782
14 45 125
184
59 1395
13 1467
121 36 110
267
2700
Percent
5.5 89.9
4.6 7.6 24.5 67.9
4.0 95.1
0.9 45.3 13.5 41.2
High Int.
07:30 AM
07:30 AM
07:45 AM
07:45 AM
07:45
Volume
5 186
3 194
3 9 28
40 18 396
4 418
31 11 31
73 725
Peak Factor
0.905
0.885
0.877
0.914
0.931
Irvine Ave
Out In Total
782 2423
71641
36 703 43
Right Thru Left
North
N
w
m
'
/21/2005 07:30
♦-- 2 '
121/200508:15
ED4shtfied
"
e
� t
r
A V �
W
I
Left Thru Right
59 1395 13
277 1467 2294
Out In Total
Irvine Ave
p 3�w-
CITY OF NEWPORT BEACH
Traffic Engineering
Irvine Ave @ Santiago Dr
N-S: Irvine Ave
E-W: Santiago Dr
Weather: Clear
File Name : Irvine @ Santiago
Site Code : 00000000
Start Date : 04/21/2005
Page No : 3
Irvine Ave
Santiago Dr
Irvine Ave
Santiago Dr
Southbound
Westbound
Northbound
Eastbound
Start Time
Left Thru
Right
Left
Thru
Right
Left I Thru
Right
Left
Thru
Right
ToPtpa'
Total
Total
Total
Int.
Total
reaK Flour t-rom u4:Ju t M to ub:15 t m - t eaK
l OT l
Intersection
05:15 PM
Volume
101 1565
98 1764
18 68 83
1691
93 825
17 935
34 53 118
205
3073
Percent
5.7 88.7
5.6 10.7 40.2 49.1
9.9 88.2
1.8 16.6 25.9 57.6
High Int.
05:15 PM
06:00 PM
05:15 PM
05:30 PM
05:15
Volume
28 402
30 460
4 15 12
31 22 216
0 238
11 15 28
54 783
Peak Factor
0.959
0.828
0.982
0.869
0.981
Irvine Ave
Out In Total
942 1784 2708
981 15651 101
Right Thru Left
,J 1 L►
F
�°
North
W
0 o
M
ay
p C N
f
L '
/211200517:15
2 ' m
m
N
~
/21/200518:00
Eshifted
fO p
v
O
tr
3 O
0 Left Thru Right
93 825 17
1701 935 2636
Out In Total
Irvine Ave
Irvine Ave @ 20th-Highland
N-S: Irvine Ave
E-W: 20th-Highland
Weather: Clear
CITY OF NEWPORT BEACH
Traffic Engineering
Grouns Printed Unshifted
IR33g5
File Name : IRVINE @ 20TH
Site Code : 00000000
Start Date : 04/19/2005
Page No : 1
IRVINE AVE
HIGHLAND DR
IRVINE AVE
20TH ST
Southbound
Westbound
Northbound
Eastbound
Start Time
Left
I Thru
I
Left
Thru
Ri ht
Left
Thru
I Right
Left
Thru
I Right
Int. Total
Factor
1.01 1.0
1.0 1.01
1.01 1.0
1.01 1.01
1.0 1.0
1.0 1 1.0
07:00 AM
6 119
2 3
5 19
8 179
2 7
2 14
366
07:15 AM
5 241
1 2
5 24
6 225
3 7
3 25
547
07:30 AM
6 264
4 5
9 22
14 367
4 14
4 38
751
07:45 AM
4 214
9 4
10 23
13 378
1 18
2 26
702
Total
21 838
16 1 14
29 881
41 1149
10 46
11 1031
2366
08:00 AM
6 165
5 3
9 15
12 362
3 25
8 20
633
08:15 AM
4 209
6 2
7 26
10 347
6 16
4 22
659
08:30 AM
6 182
5 2
4 23
5 278
6 14
2 17
544
08:45 AM
9 188
11 9
8 22
9 218
6 7
5 18
510
Total
25 744
27 16
28 86
36 1205
21 62
19 77
2346
*** BREAK'**
04:30 PM
6 260
6 1
5 7
23 220
4 4
3 17
556
04:45 PM
8 258
7 6
4 8
23 210
1 6
6 18
555
Total
14 518
13 7
9 15 1
46 430
51 10
9 351
1111
05:00 PM
5 247
16 5
8 14
18 268
5 4
11 12
613
05:15 PM
7 306
8 6
7 8
23 243
3 14
2 20
647
05:30 PM
7 311
7 6
5 8
10 205
7 5
4 8
583
05:45 PM
9 307 .
15 2
6 6
19 200
0 9
9 15
597
Total
28 1171
46 19
26 36
70 916
151
32 26
55 2440
06:00 PM
19 307
6 3
2 8
19 197
3 3
10 22
599
06:15 PM
7 304
14 4
3 11
15 218
5 12
4 17
614
Grand Total
114
3882
122
63 97
244
227
4115
59 165
79 309
9476
Apprch %
2.8 94.3
3.0 15.6
24.0 60.4
5.2 93.5
1.3 29.8
14.3 55.9
Total %
1.2 41.0
1.3 0.7
1.0 2.6
2.4 43.4
0.6 1.7
0.8 3.3
1904
CITY OF NEWPORT BEACH
Traffic Engineering
File Name : IRVINE @ 20TH
Site Code : 00000000
Start Date : 04/19/2005
Page No 2
IRVINE AVE
HIGHLAND DR
IRVINE AVE
20TH ST
Southbound
Westbound
Northbound
Eastbound
Start Time
Left
Thru
Right
App.
Left
Thru
Right
App.
Left
Thru
Right
App.
Left
Thru
Right
APP'
Total
Total
Total
Total
Int.
Total
F'eaK dour rrom U/:UV /Aivl Eo uo:4o mivi - t"eaK
-1 Of -I
Intersection
07:30 AM
Volume
20 852
24 896
14 35 86
135
49 1454
14 1517
73 18 106
197
2745
Percent
2.2 95.1
2.7 10.4 25.9 63.7
3.2 95.8
0.9 37.1 9.1 53.8
High Int.
07:30 AM
07:45 AM
07:45 AM
07:30 AM
07:30
Volume
6 264
4 274
5 9 22
36 14 367
4 385
14 4 38
56 751
Peak Factor
0.818
0.912
0.967
0.879
0.914
Out
In Total
1613 896 2509
241
8521 20
Right
Thru Left
L4
m Tn
J
North m
n
rn m
' Eshifted
/19/2005 07:30 �— 2 w
/19/2005 08:15 O1
o i� r
0 +1 T F+
Left Thru Right
49 1454 14
972 1517 2489
Out In Total
IRVINE AVE
1p3�7
CITY OF NEWPORT BEACH
Traffic Engineering
File Name : IRVINE @ 20TH
Site Code : 00000000
Start Date : 04/19/2005
Page No : 3
Southbound
Westbound
Northbound
IEastbound
Start Time
Left
Thru
Right
Left
Thru
Right
App
Left
Thru
Right
Left
Thru
Right
Int
Total
Total
Total
Total
Total
Peak Hour From 04:30 PM to 06:15 PM - Peak
1 of 1
Intersection
05:00 PM
Volume
28 1171 46
1245
19 26
36 81
70 916
15 1001
32 26
55 113
2440
Percent
2.2 94.1 3.7
23.5 32.1
44.4 7.0
91.5 1.5
28.3 23.0
48.7 High Int.
05:45 PM
05:00 PM
05:00 PM
05:15 PM
05:15
Volume
7 306 8
321
6 7
8 21
23 243
3 269
14 2
20 36
647
Peak Factor
0.940
0.750
0.860
0.785
0.943
IRVIIVC /1VC
Out In Total
984 1245 2229
461 11711 28
Right Thru Left
4" 1 '4
T
North
04/19/2005 17:00
04119/200517:45
Unshifted
+� T [4
Left • Thru Right
70 916 15
1245 1001 2246
Out In Total
IRVINE AVE
i935 �
3a�©
CITY OF NEWPORT BEACH
Traffic Engineering
Intersection: Dover Dr @ Westcliff Dr File Name : DOVER @ WESTCLIFF N-S Direction: Dover Dr Site Code : 00000000
E-W Direction: Westcliff Dr Start Date : 04/14/2005
Weather: Clear Page No : 1
07:15 AM
110
24 54
66 13
109
376
07:30 AM
179
34 70
113
25 172
593
07:45 AM
168
19 84
155
14 144
584
Total
514
90 243
374
64 513
1798
08:00 AM
85 21
71 102
20 140
439
08:15 AM
104
34 83
94 20
114
449
08:30 AM
108
33 89
61 20
135
446
08:45 AM
102
36 108
89 17
138
490
Total
399
124
351
346
77 527
1824
BREAK
04:45 PM
82 32
149
114
37 135
549
Total
168
51 1
294
249 1
76 271
1109
05:00 PM
83 17
148
131
33 157
569
05:15 PM
90 27
161
149
28 126
581
05:30 PM
83 27
172
156
31 138
607
05:45 PM
88 27
160
164
28 124
591
Total
344
98 641
600
120
545
2348
06:00 PM
97 28
133
123
26 124
531
06:15 PM
99 34
119
115
32 108
507
Grand Total
1621
425
1781
1807
395
2088
8117
Apprch %
79.2 20.8
49.6 50.4
15.9 84.1
Total %
20.0 5.2
21.9 22.3
4.9 25.7
CITY OF NEWPORT BEACH
Traffic Engineering
File Name
: DOVER @ WESTCLIFF
Site Code
: 00000000
Start Date
: 04/14/2005
Page No
7-
1r From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection 07:30 AM
Volume 536 108 644 0 308 464 772 79 570 649 2065
Percent 83.2 16.8 39.9 60.1 12.2 87.8
High Int. 07:30 AM 6:45:00 AM 07:45 AM 07:30 AM 07:30
Volume 179 34 213 0 70 113 183 25 172 197 593
Peak Factor 0.756 0.808 0.824 0.871
OVER DR
Out In Total
543 644 1187
�118531
Right Thru
4' 1
D
o v North
m m
LL C � J
/14/2005 07:30
N r /14/2005 08:15
U o Eshifted
o
5 O
I
Left Thru
308 464
1106 �772 1878
Out In Total
DOVER DR
P 340
CITY OF NEWPORT BEACH
Traffic Engineering
File Name : DOVER @ WESTCLIFF
Site Code : 00000000
Start Date : 04/14/2005
Page No
jr From 04:30 PM to 06:15 PM - Peak 1 of 1
Intersection 05:00 PM
Volume 344 98 442 0 641 600 1241 120 545 665 2348
Percent 77.8 22.2 51.7 48.3 18.0 82.0
High Int. 05:15 PM 05:30 PM 05:00 PM 05:30
Volume 83 27 110 0 172 156 328 31 138 169 607
Peak Factor 0.944 0.946 0.875 0.967
DOVER DR
Out In Total
720 442 1162
96 344
Right Thru
�
�
0 I
North
v — 04/14/2005 17:00
04/14/200517:45
Unshifted
OI I
Left Thru
641 600
669 1241 2130
Out In Total
DOVER DR
P 34 1
Dover Dr @ 16th-Castways
N-S: Dover Dr
E-W: 16th-Castaways
Weather: Clear
CITY OF NEWPORT BEACH
Traffic Engineering
Grouns Printedl - Unshifted
IT"01 32[00
File Name : DOVER @ 16
Site Code : 00000000
Start Date : 04/12/2005
Page No : 1
DOVER
DR
16TH - CASTAWAYS
DOVER
DR
16TH - CASTAWAYS
Souhbound
Westbound
Northbound
Eastbound
Start
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Int.
Time
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
Total
Factor
1.0 1.0
1.0 1 1.0
1 1.0
1 1.0
1.0 1.0
1.0 1.0
1 1.01
1.0 1.0
1.0 1.01
1.0 07:00 AM
9 110
7 0
126
3 2
7 0
12 26
87 4
0 117
4 3
22 0
29 284
07:15 AM
2 191
17 0
210
8 2
14 0
24 20
107
4 0
131
9 2
35 0
46 411
07:30 AM
5 265
40 0
310
11 5
8 0
24 39
167
2 0
208
31 6
72 0
109
651
07:45 AM
6 255
0 0
261
9 2
16 0
27 23
218
10 0
251
10 2
57 0
69 608
Total
22 821
64 0
907
31 11
45 0
87 10B
579
20 0
707
54 13
186
0 253
1954
08:00 AM
7 179
9 0
195
13 3
13 0
29 23
163
7 0
193
5 10
39 0
54 471
08:15 AM
5 223
2 0
230
3 1
16 0
20 19
175
8 0
202
4 6
37 0
47 499
08:30 AM
21 216
8 0
245
8 3
13 0
24 22
167
7 0
196
0 0
48 0
48 513
08:45 AM
17 211
3 0
231
12 7
15 0
34 20
151
6 0
177
2 3
58 0
63 505
Total
50 829
22 0
901
36 14
57 0
107
84 656
28 0
768
11 19
182
0 212
1988
"BREAK"
04:30 PM 12 230 7 0 249 3 4 12 0 19 31 288 5 0 324 4 6 33 0 43 635 04:45 PM 18 189 7 0 214 5 3 14 0 221 27 264 6 0 297 4 5 36 0 45 578 Total 30 419 14 0 463 1 8 7 26 0 41 1 58 552 11 0 621 1 8 11 69 0 881 1213 05:00 PM 16 234 7 0 257 6 3 16 0 25 30 289 9 0 328 11 2 29 0 42 652 05:15 PM 14 205 2 0 221 11 4 8 0 23 38 312 12 0 362 4 1 34 0 39 645 05:30 PM 12 190 9 0 211 4 5 16 0 25 39 262 6 0 307 5 5 27 0 37 580 05:45 PM 25 201 5 0 231 4 2 11 0 17 39 276 19 0 334 2 4 43 0 49 631 Total 67 830 23 0 920 25 14 51 0 90 146 113 46 0 1331 22 12 133 0 167 2508 06:00 PM 12 191 10 0 213 8 4 5 0 17 38 205 6 0 249 1 6 31 0 38 517 06:15 PM 14 168 2 0 184 5 3 8 0 16 32 214 4 0 250 2 1 40 0 43 493 Grand 195 325 135 0 3588 113 53 192 0 358 466 334 .115 0 3926 98 62 641 0 801 8673 Total 8 5
90. 31. 14. 53. 11. 85. 12. 80.
Apprch % 5.4 8 3.8 0.0 6 8 6 0.0 9 2 2.9 0.0 2 7.7 0 0.0 Total % 2.2 37.
1.6 0.0 41.4 1.3 0.6 2.2 0.0 4.1 5.4 3 6 1.3 0.0 45.3 1.1 0.7 7.4 0.0 9.2 P36a
CITY OF NEWPORT BEACH
Traffic Engineering
Dover Dr @ 16th-Castways
N-S: Dover Dr
E-W : 16th-Castaways
Weather: Clear
File Name : DOVER @ 16
Site Code : 00000000
Start Date : 04/12/2005
Page No :2
DOVER DR
16TH - CASTAWAYS
DOVER DR
16TH - CASTAWAYS
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr Rig Ped
App.
Left
Thr
Rig
Ped
App.
Left
Thr
Rig
Ped
App.
Left Thr
Rig
Ped
App.
Time
u ht s
Total
u
ht
s
Total
u
ht
s
Total
I u
Fit
s
Total
NeaK Hour From U/:UU AM to UdAb AM - F'ee
Intersecti
07:30 AM
on
Volume
23 922 51 0 996
Percent
2.3 92.
5.1 0.0
High Int.
07:30 AM
Volume
5 265 40 0 310
Peak
0.803
Factor
K10T1
36 11 53 0 100
36. 11. 53. 0.0
0 0 0
08:00 AM
11 5 8 0 24
0.862
104 723 27 0 854
12. 84• 3.2 0.0
2 7
07:45 AM
39 167 2 0 208
0.851
U V V CK UK
Out In Total
826 998 - 1822
51 9221 23 0
Right Thru Left Peds
+j I L+
IV
T
North
04/12/2005 07:30
04/12/2005 08:15
1 - Unshifted
4- T r
Left Thru Right Peds
104 1 7231 271 0
1163 654 2017
Out In Total
DOVER DR
f 3 6 3
Int.
Total
50 24 205 0 279 2229
17. 8.6 73. 5 0.0
07.30 AM 07:30
31 6 72 0 109 651
0.640 0.856
CITY OF NEWPORT BEACH
Traffic Engineering
Dover Dr @ 16th-Castways
N-S: Dover Dr
E-W : 16th-Castaways
Weather: Clear
File Name : DOVER @ 16
Site Code : 00000000
Start Date : 04/12/2005
Page No : 3
DOVER DR
16TH - CASTAWAYS
DOVER DR
16TH - CASTAWAYS
Southbound
Westbound
Northbound
Eastbound
Start
Left
Thr Rig
Ped
App.
Left Thr
Rig
Ped
App.
Left
Thr
Rig
Fed
App.
Left
Thr
Rig
Ped
AppL.
Time
u ht
s
Total
u
ht
s
Total
u
ht
s
Total
u
ht
s
Total
reaK dour t-rom u4::1u rm to ut): ID rm - reE
intersect)
04:30 PM
on
Volume
60 858 23 0 941
Percent
6.4 91.
2.4 0.0
2 High Int.
05:00 PM
Volume
16 234 7 0 257
Peak
0.915
Factor
K 1 Oi '1
25 14 50 0 89 126 115 32 0 1311
28. 15. 56. 0.0 9.6 87. 2.4 0.0
1 7 2 9
05:00 PM 05:15 PM
6 3 16 0 25 30 289 9 0 328
0.890 0.905
Int.
Total
23 14 132 0 169 2510
13. 6 8.3 78. 0.0
04:45 PM 05:00
11 2 29 0 42 652
0,939 0.962
DOVER DR
Out In Total
1226 941 2167
23 8581 601 0
Right Thru Left , Peds
LI
N N A� A,
m M y O
3 North --4
2 , 2 =
2 C
>
m
U t 04112/200517:15 r O y
1 - Unshifted a y
O
a H
0 F+
Left Thru Right Pads
126 1153 32 0
1015 1311 2326
Out In Total
DOVER OR
P34(-4-
City: NEWPORT BEACH
N-S Direction: MAC ARTHUR BOULEVARD
E-W Direction: PACIFIC COAST HIGHWAY
Groi
MAC ARTHUR PCH
I BOULEVARD , Westbound
-_ Southbound
Start Time i Rig t Thru I Left Pes Rig Thru Left
Factor : 1.0 1.0 i 1� 1.0 , 1.0 1.0 1.0
06:15 AM
23 0
60 06:30 AM
31 0
152
06:45 AM
61 2
194
Total
_
141
2 464
07:00 AM
64 0
138
07:15 AM
71 0
142
07:30 AM
93 1
146
07:45 AM
104
0 129
total
' 332
1 555
08:00 AM
101
0 130
08:15 AM
80 1
166
08:30 AM
98 0
133
08:45 AM
93 0
163
Total 372 1 592
4 ' 88
78 0
0 79
99 0
4 96
119 0
4 171
154 0
2 434
450 0
Transportation Studies, Inc,
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
BOULEVARD
Northbound
s
Rig 1
Thru
Left
.0
1.0 I 1.0 I
1.0 0
0 0
0 0 I
0 0
0 0
0 0
0 0
0 0
0 0
175
171
0 0
0 0 0
1 197
187
0 0
0 0 0
0 254
217
0 0
0 0 0
1 292
271
0 1
0 0 0
2 918
848
0 1
0 0 0
0; 237298 0 0 1 0 0 0
0 260 269
0-
0 0
0 0
3 237 284
0 0
0 0 0
0 220
0 0
0-
0 0
3 _256
954 1107
0 0-
0 _
0 0
14:
CIV-.533Jr
File Name : h0501271
Site Code : 00000977
Start Date : 4/6/2005
Page No : 1
is
PCH
Eastbound
ed I Righ Pnd Exclu, Inclu. Int.
Thru Left
s t s Total ! Total I Total
1.0 1.0! 1.0;__1.0_ -
0 0
50 8
2 6
308
314
0 0
65 15
0 0
341
341
0 0
115
24 0
4 537
541
0"
0 132
68 2„
6 782
788
0 0
362
115
4 16
1968
1984
O i
0 157
51 1 1
1 756
757
0 0
165
113
0 I
1 875
876
0 0
209
103
0 0
1023
1023
0 !
0 241
167
0 2
1204
1206
0 0
772
434
.__
1 _
4 _ _
3858
9862
0 ?
0 217
113
1 1
1096
1097
0 i
1 247
104
-0 `
0 1128
1128
0 0
213
115
7 10
1080
1090
0 0 238 126 0 i_ ..._ 0 1096 -1096
0 ( 1 915 458 8 11 4400 4411
BREAK -
03:00 PM 91 0 189 4 153 294 0 0 0 0 0 0 i 0 254 130 2! 6 1111 1117 03:15 PM 119 1 185 0 176 270 0 0 0 0 0 0 1 298 81 0 0 1131 1131 03:30 PM 105 0 190 2 182 278 0 0 0 0 0 0 0 320 105 1 3 1180 1183 03:45 PM 146 0 220 1 177 274 0 0 0 0 0 0 i 1 351 111 1 2 1280 1282 Total 461 1 784 7 688 116 0 0 0 0 0 0 2 123 427 4 11 4702 4713 04:00 PM 150 0 191 5 j 169 323 0 J0000
0 0. 0 0 0 311 116 3 8 1260 1268
04:15 PM 134 0 201 0 i 163 287 0 0 0 0 0 0 317 123 0 0 1225 1225 04:30 PM 111 0 237 0 1 166 316 0 0 0 0 0 0 345 145 0 0 1320 1320 04:45 PM 126 0 3i2 1 155 256 0 0 0 _ 0 0 �._ 1 318 152 0 j_ __ -_- --1320 ... 1321
Total 521 0 941 6 1653 1i2 0 O I 0 0 0 O I 1 129 536 3? 9 5125 5134 05:00 PM 116 0 231 5 I 144 271 0 0 0 0 0 0 I 0 352 142 6 11 1256 1267 05:15 PM 145 0 245 2 154 308 0 0 0 0 0 0 0 375 163 0! 2 1390 1392 05:30 PM 120 0 220 4 i 132 276 0 0 0 0 0 0 0 335 121 0 i 4 1204 1208 05:45 PM 94 0 265 3 142 285 0 -0 0 0 0 0 _0_ 3_15 _110 0_ 3 1211 1214 Total 475 0 961 14 572 114 0 0 0 0 0 0 1 0 -137 536 6 20 5061 5081 06:00 PM 123 0 251 3 132 256 0 1 l 0 0 0 0 I 0 354 121 0 i 4 1237 1241 06:15 PM 163 0 305 4 142 258 0 0 1 0 0 0 0 I 0 354 123 0 4 1345 1349 06:30 PM 133 0 265 4 120 250 0 1 0 0 0 0 i 1 325 129 4 9 1223 1232 06:45 PM - 61 0 232 1100 205 0 0 0 0 0 0 0 297 105 3 i 4 1000 1004 i 133
Total 480 0 103 12 494 969 0 2` 0 0 0 0 1 0 478 7 21 4805 4826 Grand 278 535 ' 471 681 727 298
Total 2 5 0 56 3 p 0 3 0 0 0 0 5 0 4 33 92 29919 30011
Apprch % 34.2 0.1 65.7 40.9 59.1 0.0 0.0 0.0 0.0 i 0.0 70.9 29.1 Total % 9.3 0.0 17.9 15.8 22.8 0.0 0.0 0.0 0.0 i 0.0 24.3 10.0 ! 0.3 99.7 F 3,/.5
MAC ARTHUR
BOULEVARD
Southbound
Start Time
I Right
LZ
App.
Total
Peak Hour From 06:00 AM to 08:45 AM - Pe,,
Intersection
07:45 AM
Volume
383 1 558
942
Percent
40,7 0.1 59.2
07-45
104 0 129
233
Volume
Peak Factor
High Int.
08:15 AM
Volume
80 1 166
247
Peak Factor
0.953
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115 File Name h0501271
Irvine, CA. 92614 Site Code 00000977
Start Date 4/6/2005
Page No 2
MAC ARTHUR
PCH BOULEVARD PCH
Eastbound
Westbound Northbound
Right Thr, I Left App, Right [ Thru � Left j App. Right Thru i Left App. 1 0 Total Total i Tole' Total
1026
1122
0 2148
47.8 52.2
0.0 292
271
0 563
07:45 AM
292
271
0-
563
0.954
0 0
0 0 1 918
499
1418 4508
0.0 0.0
0.0 0.1 64.7
35.2 0 0
0 0 0 241
167
408 1204
107:45
0.936
5:45:00 AM
AM
0 0
0 0 I 0 241
167
408
0,869 1
MAC AR I RUK BOULEVARD
Out In Total
F�-T609 F--921 1 2467
f -7
L 383 558
RI hl TIYU Left
F-
North
8L f
2 -60 .45':00
Qj ,
01 1
S
/6/2005 8:30:00 AM
Turyl Movements&K
C'
Left Tlyu R K
0 --- 0' 0
2 6 -21 1
Out In Total i
ARTHUI.EVARD
P364
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Fife Name : h0501271
Site Code : 00000977
Start Date : 4/6/2005
Page No : 3
MAC ARTHUR
MAC ARTHUR
BOULEVARD
I
PCH
Westbound
BOULEVARD
PCH
Eastbound
Southbound
Northbound
_.. ...—..—
Start Time I Right Thru
Left App'
_Total
Right
Thru Left
�_
--- --
App' 'Right Thru i Left App' Right' Thru -
Total Total I
Left
_......
App.
Total
..
fnf.
Total.:
)eak Hour From 03:00 PM to 06:45 PM - Peak 1 of 1
Intersection
04:30 PM
Volume
498 0 1025 1523
619
1151 0
1770
0 0 0
0 1 1390
602
1993!
5286
Percent
32.7 0.0 67.3
35.0 65.0 0.0
0.0 0.0 0.0
0.1 69.7
30.2 05,15
Volume
145 0 245 3901
154
308 0
462I
0 0 0
01 0 375
163
538
1390
Peak Factor
!
0.951
High Int.
04:45 PM
04:30 PM
05:15 PM
Volume
126 0 312 438
166
316 0
4821
0 0 0
01 0 375
163
538.
Peak Factor
0.869
0.9181
1 0.926 :
Out In Total
1221 1523 2744
498 0 _1025
I Right Thru Left
i
I
J
N
oil
F-.
1NI0
Noah
--�``�r
'
c m� C01=---./
r
r612005 4:30:00 PM
1612005 5:15:00 PIA
ai
10 �~
Turning Movements
�IT
N
1 i
I 1
Left Thru RI ht
0 0 0
0 d
Out In Total
VIAC ARTHUR BOULEVARD
P397
Transportation Studies, Inc.
NZ'A
172-
1350
Reynolds Avenue
City: NEWPORT BEACH
Suite 115
File Name : H0506021
N-S Direction: CAMPUS
DRIVE
Irvine, CA. 92614
Site Code : 00003871
E-W Direction:
BRISTOL STREET
NW
Start Date
: 5/26/2005
Page No : 1
Groups Printed- Turning
Movements,______
_
CAMPUS DRIVE
BRISTOL STREET NW
yCAMPUS
DRIVE
13RISTOL STREET
NW
Righ
Southbound
'
Ped
Righ
Westbound
Ped
Righ
Northbound
_ _t
fed I
Righ
Eastbound
Ped
Exclu.:
Inclu.
Int,
Start Time
'
Thru
Left
•
i
Thru
Left,
Thru
Left
+Thru
t
Leff :
Total
Total
Total
t-
s:
t'
s
i
s
^_ s
1.0 _
06:00 4M
26 35
0 0
20 52
_ 11
0 0
115
34 0
0 0
0 0
0 293
293
06:15 AM
21 29
0 0
28 34
10 1 1
0 119
36 0
0 0
0 0
1 277
278
06:30 AM
26 37
0 0
32 61
12 1
0 148
43 0
0 0
0 0
1 359
360
06:45 AM
33 51
0 0
37 92
17 2 !
0_
205
52 0_ _
0 0
0 0
2 487
489
- -T6tal
106
152
— 0
_
0 117
239
�50
4 _
0 587
165
0 0
0 0
0 4
1416
1420
07:00 AM
34 45
0 0
56 98
24 0 1
0 243
89 0
0 0
0 0
0 589
589
07:15 AM
58 62
0 0
37 144
25 0
0 280
87 6 !
0 0
0 0
0 693
693
07:30 AM
43 58
0 0
35 .
167
32 f i
0 361
97 0 !
0 0
0 0
1 793
794
07:45 AM
36 69 ......
0 0
56 288
36 0 �,
0 436
128
0 0
0 0
0 0
1049
1049
Total
171
234
.......
0 0
184
697
117
1 —�_
0 1300
401
0 0
_
0 0
0 1
3124
3125
08:00 AM
61 65
0 0
63 278
58 0 i
0 461
94 0
0 0
0 0
0 1080
1080
08:15 AM
59 88
0 0
65 266
41 0
0 476
95 0 i
0 0
0 0
0 1090
1090
08:30 AM
08_45 AM
46 75
74 0
0 0
0 40
48 258
243
64 33
0 I
0 !_
0 0
433
388
102
125
0;
0 0
0 0
0 0
0 0
0 0
1017
991
1017
991
Total
241
_79
306
0 0
216
105
196 0
0 178
416
0 0
0 0
0 _0
T O
4178
i
4178
'•" BREAK "'
03:00 PM
135
170
0 0
29 331
51 0
0 160
142
0 0
0 0
0 0
1018
1018
03:15 PM
151
124
0 0
39 328
60 0
0 154
130
0 0
0 0
0 0
986
986
03:30 PM
127
129
0 0
34 341
58 1
0 170
132
0 0
0 0
0 1
991
992
03 :45 PM_
157
118
0 — 0
32 340
46 —0 {—
0 158
141
0 0
0 0
0 0
992
992
Total
570
541
0 0 i
134
1340
215
1 I
0 642
—
545
0 0
0 0
0 1
3987
3988
04:00 PM
174
104
0 0
31 377
49 0
0 147
126
0 0
0 0
0 0
1008
1008
04:15 PM
215
146
0 0
36 439
46 1
0 147
122
0 0
0 0
0 1
1151
1152
04:30 PM
193
142
0 0
32 390
53 1
0 151
146
0 0
0 0
0 1
1107
1108
04:45 PM
255
195
0 0
19 433
37 1
0 152
119
0 0
0 0
0 1
1210
1211
Total
837
587
0 0
118
163
185
3 0
597
513
0 0
0 0
0 3
4476
4479
05:00 PM
255
256
0 0
35 505
46 1
0 175
145
0 ;
0 0
0 0
1 1417
1418
05:15 PM
220
263
0 0
28 559
46 0
0 167
179
0 0
0 0
0 0
1462
1462
05:30 PM
248
274
0 0 i
30 481
98 2 I
0 149
154
0 j
0 0
0 0
2 1434
1436
05:45 PM
239
287
0 26
556
74 1
0 176
151
0 !
0 0
0 0
1 1509
1510
Total
962
-
10�
_
0 _0
0 119
210
264
4 I
0 667
629
0 0
0 0
0 4
5822
5826
06:00 PM
255
258
0 0
27 458
61 0
0 137
94 0
0 0
0 0
0 1285
1285
06:15 PM
254
241
0 0
36 424
68 0
0 141
130
0 0
0 0
0 0
1294
1294
06:30 PM
214
201
0 0
19 349
47 0 !
0 112
103
0 0
0 0
0 0
1045
1045
06:45 PM
179 _
153 _
0 —
0 29
257
45 0
107
102
0 ;
^ 0
0 0
0-
3 872
875
Total
902
853
0 0
111
143
_-3
221
3!
0 497
429
0 0
0 _
0 0
3 4496
4499
Grand
378
375
0 0
999
854
124
i
16 !
0 606
309
0 0
0 0
0 16
27499
27515
Total
g
3 4
8 8
8 Apprch %
50.2 49.8
0.0 9.3
79.2 11.6
s
0.0 66.2
33.8 0.0
0.0 0.0
Total %
13.8 13.6
0.0 3.6
31.1 4,5
0.0 22.1
11-3
0.0 0.0
0.0 0.1
99.9 P 3Gg
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
CAMPUS DRfV'E
—T BRISTOL STREET NW
Southbound
•
Westbound
Start Time
: Right Thru ` Left '
_
Total ' Right , Thru 1
Left
Total
Peak Hour From 06:00 AM to 08:45 AM - Peak t of 1
Intersection
07:45 AM
Volume
202 296 0
498 224 1090
199 1513
Percent
40.6 59.4 0.0
i 14.8 72.0
13.2 08.15
59 88 0
147i 65 266
41 372
Volume
Peak Factor
High Int.
08:15 AM
; 08:00 AM
Volume
59 88 0
1471 63 278
58 399
Peak Factor
0.8471
0,948
I & s, C4
File Name : H0506021
Site Code :00003871
Start Date : 5/26/2005
Page No :2
-CAMPUS
DRIVE
' BRWOL STREET NW
Northbound
Eastbound
Right
Thru
Left :�
App'
Right Thru Left App
Int.
—__—_.'-----�_._..___...._
...__ . _ ._... Total
Total
0 1806
419
2225
0 0 0 0
4236
0.0 81.2
18.8 0.0 0.0 0.0
0 476
95 571
0 0 0 0
1090
0.972
08:15
AM
5:45:00 AM
0 476
95 571
0.974
Out In Total
498I ;_
_
of
202 2987-
Right ThruyLeft
L i
i
NOM
w
^I
o
L
-
10•
r- ►
~
_.
P59Tzo6s7:as:oorun
�I..a
a...__ .o.
2'o
_.
i,i ,-
I
o...—
SY26/20058:30:00AM
w
... rr
.._
-5,:
r
-
Tumin Movements
r
g
w -
I
I
I
r
I-►
I
Left Tliru Right_
= ae5j 2zzsJ T 2�zo
Out In Total
CAMPUS ORIVE
P369
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
File Name : H0506021
Irvine, CA. 92614
Site Code : 00003871 ,
Start Date : 5/26/2005
Page No : 3
' CAMPUS DRIVE BRISTOL STREET NW CAMPUS DRIVE
BRISTOL STREET NW
Southbound
Westbound Northbound
Eastbound
Start Time
. Right . Thru Left
App Right . Thru i
Total ,_ y
Left App. ' Right i Thru i Left ;
Total ; A___Tot
App'
Right
Thru Left App.
Total
Int.
Total
Total
Peak Hour From 03:00 PM to 06:45 PM - Peak 1 of 1 —
_; ___Total,
--
—
--- --
— ._.._._._.�__.....otal..__
.._ ..
Intersection
05:00 PM
Volume
962 1080 0
20421 119 2101
264 2484 ! 0 667 629
1296
0 0 0 0
5822
Percent
47.1 52.9 0.0
4.8 84.6
10.6 0.0 51.5 48.5
0.0 0.0 0.0
05:45
Volume
239 287 0
5261 26 556
74 656± 0 176 151
327
0 0 0 0
1509
Peak Factor
High Int.
05:45 PM
1 05:45 PM
i 05:15 PM
0.965
Volume
239 287 0
5261 26 556
74 656 I 0 167 179
346 :
Peak Factor
0.971 ;
0.947 ,
0.936 ;
Out In Total
7—�_6-6i •, 2042� �28281 .
r--`62r' ----� —'-'-6+
L 962,_ 50601--_ 0�
Rl�ht Thiu Leh
I
i
I I
I
1 i
O oc
Z
NorthAj
I� ..
p-
Ci 2
!s-1
' 261200 5:00:000 M
F26/2005 5:45:00 PM 1
22.rr
r--
a �
;N�•c
_ �•-,
I I
s7umin Movements i
�,N.
1 I
i
m �
a-
I
r+
Leh Thru_ Right
629 667! Oi
I1 1344 2 2640
Out In Total
CAMPUSi
P37a
City: NEWPORT BEACH
N-S Direction: CAMPUS DRIVE
E-W Direction: BRISTOL STREET SE
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
r & !';'
j�p i 65
File Name : H0506024
Site Code : 00003873
Start Date : 5/26/2005
Page No : 1
Groups Printed- Turning Movements_
_ T..
CAMPUS DRIVE -�
BRISTOL STREET SE 11
CAMPUS DRIVE !
BRISTOL STREET SE�
Southbound
Westbound....
Eastbound
Start Time
_
Righ
Thru
Left .
Pad ;Righ
f
Thru
Left :
__
Ped ;Righ
_Northbound
Thru '
Left Ped
Righ
Thru
Left
Ped
Exclu.
Inclu.
Total
Int.t
s
t'
s :
to
_ �._-.
_s
_ t,
s
Total
Total
Factor
1.0 1.:0
....1 0
1.0.10.:...
1.:0..^
i.-t0_:_...1.0
;_...1,0
1.0 1.0
06:00 AM
0 30
16 0.:..
..0
0 .1.:0.....1.:0....1.0
0 0
9 60
0 1
33 83
85 0
1 316
317
06:15 AM
0 21
18 0
0 0
0 3
7 65
0 0
32 107
95 0
3 345
348
06:30 AM
0 25
23 0
0 0
0 1
17 75
0 0
65 109
120
0 1
434
435
06:45 AM
0 39
32 0
0 0
0 5 i
16 106
0 0
77 163
132
0 5
585
570
Total
0 115
89 0
0 0
0 9 :
49 306
0 1
207
462
432
0 10
1660
1670
07:00 AM
0 46
24 0
0 0
0 0
20 155
0 0
70 221
190
0 0
726
726
07:15 AM
0 58
32 0
0 0
0 1 i
30 172
0 1
78 235
194
0 2
799
801
07:30 AM
0 54
34 0
0 0
0 1
36 211
0 1
85 263
248
0 2
931
933
07:45 AM
0 84
24 0
0 0
0 2 !
41 293
0 0
85 363
251
0 2
1141
1143
Total
0 242
114
0 0
0 0
4 127
831
0 2
318
108
883
0 6
3597
3603
08:00 AM
0 93
27 0
0 0
0 0 i
48 261
0 0
98 395
249
0 0
1171
1171
08:15 AM
0 87
32 0
0 0
0 0 i
44 295
0 0
127
388
262
0 0
1235
1235
08:30 AM
0 107
27 0
0 0
0 0
53 281
0 0
122
369
295
0 0
1254
1254
08:45 AM
0 84
27 0
0 0
0 1 }
41 259
0 2
105
287
273
0 3
1076
1079
Total
0 371
113
0 0
0 0
1 186
106
0 2
452
149
109
0 3
47,36
4739
BREAK
03:00 PM
0 150
60 0
0 0
0 1 j
53 139
0 0 i
88 208
119
0 1
817
818
03:15 PM
0 137
41 0
0 0
0 0
56 167
0 0
101
239
111
0 0
852
852
03:30 PM
0 129
45 0
0 0
0 2
53 170
0 1
119
210
144
0 3
870
873
03:45 PM
0 122
41 0
0 0
0 2
62 169
0 4
92 229
138
0 6
853
859
Total
'0
538
187
0 0
0 0.
5 ....224.....6445
0 5
400
886
512
0 10
3392
3402
04:00 PM
0 126.
54 0
0 0
0 1
47 154
0 2
95 231
122
0 3
829
832
04:15 PM
0 149
49 0
0 0
0 0 I
44 158
0 0
115
211
122
0 0
848
848
04:30 PM
0 143
62 0
0 0
0 3
54 173
0 2
102
215
134
0 5
883
888
04:45 PM
183
68 0 L
0 0
0 2�
64 159
0 1 i
105
207
94_
0 ;
3_
880
883
Total
_0
0 601
-
233
0 0
-
0 0
-
6 i
209
644
0 5 +
417
864
_
472
0 11
3440
3451
05:00 PM
0 222
73 0
0 0
0 1
68 213
0 1
108
202
129
0 2
1015
1017
05:15 PM
0 272
49 0
0 0
0 0
70 214
0 0
104
250
124
0 0
1083
1083
05:30 PM
0 289
74 0
0 0
0 4
76 178
0 3
97 242
106
0 7
1062
1069
05:45 PM
0 240
74 0
0 0
0 2
51 186
0 0
78 247
112
0 2
988
990
Total
0 102
270
0 0
0 0
7 265
791
0 4
387
941
471
0 11
4148
4159
06:00 PM
0 245
64 0
0 0
0 0 1
61 152
0 2 !
96 209
108
0 2
935
. 937
06:15 PM
0 215
64 0 1
0 0
0 1
43 150
0 0
83 178
95 0
1 828
829
06-.30 PM
0 109
76 0
0 0
0 1
46 122
0 0
88 166
77 0
1 744
745
06:45 PM
0 137
58 0
0 0
0 2
47 142
0 0
80 151
71 0
2 686
688
Total
0 766
262
0 0
0 6 4;
197
566
0 2
347
704
351
O
6 310
3199
Grand
0 365
126
0 0
0 0
36 125
487
0 21
252
637
420
0 57
24166
24223
Total
6 8
7 9
8 8
0 Apprch %
0.0 74.2
25.8 0.0
0.0 0.0
20.5 79.5
0.0 19.3
48.7 32.0
Total %
0.0 15.1
5.2 0.0
0.0 0.0
5.2 20.2
0.0 10.5
26.4 17.4
0.2 99.8
f 3-7r
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
i CAMPUS DRIVE BRISTOL STREET
Southbound
i Westbound
Start Time
Right � Thru . Left ;
App,
: Right :: Thru I Left
Total
... .. ... .... .......
Peak - Peak I of I
Intersection
07:45 AM
Volume
0 371 110
481 0 0 0
Percent
0.0 77.1 22.9
i 0.0 0.0 0.0
08:30
0 107 27
1.34 0 0 0
Volume
Peak Factor
High Int.
08:30 AM
5:45:00 AM
Volume
0 107 27
134 0 0 0
Peak Factor
0.897
105- b
File Name H0506024
Site Code 00003873
Start Date 5/26/2005
Page No :2
I CAMPUS DRIVE
B IST L STREET SE
Northbound
Eastbound
3I 1 1
;
App.
Int.
Right I Thru i
Left
Total
Right
Thru
Left
Total
Total
Oi 186 1130
0 1316 -
432
1515
1057
3004
4801
14.1 85.9
0.0 14.4
50.4 35.2
01 53 281
0 334
122
369
295
786
1254
0.957
08:15 AM
08i30 AM
01 44 295
0 3391
122
369
295
786
0.971
0.955
Wais DRIVE
Out In Total
�0371C:tlDIO
Rght Dim Lett
4 +
. .... ....
...
NcAh
2 r WTOTI;774WAW
0 r
V
5J2612005 8:30:00 AM
;t
'L!uLrdnmovaments
rr
0:
... .. .........
F+
Left Tlytj Right
Ai — 803 IY1 2 i I 9;h
—Oud In
CAMPUS DRIVE
I
P 3 ?';1.
Transportati
1350 Reyn
Suit
Irvine,
Southbound
i
Westbounc
Start Time Right Thru i
Left '
gyp' j t !
Righ
Thru I
Left
Peak Hour From l)3,00 PM to
06:45 PM - Peak 1 of 1
Intersection
05:00 PM
Volume
0 1023
270
1293 0
0 0
Percent
0.0 79.1
20.9 0.0
0-0
0.0 flm
0 272
49 321 0
0 0
Volume
e
�
Peak Factor
High Int.
05:30 PM
Volume
0 289
74 3631 0
0 0
Peak Factor
0.890 1
on Studies. Inc.
olds Avenue
e 115 File Name : H0506024
CA. 92614 Site Code : 00003873
Start Date : 5/26/2005
Page No : 3
i C A MPUS DRIVE - —BR ISTOL STfzEE f sE
Northbound Eastbound
Jal Right j Thru I Left Total ;j App. Right • Thru Left Total Total _._ �..-- - -- — -- - - - Right: Thru _....__....: _ .
01 265 791 0 1056. 387 941 471 1799 4148
i 25.1 74.9 0.0 21.5 52.3 26.2
01 70 214 0 284 104 250 124 478 1083
0.958
1 05:15 PM 05:15 PM
0� 70 214 0 284 104 250 124 478
0.930 0.941
! Out In Total
7--12621 L1283 i 255
i+"OT103_210;
Right Thru Left
f.. I-►
I
i
w F!!
0�1�
-. .
t-CIS
North
w -o
El- �I 520
— ! 26/2005 5:45:00 PM 210: o.
o� ' m t rT
�Ma umi Movements --m _
m
i
I
Lek Thru RightI !
L , 0 . 791 + 265
. 1410!
- Out In Total
CAMPUS DRIVE
f3-23
! Out In Total
7--12621 L1283 i 255
i+"OT103_210;
Right Thru Left
f.. I-►
I
i
w F!!
0�1�
-. .
t-CIS
North
w -o
El- �I 520
— ! 26/2005 5:45:00 PM 210: o.
o� ' m t rT
�Ma umi Movements --m _
m
i
I
Lek Thru RightI !
L , 0 . 791 + 265
. 1410!
- Out In Total
CAMPUS DRIVE
f3-23
f3-23
Transportation Studies, Inc. Cfl 2_- o v
1350 Reynolds Avenue
9 City: NEWPORT BEACH Suite 115 File Name : h0501274
N-S Direction_ NEWPORT BOULEVARD Irvine, CA. 92614 Site Code : 00000918 E-W Direction: PACIFIC COAST HIGHWAY Start Date : 4/5/2005 Page No ; 1
Grou s Printed- Turning Movements
-
NEWPORT iPCR NEWPORT PCH
BOULEVARD Westbound BOULEVARD Eastbound
Southbound--TNorthbound
Start Time Righ 1 Thru Left Ped Righ I Thru Left Ped Righ Thru i Left I Ped j Righ tnb Thru ; Left Exclu. Inclu. Int. t! s 1 t 8 t s i t 1 new ; Total Total Total
I
I ! i port i
Factor'1.0_1.OT1.0 1.0 1.0 1.0 1_0! 1.0 1u0 ^1.0 1 1.0, 1 06:00 AM -40 0 45 0 18 44 0 0 0 0 0 0 19 9 61 0' 0 236 236 06:15 AM 48 0 35 0 27 56 0 0 1 0 0 . 0 0 33 13 71 0 0 283 283 06:30 AM 62 0 60 1 38 91 0 0 0 0 0 0 57 10 133 0 1 451 452 06:45 AM 60 0 59 1 29 _ 125 0 0 i 0 0 0 0 :_ 73 13_ 251 0 1 610 611 Total 210 0 199 2 112 316 0 0 T- 0 0-- 0 -0 '' 182- 45 516 6' 2 1580 1582 07:00 AM 79 0 87 3 47 123 0 0 0 0 0 0 78 18 262 0; 3 694 697 07:15 AM 41 0 62 1 I 59 139 0 0 0 0 0 0! 111 28 367 0: 1 807 808 07:30 AM 52 0 82 0 1 62 179 0 0 0 0 0 0 119 27 472 O 1 0 993 993 07!45 AM 69 0 105 1 i 124 264 0 0 0 0 0 0 120 _31 481 0, 1 1194 1195 _........- - - - ----- ---- ----. ---._...........-- - ... ..
Total 241 0 336 5! 292 705 0 0 0 0 0 0 j 428 104 152 0 5 3688 3693 08:00 AM 74 0 116 1 128 272 0 0 0 0 0 0 131 32 490 0 1 1243 1244 08:15 AM 71 0 118 0 123 277 0 0 0 0 0 0 120 28 501 0 0 1238 1238 08:30 AM 64 0 106 2 111 263 0 0 0 0 0 0 137 33 484 0 2 1198 1200 08:45 AM 61 0 _ 97 0 99 268 0 0_I_,___� _. _ 0-_._._a.__._- 0-.:-- 118......... ...27. 477 0 0 1147 1147 Total 270 0 437 3 i 461 10Q 0 0 i 0 0 0 0 506 120 192 0 3 4826 4829 BREAK "`
03:00 PM 57 0 120 0 I 167 354 0 0 0 0 0 0 51 21 235 0: 0 1005 1005 03:15 PM 69 0 94 1 135 394 0 0 0 0 0 0 54 30 239 0 1 1015 1016 03:30 PM 58 0 135 0 126 370 0 0 I 0 0 0 0 37 31 238 0 0 995 995 03:45 PM 62 0 101 0 128 382 0 0 1 0 0 0 0 52 26 223 0 0 974 974 Total 246 0 450 1 556 150 0 0 1 0 0 0 0 194 108 935 0 1 3989 3990 04:00 PM 84 0 146 0 138 390 0 0 1 0 0 0 0 33 30 225 0 0 1046 1046 04:15 PM 95 0 147 1 114 440 0 0 0 0 0 0 42 21 229 0; 1 1088 1089 04:30 PM 89 0 142 0 i 136 428 0 0 0 0 0 0 1 28 19 204 01 0 1046 1046 04:45 PM 103 - 0 _ 124_ 1 j 144 _ 451 !0 0 - 0 0 0 _ 0- 37 -23 _ 226 - - 0 j _ 1 _ 1108 1109 Total 371 0 559 2 i 532 170 0 0 0 0 0 0 140 93 884 0' 2 4288 4290 05:00 PM 111 0 119 0 152 469 0 0 0 0 0 0 31 24 213 0 0 1119 1119 05:15 PM 93 0 132 0 139 488 0 0 i 0 0 0 0 35 21 234 0 0 1142 1142 05:30 PM 87 0 138 0 151 459 0 0 0 0 0 0 42 27 247 0 0 1151 1151 05:45 PM _ 95 -0 133 _ 0 132 494 0_ 0 -0 0 0 0 40 32 230 0 0 1156 1156 _..-- -._...a__. -.._.._...._...----...... _... .
Total 386 0 522 0 574 190 0 0 0 0 0 0 148 104 924 0. 0 4568 4568 06:00 PM 80 0 126 2 1 125 463 0 0 I 0 0 0 0 1 34 23 227 0; 2 1078 1080 06:15 PM 72 0 114 0 116 447 0 0 0 0 0 0 31 26 237 0: 0 1043 1043 06:30 PM 77 0 101 0 127 471 0 0 0 0 0 0 28 19 219 0 0 1042 1042 06:45 PM 73 0 92 2 120 432 0 0 0 0 0 0 27 12 214 0 2 970 972 Total 302 0 433 4 488 181 0 0 0 0 0 0 120 80 897 0 4 4133 4137 Grand 202 293 301 903 171 769
Total 6 6 5 3 8 0
0 17 0 0 0 0 0 0 654 0 17 27072 27089
; I
Apprch % 40.8 0.0 59.2 125.0 75-0 0.0 0.0 0.0 0.0 17.1 6.5 76.4 0.0 Total % 7.5 0.0 10.8 ' 11.1 33.4 0.0 0.0 0.0 0.0 6.3 2.4 28.4 0.0 0-1 99.9 J
P32y
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
File Name h0501274
Site Code 00800918
Start Date 4/5/2005
Page No 2
gh
Start'Time
n�n� |
'—Thru
--' '
n�o
�*�
App.��
Total
new
�
Tv�|
Tvm/
-�_—_—
Intersection
07:45 AM
Volume
278 o
w5
ruo *86
�ur
o
���
o
q
o
o|
mm
��w
�on o
2e88
4873
n
'
n
Percent
ouo uo
61.5 31.1
68.9 0.0
uo
uo
uo
19.6 4,8
75.6 0.0
oamn
Volume
74 u
116
1mo �o�
uru
o
*oo
o
o
o
n.
131
xc
�m o
000
1243
Peak
�
0.980
Factor
'
xigh|nt.
oo:ooAm
08:00Am
5:45:00Aw
'mcooww
Volume
7* o
116
190 128
uru
o
^oo
o
n
o
01 137
oo
484 o
65*
Poux
Factor
/
/
NEWPORT BOULEVARD
00 In Total
Right I bru Lon
A0
North
Turninq Movements
OLA In Total
.20
G�)
Transportation Studies, Inc.
1360 Reynolds Avenue
Suite 115
File Name : h0501274
Irvine, CA. 92614
Site Code : 00000918
Start Date : 4/5/2005
Page No : 3
NEWPORT BOULEVARD i
PCH
NEWPORT BOULEVARD
.PCH
Southbound
Westbound
Northbound
Eastbound
Righ
-.._..._.__._...
.... .
Start Time
: Righ Thru Left
App. I Righ
Thru, Left I
App.
Righ
Thru
• Left I
App. ! Righ
' t to
j nb
� Thru
Left
App.
Int.
t
Total t
Total .
t
Total t
'
Total
Total
I !
I
new
Peak Hour From 03:00 PM to 06:45
PM - Peak 1 of 1
Intersection
05:00 PM
j
Volume
386 0 522
9081 574
1910 0
2484
0 0 0
0! 148
104
924
0 1176
4568
Percent
42.5 0.0 57.5
; 23.1
76.9 0.0
0.0 0.0 0.0
! 12.6
8.8 78.6
0.0 05-45
95 0 133
228 i 132
494 0
625
0 0 0
0'• 40
32 230
0 302
1156
Volume
Peak
i
0.988
Factor
High Int.
05:00 PM
1 05:15
PM
i 05:30
PM
Volume
i11 0 119
2301 139
488 0
627
0 0 0
Oi 42
27 247
0 316
Peak
0.987
0.990 1
0.930
Factor
N
n
FIMI
J _j
c�� 11
CIF
�--►
SIN:
O:rM
.ry 61 C.
v
s
NEWPORTBOULEVARD
Out In Total
574 i� 8� L 1482
i
t
386 0 522
RI hi Thru Leh
North
/ 2005 5.do:
00 PM
512005 5:45:00 PM
tTum'ng Mn-- nts.-- �--
Leh Tt u Ri ht
0 - I-
252 1 0i 2i
OU In Total
NEWPORT BOULEVARD
P396
'r MI.. 'oIS
=�O N j011
CIA
2 o
r
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: PACIFIC COAST HIGHWAY
JAMBOREE ROAD
Southbound
Rig
Pes
Start Time
Thru
Left :
Factor
1.0._
1.0 1,0
66A0 AM
S1
18 23
1 06:15 AM
42 25
25 0
06:30 AM
65 26
23 0
06:45 AM
85 35
24 2 1
""To-taF
243
104
95 3 j
Westbound
t Thru
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
i_ps Printed- Turning Movem
JAMBOREE ROi
Northbound
Ped Ri h T
9 . Thru ; Left
7 89 6 0 I 7 35 2
9 142 4 2 6 42 3
1 132 10 2 1 10 52 5
07:00 AM
105
65 26
0 25
189
16 0
18 75
6 07:15 AM
115
67 43
0 43
179
15 0
20 67
5 07:30 AM
107
73 48
1 49
233
19 .
0 17
116
2 07:45 AM
134
- 57
_ 26_
- 0
41 219
19 1
_ 21
73 _ 4
Total
461
262
143
1 i
158
820
69 1
76 331
17 08:00 AM
152
67 42
0 I
60 260
22 3
42 126
6 08:15 AM
172
75 60
0 41
244
42 2 I
36 90
5 08:30 AM
156
77 59
0 56
212
34 0
35 121
10 08:45 AM
169
86 56
0 312
37 0 I
61 93
8 Total
649
305
217
0 -55
212
102
135
5 1174
430
29 "'BREAK -
File Name : H0501283
Site Code : 00003874
Start Date : 4/6/2005
Page No :1
• casioouno
..._..
ed I Righ
Thru !
Left
Ped
Exclu.
Inclu.:
Int.
s t
s
Total
Total
Total
-_
I.0 1.01
1.0 1.0
1.0 0 1
101
38 0
2 370
372
0 0
124
36 1
1 398
399
0 1 2
111
58 0
2 491
493
0 j 3
165
165
. 0
4 697
701
6 --1 1 9
- 1956
1965
0 2
276
185
2 2
988
990
0 6
285
198
0 !
0 1043
1043
0 ! 1
417
276
1 2
1358
1360
0 4
412
294
0 1
1304
1305
0 13
139
953
3 5
4693
4698
0 0 I 4
431
315
1 4
1527
1531
0 i 5
510
335
0 2
1615
1617
0 ! 10
404
289
0 I
0 1463
1463
0 11
558
259
0 !
0 1705
1705
0 30
1 6
6310
6316
3 8
03:00 PM
185
124
70 1
47 415
54 0
27 76
9 0
6 291
162
0 1
1466
1467
03:15 PM
186
122
83 1
63 465
54 1
20 66
3 0 I
8 357
179
0 i
2 1605
1608
03:30 PM
206
140
72 0
60 371
46 2
22 88
17 2 '
2 353
175
0 i
4 1552
1556
03:45 PM
214
_ V 90
47 0
31 446
34 0
41 78
17 1
8 468
180 _
0 1
1654
1655
Total
791
476
-
272
2 201
169
_
188
3 110
_
308
46 _
3 24
146
696
0 8
6278
6286
i
04:00 PM
245
113
69 0
59 456
53 1 !
28 73
7 1
5 392
189
0 2
1689
1691
04:15 PM
255
115
45 0 1
48 501
50 1
43 82
5 1 `.
3 434
174
0 2
1755
1757
04:30 PM
229
167
54 1
35 453
51 3 !
23 72
14 2
7 359
182
0 6
1646
1652
04:45 PM
_......
283
184
53 0
52 480
41 1
21 61
11 1
10_
408
179
0 2
1783
1785
Total
-
101
-----.__....----------
579
221
1 194
189
195
_
6 115
288
37 5
25 -_-.
159
---
724
._...............
0 ...._.
12 .7..__.
6873
6885
I
05:00 PM
317
171
61 0 I
61 496
56 0
22 74
14 1 i
9 385
236
0 ,
1 1902
1903
05:15 PM
373
181
62 0
45 530
49 0
15 66
14 0
10 462
200
0 0
2007
2007
05:30 PM
312
193
53 0
57 453
43 3
22 71
10 1 1
2 364
205
0 4
1785
1789
05:45PM
294
168
74 1 1
66 527
37�
0 25
71 11
1 6
383
222
0 2
1886
Total
i26
713
250
1 2
208
185
3 84
282
49 3 I
:
27 154
863
_
0 7
,1884 _
7578
7585
06:00 PM
398
172
85 0
45 419
52 1
21 87
7 0
15 333
233
0 1
1867
1868
06:15 PM
372
176
91 0
41 457
43 0
20 86
6 0 j
9 366
195
0 0
1862
1862
06:30 PM
269
143
33 0
42 396
30 1
17 59
11 0 i
7 342
221
0 1
1570
1571
06:45 PM
301
147
25 1 t
39 332
36 1
44 7
0 iT
6 299
0.__;
1374
1376
Total
1344
638
234
1 167
160
161-
3 _20
78 276
31 0
37 1344
_118
767
-
0 --.2
4 6673
6677
;
Grand
579
307
143
9 j
119
948
958
26 665
208
223
11 162
979
549
5 j
51 40361
40412
Total
2 7
2 6
2 6
!
0 8
Apprch %
56.2 29.9
13.9 10.3
81.5 8.2
22.4 70.1
7.5 i
1.0 63.4
35.6 Total %
14.4 7.6
3.5 3.0
23.5 2.4
1.6 5.2
0.6 0.4
24.3 13.6
0.1 99.9
P 9 79
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Southbound
Westbound
Start Time
Right. Thru
Left j
App' 'Right Thru Lefl
Total I
APp'
Total
Peak Hour From 06:00 AM to 08:45 AM - Peak 1 of 1
Intersection
08:00 AM
Volume
649 305
217
1171
212 1028 135
1375
Percent
55A 26.0
18.5 15A 74.8 9.8
08:45
169 86
56 311
55 312 37
404
Volume
Peak Factor
High Int,
08:45 AM
108:45 AM
Volume
169 86
56 311
, 55 312 37
404
Peak Factor
0,941 i
0.851
File Name
: H0501283
Site Code
: 0000Y.3874
Start Date
: 4/6,12005
Page No
: 2
JAMBOREE ROAD PCH
Northbound _ Eastbound
Right I Thru ; Left Total Right Thru _ Left total Total L—'—.�—.— ... .. .......... .....
174 430
29 6331 30
1903
1198
3131 6310
27.5 67.9
4.6 1.0
60.8 38.3
61 93
8 162 11
558
259
828 1705
I
1 0.925
08:00 AM
108:15 AM
42 126
6 174 5
510
335
850
0.909 i
0.921
JAMBORFE ROAD
out In Total
i 1840 1171 r3011
649 305 217,E
I
Right Thni Left
1 I
�
I
I
IN�o
North
'
I
�6/�0058:0O:O 2OAM
(--2IN� `iv6
-
/N 6t2005 8:45:00 AM
�
u
OI^i--�"I�
1 Tumin movements`—,�
+—INS-
!�
t
I
4-1 T r
Left Thru RI hl
I
291 4301 174J
470 � 1103
1 Out In Total
IJAMBOnEE ROAD
P39e
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
JAMBOREE ROAD PCH I JAMBOREE Rl
_ Southbound___ Westbound Northbounc
Start Time Right.: Thru Left At Ptah Right Thru Left L Total Right App I Thru Left Peak Hour From 03:00 PM'666:451PM - Peak 1 of 1
Intersection
05:00 PM
Volume
1296 713
250
2259
1 229
2006
185
2420
Percent
57.4 31.6
11,1
9.5 82.9
7.6 05:15
373 181
62 616
45 530
49 624
Volume
Peak Factor
High Int.
05:15 PM
05:45 PM
Volume
373 181
62 6161
66 527
37 630
Peak Factor
0.917 1
0.960
File Name : H0501283
Site Code : 00003874
Start Date : 4/6/2005
Page No : 3
Eastbound
t' Right Thru, Left ' App. Int.
Ri
sl I ------..._._.._---_..---Total Total
84 282
49 415;
27 1594
863
2484 7578
20.2 68.0
11.8 1.1
K2
34.7 15 66
14 95
10 462
200
672 2007
0.944
05:00 PM
! 05:15 PM
22 74
14 1101
10 462
200
672:
0.9431
0.924 1
JAWBOREE ROAU—
Out In Total
, 1374 225 3633
1 12061 7131 250
Right Thru Left
4- 1 L+
North
/6/2005 5:00:0o PM
16/2005 5:45:00 PM
JLTtanin2IM--ments
Left Thru Right
49 2821 84
J
925 415 1340
Out In Total
JAMBOREE ROAD
P3,29
City: NEWPORT BEACH
N-S Direction: DOVER DRIVE
E-W Direction: PACIFIC COAST HIGHWAY
DOVER DDRIV
Soulhbound
Start Time i Righ tTThru i Left
; ; I
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Q�)
CW 366©
File Name : H0501281
Site Code : 00000924
Start Date : 4/7/2005
Page No : 1
Thru Left Ped Righ Thru Left I Ped Righ Thru 1 Left I Ped ; Exdu. Indu. Int. s _ t s t �- _ ! s i Total � Total - Total
1.0 1.0 1.0 1.0 _-1.0 _ 1.0_1- 1.0 1.0 1.0 1.0 r 1.0 -!*_ - --- 65 2 0 0 1 3 0 0 93 4 2 1 - 2 254 256
06:15 AM 12 2 67 1 1 28 95 2 0 2 2 4 1 1 142 7 1 3 364 367 06:30 AM 11 2 89 1 46 95 4 0 4 6 1 5 1 172 12 2 8 443 451 06:45 AM 17 5 155 3 L 91 190 7 0 5 10 2 0 2 321 20 0- 3 825 - 828 Total - '' b0 9 361 '5 ; 191 445 15 0 11 19 10 6 4 728 43 5 ! 16 1886 1902 07:00 AM 22 19 168 0 97 170 5 0 i 5 11 4 7 33 377 24 0 7 935 942 07:15 AM 23 16 181 1 ! 101 221 4 0 8 20 4 4 ' 13 401 28 0 5 1020 1025 07:30 AM 46 8 207 1 145 265 4 0 ! 15 22 4 4 ! 8 517 48 0 5 1289 1294 07:45 AM 49 17 297 _0 164 296 5 0 22 21 25 7 4 511 Co- 38 _ 0 __ 7 „ 1_449 1456 Total 140 60 853 2 507 952 18 0 50 74 37 22 58 1138 0 1 24 4693 4717 08:00 AM 44 16 260 0 172 345 5 0 16 12 2 1 8 559 22 4 5 1461 - 1466 08:15 AM 38 17 257 0 168 328 8 0 13 13 11 3 5 535 31 0 3 1424 1427 08:30 AM 39 24 242 0 161 299 10 0 12 9 12 1 14 548 35 0 1 1405 1406 08:45 AM 33 8 295 7 163 313 11 0� 5 13 _ 3 2 1 9 47137 4 13 1361 1374 Total 154 65 104 7 664 125 34 0 ; 46 47 28 7 36 213 125 8 22 5651 5673 «•• BREAK'««
03:00 PM 35 19 250 0 327 438 9 0 5 7 5 0 4 384 50 0 i 0 1533 1533 03:15 PM 57 22 245 2 1312 538 7 0 4 15 14 9 7 460 31 1 12 1712 1724 03:30 PM 39 19 241 1 274 471 15 0 6 22 7 0 9 393 48 1 2 1544 1546 03:45 PM 40 19 287 -1 255 - 512 22 0 11 _ 21 10 3 ! 4 388 33 1 5 1602 1607 Total 171 79 103 4 118 199 53 0 i 26 65 36 12 24 165 162 3 19 6391 6410 04:00 PM 46 17 237 9 i 296 542 16 0 I 18 9 14 0 1 5 402 48 5 14 1650 1664 04:15 PM 54 19 245 7 I 355 541 9 0 I 8 15 10 4 9 387 30 3 ! 14 1682 1696 04:30 PM 42 14 207 3 317 566 19 0 14 24 8 0 ! 7 439 41 2 5 1696 1703 04:45 PM 50 _ 13 254 2� 240 653 17 0 15 17 6 0_i 9 400 17 _ 5 _ 7 1691 1698 Total 192 63 943 21 128 232 61 65 38 4 30 168 136 15 40 6721 6761 05:00 PM 56 19 256 2 322 575 8 0 13 13 9 3 8 443 55 1 6 1777 1783 05:15 PM 44 20 257 1 363 553 15 0 3 9 4 0 i 4 439 40 1 2 1751 1753 05:30 PM 37 17 208 3 i 315 578 23 0 8 9 7 1 ; 6 408 40 1 5 1656 1661 05:45 PM. 45 18 218 3 i 316 576 18 0 1 11 5 3 5 385 37 1 7 1635 1642 Total 182 74 939 9 136 222 64 '0 i 25 42 25 7 23 165 172 4 20 . 6819 6839 06:00 PM 41 17 222 0 327 528 19 0 17 10 1 1 1 4 370 44 2 3 1600 1603 06:15 PM 46 18 207 2 272 483 9 0 19 14 2 0 6 384 30 0 2 1490 1492 06:30 PM 28 22 196 4 137 445 5 0 ! 3 14 3 1 5 306 36 1 6 1200 1206 06:45 PM .32 - 13 170 3 175 436 2 0 11 20 3 07_ 317 _ 24 _ 1 ! _- 4 _ 1210., _ 1214 Total 147 70 796 9 911 182 35 0 50 58 9 2 22 137 134 4 ! 15 5500 5515 Grand 103 596 i 596 111 j 109 !
420 57 i 280 0 263 370 183 60 1197 910 39 : 156 37661 37817 Total 6 8 5 17 i ! 52
Apprch % 14.0 5.7 80.4 34.4 64.0 1.6 132.2 45.3 22.4 1.6 90.8 7.5 Total % 2.8 1.1 15.8 15.8 29.5 0.7 0.7 1.0 0.5 0.5 29.1 2.4 0.4 99.6 P 35,6)
----- ---._
DOVER DRIVE
... ....... .
Southbound
_
Start Time I Right Thru `Left'
App.
Total
Peak Hour From 06:00 AM to 08:45 AM - Pe;
Intersection 07:45 AM
Volume 170 74 1056
1300
Percent 13A 5.7 81.2
08:00 44 16 260
320
Volume
Peak Factor
High Int. 07:45 AM
Volume 49 17 297
363
Peak Factor
0.895
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA, 92614
Right I Thru I Left I 'Ptah I Right Thru Left
665
1268
28 1961
33.9 64.7
1.4 172
345
5 522
08:00 AM
172
345
5 522
0.939
File Name : H0501281
Site Code : 00000924
Start Date.: 417l2005
Page No :2
PCH
Eastbound
Right ; Thru Left App. Int.
Total ' Total
63 55
50 168
31 2153
126
2310 5739
37.5 . 32.7
29.8 1.3 93.2
5.5 16 12
2 30
8 559
22 589. 1461
0.982
07:46 AM
!
08:30 AM
22 21
25 68j
14 548
35 597
0.6181
0.967
DOVIERIDIRIVE
Out In
_Total
&—G_ 130 2146
I
1701 74j 1056
Right Thru Left
i
a'
*I
INIO
North
I&,�..
z M
_
1 7:45:OOAM
NI
I--
N� •—Imp°
0. LJ I
17/20058:30:00AM
2 oO1oi
r`
—�
Of
Tumin Movements
o•
I
i
I
I
I
i
Left Thru Ohl
C501 551 63
Out In Total 1
RIVE
P 38v
DOVER DRIVE
Southbound
'
Start Time
Right Thru I Left
_ _
KW
Total
Peak Hour From 03:00 PM to 06:45 PM - Pei
Intersection
04:30 PM
Volume
192 66 974
1232
Percent
15.6 5.4 79.1
05:00
56 19 256
331
Volume
Peak Factor
High Int.
05:00 PM
Volume
56 19 256
331
Peak Factor
0.931
Transportation Studies, Inc.
1350 Reynolds Avenue
Suite 115
Irvine, CA. 92614
Westbound Northbound
Right Thru i Left T p- Right Thru Left
1242
2347
59 3648
34.0 64.3
1.6 322
575
8 905
05:15'PM
363
553
15 931
0.980
File Name ; H0501281
Site Code : 00000924
Start Date : 4/7/2005
Page No : 3
Eastbound
Right i Thru Left . App. Int.
Total. Total
45 63
27 1351 28 1721
153
1902 6917
33.3 46.7
20.0 1.5 90.5
8.0 13 13
9 351 8 443
5,5
506 1777
0.973
04:30 PM
105:00 PM
14 24
8 46I 8 443
55 506
0.734
0.940
L)UVI--K DRIVE
Out In Total
1458 1T32f E2�690
j y is 66 974
Right Thru Left,
J
�
mm
o �
fN'o
Narth
IrI~
7/20054:30[00-PM "i
N,
1---2 AI
-IAi�
_
W7/20055:15:00PM
5N
s-
Turning Movements
�loi
wit
=�
w
I
i
,7 I F+
Left Thru Right
27 63 45
163 135 [ 288 I
Out In Total i
RIVE j
p 3 ��-
URRA1V
CROSSROAC)S
41 Corporate Park, Suite 300
Irvine, CA 92606
Prepared by:
Carleton Waters, P.E.
Marlie Whiteman, P.E.
Archie Tan, E.I.T.
Prepared for:
Mr. Elwood Tescher
EIP ASSOCIATES
12301 Wilshire Boulevard, Suite 430
Los Angeles, CA 90025
March 22, 2006
J N :01232-32
CW:MW:mt
APPENDIX Q
PEAK HOUR INTERSECTION COUNT DATA TREND ANALYSIS
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APPENDIX R
2002 COUNTED INTERSECTION CAPACITY UTILIZATION (ICU)
WORKSHEETS
2. Superior & Placentia
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
379
.237
255
.159*
NBT
2 3200
1342
.419*
512
.160
NBR
1 1600
13 .008
24 .015
SBL
1 1600
54 .034*
41 .026
SBT
2 3200
223
.070
786
.246*
SBR
d
1600
14 .009
11 .007
EBL
1 1600
13 .008
7 .004
EBT
1 1600
319
.199*
184
.115*
EBR
1 1600
286
.179
396
.248
WBL
0.5 17
(.011)*
27 (.0171*
WBT
1.5 3200
237
.093
254
119
WBR
0 45
99 Right
Turn Adjustment
EBR
.133*
TOTAL CAPACITY UT:LIZATION
3. Superior & Coast Hwy
.663
.670
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1.5 270
404
NBT
1.5 4800
572
.183*
336
.171*
NBR
0 36
81 SBL
1.5 164
191
SBT
1.5 4800
145
.064*
343
.111*
SBR
2 3200
187
.058
725
.227
EBL
2 3200
1319
.412
384-
.120*
EBT
3 4800
2708
.564*
1083
.226
EBR
d
1600
280
.175
279
.174
WBL
1 1600
43 .027*
190
.119
WBT
4 6400
659
.103
2433
.380*
WBR
d
1600
182
.114
117
.073
Right
Turn Adjustment
SBR
.116*
Note:
Assumes
N/S SpTit
Phasing
TOTAL CAPACITY UTILIZATION
R3
4. Newport & Hospital
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
125
.078
127
.079*
NBT
3 4800
1520
.317*
1453
.303
NBR
1 1600
87 .054
72 .045
SBL
1 1600
43 .027*
42 .026
SBT
3 4800
1007
.210
1826
.380*
SBR
d
1600
337
.211
186
.116
EBL
2 3200
178
.056
257
.080
EBT
1 1600
197
.123*
143
089*
EBR
1 1600
239
.149
231
.144
WBL
1 1600
73 .046*
158
.099*
WBT
2 3200
301
.097
214
.077
WBR
0 0
10 31
Right
Turn Adjustment
EBR
02&*
EBR
.055*
TOTAL CAPACITY UTILIZATION
5. Newport & Via Lido
.539 .702
Existing (2001/2002) Counts .
All PK HOUR PM PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 0 0 0 0
NBT 3 4800 1515 .316* 1100 .229*
NBR 1 1600 19 .012 45 .028
SBL 2 3200 293 .092* 355 .111*
SBT 3 4800 828 .173 1603 334
SBR 0 0 0 0
EBL - 0 0 0 0
EBT 0 0 0 0
EBR 0 0 0 0
WBL 1 1600 9 .006* 26 .016*
WBT 0 0 0 0
WBR 2 3200 312 .098 463 .145
Right Turn Adjustment WBR .018*
Note: Assumes Right -Turn Overlap for WBR
TOTAL CAPACITY UTILIZATION
C((_
.414 .374
6. Newport & 32nd
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
18 .011
73 .046
NBT
2 3200
1025
.320*
842
.263*
NBR
d
1600
14 .009
21 .013
SBL
1 1600
54 .034
68 .043
SBT
2 3200
686
.256*
1118
.435*
SBR
0 0
133
273
EBL
1.5 361
166
EBT
0.5 3200
39 .125*
24 .059*
EBR
1 1600
13 .008
12 .008
WBL
0.5 41
.026*
18 WBT
1.5 3200
33 .021
46 .020*
WBR
f
65 72
Note:
Assumes
N/S Split
Phasing
Note:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UTILIZATION
7. Riverside & Coast Hwy
.727 .777
Existing (2001/2002) Counts
AM
PK HOUR
PM PK
HOUR.
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0.5 2
{.001}*
24 {015)*
NBT
0.5 1600
1 .002
8 .620
NBR
d
1600
0 .000
8 .005
SBL
0.5 114
65 SBT
0.5 1600
10 .078*
9 .046*
SBR
1 1600
330
. .206
435
.272
EBL
1 1600
327
.204
286
.179*
EBT
2 3200
2380
.748*
1623
.514
EBR
0 0
13 23
WBL
1 1600
15 .009*
51 .032
WBT
3 4800
1197
.249
3091
.644*
WBR
1 1600
53 .033
36 .023
Right
Turn Adjustment
SBR
.047*
Note:
Assumes
Right -Turn
Overlap for SBR
-
TOTAL CAPACITY UTILIZATION
95 836 .931
8. Tustin & Coast Hwy
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0.5 1
{.001)*
2 {001)*
NBT
0.5 1600
1 .002
1 605
NBR
0 1
5 SBL
0.5 49
60 SBT
0.5 1600
2 .045*
1 .068*
SBR
0 21
48 EBL
1 1600
56 .035
80 .050*
EBT
2 3200
2422
.758*
1525
.478
EBR
0 0
2 6
WBLWBT
30 4800
1276
.266
26422
.550*
WBR
1 1600
56 .035
72 .045
TOTAL CAPACITY UTILIZATION
9. MacArthur & Campus
.804 .669.
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
41 .026
137
.086
NBT
4 6400
1010
.158*
1209
.189*
NBR
1 1600
83 .052
62 .039
SK
1 1600
277
173*
152
.095*
SBT
4 6400
1050
.164
1140
.178
SBR
1 1600
244
.153
701
.438
EBL
2 3200
626
.196*
311
.097*
EBT
3 4800
854
.178
408 -.085
EBR
d
1600
65 .041
75 .047
WBL
2 3200
62 .019
129
.040
WBT
3 4800
401
.084*
1075
:224*
WBR
t
83 196
Right
Turn Adjustment
SBR
.240*
TOTAL CAPACITY UTILIZATION
96 611 .845
10. MacArthur & Birch
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
31 .019
165
.103*
NBT
3 4800
1001
.209*
872
.182
NBR
1 1600-
100
.063
55 .034
SBL
1 1600
147
.092*
66 .041
SBT
4 6400
700
.146
999
.196*
SBR
0 0
299
.187
255
EBL
1.5 191
362
EBT
1.5 480-
424.
141*
318
.152*
EBR
0 64
51 WBL
1 1600
39 024
126
.079
WBT
2 3200
163
.051*
668
.209*
WBR
f
9 162
Note:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UTILIZATION
11. Von Karman & Campus
.493 .660
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
16 .010
81 .051*
NBT
2 3200
637
.199*
393
.123
NBR
f
31 20
SBL
1 1600
40 .025*
192
.120
SBT
2 3200
394
.143
843
.347*
SBR
0 0
65 266
EBL
1 1600
346
.216*
255
.159*
EBT
2 3200
471
.147
563
.176
EBR
1 1600
64 .040
54 .034
WBL
1 1600
68 .043
35 .022
WBT
2 3200
271
.114*
654
.228*
WBR
0 0
93 75
TOTAL CAPACITY UTILIZATION
92 .554 .785
12. MacArthur & Von Karman
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600_
166
.104
55 .034*
NBT
3 4800
1181
.246*
711
.148
NBR
1 1600
445
.278
73 .046
SBL
1 1600
54 .034*
66 .041
SBT
3 4800
483
.101
1037
.216*
SBR
1 1600
196
.123
107
.067
EBL
1 1600
44 .028*
163
.102
EBT
2 3200
148
.046
259
.081*
EBR
f
40 139
WBL
2 3200
62 .019
635
.198*
WBT
1 1600
189
.118*
199
.124
WBR
f
42 84
Right
Turn Adjustment
NBR
.032*
TOTAL CAPACITY UTILIZATION
13. Jamboree & Campus
.458 .529
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
185
.116*
127
.079*
NBT
4 6400
1536
.253
1635
.317
NBR
0 0
82 392
SBL
2 3200
415
.130
292
.091
SBT
3 4800
1571
.375*
2081
.496*
SBR
0 0
228
300
EBL
2 3200
117
.037
302
.094
EBT
2 3200
153
.048*
605
.189*
EBR
f
22 189
WBL
2 3200
513
.160*
198
.062*
WBT
2 3200
446
.139
333
.104.
WBR
1 1600
132
.083
288
.180
Right
Turn Adjustment
WBR
.023*
TOTAL CAPACITY UTILIZATION
.699 .849
14. Jamboree & Birch
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
324
.203*
88 .055*
NBT
3 4800
1630
.340
1427
.298
NBR
0 0
1 1
SBL
1 1600
1 .001
2 .001
SBT
3 4800
1646
.343*
1827
.381*
SBR
f
824
228
EBL
1.5 171
524
EBT
0.5 3200
2 .054*
1 .164*
EBR
f
5 163
WBT
1 10
1600
4 .008*
.001*
WBR
10 16000
8 .001
1 .000
Note:
Assumes
E/W Sp.lit
Phasing
Note:
Assumes
Right -Turn
Overlap
for WBR
TOTAL CAPACITY UTILIZATION
15. Campus & Bristol (N)
.608 .601
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
531
.166
584
.183*
NBT
3 4800
2434
.507*
1205
.251
NBR
0 0
0 0
SBL
0 0
0 0
SBT
4 6400
331
.052
1230
.192*
SBR
2 3200
221
.069
1032
.323
EBL
0 0
a
.0
EBT
0 0
0 0
EBR
0 0
0 0
WBL
1 1600
219
.137
272
.170
WBT
4 6400
1466
.263*
2614
.430*
WBR
0 0
219
141
Right
Turn Adjustment
SBR
.131*
TOTAL CAPACITY UTILIZATION
.770 .936
16. Birch & Bristol (N)
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
138
.043
176
.055*
NBT
2 3200
1255
.392*
366
.114
NBR
0 0
0 0
SBL
0 0
0 0
SBT
1.5 6400
143
.045
660
.316*
SBR
2.5 145
1362
EBL
0 0
0 0-
EBT
0 0
0 0
EBR
0 0
0 0
WBL
1.5 371
523
WBT
3.5 8000
1372
.270*
1313
.243*
WBR
0 419
104
TOTAL CAPACITY UTILIZATION
17. Campus/Irvine & Bristol (S)
.662 .614
Existing
(2001/2002) Counts
AM
PK HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBT
5 8000
17522
.245*
13311
.198*
NBR
0 0
207
254
SBL
1 1600
101
.063*
209
.131*
SBT
3 4800
449
.094
1293
.269
SBR
0 0
0 0
EBL
1.5 1213
{.407}*
458
EBT
2.5 6400
1392
.407
1158
.253*
EBR
2 3200
513
.160
542
.169
WBL
0 0
0 0
WBT
0 01
0 0
WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
R10
.715 .582
18. Birch & Bristol (S)
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0 0
0 0
NBT
2.5 6400
524
.123*
254
.079
NBR
1.5 266
319
.100
SBL
2 3200
179
.056*
371
:116
SBT
2 3200
345
.108
812
.254*
SBR
0 0
. 0
0 EBL
1.5 892
.276* .
238
EBT
3.5 8000
762
.194
1157'
.189*
EBR
0 169
119
0 0
WBT
Q
0 WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
19. Irvine & Mesa
.455 . .443
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
83 .052
58 .036*
NBT
2 3200
1331
.416*
610
.191
NBR
d
1600
482
.301
179
.112
SBL
1 1600
11 .007*
11 .007
SBT
2 3200
716
.224
1450
.453*
SBR
d
1600
42 .026
175
.109
EBL
1 1600
176
.110
44 .028
EBT
1 1600
317
.198*
71 .044*
EBR
1 1600
67 .042
173
.108
WBL
1 1600
133
.083*
542
.339*
WBT
2 3200
44 .015
435
.137
WBR
0 0
5 4
Right
Turn Adjustment
EBR
.064*
TOTAL CAPACITY UTILIZATION
Rlr
.704 .936
20. Irvine & University
Existing'(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
202
.126
145
.091*
NBT
2 3200
1813
.567*
807
.252
NBR
1 1600
65 .041
25 .016
SBL
1 1600
82 .051*
33 .021
.SBT
2 3200
769
.240
2134
.667*
SBR
1 1600
65 .041
270
.169
EBL
1 1600
284
.178*
117
.073*
EBT
1 1600
107
.067
23 .014
EBR
d
1600
109
.068
187
.117
WBL
1 1600
18 .011
23 .014
WBT
1 1600
30 .019*
72 .045*
WBR
d
1600
19 .012
46 .029
Right
Turn Adjustment
EBR
013*
TOTAL CAPACITY UTILIZATION
21. Irvine & Santiago
.815 .889
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
71 .044
125
.078*
NBT
2 3200
1416
.444*
890
.284
NBR
0 0
6 19
SBL
1 1600
48 .030*
72 .045
SBT
2 3200
719
.225
1786
.558*
SBR
d
1600
43 .027
119
.074
EBL
0.5 160
{.1001*
54 {0341*
EBT
0.5 1600
36 .123
56 .669
EBR
d
1600
82 .051
103
.064
WBL
0.5 21
7 WBT
0.5 1600
53 .046*
61 .043*
WBR
d
1600.
144
.090
72 .045
Right
Turn Adjustment
WBR
.044*
WBR
.002*
TOTAL CAPACITY UTILIZATION
9 ! 1;-
.664 .715
22. Irvine & Highland
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
57 .036
95 .059*
NBT
2 3200
1484
.464*
1001
.313
NBR
d
1600
14 .009
21 .013
SBL
1 1600
21 .013*
36 .023
SBT
2 3200
871
.272
1588
.496*
SBR
d
1600
23 .014
71 .044
EBL
0.5 81
(.051)*
23 (.014)*
EBT
0.5 1600
8 .056
26 .03l
EBR
d
1600
102
.064
37 .023
WBL
0.5 22
14 WBT
0.5 1600
26 .030*
31 .028*
WBR
d
1600
62 .039
32 .020
Right
Turn Adjustment
WBR
009*
TOTAL CAPACITY UTILIZATION
23. Irvine & Dover
.567 .597
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
36 .023
56 .035*
NBT
2 3200
1145-
.358*
762
.238
NBR
d
1600
22 .014
20 .013
SBL
1 .1600
162
.101*
193
.121
SBT
2 3200
676
.211
1362
.426*
SBR
d
1600
17 .011
60 .038
EBL
1 1600
97 .061
53 .033*.
EBT
1 1600
153
.114*
106
.084
EBR
0 0
29 29
WBL
1 1600
22 .014*
36 .023
WBT
1 1600
101
.063
225
.141*
WBR
1 1600
324
.203
227
.142
Right
Turn Adjustment
WBR
.136*
WBR
001*
TOTAL CAPACITY UTILIZATION
el3
723 .636
24. Irvine & Westcliff
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
236
.074
298
.093*
NBT
2 3200
729
.228*
473
.148
NBR
'd
1600
26 .016
32 .020
SBL
2 3200
176
.055*
128
.040
SBT
2 3200
573
.179
757
.237*
SBR
d
1600
115
.072
444
.278
EBL
2 3200
393
.123*
304
.095*
EBT
2 3200
524
.202
559
.248
EBR
0 0
123
233
WBL
1 1600
32 .020
95 .059
WBT
2 3200
460
.161*
891
.301*
WBR
0 0
55 73
Right
Turn Adjustment
SBR
..041*
TOTAL CAPACITY UTILIZATION
25. Dover & Westcliff
567 .767
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
333
.104*
860
.269*
NBT
2 3200
377
.118
576
.180
NBR
0 0
0 0
SBL
0 0
0 0
SBT
1 1600
397
.248*
251
.157*
SBR
1 .1600
51 .032
39 .024
EBL
2 3200
79 .025*
158
.049*
EBT
0 0
0 0
EBR
f
574
930
WBL
0 0
0 0
WBT
0 0
- 0
0 WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
.377 .475
26. Dover & 16th
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
81 .051*
189
.118
NBT
2 3200
752
.235
1188
.371*
NBR
d
1600
15 .009
64 .040
SBL
1 1600
46 .029
52 .033*
SBT
2 3200
1048
.328*
848
.265
SBR
d
1600
28 .018
50 .031
EBT
0.5 1600
10 .016*
278
.028*
EBR
d
1600
235
.147
230
.144
WBL
1 1600
39 .024*
40 .025*
WBT
1 1600
14 .009
27 .017
WBR
1 1600
52 .033
46 .029
Right
Turn Adjustment
Multi
.134*
EBR
.116*
TOTAL CAPACITY UTILIZATION
27. Dover & Coast Hwy
553 ..573
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
33 .021
17 .011
NBT
1 1600
59 .037*
60 .038*
NBR
1 1600
36 .023
25 .016
SBL
3 4800
728
.152*
921
.192*
SBT
1 1600
38 .024
60 .039
SBR.
1 1600
67 .042
14.1 .088
EBL
2 3200
66 .021
68 .021*
EBT
3 4800
2283
.483*
1683
.354
EBR
0 0
33 18
WBL
1 1600
46 .029*
80 .050
WBT
3 4800
1306
.272
2367
.493*
WBR
f
620
1265
Note:
Assumes
N%S Split
Phasing
TOTAL CAPACITY UTILIZATION
R1s
701 .744
28. Bayside & Coast Hwy
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2.5 380
428
NBT
0.5 4800
9 .090*
7 .103*
NBR
0 42
57 SBL
1 1600
19 .012*
34 .021*
SBT
1 1600
8 .005
12 .008
SBR
d
1600
36 .023
57 .036
EBL.
1 1600
41 .026
73 .046*
EBT
3 4800
2612
.544*
2030
.423
EBR
1 1600
393
.246
490
.306
WBL
1 1600
47 .029*
79 .049
WBT
4 6400
1536
.243
3256
.515*
WBR
0 0
18 39
Right
Turn Adjustment
SBR
011*
SBR
015*
Note:
Assumes
N/S Split
Phasing
TOTAL CAPACITY UTILIZATION
29. MacArthur & Jamboree
.686 .700
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
239
.149
280 .
.175*
NBT
3 4800
1784
.449*
534
.167
NBR
0 0
373
283
.177
SBL
1 1600
111
.069*
220
.138
SBT
3 4800
300 ...063
1414
.295*
SBR
f
107
376
EBL
2 3200
444
.139
205
.064
EBT
3 4800
1374
.286*
1164
.243*
EBR
f
144
91. WBL
2 3200
238
.074*
629
.197*
WBT
3 4800
809
.169
1321
275
WBR
f
148
14.1 TOTAL CAPACITY UTILIZATION
R( 6
.878 .910
30. Jamboree & Bristol (N)
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
1077
.337
857
.268*
NBT
3 4800
2644
.551*
2294
.478
NBR
0 0
0 0
SBL
0 0
0 0
SBT
2.5 6400
589
.182
1287
.317*
SBR
1.5 575
741
EBL
0 0
0 0
EBT
0 0
0 0
EBR
0 0
0 0
WBL
0 0
0 0
WBT
0 0
0 0
WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
31. Bayview Place & Bristol (S)
.551 .585
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES CAPACITY
VOL
V/C
VOL
V/C
NBL
0 BT
0 .0
0 NBR
2 3200
77 .024
361
.113
SBL
0 0
0 0
SBT
0 0
0 0
SBR
0 0
0 0
EBL
0 0
0 0
EBT
4 6400
2899
.453*
2851
.445*
EBR
1 1600
123
.077
15 .009
WBL
0 0
0 0
WBT
0 0
0 0
WBR
0 0
0 0
Right
Turn Adjustment
NBR
.024*
NBR
.113*
TOTAL CAPACITY UTILIZATION
R/2
.477 .558
32. Jamboree & Bristol (S)
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0 0
0 0
NBT
5 8000
1992
.255*
2225
.290*
NBR
0 0
48 92
SBL
03 SBT
4800
560
:117
1310
.273
SBR
0 0
0 0
EBL
1.5 1569
.490*
928
(.431)*
EBT
1.5 4800
375
.234
.1141
.431
EBR
2 3200
1037
.324
1143
.357
WBL
0 0
0 0
WBT
0 0
0 0
WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
33. Jamboree & Bayview Way
.745 .721
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
120
.075
57 .036
NBT
4 6400
1884
.303*
2135
.342*
NBR
0 0
56 52
SBL
1 1600
78 .049*
104
.065*
SBT
4 6400
1381
.216
2285
.357
SBR
1 1600
164
.103
66 .041
EBL
2 3200
41 .013*
87 .027*
EBT
1 1600
9 .006
13 .008
EBR
1 1600
37 .V3
136
.085
WBL
1 1600
9 .006
32 .020
WBT
1 1600
1 .001*
7 .004*
WBR
1 1600
40 .025
93 .058
Right
Turn Adjustment
Multi
.039*
Multi
.128*
TOTAL CAPACITY UTILIZATION
.405 .566
34. Jamboree & Eastbluff/Univ.
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
56 .035
47 .029
NBT
3 4800
1441
.300*
1864
.388*
NBR
1 1600
151
.094
302
.189
SBL
2 3200
93 .029*
253
.079*
SBT
3 4800
1057
.220
1837
.383
SBR
1 1600
276
.173
360
.225
EBL
1.5 525
207
EBT
0.5 3200
105
.197*
98 .095*
EBR
1 1600
4 .003
.5
.003
WBL
1.5 —
237
.074*
245
.077*
WBT
1.5 4800
113
071
93 '058
WBR
f
201
168
Note:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UT:LIZATION
35. Jamboree & Bison
.600 .639
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL.
V/C
NBL
0 0
- 0
0 NBT
3 4800
1488
.310*
1895
.395*
NBR
d
1600
249
.156
160
.100
SBL
2 3200
82 .026*
122
.038*
SBT
3 4800
1216
.253
1724
.359
SBR
1 1600
46 .029
87 .054
EBL
1 1600
106
.066*
34 .021*
EBR
1 1600
80 .052
15 .009
WBL
2 3200
127
.040*
187
.058*
WBT
0 0
0 0
WBR
2 3200
162
.051
159
.050
Right
Turn Adjustment
WBR
.011*
Nate:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UTILIZATION
/clt
.453 .512
36. Jamboree & Eastbluff/Ford
Existing (2001/2002} Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
400
.125*
378
.118*
NBT
3 4800
1528
.338
1976
.444
NBR
0 0
95 154
SBL
1 1600
48 .030
52 .033
SBT
3 4800
1465
.305*
1922
.400*
SBR
1 1600
46 .029
103
.064
EBL
1 1600
176
.110*
49 .031
EBT
1 1600
175
.109
110
.069*
EBR
f
420
333
WBL
1.5 165
.103
166
WBT
1.5 4800
468
.146*
139
.064*
WBR
1 1600
66 .041
23 .014
Note:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UTILIZATION
37. Jamboree & San Joaquin Hills
.686 .651
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
28 .018
74 .046
NBT
3 4800
.1149
.239*
1540
.321*
NBR
f
129
93 SBL
2 3200
669
.209*
507
.158*
SBT
3 4800
1221
.254
1943
.405
SBR
1 1600
41 .026
200
.125
EBL
1.5 276
.086*
91 .028*
EBT
1.5 4800
51 .032
28 .018
EBR
1 1600
50 .031
38 .024
WBL
2 3200
69 .022*
205
.064*
WBT
1 1600
11 .007
54 .034
WBR
f
418
790
Note:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UTILIZATION
rAM
.556 .571
38. Jamboree & Santa Barbara
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
3 .002
13 .008
NBT
3 4800
1338
.279*
1372
.286*
NBR.
1 1600
188
.118
75 .047
SBL
2 3200
370
.116*
263
.082*
SBT
3 4800
887
.185
1655
.345
SBR
1 1600
2 .001
27 .017
EBL'
1 1600
58 .036*
24 .015*
EBT
1 1600
6 .024
5 .013
EBR
0 0
33 15
WBL
1.5 65
422
WBT
0.5 3200
1 .021*
15 .137*
WBR
1 1600
60 .038
401
.251
Right
Turn Adjustment
WBR
.017*
WBR
.114*
Note:
Assumes
E/W Split
Phasing
TOTAL CAPACITY UTILIZATION
39. Jamboree & Coast Hwy
.469 .634
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
29 .018
27 .017
NBT
2 3200
483
.178*
259
.100*
NBR
0 0
88 60
SBL
1 1600
177
.111*
237
.148*
SBT
2 3200
270
.084
626
.196
SBR
f
640
1855
EBL
3 4800
1047
.218*
682
.142*
EBT
4 6400
1986
.313
1473
.235
EBR
0 0
14 32
WBL
2 3200
123
.038
254
.679
WBT
4 6400
1134
.177*
224.1
.350*
WBR
f
106
130
TOTAL CAPACITY UTILIZATION
9 ;-i
.684 .740
40. Santa Cruz & San Joaquin H.
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
98 .031*
443
.138*
NBT
1 1600
4 .015
14 .112
NBR
0 0
20 165
SBL
1 1600
19 .012
9 .006
SBT
1. 1600
6 .004*
4 .003*
SBR
1 1600
72 .045
58 .036
EBL
1 1600
61 .038
107
.067*
EBT
3 4800
464
.145*
311
.097
EBR
0 0
247
.154
214
.134
WBL
1 1600
205
.128*
31 .019
WBT
3 4800
.300
.068
520
.114*
WBR
0 0
27 26
Right
Turn Adjustment
Multi
.050*
SBR
.033*
TOTAL CAPACITY UTILIZATION
41. Santa Rosa & San Joaquin H.
.358 .355
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
39 .024
194
.121*
NBT
1 1600
16 .010*
27 .017
NBR
1 1600
112
.070
504
.315
SBL
1 1600
98 .061*
89 .056
SBT
1 1600
23 .014
15 .009*
SBR
1 1600
35 .022
59 .037
EBL
1 1600
43 .027
51 .032
EBT
3 4800
275
.082*
497
.121*
EBR
0 0
117
86 WBL
.2
3200
545
.170*
343
.107*
WBT
3 4800
462
.118
208
.062
WBR
0 0
104
90 Right
Turn Adjustment
Multi
.162*.
Note:
Assumes
Right -Turn
Overlap
for NBR
TOTAL CAPACITY UTILIZATION
r� ;4
.323 .520
42. Newport Center & Coast Hwy
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0 0
NBT
0 0
NBR
0 0
0 0
SBL
2 3200
23 .007*
258
.081*
SBT
0 0
0 0
SBR
f
67 720
EBL
2 3200
501
.157*
295
.092*
EBT
3 4800
1639
.341
1437
.299
EBR
0 0
0 0
WBL
0 0
0 0
WBT
3 4800
1123
.234*
1672
.348*
WBR
f
180
123
TOTAL CAPACITY UTILIZATION
44. Avocado & San Miguel
.398 .521
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
121
.076
95 059
NBT
1 1600
145
.091*
39 .024*
NBR
1 1600
149
.093
566
.354
SBL
1 1600
43 .027*
240
.150*
SBT
1 1600
44 .028
170
.106
SBR
1 1600
19 .012
8 .005
EBL
1 1600
10 .006*
13 .008
EBT
2 3200
121
.048
559
.213*
EBR
0 0
32 124
WBL
2 3200
478
.149
341
.107*
WBT
2 3200
451
.205*
512
.174
WBR
0 0
206
45 Right
Turn Adjustment
NBR
.223*
Note:
Assumes
Right -Turn
Overlap
for SBR
NBR
TOTAL CAPACITY UTILIZATION
.329 .717
45. Avocado & Coast Hwy
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
107
.067*
133
.083*
NBT
1 1600
100
.063
88 .055
NBR
1 1600
113
.071
127
.079
SBL
1.5 68
355
SBT
0.5 3200
56 .039*
141
.155*
SBR
1 1600
45. .028
298
.186
EBL
1 1600
303
.189*
142
.089
EBT
3 4800
1340
.279
1499
.312*.
EBR
d
1600
55 .034
65 .041
WBL
1 1600
153
.096
121
.076*
WBT
3 4800
1323
.276*
1417
.295
WBR
1 1600
141
.088
100
.063
Right
Turn Adjustment
NBR
004*
SBR
.031*
Note:
Assumes
N/S Split
Phasing
TOTAL CAPACITY. UTILIZATION
46. SR-73 NB Ramps & Bison
.575 .657
Existing (200112002) Counts
AM
PK HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1.5 117
{.063}*
92 .029*
NBT
0 4800
0 .063
0 NBR
1.5 185
29 .018
SBL
0 0
0 0
SBT
0 0
0 0
SBR
0 0
0 0
EBL
1 1600
12 .008
6 .004*
EBT
2 3200
793
.248*
364
.114
EBR
0 0
0 0
WBL
0 0
0 0
WBT
2 3200
89 .028
397
124*
WBR
1 1600
148
.093
543
.339
Right
Turn Adjustment
WBR
.215*
TOTAL CAPACITY UTILIZATION
.311 .372
47. SR-73 SB Ramps & Bison
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0 0
0 0
NBT
0 0
0 0
NBR
0 0
0 0
SBL
2 3200
611
.191*
178
.056*
SBT
0 0
0 0
SBR
f
24 30
EBL
0 0
0 0
EBT
2 3200
195
.061*
157
.049
EBR
1 1600
50 .031
102
.064
WBL
2 3200
21 .007*
145
.045
WBT
2 3200
187
.058
352
.110*
WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
48. MacArthur & Bison
.259 .166
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
297
.093
216
.068*
NBT
4 6400
3182
.497*
2230
.348
NBR
f
145
101
SBL
2 3200
35 .011*
28 .009
SBT
4 6400
2309
.361
2704
.423*
SBR
1 1600
286
.179
300
.188
EBL
2 3200
245
.077*
185
.058*
EBT
2 3200
182
.057
120
.038
EBR
f
177
198
WBL
2 3200
179
.056
168
.053
WBT
2 3200
152
.048*
162
.051*
WBR
1 1600
31 .019
20 .013
Note:
Assumes
Right -Turn
Overlap
for SBR
TOTAL CAPACITY UTILIZATION
.633 .600
49. MacArhtur & Ford/Bonita Cyn
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
140
.044
74 .023
NBT
4 6400
1934
.302*
2074
.324*
NBR
f
105
546
SBL
2 3200
508
.159*
1232
.385*
SBT
4 6400
2521
.394
2137
.334
SBR
f
12 62
EBL
2 3200
46 .014
9 .003
EBT
2 3200
221
.069*
289
.090*
EBR
1 1600
84 .053
113
.071
WBL
2 3200
573
.179*
321
.100*
WBT
2 3200
505
.158
275
.086
WBR
f
1427
544
TOTAL CAPACITY UTILIZATION
50. MacArthur & San Joaquin H.
.709 .899
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
66 .021
25 .008
NBT
3 4800
1466
.305*
1811
.377*
NBR
1 1600
7 .004
19 .012
SBL
2 3200
548
.171*
753
.235*
SBT
3 4800
1600
.333
1774
.370
SBR
f
1034
446
EBL
2 3200
151
.047*
801
.250*
EBT
3 4800
232
.056
464
.113
EBR
0 0
37 76
WBL
1 1600
17 .011
17 .011
WBT
2 3200
371
.116*
204
,064*
WBR
f
953
396
TOTAL CAPACITY UTILIZATION
C}6
639 .926
51. MacArthur & San Miguel
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
104
.033
122
.038*
NBT
3 4800
1368
.285*
985
.205
NBR
1 1600
238
.149
330
.206
SBL
2 3200
4 .001*
10 .003
SBT
3 480a
931
.194
1310
.2.73*
SBR
1 1600
717
.448
551
.344
EBL
2 3200
158
.049*
876
.274*
EBT
2 3200
98 .049
397
.166
EBR
0 0
59 135
WBL
2 3200
227
.071
187
.058.
WBT
2 3200
265
.083*
222
.069*
WBR
d
1600
15 .009
30 .019
Right
Turn Adjustment
SBR
.146*
Note:
Assumes
Right -Turn
Overlap
for SBR
TOTAL CAPACITY UTILIZATION
52. MacArthur & Coast Hwy
.564 .654
Existing
(2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0 0
a
0 NBT
0 0
0 0
NBR
0 0
0 0
SBL
2 3200
486
.152*
783
245*
0 SBR
f
309
559
EBL
2 3200
615
.192*
519
.162*
EBT
3 4800
876
.183
1359
.283
EBR
0 0
0 0
WBL
0 0
0 0
WBT
3 4800
1203
.251*
1459
.304*
WBR
f
904
648
TOTAL CAPACITY UTILIZATION
0.7 .595 .711
53. SR-73 NB Ramps & Bonita Cyn
Existing
(200112002) Counts
AM PK
HOUR_
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
454
.142*
114
.036*
NBT
0 NBR
1 1600
105
.066
24 .015
SBL
0 0
0 0
SBT
0 0
0 0
SBR
0 0
0 0
EBL
0 0
0 0
EBT
1 1600
416
.260
565
.353*
EBR
1 1600
50 .031
40 .025
WBL
1 1600
199
.124
66 .041*
WBT
1 1600
653
.408*
593
.371
WBR
0 0
0 0
TOTAL CAPACITY UTILIZATION
54. SR-73 SB Ramps & Bonita Cyn
.550 .430
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
32 .010*
63 .020*
NBT
0 0
0 0
NBR
1 1600
82 .051
100
.063
SBL
0 0
0 0
SBT
0 0
0 0
SBR
0 0.
0 0
EBL
0 0
0 0
EBT
1 1600
369
.231*
516
.323*
EBR
1 1600
123
.077
395
.247
WBL
2 3200
46 .014*
66 .021*
WBT
3 4800
1084
.226
648
.135
WBR
0 0
0 0
Right
Turn Adjustment
NBR
.041*
NBR
.043*
TOTAL CAPACITY UTILIZATION
)� )-f
296 .407
55. Spyglass Hill & San Miguel
Existing (2001/2002) Counts
AM PK
HOUR-
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0.5 34
23 (.014)*
NBT
0.5 1600
41 .047*
16 .024
NBR
d
1600
181-
.113
153
.096
SBL
0.5 35
{.022)*
19 SBT
0.5 1600
33 .043
26 .028*
SBR
1 1600
38 .024
32 .020
EBL
1 1600
48 .030
63 .039
EBT
2 3200
228
.071*
348
.109*
EBR
d
1600
30 .019
45 .028
WBL
1 1600
113
.071*
148
.093*
WBT
2 3200
264
.083
273
.085
WBR
J
1600
25 .016
30 .019
Right
Turn Adjustment
NBR
.066*
NBR
.066*
TOTAL CAPACITY UTILIZATION
56. San Miguel & San Joaquin H.
277 .310
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
10 .006
5 .003
NBT
2 3200
236
.095*
483
.218*
NBR
0 0
68 216
SBL
1 1600
66 .041*
125
.078*
-SBT
2 3200
402
.126
234
.073
SBR
1 1600
340
.213
133
.083
EBL
2 3200
290
.091*
430
.134
EBT
3 4800
490
.105
635
.134*
EBR
0 0
12 9
WBL
1 1600
266
.166
175
.109*
WBT
3 4800
990
.214*
403
.097
WBR
0 0
39 62
Note:
Assumes
Right -Turn
Overlap
for SBR
TOTAL CAPACITY UT:LIZATION
9;f
.441 .539
57. Goldenrod & Coast Hwy
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
112
.070*
84 .053*
NBT
1 1600
0 .015
0 .013
NBR
0 0
24 21
SBL
0.5 61
36 SBT
0.5. 1600
0 .076*
0 .039*
SBR
0 60
27 EBL
1 1600
30 .019*
33 021
EBT
2 3200
1003
.313
1869
.584*
EBR
d
1600
43 .027
53 .033
WBL
1 1600
42 .026
22 .014*
WBT
2 3200
2633
.823*
1658
.518
WBR
d
1600
13 .008
13 .008
Note:
Assumes
N/S Split
Phasing
TOTAL CAPACITY UTILIZATION
58. Marguerite & San Joaquin H.
Existing (2001/2002) Counts
AM PK HOUR PM PK HOUR
LANES CAPACITY VOL V/C VOL V/C
NBL 1.5 296 182
NBT 0.5 3200 46 .107* 57 .075*
NBR 1 1600 19 .012 44 .028
SBL 1 1600 51 .032 68 .043
SBT 1 1600 41 .046* 52 .061*
SBR 0 0 33 45
EBL 1 1600 21 .013* 48 .030
EBT 2 3200 262 .082 547 .171*
EBR 1 1600 124 .078 346 .216
WBL 1 1600 23 .014 69 .043*
WBT 3 4800 676 .141* 385 .080
WBR d 1600 64 .040, 19 .012
Note: Assumes N/S Split Phasing
Note: Assumes Right -Turn Overlap for EBR
TOTAL CAPACITY UTILIZATION
)e30
307 .350
59. Marguerite & Coast Hwy.
Existing
(200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600'
118
.074*
152
.095*
NBT
1 1600
103
.094
87 .082
NBR
0 0
48 44
SBL
1 1600
58 .036
93 .058
SBT
1. 1600.
54 ._095*
119
121*
SBR
0 0
9.8 75
EBL
1 1600
87 .054*
101
.063
EBT
2 3200
1114
.348
178E
.559*
EBR
1 1600
57 .036
B7
.054
WBL
1 1600
29 .018
76 .048*
WBT
2 3200
1923
.605*
1419
.453
WBR
0 0
14 31
TOTAL CAPACITY UTILIZATION
60. Spyglass H. & San Joaquin H.
.828 .823
Existing (200112002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
60 .03B
49 .031
NBT
1 1600
4 .014*
3 .021*
NBR
0 0
19 31
SBL
1 1600
56 .035*
36 .023*
SBT
1 1600
1 .001
2 .001
SBR
d
1600
191
.119
88 .055
EBL
1 1600
91 .057*
176
.110*
EBT
2 3200
410
.128
581
.182
EBR
1 1600
22 .014
55 .034
WBL-
1 1600
10 .006
3 .002
WBT
2 3200
730
.228*
333
.104*
WBR
d
1600
60 .038
63 .039
Right
Turn Adjustment
SBR
.108*
SBR
.042*
TOTAL CAPACITY UTILIZATION
R31
.442 .300
61. Poppy & Coast Hwy
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
15 .009*
44 .028*
NBT
1 1600
8 .014
9 .040
NBR
0 0
14 55
SBL
0 0
41 100
SBT
1 1600
5 .031*
6 .076*
SBR
0 0
4 15
EBL
1 1600
3 .002*
23 .014
EBT
2 3200
1098
.347
1654
.526*
EBR
0 0
11 29
WBL
1 1600
14 .009
26 .016*
WBT
2 3200
1808
.571*
1435
.453
WBR
0 0
19 13
TOTAL CAPACITY UTILIZATION
62. Newport Coast & SR-73 NB
613 .646
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
0 0
0 0
NBT
1 1600
601
.376*
432
.270*
NBR -
f
504
211
SBL
0 0
0 0
SBT
1 1600
295
.184
415
.259
SBR
0 0
0 0
EBL
0 0
0 0
EBT
0 0
EBR
0 0
WBL
1.5 165
100
WBT
0 3200
0 .070*
0 .043*�
WBR
0.5 59
38 TOTAL CAPACITY. LITI LIZATION
9 3;
.446 .313
64. Newport Coast & San Joaquin
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
2 3200
64 .020
95 .030*
NBT
3 4800
867
.181*
424
.08.8
NBR
0 0
0 0
SBL
0 0
0 0
SBT_
3 4800
529
.110
687
143*
SBR
1 1600
63 .039
215
.184
EBL
1 1600
305
.191*
185
.116*
EBT
0 0
0 0
EBR
2 3200
98 .031
22 .007
WBL
0 0
0 0
WBT
0 0
0 0
WBR
0 0
0 0
Note:
Assumes
Right -Turn
Overlap
for EBR
TOTAL CAPACITY UTILIZATION
65. Newport Coast & Coast Hwy
.372 .289
Existing (2001/2002) Counts
AM PK
HOUR
PM PK
HOUR
LANES
CAPACITY
VOL
V/C
VOL
V/C
NBL
1 1600
4 .003*
9 .006*
NBT
1 1600
1 .001
2 .001
NBR
1 1600
3 .002
11 .007
SBL
2 3200
212
.066*
603
.188*
SBT
1 1600
1 .001
3 .002
SBR
f
151
147
EBL
1 1600
175
.109*
100
.063
EBT
3 4800
767
.160
1429
.298*
EBR
1 1600
6 .004
10 .006
WBL
1 1600
7 -.004
7 .004*
WBT
3 4800
1414
.295*
1067
.222
WBR
f
569
191
Right
Turn Adjustment
NBR
.001*
Note:
Assumes
N/S Split
Phasing
TOTAL CAPACITY UTILIZATION
k?3
.473 .497
R-3Y-
APPENDIX S
EXISTING FREEWAY MAINLINE ANALYSIS
HCS2000: Basic Freeway Segments Release 4.1c
Phone: Fax:
E-mail:
Operational Analysis.
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Northbound
From/To: 405 Fw. to Bear St.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
8733 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
2373 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
3401 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3 .
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, f -C 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Vumber of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS . 65.0
mi/h
Urban Freeway
LOS and Performance Measures
=low rate, vp 3401 pc/h/In
=ree-flow speed, FFS 65.0 mi/h
Overage passenger -car speed, S mi/h.
Vumber of lanes, N 3
Density, D pc/mi/In
-evel of service, LOS F .
Overall results are not computed when free -flow speed is less than 55 mph. .53
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/Northbound
From/To: 405 Fw. to Bear St.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Volume, V
Peak -hour factor, PHF
Peak 15-min volume, v15
Trucks and buses
Recreational vehicles
Terrain type:
Grade
Segment length
Trucks and buses PCE, ET
Recreational vehicle PCE, ER
Heavy vehicle adjustment, fHV
Driver population factor, fp
Flow rate, vp
Flow Inputs and Adjustments
4600 veh/h
0.92 1250 v
5 %
0 %
Rolling
0.00 %
0.00 mi
2.5 2.0
0.930
1.00 1792 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1792 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 64.0 mi/h
Number of lanes, N 3
Density, D 28.0 pc/mi/In
Level of service, LOS D
Overall results are not computed when free -flow speed is less than 55 mph.
Soy-
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Southbound
From/To: 405 Fw. to Bear St.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
2817- veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
765 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1097 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0.
mi/h
Interchange density adjustment, flD 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measu
Flow rate, vp 1097 pc/h/In
Free -flow speed,. FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 3
Density, .D . 16.9 pc/mi/In
Level of service, LOS B
Overall results are not computed when free -flow speed is less than 55 mph. 5 ,S
HCS2000: Basic Freeway Segments Release 4.1 c
phone: Fax:
-mail:
Operational Analysis
4nalyst: Archie Lee Tan
4gency or Company: Urban Crossroads
Date Performed: 12/20/2005
4nalysis Time Period: PM
=reeway/Direction: SR-73/Southbound
=rom/To: 405 Fw. to Bear St.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Volume, V
peak -hour factor, PHF
Peak 15-min volume, v15
Trucks and buses
Recreational vehicles
Terrain type:
Grade
Segment length
Trucks and buses PCE; ET
Recreational vehicle PCE, ER
Heavy vehicle adjustment, fH
Driver population factor, fp
Flow rate, vp
Flow Inputs and Adjustments
7445
V
veh/h
0.92 2023
v
5 %
0 %
Rolling
0.00 %
0.00 mi
2.5 2.0
0.930
1.00 2900
pc/h/In
Speed Inputs and Adjustm
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 2900 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Overage passenger -car speed, S mi/h
Number of lanes, N 3
Density, D pc/mi/In
Level of service, LOS F
Overall results are not computed when free -flow speed is less than 55 mph. 5A.
Phone:
E-mail:
HCS2000: Basic Freeway Segments Release 4.1 c
Fax:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Northbound
From/To: Bear St. to 55 Fw.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V 9368 veh/h
Peak -hour factor, PHF 0.92
Peak 15-min volume, v15 2546 v
Trucks and buses 5 %
Recreational vehicles 0 %
Terrain type: Rolling
Grade 0.00 %
Segment length 0.00 mi
Trucks and buses PCE, ET 2.5
Recreational vehicle PCE, ER 2.0
Heavy vehicle adjustment, fHV 0.930
Driver population factor, fp 1.00
Flow rate, vp 3649 pc/h/In
Speed Inputs and Adjustment:
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0 ft
Interchange density 0.50 interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0 mi/h
Lane width adjustment, fLW 0.0 mi/h
Lateral clearance adjustment, fLC 0.0 mi/h
Interchange density adjustment, fID 0.0 mi/h
Number of lanes adjustment, fN 3.0 mi/h
Free -flow speed, FFS 65.0 mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 3649 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S mi/h
Number of lanes, N 3
Density, D pc/mi/In
Level of service, LOS F
Overall results are not computed when free -flow speed is less than 55 mph. s7
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis.
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/Northbound
From/To: Bear St. to 55 Fw.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
4935 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume; v15
1341 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1922 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, flD 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measun
Flow rate, vp 1922 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 62.6 mi/h
Number of lanes, N 3
Density, D 30.7 pc/mi/In
Level of service, LOS D
Overall results are not computed when free -flow speed is less than 55 mph. .5g
HCS2000: Basic Freeway Segments Release 4.1 c
'hone: Fax:
-mail:
Operational Analysis
Analyst: Archie Lee Tan.
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/South bound
From/To: Bear St. to 55 Fw.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Volume, V
Peak -hour factor, PHF
Peak 15-min volume, v15
Trucks and buses
Recreational vehicles
Terrain type:
Grade
Segment length
Trucks and buses PCE, ET
Recreational vehicle PCE, ER
Heavy vehicle adjustment, fH
Driver population factor, fp
Flow rate, vp
Flow Inputs and Adjustments
3022
V
veh/h
0.92 821
v
5 %
0 %
Rolling
0.00 %
0.00 mi
2.5 2.0
0.930
1.00 1177
pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1177 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 3
Density, D 18.1 pc/mi/In
Level of service, LOS C
Overall results are not computed when free -flow speed is less than 55 mph. .59
HCS2000: Basic Freeway Segments Release 4.1 c
Shone: Fax:
-mail:
Operational Analysis
knalyst: Archie Lee Tan
kgency or Company: Urban Crossroads
)ate Performed: 12/20/2005
knalysis Time Period: PM
=reeway/Direction: SR-73/Southbound
=rom/To: Bear St. to 55 Fw.
Jurisdiction:
\nalysis Year: Existing
Description: Newport Beach General Plan Update
✓olume, V
3eak-hour factor, PHF
3eak 15-min volume, v15
rrucks and buses
Recreational vehicles
rerrain type:
Grade
Segment length
rrucks and buses PCE, ET
Recreational vehicle PCE, ER
Leavy vehicle adjustment, fH
]river population factor, fp
=low rate, vp
Flow Inputs and Adjustments_
7986 veh/h
0.92 2170 v
5 %
0 %
Rolling
0.00 %
0.00 m i
2.5 2.0
V 0.930
1.00 3110 pc/h/In
Speed Inputs and Adjustments
-ane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
nterchange density 0.50
interchange/mi
Vumber of lanes, N 3
=ree-flow speed: Measured
FFS or BFFS 65.0
mi/h
_ane width adjustment, fLW 0.0
mi/h
-ateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Vumber of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 3110 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S mi/h
Number of lanes, N 3
Density, D pc/mi/In
Level of service, LOS F
Overall results are not computed when free -flow speed is less than 55 mph. ,5 /o
HCS2000: Basic Freeway Segments Release 4.1c
'hone: Fax:
-mail:
Operational Analysis
knalyst: Archie Lee Tan
%gency or Company: Urban Crossroads
)ate Performed: 12/20/2005
knalysis Time Period: AM
=reeway/Direction: SR-73/Northbound
=rom/To: 55 Fw. to Jamboree Rd.
Jurisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update
Flow Inputs and Adjustments
Jolume, V
11909 veh/h
'eak-hour factor, PHF
0.92 'eak 15-min volume, v15
3236 v
trucks and buses
5 %
Recreational vehicles
0 %
terrain type:
Rolling
Grade
0.00 %.
Segment length
0.00 mi
trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 -leavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 :-'low rate, vp
4638 pc/h/In
Speed Inputs and Adjustments
-ane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
nterchange density 0.50
interchange/mi
qumber of lanes, N 3
=ree-flow speed: Measured
FFS or BFFS 65.0
mi/h
-ane width adjustment, fLW 0.0
mi/h
-ateral clearance adjustment, fLC 0.0
mi/h
nterchange density adjustment, fID 0.0
mi/h
qumber of lanes adjustment, fN 3.0
mi/h
=ree-flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
:-low rate, vp 4638 pc/h/In
=ree-flow speed, FFS 65.0 mi/h
Overage passenger -car speed, S mi/h
Vumber of lanes, N 3
3ensity, D pc/mi/In
-evel of service, LOS F
Overall results are not computed when free -flow speed is less than 55 mph.
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: S R-73/N orth bound
From/To: 55 Fw. to Jamboree Rd.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
6273 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
1705 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
2443 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance . 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mA
Urban Freeway
LOS and Performance Measures
Flow rate, vp 2443 pc/h/In
Free -flow speed, .FFS 65.0 mi/h
Average passenger -car speed, S mi/h.
Number of lanes, N 3
Density, D pc/mi/In
Level of service, LOS F
Overall results are not computed when free -flow speed is less than 55 mph.
S 4.Z
HCS2000: Basic Freeway Segments Release 4.1c
phone: Fax:
-mail:
Operational Analysis
4nalyst: Archie Lee Tan
4gency or Company: Urban Crossroads
Date Performed: 12/20/2005
4nalysis Time Period: AM
=reeway/Direction: SR-73/Southbound
=rom/To: 55 Fw. to Jamboree Rd.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
3841 veh/h
Deak-hour factor, PHF
0.92 Deak 15-min volume, v15
1044 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1496 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, flD 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1496 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 3
Density, D 23.0 pc/mi/In
Level of service, LOS . C
Overall results are not computed when free -flow speed is less than 55 mph. 5 66
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analys
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/South bound
From/To: 55 Fw. to Jamboree Rd.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Volume, V
Peak -hour factor, PHF
Peak 15-min volume, v15
Trucks and buses
Recreational vehicles
Terrain type:
Grade
Segment length
Trucks and buses PCE, ET
Recreational vehicle PCE, ER
Heavy vehicle adjustment, fHV
Driver population factor, fp
Flow rate, vp
Flow Inputs and Adjustments
10152 veh/h
0.92 2759 v
5 %
0 %
Rolling
0.00 %
0.00 m i
2.5 2.0
0.930
1.00 3954 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance . 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 3954 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed_, S mi/h
Number of lanes, N 3
Density, D pc/mi/In
Level of service, LOS F
Overall results are not computed when free -flow speed is less than 55 mph. 5!9
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Northbound
From/To: Jamboree to Bonita Canyon
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments.
Volume, V
5002 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
1359 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1948 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or-BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, f-C 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0 .
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measu
Flow rate, vp 1948 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 62.3 mi/h
Number of lanes, N 3
Density, D 31.3 pc/mi/In
Level of service, LOS D
Overall results are not computed when free -flow speed is less than 55 mph.
HCS2000: Basic Freeway Segments Release 4.1c
Phone: Fax:
E-mail:
Operational
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/Northbound
From/To: Jamboree to Bonita Canyon
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments,
Volume, V .
2635 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
716 v
Trucks and buses
5 %
Recreational vehicles
0 Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1026 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, flD 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1026 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 3
Density, D 15.8 pc/mi/In
Level of service, LOS B
Overall results are not computed when free -flow speed is less than 55 mph.
S/ �
HCS2000:. Basic Freeway Segments Release 4.1 c
'hone: Fax:
-mail:
Operational Analysis
4nalyst: Archie Lee Tan
4gency or Company: Urban Crossroads
Date Performed: 12/20/2005
4nalysis Time Period: AM
=reeway/Direction: SR-73/Southbound
=rom/To: Jamboree to Bonita Canyon
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Volume, V
3eak-hour factor, PHF
Deak 15-min volume, v15
Trucks and buses
Recreational vehicles
Terrain type:
Grade
Segment length
Trucks and buses PCE, ET
Recreational vehicle PCE, ER
leavy vehicle adjustment, fHV
Driver population factor, fp
=low rate, vp
_Flow Inputs and Adjustments
1613 veh/h
0.92 438 v
5 %
0 %
Rolling
0.00 %
0.00 mi
2.5 2.0
0.930
1.00 628 pc/h/In
Speed Inputs and Adjustments
_ane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Vumber of lanes, N 3
=ree-flow speed: Measured
FFS or BFFS 65.0
mi/h
_ane width adjustment, fLW 0.0
mi/h
_ateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Vumber of lanes adjustment, fN 3.0
mi/h
=ree-flow speed, FFS 65.0
mi/h
Urban Freeway
and Performance Measures
::low rate, vp 628 pc/h/In
=ree-flow speed, FFS 65.0 mi/h
Overage passenger -car speed, S 65.0 mi/h
Vumber of lanes, N 3
Density, D . 9.7 pc/mi/In
_evel of service, LOS A
Overall results are not computed when free -flow speed is less than 55 mph. .s /
HCS2000: Basic Freeway Segments Release 4.1 c
phone: Fax:
-mail:
Operational Analysis
analyst: Archie Lee Tan
agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Nnalysis Time Period: PM
=reeway/Direction: SR-73/Southbound
=rom/To: Jamboree to Bonita Canyon
Jurisdiction:
analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
✓olume, V
4264, veh/h
3eak-hour factor, PHF
0.92 Deak 15-min volume, v15
1159 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade 0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 -Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 =low rate, vp
1661 pc/h/In
Speed Inputs and Adjustments.
Lane width 12.0 ft
Right -shoulder lateral clearance .6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral -clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN . 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1661 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 64.7 mi/h
Number of lanes, N 3
Density, D 25.7 pc/mi/In
Level of service, LOS C
Overall results are not computed when free -flow speed is less than 55 mph. 519
HCS2000: Basic Freeway Segments Release 4.1c
Phone: Fax:
E-mail:
_Operational Ana
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Northbound
From/To: Bonita Canyon to Newport Coast
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
5319 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
1445 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1554 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N . 4
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, flD 0.0
_ mi/h
Number of lanes adjustment, fN 1.5
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
and Performance Measures
Flow rate, vp 1554 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 4
Density, D 23.9 pc/mi/In
Level of service, LOS C
Overall results are not computed when free -flow speed is less than 55 mph.
J51l
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/Northbound
From/To: Bonita Canyon to Newport Coast
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V 2802 veh/h
Peak -hour factor, PHF 0.92
Peak 15-min volume, v15 761 v
Trucks and buses 5 %
Recreational vehicles 0 %
Terrain type: Rolling
Grade 0.00 %
Segment length 0.00 mi
Trucks and buses PCE, ET 2.5
Recreational vehicle PCE, ER 2.0
Heavy vehicle adjustment, fHV 0.930
Driver population factor, fp 1.00
Flow rate, vp 819 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0 ft
Interchange density 0.50 interchange/mi
Number of lanes, N 4
Free -flow speed: Measured
FFS or BFFS 65.0 mi/h
Lane width adjustment, fLW 0.0 mi/h
Lateral clearance adjustment, fLC 0.0 mi/h
Interchange density adjustment, flD 0.0 mi/h
Number of lanes adjustment, fN 1.5 mi/h
Free -flow speed, FFS 65.0 mi/h
Urban Freeway
OS and Performance Measures
Flow rate, vp 819 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 4
Density, D 12.6 pc/mi/In
Level of service, LOS B
Overall results are not computed when free -flow speed is less than 55 mph.
S .28
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Southbound
From/To: Bonita Canyon to Newport Coast
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V 1716 veh/h
Peak -hour factor, PHF 0.92
Peak 15-min volume, v15 466 v
Trucks and buses 5 %
Recreational vehicles 0 %
Terrain type: Rolling
Grade 0.00 %
Segment length . 0.00 mi
Trucks and buses PCE, ET 2.5
Recreational vehicle PCE, ER 2.0
Heavy vehicle adjustment, fHV 0.930
Driver population factor, fp 1.00
Flow rate, vp 501 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0 ft
Interchange density - 0.50 interchange/mi
Number of lanes, N 4
Free -flow speed: Measured
FFS or BFFS 65.0 mi/h
Lane width adjustment, fLW 0.0 mi/h
Lateral clearance adjustment, fLC 0.0 mi/h
Interchange density adjustment, fID 0.0 mi/h
Number of lanes adjustment, fN 1.5 mi/h
Free -flow speed, FFS 65.0 mA .
Urban Freeway
LOS and Performance Measures
Flow rate, vp 501 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 4
Density, D 7.7 pc/mi/In
Level of service, LOS A
Overall results are not computed when free -flow speed is less than 55 mph. ,5.ZI
HCS2000: Basic Freeway Segments Release 4.1c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/Southbound
From/To: Bonita Canyon to Newport Coast
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
Volume, V
4535 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
1232 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade 0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1325 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0 ft
Interchange density 0.50 interchange/mi
Number of lanes, N 4
Free -flow speed: Measured
FFS or BFFS 65.0 mi/h
Lane width adjustment, fLW 0.0 mi/h
Lateral clearance adjustment, fLC 0.0 mi/h
Interchange density adjustment, fID 0.0 mi/h
Number of lanes adjustment, fN 1.5 mi/h
Free -flow speed, FFS 65.0 mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1325 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 4
Density, D 20.4 pc/mi/In
Level of service, LOS C
Overall results are not computed when free -flow speed is less than 55 mph. .5 z
HCS2000: Basic Freeway Segments Release 4.1c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12120/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Northbound
FromlTo: Newport Coast to Toll Plaza
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Inputs and Adjustments
Volume, V
5240 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
1424 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
2041 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, IV 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, flD 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 2041 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S - 60.7 mi/h
Number of lanes, N 3
Density, D 33.6 pc/mi/In
Level of service, LOS D
Overall results are not computed when free -flow speed is less than 55 mph. ,Ss3
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: PM
Freeway/Direction: SR-73/Northbound
From/To: Newport Coast to Toll Plaza
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments.
Volume, V
2760 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
750 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade 0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
1075 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6:0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Meas
Flow rate, vp 1075 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 3
Density, D 16.5 pc/mi/In
Level of service, LOS B
Overall results are not computed when free -flow speed is less than 55 mph. -5Zf
HCS2000: Basic Freeway Segments Release 4.1 c
Phone: Fax:
E-mail:
Operational Analysis
Analyst: Archie Lee Tan
Agency or Company: Urban Crossroads
Date Performed: 12/20/2005
Analysis Time Period: AM
Freeway/Direction: SR-73/Southbound
From/To: Newport Coast to Toll Plaza
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Inputs and Adjustments
Volume, V
1690 veh/h
Peak -hour factor, PHF
0.92 Peak 15-min volume, v15
459 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 Heavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 Flow rate, vp
658 pc/h/In
Speed Inputs and Adjustments
Lane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Number of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
Lane width adjustment, fLW 0.0
mi/h
Lateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Number of lanes adjustment, fN 3.0
mi/h
Free -flow speed, FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 658 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Average passenger -car speed, S 65.0 mi/h
Number of lanes, N 3
Density, D 10.1 pc/mi/In
Level of service, LOS A
Overall results are not computed when free -flow speed is less than 55 mph.
S 12.S
HCS2000: Basic Freeway Segments Release 4.1c
Shone: Fax:
-mail:
Operational Analysis.
4nalyst: Archie Lee Tan
4gency or Company: Urban Crossroads
Date Performed: 12/20/2005
4nalysis Time Period: PM
=reeway/Direction: SR-73/Southbound
=rom/To: Newport Coast to Toll Plaza
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Flow Inputs and Adjustments
volume, V
4467 veh/h
'eak-hour factor, PHF
0.92 'eak 15-min volume, v15
1214 v
Trucks and buses
5 %
Recreational vehicles
0 %
Terrain type:
Rolling
Grade
0.00 %
Segment length
0.00 mi
Trucks and buses PCE, ET
2.5 Recreational vehicle PCE, ER
2.0 -ieavy vehicle adjustment, fHV
0.930
Driver population factor, fp
1.00 =low rate, vp
1740 pc/h/In
Speed Inputs and Adjustments
_ane width 12.0 ft
Right -shoulder lateral clearance 6.0
ft
Interchange density 0.50
interchange/mi
Vumber of lanes, N 3
Free -flow speed: Measured
FFS or BFFS 65.0
mi/h
_ane width adjustment, fLW 0.0
mi/h
_ateral clearance adjustment, fLC 0.0
mi/h
Interchange density adjustment, fID 0.0
mi/h
Vumber of lanes adjustment, fN 3.0
mi/h
Free -flow speed., FFS 65.0
mi/h
Urban Freeway
LOS and Performance Measures
Flow rate, vp 1740 pc/h/In
Free -flow speed, FFS 65.0 mi/h
Overage passenger -car speed, S 64.3 mi/h
Number of lanes, N 3
Density, D 27.0 pc/mi/In
evel of service, LOS D
Overall results are not computed when free -flow speed is less than 55 mph. 5 ; (a
APPENDIX T
EXISTING FREEWAY RAMP ANALYSIS
HCS2000: Ramps and Ramp Junctions Release 4.1c
'hone: Fax:
-mail:
Diverge Analysis
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/13/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
lunction: Bristol St.
lurisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update
Fype of analysis
Dumber of lanes in freeway
=ree-flow speed on freeway
/olume on freeway
Freeway Data
Diverge
3 65.0 mph
11909 vph
Off Ramp Data
aide of freeway Right
qumber of lanes in ramp 1
=ree-Flow speed on ramp 45.0 mph
✓olume on ramp 1096 vph
-ength of first accel/decel lane _0 ft
-ength of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? Yes
✓olume on adjacent ramp 559 vph
position of adjacent ramp Upstream
Type of adjacent ramp On
Distance to adjacent ramp 1720 ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
11909 1096 559 vph
T-4
leak -hour factor, PHF
0.92 0.92 0.92
leak 15-min volume, v15
3236
298 152 v
"rucks and buses
5 5
5 %
Zecreational vehicles
0 0
0 %
errain type: Rolling Rolling
Rolling
Grade 0.00
% 0.00
% 0.00 %
Length 0.00
mi 0.00
mi 0.00 mi
"rucks and buses PCE, ET
2.5 2.5 2.5
Zecreational vehicle PCE, ER
2.0 2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0.930 0.930
)river population factor, fP
1.00 1.00 1.00
:low rate, vp 13915 1281 653 pcph
Estimation of V12 Diverge Areas
L = 1337.02 (Equation 25-8 or 25-9)
EQ
P = 0.353 Using Equation 5
FD
v = v + (v - v ) P = 5743 pc/h
12 R F R FD
v =v
Fi F
v
12 v =v-v
FO F R
v
R
Actual Maximum
13915 7050
Capacity Checks,
LOS F?
Yes
5743 4400 Yes
12634 7050 Yes
1281 2100 No
.Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 53.6 pc/mi/In R 12 D
-evel of service for ramp -freeway junction areas of influence F Speed Estimation,
ntermediate speed variable, D = 0.413
S
Space mean speed in ramp influence area, S = 55 mph
R
apace mean speed in outer lanes, S . = 43.3 mph
0 Space mean speed for all vehicles, S = 47.6 mph
TO
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Diverge Analysis,
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Northbound
Junction: Bristol St.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 6273 vph
Off Ramp Data_
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 1 45.0 mph
Volume on ramp 544 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft .
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? Yes
Volume on adjacent ramp 597. vph
position of adjacent ramp Upstream
Type of adjacent ramp On
Distance to adjacent ramp 1720 ft
Junction Components
✓olume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
6273 544 597 vph
75 'eak-hour factor, PHF
0.92 0.92 0.92
'eak 15-min volume, v15
1705
148 162 v
trucks and buses
5 5
5 %
Recreational vehicles
0 0
0 %
terrain type: Rolling
Rolling Rolling
Grade 0.00
% 0.00
% 0.00 %
Length 0.00
mi 0.00
mi 0.00 mi
trucks and buses PCE, ET
2.5 2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0.930 0.930
Driver population factor, fP
1.00 1.00 1.00
::low rate,'vp 7330 636
698 pcph
Estimation of V12 Diverge Areas
L = 2424.23 (Equation 25-8 or 25-9)
EQ
P = 0.676 Using Equation 6
FD
v = v + (v - v ) P = 5163 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum
LOS F?
v = v
7330
7050
Yes
Fi F
v
5163
4400
Yes
12 v = v - v
6694
7050
No
FO F R
v
636
2100
No
R
Level of Service Determination (if not
Density, D = 4:252 + 0.0086 v - 0.009 L = 48.7 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence F Speed Estimatio
Intermediate speed variable, D. = 0.355
S
Space mean speed in ramp influence area, S = 57 mph
R
Space mean speed in outer lanes, S = 66.8 mph
0 Space mean speed for all vehicles, S = 59.4 mph
T�
HCS2000: Ramps and Ramp Junctions Release 4.1c
hone: Fax:
-mail:
Diverge Analysis
,nalyst: Archie Tan
,gency/Co.: Urban Crossroads
late performed: 12/13/2005
,nalysis time period: AM
reeway/dir or travel: SR-73/Southbound
unction: Bristol St.
urisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update
reeway Data
.ype of analysis Diverge
lumber of lanes in freeway 3
"ree-flow speed on freeway 65.0 mph
iolume on freeway 3841 vph
Off Ramp Data,
iide of freeway Right
slumber of lanes in ramp 2
=ree-Flow speed on ramp 45.0 mph
/olume on ramp 1632 vph
_ength of first accel/decel lane 2725 ft
_ength of second accel/decel lane 0 ft
Adjacent Ramp Data (if one exists
)oes adjacent ramp exist? No
✓olume on adjacent ramp vph
'osition of adjacent ramp
type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions_
Freeway Ramp Adjacent
Ramp
3841 1632 vph
7-7
leak -hour factor, PHF
0.92 0.92
leak 15-min volume, v15
1044 443
v
"rucks and buses
5 5
%
tecreational vehicles
0 0
%
"errain type: Rolling Rolling Rolling
Grade 0.00
% 0.00 %
%
Length 0.00
mi 0.00 mi
mi
"rucks and buses PCE, ET
2.5 2.5
tecreational vehicle PCE, ER
2.0 2.0
ieavy vehicle adjustment, fHV
0.930 0.930
)river population factor, fP
1.00 1.00
=low rate, vp 4488 1907
pcph
Estimation of V12 Diverge Area
L = 0.00 (Equation 25-8 or 25-9)
EQ
P_ = 0.450 Using Equation 0
FD
v = v + (v - v ) P = 3068 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum
LOS F?
v = v
4488
7050
No
Fi F
v
3068
4400
No
12 v = v - v
2581
7050
No
FO F R
v
1907
4100
No
R
Level of Service Determination (if not F)
density, D = 4.252 + 0.0086 v - 0.009 L = -18.4 pc/mi/In R 12 D
-evel of service for ramp -freeway junction areas of influence A Speed Estimation
ntermediate speed variable, D = 0.470
S
apace mean speed in ramp influence area, S = 54 mph
R
Space mean speed in outer lanes, S = 69.7 mph
0 Space mean speed for all vehicles, S = 58.3 mph
M
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Diverge Analysis
4nalyst: Archie Tan
4gency/Co.: Urban Crossroads
Date performed: 12/13/2005
4nalysis time period: PM
Freeway/dir or travel: SR-73/Southbound
Junction: Bristol St.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 10152 vph
Off Ramp Data
Side of freeway Right
Number of lanes in ramp 2
Free -Flow speed on ramp 45.0 mph
Volume on ramp 941 vph
Length of first accel/decel lane 2725 ft
Length of second accel/decel lane 0 ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
10152 941 vph
71 'eak-hour factor, PHF
0.92 0.92
'eak 15-min volume, v15
2759 256 v
Trucks and buses
5 5 %
Recreational vehicles
0 0 %
Terrain type: Rolling Rolling Rolling
Grade 0.00
% 0.00 % %
Length 0.00
mi 0.00 mi mi
Trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-Leavy vehicle adjustment, fHV
0.930 0.930
Driver population factor, fP
1.00 1.00
=low rate, vp 11862 1100 pcph
Estimation of V12 Diverge Areas-
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.450 Using Equation 0
FD
v = v + (v v ) P = 5943 pc/h
12 R F R FD
v =v
Fi F
v
12 v =v-v
FO F R
v
R
Actual Maximum
11862 7050
Capacity Checks
LOS F?
Yes
5943 4400 Yes
10762 7050 Yes
1100 4100 No
Level of Service Determination (if not
Density, D = 4.252 + 0.0086 v - 0.009 L = 6.3 pc/mi/In
R 12 D
Level of service for ramp -freeway junction areas of influence F Speed Estimatio
Intermediate speed variable, D = 0.397
S
Space mean speed in ramp influence area, S = 56 mph
R
Space mean speed in outer lanes, S = 52.1 mph
0 Space mean speed for all vehicles, S = 53.9 mph
7-/D
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis.
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
Date performed: 12/12/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
Junction: Jamboree Rd.
Jurisdiction:
knalysis Year: Existing
Description: Newport Beach General Plan Update
reeway Data
Type of analysis Merge
lumber of lanes in freeway 3
=ree-11ow speed on freeway 65.0 mph.
Volume on freeway 5002 vph
On Ramp Data
aide of freeway Right
lumber of lanes in ramp 1
=ree-flow speed on ramp 15.0 mph
Volume on ramp 559 vph
_ength of first accel/decel lane 120 ft
_ength of second accel/decel lane ft
Does adjacent ramp exist?
Volume on adjacent Ramp
:3osition of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp
Junction Components
Volume, V (vph)
Adjacent Ramp Data (if one exists
Yes
1096 vph
Downstream
Off
1720 ft
Conversion to pc/h Under Base Conditions
Freeway Ramp . Adjacent
Ramp
5002 559 1096 vph
T //
peak -hour factor, PHF 0.92 0.92 0.92
3eak 15-min volume, v15 1359 152 298 v
Frucks and buses 5 5 5 %
Recreational vehicles 0 0 0 %
Ferrain type: Rolling. Rolling Rolling
Grade % % %
Length mi mi mi
Frucks and buses PCE, ET 2.5 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0 2.0
-leavy vehicle adjustment, fHV 0.930 0.930 0.930
)river population factor, fP 1.00 1.00 1.00
:low rate, vp 5845 653 1281 pcph
Estimation of V12 Merge Areas
L = 10462.27 Equation 25-2 or 25-3)
EQ
P = 0.744 Using Equation 3
FM
v = v (P ) = 4351 pc/h
12 F FM
Capacity Checks,
Actual Maximum LOS F?
v 6498 7050 No
FO
v 5004 4600 Yes
R12
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 43.5 pc/mi/In R R 12 A
_evel of service for ramp -freeway junction areas of influence F Speed Estimation
Intermediate speed variable, M = 0.899
S
Space mean speed in ramp influence area, S = 44.3 mph
R
Space mean speed in outer lanes, S = 61.4 mph
0 Space mean speed for all vehicles, S = 47.4 mph
7/2-
HCS2000: Ramps and Ramp Junctions Release 4.1c
'hone: Fax:
-mail:
Merge Analysis
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: PM
=reeway/dir or travel: SR-73/Northbound
Junction: Jamboree Rd.
Jurisdiction:
knalysis Year: Existing
description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
lumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
✓olume on freeway 2635 vph
On Ramp Data
aide of freeway Right
Vumber of lanes in ramp 1
=ree-flow speed on ramp 15.0 mph
✓olume on ramp 597 vph
-ength of first accel/decel lane 120 ft
-ength of second accel/decel lane ft
Does adjacent ramp exist?
✓olume on adjacent Ramp
position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp
Junction Components
Volume, V (vph)
Adjacent Ramp Data (if one exists
Yes
544 vph
Downstream
Off
1720 ft
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
2635 597 544 vph
T /3
3eak-hour factor, PH IF 0.92 0.92
0.92 3eak 15-ruin volume, v15 716 162
148 v
Frucks and buses 5 5 5
%
Recreational vehicles 0 0 0
%
Ferrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
(rucks and buses PCE, ET 2.5 2.5
2.5 Recreational vehicle PCE, ER 2.0 2.0
2.0 -leavyvehicle adjustment, fHV 0.930 0.930 0.930
Driver population factor, fP 1.00 1.00
1.00 =low rate, vp 3079 698 636
pcph
Estimation of V12 Merge Areas.
L = 5194.38 (Equation 25-2 or 25-3)
EQ
P = 0.646 Using Equation 3
FM
v = v (P ) = 1989 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 3777 7050 No
FO
v 2687 4600 No
R12
Level of Service Determination (if not IF
Density, D = 5.475 + 0.00734 v + 0.0078 v 0.00627 L = 25.4 pc/mi/In R R 12 . A
Level of service for ramp -freeway junction areas of influence C Speed Estimation
Intermediate speed variable, M = 0.375
S
Space mean speed in ramp influence area, S = 56.4 mph
R
Space mean speed in outer lanes, S = 62.9 mph
0 Space mean speed for all vehicles, S = 58.1 mph
If
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis.
\nalyst: Archie Tan
\gency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Southbound
Junction: Jamboree Rd.
Jurisdiction:
\nalysis Year: Existing
description: Newport Beach General Plan Update
Freeway Data.
type of analysis Merge
Vumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 3841 vph
aide of freeway Right
Vumber of lanes in ramp 1
=ree-flow speed on ramp 40.0
Volume on ramp 578
_ength of first accel/decel lane 1700
_ength of second accel/decel lane
On Ramp Data
mph
vph
ft
ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist?
Yes
Volume on adjacent Ramp
2026 vph
Position of adjacent Ramp
Downstream
Type of adjacent Ramp
Off
Distance to adjacent Ramp
1700 ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway
Ramp
3841 578
Ramp Adjacent
2026 vph
7- /.r
'eak-hour factor, PHF 0.92 0.92 0.92
'eak 15-min volume, v15 1044 157 551 v
(rucks and buses 5 5 5 %
recreational vehicles 0 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
(rucks and buses PCE, ET 2.5 2.5 2.5
recreational vehicle PCE, ER 2.0 2.0 2.0
heavy vehicle adjustment, fHV 0.930 0.930 0.930
)river population factor, fP 1.00 1.00 1.00
::low rate, vp 4488 675 2367 pcph
Estimation of V12 Merge Areas,
L = 8120.07 (Equation 25-2 or 25-3)
EQ
P = 0.915 Using Equation 3
FM
v = v (P ) = 4105 pc/h
12 F FIVI
Capacity Checks
Actual Maximum LOS F?
v 5163 7050 No
FO
v 4780 4600 Yes
R12
Level of Service Determination (if not F)
)ensity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.8 pc/mi/In R R 12 A
-evel of service for ramp -freeway junction areas of influence F Speed Estimation
ntermediate speed variable, M = 0.650
S
apace mean speed in ramp influence area, S = 50.1 mph
R
apace mean speed in outer lanes, S = 65.0 mph
0 apace mean speed for all vehicles, S = 50.9 mph
HCS2000: Ramps and Ramp Junctions Release 4.1 c
phone: Fax:
-mail:
Merge Analysi
4nalyst: Archie Tan
4gency/Co.: Urban Crossroads
Date performed: 12/12/2005
4nalysis time period: PM
Freeway/dir or travel: SR-73/Southbound
Junction: Jamboree Rd.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Type of analysis
Number of lanes in freeway
Free -flow speed on freeway
Volume on freeway
Freeway Data,
Merge
3 65.0 mph
10152 vph
On Ramp Data
Side of freeway ' Right
Number of lanes in ramp 1
Free -flow speed on ramp 40.0 mph
Volume on ramp 1203 -vph
Length of first accel/decel lane 1700 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? Yes
Volume on adjacent Ramp 1882 vph
Position of adjacent Ramp Downstream
Type of adjacent Ramp Off
Distance to adjacent Ramp 1700 ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Ramp Adjacent
Rarrip
Volume, V (vph) 10152 1203 1882 vph
7' / 7
Peak -hour factor, PHF
0.92 0.92 0.92
Peak 15-rain volume, v15
2759 327 511 v
Trucks and buses
5 5 5 %
Recreational vehicles
0 0 0 %
Terrain type: Rolling Rolling Rolling
Grade
% % %
Length
mi mi mi
Trucks and buses PCE, ET
2.5 2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0 2.0
Heavy vehicle adjustment, fHV
0.930 0.930 0.930
Driver population factor, fP
1.00 1.00 1.00
Flow rate, vp 11862
1406 2199 pcph
Estimation of V12 Merge Areas.
L = 7543.74 (Equation 25-2 or 25-3)
EQ
P = -0.889 Using Equation 3
FM
v = v (IP ) = 10541 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 13268 7050 Yes
FO
v 11947 4600 Yes
R12
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 87.4 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence F Speed Estimat
Intermediate speed variable, M = 602.163
S
Space mean speed in ramp influence area, S = mph
R
Space mean speed in outer.lanes, S = 62.0 mph
0 Space mean speed for all vehicles, S = 623.2 mph
T19
HCS2000: Ramps and Ramp Junctions Release 4.1 c
phone: Fax:
-mail:
Diverge Analysis.
\nalyst: Archie Tan
%gcncy/Co.: Urban Crossroads
Date performed: 12/13/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
Junction: MacArthur BI.
Jurisdiction:
knalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data,
type of analysis Diverge
4umber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
✓olume on freeway 5002 vph
Off Ramp Data
aide of freeway Right
Humber of lanes in ramp 2
=ree-Flow speed on ramp 30.0 mph
✓olume on ramp 1598 vph
-ength of first accel/decel lane 1480 ft
-ength of second accel/decel lane 0 ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
✓olume on adjacent ramp vph
'osition of adjacent ramp
type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
✓olume, V (vph)
Conversion to pc/h Under Base Condition
Freeway Ramp Adjacent
Ramp
5002 1598 vph
rig
peak -hour factor, PHF
0.92 0.92
peak 15-min volume, v15
1359 434
v
rrucks and buses
5 5
%
Recreational vehicles
0 0
%
terrain type: Rolling
Rolling Rolling
Grade 0.00
% 0.00 %
%
Length 0.00
mi 0.00 mi
mi
rrucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-leavy vehicle adjustment, fHV
0.930 0.930
Driver population factor, fP
1.00 1.00
=low rate, vp 5845 1867
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.450 Using Equation 0
FD
v = v + (v - v) P = 3657 pc/h
12 R F R FD
Actual Maximum
v = v
5845
7050
Fi F
v
3657
4400
12 v = v - v
3978
7050
FO F R
v
1867
3800
R
Capacity Checks
LOS F?
No
No
2M
Level of Service Determination (if not F
Density, D = 4.252 + 0.0086 v - 0.009 L = 9.1 pc/mi/In
R 12 D
_evel of service for ramp -Freeway junction areas of influence A Speed Estima
Intermediate speed variable, D = 0.661
S
Space mean speed in ramp influence area, S = 50 mph
R
Space mean speed in outer lanes, S = 66.7 mph
0 Space mean speed for all vehicles, S = 55.0 mph
"r.10
HCS2000: Ramps and Ramp Junctions Release 4.1c
'hone: Fax:
-mail:
Diverge Analysis
4nalyst: Archie Tan
4gency/Co.: Urban Crossroads
Date performed: 12/13/2005
4nalysis time period: PM
=reeway/dir or travel: SR-73/Northbound
Junction: MacArthur BI.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 2635 vph
Off Ramp Da
Side of freeway Right
Number of lanes in ramp 2
Free -Flow speed on ramp 30.0 mph
Volume on ramp 176 vph
Length of first accel/decel lane 1480 ft
Length of second accel/decel lane 0 ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions,
Freeway Ramp
Ramp
2635 176
Adjacent
vph
7' 4) 1
'eak-hour factor, PHF _
0.92 0.92
'eak 15-min volume, v15
716
48 v
Trucks and buses
5 5
%
Recreational vehicles
0 0
%
Terrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0:00
mi
mi
Trucks and buses PCE, ET
2.5 2.5
-
Recreational vehicle PCE, ER
2.0 2.0
Heavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
Flow rate, vp 3079 206
pcph
Estimation of V12 Diverge Areas.
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.450 Using Equation 0
FD
v = v + (v - v ) P = 1499 pc/h
12 R F R FD
Actual Maximum
v = v
3079
7050
Fi F
v
1499
4400
12 v = v - v
2873
7050
FO F R
v
206
3800
R
Capacity Checks
LOS F?
No
No
No
No
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = -9.5 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence A Speed Estimation
Intermediate speed variable, D = 0.512
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 69.0 mph
0 Space mean speed for all vehicles, S = 60.3 mph
T,2�_
HCS2000: Ramps and Ramp Junctions Release 4.1c
'hone: Fax:
-mail:
Merge Analysis
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
?ate performed: 12/12/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
Junction: MacArthur BI.
lurisdiction:
\nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
qumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
✓olume on freeway 5002 vph
On Ramp Data
aide of freeway Right
Vumber of lanes in ramp 1
=ree-flow speed on ramp 50.0 mph
✓olume on ramp 1636 vph
-ength of First accel/decel lane 340 ft
-ength of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
'osition of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Ramp Adjacent
Ramp
Volume,,V (vph) 5002 1636 vph
leak -hour factor, PHF 0.92 0.92
leak 15-rnin volume, v15 1359 445
"rucks and buses 5 5 %
Zecreational vehicles 0 0 %
"errain type: Rolling Rolling Rolling
Grade % % %
Length rni mi mi
"rucks and buses PCE, ET 2.5 2.5
recreational vehicle PCE, ER 2.0 2.0
Leavy vehicle adjustment, fHV 0.930 0.930
)river population factor, fP 1.00 1.00
:low rate, vp 5845 1912 pcph
u
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.587 Using Equation 1
FM
v = v (P ) = 3431 pc/h
12 F FM
Capacity Checks,
Actual Maximum LOS F?
v 7757 7050 Yes
FO
v 5343 4600 Yes
R12
Level of Service Determination (if not
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 44.1 pc/mi/In R R 12 A
-evel of service for ramp -freeway junction areas of influence F Speed Estimation
Intermediate speed variable, M = 1.103
S
Space mean speed in ramp influence area, S = 39.6 mph
R
Space mean speed in outer lanes, S = 57.8 mph
0 Space mean speed for all vehicles, S = 43.9 mph
TA
HCS2000: Ramps and Ramp Junctions Release 4.1c
Phone: Fax:
E-mail:
Merge Analysis
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/12/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Northbound
Junction: MacArthur BI.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
reeway Data
Type of analysis Merge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on Freeway 2635 vph
On Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on rarnp 50.0 mph
Volume on ramp 1883 vph
Length of first accel/decel lane 340 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
2635 1883 r�tJ5 vph
leak -hour factor, PH 0.92 0.92
leak 15-min volume, v15 716 512
rucks and buses 5 5 %
:ecreational vehicles 0 0 %
errain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
rucks and buses PCE, ET 2.5 2.5
:ecreational vehicle PCE, ER 2.0 2.0
heavy vehicle adjustment, fHV 0.930 0.930
)river population factor, fP 1.00 1.00
*low rate. vr) 3079 2200 Pcoh
v
Estimation of V12 Merge Areas.
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.587 Using Equation 1
FM
v = v (P ) = 1807 pc/h
12 F FM
Capacity Checks,
Actual Maximum LOS F?
v 5279 7050 No
FO
v 4007 4600 No
R12
Level of Service Determination (if not
)ensity, D = 5.475,+ 0.00734 v + 0.0078 v - 0.00627 L = 33.6 pc/mi/In R R 12 A
-evel of service for ramp -freeway junction areas of influence D Speed Estimation
Intermediate speed variable, M = 0.501.
S
Space mean speed in ramp influence area, S = 53.5 mph
R
Space mean speed in outer lanes, S = 62.2 mph
0 Space mean speed for all vehicles, S = 55.3 mph
-fZ(o
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
:-mail:
Diverge Analysis,
knalyst: Archie Tan
+gency/Co.: Urban Crossroads
)ate performed: 12/13/2005
knalysis time period: AM
:reeway/dir or travel: SR-73/Southbound
unction: MacArthur BI.
urisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update
Freeway Data
"ype of analysis Diverge
Jumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
/olcime on freeway 1613 vph
Off Ramp Data
fide of freeway Right
Dumber of lanes in ramp 1
ree-Flow speed on ramp 30.0 mph
/olume on ramp 2026 vph
_ength of first accel/decel lane 1340 ft
_ength of second accel/decel lane ft
does adjacent ramp exist?
✓olume on adjacent ramp
position of adjacent ramp
Type of adjacent ramp
)istance to adjacent ramp
Junction Components
Volume, V (vph)
Adjacent Ramp Data (if one exists
Yes
745 vph
Downstream
Off
1740 ft
Conversion to pc/h Under Base Conditions,
Freeway Ramp Adjacent
Rarnp
1613 2026 745 vph
IW
eak-hour factor, PH IF
0.92 0.92 0.92
eak 15-min volume, v15
438
551 202 v
rucks and buses
5 5
5 %
:ecreational vehicles
0 0
0 errain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
% 0.00 %
Length 0.00
mi 0.00
mi 0.00 mi
rucks and buses PCE, ET
2.5 2.5 2.5
;ecreational vehicle PCE, ER
2.0 2.0 2.0
leavy vehicle adjustment, fHV
0.930
0.930 0.930
giver population factor, fP
1.00 1.00 1.00
'low rate, vp 1885 2367
871 pcph
Estimation of V12 Diverge Areas
L = 4031.48 (Equation 25-8 or 25-9)
EQ
P = 0.639 Using Equation 7
FD
v = v + (v - v ) P = 2059 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum
LOS F?
v = v
1885
7050
No
Fi F
v
2059
4400
No
12 v = v - v
-482
7050
No
FO F R
v
2367
2000
Yes
R
evel of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 9.9 pc/mi/In
R 12 D
-evel of service for ramp -freeway junction areas of influence F Speed Estimation
Intermediate speed variable, D = 0.706
S
Space mean speed in ramp influence area, S = 49 . mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 47.4 rnph
7A
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Diverge Analysis
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Southbound
Junction: MacArthur BI.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway DE
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 4264 vph
Off Ramp Data.
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 1882 vph
Length of first accel/decel Kane 1340 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? Yes
Volume on adjacent ramp 434 vph
Position of adjacent ramp Downstream
Type of adjacent ramp Off
Distance to adjacent ramp 1740 ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions.
Freeway Ramp Adjacent
Ramp
4264 1882 434 vph
r2.1
'eak-hour factor, PHF
0.92 0.92 0.92
'eak 15-min volume, v15
1159
511 118 v
Frucks and buses
5 5
5 %
Recreational vehicles
0 0
0 %
Terrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
% 0.00 %
Length 0.00
mi 0.00
mi 0.00 mi
(rucks and biases PCE, ET
2.5 2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0.930 0.930
giver population factor, fP
1.00 1.00 . 1.00
::low rate, vp 4982 2199
507 pcph
Estimation of V12 Diverge Areas
L = 2838.79 (Equation 25-8 or 25-9)
EQ
P = 0.548 Using Equation 7
FD
v = v + (v - v ) P = 3723 pc/h
12 R F R FD
Capacity Checks,
Actual
Maximum
LOS F?
v = v
4982
7050
No
Fi F
v
3723
4400
No
12 v = v - v
2783
7050
No
FO F R
v
2199
2000
Yes
R
Level of Service Determination (if not F
Density, D = 4.252 + 0.0086 v - 0.009 L = 24.2 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence F Speed Estimation.
Intermediate speed variable, D = 0.691
S
Space mean speed in ramp influence area, S = 49 mph
R
Space mean speed in outer lanes, S = 70.3 mph
0 Space mean speed for all vehicles, S = 53.2 mph
730
HCS2000: Ramps and Ramp -Junctions Release 4.1c
'hone: Fax:
-mail:
Merge Analysis
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
lunction: University Dr.
lurisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update
Freeway Data
Fype of analysis Merge
Dumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
Jolume on freeway 5002 vph
;ide of freeway Right
lumber of lanes in ramp 1
=ree-flow speed on ramp 20.0
Jolume on ramp 281
-ength of first accel/decel lane 200
-ength of second accel/decel lane
On Ramp Data
mph
vph
ft
ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Jolume on adjacent Ramp vph
position of adjacent Ramp
Type of adjacent -Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp
Ramp
5002 281
Adjacent
vph
T' 1
peak -hour factor, PHF 0.92 0.92
peak 15-min volume, v15 1359 76
trucks and biases 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
(rucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
-leavy vehicle'adjustment, fHV 0.930 0.930
Driver population. factor, fP 1.00 1.00
::low rate, vp 5845 328 pcph
v
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.583 Using Equation 1
FM
v = v (P ) = 3408 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 6173 7050 No
FO
v 3736 4600 No
R12
- Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.2 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence D Speed Estimation
Intermediate speed variable, M = 0.477
S
Space mean speed in ramp influence area, S = 54.0 mph
R
Space mean speed in outer lanes, S = 57.6 mph
0 Space mean speed for all vehicles, S = 55.4 mph
T3v.
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis.
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
Date performed: 12/12/2005
analysis time period: PM
reeway/dir or travel: SR-73/Northbound
Junction: University Dr.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 2635 vph
On Ramp D
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on ramp 20.0 mph
Volume on ramp 533 vph
Length of first accel/decel lane 200 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
2635 533 vph
T33
'eak-hour factor, PHF 0.92 0.92.
'eak 15-min volume, v15 716 145 v
Trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade oho %
Length mi mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
Heavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
Flow rate, vp 3079 623 pcph
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.583 Using Equation 1
FM
v = v (P ) = 1795 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 3702 7050 No
FO
v 2418 4600 No
R12
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.8 pc/mi/In R R 12 A
Level of service.for ramp -freeway junction areas of influence. C Speed Estimation
Intermediate speed variable, M = 0.357
S
Space mean speed in ramp influence area, S = 56.8 mph
R
Space mean speed in outer lanes, S = 62.2 mph
0 Space mean speed for all vehicles, S = 58.6 mph
-r�q
HCS2000: Ramps and Ramp Junctions Release 4.1 c
phone: Fax:
-mail:
Diverge Analysis
analyst: Archie Tan
agency/Co.: Urban Crossroads
Date performed: 12/13/2005
analysis time period: AM
=reeway/dir or travel: SR-73/Southbound
Junction: University Dr.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
type of analysis Diverge
Vumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 1613 vph
Off Ramp Data
aide of freeway Right
Vumber of lanes in ramp 1
=ree=Flow speed on ramp 35.0 mph
Volume on ramp 466 vph
_ength of first accel/decel lane 1400 ft
_ength of second accel/decel lane ft
Adjacent Ramp .Data (if one exists
Does adjacent ramp exist? No
Volume on.adjacent ramp vph
'osition of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 1613 466 f 3� vph
peak -hour factor, PHF
0.92 0.92
peak 15-min volume, v15
438
127
v
Frucks and buses
5 5
%
Recreational vehicles
0 0
%
Ferrain type: Rolling Rolling Rolling
Grade 0.00
% 0.00
%
%.
Length 0.00
mi 0.00
mi
mi
Frucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0:930
)river population factor, fP
.1.00
1.00 :low rate, vp 1885 545
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.688 Using Equation 5
FD
v = v + (v - v ) P = 1467 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum LOS F?
v = v
1885
7050 No
Fi F
v
1467
4400 No
12 v = v - v
1340
7050 No
FO F R
v
545
2000 No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 4.3 pc/mi/In
R 12 D
_evel of service for ramp -freeway junction areas of influence A Speed Estimation
Intermediate speed variable, D = 0.477
S
Space mean speed in ramp influence area, S = 54 mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 57.1 mph
7r3 �
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Diverge Analysis
analyst: Archie Tan
agency/Co.: Urban Crossroads
Date performed: 12/13/2005
analysis time period: PM
=reeway/dir or travel: SR-73/Southbound
Junction: University Dr.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 4264 vph
Off Ramp Data,
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 35.0 mph
Volume on ramp 503 vph
Length of first accel/decel lane 1400 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
4264 503 7�, vph
'eak-hour factor, PHF
0.92 0.92
'eak 15-min volume, v15
1159
137
v
Frucks and buses
5 5
%
Recreational vehicles
0 0
%
Ferrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
Frucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
leavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
:low rate, vp 4982 588
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.608 Using Equation 5
cn
1 LJ
v = v + (v - v) P = 3261 pc/h
12 R F R FD
Actual Maximum
v = v
4982
7050
Fi F
v'
3261
4400
12 v = v - v
4394
7050
FO F R
v
588
2000
R
Capacity Che
LOS F?
No
No
No .
No
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 19.7 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, D = 0.481
S
Space mean speed in ramp influence area, S = 54 mph
R
Space mean speed in outer lanes, S = 68.5 mph
0 Space mean speed for all vehicles, S = 58.2 mph
E:
HCS2000: Ramps and Ramp Junctions Release 4.1c
'hone: Fax:
-mail•
Diverge Analysis,
analyst: Archie Tan
agency/Co.: Urban Crossroads
Date performed: 12/13/2005
analysis time period: AM
=reeway/dir or travel: SR-73/Northbound
Junction: Bison Av.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in Freeway 3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 5002 vph
Off Ramp Data
Side of Freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 481 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? Yes
Volume on adjacent rarrip 1598 vph.
Position of adjacent ramp Downstream
Type of adjacent ramp Off
Distance to adjacent ramp 1480 ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions,
Freeway Ramp
Ramp
5002 481 1598
r3�'
Adjacent
vph
'eak-hour factor, PHF
0.92 0.92 0.92
'eak 15-min volume, v15
1359
131 434 v
(rucks and buses
5 5
0 %
Recreational vehicles
0 0
0 - %
Terrain type: Rolling Rolling
Rolling
Grade 0.00
% 0.00
% 0.00 %
Length 0.00
mi 0.00
mi 0.00 mi
trucks and buses.PCE, ET
2.5 2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0 2.0
Leavy vehicle adjustment, fHV
0.930
0.930 1.000
Driver population factor, fP
1.00 1.00 1.00
::low rate, vp 5845 562
1737 pcph
Estimation of V12 Diverge Areas
L = 2300.85 (Equation 25-8 or 25-9)
EQ
P = 0.640 Using Equation 7
FD
v = v + (v - v ) P = 3942 pc/h
12 R F R FD
Capacity Checks.
Actual Maximum LOS F?
v = v 5845 7050 No
Fi F
v 3942 4400 No
12 v = v - v 5283 7050 No
FO F R
v 562 2000 No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 38.2 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence E Speed Estimation
Intermediate speed variable, D = 0.544
S
Space mean speed in ramp influence area, S = 52 mph
R
Space mean speed in outer lanes, S = 67.8 mph
0 Space mean speed for all vehicles, S = 56.7 mph
TIa
HCS2000: Ramps and Ramp Junctions Release 4.1c
Phone: Fax:
E-mail:
Diverge Analysis.
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Northbound
Junction: Bison Av.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 2635 vph
Off Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 119 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist?
Yes
Volume on adjacent rarrip
176 vph
Position of adjacent ramp
Downstream
Type of adjacent ramp
Off
Distance to adjacent ramp
1480 ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions.
Freeway Ramp Adjacent
Ramp
2635 119 176 vph
T#/
'eak-hour factor, PHF
0.92 0.92 0.92
'eak 15-min volume, v15
716
32 48 v
trucks and buses
5 5
5 %
Recreational vehicles
0 0
0 %
terrain type: Rolling
Rolling Rolling
Grade 0.00
% 0.00
% 0.00 %
Length 0.00
mi 0.00
mi 0.00 mi
trucks and buses PCE, ET
2.5 2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0 2.0
-ieavy vehicle. adjustment, fHV
0.930
0.930 0.930
Driver population factor, fP
1.00 1.00 1.00
=low rate, vp 3079 139
206 pcph
Estimation of V12 Diverge Areas
L = 206.03 (Equation 25-8 or 25-9)
EQ
P = 0.677 Using Equation 5
FD
v =v +(v-v)P = 2128 pc/h
12 R F R FID
Capacity Checks
Actual
Maximum LOS F?
v = v
3079
7050 No
Fi F
v
2128
4400 No
12 v = v - v
2940
7050 No
FO F R
v
139
2000 No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 22.6 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence C Speed Estimation
Intermediate speed variable, D = 0.506
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 57.9 mph
7-got
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis
knalyst: Archie Tan
agency/Co.: Urban Crossroads
Date performed: 12/12/2005
knalysis time period: AM
: reeway/dir or travel: SR-73/Northbound
Junction: Bison Av.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
type of analysis Merge
Number of lanes in freeway 3
ree-flow speed on freeway 65.0 mph
Volume on freeway 5002 vph
Side of freeway Right
Nurnber of lanes in ramp 1
Free -flow speed on ramp 40.0
Volume on ramp 160
Length of first accel/decel lane .250
Length of second accel/decel lane
On Ramp Data
mph
vph
ft
ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 5002 160 vph
7, 43
'eak-hour factor, PHF 0.92 0.92
'eak 15-min volume, v15 1359 43
trucks and buses 5 5 %
Recreational vehicles 0 0 %
f errain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
('rucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
-Leavy vehicle adjustment, fHV 0.930 0.930
)river population factor, fP 1.00 1.00
-low rate, vp 5845 187 pcph
v
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.585 Using Equation 1
FM
v=v(P)=3416 pc/h
12 F FM
Actual
v 6032
FO
v 3603
R12
Capacity Checks.
Maximum LOS F?
7050 No
4600 No
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.9 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence D Speed Estimation,
Intermediate speed variable, M = 0.444
S
Space mean speed in ramp influence area, S = 54.8 mph
R
Space mean speed in outer lanes, S = 57.7 mph
0 Space mean speed for all vehicles, S = 55.9 mph
-rq�
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
:-mail:
Merge Analysis,
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: PM
=reeway/dir or travel: SR-73/Northbound
Junction: Bison Av.
Jurisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update.
Freeway Data
Type of analysis Merge
qumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
✓olume on freeway 2635 vph
On Ramp Data
aide of freeway Right
'-lumber of lanes in ramp 1
=ree-flow speed on ramp 40.0 mph
Volume on ramp 549 vph
_ength of first accel/decel lane 250 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions.
Freeway Ramp Adjacent
Ramp
2635 549 T 45 vph
Peak -hour factor, PHF 0.92 0.92
Peak 15-min volume, v15 716 149 v
Trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
Heavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
Flow rate, vp 3079 641 pcph
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.585 Using Equation 1
FM
v = v (P ) = 1800 pc/h
12 F FM
Capacity Checks.
Actual Maximum LOS F?
v 3720 7050 No
FO
v 2441 4600 No
R12
Level of Service Determination (if not
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.7 pc/rni/In R R 12 A
Level of service for ramp -freeway junction areas of influence C Speed Estimation
Intermediate speed variable, M = 0.346
S
Space mean speed in ramp influence area, S = 57.0 mph
R
Space mean speed in outer lanes, S = 62.2 mph
0 Space mean speed for all vehicles, S = 58.7 mph
rf�
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Diverge Analysis
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: AM
Freeway/dir or travel: SR-73/South bound
Junction: Bison Av.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
reeway Data
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 1613 vph
Off Ramp Data,
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 745 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of'adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
1613 745 r 4 vph
Peak -hour factor, PHF
0.92 0.92
Peak 15-min volume, v15
438
202
v
Trucks and buses
5 5
%
Recreational vehicles
0 0
%
Terrain type: Rolling Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
Trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
Heavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
Flow rate, vp 1885 871
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.673 Using Equation 5
FD
v = v + (v - v ) P = 1553 pc/h
12 R F R FD
Actual Maximum
v = v 1885 7050
Fi F
v 1553 4400
12 v = v - v 1014 7050
FO F R
v 871 2000
R
Capacity Checks
LOS F?
No
No
No
No
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 17.6 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, D = 0.571
S
Space mean speed in ramp influence area, S = 52 mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 54.5 mph
-r 49
HCS2000: Ramps and Ramp Junctions Release 4.1c
'hone: Fax:
-mail:
Diverge Analysis
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Southbound
Junction: Bison Av.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 4264 vph
Off Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 434 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 1 4264 434 ,rµq vph
'eak-hour factor, PH
0.92 0.92
'eak 15-min volume, v15
1159
118
v
Frucks and buses
5 5
%
Recreational vehicles
0 0
%
Ferrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
Frucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
Leavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
::low rate, vp 4982 507
pcph
Estimation of V12 Diverge Areas.
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.612 Using Equation 5
FID
v =v +(v-v)P = 3246 pc/h
12 R F R FD
Capacity Checks
Actual Maximum LOS F?
v = v 4982 7050 No
Fi F
v 3246 4400 No
12 v = v - v 4475 .7050 No
FO F R
v 507 2000 No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 32.2 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence D Speed Estimation
Intermediate speed variable, D = 0.539
S
Space mean speed in ramp influence area, S = 53 mph
. R
Space mean speed in outer lanes, S = 68.4 mph
0 Space mean speed for all vehicles, S = 57.2 mph
1,0
HCS2000: Ramps and Ramp Junctions Release 4.1 c
phone: Fax:
mail:
Merge Analysis
4nalyst: Archie Tan
4gency/Co.: Urban Crossroads
Date performed: 12/12/2005
4nalysis time period: AM
Freeway/dir or travel: SR-73/Southbound
Junction: Bison Av.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 1613 vph
On Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on ramp 35.0 mph
Volume on ramp 71 vph
Length of first accel/decel lane 740 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp -
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
1613 71 '� vph
Peak -hour factor, PHF 0.92 0.92
Peak 15-min volume, v15 438 19 v
Trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
Heavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
Flow rate, vp 1885 83 pcph
Estimation of V12 Merge Areas
L = .704.52 (Equation 25-2 or 25-3)
EQ
P = 0.598 Using Equation 1
FM
v = v (P ) = 1128 pc/h
12 F FM
Capacity Checks_
Actual Maximum LOS F?
v 1968 7050 No
FO
v 1211 4600 No
R12
Level of Service Determination (if not F
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 10.2 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, M = 0.282
S
Space mean speed in ramp influence area, S = 58.5 mph
R
Space mean speed in outer lanes, S = 64.1 mph
0 Space mean speed for all vehicles, S = 60.5 mph
T 57X
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis.
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: PM
reeway/dir or travel: SR-73/Southbound
Junction: Bison Av.
Jurisdiction:
analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data.
type of analysis Merge
Vumber of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 4264 vph
On Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on ramp 35.0 mph
Volume on ramp 247 vph
Length of first accel/decel lane 740 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Condition
Freeway Ramp Adjacent
Ramp
4264 247 � S� vph
"leak -hour factor, PHF 0.92 0.92
"leak 15-min volume, v15 1159 67
trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
-leavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
Flow rate, vp 4982 289 pcph
►VA
Estimation of V12 Merge Areas
L = 1006.46 (Equation 25-2 or 25-3)
EQ
P = 0.598 Using Equation 1
FM
v = v (P ) = 2980 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 5271 7050 No
FO
v 3269 4600 No
R12
Level of Service Determination (if not IF
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.2 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence C Speed Estimation_
Intermediate speed variable, M = 0.372
S
Space mean speed in ramp influence area, S = 56.5 mph
R
Space mean speed in outer lanes, S = 59.6 mph
0 Space mean speed for all vehicles, S = 57.6 mph
reµ
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
mail:
Diverge Analysis
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/13/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
lunction: Bonita Canyon Dr.
lurisdiction:
knalysis Year: Existing
description: Newport Beach General Plan Update
Freeway Data.
type of analysis Diverge
lumber of lanes in Freeway 4
=ree-flow speed on freeway 65.0 mph
/olume on freeway 5319 vph
Off Ramp Data
aide of freeway Right
lumber of lanes in ramp 1
=ree-Flow speed on ramp 30.0 mph
✓olume on ramp 305 vph
_ength of first accel/decel lane 1250 ft
-ength of second accel/dece.l lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent ramp vph
'osition of adjacent ramp
type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions,
Freeway Ramp Adjacent
Ramp
5319 305 7, vph
'eak-hour factor, PHF
0.92 0.92
'eak 15-min volume, v15
1445
83 v
Frucks and buses
5 5
%
Recreational vehicles
0 0
%
Ferrain type: Rolling
Rolling Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
Frucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
::low rate, vp 6215 356
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.436 Using Equation 8
FD
v = v + (v - v ) P = 2911 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum LOS F?
v = v
6215
9400 No
Fi F
v
2911
4400 No
12 v = v - v
5859
9400 No
FO F R
v
356
2000 No
R
Level of Service Determination (if not F
Density, D = 4.252 + 0.0086 v - 0.009 L = 18.0 pc/n-ii/In R 12 D
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, D = 0.525
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 68.8 mph
0 Space mean speed for all vehicles, S = 60.3 mph
Ts�
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Diverge Analysis
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Northbound
Junction: Bonita Canyon Dr.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data,
Type of analysis Diverge
Number of lanes in freeway 4
Free -flow speed on freeway 65.0 mph
Volume on freeway 2802 vph
Off Ramp Dz
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 189 vph
Length of first accel/decel lane 1250 ft
Length of second accel/decel lane ft
acent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
2802 189 7!6 ,7 vph
'eak-hour factor, PHF
0.92 0.92
'eak 15-min volume, v15
761
51 v
trucks and buses
5 5
%
Recreational vehicles
0 0
%
terrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
. mi
mi
trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
=low rate, vp 3274 221
pcph
Estimation of V12 Diverge Areas,
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.436 Using Equation 8
FD
v = v + (v - v ) P = 1552 pc/h
12 R F R FD
Actual Maximum
v = v 3274 9400
Fi F
v 1552 4400
12 v = v - v 3053 9400
FO F R
v 221 2000
R
Capacity Checks
LOS F?
No
M
M
No
Level of Service Determination (if not F
Density, D = 4.252 + 0.0086 v - 0.009 L = 6.3 pc/mi/In
R 12 D
Level of service for ramp -freeway junction areas of influence A Speed Estimation
Intermediate speed variable, D = 0.513
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 61.4 mph
7',rS
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis,
4nalyst: Archie Tan
%gency/Co.: Urban Crossroads
Date performed: 12/12/2005
knalysis time period: AM
: reeway/dir or travel: SR-73/Northbound
Junction: Bonita Canyon Dr.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data,
Type of analysis Merge
lumber of lanes in Freeway 3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 5002 vph
On Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on ramp 25.0 mph
Volume on ramp 249 vph
Length of first accel/decel lane 2440 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
5002 249 7-
5 9 vph
'leak -hour factor, PHF 0.92 0.92
'leak 15-min volume, v15 1359 68
F'rucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
(rucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
-leavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
:low rate. vn 5845 291 pcph
v
FO
v
R12
v
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.646 Using Equation 1
FM
v = v (P ) = 3775 pc/h
12 F FM
Capacity Checks,
Actual Maximum LOS F?
6136 7050 No
4066 4600 No
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.8 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence C Speed Estimation
Intermediate speed variable, M = 0.426
S
Space mean speed in ramp influence area, S = 55.2 mph
R
Space mean speed in outer lanes, S = 59.3 mph
0 Space mean speed for all vehicles, S = 56.5 mph
7-40
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Merge Analysi
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/12/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Nortf ibound
Junction: Bonita Canyon Dr.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Type of analysis
Number of lanes in freeway
Free -flow speed on Freeway
Volume on freeway
Freeway Data,
Merge
3 65.0 mph
2635 vph
On Ramp Data
Side of Freeway Right
Number of lanes in ramp 1
Free -flow speed on ramp 25.0 mph
Volume on ramp 106 vph
Length of first accel/decel lane 2440 ft
Length of second accel/decel lane ft
Ijacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Rarnp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
2635 106 7, ' vph
'eak-hour factor, PHF 0.92 0.92
'eak 15-min volume, v15 716 29
Trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
-leavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
=low rate. vp 3079 124 Pcph
v
Estimation of V12 Merge Areas.
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.646 Using Equation 1
FM
v = v (P ) = 1988 pc/h
12 F FM
Capacity Checks,
Actual Maximum LOS F?
v 3203 7050 No
FO
v 2112 4600 No
R12
Level of Service Determination (if not F
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 6.6 pc/mi/In R R 12 - A
Level of service for ramp -freeway junction areas of influence A Speed Estimation
Intermediate speed variable, M = 0.231
S
Space mean speed in ramp influence area, S = 59.7 mph
R
Space mean speed in outer lanes, S = 62.9 mph
0 Space mean speed for all vehicles, S = 60.7 mph
r G ;-
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Diverge Analysis
4nalyst: Archie Tan
4gency/Co.: Urban Crossroads
Date performed: 12/13/2005
4nalysis time period: AM
=reeway/dir or travel: SR-73/Southbound
Junction: Bonita Canyon Dr.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Type of analysis
Number of lanes in Freeway
Free -flow speed on freeway
Volume on freeway
Freeway Data.
Diverge
4 65.0 mph
1613 vph
Off Ramp Data
Side of Freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 114 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Rarnp Adjacent
Ramp
Volume, V (vph) 1613 114 T �,7 vph
3eak-hour factor, PHF
0.92 0.92
'eak 15-min volume, v15
438
31 v
Frucks and buses
5 5
%
Recreational vehicles
0 0
%
terrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-leavy vehicle adjustment, fHV
0.930
0.930
)river population factor, fP
1.00 1.00
:low rate, vp 1885 133
pcph
Estimation of V12 Diverge Areas.
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.436 Using Equation 8
FD
v = v + (v - v ) P = 897 pc/h
12 R F R FD
Capacity Checks
Actual Maximum LOS F?
v =v 1885 9400 No
Fi F
v 897 4400 No
12 v = v - v 1752 9400 No
FO F R
v 133 2000 No
R
Level of Service Determination (if not
Density, D = 4.252 + 0.0086 v - 0.009 L = 12.0 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, D = 0505
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 71.3 rriph
0 Space mean speed for all vehicles, S = 61.5 mph
T4*
HCS2000: Ramps and Ramp Junctions Release 4.1 c
lone: Fax:
mail:
Diverge Analysis.
ialyst: Archie Tan
lency/Co.: Urban Crossroads
ate performed: 12/13/2005
ialysis time period: PM
E)eway/dir or travel: SR-73/S0uthb0und
nction: Bonita Canyon Dr.
risdiction:
ialysis Year: Existing
ascription: Newport Beach General Plan Update
pe of analysis
amber of lanes in freeway
:e-flow speed on freeway
lume on freeway
Freeway Data
Diverge
4 65.0 mph
4264 vph
Off Ramp Data
fie of freeway Right
mber of lanes in ramp 1
;e-Flow speed on ramp 30.0 mph
lume on ramp 163 vph
igth of first accel/decel lane 0 ft
igth of second accel/decel lane ft
Adjacent Rarrip Data (if one exists)
es adjacent, ramp exist? No
lume on adjacent ramp vph
sition of adjacent ramp
)e of adjacent ramp
,tance to adjacent ramp ft
Conversion to pc/h Under Base Conditions
fiction Components Freeway Ramp Adjacent
Ramp
ume, V (vph) 4264 163 7-(5 vph
Peak -hour factor, PHF 0.92 0.92
Peak 15-min volume, v15 1159 44 v
Trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade 0.00 % 0.00 % %
Length 0.00 mi 0.00 mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
Heavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
Flow`rate, vp 4982 190 pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.436 Using Equation 8
FD
v = v + (v - v ) P = 2279 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum
LOS F?
v = v
4982
9400
No
Fi F
v
2279
4400
No
12 v = v - v
4792
9400
No
FO F R
v
190
2000
No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 23.9 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence C Speed Estimati
Intermediate speed variable, D = 0.510
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 69.9 mph.
0 Space mean speed for all vehicles, S = 61.2 mph
T G(►
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
_-mail:
Merge Analysis,
knalyst: Archie Tan
kgency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: AM
=reeway/dir or travel: SR-73/Southbound
lunction: Bonita Canyon Dr.
lurisdiction:
knalysis Year: Existing
description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
lumber of lanes in freeway 4
=ree-flow speed on freeway 65.0 mph.
✓olume on freeway 1613 vph
On Ramp Data
aide of freeway Right
qumber of lanes in ramp 1
=ree-flow speed on ramp 35.0 mph
Volume on ramp 514 vph
_ength of first accel/decel lane 400 ft
-ength of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
1613 514 r�7 vph
'eak-hour factor, PH 0.92 0.92
'eak 15-min volume, v15 438 140 v
Frucks and buses 5 5 %
Recreational vehicles 0 0 %
terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
heavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
=low rate, vp 1885 601 pcph
Estimation of V12 Merge Areas.
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.270 Using Equation 4
FM
v = v (P ) = 509 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 2486 9400 No
FO
v 1110 4600 No
R12
Level of Service Determination (if not F
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 11.3 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, M = 0.305
S
Space mean speed in ramp influence area, S = 58.0 mph
R
Space mean speed in outer lanes, S = 64.3 mph
0 Space mean speed for all vehicles, S = 61.3 mph
T6g
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Merge Analysis
Analyst: Archie Tan.
Agency/Co.: Urban Crossroads
Date performed: 12/12/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Southbound
Junction: Bonita Canyon Dr.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Number of lanes in freeway 4 -
Free -flow speed on freeway 65.0 mph
Volume on freeway 4264 vph
On Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on. ramp 35.0 mph
Volume on ramp 143 vph
Length of first accel/decel lane 400 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
4264 143vph
'eak-hour factor, PHF 0.92 0.92
'eak 15-min volume, v15 1159 39
Frucks and buses 5 5 %
Recreational vehicles 0 0 %
Ferrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
Frucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
-ieavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
=low rate. vp 4982 167 pcph
Estimation of V12 Merge
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.324 Using Equation 4
FM
v=v(P)=1616 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 5149 9400 No
FO
v 1783 4600 No
R12
u
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.8 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence B Speed Estimati
Intermediate speed variable,. M = 0.316.
S
Space mean speed in ramp influence area, S = 57.7 mph
R
Space mean speed in outer lanes, S = 60.7 mph
0 Space mean speed for all vehicles, S = 59.7 mph
7- 7D
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
.-mail:
Diverge Analysis.
knalyst: Archie Tan
agency/Co.: Urban Crossroads
)ate performed: 12/13/2005
analysis time period: AM
:reeway/dir or travel: SR-73/Northbound
unction: Newport Coast Dr.
urisdiction:
knalysis Year: Existing
)escription: Newport Beach General Plan Update
Freeway Data
-ype of analysis Diverge
Jumber of lanes in freeway 3
=ree-Ilow speed on freeway 65.0 mph
/olume on freeway 5240 vph
Off Ramp Da
aide of freeway Right
4urriber of lanes in ramp 1
=ree-Flow speed on ramp 30.0 mph
✓olume on ramp 298 vph
-ength of first accel/decel lane 0 ft
-ength of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
)oes adjacent ramp exist? No
Volume on adjacent ramp vph
position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
5240 298 7-71 vph
eak-hour factor, PHF
0.92 0.92
eak 15-min volume, v15
1424
81 v
rucks and buses
5 5
%
recreational vehicles
0 0
%
errain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
rucks and buses PCE, ET
2.5 2.5
recreational vehicle PCE, ER
2.0 2.0
leavy vehicle adjustment, fHV
0.930
0.930
►river population factor, fP
1.00 1.00
low rate, vp 6123 348
pcph
Estimation of V12 Diverge Areas.
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.591 Using Equation 5
FD
v = v + (v - v ) P = 3761 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum LOS F?
v = v
6123
7050 No
Fi F
v
3761
4400 No
12 v = v - v
5775
7050 No
FO F R
v
348
2000 No
R
Level of Service Determination (if not F)
density, D = 4.252 + 0.0086 v - 0.009 L = 36.6 pc/mi/In R 12 D
-eve[ of service for ramp -freeway junction areas of influence E Speed Estimati
ntermediate speed variable, D = 0.524
S
Space mean speed. in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 66.0 mph
0 Space mean speed for all vehicles, S = 57.3 mph
7 42
Net Internal Trips for Multi -Use Development RESIDENTIAL vs. NON-RESIDENTIAL AM
PM
DAILY
RESIDENTIAL
IN
OUT
TOTAL
IN
OUT
TOTAL
IN
OUT
TOTAL
- Retail
12 13
25 114
79 193
1088
890
1978
- Business Park Office
2 18
20 3
0 3
19 97
116
- Elementary & High School
11 70
81 30
22 52
105
105
210
- Parks
5 8
13 5
4 9
55 55
110
Total
30 109
139
152
105
257
1 1267
1147
2414
Net Internal Trips for Multi -Use Development NON-RESIDENTIAL vs. RESIDENTIAL AM
I PM
DAILY
Retail, Office, High School, Parks
IN OUT. TOTAL
I IN OUT TOTALI
IN OUT TOTAL
- Residential
109 30 139
1 105 152 257
1 1147 1267 2414
TOTAL INTERNAL CAPTURE
(RESIDENTIAL vs. NOW
139
139
278
257
257
514
2414
2414
4828
RESIDENTIAL)
Net Internal Trips for Multi -Use Development RETAIL vs. OFFICE AM
I PM
DAILY
Retail
IN OUT TOTAL
I IN OUT TOTALI
IN OUT TOTAL
- Business Park Office
7 5 12
1 18 5 23
1 213 145 358
Net Internal Trips for Multi -Use Development OFFICE vs. RETAIL AM
I PM
DAILY
Business Park Office
IN OUT TOTALI
IN OUT TOTALI
IN OUT TOTAL
- Retail
1 5 7 12
1 5 18 23
1 145 213 358
TOTAL INTERNAL CAPTURE (OFFICE 12 12 1 24 23 23 46 T 35$ 1 358 716 vs. RETAIL)
GROSS TOTAL INTERNAL CAPTURE :_,_'151_ , ,;;i,.151y' 30�^ 280 280 '560 2',772 ° io2,772 S,544 _=-
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HCS2000: Ramps and Ramp Junctions Release 4.1c
phone: Fax:
-mail:
Diverge Analysis
analyst: Archie Tan
agency/Co.: Urban Crossroads
Date performed: 12/13/2005
knalysis time period: PM
=reeway/dir or travel: SR-73/Northbound
Junction: Newport Coast Dr.
Jurisdiction:
knalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway .3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 2760 vph
Off Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 220 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions.
Freeway Ramp Adjacent
Ramp
2760 220 7- 73 vph
'eak-hour factor, PHF
0.92 0.92
'eak 15-min volume, v15
750
60 v
Trucks and buses
5 5
%
Recreational vehicles
0 0
%
Terrain type: Rolling
Rolling
Rolling
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
mi
mi
Trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
-heavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
=low rate, vp 3225 257
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.668 Using Equation 5
FD
v = v + (v - v) P = 2238 pc/h
12 R F R FD
Capacity Checks
Actual
Maximum
LOS F?
v = v
3225
7050
No
Fi F
v
2238
4400
No
12 v = v - v
2968
7050
No
FO F R
v
257
2000
No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = 23.5 pc/rni/In R 12 D
Level of service for ramp -freeway junction areas of influence C Speed Estimation
Intermediate speed variable, D = 0.516
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 57.6 rnph
r 7 q'
HCS2000: Ramps and Ramp Junctions Release 4.1c
phone: Fax:
-mail:
Merge Analysis.
4nalyst: Archie Tan
4gency/Co.: Urban Crossroads
Date performed: 12/12/2005
4nalysis time period: AM
=reeway/dir or travel: SR-73/Northbound
Junction: Newport Coast Dr.
Jurisdiction:
4nalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Number of lanes in freeway 4
Free -flow speed on freeway 65.0 mph
Volume on freeway 5240 vph
On Ramp Data
Side of freeway Right
Number of lanes in ramp - 1
Free -flow speed on ramp 25.0 mph
Volume on ramp 598 vph
Length of first accel/decel lane 1250 ft
Length of second accel/decel lane . ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
5240 598 7 75 vph
eak-hour factor, PHF 0.92 0.92
eak 15-min volume, v15 1424 162
rucks and buses 5 5 %
:ecreational vehicles 0 0 %
errain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
rucks and buses PCE, ET 2.5 2.5
;ecreational vehicle PCE, ER 2.0 2.0
leavy vehicle adjustment, fHV 0.930 0.930
►river population factor, fP 1.00 1.00
low rate, vp 6123 699 pcph
u
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.688 Using Equation 4
FM
v = v (P ) = 4212 pc/h
12 F FM
Capacity Checks
Actual Maximum LOS F?
v 6822 9400 No
FO
v 4911 4600 Yes
R12
Level of Service Determination (if not F
)ensity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 35.6 pc/mi/In R R 12 A
-evel of service for ramp -freeway junction areas of influence F Speed Estimation
ntermediate speed variable, M = 0.788
S
Space mean speed in ramp influence area, S = 46.9 mph
R
Space mean speed in outer lanes, S = 63.4 mph
0 Space mean speed for all vehicles, S = 50.6 mph
T7�
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis
\nalyst: Archie Tan
\gency/Co.: Urban Crossroads
)ate performed: 12/12/2005
knalysis time period: PM
=reeway/dir or travel: SR-73/Northbound
Junction: Newport Coast Dr.
Jurisdiction:
analysis Year: Existing
description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Vumber of lanes in freeway 4
=ree-flow speed on freeway 65.0 mph
Volume on freeway 2760 vph
On Ramp Data
aide of Freeway Right
Vumber of lanes in ramp 1
=ree-flow speed on ramp 25.0 mph
Volume on ramp 286 vph
_ength of first accel/decel lane 1250 ft
-ength of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
2760 286 T 77 vph
'eak-hour factor, PHF 0.92 0.92
'eak 15-min volume, v15 750 78 v
Trucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Rolling
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
Heavy vehicle adjustment, fHV 0.930 0.930
Driver population factor, fP 1.00 1.00
Flow rate, vp 3225 334 pcph
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.734 Using Equation 4
FM
v = v (P ) = 2366 pc/h
12 F FM
Capacity Checks.
Actual Maximum LOS F?
v 3559 9400 No
FO
v 2700 4600 No
R12
Level of Service Determination (if not F)
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.5 pc/mi/In R R 12 A
Level of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, M = 0.317
S
Space mean speed in ramp influence area, S = 57.7 mph
R
Space mean speed in outer lanes, S = 65.0 mph
0 Space mean speed for all vehicles, S = 59.3 mph
i7Q
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Diverge Analysi
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: AM
Freeway/dir or travel: SR-73/Southbound
Junction: Newport Coast Dr.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Diverge
Number of lanes in freeway 4
Free -flow speed on freeway 65.0 mph
Volume on freeway 1716 vph
Off Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on ramp 222 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions,
Freeway Ramp Adjacent
Ramp
1716 222 7 7 9 vph
Peak -hour factor, PHF
0.92 0.92
Peak 15-min volume, v15
466
60 v
Trucks and buses
5 5
%
Recreational vehicles
0 0
%
Terrain type: Rolling
Rolling
Level
Grade 0.00
% 0.00
%
%
Length 0.00
mi 0.00
rni
rni
Trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
Heavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
Flow rate, vp 2005 259
pcph
Estimation of V12 Diverge Areas.
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.436 Using Equation 8
FD
v = v + (v - v ) P = 1020 pc/h
12 R F R FD
Capacity Checks.
Actual Maximum LOS F?
v = v
2005 9400 No
Fi F
v
1020 4400 No
12 v = v - v
1746 9400 No
FO F R
v
259 2000 No
R
Level of Service Determination (if not F)
Density,
D = 4.252 + 0.0086 v - 0.009 L = 13.0 pc/mi/In
R 12 D
Level of service for rarnp-Freeway junction areas of influence B Speed Estimation
Intermediate speed variable, D = 0.516
S.
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 71.3 mph
0 Space mean speed for all vehicles, S = 60.7 mph
HCS2000: Ramps and Ramp Junctions Release 4.1 c
Phone: Fax:
E-mail:
Diverge Analysis
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/13/2005
Analysis time period: PM
Freeway/dir or travel: SR-73/Southbound
Junction: Newport Coast Dr.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data.
Type of analysis Diverge
Number of lanes in freeway 4
Free -flow speed on freeway 65.0 mph
Volume on freeway 4535 vph
Off Ramp Data
Side of freeway Right
Number of lanes in ramp 1
Free -Flow speed on ramp 30.0 mph
Volume on rarrip 119 vph
Length of first accel/decel lane 0 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists
Does adjacent ramp exist? No
Volume on adjacent ramp vph
Position of adjacent ramp
Type of adjacent ramp
Distance to adjacent ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions.
Freeway Ramp Adjacent
Ramp
4535 119 ,rgl vph
Peak -hour factor, PHF
0.92 -
0.92 Peak 15-min volume, v15
1232
32 v
Trucks and buses
5 5
%
Recreational vehicles
0 0
%
Terrain type: Rolling
Rolling
Level
Grade 0.00
% 0.00
% %
Length 0.00
mi 0.00
mi mi
Trucks and buses PCE, ET
2.5 2.5
Recreational vehicle PCE, ER
2.0 2.0
Heavy vehicle adjustment, fHV
0.930
0.930
Driver population factor, fP
1.00 1.00
Flow rate, vp 5299 139
pcph
Estimation of V12 Diverge Areas
L = 0.00 (Equation 25-8 or 25-9)
EQ
P = 0.436 Using Equation 8
FD
v = v + (v - v ) P = 2389 pc/h
12 R F R FD
Capacity Checks
Actual Maximum LOS F?
v = v 5299 9400 No
Fi F
v 2389 4400 No
12 v = v - v 5160 9400 No
FO F R
v 139 2000 No
R
Level of Service Determination (if not F)
Density, D = 4.252 + 0.0086 v - 0.009 L = ,24.8 pc/mi/In R 12 D
Level of service for ramp -freeway junction areas of influence C Speed Estimation
Intermediate speed variable, D = 0.506
S
Space mean speed in ramp influence area, S = 53 mph
R
Space mean speed in outer lanes, S = 69.5. mph
0 Space mean speed for all vehicles, S = 61.2 mph
Tg�
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysi
Analyst: Archie Tan
Agency/Co.: Urban Crossroads
Date performed: 12/12/2005
Analysis time period: AM
Freeway/di.r or travel: SR-73/Southbound
Junction: Newport Coast Dr.
Jurisdiction:
Analysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Number of lanes in freeway 3
Free -flow speed on freeway 65.0 mph
Volume on freeway 1716 vph
On Ramp Data.
Side of freeway Right
Number of lanes in ramp 1
Free -flow speed on ramp 30.0 mph
Volume on ramp 156 vph
Length of first accel/decel lane 360 ft
Length of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp. ft
Conversion to pc/h Under Base Conditions
Junction Components Freeway Ramp Adjacent
Rarrip
Volume, V (vph) 1716 156 T 8� vph
leak -hour factor, PHF 0.92 0.92
leak 15-min volume, v15 466 42
'rucks and buses 5 5 %
;ecreational vehicles 0 0 %
errain type: Rolling Rolling Level
Grade % % %
Length mi mi mi
rucks and buses PCE, ET 2.5 2.5
:ecreational vehicle PCE, ER 2.0 2.0
ieavy vehicle adjustment, fHV 0.930 0.930
)river population factor, fP 1.00 1.00
:low rate. VD 2005 182 pcph
v
Estimation of V12 Merge Areas
L = 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.588 Using Equation 1
FM
v = v (P ) = 1178 pc/h
12 F FM
Capacity Checks.
Actual Maximum LOS F?
v 2187 7050 No
FO
v 1360 4600 No
R12
Level of Service Determination (if not F
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 13.7 pc/mi/In R R 12 A
_evel of service for ramp -freeway junction areas of influence B Speed Estimation
Intermediate speed variable, M = 0.315
S
Space mean speed in ramp influence area, S = 57.8 mph
R
Space mean speed in outer lanes, S = 63.8 mph
0 Space mean speed for all vehicles, S = 59.9 mph
reY
HCS2000: Ramps and Ramp Junctions Release 4.1 c
'hone: Fax:
-mail:
Merge Analysis
knalyst: Archie Tan
%gency/Co.: Urban Crossroads
Date performed: 12/12/2005
knalysis time period: PM
=reeway/dir or travel: SR-73/Southbound
Junction: Newport Coast Dr.
Jurisdiction:
knalysis Year: Existing
Description: Newport Beach General Plan Update
Freeway Data
Type of analysis Merge
Vumber of lanes in freeway 3
=ree-flow speed on freeway 65.0 mph
Volume on freeway 4535 vph
On Ramp Data,
Side of Freeway Right
Vumber of lanes in ramp 1
=ree-flow speed on ramp 30.0 mph
Volume on ramp 219 vph
-ength of first accel/decel lane 360 ft
_ength of second accel/decel lane ft
Adjacent Ramp Data (if one exists)
Does adjacent ramp exist? No
Volume on adjacent Ramp vph
Position of adjacent Ramp
Type of adjacent Ramp
Distance to adjacent Ramp ft
Junction Components
Volume, V (vph)
Conversion to pc/h Under Base Conditions
Freeway Ramp Adjacent
Ramp
4535 219 % 8� vph
'eak-hour factor, PHF 0.92 0.92
'eak 15-min volume, v15 1232 60
(rucks and buses 5 5 %
Recreational vehicles 0 0 %
Terrain type: Rolling Rolling Level
Grade % % %
Length mi mi mi
(rucks and buses PCE, ET 2.5 2.5
Recreational vehicle PCE, ER 2.0 2.0
Leavy vehicle adjustment, fHV 0.930 0.930
)river population factor, FP 1.00 1.00
:low rate. vp 5299 256 DCDh
Estimation of V12 Merge Areas
L = . 0.00 (Equation 25-2 or 25-3)
EQ
P = 0.588 Using Equation 1
FM
v = v (P ) = 3114 pc/h
12 F FM
Capacity Checks.
Actual Maximum LOS F?
v 5555 7050 No
FO
v 3370 4600 No
R12
Level of Service Determination (if not F)
3ensity, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.4 pc/mi/In R R 12 A
-evel of service for ramp -freeway junction areas of influence D Speed Estimation.
ntermediate speed variable, M = 0.413
S
apace mean speed in ramp influence area, S = 55.5 mph
R
apace mean speed. in outer lanes, S = 58.9 mph
0 3pace mean speed for all vehicles, S = 56.8 mph
7_y�
APPENDIX U
MIXED USE TRIP GENERATION INFORMATION
TRIP
GENERATION
•
An Informational Report
5th Edition
itd=
INSTITUTE OF
TRANSPORTATION ENGINEERS
u3
The Institute of Transportation Engineers (ITE). is a
professional society of more than 10,000 transportation engineers and planners who are responsible for the safe a - Rd efficient movement of people and goods on streets, highways, and transit systems. Since 1930 the Institute has been providing transportation professionals with
programs and resources to help them meet those
responsibilities. Institute programs and resources include professional development seminars, technical reports, a monthly journal, local, regional, and international
meetings, and other forums for the exchange of
opinions, ideas, techniques, and research.
INSTITUTE OF TRANSPORTATION ENGINEERS
525 School St., S.W., Suite 410
Washington, B.C. 20024-2729 USA
Telephone: 202/554-8050
Telex: 467943 ITE WSH CI
FAX: 202/863-5486
© 1991 Institute of Transportation Engineers. All rights reserved.
Pubh-ion N. IR-016C
I M/AGS/291
Ry
11. Multi -Use Developments/ Quantifying
Capture Rates
Background
A trip generation rate or equation is often used
to forecast trips at a proposed development.
This rate or equation is generally based on the
trip -malting characteristics observed at similar
stand-alone existing developments. Often a
forecast of trips for a development consisting of
several different types of land uses, or a multi-
use development, must be made. A common
method of developing this forecast is to apply
the trip rate or equation for each individual
land use in the proposed development and then
add the forecasts together. This method does
not take into consideration the fact that some
of the trips counted at stand-alone sites are now
being made within the multi -use development,
either by vehicle or an alternate mode such as
walking or transit. Probably the most common
example of this trip -making occurs at multi -use
developments containing residential and shop-
ping areas. Some of the resident's work trips
and shopping trips are -made to the on -site
shopping area. Another example is the devel-
opment containing offices and a shop-
ping/service area. Some of the trips made from
the offices to shops, to restaurants, or to banks
may be made on -site. These types of trips thus
become internal to the multi -use site; they are
11 captured" on -site.
Definitions
A capture rate can therefore be generally de-
fined as a percentage reduction in traditionally
developed trip forecasts to account for trips in-
ternal to the site. Depending on the methodol-
ogy being used, the reduction may be applied
to the total trips forecast or to individual land
uses or components of the multi -use develop-
ment.
It is important to note that these
"reduced" trips are applied externally to the
site —at entrances, at adjacent intersections, and
Trip Generation, January 1991
on adjacent roadways. The reductions to inter-
nal site traffic volumes would be appropriate if
the internal trips are made by modes other than
private vehicles. The trip reduction for captured
or internal trips is separate from the reduction
for pass -by trips described earlier. These are two
distinct phenomena, and both could be appli-
cable for a proposed development.
Multi -use developments can be classified
into two categories. The first consists of a
combination of residential and non-residential
land uses, and the second .consists of a combi-
nation of non-residential land uses only. Cate-
gory I will typically consist of one or more types
of residences and a shopping and/or office
component. Category 11 will typically consist of
offices and a shopping/retail component, with
possibly a hotel or motel.
A central business district (downtown) is
the ultimate case of a multi -use development.
Downtown areas have a mixture of very diverse
employment, retail, residential, and commercial
recreation/hotel uses. Extensive pedestrian in-
teraction occurs because of the scale of the
downtown area, the ease of access, and the
proximity of the uses. Some downtowns have
excellent transit service. Auto occupancy, par-
ticularly during peak commuting hours, is usu-
ally higher in the CBD than in the outlying ar-
eas. For these reasons, trip generation character-
istics in a downtown environment are different
from those found in outlying or suburban areas.
Accordingly, trip generation characteristics in this
text, and specifically in the case of Wpture rates at
multi -use developments, are applicable to sites
outside the downtown. '
A shopping center is also an example of a
multi -use development. However, it has histor-
ically been considered as an individual or single
land use, and the associated trip generation
rates and equations already reflect the "multi-
use" nature of the development because of the
way shopping center data in this report have
been collected. Accordingly, capture rates are not
�� I-41
applicable and should not be utilized in the fore-
casting of trips for shopping centers. Likewise, a
subdivision or planned unit development con-
taining general office buildings and support
services such as banks, savings and loan institu-
tions, restaurants, and service stations arranged
in a park- or campus -like atmosphere should be
considered as an office park, not as a multi -use
development. Similarly, office buildings with
support retail or restaurant facilities contained
inside thy�' ,building should be treated as general
office buildings because the trip generation
rates and equations already reflect this situation.
Finally, it should be noted that the
database for Land Use 270, residential planned
unit development (PUD), contains sites that
are generally only a combination of residential
land uses. Accordingly, these trip rates and
equations are generally not applicable to a Cat-
egory I multi -use development. The PUD data
may possibly be used if the non-residential
component is an extremely small part of the
overall site.
Available Data
Very little information is available on quantify-
ing capture rates. The information generally
consists of interview data where people are
asked about their trip -making, actual vehicle
trip counts, or a combination of both. Follow-
ing is a brief summary of the known database.
The Permanent Trip Generation Committee
would be very appreciative of receiving any data
not reported here.
1. Trip Generation at Special Sites,
Virginia Transportation Research Council,
Charlottesville, Virginia, VHTRC 84-R23,
January 1984.
Driveway vehicle counts are available from one
multi -use site. The site is located in a densely
developed area located in the Northern Virginia
suburbs of Washington, D.C., and is served by
transit. It contains 606 rental units, 555 of
which are located in a high-rise, the remainder
being multilevel townhouse units. There are ap-
proximately 64,000 square feet of retail/office
area, including a delicatessen, a commercial
cleaning company office, two building contrac-
tor offices, a restaurant, a bank, a hospital
consulting firm, a direct -mail advertising firm,
a real estate .firm, a management consulting
firm, and a dentist. Based on applying trip gen-
eration equations, the following comparisons
were made:
Trip Ends
A.M. Peak Hour
7 - 9 A.M.
P.M. Peak Hour
4 - 6 P.M.)
Daq
ITE Calcuiated
337
764
8,222
Field Counted
440
559
6,803
Captured
0 205 27%
1,419 17%
Accordingly, 17% of the daily trips and 27% of
the P.M. peak trips were internal to or captured
on the site. During the A.M. peak hour the
calculated trips were less than the measured
trips, which implies there were no internal
trips. This finding points out a problem inher-
ent in this method of calculating a capture rate.
That is, it is assumed in the calculation that the
ITE equation is valid for this site. In fact, the
ITE equation represents an average of several
sites, and appears to understate the A.M. trips at
this site. This further suggests that the P.M. and
142
f
daily ITE calculated trips are understated,
which would mean that the aforementioned
capture rates are low.
2. The Brandermill PUD Traffic Generation
Study, Technical Report, JHK & Associates,
Alexandria, Virginia, June 1984.
Brandermill is a large, planned residential de-
velopment located approximately 10 miles
southwest of Richmond, Virginia. At the time
of the study there were approximately 2,300
Institute of Transportation Engineers
occupied dwelling units, with 180 townhouse -
style condominiums and 2,120 single-family
detached units. Commercial development con-
sisted of a 82,600-square. feet shopping center, a
63,000-square feet business park, a 14,000-
square feet medical center, and a 4,400-square
feet restaurant. There were also recreational
facilities, including a golf course, tennis courts,
swimming facilities, and several lakeside recre-
ation facilities. Finally, there was a day-care
center, a church, an elementary school, and a.
middle school.
The study had the overall goal of deter-
mining the on -site (internal) and off -site
(external) traffic generation at Brandermill.
Data collected included the following:
• Automatic machine counts at selected
roadways or driveways serving specific
land uses,
• Manual driveway counts to supplement
the machine counts,
• Land use inventory,
• Travel questionnaire distributed to resi-
dences,
• Travel questionnaires administered to pa-
trons and employees of non-residential
land uses,
• Turning movement counts at selected lo-
cations.
Based on the various data collected, the follow-
ing comparisons were made:
Trip Ends
A.M. Peak Hour
7-9A.M.
P.M. Peak Hour.
4-6P.M.
Dail
Total Generated
2,570
2,935
33,540
External
1,420
1,325
16,280
Captured
1,150 45%a
1,610 55%
17,260(51%
Thus, 51% of the daily trips, 55% of the P.M.
peak hour trips, and 45% of the A.M. peak
hour trips were internal to or captured on the
site. Additionally, 46% of persons employed in
Brandermill also reside in Brandermill. Since
the generated trips were actually measured,
rather than calculated based on ITE rates or
equations, this method eliminates the problem
described in the first study.
The travel questionnaires provided the
following information:
Hours
Home -Based Trips
with Destinations
within Brandermill
Home -Based Trips
with Origins J.
within Brandermill;
7 A.M. to 9 A.M.
18.1 %
50.9%
9 A.M. to 4 P.M.
44.4%
50.2%
4 P.M. to 6 P.M.
55.2%
34.4%
6 P.M. to 7 A.M.
40.6%
33.6%
Daily
35.2%
39.1 %
Shopping Center Trips with
Shopping Center Trips with
Origins
Destinations
Hours
within Brandermill
within Brandermill
11 A.M.to 1 P.M.
65%
66%
4 P.M. to 6 P.M.
52%
66%
Trip Generation, January 1991 u-7 I-43
3. Trip Generation for Mixed Use Develop-
ments, Technical Committee Report, Col-
orado -Wyoming Section, Institute of Trans-
portation Engineers, January 1986.
This study was undertaken to determine how
trip generation estimates using ITE rates com-
pared to actual driveway counts at multi -use
developments in Colorado and Wyoming. Also
included were interviews that were aimed at de-
termining whether persons entering and Ieaving
multi -use sites came there for multiple pur-
poses. The nine sites included in the study had
the following sizes and land uses:
Site
Size
(Square Feet)
Land Uses
1 154,536
Retail Office, Government Office, Restaurants, Health Club 2 86,381
Retail, Bank, Restaurants
3 731,846
Retail Hotel, Restaurants, Office
4 500,000.
Retail, Office, Restaurants, Motel, Theaters
5,
61,198
Retail, Office
6 115,000
Retail Restaurants Hardware Store, Supermarket
7 1,773,500.
Restaurants, Bank Hotel, Medical Office, Office, Training Center 8 177,277
Savings & Loan, Office, Hardware Store, Supermarket, Medical Office, Bank, Health Club, Theater Retail Restaurants
9 95,104
Supermarket, Restaurants, Bank, Medical Office, Savings and Loan, Retail
It is noted that some of the sites would be con-
sidered a shopping center for trip generation
purposes. The results of the study are shown in
Tables VIII-1 through VIII-3.The following
conclusions were drawn from the results of the
driveway count comparison:
a. Total daily trip generation for a multi -use
site can be accurately estimated using
ITE generation rates applied to individ-
ual uses within a multi -use development.
The 8% difference observed in the study
is not statistically significant. (Note:
Based on the method of calculating cap-
ture rates in the first study, overall 7% of
the daily trips were captured.)
b. Peak hour trip generation for a multi -use
site using ITE generation rates applied to
individual uses within a multi -use devel-
opment may result in an overestimation
of an average 2.5%. (Note: This means
that for multi -use sites, peak hour trips as
a percentage of daily trips is 2.5% lower
than that calculated from ITE data.
Based on the method in the first study,
overall 28% of the A.M. peak hour and
24% of the P.M. peak hour trips are cap-
tured.)
The following conclusions were drawn from the
results of the interviews.
a. The percent breakdown by number of
purposes for persons entering a multi -use
site based on data contained in Tables
VIII-I and VIII-2 were determined to
be:
Number of Purposes
(stops)
Percent
1 77
2 16
3 or more
7 I-44 �� Institure of Transportation Engineers
Table VIII-1
Number and Percentage of Persons Entering Multi -Use Sites. by Number of Purposes (Stops) and Primary Destination
Number of
Percent
by Interviewee
Prima Destination
1 I 2
3 or more
Total
Bank/Savings and Loan
27 90.0
2(6.61
1 3.4
30 100.0
Hardware Store _^
20 66.7
9 30.0
1(3.3)
30 100.0
Supermarket
189 79.1
' 40 16.7
10(4.2)
239 100.0
Theater
27 93.1
2(6.9)
0 LOLL
29 100.0
_
Office/Work Location
48(67.6)
22 31.0
1 1.4
71 100.0
Small Retail Shop,etc_.
120 72.7
21 12.7
24 14.6
165 100.0
Restaurant
105 80.8
18 13.8
7(5.4)
130 100.0
_
Health Club
7(100.0)
0(0.0)
0 .0.0
7(100.0)
Post Office
19 51,4
12 32.4
6 16.2
37 100.0
Other
4 100.0
0 0.0
0 0.0
4 100.1
Total Avera a 566 76.3
126 17.0
50(6.7)
742 100.0
Source: Colorado -Wyoming Section, ITE.
b. Using the interview data obtained in the
study, it was determined that multi -use devel-
opments could reduce trip generation of indi-
vidual uses within the development by 24% (if
all of these uses are present in the proportion
noted). Because the 8% difference in driveway
volumes in the first part of the study was not
statistically significant, it has been concluded
that most of the secondary trip purposes indi-
cated by interviewees occur because of the
availability of multiple retail outlets in close
proximity to major primary destinations, such
as work locations, supermarkets, banks, restau-
rants, hotels, and theaters in multi -use devel-
opments. If the secondary destinations were not
in close proximity to the primary destinations,
trips to the secondary destinations would not
occur or would occur. at a much lower level.
Trip generation for multi -use sites is Iargely a
function of the square footage of primary desti-
nation uses cited above.
Table VIII-2
Number and Percentage of Persons Exiting Multi -Use Sites by Number of Purposes (Stops) and Primary Destination
Number of Purposes/Stops Stated by Interviewee
(Percent)
Primary Destination
1 2
3+
Total
Bank/Savings and Loan
17 73.9
2(8.7)
4(17.4)
t 23 100.0:
Hardware Store
22 88.0
3(12.0)
0 0.0
25 100.0
Supermarket
39 67,3
10 17.2
9 15.5
`58 100.0
Hotel
4 100.0
0 0.0
0(0.01)
4 100.0
Office/Work Location
15 71.4
6(28.6)
0(0.0)
21 100.0
Small Retail Shop, etc.
82 73.2
18 16.1
12 10.7
112 100.0
Restaurant
100 89.2
11 9.8
1 1.0
112 100.0
Health Club
.3 42.8
4(57.2)
0 0.0
7(100.0)
Post Office
20 80.0
3(12.0)
2 8.0
25 100.0
Other
2 100.0
0(0.0)
0 0.0
2(100.
Total (Average)
304 78.2
57 14.6
28(7,2)
389 100.0
Source: Colorado -Wyoming Section, ITE..
Trip Generation, January 1991
UO
I-4 5
1 Table VIII-3
Comparison of ITE Trip Generation with Driveway Counts
Counted
1TEA.M.
Counted
Counted
Counted
Counted
ITE A.M.
A.M. Pk.
Pk. Hr. of
A.M. Pk.
ITE P.M.
PM. Pk. Hr.
ITE P.M.
P.M. Pk.
ITE Daily
Daily
Pk. Hr. of
Hr. of
Adj.
Hr. ofAdj.
Pk. Hr. of
of
Pk. Hr. of
Hr. of
Trips
Trips
Generato
Generator
Street
Street
Generator
Generator
Adj.Street
Ad]. Street
Site
(VPD)
(VPD)
r (VPD)
(VPH)
(VPH)
(VPH)
(VPD)
(VPH)
(VPH)
(VPH)
1 7,015
7,910
712
662
374
365
920
700
866
700
ti
(11.12)
(7-9)
(7-9)
(12.1)
(4-6)
(4-6)
2 10,578
6,830
952
565
248
247
1,368
566
1.,076
513
3 13661
11,706
1,734
TO12
11391
855
1,806
1,038
1,701
821
(11.12)
(7-9)
(7.9)
(12.1)
(4.6)
(4-6)
4 14,815
13,718
1,339
1,334
1,136
640
1,984
1,576
1,460
1,136
(11.12)
(7-9)
(12.1)
(4-6)
5 5,388
5,179
445
389
.164
184
682
503
624
504
(11-12)
(7-9)
(7-9)
(12.1)
(4-6)
(4-6)
6 12,182
13,695
1,219
1,043
549
625
1,455.
1,254
1,185
1,254
(11.12)
(7.9)
(4-%
(4-5)
7 27,0041
24,462
3,603
2,44E
3,6391
2,448
3,8271
2,891
3,7651
2,891
(7-8)
(7.8)
(4.5)
(4-5)
B
14,481
18,303
1,575
1,160
343
551
1,810
1,556
1,334
.1,556,
(11.12)
(7-9)
(4.5)
(4-5)
9 11,873
7,372
1,162
527
676
247
1,479
697
1,200
697
(11-12)
(7-9)
(4-5)
(4-5)
Total
L 116,997 1
109,175
12,741
9,160
8,520
6,162
15,331
10,801
1 13,211
1 10,074
Source Colorado -Wyoming Section, ITE.
t These numbers reflect a 25% office vacancy rate estimated by Grubb & Fllis, March 31, 1985, for the Denver office market.
The data base in the study was used to develop
the information in Table VIII-4. This table was
derived by applying Fourth Edition Trip Gen-
eration equations or rates to those sites in the
Colorado -Wyoming study that are not shop-
ping centers. The site numbers in Table VIII-4
correspond to the previous site numbers.
Table V111.4
Comparison of ITE Trip Generation with Driveway Counts
Using 4th Edition Trip Generation and Excluding Shoppinc.1Centers A.M. Peak Hour (7-9) 1 P.M. Peak Hour (4-6) 1 Daily
Site
No.
ITE
Counted
Captured
I ITE
Counted
Captured
ITE
Counted
Captured
1 323
365
0 640
700
0 6,178
7,910
0 3
1,217
855
362
1,491
821
670
12,838
11,706
1,132
30%
45%
9%
4 922
640
282
1,337
1,138
199
15,119
13,718
1,401
31%
15%
9%
5 1481
184
0 461
504
01 4,899
5179
0 7
3,878
2,448
1;430
4,019
2,891
1,128
30,408
24,462
5,946
37%
28%
20%
The following observations were made from the
Table VIII-4 comparisons.
a. Internal trips at multi -use sites can be
significant; however, the capture rate
varies considerably. During the A.M.
peak the capture rate at the three sites
having internal trips ranged from 30% to
37%, with an average of 33%. The aver-
age rate was 291% during the P.M, peak,
ranging from 15% to 45%. Finally, on a
daily basis the average capture rate was
13%, with a range of 9% to 20%.
I-46 Lk Iv Institute of'Transportation Engincers
It is important to again note the problem
inherent in calculating a capture rate by
this method. However, the two sites that
have basically retail and office land uses
did not appear to have internal trips. All
three sites having internal trips had a ho-
tel or motel.
4. Travel Characteristics at Large -Scale Subur-
ban Activity Centers, JHK & Associates,
NCHRP Project 3-38(2),
Report 323, October 1989.
The findings of this study are known to be ap-
plicable only in major activity centers. The ob-
jective of the project was to develop a compre-
hensive database on travel characteristics for
various types of large-scale, multi -use suburban
activity centers. Data were collected at six sites
having the characteristics shown in Table VIII-
'5..Data collection activities are shown in Table
VIII-6.
Following is a summary of findings per-
tinent to internal trips for each of the land uses
listed. It is.noted that "larger centers" refers to
the three centers having at least 1.5 million
square feet each, whereas "smaller centers"
refers to the remaining three having less than 8
million square feet.
Ciffzce
a. The proportion of employees who made
intermediate stops within the activity
center on their way to work ranged from
7% to 15%, with an average of 10%.
The proportion on the way home from
work ranged from 6% to 16%, with an
average of 1 I %. The percentages were
higher at the sites having relatively little
retail activity immediately outside their
boundaries, and vice -versa.
b. The proportion of employees making
midday trips internal to the center
ranged between 29% and 33% at sites
with at least 60% of the work force in
professional, technical, managerial, or
administrative positions. If the propor-
tion in these positions was less than 60%,
the midday trips internal to the center
ranged between 20% and 23%.
c. The proportion of employees who used
on -site facilities ranged as follows for the
listed land use:
Restaurant 6% to 65%
Bank 0% to 43%
Health Club 1% to 8%
Travel Services 1% to 12%
Medical Office 1% to 5%
Table VIII-5
Characteristics of NCHRP 323 Study Sites
Office I Retail I Hotel I Residential
Site
No.
GFA
miflion
Em to ees
GL4
million
Employees
Rooms
DUst
DUs?
1 4.7
12,880
3 6,150
1,000
556
N/A
2 _ 3.5
10,465
4 6,865.
1,800
1,201
2.300
3 17.0
35,020
7 13,355
3,100
823
151Q00
4 13.0
39,000
2 3.430
1.800
206
206
5 13.0
32,500
3 5,150
9103
1,745
(2,000)
6 4.0
13,700
3 6,155
2,200
1 2.017
3,000
1 Number of dwelling units surveyed .
2 Estimated total dwelling units on site.
3 Number of rooms at surveyed sites.
0 Tiip.Generation, January 1991 1-47
Table VIII-6
Data Collection Activities at NCHRP 323 Study Sites
Land Use
Activitv
Office
Retail
Hotel
Residential
Workplace Su rve
X
Residential Survev
X
Vehicle Counts
X
X
X
X
Pedestrian Counts
X
X
X
X
Pedestrian Interviews
X
X
X
d. The proportion of office visitors coming
from within the center ranged from 15%
to 59%�n the A.M. peak period and from
15% to 68% in the P.M. peak. Averages
at the smaller centers were 30% in the
A.M. and 33% in the P.M. For the larger
centers these averages were 54% in the
A.M. and 58% in the P.M.
Retail
a. The proportion of trips generated by the
retail sites that were internal to the activ-
ity centers ranged fronn 7% to 68%, with
an average of 37%, during the midday
peak and from 7% to 57%, with an aver-
age of 24%, during the P.M. peak.
b. For the larger centers these percentages
were 47% during midday and 31 % dur-
ing the P.M. peak. The smaller centers
exhibited percentages of 23% and 14%
midday and evening, respectively.
Note: These percentages were derived
from surveys at seven regional malls
ranging in size from 970,000 square feet
to 2.2 million square feet.
Residential
a. The proportion of employed residents
who work within the activity center
ranged between 13% and 50%. This
percentage averaged 31% for owner -oc-
cupied units and 28% for rental units.
b. For the larger centers 33% of the em-
ployed residents worked within the cen-
ter. This percentage was 27% for the
smaller centers.
c. The impact of this relatively high internal
trip -making on overall center travel pat-
terns was minimal for two reasons. First,
the number of units (and therefore the
number of potential employees) is rela-
tively small compared to the total num-
ber of jobs. Second, many of the resi-
dential developments attract senior citi-
zens and therefore have lower propor-
tions of employed residents.
Motel
a. The proportion of trips with origins or
destinations within the activity center
ranged from 13% to 53% in the A.M.
peak period and from 15% to 46% in
the P.M. peak period.
b. For the larger centers the average per-
centages were 37% in the A.M. and 36%
in the P.M. In the morning peak period
296/o of the trips entering the hotels
originated within the center and 44% of
the trips leaving the -hotels were destined
to locations within the center. In the
evening peak period 35% originated
from and 36% were destined to locations
within the center,
c. For the smaller centers the average per-
centages were 19% in the A.M. and 27%
in the P.M. In the morning peak period
14% of the trips entering the hotels.
originated within the center and 27% of
the trips leaving the hotels were destined
to locations within the center. In the
evening peak period 33% originated
from and 18% were destined to locations
within the center.
5. Shared Parking, Barton-Aschman Associates
and The Urban Land Institute, 1983.
This report contains data on the effect of the
captive market. Table VIII-7 summarizes Ex-
hibit 23 from that report, indicating the per-
centage of employees who were patrons in the
same nearby developments. This study reports
sharing for parking, not trips..
1-48 1 12 Institute of Transportation Engineers
Table VIII-7
Effects of Captive Market
Percentage of Employees Who Are Also Patrons in
Sarre or Nearby Development
CBD Site Nan-CBD Site
Type of Development
Average
Ran a
Avera a
I Range
Single -Use Site
29 0-76
19 0-78
Mixed -Use Site
61 22-85
28 0-83
All Sites
43 0-85
24 0-83
The UI.I report also indicated a strong linkage
betweenhotel guests and nearby restaurants or
retail uses. In one survey of eight hotels, 73%
to 100% of the guests indicated that they were
also patrons at nearby retail establishments
and/or restaurants. Another survey of six hotels
indicated a range of 80% to 90%. It further
stated that these results appeared to be consis-
tent for both downtown and suburban hotels.
6. State DOT Capture Rate Guidelines
Florida has formal guidelines describing factors
such as location of the site, market area, and
specific combination and amount of land use
types.
Florida DOT's capture rate guidelines
are as followsl:
Internal capture describes trips that are sat-
isfied entirely on -site by using an internal
circulation system. Internal trips that
must use the external roadway network
cannot be considered internally captured
trips.
1. Use caution when allowing large num-
bers of internal capture for a mixed -use
development. A study by the Col-
orado/Wyoming Section of ITE, Trip
Generation Technical Committee,
showed a lack of proof that large mixed=
use developments have a significant in-
ternal capture rate.z
2. Things to consider when looking at in-
ternal capture are as follows:
'Excerpted from "Minimum Guidelines for the Review of
Developments of Regional Impact QR])," Dr A, November 1989. 2"Trip Generation for Mixed Use Developments," ITE Journal, February 1987.
a. How remote is this project?
b. What is the timing for construction of
commercial facilities as compared to
the timing for residential construction?
c. Can those who work on -site afford to
live on -site?
d. Office uses may not attract on -site
home -based work immediately.
e. The commercial land use intended for
drug and grocery stores will have
larger internal capture percentages
than large regional malls.
£ What types of establishments off -site
are there that will compete with on -
site development?
g. Is there an internal circulation system
that enhances or discourages internal
trips?
h. Is there an internal shuttle system
proposed and financially committed
to?
Conclusions
Internal or captured trips can be a significant
factor in the travel patterns at multi -use devel-
opments; however, very few studies have been
conducted to quantify this phenomenon. Be-
cause of the very limited data base, it is not rea-
sonable to draw conclusions 'regarding the
specific value of capture rates or allowable re-
ductions in trips to account for internal trips,
Based on the studies reported in this chapter,
however, several general conclusions can be
stated:
1. Internal trip making varies according to
the combination of land uses.
a: Sites having both residential and non-
residential components have the most
Trip Generation, January 1991 ��� 1-49
potential for internal trips, especially
during peak periods.
b. Sites having only non-residential com-
ponents have the least potential for in-
ternal peak hour trips; however, the pres-
ence of a hotel or motel increases the
potential.
2. Internal trip making varies by time of
day; i.e., the capture rate can be expected
to be different during the morning peak,
evening peak, midday, and on a daily
bases. The variation can be expected to
follow logical trip -making patterns. For
i example, there is little trip making be-
tween residences and shopping/retail ar-
eas during the morning peak hour. On
the other hand, there is considerable trip -
making between residences and offices
during bath morning and evening peaks.
"i As a final example, there are considerable
internal trips made between offices and
shopping/retail during, the midday, par-
ticularly for lunch.
= 3. Use of existing ITE trip rates or equa-
tions to .calculate the base on which to
h derive capture rates is inherently. incor-
" rect. The assumption is made that the
individual land use's within the site being
studied are "average," and thus the ITE
a rates or equations accurately calculate the
individual land use trips. The correct way
i to develop a capture rate is to actually
' count the individual land use trips and
lr
•, compare them with a count of external
f l trips at the site.
4. The specific results reported -in NCI-IRP
323 should probably not be universally
applied to all sizes and configurations of
multi -use sites. There are relatively few
sites being developed and/or reviewed
that have the size and configuration
characteristics of suburban activity cen-
ters (as defined in NCHRP 323). It is
not clear whether the findings from such
large sites are transferable to the much
smaller sites that are much more
common.
Data Request for
Multi -Use Developments
The Institute is very much interested in in-
creasing the data base on multi -use develop-
ments and would be most appreciative of re-
ceiving additional data. Submittal of multi -use
development data is described in this chapter.
The remainder of this chapter presents
information on conducting a study of multi -use
developments.
Data Collection for Multi -Use Developments
A trip generation study of a multi -use site re-
quires careful selection and gathering of drive-
way volumes for the site, interviews of the users
and residents of the site, and the comparison to
anticipated trip generation as if the site were a
series of discrete, individual, isolated land uses.
In selecting a site for a multi -use study,
the following criteria should be adhered to:
1. The site should be fully developed.
Sites new and only partially developed may not
have reached a mature state and would not nec-
essarily generate trips at the rate that a fully de-
veloped site would.
2. The driveway serving the site trust not
serve any other adjacent property. If driveways
are shared with another site, it is not possible to
separate that traffic destined for the multi -use
site.
3. Multi -use developments must meet.
the criteria described earlier.
A great deal of data must be collected to
conduct a multi -use trip generation study. A list
of these data follows, adapted from the ITE
Colorado -Wyoming Section report.
Driveway volumes should be gathered for
as long. a period as possible. Some previous
studies have gathered only 24 to 48 hours of
data. If these are all that can be obtained, the
time period should be during mid=week
(Tuesday through Thursday) to avoid daily
variations that may occur on Fridays and Mon-
days. Ideally, seven consecutive days of data
should be gathered, from which daily variations
can be computed, and a weekday average and
weekend average can also be calculated. Mini-
mally, driveway counts should be made during
I-50 W Institute of Transportation Engineers
APPENDIX V
MIXED USE INTERNAL CAPTURE EXAMPLE
co a
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Table 7.1 Unconstrained Internal Capture Rates for Trip Origins Within a Multi -Use Development
Weekday
p.m. Peak hour of
Midday Peak Hour
adjacent Street
Daily
traffic
from OFFICE to Office
2%
1 %
2%
to Retail
20%
23%
22%
to Residential
0%
2%
2%
from Retail to Office
3%
3%
3%
to Retail
29%
20%
30%
to Residential
7%
12%
11 %
from Residential to Office
N/A
N/A
N/A
to Retail
34%
53%
38%
to Residential
N/A
N/A
N/A
V -q-