Village Hill (NSH) Traffic impact and access-- olderr
Preliminary
Traffic Impact and Access Study
Northampton State Hospital Campus
Phase I Redevelopment
Northampton, MA
APPENDIX MATERIALS
Prepared for
MassDevelopment
APPENDIX
AUTOMATIC TRAFFIC RECORDER DATA
MANUAL TURNING MOVEMENT COUNT DATA
ACCIDENT DATA
SEASONAL GROWTH DATA
TRIP GENERATION/DISTRIBUTION CALCULATIONS
SYNCHRO ANALYSIS
HCS ANALYSIS
SIGNAL WARRANT ANALYSIS
MITIGATION ANALYSIS
L
AUTOMATIC TRAFFIC RECORDER DATA
F ATR
Location
Client
r--
Interval
Begin
12:00
12 :15
12 :30
12 :45
01:00
01:15
01:30
01:45
02:00
02 :15.
02:30
02:45
03:00
03:15
03:30
03:45
04:00
04 ;15
04:30
04 :45
05 :00
05:15
05:30
05:45
06 :00
06:15
06:30
06:45
07;00
07:15
07:30
07:45
08:00
08:15
08:30
08:45
09:00
09:15
09:30
09:45
10:00
10 :15
10:30
10:45
11:00
11:15
11:30
11:45
Totals
Sol it%
Data File 01691B
Wcst Street west of Eerie St,
Nor MA
VAl/S. Kelly
WB
AM PM
8 26 47 171
8 29
5 43
5 52
3 6 48 172
0 47
1 38
2 39
2 8 44 180
1 38
2 46
3 52
1 5 64 263
1 58
1 72
2 69
0 3 72 264
1 71
1 60 4.
1 61
2 10 83 283
1 88
2 55
5 57
4 52 40 176
12 52
18 41
18 43
26 112 43 168
32 32
20 49
34 44
32 137 41 149
36 37
28 37
34
50 154 23 93
32 20
32 26
40 24
24 104 18 64
26 19
24 18
30 9
27 125 12 37
37 11
29 10
32 4
742 2,020
36.1 57.2
Day Totals 2,762
Day Splits 49.4
Peak Hour 08:15 04 :30
Volume 155 292
Factor 0.77 0.83
AM
2 7 41 155
2 40
2 36
1 38
1 6 40 148
2 42
1 26
2 40
0 1 44 177
1 31
p 42
0 60
0 3 50 191
40
1 45
1 566
6 13 62 207
2 46
4 55
44-
10 48 50 177
8 44
16 36
14 47
14 141 52 182
39 52
36 38
52 40
68 299 30 112
67 28
66 36
98 18
88 331 14 68
102 18
74 18
67 18
54 184 18 46
50 15
44 7
36 6
38 124 9 27
30 6
32 8
2.4 4
36 159 15 23
36 2
43 4
44 2
1.316 1.513
63.9 42.8
07;45
362
0.89
2 3 W$IrtiI Stre€1
Neuck, MA 01760
TRANS PO ATIO T5Iuphone: (508) 651.1610
fl fax (508) 651.1229
EWA CORPORATION Pager. (800) 898-0783
EB
PM
2,829
50.6
03:45
219
0.88
Cambincd
AM PM
10 33 88 326
10 69
7 79
6 90
4 12 88 320
2 89
2 64
4 79
2 9 88 357
2 69
2 88
3 112
1 8 114 454
2 98
2 117
3 125
6 16 134 471
3 117
5 115
2 105
12 58 133 460
9 132
18 91
19 104
18 193 92 358
51 104
54 79
70 83
94 411 73 280
99 60
86 85
132 62
120 468 55 217
138 55
102 55
108 52
104 338 41 139
82 35
76 3
76 30
62 228 27 91
56 25
56 26
S4 13
63 284 27 60
73 13
'72 14
76 6
2,058 3.533
5.591
07:45 03 :30
492 493
0.89 0.92
Ste: 3206
Date: 09!06/01
Dav: Thursday
TOG 23 Walnut Street
ATR New South Street north of Old TFiANSP OR O Telephone: 508) 651 •.1610 Site: 2306
1~ Fax: 1608) 6Telephone: Date: 09/06/11
Location South Street, Northampton. MA DATA C ra:14710N Pager: (8001898.0763
Chant VAI/S. Kelily
interval SB NB Combined Day: 'Thursday
Bolin AM PM AM FM AM PM
12 :00 26 37 154 642 11 76 148 566 37 113 302 1,208
12:15 10 170 16 142 26 312
12:30 1 160 26 152 27 312
12:45 0 158 23 124 23 282
01 :00 14 45 150 607 14 42 122 498 28 87 272 1.105
01:15 15 160 10 110 25 270
01:30 8 157 10 114 18 271
01 :45 8 140 8 152 16 292
02:00 6 24 157 669 8 21 124 569 14 45 281 1.238
02:15 6 165 8 155 14 320
02 :30 10 178 1 128 11 306
02 :45 2 169 4 162 6 331
03:00 10 26 202 887 4 15 159 560 14 41 361 1.447
03:15 10 215 3 140 13 355
03:30 2 232 2 107 4 339
03:45 4 238 6 154 10 392
04:00 8 29 248 930 2 40 139 592 10 69 387 1.522
04 :15 4 216 10 138 14 354
04:30 6 228 11 163 17 391
04:45 11 238 17 152 28 390
05:00 10 82 250 943 19 134 169 625:— 29 216 419 1,568
05:15 13 259 27 138 40 397
05:30 24 218 38 150 62 368
05 :45 35 _216 50 168 85 384
06:00 30 247 193 632 59 379 158 583 89 626 351 1,215
06:15 50 158 84 153 134 311
06:30 84 129 106 124 190 253
06:45 83 152 130 148 213 300
07 :00 120 608 162 550 154 653 126 468 274 1.261 288 1.018
07:15 148 130 166 131 314 261
07:30 166 140 141 105 307 245
07 :45 174 118 192 106 366 224
08 :00 162 693+. 112 421 202 737— 86 300 364 1.430 198 721
08:15 185 111 204 78 389 189
08:30 198 110 164 66 362 176
08:45 X1 88 167 70 315 158
09:00 146 525 96 338 150 636 70 253 296 1.161 166 591
09 :15 142 104 164 52 306 156
09:30 125 BO 136 65 261 145
09:45 112 58 186 66 298 124
10:00 138 603 73 202 125 563 45 160 263 1.166 118 362
10:15 140 56 158 41 298 97
10:30 178 39 132 38 310 77
10:45 147 34 148 36 295 70
11 :00 160 588 36 142 144 557 27 89 304 1,145 63 231
11:15 136 36 128 16 264 52
11:30 140 48 139 24 279 72
11:45 152 22 146 22 298 44
Totals 3,507 6,963 3,853 5.263 7.360 12.226
Split% 47.6 57.0 52.4 43.0
Dav Totals
Dav Splits
Data Filo 01691A
10.470
53.5
9.116
46.5
19,586
Peak Hour 07 :45 04:30 07:45 05:30 07:45 04 :30
Volume 719 975 762 629 1.481 1.597
Factor 0.91 0.94 0.93 0.94 0.95 0.95
7
1
J
J
L
TDC 23 Walnut Strout
Natick. MA 01780
ATION .,wne: 631.1810
TRAI PORTATION F pl 1 508 651.1
Pap' B00 898.076,1
DATA COFPOp4Pt ee Site: 3206
ATR South Street (Route 10) north Date 09/13/01 3206
ocation of Earle St., Northampton. MA
Client VAT/S. Kelly Direction: Na
eczin Total 1 15 19 20.24 25-29 30-34 3549 4044 45 -41 5MPH 5549
M21-1 MPH '7 1`x}1 Avg
tali MPH MPH MPH MPH MPH 11 MPH 0 2 p 0 0 0. 38
0 0 p p 5 9 4 39
12:AM 20 1 3 3 2 0 0 0 0 0
01:00
10 0 0 0 1 0 2 4 1 1 0 0 0 0 41
02:00 9 0 0 0 0 2 1 6 0 0 0 0 0 0 39
03:00 9 18 10 11 1 0 0 0 0 40
04:00 47 0 0 1 1 5 2 0 0 0 3 8
13 52 29 4 3 2 0 0 0 38
07:00 537 L 0 2 14 108 223
05:00 106 0 0 1 14 59 151 121 9
06:00 360 0 0 0 1 0 38
164 22 2
08:00 590 0 2 4 22 99 204 157 20 1 1 p 0 0 37
1 1 3 14 89 197 132 20 4 0 0 0 0 37
09:00 463 407 0 7 0 0 2 11 67 176 124 24 3 0 0 0 0 38
1
111:00 460 0 0 0 13 76 209 136 24 2 0 0 0 0 38
12'.PM 404 0 0 4 11 56 139 150 41 1 0 0 0 39
2 22 81 168 134 33 6 0 0 0 0 38
02:00 446 0 0 4 70 159 162 28 6 0 0 0 0 39
3 :00 458 0 0 0 1 73 197 139 39 1 0 0 0 0 38
03:00 458 0 0 0 9 1 67 187 13 50 208 135 31 153 41 1 0 0 0 0 38
05:00 440 0 0 1
04:00 466 0 0 17 2 0 0 0 0 38 06100 448 0 0 0 9 57 174 173 32 3 0 0 0 0 39
07:00 290 0 0 0 6 62 144 69 9
0 0 0 0 0 37
08 100 218 0 0 0 5 27 86 81 18 1 0 0 0 0 39
09 :00 167 0 0 0 1 19 53 62 27 5 0 0 0 0 40
10:00 115 0 0 0 8 18 41 37 9 2 0 0 0 0 38
11:00 62 0
0 0 2 9 16 17 9 0 0 0 0 0 39
Daily 6.962
2 3 23 213 1,113 2.897 2,202 454 48 6 0 1 0 3
Totals
Percent 0.0 0.0 0.3 3.1 16.0 41.6 31.6 6.5 0.7 0.1 0.0 0.0 0.0
of Total
Perceoti c Speedo
10% 15% 50% 85% 90%
32.0 33.6 38.7 43.8 44.6
10 MPH Pax Spoed 35 45
Number in pace 5,099
in pace 73.2
Snead exceeded 45 MPH 55 MPH 65 MPH
Puntaitc 7.3 0.1 0.0
Totals 509 7 1
Data File 01691C
ATR South Street (Route 10) north
Location of Earle St., Northampton, MA
VAI/S. Kelly
Client
Begin Total
Time MPH MPH MPH MPH MPH MPH MPH MPH MPH MPH MPH MPH MPH
11:Am 74 o 0 0 e 8 28 30 6 1 0 1 0 0 40
01 :00 46 0 0 0 0 5 15 22 4 0 0 0 0 0 40
02:00 18 0 0 0 0 1 5 8 4 0 0 0 0 0 41
03:00 11 0 0 0 1 2 3 3 2 0 0 0 0 0 38
04:00 13 0 0 0 0 2 5 4 2 0 0 0 0 0 39
05:00 63 0 0 0 2 9 19 29 4 0 0 0 0 0 39
06 :00 136 0 0 0 1 31 70 32 2 0 0 0 0 0 37
07 :00 294 0 0 0 3 61 133 89 7 0 1 0 0 0 38
08 :00 326 0 0 0 9 59 163 8.3 11 I 0 0 0 0 37
09 :00 328 0 0 0 3 57 169 93 4 1 0 1 0 0 38
10:00 361 0 0 1 3 53 177 115 12 0 0 0 0 0 38
11 :00 437 0 0 0 9 75 221 112 18 1 1 0 0 0 38
12:PM 456 0 0 0 14 74 225 123 18 2 0 0 0 0 38
01:00 424 0 0 0 4 72 191 131 25 0 1 0 0 0 38
02 :00 504 0 1 1 2 68 279 139 14 0 0 0 0 0 38
03:00 576 0 0 0 8 113 282 148 23 0 1 1 0 0 38
04 :00 686 0 0 0 6 158 355 149 16 1 0 1 0 0 37
05 :00 730 0 0 1 6 148 420 144 11 0 0 0 0 0 37
06:00 483 0 0 0 6 65 233 111 16 2 0 0 0 0 38
07 :00 415 0 0 0 2 70 237 98 6 1 0 1 0 0 38
08:00 335 0 0 0 2 42 174 100 17 0 0 0 0 0 38
09:00 266 0 0 0 0 42 117 96 11 0 0 0 0 0 38
10 :00 150 0 0 0 2 27 77 41 2 0 1 0 0 0 33
11:00 131 0 0 0 0 12 59 52 7 1 0 0 0 0 39
Daily 7263 0 1 3 33 1254 3,707 1,952 242 11 5 5 0 0 38
Totals
Peroe:ut 0.0 0.0 0,0 1.1 17,3 51.0 26,9 3.3 0.2 0.1 0.1 0.0 0.0
of Total
Percentile Speeds
10 MPH Pace Speed 35 45
Number in race 5.659
1n pace 77.9
Speed ExAeeded 45 MPH 55 MPH 65 MPH
Percentage 3.6 0.1 0.0
Totals 263 10 0
Data Fife: 01691C
10% 15% 50% 85% 90%
32.6 34.0 38.1 42.9 43.8
1 ij‘ N; O1760
TRANS- Tel•pt er»: 651.1610
fex: (G0 6 61.1228
154T GQRPt RAfi Pager: (800) 8050763
Site: 3206
Date: 09/13/01
Direction: SB
1 -14 15-19 20 -24 25 -29 30 -34 35 40-44 4549 50-54 55 -59 60-64 65 -69 70-99
MANUAL TURNING MOVEMENT COUNT DATA
ri
r
N: Drive To Active Building
E/W: Prince Street
City, State: Northampton, MA
Client: VAI/S. Kelly
`15
from North
Sum Thno Right Thnil Left] Pods
04:00 f o 7
0415 PM 4 0 6 1
04:30 PM 8 0 3 0
04:45 PM 1 0 1 2
Total 12 0 11 3
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch
Total
Staft Time
Poidc Maur From 04:00
Intersection
Volume
Percent
04:30 Volume
Peak Factor
High Int
Volume
Peak Factor
20
47.6
6.5
3 0 1 3
3 0 0 4
2 0 3 2
0 0 1 2
a tr 3 11
0 22 14
0,0 52.4
0.0 7.1
Frorn142rtn_
R Th
ight ru I Lott 1
PM to 05:45 Pa: Peak a 1
04:15 PM
14
56.0
6
0
0.0
0
11
44.0
3
04:15 PM
4 0 6
(506) 65M610
TRANSPORTATION FM: (soti) 651.1229
WA MARDI:WM:1N Pager: (BOO) 898-0763
Ri I
maid Let Pods Rkalt
O 16 0 0 0
1 16 0 0 0
1 15 0 0 0
O 18 0 0 0
2 84 0
1
0
1
1
3
5 135
3.6 90.4
1.6 43.7
25
9
10
0.825
Groups Prinbsd- Cars Trucks
PrinCe Street
From East
21
20
15
15
71
3
4.1
1
05:00 PM
1
70
95,9
15
0
0
0
_o
0
0
0
0
0"
0 0
0.0
0.0
0
0.0
0
O 17
0 15
O 11
O 13
56
21 0 22
0.830
Prince Strwt
From Wept
73
16
19
15
21
12
67
0
0.0
0
04:30 PM
0
Left Pods
0
0 0
1 0
2 0
3 0
0 0
0 0
0 0
1 0
1 0
65
95.8
21
File Name 01691GG
Site Code 00003206
Start Date 09/06/20C
Page No :1
Ell Indu. To
Total
0 42
1 42
47
2 34
3 166
3 43
4 38
2 32
2 31
11
14 309 323
0 123 4
0,0 96.9 3.1
0.0 39.8 1.3 4.3 95.7
NOM neat 1 Prince Singel
From East From West
'ffi URI_ App. Tota14_, Int Tote
3 88
4.4
1 22
21 1 22
0.773
Int. Total
42
43
47
38
168
46
42
34
33
166
164
4
0.883
N. Main Drive
E/W: West Street (Route 66)
City, State: Northampton, MA
Client: VAI/S. Kelly
M
04:15 PM
04:30 PM
04:45 PM
Total
Main Cwt.,
From North
Start Time Right] Thru f Ltiti Pads
0 0 0
1 0 3
2 0 2 0
5 0 8 2
8 o• 11 3
05:00 PM 1 0 0 2
05:15 PM 2 0 1 8
0.5:30 PM 1 0 1 4
08:45 PM 2 0 0 3
Total 6 0 2 15
Grand Total 14 0 13 18
Apprch 51.9 0.0 48.1
Total 1.5 0.0 1.4
L 1 R ht Th priv5 Lett
Frorn NOM
Pook1.61.7rrom 04:00 PM to 05:45 PM Peek 1 of 1
Intersection 04:30 PM
Volume 10 0 9 19
Percent 52.8 0.0 47.4
05:15 Volume 2 0 1 3
Peak Factor
High Int. 04:45 PM
Volume 5 0 6 11
Peek Factor 0.432
1 a Ur MIKA, NI/4 v
Telephone: rol 651-1229
6S1-1810
Fax:
Rage BOO 898-0763
608
TRANSPORTATION
DATA CORPORXDON
Group Pnnied- Cars Trunks
West Street (Route SS)
From East
Right F Thru Left Pads
1 60 0
2 63
1 BO 0
2 59 0
6 242 0
0 81 0 0
1 87 0 0
0 59 0 0
1 50 0 0
2 277 0 0
8 519 0
1.5 98.5 0.0
0.9 55.7 0.0
Right
0 0
0 0
O 0
O 0
0 6
55
43
51
41
190
0 51
0 45
0 37
0 43
0 i
0 386
0.0 97.1
0.0 39.3
4 287 0 291
1.4 98.8 0.0
1 87 0 88
05:15 PM
1 87 0 88
0.827
West 61Tes outs 88)
From west
Thru
File Name 01691FF
Site Code 00003206
Start Date 09/06/20(
Page No :1
left L Peds 6a'"
Tot t
indu Total Int. Total
al
1 0 0 117 111
1 0 1 113 114
3 0 0 119 119
1 2 4 114 118
6 2
0 2
2 5
1 0
2 0
5 7
11 9
2.9
12
4 133 137
11 138 149
4 99 103
3 98 101
22 468 466
27 931 058
2.8 97,2
mot tIsso( (Routo 88) Wet Street (Waite Be)
From East From wait
ApOl'ast 15112nel ThruT Leta App. Total finir Lett App. Total Int Tog
O 188 6 194
0,0 96.9 3.1
O 45 2 47
04:30 PM
O 51 3 54
0.898
0.913
501
131
L_
T
r
L
f
L
1
Li
1
N/S: Chapel Street /Rocky Hill Road
E: Grove Street
City, State: Northampton, MA
Client: VAI/S. Kelly
Chapel Street (Rcuts 68)
From North
Shut Time RIghtl 11 Loft Peds
04:00P 0 42 1
04:15 PM 0 37 2
04:30 PM 0 51 0
0445 PM 0 48 3
Total 0 178 6
05:00 PM 0 65 1
05:15 PM 0 60 6
05:30 PM 0 38 1
05:45 PM 0 34 2
Total 0 197 10
Grand Total 0 375 16
Apprch 0,0 95.9 4.1
Total 0,0 50.1 2.1
1
0
0
0 0
0 1
0 0
0 3
0 4
3 12
12.9
1.6
1 L
TRANSPORTATION Z 1*°r*: S0 1:
DCA QQAPORAITON Pager: (eool 098.4763
Eirou Printed- Cars Trucks
Croy* Strew,. /i Mn Road (Rout4 86)
FrornEast From South
Right Thrul Loft r Pads Right
4 0 10 27
1 0 2 0 4 25
3 0 a o 6 30
0 0 9 4 24
8 0 28
0
0
0
0
0
0
0.0
0.0
13
17
8 2
15
53 2
81 4
87.1
10.8
24 106
8
9
4
4
25
49
18.5
8.5
29
27
24
30
110
218
81.5
28.8
Lail Pada 1 ot i Inciu. To1 Int. Tots!
o 1 93
O 0 0 71 71
O 0 0 98 98
O 0 4 88 92
ti 5 350 355
O 0
O 0
O 0
0 0
0 0
0 0
0.0
0.0
File Name 01691DD
Site Code 00003206
Start Date 09/06/20(
Page No :1
O 118
O 120
2 75
0 88
2 399
7 749 758
0.9 99.1
T
chapel shot (Ftoutelifs)
From North Grove RockfT1111 rtoecl (Route 68)
From East From South
Start Time t Right r 7 '571 App. Total "triin L Trovr1.1.01 K.1 Rot I Trim L Loftr ow
Pook Hour Frtim 04:06 Irto 06:46 PM Peak 1 d 1
lntersecton 04:30 PM
Volume 0 224 10 234 4 0 47 51 27 110 0 137
Percent 0.0 95.7 4.3 7.8 0.0 92.2 19.7 80.3 0.0
D5:15 Volume 0 60 6 68 1 0 17 18 9 27 0 38
Peak Factor
High Int 05:00 PM 05:15 PM 05:00 PM
Volume 0 85 1 68 1 0 17 18 8 29 0 37
Peak Factor 0.886 0.708 0.928
0.879
118
120
77
88
461
Inl Tot"
422
120
N /S: State Street /New South St (Rte 10)
E /W: Main Street (Route 9)
City, State: Northampton, MA
Client VAI /S. Kelly
Start Time
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
28
31
39
29
127
05:00 PM 23 45
05 :15 PM 25 45
05:30 PM 29 58
05:45 PM 25 43
Total 102 189
Grand Total
Apprch
Total
state guise( itaf gtreet (Rout. 9)
From Norita F r East
Thru I Len Pods Right Thru Len
58 4 1 4 60 42
47 7 27 8 70 53
39 4 29 7 73 62
46 8 18 8 84 66
190 23 95 25 281 223
7
7
5
3
22
Street
From North
F Star Time Right
Th ru_�LeR T
Pe* Hour From 04 :00 PM to 05:45 PM -Peak 1 of 1
Intersection 04:30 PM
Volume 116 175 26 317
Percent 36.6 56.2 8.2
05:00 23 45 7 75
Volume
Peale Factor
High Int 04:45 PM
Volume 29 48 8 83
Peak Factor 0.955
28
44
26
19
117
7 87
9 87
12 93
10 80
38 347
229 379 45 212 83 634
35.1 58.0 6,9 5.3 53.7
4.7 7.7 0.9 1.3 13.0
Right
air lie wntiw• rROUIrw
TRANSPORTATION Telephone: 508) 651.1610
Fm: 508) 651.1229
[34tH OORPORATION Paget. 800) 898 -0787
64
68
84
88
283
3
9
2
0
14
483 29
40.9
9.9
Main 5troet (Routs o)
From East
Thru Left
rou Printod- Cars Trucks
New m (Routs 10)
From South
Pads Right Thru Lan
55
43
40
88
204
381
32.2
7.8
Total
7 24 31 30
3 57 28 80 39
1 48 25 82 49
d 48 32 69 53
15 177 114 280 177
27
32
22
32
113
227
19,2
4.6
79
82
81
74
296
31
34
38
28
127
578 304
48.6
11.8
127
98
125
116
129
119
95
80
423
889
47.4
18.2
File Name
Site Code
Start Date
Page No
Main Street (Rata 9)
From Weer
Thru I LMtf P.ds E>mu. Ind%
1 Total Total
138 32 12 7 585
90 31 13 82 598
98 41 11 90 823
94 38 20 95 838
388 142 58 2442
83
98
55
84
318
706
37.8
14.4
49
33
32
28
140
15
14
20
15
64
282 120
15.0
5.8
New South Street (Route 10) 1 Main §eeN (Route 9)
From South From West
Totes Right Trru I Lott
Right Thnr Left App.
29 331 258 818 194 116 272 582 489 371 181
4.7 53.8 41.7 33.3 19.9 48.7 47.9 38.3 15.8
7 87 84 158 55 27 79 181 129 83 49
05 :15 PM 05:00 PM 104 :30 PM
9 87 68 182 55 27 79 181 125 98
0.954 0.904
77 655 732
101 824 725
84 584 888
60 589 849
2452 'M
885 4894 5559
12.0 88.0
01691CC
:00003206
:09/06/200
:1
Total
1021
Int
Total
581
880
713
731
Int Tdai
2538
281 855
0.969
41 264 I
0.967
r
N/S: Par le Street
E/W: Texas Road/Grove Street
City, State: Northampton, MA
Client: VAI/S. Kelly
Start Time
14:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
Eraii Tt
From North
Thru 1 Leftl Pods
V 1 sl. 0
0 21 1 0
0 22 0 0
1 28 1 1
2 3 1
05:00 PM 1 29 0 0
05:15 PM 2 18 0 1
05;30 PM 1 10 0 0
05:45 PM 0 8 0 0
Grand Total
App(ch
Tota l
8 151 3 2
3.8 94.4 1,9
1.1 27.0 0.5
Peek Hour tom 04:00 PM to 06:46 P11 Pek1 or 1
Intersection 04:15 PM
Volume 2 100 2 104
Percent 1.9 96.2 1.9
05:00 1 29 0
Volume
Peak Factor
High Int 04:46 PM
Volume 1 28
Peak Factor
1 mirmuf Mr. I uu
TRANSPORTATION
OffA CORPORATION
Grou PrIntecl- Cara Trucks
Plums Rood 8arle3treet
From South
Right TlIfU Left Pecls 1119m Thru Left Pods
0 1 i i 7 8 18 f 13 0 2
2 0 8 01 4 6 19 0 9 0 1
O 2 11 01 2 11 23 2 18 0 1
2 1 1 01 0 10 19
4 4 20 0 7 35 77 3 47 0 5 0
7
20.0
1.3
From East
4
11.4
0.7
24
68.0
4.3
04:30 PM
1 30 0 2
0.887
2 0 2 0
O 0 1 0
O 0 1 0
1 0 0 0
3 0 4 0
0
6 3 22
19.4 9.7 71.0
2 0 2
Thlephoncr., 6510610
Fes; SOB) 65/-1229
Pager; 800) 89/3-07Ell
0 12
0 8
1 6
1 4
230
9 65 171 8
3.7 28.5 89.8
1.6 11.8 30.5
31
4
28 0
15 1
28 0
22 0
94
05:00 PM
11 13 0 12
0.596
6 39 89 134
4.5 29.1 66.4
0 12 28 40
from West
Right Thrul Left I Pais
0
0
9 0 1
17 1 1 0
17 0 2 0
13 0 3 0
12 0 2 0
59 1
106
88.3
18.9
1 13 0
0.8 10.8
0.2 2,3
Earle Street Tams Rood Ear% Street
From North From East From South
From West
Thru Left 1 A PP' RIght 1 Thru Left I RIghtl Thad Leal To1/44 Right 1 Thru 1
Total Left 1 Int. Total
Total
Start Time Right APO.
61 1 4
91.1 1.8 7.1
05:00 PM
28 40 I 17 1
0.838
File Name 01691BB
Site Code 00003206
Start Date 09/06/200
Page No :1
Esclu.1 Incltr. I Int
Total Total I Total
1 60 81
0 71 71
2 88 90
3 73 78
6
O 93 93
2 62 64
O 83 83
O 50 50
268 21"
8 580 568
1.4 98.8
56 325
17 1 1 19 93
0.874
1 19
0.737
N: Elm Street (Route 9)
E/W: Main St. (Rte 9)/West St. (Rte 66)
City, State: Northampton, MA
Client: VAI/S. Kelly
Elm Street (Route 9)
FrOr th
n
Start Time Rightf Thru I Lr ea Pads
3
3
3
2
44:CX:l PM 20 0 1 50
04:15 PM 22 0 142
04:30 PM 23 0 168
04:45 PM 21 0 149
Total 88 0 637 11
05:00 PM 28
05:15 PM 29
05:30 PM 13
05:45 PM 18
Grand Total 170
Apprch 12.5
Total 4.8
Start Time
Peok Hour From Z00
!Nemec
Volume
Percent
04:30 Volume
Peak Factor
High Int.
Volume
Peak Factor
0 142
0 183
0 124
0 107
558
0
0.0
0.0
1193
87.5
32.8
05:15 PM
29 0 183
7
6
8
4
27
38 923
63.1
25.2
212
0.871
Telephone: (506) 661-1610
Fes: (S08)691-1229
CORPORKDON Pap,: (800) 898-0763
TRANSPORTATION
Grou_Es Prink* Caul Trucks
Main Street (Route 9) West Street (Ram 68)
From EAU From Wet
aloatT MN] Lae I Pacts RcM
99 1 3 0 2 0 83
105 77 0 0 0 80 24 28
109 82 0 0 0 103 18 19
112 89 0 0 0 92 24 17
425 f9T 2 0 ne 89 74
131 48 0 0
115 59 0 1
132 74 0 0
120 68 0 1
498 249 6
540
38.9
14.8
0 4
0.0
0.0
m Street (Route) Main Street (Rowe 9)
El
kght I Dr Total LINN I Thru Loft
From Norm From East
11.1 to 06:45 PM Peek 1 or 1
04:30 PM
99 0 840 739
13.4 0.0 88.8
23 0 1e8 189
Trim
0.1
0.0
0 94 29
0 83 10
1 83 17
0 74 17
1 314 73
672
80.5
18.4
15
18
13
16
62
182 138
19.4
4,4
weft :trosT 60)
_-APP. T Right 1 17:: LT Int. Top
487 258 0 725 0 372 81
64.4 35.6 0.0 0.0 82.1 17.9
109 82 0 191 0 103 18
04:30 PM 05:00 PM
109 82 0 191 0 94 29
0.949
File Name 01691AA
Site Code 00003206
Start Date 09/06/20(
Page No :1
LAI Pads Touji lndu. Total r Int Totsi
Exriu. T
23 12 17 485
29 450 479
22 501 523
19 487 488
87 1886 103
22
27
21
21
91
470
479
424
402
1775
178 3881 3839
4.8 95.4
453
121
123
0.921
492
508
445
423
1888
1917
501
0.957
N: Drive To Active Building
E /W: Prince Street
City, State: Northampton, MA.
Client: VAI /S. Kelly
Drive 7o AcWa Building
From Nash_
Start Tlme Right 1 Thru Left"
Pods
07:00 And 1 0 0
07 :15 AM 1 0 0 0
07:30 AM 2 0 0 0
07:46 AM 2 0 2 0
Tote! 6 0 2 0
08:00 AM 1 0 0 2 2
08:15 AM 2 0 3 5 1
08:30 AM 0 0 1 0 2
08:46 AM 0 0 0 5 1
otal 3 0
1 4 12 6
(3rand Total 9 0 8 12 13
Apprch 60.0 0.0 40.0 21.3
Total 3.4 0.0 2.3 5.0
1160 Natick. MA 01760
PeDhone. 610
TRA NSPORTATION 508) 8St.122
ciATA OORPORATION Payer: (5) 600) 898-0763
Groups Printed- Cars Trucks
Prince Street Anne' Street
From Wost
From Eoat
Right Thru Left r Pees Right Thfu Let Pods
2 1 0 0 16 2 0
1 4 0 0 0 20 3 0
3 7 0 1 0 19 7
1 8 0 0 0 31 5
7 1999 0 1 88 17
7
7
a
7
29
48
78.7
18.3
DrM 1 o Active Etu1dtn0
Frwn North
Start Time! 0ht I Thru Lot 1 A. Total
enk Hou Fr P :00 AM to 08:45 AM 7 1 c4 1
Intersection 07:30 AM
Volume 7 0 5 12
Percent 58.3 0.0 41.7
07:45 Volume 2 0 2 4
Peak Factor
High Int 08:15 AM 07 :30 AM
Volume 2 0 3 5 3
Peak Factor 0.600
0 0
0 0
0 0
O 0
O 0
0
0.0
0.0
0 25
0 21
0 13
0 18
77
0 183 23 4
0.0 87.8 12.4
0.0 62.2 8.8
7 27 0 34 0 96
20.8 79.4 0.0 0.0 87.3
1 8 0 7 0 31
07:45 AM
7 0 10 0 31
0.850
File Name 01691G
Site Code 00003206
Start Date 09/06/20(
Page No 1
Prince Street Prince Street
From East From West
Mot I_...... p. Tome Lett 1 "A �ioY
14
12.7
5
E,du.
7
Mau. Total I 111 Int. Toa1
23 23
O 29 29
1 38 39
O 47 47
1 137 135
2 38 38
7 35 42
2 27 29
5 27 32
18 125 141
17, 262 279
8.1 93.9
Int. Tad
110 158
38 47
0.830
5 38
0.764
SW
Tiphopiwne. (509) 651.16i0
TRANSPORTATION Fax! (508) 651.1229
CATA COFIPORATION Pager: (8OO) 998-0TM
N: Main Drive
E/W: West Street (Route 9)
City, State: Northampton, MA
Client: VAX/S. Kelly
Gross Printed- C.ars Trucks
Main Drive
We treet Wet S (Route 9) West Street (Rout. 9)
Frorn Nonn From East Front West
Snort TIme Rig1711 Thr TIT Ltd Tr Poc19 Right Left Peas Right I ThruT Lett 1 Peels
07:00 AM 0 0 1 0 1 2 0 0 0 0
07:15 AM 1 0 2 0 4 27 0 0 0 85 1 0
07:30 AM 1 0 0 0 2 20 0 1 0 63 0 0
07:45 AM 1 '0 2 1 1 25 0 0 0 107 1 0
Total 3 0 5 1
08:00 AM 0 0 1 2 3 23 0 0 0 108 1
08:15 AM 1 0 4 e 5 28 0 1 0 100 2
08:30 AM 0 0 1 2 0 27 0 0 0 75 4
08:45 AM 0 0 1 4 7 30 0 0 0 68 1
Total 1 0 7 14 15 108 0 1 34 8
Grand Total 4 0 12 15 23 202 0 2 0 844 10 0
Apprch 25.0 0.0 75.0 10.2 89.8 0.0 0.0 98.5 1.5
Total 0,4 0.0 1.3 2.8 22.6 0.0 0,0 72.0 1.1
Statt Time West (Rout 0)
Right j t Link Apx... Total J.. Left ThL7.11 Lett J__ Ap2 total Int. tote+
Fm North
Main bm;43 Street e 111
From East F
West Street (Route rom West
Peak Hour From 07:00 AM to 0946 AM Peak 1 or 1
Intersection 07:45 AM
Volume
Percent
D8:15 Volume
Peak Factor
High Int.
Volume
Peak Factor
2
20.0
1
0
0.0
0
08:15 AM
1 0
8
60,0
4
4
10
5
5
0.500
9
8.0
5
103
92.0
28
0
0.0
0
112
33
08:15 AM
5 28 0 33
0.848
0
0.0
0
390
98.0
100
08:00 AM
0 108
FiTh Name 01691F
Site Code 00003206
Start Date 09/06/2001
Page No :1
E T xcl °th Indu. Tots; I Int, Total]
0 84 Ai
0 100 100
1 88 87
1 137 138
2 407 4i5
01 2
0 7
0 4
0 15
0 2
17 895 912
1.9 98.1
8 398
2.0
2 102
1 109
0.913
138 138
140 147
107 109
105 109
488
520
140
0.929
N/S: Chapel St/Rocky Hill Rd (Route 66)
E: Grove Street
City, State: NortJaarnpton, MA
Client: VAT/S. Kelly
_J
7
1
L
fl
L_
3tert Time
67:5b AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AN
08:45 AM
Total
Grand Total
Apprch
Total
Right
0
0,0
0.0
Chapel Street Moues 613)
From North
0 14
0 21
0 21
O 12
O 68
Thru Left Reds
O 18 2
O 21 0
O 22 1
0 18 2
O 79 5
147
94.2
19,5
9
5.8
1.2
0 0
1 0
1 0
2 0
4 0
0
0
0
0
0
0 1
13
39.4
1.7
0 0
1 0
2 0
4 0
7 0
0
0.0
0.0
4
2
2
2
10
L._ Chapel Streit (Rsete ae) 1 prose Strost Roy 1-16oad (Route 69)
From North South
From East Fn
tslift Time RS I fhtirr Le App. Tot
tt ft v ok1 Road
e 1L Tbni teen App. TO Thru I Left App
Peek Ham Fran 07:00KR AM -Peak 1 or 1
Intersection 07:30 AM
Volume 0 72 5 77 8 0
Percent 0.0 93.5 6.5 31,6 0.0
08:15 Volume 0 21 0 21 1 0
Peak Factor
High Int. 07:30 AM 07:45 AM
Volume 0 21 1 22 4 0
Peak Factor 0.875
Groups Printed- Cam Trucks
Grove 8emet Rooky H8 Roed (Rout. 66)
From East Frown South
Right I Thru I Lord Peas Right r Thnt1 Lri Pods
0 9 49 0 0
1 0 2 0 14 43 0 0
1 0 3 0 8 B3 0 0
4 0 4 0 12 67 0 0
8 0 10
1 Lip I hir Nand.. ',AA 01760
Telephone: (508)651.1610
TRANSPORTATION (506) 651.1229
GC* c9RPORATICN Paw: (BOO) 898-0763
0
1
0
0
1
20 1
60.6
2.7
10
15
10
16
51
72 0 0
78 0 0
58 0 0
41 0 0
247 0 0
9.4 489
18.7 83.3 0.0
12.5 62.4 0.0
File Name 01691D
Site Code 00003206
Start Date 09/06/200'
Page No :1
Exdu Indu. Toil Int.
Total
O 73 "73
0 82 82
0 97 97
0 101 101
353 353
O 106 106
1 117 118
0 93 93
0 83 83
1 399 400
1 752 753
0.1 99.9
Int Total
13 19 45 280 0 325 421
88.4 13.8 88.2 0.0
2 3 15 78 0 93 117
0.900
08:15 AM
4 8 15 78 0 93
0.594 0.874
N /S: State Street /New South St. (Rte 10)
E /W: Main Street (Route 9)
City, State: Northampton, MA
Client VAI /S. Kelly
State Street Main Street (Route 9)
From North From East
Start Time Right Thru Lee Pala Right Thru Lee Peda
67F(50 AM 12 Th 5 -2 3
29 3 3 2 47 24 3
30 2 11 4 40 21 8
AM 12 23 5 5 i 2 65 38 4
97 15 111 11 198 102 18
07:15 AM 17
07:30 AM 14
07:45
Total 55
08:00 AM
08:15 AM
08:30 AM
08:46 AM
Total
Grand Total
Apprch
Total
Start Time
20
17
35
28
98
153
38.8
3.6
Right
23
41
36
32
132
229 38 27
54.8 8.8
5.4 0.9
hate treot
From Norm
2
5
7
7
21
0(
5
5
6
16
APP.
Thru
Lot
PeeK Hour From 51:00 Ana' 03:45 Al3':1 i? 1
inkrsecton 08:00 AM
Volume 98 132 21 251
Percent 39.0 52.6 8.4
08:30 35 36 7 78
Volume
Peen Factor
H)gh Mt 08:30 AM
Volume 35 38 7 78
Peak Factor 0.804
5
5
4
4
18
89
62
85
73
289
1 V ih d r moot ta"Vi roc/
TRANSPORTATION Telephone. (508) 851.1610
fax: (5O8 651 1229
DMA OORPOFiATiON Pager: (800) 898-0769
30
37
31
42
140
29 487 242
3.8 842 31.9
0.7 11.5 5.7
08:30 AM
4 85
Oroupe Printed Cars Trucks
Nevi South Street (Routs 10) Math Street (Route 9)
From South From Wnt
4
1
0
1
6
22
Right
Alin Street ("outer)
From Eclat
Right Thru Lelt M T
18 289 140 447
4.0 64.7 31.3
4 85 31 120
Thru
Left
Pads
53 15 55 4
89 20 83 4
85 30 70 7
75 38 84 8
262 103 252 23
85 30 83 5
80 35 77 9
83 28 70 3
73 29 88 8
261 122 31 25
543 225
40.8 18.8
12.8 6.3
Right
688 48
42.5
13.4
08:15 AM
31 120 80 35
0.931
Right
68
95
108
114
386
97
98
102
87
3T34
769
44.8
18.2
Nem South Street (Route 10)
From Scutt
Thru
57
70
89
99
315
Trim Lett To tal
281 122 316 719
39.1 17.0 43.9
63 28 70 181
Lett Pads
22 0
22
21
33
98
103 27 1
106 32 10
103 39 4
88 37 7
400 135 22
715 233 25
41.8 13.8
18.9 5.5
Right
08:30 AM
77
192 102 103
0.938
File Name
Site Code
Start Date
Page No
0
0
3
3
10
25
12
22
89
Yin Street (Route 9)
From Watt
01691C
:00003206
:09/06/2001
:1
u. otal1 1
Total Total
J
9 372 381
10 481 471
14 494 508
20 588 588
X893 1P14
554
595
603
584
2338
584
620
815
808
2405
122 4229 4351
2.8 97.2
Thru Lalt Total
Int. Total
384 400 135 919 2338
41.8 43.5 14.7
102 103 39 244 603
1 0.988
39 244
0.942
J
N /S: Earle Street
E/W: Texas Road /Grove Street
City, State: Northampton, MA
Client: VAI /S. Kelly
Start Time
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
Eerie Street
From North
Ripht
f Thru' Lefl Pede
07:00 AM' 1 3 1 0
07:15 AM 0 3 0 0
07:30 AM 0 2 1 1
07:45 AM 4 5 2 0
Grand Total 8 33 7 1
Apprch 16.7 68.8 14.8
Total 1.7 8.9 1.5
Earle Street
From North
Sun Time R1pM Thru Loft Tom'
Peek Hour From 07:00 A M to 015;1$• Lf- Reek 1 a 1
Intersection 07:45 AM
Volume 4 18 5
Percent 14.8 68.7 18.5
07:45 4 5 2 11
Volume
Peak Factor
High Int. 07:45 AM
Volume 4 5 2 11
Peak Factor 0.614
13 4 1
Groupe Printed- Can/ Trucks
Texas Reed Eerie Street C5ra;e Sir oet 1
From East From Souttl Il From West t
E
Right". incur, Int
Thru Left Peas bht Tnru eft Pods Right Thru Left Pod 1 TTotal Tom1 Toles
O 1� 1 O R 3 L 5_ 0 9 0 1 0 1 T
3 1 3 0 5 8 10 1 19 1 2 0, 1 53 54
1 0 3 0 2 14 10 0 22 1 3 0) 1 59 60
2 0 4 0 5 22 9 0 17 1 2 01 0 73 73
6 2 11 0 15 51 34 1 87 3 8 01 2 219 221
O 4 1 0 0 1 4 0
0 5 2 0 1 1 1 0
O 4 0 0; 2 0 3 0
3 7 0 0-+ 0 0 2 0
3 20 01 3 To 0
9 4 21 0
26.5 11.8 81.8
1.9 0.8 4.4
Right
1
27 5 2 12 19
26.3 10.5 83.2
2 0 4 6
07:45 AM
2 0
V 16 Nalk:k, MA 01760
TRANSPORTATION TNepl o'* (508) 1. 29 1°
QATA QORPORAT10N Pag
Fey: {508)85
"e• B00) 898-070
Twos Rood
From East
Thru Left APP
ToW
2 18 7 1
2 28 11 0
2 18 14 0
1 17 8 0
7 79 40 1
22 130 74 2 149 5 17 4
9.7 57.5 32.7 87.1 2.9 9.9
4.6 27.1 15.4 31.1 1.0 3.5
Rght
08:15 AM
4 8 2 28
0.792
Earle Street
From South
Thru I Left
1
11 84 41 136
8.1 81.8 30.1
5 22 9 38
20 1 2 1
20 0 1 0
19 1 2 2
2.3 0 4 1
82 2 9 4
File Name 01691B
Site Code 00003206
Start Date 09/06/200'
Page No 1
2 58 80
0 72 72
2 65 87
1 85 66
5 280 285
7 479 486
1:4 98.8
Grove 8treef
From Wort;
APP Toi Right l Thru 1 Left: Int. Total
1
76 3 7 86 268
88.4 3.5 8.1
17 1 2 20 73
1 08:00 AM
11 41 1 20 1 2 23
0.829 1 0.935
0.91
N: Elm Street (Route 9)
E /W: Main St. (Rte 9)/West St. (Rte 66)
City, State: Northampton, MA
Client VAI /S. Kelly
Elm Street (Route 9)
Frmnt North
Starn. Righ
Stan Tl 1 Thru Left
07:00 AM ti 0 97
07:15 AM 18 0 127
07 :30 AM 22 0 142
07:45 AM 17 0 154
Total 81 0 520
08:00 AM
08:15 AM
08:30 AM
08 :45 AM
Total
Grand Total
Apprch
Total
13 0
19 0
22 0
13 0
67 0
128
10,3
4.0
0
0.0
0.0
133
152
184
143
5 §2
1112
89.7
34.7
Pede
0
1
2
4
7
0
5
6
17
28
35
Ekn Street (R 9)
From North
Start Time Right I Thru Lek j App, total
Peek Hour From 07:00 AM to 08:4 AU'. Peak 1 or 1
Intersection 08:00 AM
Volume 87 0 592 859
Percent 10.2 0.0 89.8
08:30 Volume 22 0 184 188
Peek Factor
High Int 08:30 AM
Volume 22 0 184 188
Peak Factor 0.888
Na4ck, I.tA 01760
TRANSPORTATION Fex P'of/e' raj 65;•i2
,(TA CORPOR411CN Paper. (800) 898-0763
Gnxrpe Printed- Cars Trucks
Motn .Stieet (Routs 9) We.t Street (Rout. 68)
From East From West
Right I ThruE Ldt Para Right l Thru ir 46 58 89 91 282
109
115
110
114
448
793
85.8
24.7
63
41
81
70
255
418
34.4
13.0
0
0
0
0
0
0
0
0
0
0 0
0.0
0.0
0
0.0
0.0
0 97 22 1
0 87 22 5
0 81 23 0
0 79 23 5
0 344 90 11
806
B0.2
18.9
150 23
19.8
4.7
Abe s r"3\
main Street (Route 9) West Street (Route 96)
RIyM� Fm t Left App. Total 'rT1r
Thru Ls1)_1 App. Total
448 255 0 703 0 344
63.7 38.3 0.0 0.0 79.3
110 81 0 191 0 81
08:30 AM 08 :00 AM
110 81 0 191 0 97
0.920
Pods
1
2
4
5
12
File Name 01691A
Site Code 00003206
Start Date 09/06/200
Page No 1
6rdu.
Totgt
lndu. Total Int Total
1 282 283
3 341 344
8 374 380
9 432 441
19 1409 -Mr
1 437
10 438
8 481
22 442
39 1798
1.8 98.2
90 434
20.7
23 104
22 119
0.912
438
448
487
464
1835
58 3205 3283
Int Tatat
1798
481
0.933
FOR: EARTH TECH
BY: NORTHEAST TRAFFIC COUNTS
FILE: NH-CH-GR -E -R Z-59 (17csi) L:226 IN-542
CJ
MANUAL TURN MOVEMENT COUNT 15 MINUTE SUMMARY
SITE CODE NORTHHAMPTON, MASSACHUSETTS
Major St. CHAPEL STREET
Minor St. GROVE STREET
A1-BL99
LOCATION 1 1 Date: THURSDAY
APRIL 25, 1996
Sun Movements: ALL VEHICLES
GROVE STREET CHAPEL STREET CHAPEL STREET
TIME NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND VEHICLE
BEGIN RT THRU LT TOT RT THRU LT TOT RT THRU LT TOT RT THRU LT TOT TOTAL
7:00 AM 2 0 4 6 4 30 0 34 0 0 0 0 0 6 1 7 47
7:15 1 0 5 6 4 31 0 35 0 0 0 0 0 8 0 8 49
1:30 12 0 12 24 5 45 0 50 0 0 0 0 0 12 0 12 86
7:45 6 0 8 14 7 38 0 45 0 0 0 0 0 10 1 11 70
HR TOTAL 21 0 29 50 20 144 0 164 0 0 0 0 0 36 2 38 252
8:00 AK 0 0 6 6 8 42 0 50 0 0 0 0 0 12 0 12 68
8:15 2 0 8 10 12 93 0 105 0 0 0 0 0 27 1 28 143
8:30 1 0 5 6 9 42 0 51 0 0 0 0 0 15 2 17 74
8:45 2 0 3 5 14 43 0 57 0 0 0 0 0 16 1 17 79
HR TOTAL 5 0 22. 27 43 220 0 263 0 0 0 0 0 70 4 14:.,,. 364
AM TOTAL 26 0 51 71 63 364 0 427 0 0 0 0 0 106 6 112 616
PEAK HOUR
7:30 -8:30 AM 367
4:00 PH 0 0 8 8 3 33 0 36 0 0 0 0 0 33 2 35 79
4:15 1 0 12 13 3 28 0 31 0 0 0 0 0 33 1 34 78
4:30 0 0 8 8 4 31 0 35 0 0 0 0 0 43 1 44 87
4:45 1 0 11 12 2 31 0 33 0 .0 0 0 0 53 1 54 99
HR TOTAL 2 0 39 41 12 123 0 135 0 0 0 0 0 162 5 161 343
5:00 PH 2 0 15 11 3 33 0 36 0 0 0 0 0 48 4 52 105
5:15 1 0 5 6 6 23 0 29 0 0 0 0 0 57 0 51 92
5:30 0 0 5 5 9 25 0 34 0 0 0 0 0 45 2 47 86
5:45 1 0 8 9 3 29 0 32 0 0 0 0 0 42 1 43 84
HR TOTAL 4 0 33 31 21 110 0 131 0 0 0 0 0 192 7 199 367
PM TOTAL 6 0 72 78 33 233 0 266 0 0 0 0 0 354 12 366 710
PEAK HOUR
4:30 -5:30 PM 383
HANCAI TURN MOVEMENT COUNT 15 MINUTE SUMMARY
FOR: EARTH TECH
BY: NORTHEAST TRAFFIC COUNTS
FILE: NH-ER- SO-E-R Z-59 (17csi) L:226 1N -542
SITE CODE NORTRHAMPTON, MASSACHUSETTS
Major St. EARLE STREET
Minor St. SOUTH STREET
A1-BL99
LOCATION 1 3 Date: THURSDAY
APRIL 25, 1996
Sum Movements: ALL VEHICLES
SOUTH STREET EARLE STREET SOUTH STREET
TIME NORTHBOUND EASTBOUND SOUTHBOUND RESTBOUND VEHICLE
BEGIN RT THRU LT TOT RT THRU LT TOT RT THRU LT TOT RT THRU LT TOT TOTAL
7:00 AM 0 0 0 0 0 95 2 97 5 0 8 13 4 45 0 49 159
7:15 0 0 0 0 0 110 1 111 7 0 12 19 3 51 0 54 184
7:30 0 0 0 0 0 121 5 126 7 0 14 21 7 60 0 67 214
7:45 0 0 0 0 0 132 3 135 9 0 12 21 8 58 0 66 222
HR TOTAL 0 0 0 0 0 458 11 469 28 0 46 14 22 214 0 236 719
8:00 AM 0 0 0 0 0 93 11 104 3 0 13 16 3 36 0 39 159
8:15 0 0 0 0 0 160 14 114 11 0 11 22 12 64 0 16 272
8:30 0 0 0 0 0 134 11 145 10 0 16 26 13 80 0 93 264
8:45 0 0 0 0 0 155 15 170 15 0 27 42 14 96 0 110 322
HR TOTAL 0 0 0 0 0 542 51 593 39 0 67 106 42 276 0 318 1017
AM TOTAL 0 0 0 0 0 1000 62 1062 61 0 113 180 64 490 0 554 1796
PEAK HOUR
8:00 -9:00 AM 1017
4:00 PH 0 0 0 0 0 113 15 128 26 0 11 31 15 148 0 163 328
4:15 0 0 0 0 0 122 9 131 18 0 6 24 17 168 0 185 340
4:30 0 0 0 0 0 111 8 119 25 0 11 42 18 180 0 198 359-
4:45 0 0 0 0 0 114 14 128 18 0 14 32 25 149 0 114 334
HR TOTAL 0 0 0 0 0 460 46 506 87 0 48 135 75 645 0 720 1361
5:00 PH 0 0 0 0 0 111 11 122 21 0 8 29 23 176 0 199 350
5:15 0 0 0 0 0 132 11 143 17 0 9 26 14 113 0 187 356
5:30 0 0 0 0 0 126 11 137 8 0 10 18 13 140 0 153 308
5:45 0 0 0 0 0 121 13 134 10 0 14 24 20 123 0 143 301
HR TOTAL 0 0 0 0 0 490 46 536 56 0 41 97 70 612 0 682 1315
PH TOTAL 0 0 0 0 0 950 92 1042 143 0 89 232 145 1251 0 1402 2676
PEAR HOUR
4:30-5:30 PM 1399
J
J
J
J
MANUAL TURN MOVEMENT COUNT 15 MINUTE SUMMARY
FOR: EARTH TECH
BY: NORTHEAST TRAFFIC COUNTS
FILE: NH- PR -CH-ET Z -59 (17csi) 1:226 1N-542
SITE CODE NORTHBAMPTON, MASSACHUSETTS
Major St. CHAPEL STREET
Minor St. LAUREL STREET
Al -BL99
LOCATION 1 4 Date: THURSDAY
APRIL 25, 1996
Sum Movements: ALL VEHICLES
LAUREL STREET CHAPEL STREET LAUREL STREET CHAPEL STREET
TIME NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND VEHICLE
BEGIN RT THRU LT TOT RT THRU LT TOT RT THRU LT TOT RT THRU LT TOT TOTAL
7:00 AN 1 1 1 3 0 32 1 33 0 2 0 2 0 8 0 8 46
7:15 0 2 0 2 1 48 0 49 1 3 0 4 0 9 0 9 64
7:30 0 4 1 5 0 51 0 51 1 1 0 2 1 14 0 15 73
7:45 3 6 1 10 1 62 1 64 1 5 1 7 0 18 0 18 99
HR TOTAL 4 13 3 20 2 193 2 197 3 11 1 15 1 49 0 50 282
8:00 AM 0 2 0 2 0 48 0 48 0 5 0 5 0 18 0 18 13
J 8:15 0 3 2 5 0 51 1 52 0 4 0 4 0 15 0 15 16
j 8:30 0 2 0 2 3 51 2 56 2 4 0 6 1 20 0 21 85
8:45 3 3 1 1 2 35 1 38 1 4 0 5 0 12 0 12 62
J HR TOTAL 3 10 3 16 5 185 4 194 3 17 0 20 1 65 0 66, 296
AM TOTAL
7 23 6 36 1 318 6 391 6 28 1 35 2 114 0 116 518
PEAK HOUR
7:45 -8:45 AM 333
4:00 PM 0 4 1 5 0 18 2 20 0 3 0 3 0 18 0 18 46
4:15 0 9 0 9 0 28 2 30 5 3 1 9 1 31 2 34 82
4:30 1 4 0 5 0 32 2 34 0 10 0 10 0 43 4 41 96
4:45 0 17 0 11 0 28 4 32 0 6 0 6 0 51 1 58 113
HR TOTAL 1 34 1 36 0 106 10 116 5 22 1 28 1 149 1 151 337
5:00 PM 0 5 0 5 0 32 4 36 1 10 2 13 0 47 0 47 101
5:15 0 10 1 11 1 28 1 30 2 3 0 5 0 49 2 51 97
5:30 1 9 1 11 0 18 1 19 2 1 0 3 0 54 1 55 88
5:45 2 9 1 12 1 27 2 30 1 2 0 3 0 41 0 41 86
HR TOTAL 3 33 3 39 2 105 8 115 6 16 2 24 0 191 3 194 372
PH TOTAL 4 67 4 75 2 211 18 231 11 38 3 52 1 340 10 351 709
PEAK HOUR
4:30 -5:30 PH 407
1.
1
NAIOAL TORN KOYENEIT CHIT 15 MUTE SMART
FOR:. IA171 T1C1
1i: I01711AST TRAFFIC COO11S
FILE: 11-PI -C8 -1T Z-59 (llcsij L:226
SITE CODE NORTRBANPTON, MASSACHUSETTS
Major St. CRAP1 STREET
Nieor St. PRINCE BYRES!
TIME
11011
AN TOTAL
11.541 81.8199
LOCATION 1 2
Suu Movements: ALL VEHICLES
Date: tHUR$DAT
APRIL 25, 1996
CHAPBL STREET PRINCE STREET CRAP L STREI!
NOR?K80VND EASTBOUND SOUTHB001D B1 THOUND VEHICLE
RT TRIO LT TOT R! ?HRU LT TOT AT 7880 LT TOT R? T RU LT T0! 70785
7:00 111 0 0 0 0 1 8 0 9 5 0 6 11 0 3 15 18 38
7 :15 0 0 0 0 3 14 0 17 1 0 13 14 0 45 0 45 76
7:30 0 0 0 0 4 11 0 15 0 0 11 18 0 X 43 0 43 75
7:45 1 0 0 0 2 13 0 15 0 0 17 17 0 '45 0 46 78
11 TOTAL 0 0 0 0 10 46 0 56 5 0 54 60 0 137 15 152 268
1:00 AN 0- 0 0 0 S 17 0 22 1 0 21 29 0 63 0 63 114
1:15 0 0 0 0 10 18 0 21 1 0 17 11 0 55 0 55 101
1:30 0 0 0 0 2 21 0 23 1 0 13 14 0 50 0 50 87
1:45 0 0 0 0 5 12 0 17 0 0 12 12 0 32 0 32 61
11 TOTAL 0 0 0 0 22 68 0 90 3 0 70 13 0 200 0 200 363
0 0 0 0 32 114 0 146 9 0 174 133 0 137 15 352 631
6e.
PEA!( 000!
7:45-8:45 AM 380
4:00 PN 0 0 0 0 19 39 0 58 0 0 16 16 0 ;30 0 30 104
4:15 0 0 0 0 8 41 0 49 1 0 12 13 0 .27 0 27 89
4:30 0 0 0 0 28 43 0 71 2 0 23 25 0 ;31 0 38 134
4:45 0 0 0 0 18 53 0 11 1 0 20 21 0 ;29 0 29 171
II TOTAL 0 0 0 0 73 176 0 249 4 0 11 75 0 124 0 124 448
5:00 PM 0 0 0 0 21 47 0 68 0 0 15 15 0 135 0 35 118
5 :15 0 0 0 0 27 47 0 14 1 0 12 13 0 j24 0 24 111
5:30 0 0 0 0 28 44 0 72 0 0 28 28 0 !25 0 25 125
5:45 0 0 0 0 .31 41 0 72 0 0 27 27 0 X27 0 27 126
N1 TOTAL 0 0 0 0 107 179 0 286 1 0 82 13 0 11 0 111 400
PM 10781 0 0 0 0 180 355 0 535 5 0 153 158 0 1!35 0 235 91
a r .0.c:::cec-
PRA8 8008
4:30-5;79 PM 484
SA18AL TqI>< MOM EIT 0001T 16 M118T3 SMART
POI: IART8 TECI
IT: NORTHEAST TRAPPIC COUNTS
/I1I: 1I-II-83-Ef 5-59 (llcsi) L:226 13-542
01-1639
SIT! CODI 1ORTRAAMPT0I, MASSACHUSETTS LOCATION 1 5 bate: TRURSDII!
Major St. !AILI STREET APRIL 25, 1996
Minor St. t MIST STREET Sus Moveunts: ALL VIICLES
EARLE STREET VEST STREET RPT STREET
TIRE IORTRE008D gAS75OUND SOUT880URD 835780010 Y11I1CLR
IICIM If TIRO LT TOT IT THRU LT TOT IT TIM LT TOT 4 TARO LT 707 TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
—1:15 9 0 0 9 0 40 0 40 0 0 0 0 12 4 16 65
1:30 13 0 1 19 4 18 0 82 0 0 0 0 26 10 36 137
7:45 20 .0 4 24 1 101 0 102 0 0 0 0 25 10 35 161
II TOTAL 41 0 5 52 5 219 0 224 0 0 0 0 63 24 17 363
1:00 114 18 0 1 19 0 85 0 85 0 0 0 0 0 28 4 32 136
8:15 21 0 1 27 0 99 0 99 0 0 0 0 1 26 11 37.. 151
1:30 18 0 0 18 0 63 0 63 0 0 0 0 26 9 35 116
1:45 19 0 1 20 I 66 0 61 0 0 0 1 27 10 31 124
83 TOTAL 76 0 3 19 1 313 0 314 0 0 0 1 i 101 34 141 534
111 TOTAL 123 0 8 131 6 532 0 538 0 0 0 0 110 SI 228 191
C 22:.22
P1A1 I00R
7:30.1:30 AM 592
4:00 PM 15 0 0 15 4 43 0 47 0 0 0 0 1 65 25 105 167
4:15 16 0 1 17 3 46 0 49 0 0 0 0 1 55 11 89 155
4:30 9 0 3 12 2 48 0 SO 0 0 D 0 1; 14 24 116 171
4:45 4 0 3 1 1 42 0 43 0 0 0 0 2 79 11 122 112
81 TOTAL 44 0 1 51 10 119 0 189 0 0 0 0 1 213 84 432 612
5 :00 PM 10 0 2 12 0 40 0 40 0 0 0 0 2 13 15 111 163
5:15 11 0 2 13 1 3i 0 31 0 0 0 0 1 14 15 113 163
5:30 9 0 2 11 3 35 0 31 0 0 0 0 11 65 6 84 133
5:45 6 0 1 7 2 49 0 51 0 0 0 0 2 19 15 114 172
88 TOTAL 36 0 7 43 6 160 0 166 0 0 0 0 71 301 51 422 631
PM TOTAL 80 0 14 94 16 339 0 355 0 0 0 0 14 574 135 154 1303
...n.. n^•. rye
cc:t
cs:
Pim 8008
4:30 =5 :30 PM 516
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UnLit) 1
Daylight
;Daylight
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Dark(Road Lit),
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Dark(Road Lit)
!Daylight
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1 Daylight
(Snow
1
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Cloudy 1
(Clear 1
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(Clear
'Clear
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Cloudy
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'RT 66 /ROCKY HILL
ROCKY HILL RD -RT I
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1
'2
3
4
5
Total
Entering
Vehicles
NB
S8
E8
WB
CITY/TOWN :NORTHAMPTON
MAJOR STREET: ROUTE 9 (ELM STREET)
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
TOTAL #DF
ACCIDENTS
0.090
11
CRASH RATE CALCULATION:
#DF
YEARS
MassilOwly
CRASH RATE WORKSHEET
INTERSECTION DATA
MINOR STREET(S): ROUTE 66 (CHAPEL STREET/WEST STREET)
APPROACH ADT:
Peak Hour Volumes
3
RATE
COUNT DATE 2001
North
740
450
725
4v r
SkGNALIZED:
AVERAGE OF
(A
(xoT
X
.11
Comments
MHD USE ONLY
Source
ST
ST
ST
ST
ST
N nsp#
INTERSECTION
1
2
3
4
5
Total
Entering
NB
SB
EB
WB
Vehicles
580
320
1,020
620
NNW My
CRASH RATE WORKSHEET
J
J
CT
J
CITY/TOWN NORTHAMPTON
DISTRICT 2 UNSIGNALIZED
MAJOR STREET ROUTE 9 (MAIN STREET)
MINOR STREET(S) ROUTE 10 (SOUTH STREET) STATE STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
CRASH RATE CALCULATION
Comments
North
1,020
320
580
620
0.090
16
APPROACH ADT
OF
YEARS
INTERSECTION DATA
Peak Hour Volumes
3
RATE
COUNT DATE
SIGNALIZED
28x2
AVERAGE OF
ACCIDENTS
(A' 1,000,000
ADT 365
2001
X
ADT TOTAL VOU"K" FACT.
1
Et4
MHD USE ONLY
Source
ST
ST
ST
ST
ST
REF
INTERSECTION
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
520
920
0
570
r
CITY /TOWN NORTHAMPTON COUNT DATE 2001
DISTRICT 2 UNSIGNALIZED
MAJOR STREET ROUTE 10 (SOUTH STREET)
MINOR STREET(S) OLD SOUTH STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
"K" FACTOR:
TOTAL OF
ACCIDENTS
CRASH RATE CALCULATION
Comments
r
CRASH RATE WORKSHEET
INTERSECTION DATA
SIGNALIZED
lx
North
0
920
520
570
Peak Hour Volumes
0.090
9
APPROACH ADT
OF
YEARS:
3
RATE
AVERAGE OF
ACCIDENTS
(A 1,000,000
(ADT *365)
ADT TOTAL VOLE K" FACT.
4
MHD USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
0
170
510
760
NORTHAMPTON
r-,
r
DISTRICT 2 UNSIGNALIZED
MAJOR STREET ROUTE 10 (SOUTH STREET)
MINOR STREET(S) EARLE STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
0.090
1
CRASH RATE CALCULATION
Comments
MasslDJiwiY
CRASH RATE WORKSHEET
North
510
170
760
APPROACH ADT
OF
YEARS:
X
INTERSECTION DATA
Peak Hour Volumes
3
RATE
COUNT DATE 2001
SIGNALIZED
AVERAGE OF
ACCIDENTS
(A 1,000,000
(ADT 365)
I.`
ADT TOTAL VOU"K" FACT. 'VI
try
MHD USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
135
105
55
30
CITY/TOWN NORTHAMPTON COUNT DATE 2001
DISTRICT 2 UNSIGNALIZED
MAJOR STREET EARLE STREET
MINOR STREET(S) GROVE STREET TEXAS ROAD
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
Comments
North
55
105
135
30
0.090
4
CRASH RATE CALCULATION
CRASH RATE WORKSHEET
APPROACH ADT
OF
YEARS:
Afassitifirly
X 1
INTERSECTION DATA
Peak Hour Volumes
3
RATE
SIGNALIZED
AVERAGE OF
ACCIDENTS
(A 1,000,000
ADT 365
ADT TOTAL VOLP'K" FACT.
MHD USE ONLY
Source
ST
ST
ST
ST
I' ST
INTERSECTION
REF
1
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
0
40
40
95
CITY/TOWN NORTHAMPTON
P
I�
I
L
E
L.
L
DISTRICT 2 UNSIGNALIZED
MAJOR STREET GROVE STREET
MINOR STREET(S) LAUREL STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
Comments
0.090
0
CRASH RATE CALCULATION
Mas*lws
CRASH RATE WORKSHEET
X
INTERSECTION DATA
APPROACH ADT
OF
YEARS:
Peak Hour Volumes
3
RATE
COUNT DATE 2001
SIGNALIZED
North
40
40
95
AVERAGE OF
ACCIDENTS
(A 1,000,000
ADT *365)
[ta
lak
r�r
ADT TOTAL VOL/"K" FACT. q
MHD USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
50
0
140
235
..yy
25
CITY/TOWN NORTHAMPTON COUNT DATE 2001
DISTRICT 2 UNSIGNALIZED
X
MAJOR STREET ROUTE 66 CHAPEL STREET)
MINOR STREET(S) GROVE STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
CRASH RATE CALCULATION
Comments
Masselfirsy
CRASH RATE WORKSHEET
INTERSECTION DATA
1
SIGNALIZED
North
140
50
235
Peak Hour Volumes
0.090
6
APPROACH ADT
OF
YEARS:
3
RATE
AVERAGE OF
ACCIDENTS
(A 1,000,000
(ADT *365)
ADT TOTAL VOLP'K" FACT.
MHD USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
40
35
115
215
1 U5.
CITY/TOWN NORTHAMPTON
DISTRICT 2 UNSIGNALIZED
MAJOR STREET ROUTE 66 CHAPEL STREET)
MINOR STREET(S) LAUREL STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
"K" FACTOR:
TOTAL OF
ACCIDENTS
0.090
8
CRASH RATE CALCULATION
Comments
Mosseffiroy
CRASH RATE WORKSHEET
North
115
35
40
215
APPROACH ADT
OF
YEARS:
IX
INTERSECTION DATA
Peak Hour Volumes
3
RATE
COUNT DATE 2001
SIGNALIZED
AVERAGE OF
ACCIDENTS
(A 1,000,000
ADT' 365
ADT TOTAL VOU"K" FACT.
iff0
MHD USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
50
0
100
85
DISTRICT 2 UNSIGNALIZED
MAJOR STREET LAUREL STREET
MINOR STREET(S) BURTS PIT ROAD
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
Comments
0.090
0
CRASH RATE CALCULATION
MasaIttiw,
CRASH RATE WORKSHEET
CITY/TOWN NORTHAMPTON COUNT DATE
OF
YEARS:
X
INTERSECTION DATA
North
100
50
85
APPROACH ADT
Peak Hour Volumes
3
RATE
SIGNALIZED
AVERAGE OF
ACCIDENTS
(A 1,000,000
(ADT 365
2001
ADT TOTAL VOL/"K" FACT.
_a.
MHD USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
0
75
105
320
'f
3
I_ 1 CITY/TOWN NORTHAMPTON
L_ 1
DISTRICT 2 UNSIGNALIZED
r
L
r
L
MAJOR STREET ROUTE 66 CHAPEL STREET)
MINOR STREET(S) PRINCE STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
"K" FACTOR:
TOTAL OF
ACCIDENTS
CRASH RATE CALCULATION
Comments
Missiliaway
CRASH RATE WORKSHEET
North
105
75
320
0.090
0
APPROACH ADT
OF
YEARS:
X
COUNT DATE
INTERSECTION DATA
Peak Hour Volumes
3
RATE
SIGNALIZED
tY4 47
AVERAGE OF
ACCIDENTS
(A 1,000,000
ADT *365)
2001
ADT TOTAL VOL/"K" FACT.
INTERSECTION
MHD USE ONLY
Source
ST
ST
ST
ST
ST
REF
1
2
3
4
5
Total
Entering
Vehicles
NB
SB
EB
WB
45
0
175
370
CITY/TOWN NORTHAMPTON COUNT DATE 2001
DISTRICT 2 UNSIGNALIZED
IX
MAJOR STREET ROUTE 66 PRINCE STREET)
MINOR STREET(S) EARLE STREET
INTERSECTION
DIAGRAM
(Label Approaches)
APPROACH:
DIRECTION
VOLUMES (AM /PM)
K FACTOR
TOTAL OF
ACCIDENTS
CRASH RATE CALCULATION
Comments
Massiarsyr
CRASH RATE WORKSHEET
INTERSECTION DATA
SIGNALIZED
North
175
45
370
0.090
2
APPROACH ADT
OF
YEARS:
Peak Hour Volumes
3
RATE
AVERAGE OF
ACCIDENTS
(A 1,000,000
(ADT 365
ADT TOTAL VOL/"K" FACT.
4
MHO USE ONLY
Source
ST
ST
ST
ST
ST
INTERSECTION
REF
ni
SEASONAL GROWTH DATA
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TRIP GENERATION/DISTRIBUTION CALCULATIONS
1990 U.S. CENSUS JOURNEY TO WORK DATA FOR CITY OF NORTHAMPTON
Residence
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
Northampton
city
city
city
city
city
city
city
city
city
city
city
city
city
city
city
city
city
city
city
Northampton city
Northampton city
Northampton city
Northampton city
Northampton city
Northampton city
Total
Workplace
Northampton city
Amherst CDP
Springfield city
Holyoke city
Remainder of Easthampton
Remainder of Hadley town
Remainder of Deerfield t
Remainder of South Hadle
Westfield city
Chicopee city
Remainder of Hatfield to
Remainder of East Longme
Hartford city
West Springfield CDP
Greenfield CDP
Remainder of Southampton
Remainder of Belchertown
Remainder of Montague to
Remainder of Enfield tow
Remainder of Agawam town
Worcester city
Pittsfield city
Remainder of Ludlow town
Windsor Locks CDP (pt.)
Remainder of Hampden tow
Daily Peak Daily Peak
8977 4238 63.1% 58.2%
1334 739 9.4% 10.2%
1060 718 7.5% 9.9%
518 257 3.6% 3.5%
502 234 3.5% 3.2%
273 138 1.9% 1.9%
168 133 1.2% 1.8%
188 109 1.3% 1.5%
198 95 1.4% 1.3%
158 90 1.1% 1.2%
134 76 0.9% 1.0%
56 56 0.4% 0.8%
69 45 0.5% 0.6%
98 44 0.7% 0.6%
87 36 0.6% 0.5%
45 36 0.3% 0.5%
70 32 0.5% 0.4%
31 31 0.2% 0.4%
38 29 0.3% 0.4%
57 29 0.4% 0.4%
43 26 0.3% 0.4%
45 24 0.3 0.3%
30 22 0.2% 0.3%
20 20 0.1% 0.3%
28 20 0.2% 0.3%
14227 7277 100.0% 100.0%
1990 U.S. CENSUS JOURNEY TO WORK DATA FOR CITY OF NORTHAMPTON
Workplace Residence Daily Peak Daily Peak
Northampton city Northampton city 8977 4238 48.5% 43.6%
Northampton city Remainder of Easthampton 2136 1220 11.5% 12.6%
Northampton city Remainder of Hatfield to 550 350 3.0% 3 .6%
Northampton city Remainder of Amherst tow 581 267 3.1% 2.7%
Northampton city Remainder of Southampton 430 245 2.3% 2.5%
Northampton city Remainder of Williamsbur 477 235 2.6% 2.4%
Northampton city Remainder of Hadley town 403 213 2.2% 2.2%
Northampton city Springfield city 349 196 1.9% 2.0%
Northampton city Remainder of Westhampton 294 192 1.6% 2.0%
Northampton city Remainder of Belchertown 268 174 1.4% 1.8%
Northampton city Chicopee city 238 170 1.3% 1.7%
Northampton city Remainder of South Hadle 256 165 1.4% 1.7%
Northampton city Remainder of Deerfield t 222 158 1.2% 1.6%
Northampton city Remainder of Chesterfiel 243 153 1.3% 1.6%
Northampton city Holyoke city 353 150 1.9% 1.5%
Northampton city Remainder of Goshen town 183 115 1.0% 1.2%
Northampton city Remainder of Whately tow 144 90 0.8% 0.9%
Northampton city South Amherst CDP 143 90 0.8% 0.9%
Northampton city Remainder of Sunderland 152 83 0.8% 0.9%
Northampton city Ware CDP 144 88 0.8% 0.9%
Northampton city Remainder of Ashfield to 120 75 0.6% 0.8%
Northampton city Remainder of Agawam town 105 74 0.6% 0.8%
Northampton city North Amherst CDP 188 73 1.0% 0.8%
Northampton city Longmeadow CDP 103 71 0.6% 0.7%
Northampton city Greenfield CDP 92 68 0.5% 0.7%
Northampton city Westfield city 165 68 0.9% 0.7%
Northampton city Remainder of Cummington 91 61 0.5% 0.6%
Northampton city Remainder of Granby town 116 61 0.6% 0.6%
Northampton city Remainder of Worthington 92 61 0.5% 0.6%
Northampton city Remainder of Huntington 86 56 0.5% 0.6%
Northampton city West Springfield CDP 88 54 0.5% 0.6%
Northampton city Remainder of Conway town 96 53 0.5% 0.5%
Northampton city Remainder of Montague to 79 43 0.4% 0.4%
Northampton city Remainder of Pelham town 66 40 0.4% 0.4%
Northampton city Remainder of Leverett to 59 35 0.3% 0.4%
Northampton city Remainder of Ludlow town 41 33 0.2% 0.3%
Northampton city Remainder of Monson town 75 32 0.4% 0.3%
Northampton city Remainder of Plainfield 49 29 0.3% 0.3%
Northampton city Remainder of Shutesbury 69 26 0.4% 0.3%
Northampton city Turners Falls CDP 45 25 0.2% 0.3%
Northampton city Remainder of Buckland to 35 22 0.2% 0.2%
Northampton city Remainder of Gill town 24 18 0.1% 0.2%
Northampton city Southbridge CDP 22 16 0.1% 0.2%
Northampton city Remainder of Northfield 31 15 0.2% 0.2%
Northampton city Remainder of Hampden tow 15 15 0.1% 0.2%
Total 18495 9716 100.0% 100.0%
Towns using Interstate 91
North of the site
Town
Deerfield
Hatfield
Greenfield
Montague
Total 3.7
Towns using Route 9
East of the site
Town
Northampton
Amherst
Hadley
South Hadley
Belchertown
Total 40
Towns using Route 9
West of the site
Town
Northampton
Total
Town
Northampton
Total
Total 100
Residential Regional Route Distribution
Percent
1.8
1
0.5
0.4
Percent
26
10.2
1.9
1.5
0.4
Percent
20
20
Percent
2
2
Towns using Interstate 91
South of the site
Town
Springfield
Holyoke
Chicopee
E Longmeadow
Hartford
W Springfield
Enfield
Agawam
Worcester
Pittsfield
Ludlow
Windsor Locks
Hampden
Total
Towns using Route 10
South of the site
Town
Easthampton
Westfield
Northampton
Southampton
Town
Northampton
Total
Percent
9.9
3.5
1.2
0.8
0.6
0.6
0.4
0.4
0.4
0.4
0.3
0.3
0.3
19.1
Percent
3.2
1.3
1.2
0.5
Total 6.2
Towns using Route 66
West of the site Towns using State Street
North of the site
Percent
9
9
Towns using Interstate 91
North of the site
Town
Hatfield
Deerfield
Northampton
Whately
Greenfield
Conway
Montague
Turners Falls
Buckland
Gill
Northfield
Total
Towns using Route 9
East of the site
Town
Northampton
Amherst
Hadley
Belchertown
South Hadley
South Amherst
Sunderland
Ware
North Amherst
Granby
Pelham
Leverett
Shutesbury
Total
Towns using Route 66
West of the site
Town
Northampton
Westhampton
Southampton
Huntington
Percent
1.6
1.6
1.4
0.9
0.7
0.5
0.4
0.3
0.2
0.2
0.2
8
Percent
7.4
2.7
2.2
1.8
1.7
0.9
0.9
0.9
0.8
0.6
0.4
0.4
0.3
21
Percent
7.4
2
1
0.6
Total 11
Total 100
Workplace Regional Route Distribution
Towns using Interstate 91
South of the site
Town
Springfield
Chicopee
Holyoke
Agawam
Northampton
Longmeadow
W Springfield
Ludlow
Monson
Southbridge
Hampden
Total 9
Towns using Route 9
West of the site
Town
Northampton
Williamsburg
Chesterfield
Goshen
Ashfield
Cummington
Worthington
Plainfield
Total 27
Towns using Route 10
South of the site
Town
Northampton
Easthampton
Southampton
Westfield
Total 20
Towns using State Street
North of the site
Town
Northampton
Hatfield
Total
Percent
2
1.7
1.5
0.8
0.7
0.7
0.6
0.3
0.3
0.2
0.2
Percent
19.5
2.4
1.6
1.2
0.8
0.6
0.6
0.3
Percent
5.2
12.6
1.5
0.7
Percent
2
2
4
Li
1
n
7
U
Northampton State Hospital Phase I Redevelopment
Light Industrial Generation (47,000SF) Small Retail Generation 19,000SF
Enter Exit Total Enter Exit Total
Morning 38 5 43 Morning 8 6 14
Evening 6 41 46 Evening 21 28 49
Weekday Daily 164 164 328 Weekday Daily 386 386 772
Office Generation (86,000SF) Total Aggregate Uses
Enter Exit Total Enter Exit Total
Morning 130 18 147 Morning 176 28 204
Evening 24 117 141 Evening 51 186 237
Weekday Daily 518 518 1035 Weekday Daily 1068 1068 2135
Business Park Generation 152,000SF) Difference Aggregate Uses Vs. Business Park
Enter Exit Total Enter Exit Total
Morning 181 37 218 Morning 5 9 14
Evening 33 184 217 Evening -18 -2 -20
Weekday Daily 1190 1190 2380 Weekday Daily 122 122 245
Total Residential 109 Units) Total Project Generation
Enter Exit Total Enter Exit Total
Morning 18 67 85 Morning 194 95 289
Evening 70 37 107 Evening 121 223 344
Weekday Daily 515 515 1030 Weekday Daily 1583 1583 3165
Institute of Transportation Engineers (ITE)
Land Use Code (LUC) 210 Single Family Detached Housing
Average Vehicle Trips Ends vs: Dwelling Units
Independent Variable (X): 20
AVERAGE WEEKDAY DAILY
L.n T 0.920 Ln (X) 2.707
Ln T 0.920 Ln 20 (2.707)
Ln T 5.46
T 235.82
T 236 vehicle trips
with 50% 118 vpd) entering and 50% 118 vpd) exiting.
WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 0.700 (X) 9.477
T 0.700 20 (9.477)
T 23.48
T 23 vehicle trips
with 25% 6 vph) entering and 75% 17 vph) exiting.
WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC
Ln T 0.901 Ln (X) 0.527
Ln T 0.901 Ln 20 (0.527)
Ln T 3.23
T 25.18
T 25 vehicle trips
with 64% 16 vph) entering and 36% 9 vph) exiting.
SATURDAY DAILY
Ln T 0.956 Ln (X) 2.540
Ln T 0.956 Ln 20 (2.540)
Ln T 5.40
T 222.28
T 222 vehicle trips
with 50% 111 vpd) entering and 50% 111 vpd) exiting.
SATURDAY MIDDAY PEAK HOUR OF GENERATOR
T= 0.886 (X) 11.065
T 0.886 20 (11.065)
T 28.79
T 29 vehicle trips
with 54% 16 vph) entering and 46% 13 vph) exiting.
Confidential Vanasse Associates, Inc. Trip Generations.xls
Institute of Transportation Engineers (ITE)
Land Use Code (LUC) 210 Single Family Detached Housing
Average Vehicle Trips Ends vs: Dwelling Units
Independent Variable (X): 22
AVERAGE WEEKDAY DAILY
Ln T 0.920 Ln (X) 2.707
Ln T 0.920 Ln 22 (2.707)
Ln T 5.55
T 257.43
T 258 vehicle trips
with 50% 129 vpd) entering and 50% 129 vpd) exiting.
WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 0.700 (X) 9.477
T 0.700 22 (9.477)
T 24.88
T 25 vehicle trips
with 25% 6 vph) entering and 75% 19 vph) exiting.
WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC
Ln T 0.901 Ln (X) 0.527
Ln T 0.901 Ln 22 (0.527)
Ln T 3.31
T 27.44
T 27 vehicle trips
with 64% 17 vph) entering and 36% 10 vph) exiting.
SATURDAY DAILY
Ln T 0.956 Ln (X) 2.540
Ln T 0.956 Ln 22 (2.540)
Ln T 5.50
T 243.48
T 244 vehicle trips
with 50% 122 vpd) entering and 50% 122 vpd) exiting.
SATURDAY MIDDAY PEAK HOUR OF GENERATOR
T 0.886 (X) 11.065
T 0.886 22 (11.065)
T 30.56
T 31 vehicle trips
with 54% 17 vph) entering and 46% 14 vph) exiting.
Confidential Vanasse Associates, Inc. Trip Generations.xls
Institute of Transportation Engineers (ITE)
Land Use Code (LUC) 220 Apartment
Average Vehicle Trips Ends vs: Dwelling Units
Independent Variable (X): 67
AVERAGE WEEKDAY DAILY
T 5.994 (X) 134.114
T 5.994 67 (134.114)
T 535.71
T 536 vehicle trips
with 50% 268 vpd) entering and 50% 268 vpd) exiting.
WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 0.497 (X) 3.238
T 0.497 67 (3.238)
T 36.54
T 37 vehicle trips
with 16% 6 vph) entering and 84% 31 vph) exiting.
WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 0.541 (X) 18.743
T 0.541 67 (18.743)
T 54.99
T 55 vehicle trips
with 67% 37 vph) entering and 33% 18 vph) exiting.
SATURDAY DAILY
T 7.852 (X) 256.189
T 7.852 67 (256.189)
T 269.90
T 270 vehicle trips
with 50% 135 vpd) entering and 50% 135 vpd) exiting.
SATURDAY MIDDAY PEAK HOUR OF GENERATOR
T 0.520 (X)
T= 0.520* 67
T 34.84
T 35 vehicle trips
with 50% 18 vph) entering and 50% 17 vph) exiting.
Confidential Vanasse Associates, Inc. 220 UNITS.xls
rl
LJL
Institute of Transportation Engineers (1TE)
Land Use Code (LUC) 110 General Light Industrial
Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area
Independent Variable (X): 152
AVERAGE WEEKDAY DAILY
T 6.970 (X)
T 6.970 152
T 1059.44
T 1,060 vehicle trips
with 50% 530 vpd) entering and 50% 530 vpd) exiting.
WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 0.920 (X)
T 0.920 152
T 139.84
T 140 vehicle trips
with 88% 123 vph) entering and 12% 17 vph) exiting.
WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 0.980 (X)
T 0.980 152
T 148.96
T 149 vehicle trips
with 12% 18 vph) entering and 88% 131 vph) exiting.
SATURDAY DAILY
T 1.320 (X)
T 1.320 152
T 200.64
T 200 vehicle trips
with 50% 100 vpd) entering and 50% 100 vpd) exiting.
SATURDAY MIDDAY PEAK HOUR OF GENERATOR
T 0.140 (X)
T 0.140 152
T 21.28
T 21 vehicle trips
with 47% 10 vph) entering and 53% 11 vph) exiting.
Confidential Vanasse Associates, Inc. 110 SF.xls
Institute of Transportation Engineers (ITE)
Land Use Code (LUC) 710 General Office Building
Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area
Independent Variable (X): 152
AVERAGE WEEKDAY DAILY
Ln T 0.768 Ln (X) 3.654
Ln T 0.768 Ln 152 (3.654)
Ln T 7.51
T 1830.49
T 1,830 vehicle trips
with 50% 915 vpd) entering and 50% 915 vpd) exiting.
WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC
Ln T 0.797 Ln (X) 1.558
Ln T 0.797 Ln 152 (1.558)
Ln T 5.56
T 260.35
T 260 vehicle trips
with 88% 229 vph) entering and 12% 31 vph) exiting.
WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC
T= 1.121 *(X) +79.295
T 1.121 152 (79.295)
T 249.69
T 250 vehicle trips
with 17% 43 vph) entering and 83% 207 vph) exiting.
SATURDAY DAILY
T 2.370 (X)
T 2.370 152
T 360.24
T 360 vehicle trips
with 50% 180 vpd) entering and 50% 180 vpd) exiting.
SATURDAY MIDDAY PEAK HOUR OF GENERATOR
T 0.410 (X)
T 0.410 152
T 62.32
T 62 vehicle trips
with 54% 33 vph) entering and 46% 29 vph) exiting.
Confidential Vanasse Associates, Inc. 710 SF.xls
Confidential
Institute of Transportation Engineers (ITE)
Land Use Code (LUC) 814 Specialty Retail Center
Average Vehicle Trips Ends vs: 1,000 Sq. Feet Gross Floor Area
Independent Variable (X): 19.0
AVERAGE WEEKDAY DAILY
T 40.670 (X)
T 40.670 19
T 772.73
T 772 vehicle trips
with 50% 386 vpd) entering and 50% 386 vpd) exiting.
WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC
ITE LUC 820 Weekday Morning Trip Rate .ITE LUC 814 Weekday Morning Trip Rate
ITE LUC 820 Weekday Evening Trip Rate ITE LUC 814 Weekday Evening Trip Rate
1.03
3.74
T= Y* 19.0
T 13.55
T 14 vehicle trips
with 61 8 vph) entering and 39% 6 vph) exiting.
(same distribution split as ITE LUC 820 during the weekday moming peak hour of adjacent street traffic)
WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC
T 2.590 (X)
T= 2.590* 19.0
T 49.21
T 49 vehicle trips
with 43% 21 vph) entering and 57% 28 vph) exiting.
SATURDAY DAILY
T 42.040 (X)
T 42.040 19
T 798.76
T 798 vehicle trips
with 50% 399 vpd) entering and 50% 399 vpd) exiting.
SATURDAY MIDDAY PEAK HOUR
ITE LUC 820 Saturday Midday Trip Rate ITE LUC 814 Saturday Midday Trip Rate
ITE LUC 820 Saturday Daily Trip Rate ITE LUC 814 Saturday Daily Trip Rate
4.97
49.97
(Y)
2.59
(Y)
42.04
Y 0.7132888
Y 4.1812848
T= Y* 19.0
T 79.44
T 79 vehicle trips
with 52% 41 vph) entering and 48% 38 vph) exiting.
(same distribution split as ITE LUC 820 during the Saturday midday peak hour of generator)
Vanasse Associates, Inc. Trip Generations.xls
SYNCHRO ANALYSIS
r
HCM Signalized Intersection Capacity Analysis 2001 Weekday AM Existing Conditions
9/21/2001
3: Route 9 Route 66
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
1710
4.0
0.95
0.99
1.00
3138
1.00
3138
Volume (vph) 590
Peak -hour factor, PHF 0.90
Adj Flow (vph) 656
Lane Group Flow (vph) 728
Turn Type
Protected Phases 2
Permitted Phases
Actuated Green, G (s) 18.8
Effective Green, g(s) 18.8
Actuated g/C Ratio 0.33
Clearance Time (s): 4.0
Vehicle Extension (s) 3.0
Lane "Grp.Cap (vph) 1044
v/s Ratio Prot c0.23
Nits Ratio Perm
v/c Ratio 0.70
Uniform Delay,,d1 16:4
Progression Factor 1.00
Incrernental'Delay, d2 2.1
Delay (s) 18.4
Level of. Service B
Approach Delay (s) 18.4
Approach LOS B
HcM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length; (s)
Intersection Capacity Utilization
c Critical Lane Group
4--- 4
1710 1710
4.0
1.00
1.00
0.95
1593
0.95
1593
65 255
0.90 0.90
72 283
0 283
r
1710 1710 1710
4.0 4.0 4.0
1.00 1.00 1.00
1.00 1.00 0.85
1.00 0.95 1.00
1676 1593 1425
1.00 0.95 1.00
1676 1593 1425
450 90 345
0.90 0.90 0.90
500 100 383
500 100 383
Prot pm +ov
1 6 8 1
8
16.3 39.1 9.4 25.7
16.3 39.1 9.4 25.7
0.29 0.69 0.17 0.45
4.0 4.0 4.0 4.0
3.0 3.0 3.0 3.0
460 1160 265 749
c0.18 0.30 0.06 c0.15
0.12
0.62 0.43 0.38 0.51
17.4 3.8 20.9 10.9
1.00 1.00 1.00 1.00
2.4 0.3 0.9 0.6
19.8 4.1 21.8 11.5
B A CB
9.8 13.7
A B
S: \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
13.9 HCM Level of Service B
0.60
56.5 Sum of lost time (s)
56.3% ICU Level of Service
8.0
A
Synchro 5 Report
Page 1
Queues
3: Route 9 Route 66
4- 4 f*
Lane Configurations
Volume (vph) 590 255 450 90 345
Lane Group Flow (vph) 728 283 500 100 383
Turn Type Prot pm +ov
Protected Phases 2 1 6 8 1
Permitted Phases 8
Detector Phases 2 1 6 8 1
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 19.0 8.0 19.0 19.0 8.0
Total Split (s) 59.0 42.0 101.0 19.0 42:0
Total Split 49% 35% 84% 16% 35%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lag
Lead -Lag Optimize? Yes Yes Yes
Recall. Mode None None None Min None
Queue Length 50th (ft) 93 78 53 29 35
Queue Length 95th (ft) 221 208 129 99 129
Internal Link Dist (ft) 420 220 621
50th Up Block Time
95th Up Block Time 3%
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
Cycle Length: 120
Actuated Cycle Length: 57.4
Natural Cycle: 60
Control Type: Actuated- Uncoordinated
Splits and Phases: 3: Route 9 Route 66
S \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
2001 Weekday AM Existing Conditions
9/21/2001
Synchro 5 Report
Page 1
4 01
08
-'r" m2
59 s
12142 s 12
4--
06
101 s
Igv 119 s
1
MI
Queues
3: Route 9 Route 66
4- 4 f*
Lane Configurations
Volume (vph) 590 255 450 90 345
Lane Group Flow (vph) 728 283 500 100 383
Turn Type Prot pm +ov
Protected Phases 2 1 6 8 1
Permitted Phases 8
Detector Phases 2 1 6 8 1
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 19.0 8.0 19.0 19.0 8.0
Total Split (s) 59.0 42.0 101.0 19.0 42:0
Total Split 49% 35% 84% 16% 35%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lag
Lead -Lag Optimize? Yes Yes Yes
Recall. Mode None None None Min None
Queue Length 50th (ft) 93 78 53 29 35
Queue Length 95th (ft) 221 208 129 99 129
Internal Link Dist (ft) 420 220 621
50th Up Block Time
95th Up Block Time 3%
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
Cycle Length: 120
Actuated Cycle Length: 57.4
Natural Cycle: 60
Control Type: Actuated- Uncoordinated
Splits and Phases: 3: Route 9 Route 66
S \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
2001 Weekday AM Existing Conditions
9/21/2001
Synchro 5 Report
Page 1
r^
L_
r
HCM Signalized Intersection Capacity Analysis 2001 Weekday AM Existing Conditions
9/21/2001
5: Route 9 State Street
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Fit Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow. (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow. (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio:Prot
v/s Ratio Perm
v /c: Ratio
Uniform Delay, dl
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delays)
Approach LOS
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
38.1
0.81
85.2
80.5%
S: \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
1710 1710 1710 1710 1710 1710 1710 1710 1710
10 12 10 10 12 10 12 12 12
4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00
1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85
0.95 1.00 1.00 0.95 1.00 1.00 0.97 1.00
1486 318.5 1330 1486 1676 1330 1618 1425
0.95 1.00 1.00 0.95 1.00 1.00 0.97 1.00
1486 3185 1330 1486 1676 1330 1618 1425
135 400 385 140 290 20 315 120 280
0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
150 444 428 156 322 22 350 133 311
150:. 444 428 156 322 22 0 483 311
Prot pm +ov Prot Perm Split pm +ov
5 2 8 1. 6 8 8 1
2 6 8
12.1 18.1 44.3 12.3 18.3 18.3 26.2 38.5
12.1 18.1 44.3 12.3 18.3 18.3 26.2 38.5
0.14 0.21 0.52 0.14 0.21 0.21 0.31 0.45
4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
30 30' 30. '3.0 3.0
3.0 3.0 3.0
211 677 692 215 360 286 498 711
0.10 0.14 0:19 c0.10 c0.19 c0.30 0.06
0.13 0.02 0.16
0.71 -0.66: 0.62 0:73 0:89 0.08 0.97 0.44
34.9 30.7 14.5 34.8 32.5 26.7 29.1 16.0
1.00 1:00 1:00 1.00 1.00 1.00 1.00 1.00
10.7 2.3 1.7 11.5 23.4 0.1 32.2 0.4
45.6 33:0 16.1 46.3 55.9 .26.8 61.4 16.4
D C BD EC E B
27 :8. 51.6 43.7
C D D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
D
12.0
D
4 r
1710 1710 1710
12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.99 1.00
1665 1425
0.95 1.00
1593 1425
20 130 100
0.90 0.90 0.90
22 144 111
0- 166 111
Perm pm +ov
4 5
4 4
12.6 24.7
12.6 24.7
0.15 0.29
4.0 4.0
3.0 3.0
236 413
0.04
c0.10 0.04
0.70 0.27
34.5 23.3
1.00 1.00
9.1 0.4
43.7 23.6
D C
35.6
D
Synchro 5 Report
Page 2
SI o1
02
04
08
"TO'
18 s
I 1 23 s
MI
19 s
i aI30 s
05
06
18 s
1 123 s
K„ :'1
Queues
5: Route 9 State Street
Lane Configurations
Volume (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split
Yellow Time (s)
Ali -Red Time (s)
Lead /Lag
Lead -Lag Optimize?
Recall Mode
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
rr
135 400 385
150 444 428
Prot pm +ov
5 2 8
2
5 2 8
4.0 4.0 4.0
8.0 19.0 19.0
18.0 23.0 30.0
20% 26% 33%
3.0 3.0 3.0
1.0 1.0 1.0
Lead Lag
Yes Yes
None None
81 121
#159 174
220
Cycle Length: 90
Actuated Cycle Length: 85.3
Natural Cycle: 90
Control Type: Actuated Uncoordinated
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles:
Splits and Phases: 5: Route 9 State Street
S: \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
4' r
120 280
483 311
pm +ov
6 8 1
6 8
1 6 6 8 1
4.0 4.0 4.0 4.0 4.0
8.0 19.0 19.0 19.0 8.0
18.0 23.0 23.0 30.0 18.0
20% 26% 26% 33% 20%
3.0 3.0 3.0 3.0 3.0
1.0 1.0 1.0 1.0 1.0
Lead Lag Lag Lead
Yes Yes Yes Yes
Min None None None Min None
12 84 179 10 -295 0
37 #169 #336 30 #487 41
620 920
140
156
Prot
1
1'
290
322
20
22
Perm
2001 Weekday AM Existing Conditions
9/21/2001
4,
4 r
20 130 100
0 166 111
Perm pm +ov
4 5
4 4
4 4 5
4.0 4.0 4.0
19.0 19.0 8.0
19.0 19.0 18.0
21% 21% 20%
3.0 3.0 3.0
1.0 1.0 1.0
Lead
Yes
None None None
89 5
#159 19
447
25
62%
71% 5%
74 4
Synchro 5 Report
Page 2
i
L
HCM Signalized Intersection Capacity Analysis 2001 Weekday AM Existing Conditions
9/21/2001
7: Old South Street State Street
t
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn TYPe
Protected Phases
Permitted Phases.
Actuated Green, G (s)
Effective Green, g`(s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph):_`-
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
1710
4.0
1.00
1.00
0:95
1593
0.95
1593
115
0.90
`128
128
pr +ov
8 1
-8
9.5 35.5
9.5 35.5
0.12 0.45
4s0 ::40.
3.0 3.0
c0.08
HCM :Average Contro Delay
HCM Volume to Capacity ratio
Actuated •Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
180
0.90
200
200
32.2
32:2
0.40
4.0
3.0
1710 1710
4.0 4.0
1.00 1.00
1.00 0.85
1.00 1:00
1676 1425
1.00 1.00
1676 1425
535 310
0.90 0.90
594 344
594 344
pm +ov
2 8
2
41.7
41.7
0.52
4.0
3.0
677 817
0.09 c0.35 0.05
0:05 0.19
0.67 0.28 0.88 0.42
Uniform Delay, d1 33 6 44 0 21.9 11
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay;. d2. 9.1 0:2- 12:3 0 :4
Delay (s) 42.7 14.2 34.2 12.0
Level of Service D B C B
Approach Delay (s) 25.3 26.1
Approach LO C .:C
0.85
•79:7
80.7%
S: \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
410
0.90
456
456
Pro f
1 6
26.0
26.0
0.33
4.0
3.0
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
245
0.90
272
272
62.2
62.2
0.78
4.0
3.0
=520 1308:
c0 0.16
0.88 0.21
25 3 '.2.3
1.00 1.00
15.3 0.1
40.6 2.4
D ;A
26.3
C:
HCM LeVelof Service
Sum of lost time (s)
ICU Level of Service
12.0
D
Synchro 5 Report
Page 3
01
1 02
1 #1
08
34 s
I147
s MI
>r 06
81 s
I. ;:1114 s
1
1
Queues
7: OId South Street State Street
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th Bay" Block Time
Queuing Penalty (veh)
Lane Configurations f
Volume (vph) 115 180 535 310 410 245
Lane Group Flow (vph) 128 200 594 344 456 272
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 14.0 34.0 47.0 14.0 34.0 81.0
Total Split 15% 36% 49% 15% 36% 85%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 70 1 294 46 231 27
Queue Length 95th (ft) #171 38 441 95 #447 43
Internal Link Dist (ft) 520 419 920
9
Cycle Length: 95
Actuated Cycle Length: 80.3
Natural Cycle: 80
Control Type: Actuated- Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 7: OId South Street State Street
S: \Jobs \3206 \Synchro \Northampton AM EX.sy6
SDH
vanassando -ff51
2001 Weekday AM Existing Conditions
9/21/2001
Synchro 5 Report
Page 3
HCM Signalized Intersection Capacity Analysis 2001 Weekday PM Existing Conditions
7: Old South Street State Street 9/21/2001
J
J
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Fit Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume. (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
295
0.90
328
328
HCM' Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
rr
1710
4.0
1.00
0.85
1:00
1425
1.00
1425
275
0.90
306
306
pm+ov
8 1
8
17.5 36.4
17.5 36.4
0.26 0.54
4.0 .4.0
3.0 3.0
415. 858
c0.21 0.10
0`11
0.79 0.36
23:1. 8.7
1.00 1.00
9.9 0,3
33.0 9.0
C .A
21.4
C,
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
305
0.90 0.90
339 239
339 239
18.7
18.7
0.28
4:0
3.0
467
0.20
0.73
2'1:9
1.00
5.5
27.4
C
19.6
B
0.72
67:1
71.9%
S: \Jobs13206 \Synchro \Northampton PM EX.sy6
SDH
vanassando -ff51
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
215
pm+ov
2 8
2
36.2
36.2
0.54
4.0
3.0
854
0.07
0 :09
0.28
8.4
1.00
0.2
8.6
A
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
320
0.90
356
356 672
Prot
18.9
18.9
0.28
4.0
3.0
449
c0.22
0.79
22.3i
1.00
9.3
31.6
1'
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
605
0.90
672
41.6
41.6
0.62
4.0
3.0
1039_
c0.40
0.65
1.00
1.4'
9.5
:A
17.1
HCM E f Service
Sum of lost `.fime (s)
ICU Level of Service
Synchro 5 Report
Page 3
031
t m2
�f 08
27 s i1a a
34 s 1. 1
06
61 s 1-��
I,
24 s
Queues
7: Old South Street State Street
2001 Weekday PM Existing Conditions
9/21/2001
Lane Configurations l i r t r
Volume (vph) 295 275 305. 215 320
Lane Group Flow (vph) 328 306 339 239 356
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 24:0 27.0 34.0 240 27:0 61.0
Total Split 28% 32% 40% 28% 32% 72%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 141 0 145 8 146 172
Queue Length 95th (ft) #315 34 231 33 #320 268
Internal Link Dist (ft) 520 419 920
50th -Up Block Time
95th Up Block Time
Turn _Bay Length.(ft);
50th Bay Block Time
95th! Bay Block Time
Queuing Penalty (veh)
Cycle Length: 85
Actuated Cycle Length °'67.6
Natural Cycle: 60
Control Type:- Actuated- Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 7: Old South Street State Street
S: \Jobs 13206 \Synchro \Northampton PM EX.sy6
SDH
vanassando -ff51
605
672
Synchro 5 Report
Page 3
P
L
HCM Signalized Intersection Capacity Analysis 2001 Weekday PM Existing Conditions
9/21/2001
3: Route 9 Route 66
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp. Cap (vpt)
v/s Ratio Prot
v/s =Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
1121 459 1196 245 724
c0.26 c0.18 0.31 0.06 c0.16
0::12
0.73 0.63 0.43 0.36 0.57
16.8 18.7 3.6 22:9 12.6
1.00 1.00 1.00 1.00 1.00
2.5 2.7 0.3 09 1.0
19.3 21.4 3.8 23.8 13.6
B C A ..0 B
19.3 10.1 15.4
B B
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
r
1710 1710 1710 1710 1710 1710
4.0 4.0 4.0 4.0 4.0
0.95 1.00 1.00 1.00 1.00
0.98 1.00 1.00 1.00 0.85
1.00 0.95 1.00 0.95 1.00
3121 1593 1676 1593 1425
1.00 0.95 1.00 0.95 1.00
3121 1593 1676 1593 1425
640 100 260 465 80 370
0.90 0.90 0.90 0.90 0.90 0.90
711 111 289 517 89 411
822 0 289 517 89 411
Prot pm +ov
2 1 6 8 1
8
21.7 17.4 43.1 9.3 26.7
21.7 17.4 43.1 9.3 26.7
0.36 0.29 0.71 0.15 0.44
4.0 4.0 4.0 4.0 4.0
3.0 3.0 3.0 3.0 3.0
14.9-
0.64
60.4
60.7%
S: \Jobs \3206 \Synchro \Northampton PM EX.sy6
SDH
vanassando -ff51
HCM Level of:Service
Sum of lost time (s)
ICU Level of Service
B-
8:0
B
Synchro 5 Report
Page 1
Queues
3: Route 9 Route 66
Lane Configurations
Volume (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total_ Split (s)
Total Split
Yellow Time (s)
All -Red Time (s)
Lead /Lag
Lead -Lag Optimize?
Recall Mode
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
50th Up Block Time
95th Up Block Time
Turn_Bay Length (ft)
50th Bay Block Time
95th =Bay Block Time
Queuing Penalty (veh)
9%
Cycle Length: 120
Actuated Cycle Length: 61.5
Natural Cycle: 60
Control Type: Actuated Uncoordinated
ft414.1r1
640 260 465 80 370
822 289 517 89 411
Prot pm +ov
2 1 6 8 1
8
2 1 6 8 1
4.0 4.0 4.0 4.0 4.0
19.0 8.0 19.0 19.0 8.0
59.0 42.0 101:0 19.0 42.0
49% 35% 84% 16% 35%
3.0 3.0 3.0 3.0 3.0
1.0 1.0 1.0 1.0 1.0
Lead Lag Lag
Yes Yes Yes
None None None Min None
111 85 55 28 51
264 232 132 99 182
420 220 621
Splits and Phases: 3: Route 9 Route 66
S: \Jobs \3206 \Synchro \Northampton PM EX.sy6
SDH
vanassando-ff51
50
11%
45% 34%
13 92 40
2001 Weekday PM Existing Conditions
9/21/2001
Synchro 5 Report
Page 1
rat 01
l' 08
1419 Ik=I
-0 '02
59 s l°I42 s is`61,I�
06
101 s
Queues
3: Route 9 Route 66
Lane Configurations
Volume (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total_ Split (s)
Total Split
Yellow Time (s)
All -Red Time (s)
Lead /Lag
Lead -Lag Optimize?
Recall Mode
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
50th Up Block Time
95th Up Block Time
Turn_Bay Length (ft)
50th Bay Block Time
95th =Bay Block Time
Queuing Penalty (veh)
9%
Cycle Length: 120
Actuated Cycle Length: 61.5
Natural Cycle: 60
Control Type: Actuated Uncoordinated
ft414.1r1
640 260 465 80 370
822 289 517 89 411
Prot pm +ov
2 1 6 8 1
8
2 1 6 8 1
4.0 4.0 4.0 4.0 4.0
19.0 8.0 19.0 19.0 8.0
59.0 42.0 101:0 19.0 42.0
49% 35% 84% 16% 35%
3.0 3.0 3.0 3.0 3.0
1.0 1.0 1.0 1.0 1.0
Lead Lag Lag
Yes Yes Yes
None None None Min None
111 85 55 28 51
264 232 132 99 182
420 220 621
Splits and Phases: 3: Route 9 Route 66
S: \Jobs \3206 \Synchro \Northampton PM EX.sy6
SDH
vanassando-ff51
50
11%
45% 34%
13 92 40
2001 Weekday PM Existing Conditions
9/21/2001
Synchro 5 Report
Page 1
HCM Signalized Intersection Capacity Analysis 2001 Weekday PM Existing Conditions
9/21/2001
5: Route 9 State Street
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Fit Protected
Satd. ;Flow; (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak- hour:factor PHF
Adj. Flow (vph)
Lane Group:' Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, .G (s) 15.4
Effective Green, g (s) 15.4
Actuated g/C Ratio 0:18
Clearance Time (s) 4.0
Vehicle Extension;,(s) 3:0.:
Lane Grp Cap (vph) 264
u/s Ratio Prot 0:12
v/s Ratio Perm
v/c Ratio 0.67
Uniform Delay, d1 33.3
Progression_ Factor 1.00
Incremental Delay, d2 6.6
Delay (s). 39.9
Level of Service D
Approach Delay (s)
Approach LOS
HCM Average Control Delay
HCM :Volumeto Capacity. ratio.
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486:
160
0.90
178
178
Prot
5
1710 1710
12 10
4.0 4.0
0.95 1.00
1.00 0.85
1.00 1.00
3185 1330
1.00 1.00
3.1.85 .1330
370 490
0.90 0.90
411 544
411. 544
pm +ov
2 8
2
14.2 37.3
14.2 37.3
0.16 0.43
4.0 4.0
3.0: 3.0
522 573
0.13. 0.25
0.16
0.95
23.7
1.00
25.3
49.0
D
0.79
34.8
1.00
7.7
42.5
D
452-
D
53.5
0 :92
86.6
84 :7
S: \Jobs \3206 \Synchro \Northampton PM EX.sy6
SDH
vanassando -ff51
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486
260
0.90
289
289
Prot
1 6
19.6
19.6
0.23
4.0
3.0
336
c0.19
0.86
32.2
1.00
19.5
51.7
D
1710
12
4.0
1.00
1.00
1.00
1676
1.00
1676
330
0.90
367
367
18.4
18.4
0.21
4.0
3.0
356
c0.22
-1 :03
34.1
1.00
55.9
90.0
F
70
E
k 4
1710
10
4.0
1.00
0.85
1.00
1330
1.00
1330
30
0.90
33
33
Perm
6
18.4
18.4
0.21
4.0
3.0
283
0.02
0.12
27.5
1.00
0.2
27.7
C
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
4
1710 1710
12 12
4.0
1.00
1.00
0.97
1620
0.97
1620.
270 115
0.90 0.90
300 128
0 428
Split pm +ov
8 8 1
8
23.1 42.7
23.1 42.7
0.27 0.49
4.0 4.0
3.0 3.0.
432 768
c0.26 0.06
0.09
0.99 _0.28
31.6 12.9
1.00 1 :00
40.7 0.2
72.4 13.1
E B
52.4
D
1710
12
4.0
1.00
0.85
1.00
1425
1.00
1425
195
0.90
217
217
12.0
D
4 r
1710 1710 1710
12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.99 1.00
1666 1425
0.95 1.00
1593 1425
25 175 115
0.90 0.90 0.90
28 194 128
0 222 128
Perm pm +ov
4 5
4 4
13.7 29.1
13.7 29.1
0.16 0.34
4.0 4.0
3.0 3.0
252 479
0.05
c0.14 0.04
0.88 0.27
35.7 21.0
1.00 1.00
28.0 0.3
63.7 21.3
E C
48.2
D
Synchro 5 Report
Page 2
01
o4
4 o8
o2
26s
P119
i V118s
R1127 154
05
-41-t-
o6
26 s
i4r 119 s
i
Queues
5: Route 9 State Street
Lane Configurations
Volume (vph) 160
Lane Group Flow (vph) 178
Turn Type
Protected Phases
Permitted Phases
Detector Phases 5
Minimum Initial (s) 4.0
Minimum Split (s) 8.0
Total Split (s) 26.0
Total Split 29%
Yellow Time (s) 3.0
All -Red Time (s) 1.0
Lead /Lag Lead
Lead -Lag Optimize? Yes
Recall Mode None
Queue Length 50th (ft) 96
Queue Length 95th (ft) 152
Internal Link Dist (ft)
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
Prot
5
+1 r q r
370 490 260 330 30 115 195
411 544 289 367 33 428 217
pm +ov Prot Perm pm +ov
2 8 1 6 8 1
2 6 8
2 8 1 6 6 8 1
4.0 4.0 4.0 4.0 4.0 4.0 4.0
19.0 19.0 8.0 19.0 19.0 19.0 8.0
19.0 27.0 26.0 19.0 19.0 27.0 26.0
21% 30% 29% 21% 21% 30% 29%
3.0 3.0 3.0 3.0 3.0 3.0 3.0
1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lag Lead Lag Lag Lead
Yes Yes Yes Yes Yes
None Min None None None Min None
118 47 155 206 15 -264 0
#185 #213 #284 #441 43 #445 31
220 620 920
7%
100 100
31% 43%
53% :':71%
18 167 164
Cycle Length: 90
Actuated Cycle Length: 86.6
Natural Cycle: 90
Control Type: Actuated Uncoordinated
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: Route 9 State Street
S: \Jobs13206 \Synchro \Northampton PM EX.sy6
SDH
vanassando -ff51
2001 Weekday PM Existing Conditions
9/21/2001
4 r
25 175 115
0 222 128
Perm pm +ov
4 5
4 4
4 4 5
4.0 4.0 4.0
18.0 18.0 8.0
18:0 18:0 26:0
20% 20% 29%
3.0 3.0 3:0
1.0 1.0 1.0
Lead
Yes
None None None
125 0
#257 25
447
25
69%
78% 8
93 9
Synchro 5 Report
Page 2
HCM Signalized Intersection Capacity Analysis
3: Route 9 Route 66
P1
P1
L
r
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected.
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases 2
Permitted _Phases
Actuated Green, G (s) 55.3
Effective Green,.g "(s) 56:3
Actuated g/C Ratio 0.51
Clearance.Time (s) 5:0
Vehicle Extension (s) 3.0
Lane =Grp Cap'(vph)
v/s Ratio Prot
v/s Ratio Perm"
v/c Ratio
Uniform Delay; d1
Progression Factor
Incremental D:ela y, d2_
Delay (s)
Level_of Service:
Approach Delay (s)
Approach LOTS
1710 1710 1710
4.0 4.0
0.95 1.00
0.98 1.00
1.00 0.95
3137 1593
1.00 0.95
3137 1593
620 70 270
0.90 0.90 0.90
689 78 300
767 0 300
Prot
1
c0.24
0.48
17:3_
1 .00
1.0
18.4
B
18.4
27.0
28.0
0.25
5.0
3.0
405:`
c0.19
0.74
37;7
0.81
44
34.9
C
tI
1710
4.0
1.00
1.00
1.00
1676
1,00
1676
475
0.90
528
528
87.3
88.3
0.80
5.0
3.0
1345
0.31
0.39
31
0.26
0.1
0.9
A
13.2
S: \Jobs \3206 \Synchro \Northampton AM NB OPT.sy6
SDH
vanassando -ff51
1'
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
365
0.90
406
406
pm +ov
6 8 1
8
12.7 39.7
13.7 41.7
0.12 0.38
5.0 5.0
3.0 3.0
198 592
0.07 c0.17
0.11
0.69
28:7
1.00
3.3
31.9
C
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
0.90
111
111
0.56
45:3
1.00
3 :6
48.9
D
35.6
2006 Weekday AM No Build
9/21/2001
verage?Control De ay' 20 6 HCM Level 'of Service
HCM Volume to Capacity ratio 0.58
Actuated Cyble Length (s): 110.0 Sum of lost time (s)
Intersection Capacity Utilization 59.2% ICU Level of Service
Critical Lane Group
8.0
A
Synchro 5 Report
Page 1
Queues
3: Route 9 Route 66
Lane Configurations t vi r
Volume (vph) 620 270 475 100 365
Lane Group Flow (vph) 767 300 528 111 406
Turn Type Prot pm +ov
Protected Phases 2 1 6 8 1
Permitted Phases 8
Detector Phases 2 1 6 8 1
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 27.0 27.0 27.0 19.0 27.0
Total Split (s) 53.0 32.0 85.0 25.0 32.0
Total Split 48% 29% 77% 23% 29%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lag
Lead -Lag Optimize? Yes Yes Yes
Recall Mode Coord None None Min None
Queue Length 50th (ft) 173 167 16 75 135
Queue Length 95th (ft) 248 m218 m29 127 213
Internal Link Dist (ft) 420 220 621
50th Up. Block Time
95th Up Block Time 5%
Turn (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
7
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 57 (52 Referenced to phase 2:EBT, Start of Green
Natural Cycle: 75
Control Type: Actuated Coordinated
m Volume for 95th percentile queue is metered by upstream_ signal.
Splits and Phases: 3: Route 9 Route 66
02
53 s
4-
06
85 s
p
I'F
je 01
S: \Jobs \3206 \Synchro\Northampton AM NB OPT.sy6
SDH
vanassando -ff51
2006 Weekday AM No Build
9/21/2001
08
25 s
Synchro 5 Report
Page 1
HCM Signalized Intersection Capacity Analysis
5: Route 9 State Street
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Fit Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio 0 :13 0 :23
Clearance Time (s) 5.0 5.0
Vehicle Extension (s)
Lane Grp Cap (vph) 195 730
v/s Ratio Prot c010 0 :15
v/s Ratio Perm
v /c: Ratio 0:80 0 :64
Uniform Delay, d1 46.4 38.3
Progression Factor 087 0 :95
Incremental Delay, d2 18.4 3.8
Delay (s) 58 5 40:1
Level of Service E D
Approach Delay: (s) 30.9
Approach LOS C
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486
140
0.90
rr
1710 1710
12 10
4.0 4.0
0.95 1.00
1.00 0.85
1.00 1.00
3185 1330
1.00 1.00
3185 ..1330
420 405
0.90 0 :90
156 467 450
156 467 450
Prot pm +ov
5 2 8
2
13.4 24.2 59.4
14.4 25.2 61.4
0.56
5.0
3 i
742
0:20
0.14
0:61
16.2
0.64
1.2
11 :6
B
41.1
.0.85
110.0
83.5%
S: \Jobs \3206 \Synchro \Northampton AM NB OPT.sy6
SDH
vanassando -ff51
1710 1710
10 12
4.0 4.0
1.00 1.00
1.00 1.00
0.95 1.00
1486 1676
0.95 1.00
1486 1
145 305
0.90: 0.90
161 339
161 .339
Prot
1
1710
10
4.0
1.00
0.85
1.00
1330
1.00
1330
20
0.90
22
22
pm +ov Split
6.. 4.'. 8
6
26.9 41.4
27.9 43.4
0.25 0.39
5.0 5.0
16:1
17.1
0.16
5.0
3 :0
231 425 573
0:1.1 'c0 :20 0.01
0.01
0 :70 0 80 0.04
44.0 38.4 20.5
1.00 1 :00 1.00
8.8 14.4 0.0
52-.8 52.8 -20.5
b b c
HCM Level of Service
Sum of lost time (s)
ICU`Level of Service
2006 Weekday AM No Build
9/21/2001
r
1710 1710 1710 1710
12 12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.97 1.00
1618. 1425
0.97 1.00
1618 1425.
330 125 295 20
0:90 0.90 0.90 0.90
367 139 328 22
0 506 328- 0
pm +ov Split
1
8
35.2 .51 ":3
36.2 53.3
0.33 0 :48
5.0 5.0
3:0 3 :0
532 742
c0.31 0.07
0.16
09 0.44
36.0 18.6
1.00: `1.00
27.1 0.4
63 :2 19.0
E B
45 8
D
16.0
D
4
1710
12
4.0
1.00
1.00
0.99
166
0.99
1666
135
0.90
150
1
1710
12
4.0
1.00
0.85
1.00
1425
1.00
1425
105
0.90
117
117
pm +ov
4: .4.. 5
4
14:5 27.9
15.5 29.9
0.1.4 '0.27
5.0 5.0
3'0. 3:0
235 387
c0:10 0:04
0.04
.73 0.30
45.3 31.8
1.00 1:00
11.1 0.4
56.4 32.2
E c
46:6-
D
Synchro 5 Report
Page 2
Queues
5: Route 9 State Street
Lane Configurations
Volume (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split
Yellow Time (s)
All -Red Time (s)
Lead /Lag
Lead -Lag Optimize?
Recall Mode
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
50th -Up Block Time
95th Up Block Time 4% 20%
Turn Bay Length (ft)
50th Bay Block Time
95th. Bay Block Time
Queuing Penalty (veh)
r
140 420 405
156 467 450
Prot pm +ov
5 2 8
2
5 2 8
4.0 4.0 4.0
19.0 20.0 25.0
19.0 23.0 41.0
17% 21% 37%
3.0 3.0 3.0
2.0 2.0 2.0
Lead Lag
Yes Yes
None Coord
111 160
#218 #255
220
45
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection
Natural Cycle: 95
Control Type: Actuated Coordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: Route 9 State Street
01 1'�' 02
25 s
23 s I 21 s
41s I1
05 06
19 s I?' 29 s
S: \Jobs13206 \Synchro \Northampton AM NB OPT.sy6
SDH
vanassando -ff51
2006 Weekday AM No Build
9/21/2001
r r 4 r
145 305 20 125 295 135 105
161 339 22 506 328 172 117
Prot pm +ov pm +ov pm +ov
1 6 4 8 1 4 5
6 8 4
1 6 4 8 1 4 5
4.0 4.0 4.0 4.0 4.0 4.0 4.0
20.0 20.0 20.0 25.0 20.0 20.0 19.0
25.0 29.0 21.0 41.0 25.0 21.0 19.0
23% 26% 19% 37% 23% 19% 17%
3.0 3.0 3.0 3.0 3.0 3.0 3.0
2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lead Lag. Lead Lead
Yes Yes Yes Yes
Min None Coord None Min None None None
0 108 233 9 343 0 116 15
55 175 #399 25 #551 38 #202 40
620 920 447
25
68%
75% 25%
83 21
Synchro 5 Report
Page 2
HCM Signalized Intersection Capacity Analysis
.7: Old South Street State Street
Ak
Lane Configurations r' r 1'
Ideal Flow (vphpl) 1710 1710 1710 1710 1710 1710
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1593 1425 1676 1425 1593 1676
Flt Permitted 0.95 1:00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1593 1425 1676 1425 1593 1676
Volume (vph) 120 190 560 340 430 255
Peak -hour factor, PHF 0.90 0:90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 133 211 622 378 478 283
Lane Group Flow (vph) 133 211 622 378 478 283
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted. Phases 8 2
Actuated Green, G (s) 11.4 39.7 34.6 46.0 28.3 66.9
Effective Green, g (s) 11.4 39.7 34.6 46.0 28.3 66.9
Actuated g/C Ratio 0.13 0.46 0.40 0.53 0.33 0.78
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp-Cap (vph) 210 722 672 826 522 :1299
v/s Ratio Prot c0.08 0.10 c0.37 0.06 c0.30 0.17
v/s -Ratio Perm 0.05 0.20
v/c Ratio 0.63 0.29 0.93 0.46 0.92 0.22
Uniform Delay, d1 35.5 14:5 24:6 12:4 27.9 2:6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.1 02 '18.7 0.4 20.7 0.1
Delay (s) 41.6 14.8 43.3 12.8 48.6 2.7
Level of Service D B D B D A
Approach Delay (s) 25.1 31.8 31.5
Approach LOS C C C
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
30.6
0.88
86.3
84.0%
S: \Jobs \3206 \Synchro \Northampton AM NB OPT.sy6
SDH
vanassando -ff51
HCM Level of`Seniice
Sum of lost time. (s)
ICU Level of Service
2006 Weekday AM No Build
9/21/2001
12.0
D
Synchro 5 Report
Page 3
01
f"' 02
i
11 08
l }'I
35s MI lz
06
77s FA18s
Queues
7: OId South Street State Street
Lane Configurations +r
Volume (vph) 120 190 560 340 430 255
Lane Group Flow (vph) 133 211 622 378 478 283
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 18.0 35.0 42.0 18.0 35.0 77.0
Total Split 19% 37% 44% 19% 37% 81%
Yellow Time (s) 3.0 3.0 3:0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 76 21 345 59 271 36
Queue Length 95th (ft) 136 58 #573 119 #467 60
Internal Link Dist (ft) 520 419 920
50th Up Block Time
95th Up Block Time
Turn -Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
I
28%
Cycle Length: 95
Actuated Cycle Length: 86.6
Natural Cycle: 90
Control Type: Actuated- Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles:
Splits and Phases: 7: OId South Street State Street
S: \Jobs \32061Synchro \Northampton AM NB OPT.sy6
SDH
vanassando -ff51
2006 Weekday AM No Build
9/21/2001
Synchro 5 Report
Page 3
HCM Signalized Intersection Capacity Analysis
3: Route 9 Route 66
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type Phases
Permitted-Phases
Actuated Green, G (s)
Effective. Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
1710 1710 1710 1710 1710 1710
4.0 4.0 4.0 4.0 4.0
0.95 1.00 1.00 1.00. 1.00
0.98 1.00 1.00 1.00 0.85
1.00 0.95 1.00 0.95 1.00
3118 1593 1676 1593 1425
1.00 0.95 1.00 0.95 1.00
3118 1593 1676 1593 1425
675 110 275 490 85 390
0.90 0.90 0.90 0.90 0.90 0.90
750 122 306 544 94 433
872 0 306 544 94 433
Prot pm +ov
2 1 6 8 1
8
54.6 29.0 88.6 11.4 40.4
55.6 30.0 89.6 12.4 42.4
0.51 0.27 0.81 0.11 0.39
5.0 5.0 5.0 5.0 5.0
3.0 3.0 3.0 3.0
3.0
Lane :Grp Cap. (vph) 1576 434. 1365 180 601
v/s Ratio Prot c0.28 0.19 0.32 0.06 c0.20
v /s Ratio Perm 0.11
v/c Ratio 0.55 0.71 0.40 0.52 0.72
Uniform Delay,-d1 18.7 36:0 2.8 46.0 28.8
Progression Factor 1.00 0.73 0.38 1.00 1.00
Incremental Delay, d2 1.4 3.0 0.1 2.7 4.2
Delay (s) 20.1 29.4 1.2 48.7 33.0
Level of .Service C C AD C
Approach Delay (s) 20.1 11.3 35.8
Approach LOS C B D
HCM ::Average; Control Delay;
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
20:5
0.63
110.0
63.8%
S: \Jobs \3206 \Synchro \Northampton PM NB OPT.sy6
SDH
vanassando -ff51
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
2006 Weekday PM No Build
9/21/2001
C.
8.0
B
Synchro 5 Report
Page 1
Queues
3: Route 9 Route 66
Lane Configurations 'fir
Volume (vph) 675 275 490 85 390
Lane Group Flow (vph) 872 306 544 94 433
Turn Type Prot pm +ov
Protected Phases 2 1 6 8 1
Permitted Phases 8
Detector Phases 2 1 6 8 1
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 9.0 19.0 19.0 9.0
Total Split (s) 45.0 34.0 79.0 31.0 34.0
Total Split 41% 31% 72% 28% 31%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lag
Lead -Lag Optimize? Yes Yes Yes
Recall Mode Coord None None Min None
Queue Length 50th (ft) 208 137 25 64 201
Queue Length 95th (ft) 294 m181 m46 113 294
Internal Link Dist (ft) 420 220 621
50th Up Block Time
95th Up Block Time 1%
Turn. Bay Length (ft)
50th Bay Block Time
95111 Bay Block Time
Queuing Penalty (veh)
50
23% 44%
49% 45
157 83
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 57 (52 Referenced to phase 2:EBT, Start of Green
Natural Cycle: 60
Control Type: Actuated Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Route 9 Route 66
S: \Jobs \3206 \Synchro \Northampton PM NB OPT.sy6
SDH
vanassando -ff51
2006 Weekday PM No Build
9/21/2001
Synchro 5 Report
Page 1
02
tf m1
lC 1
8
-01
45 s
1; I34
s 1
06
.4—
79 s
1`°
31 s
mil
Queues
3: Route 9 Route 66
Lane Configurations 'fir
Volume (vph) 675 275 490 85 390
Lane Group Flow (vph) 872 306 544 94 433
Turn Type Prot pm +ov
Protected Phases 2 1 6 8 1
Permitted Phases 8
Detector Phases 2 1 6 8 1
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 9.0 19.0 19.0 9.0
Total Split (s) 45.0 34.0 79.0 31.0 34.0
Total Split 41% 31% 72% 28% 31%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lag
Lead -Lag Optimize? Yes Yes Yes
Recall Mode Coord None None Min None
Queue Length 50th (ft) 208 137 25 64 201
Queue Length 95th (ft) 294 m181 m46 113 294
Internal Link Dist (ft) 420 220 621
50th Up Block Time
95th Up Block Time 1%
Turn. Bay Length (ft)
50th Bay Block Time
95111 Bay Block Time
Queuing Penalty (veh)
50
23% 44%
49% 45
157 83
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 57 (52 Referenced to phase 2:EBT, Start of Green
Natural Cycle: 60
Control Type: Actuated Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 3: Route 9 Route 66
S: \Jobs \3206 \Synchro \Northampton PM NB OPT.sy6
SDH
vanassando -ff51
2006 Weekday PM No Build
9/21/2001
Synchro 5 Report
Page 1
r
iJ
HCM Signalized Intersection Capacity Analysis
5: Route 9 State Street
Lane Configurations
Ideal =Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Fit Protected
Satd Flow. (prot)
Flt Permitted
SatdFlow(perm)
Volume (vph)
Peak =hour, factor, PHF
Adj. Flow (vph)
Lane _Group :Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated. Green, G (s)
Effective Green, g (s)
Actuated.g /C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression= Factor
Incremental Delay, d2
Delay(s)
Level of Service
Approach Delay (s)
Approach LOS
HCM Average Control Delay
HCM;Volume.to Capacity, ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
-r `fir
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486
170
0.90:
189
189
Prot
5
15.4
16.4
0.15
5.0
30
222
0.13` 0.14
0.85 -0:77
45.6 43.2
0.89 0 :97
22.5 8.5
62.9. :50.5
E D
44:1
D
r
1710 1710
12 10
4.0 4.0
0.95 1.00
1.00 0.85
1.00 1.00
3185 1330
1.00 1.00
3185 1330
390 515
0.90 0.90
433 572
433.. 572
pm +ov
2 8
2
18.4 49.2
19.4 51.2
0.18 0:47
5.0 5.0
3,0 30
562 619
0.27
0.16
0:9
27.6
0.57
17.4
33.1
C
51.4
0:90
110.0
88.4%
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486
275
0.90
306
306
Prot
1
24.8
25.8
0.23
5.0
3 :0
349
c0.21
0.88
40.6
1.00
21.1
61.6
E
S: \Jobs \3206 \Synchro \Northampton PM NB OPT.sy6
SDH
vanassando -ff51
1710
12
4.0
1.00
1.00
1.00
1676
4
1710
10
4.0
1.00
0.85
1.00
1330
1.00 1.00
1676 1330_
345 30
0.90 0 :90
383 33
383 33
pm +ov
6 4
6
27.8 43.8
28.8 45.8
0.26 0.42
5.0 5.0
3.0 0_
439 602
c023. 0 :01
0.02
0.87 .0.05
38.8 19.2
1.00 1:00
20.6 0.0
59:5 19.2
E B
58:5
E
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
2006 Weekday PM No Build
9/21/2001
r
1710 1710 1710
12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.97 1.00
1619 1425
0.97 1.00
1619 1425
285 120 205
0.90 0.90 0.90
317 133 228
0 450 228
Split pm +ov
8 8 1
8
30.8 55.6
31.8 57.6
0.29 0.52
5.0 5.0
3.0. 3.0
468 798
c0.28 .0.07
0.09
0.96 0.29
38.5 14.7
1.00 1.00
31.8 0.2
70.2 14.9
E B
51.6
D
1 `r► 4, 4/
D
12.0
D
r
1710 1710 1710
12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.99 1.00
1667 1425
0.99 1.00
1667 1425
25 185 120
0.90 0.90 0.90
28 206 133
0 234 133
Split pm +ov
4 4 5
4
16 :0 31.4
17.0 33.4
0.15 0.30
5 :0 5.0
3.0 3.0
258 433
c0.14 0.05
0.05
0.91 0.31
45.7 29.4
1.00 1.00
32.3 0.4
78.0 29.8
E C
60.5
E
Synchro 5 Report
Page 2
Queues
5: Route 9 State Street
J
Lane Configurations I I r 1 r 4 r 4 ri
Volume (vph) 170 390 515 275 345 30 120 205 185 120
Lane Group Flow (vph) 189 433 572 306 383 33 450 228 234 133
Turn Type Prot pm +ov Prot pm +ov pm +ov pm +ov
Protected Phases 5 2 8 1 6 4 8 1 4 5
Permitted Phases 2 6 8 4
Detector Phases 5 2 8 1 6 4 8 1 4 5
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 9.0 20.0 25.0 9.0 20.0 18.0 25.0 9.0 18.0 9.0
Total Split (s) 21.0 21.0 36.0 32.0 32.0 21.0 36.0 32.0 21.0 21.0
Total Split 19% 19% 33% 29% 29% 19% 33% 29% 19% 19%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lead Lag Lead Lead
Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None Coord Min None Coord None Min None None None
Queue Length 50th (ft) 136 155 13 204 262 13 312 0 164 16
Queue Length 95th (ft) #258 #249 #169 #346 #437 32 #515 31 #311 37
Internal Link Dist (ft) 220 620 920 447
50th Up Block Time
95th Up Block Time 18% 14%
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh) 17 30
11J
S: \Jobs \3206 \Synchro \Northampton PM NB OPT.sy6
SDH
vanassando -ff51
100
41% 48%
55% 60%
200 165
100
Splits and Phases: 5: Route 9 State Street t}
08
,l 01 02 i 04
32 s 1} 21 s 11 21 s 1 36s
4=
05 06
21 s l 32s
2006 Weekday PM No Build
9/21/2001
lee
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection
Natural Cycle: 90
Control Type: Actuated Coordinated
95th percentile volume exceeds capacity, queue may longer.
Queue shown is maximum after two cycles.
4,
25
72%
79 29%
100 34
Synchro 5 Report
Page 2
FICM Signalized Intersection Capacity Analysis
7. Old South Street State Street
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volume (vph)
Peak-hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
-325
0.90
361-
361
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
295
0.90
328
328
ni+bv
8 1
19.5 39.5
19.5 39.5
0.27 0.55
4.0 4.0
3.0 3.0
1
1710
4.0
1.00
1.00
1.00
1676 1.00
1676
320
0.90
356
356
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
225
0.90
250
250
S:\Jobs\3206\Synchro\Northampton PM NB OPT.sy6
SDH
vanassando-ff51
19
1710
4.0
1.00
1.00
0.95
1593
0,95
1593
335
0.90
372
372
1'
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
635
0.90
706
706
prn+ov. Prot
2 8 1 6
19.8 39.3 20.0 43.8
19.8 39.3 20.0 43.8
0.28 0.55 0.28 0.61
4.0 4.0 4.0 4.0
3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 4 -36 -465 865 10.30
v/s Ratio Prot c0.23 0.11 0.21 0.08 c0.23 c0.42
v/s Ratio Perm s 6" .12. d;:to
v/c Ratio 0.83 0.38 0.77 0.29 0.83 0.69
Uniform Delay, 01- .24,3 9:0- 23.8 8:5 24.1 9.2
Progression Factor 1.00 1.00 1.60 1.00 1.00 1.00
Incremental Delay, d2 12 0.3 7.4 0.2 12.5 1.9
Delay (s) 36.5 9.2 31.0 8.7 36.6 11.1
Level of Service D A C A D B
Approach Delay (s) 23.5 21.8 19.9
Approach LOS'. C C.
HCM AVerdgaCOntrol-Dalay:Y-r _Hcm-Lecre•otsoide
HCM Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 71.3 Sum of lost time (s)
Intersection Capacity Utilization 75.9% ICU Level of Service
c Critical Lane Group
2006 Weekday PM No Build
9/21/2001
Synchro 5 Report
Page 3
01
t' 02
fr 08
27 s
01133 y: l
s L
06
60s
I_ I25s 1 `il
Queues
7: Old South Street State Street
Splits and Phases: 7: Old South Street State Street
S: \Jobs13206 \Synchro \Northampton PM NB OPT.sy6
SDH
vanassando -ff51
2006 Weekday PM No Build
9/21/2001
Lane Configurations r ter v t
Volume (vph) 325 295 320 225 335 635
Lane Group Flow (vph) 361 328 356 250 372 706
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 25.0 27.0 33.0 25.0 27.0 60.0
Total Split 29% 32% 39% 29% 32% 71
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 163 8 157 13 163 195
Queue Length 95th (ft) #350 47 249 40 #343 305
Internal Link Dist (ft) 520 419 920
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th Bay. Block Time
Queuing Penalty (veh)
Cycle Length: 85
Actuated Cycle Length: 71.7
Natural Cycle: 70
Control Type: Actuated Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Synchro 5 Report
Page 3
HC ?.1 Signalized Intersection Capacity Analysis
R.Dute 9 Route 66
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Volurne (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases 2
Permitted Phases
Actuated Green, G (s) 54.0
Effective-Green, g (s) 55.0
Actuated g/C Ratio 0.50
Clearance Time (s) 5.0
Vehicle Extension (s) 3.0
Lane.Grp Cap (vph) 1554
Ratio Prot c0.
v /sRatio Perm
v/c Ratio 0.53
Uniform Delay d1 18:7
Progression Factor 1.00
Incremental Delay, d2 1.3
Delay (s) 20.0
Level of Se rvice B
Approach Delay (s) 20.0
Approach LOS. B
HCM :Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
1710
4.0
0.95
0.98
1.00
3108
1.00
3108
620
0.90
689
822
1710 1710
4.0
1.00
1.00
0.95
1593
095
1593
120 293
0.90 0.90
133 326
0 326
Prot
1
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
475
0.90
528
528
S: \Jobs \3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
�S
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
118
0.90
131
131
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
381
0.90
423
423
pm +ov
6 8 1
8
27.0 86.0 14.0 41.0
28.0 87.0 15.0 43:0
0.25 0.79 0.14 0.39
5:0 5.0 5.0 5.0
3.0 3.0 3.0 3.0
405 1326 217 609
c0.20 0.31 0.08 c0.18
0.80 0.40 0.60 0.69
38'4 35 44.7 28:0
0.80 0.29 1.00 1.00
68 0.1 4.7 3.4
37.7 1.1 49.4 31.4
D A DC
15.1 35.7
22:0
0.63
110.0
64.0%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
2006 Weekday AM Build
10/11/2001
8.0
B
Synchro 5 Report
Page 1
Queues
3: Route 9 Route 66
c 4— 4
Lane Configurations 'r r
Volume (vph) 620 293 475 118 381
Lane Group Flow (vph) 822 326 528 131 423
Turn Type Prot pm +ov
Protected Phases 2 1 6 8 1
Permitted Phases 8
Detector Phases 2 1 6 8 1
Minimum Initial (s) 4.0 4.0 4.0 4:0 4.0
Minimum Split (s) 27.0 27.0 27.0 19.0 27.0
Total Split (s) 53.0 32.0 85.0 25.0 32:0
Total Split 48% 29% 77% 23% 29%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lag
Lead -Lag Optimize? Yes Yes Yes
Recall Mode Coord None None Min None
Queue Length 50th (ft) 193 188 19 88 143
Queue Length 95th (ft) 280 m240 m53 144 219
Internal Link Dist (ft) 420 220 621
50th Up Block Time 2%
95th Up Block Time 7%
Turn; Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 57 (52 Referenced to phase 2:EBT, Start of Green
Natural Cycle: 75
Control Type: Actuated Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
12
Splits and Phases: 3: Route 9 Route 66
0 2
53 s
1--
06
85 s
01
32s
S: \Jobs \3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
08
I 25 s
2006 Weekday AM Build
10/11/2001
Synchro 5 Report
Page 1
HCM Signalized Intersection Capacity Analysis
5: Route 9 State Street
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total. Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow. (prot)
Flt Permitted
Satd: Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Veticl.e Extension'(s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
Vic Ratio
Uniform Delay, d1
Progression` Factor
Incremental Delay, d2
Delay (s)':
Level of Service
Approach Delay (s)
Approach LOS
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486
147
0.90
163
163.
Prot
5
13.5
14.5
0.13
5.0
3:0.
196
c0 :11'.
0:83
46.6
0.85
21.9
61.6
E
HCM Average Control Delay
HCM .Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
p r
1710 1710
12 10
4.0 4.0
0.95 1.00
1.00 0.85
1.00 1.00
3185 1330
1.00 1.00
3185 1330
428 405
0:90 0.90
476 450
476 450
pm +ov
2 8
2
24.0 59.4
25.0 61.4
0.23 0.56
5.0 5.0
3.0 3.0
724 742
0.15 0.20
0.14
0:66 0.61
38.6 16.2
0.94 0.92
4.0 1.2
40.3 16.1
D B
33.5
C
tt
42.4
0.86
110.0
84.9%
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1486
145
0.90
161
161
Prot
1
16.1
17.1
0.16
5.0
3.0
231
0.11
0.70
44.0
1.00
8.8
52.8
D
S: \Jobs \3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
1710 1710
12 10
4.0 4.0
1.00 1.00
1.00 0.85
1.00 1.00
1676 1330
1.00 1.00
1676 1330
319 20
0.90 0.90
354 22
354 22
pm +ov
6 4
6
26.6 41.1
27.6 43.1
0.25 0.39
5.0 5.0
3.0 3.0
421 569
c0.21 0.01
0.01
0.84 0.04
39.1 20.7
1.00 1.00
18.0 0.0
57.2 20.7
E C
54.4
D
4
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
ir
4 r
1710 1710 1710
12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.97 1.00
1618 1425
0.97 1.00
1618 1425
330 125 295
0.90 0.90 0.90
367 139 328
0 506 328
Split pm +ov
8 8 1
8
35.4 51.5
36.4 53.5
0.33 0.49
5.0 5.0
3.0 3.0
535 745
c0.31 0.07
0.16
0.95 044
35.8 18.5
1.00 1.00
25.8 0.4
61.6 18.9
E B
44.8
D
2006 Weekday AM Build
10/11/2001
D
16.0
D
4 ff
1710 1710 1710
12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.99 1.00
1666 1425
0.99 1.00
1666 1425
20 135 114
0 :90 0.90 0.90
22 150 127
0 172 127
Split pm +ov
4 4 5
4
14.5 28.0
15.5 30.0
0.14 0.27
5.0 5.0
3.0 30
235 389
c0.1:0 0:04
0.05
0.73 0.33
45.3 31.9
1.00 1.00
11.1 0.5
56:4 32:4
E C
D
Synchro 5 Report
Page 2
Queues
5: Route 9 State Street
Lane Configurations ft r 4 r 4 r 4 r
Volume (vph) 147 428 405 145 319 20 125 295 135 114
Lane Group Flow (vph) 163 476 450 161 354 22 506 328 172 127
Turn Type Prot pm +ov Prot pm +ov pm +ov pm +ov
Protected Phases 5 2 8 1 6 4 8 1 4 5
Permitted Phases 2 6 8 4
Detector Phases 5 2 8 1 6 4 8 1 4 5
Minimum Initial (s) 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4:0 4.0 4.0
Minimum Split (s) 19.0 20.0 25.0 20.0 20.0 20.0 25.0 20.0 20.0 19.0
Total Split (s) 19.0 23.0 41,0 25.0 29.0 21:0 41:0 25.0 21.0 19.0
Total Split 17% 21% 37% 23% 26% 19% 37% 23% 19% 17%
Yellow Time (s) 3.0 3.0 30 3.0 3.0 3:0 3.0 3:0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lead Lag Lead Lead
Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None Goord Min None Coord None Min None None None
Queue Length 50th (ft) 116 163 0 108 246 9 343 0 116 17
Queue Length 95th (ft) #230 #263 86 175 #424 25 #551 38 #202 43
Internal Link Dist (ft) 220 620 920 447
50th Up Block Time
95th Up Block Time 10% 24%
Turn Bay Length (ft) 25
50th Bay Block Time 68%
95th Bay -Block Time 75% 28%
Queuing Penalty (veh) 8 57 90 24
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection
Natural Cycle: 95
Control Type: Actuated Coordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: Route 9 State Street
01 x' 02 1 0 04 J 08
25 s 1 23s s 41 s
05 06
19 s I s. 29 s
S: \Jobs \3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
2006 Weekday AM Build
10/11/2001
PA
Synchro 5 Report
Page 2
I n I
L._
r J
HCM Signalized Intersection Capacity Analysis
7: Old South Street State Street
Lane Configurations
Ideal. Flow (vphpl)
Total Lost time (s)
Lane.Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
S \Jobs\3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
HCM Average Control Delay 34:8 HC
HCM Volume to Capacity ratio 0.92
Actuated Cycle Length (s) 89.1
Intersection Capacity Utilization 88.4%
c Critical:: Lane Group
1710 1710 1710 1710 1710 1710
4.0 4.0 4.0 4.0 4.0 4.0
1.00 1.00 1.00 1.00 1.00 1.00
1.00 0.85 1.00 0.85 1.00 1.00
0 :95 1.00 1.00 1.00 0.95 1.00
1593 1425 1676 1425 1593 1676
0.95: 1.00 1.00 1.00 0.95 1.00
1593 1425 1676 1425 1593 1676
Volume (vph} 1:84 19.0 560 384 430 255
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Add ::Flow (vph) 204 211 622 427- 478 283
Lane Group Flow (vph) 204 211 622 427 478 283
Turn Type pm ±ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Pertitted:Phases 8
Actuated Green, G (s) 13.3 42.0 35.1 48.4 28.7 67.8
Effective Green, g (s) 13:3 42.0 35.1 48.4 28.7 67.8
Actuated g/C Ratio 0.15 0.47 0.39 0.54 0.32 0.76
Clearance Time. (s) 4.0 4:0 4 :0 4 :0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane'Grp Cap (kph) 238 736
660° 838 513 1275
v/s Ratio Prot c0.13 0.09 c0.37 0.08 c0.30 0.17
v/s Ratio Perm 0.06. 0:22
v/c Ratio 0.86 0.29 0.94 0.51 0.93 0.22
Uniform Dela y d1- 3 0 14.4 26 0 12:9:
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 24.9 '0 2 21.9 0 :5 23.9. 0.1
Delay (s) 61.8 14.6 47.9 13.3 53.2 3.2
Level.of Sery ice' E: B D B. D A
Approach Delay (s) 37.8 33.8 34.6
40-76.0014-.. S D C C
2006 Weekday AM Build
10/11/2001
Sum of lost time (s)
ICU Level of Service
12.0
D
Synchro 5 Report
Page 3
Queues
7: Old South Street State Street
Lane Configurations
Volume (vph) 184 190 560 384
Lane Group Flow (vph) 204 211 622 427
Turn Type pm +ov pm +ov
Protected Phases 8 1 2 8
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 18.0 35.0 42.0 18.0 35.0 77.0
Total Split 19% 37% 44% 19% 37% 81%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 122 21 351 78 275 38
Queue Length 95th (ft) #249 58 #573 147 #467 60
Internal Link Dist (ft) 520 419 920
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
28%
Cycle Length: 95
Actuated Cycle Length: 89.2
Natural Cycle: 90
Control Type: Actuated Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 7: Old South Street State Street
S: \Jobs \3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
7 t
430
478
Prot
1 6
255
283
2006 Weekday AM Build
10/11/2001
Synchro 5 Report
Page 3
01
r02
08
35 s
1A42 s I:1
06
77 s
1='= '`118 s
l
Queues
7: Old South Street State Street
Lane Configurations
Volume (vph) 184 190 560 384
Lane Group Flow (vph) 204 211 622 427
Turn Type pm +ov pm +ov
Protected Phases 8 1 2 8
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 18.0 35.0 42.0 18.0 35.0 77.0
Total Split 19% 37% 44% 19% 37% 81%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead /Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 122 21 351 78 275 38
Queue Length 95th (ft) #249 58 #573 147 #467 60
Internal Link Dist (ft) 520 419 920
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th Bay Block Time
Queuing Penalty (veh)
28%
Cycle Length: 95
Actuated Cycle Length: 89.2
Natural Cycle: 90
Control Type: Actuated Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 7: Old South Street State Street
S: \Jobs \3206 \Synchro \Northampton AM BU OPT.sy6
SDH
vanassando -ff51
7 t
430
478
Prot
1 6
255
283
2006 Weekday AM Build
10/11/2001
Synchro 5 Report
Page 3
HCM Signalized Intersection Capacity Analysis
3: Route 9 Route 66
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume (vph)
Peak -hour factor, PHF
Add.. Flow (vph)
Lane Group Flow (vph)
Turn 7;ype
Protected Phases
Permitted Phases
Actuated G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance:Time (s)
Vehicle Extension (s)
1710 1710
4.0
0:95
0.98
1.00
3108
1.00
3108
675 130
0.90 0.90
750 144
894 0
50.4
51.4
0.47
5.0
3.0
Lane;Grp Cap (vph)
v/s Ratio Prot c0.29
v/s Ratio Perm
v/c Ratio 0.62
Uniform Delay, d1'
Progression Factor 1.00
Incremental D elay :d2 2.0
Delay (s) 23.9
Level of Service C
Approach Delay (s) 23.9
Approach LOS_
erage'Confrol De
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Criticali Lane Group
t
1710 1710 1710
4.0 4.0 4.0
1.00 1.00 1.00
1.00 1.00 1.00
0.95 1.00 0.95
1593 1676 1593
0.95 1.00 095-
1593 1676 1593
295 490 141
0.90 0.90 0.90
328 544 157
328 544 157
Prot pm +ov
1 6 8 1
8
29.0 84.4 15.6 44.6
30.0 85.4 16:6 46.6
0.27 0.78 0.15 0.42
5.0 5:0 50 5.0.
3.0 3.0 3.0 3.0
4 1_301
c0.21 0.32
0.76
36 6
0.72
4.2.
30.7
C
2.7
0.67
110 :0
68.0%
0.42
0.41
0.1
1.8
12.7
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
240. :656
0.10 c0.19
0.13:..
0.71
1.00
3..7
29.9
C
0.65
440.
1.00
6 3-
50.3
D.
35.0
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
421
0.90
468
468
evel of Service"
Sum: of lost time (s)
ICU Level of Service
2006 Weekday PM Build
10/11/2001
8:0
B
Synchro 5 Report
Page 1
Queues
3: Route 9 Route 66
4 P
2006 Weekday PM Build
10/11/2001
Lane Configurations
Volume (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split
Yellow Time (s)
All -Red Time (s)
Lead /Lag Lead
Lead -Lag Optimize? Yes
Recall Mode Coord
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th :Bay Block Time
Queuing Penalty (veh)
r
675 295 490 141 421
894 328 544 157 468
Prot pm +ov
2 1 6 8 1
8
2 1 6 8 1
4.0 4.0 4.0 4.0 4.0
20.0 9.0 19.0 19.0 9.0
45.0 34.0 79.0 31.0 34.0
41% 31% 72% 28% 31%
3.0 3.0 3.0 3.0 3.0
2.0 2.0 2.0 2.0 2.0
Lag Lag
Yes Yes
None None Min None
Queue Length 50th (ft) 234 152 28 106 213
Queue Length 95th (ft) 336 m195 m70 165 296
Internal Link Dist (ft) 420 220 621
3%
Splits and Phases: 3: Route 9 Route 66
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
50
47% 42%
57% 41%
244 129
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 57 (52 Referenced to phase 2:EBT, Start of Green
Natural Cycle: 60
Control Type: Actuated Coordinated
m: Volume for 95th percentile queue is metered by upstream signal.
Synchro 5 Report
Page 1
02
SI m1
Y') 08
45 s
t."`
34 s
m6
1—
79 s
I'`
31 s
NO
Queues
3: Route 9 Route 66
4 P
2006 Weekday PM Build
10/11/2001
Lane Configurations
Volume (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split
Yellow Time (s)
All -Red Time (s)
Lead /Lag Lead
Lead -Lag Optimize? Yes
Recall Mode Coord
50th Up Block Time
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
95th :Bay Block Time
Queuing Penalty (veh)
r
675 295 490 141 421
894 328 544 157 468
Prot pm +ov
2 1 6 8 1
8
2 1 6 8 1
4.0 4.0 4.0 4.0 4.0
20.0 9.0 19.0 19.0 9.0
45.0 34.0 79.0 31.0 34.0
41% 31% 72% 28% 31%
3.0 3.0 3.0 3.0 3.0
2.0 2.0 2.0 2.0 2.0
Lag Lag
Yes Yes
None None Min None
Queue Length 50th (ft) 234 152 28 106 213
Queue Length 95th (ft) 336 m195 m70 165 296
Internal Link Dist (ft) 420 220 621
3%
Splits and Phases: 3: Route 9 Route 66
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
50
47% 42%
57% 41%
244 129
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 57 (52 Referenced to phase 2:EBT, Start of Green
Natural Cycle: 60
Control Type: Actuated Coordinated
m: Volume for 95th percentile queue is metered by upstream signal.
Synchro 5 Report
Page 1
r-
r
HCM Signalized Intersection Capacity Analysis
5: Route 9 State Street
c
Lane Configurations
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd.
Volume (vph)
Peak- hour :factor PHF
Adj. Flow (vph)
Lane_ Group: Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated -g /C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression, Factor
Incremental Delay, d2
Delays)
Level of Service
Approach Delay (s)
Approach LOS
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1-486.
181
0.90
201
201
0.89
45.7
0.85
27.2
659
E
HCM Average Control Delay
HCM Volume to Capacity
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
ft
1710
12
4.0
0.95
1.00
1.00
3185
1.00
3185
410
171.0
10
4.0
1.00
0.85
1.00
1330
1.00
1330
515
1710
10
4.0
1.00
1.00
0.95
1486
0.95
1466,
275
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
0.81 0.92
43.5 27.6
0 :94 0 :90
10.0 16.8
51.1 41.6
D D
49:1
D
54.2
0.90
110.0
89.9%
1710
12
4.0
1.00
1.00
1.00
167.6
0.90 0.90 0.90 0.90 0.90.
456 572 306 397 33
456 572 306 :397 33
Prot pm +ov Prot pm +ov
5 2 8 1 4
2 6
15.7 18.4 49.2 24.8 27.5 43.5
16.7 19.4 51.2 25.8 28.5 45.5
0.15 0.18 0.47 0.23 0.26 0.41
5.0 5.0 5.0 5.0 5.0 5.0
=30 .3.0 .30
226 562 619 349 434 599
0.14 0.14 0.27 c0 21 c0 24
0.16
0:88 0.91
40.6
1.00
21.1
61:6
E
39.6
1.00
26.4
65.9
E
1710
10
4.0
1.00
0.85
1.00
1330
1.00 1.00
t676 1:330
357 30 285
0.02
19.4
1.00
0.0
194
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
2006 Weekday PM Build
10/11/2001
t r" 1 1
r
1710 1710 1710 1710
12 12 12 12
4.0 4.0
1.00 1.00
1.00 0.85
0.97 1.00
1619: 1425
0.97 1.00
1619 1425
120 205 25
0.90 0:90 0.90 0.90
317 133 228 28
0 450 228: 0
Split pm +ov Split
8 8 1 4
8
30.8 55.6
31.8 57.6
0.29 0.52
5.0 5.0
3.0 30
468 798
c0.28`
0.07<
0.69
0:95
38.5
1.00..
31.8
70,2:
E
516:
14.7
0.2
149::
B
D
4
1710
12
4.0
1.00
1.00
0.99
1667
0.99
1667
185
0.90
1710
12
4.0
1.00
0.85
1.00
1425
1.00
1425
128
0.90
206 142
234 142
pm +ov
4 5
4
16.0 31.7
17.0 33.7
0.15 0.31
5.0 5.0
3:0 30
258 437
c0.14 0.0
0.05
0:91 0.32
45.7 29.4
1.00 1.00
32.3 0.4
78.0 29:8
E C
59.8.
E
Synchro 5 Report
Page 2
Queues
5: Route 9 State Street
Lane Configurations 1 f triltr 4r 4 rf
Volume (vph) 181 410 515 275 357 30 120 205 185 128
Lane Group Flow (vph) 201 456 572 306 397 33 450 228 234 142
Turn Type Prot pm +ov Prot pm +ov pm +ov pm +ov
Protected Phases 5 2 8 1 6 4 8 1 4 5
Permitted Phases 2 6 8 4
Detector Phases 5 2 8 1 6 4 8 1 4 5
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 9.0 20.0 25.0 9.0 20.0 18.0 25.0 9.0 18.0 9.0
Total Split (s) 21.0 21.0 36.0 32.0 32.0 21:0 36.0 32.0 21.0 21.0
Total Split 19% 19% 33% 29% 29% 19% 33% 29% 19% 19%
Yellow Time (s) 3:0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lead /Lag Lead Lag Lead Lag Lead Lead
Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None Coord Min None. Coord None Min None None None
Queue Length 50th (ft) 145 165 51 204 275 13 312 0 164 17
Queue Length 95th (ft) #272 #268 #203 #346 #462 32 #515 31 #311 39
Internal Link Dist (ft) 220 620 920 447
50th Up Block Time
95th Up Block Time 18% 28% 4%
Turn Bay Length-(ft)
50th Bay Block Time
95th Bay Block -Time
Queuing Penalty (veh)
100
41% 49%
55 '61
18 64 10 206 169
Cycle Length: 110
Actuated Cycle- Length: 110
Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection
Natural Cycle: 90
Control Type: Actuated- Coordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 5: Route 9 State Street
32 s
05
21 s
J 'T. 02
1 21
06
l "t' 32s
S: \Jobs \3206\Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
100
4 04 J 08
lx 21 s l 36 s
2006 Weekday PM Build
10/11/2001
25
72% 1%
79% 31%
107 36
Synchro 5 Report
Page 2
Ll
n
rl
U
HCM Signalized Intersection Capacity Analysis
7: Old South- Street State Street
Lane Configurations
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Fit Permitted
Satd. Flow (perm)
Volume(vpF)
Peak -hour factor, PHF
Adj. Flow (vph)
Lane Group Flow (vph)
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
377
0.90
419
419
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Actuated Green, G (s) 21.4 41.8 20.1 41.5 20.4 44.5
Effective Green, g (s) 21.4 41.8 20.1 41.5 20.4 44.5
Actuated g/C Ratio 0.29 0.57 0.27 0.56 0.28 0.60
Clearance 'Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap _(vph) 461 883 456 877 440 1009
v/s Ratio Prot c0.26 0.10 0.21 0.11 c0.23 c0.42
Ws Ratio Perm` 0.13 0.12
v/c Ratio 0.91 0.36 0.78 0.38 0.85
Uniform Deley,:d1 25.3 8:8 24.9 9.0 25.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
incremental Delay, d2 21:5 0.3 8.4 0.3 13:9
Delay (s) 46.8 9.0 33.3 9.3 39.1
Level':. of Service D A C AD
Approach Delay (s) 30.4 21.7
Approach LOS'. C C
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical.Lane Group
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
290
0.90
322
322
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
320
0.90
356
356
242
0.80
73.9
79.5%
1710
4.0
1.00
0.85
1.00
1425
1.00
1425
299
0.90
332
332
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
1710
4.0
1.00
1.00
0.95
1593
0.95
1593
335
0.90
372
372
1710
4.0
1.00
1.00
1.00
1676
1.00
1676
635
0.90
706
706
0.70
10.1
1.00
2.1
12.3
B
21.5
HCM Level .of Service
Sum of lost time (s)
ICU Level of Service
2006 Weekday PM Build
10/11/2001
8.0
C
Synchro 5 Report
Page 3
Queues
7: Old South Street State Street
Lane Configurations r r h
Volume (vph) 377 290 320 299 335 635
Lane Group Flow (vph) 419 322 356 332 372 706
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum. Initial- (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 25.0 27.0 33.0 25.0 27.0 60.0
Total Split 29% 32% 39% 29% 32% 71%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 198 7 157 30 163 195
Queue Length 95th (ft) #425 45 249 65 #343 305
Internal Link Dist (ft) 520 419 920
50th- Up Block Time
95th Up Block Time
Turn,Bay Length (ft)
50th Bay Block Time
95th_Bay Block Time
Queuing Penalty (veh)
Cycle Length: 85
Adtuated Cycle Length: 74.1
Natural Cycle: 75
Control Type Actuated- Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is' after two cycles:
Splits and Phases: 7: Old South Street State Street
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
2006 Weekday PM Build
10/11/2001
Synchro 5 Report
Page 3
01
1' 02
"if
o8
27s
Ings33 s igil
06
60 s
[0425s
Queues
7: Old South Street State Street
Lane Configurations r r h
Volume (vph) 377 290 320 299 335 635
Lane Group Flow (vph) 419 322 356 332 372 706
Turn Type pm +ov pm +ov Prot
Protected Phases 8 1 2 8 1 6
Permitted Phases 8 2
Detector Phases 8 1 2 8 1 6
Minimum. Initial- (s) 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 14.0 8.0 19.0 14.0 8.0 19.0
Total Split (s) 25.0 27.0 33.0 25.0 27.0 60.0
Total Split 29% 32% 39% 29% 32% 71%
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lead/Lag Lead Lag Lead
Lead -Lag Optimize? Yes Yes Yes
Recall Mode None None Min None None Min
Queue Length 50th (ft) 198 7 157 30 163 195
Queue Length 95th (ft) #425 45 249 65 #343 305
Internal Link Dist (ft) 520 419 920
50th- Up Block Time
95th Up Block Time
Turn,Bay Length (ft)
50th Bay Block Time
95th_Bay Block Time
Queuing Penalty (veh)
Cycle Length: 85
Adtuated Cycle Length: 74.1
Natural Cycle: 75
Control Type Actuated- Uncoordinated
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is' after two cycles:
Splits and Phases: 7: Old South Street State Street
S: \Jobs \3206 \Synchro \Northampton PM BU OPT.sy6
SDH
vanassando -ff51
2006 Weekday PM Build
10/11/2001
Synchro 5 Report
Page 3
r
HCS ANALYSIS
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Route
10
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Earle Street
North /South Street: Route 10 South
Street
Intersection Orientation: North- Study Period (hrs): 1.00
South
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
70
595
0
0
300
65
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
70
595
0
0
300
65
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound•
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
75
0
50
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
75
0
50
Percent Heavy
ehicles
0
0
0
0
0
0
file: /C: \WINDOWS \TEMP \u2k304.TMP
9/20/01
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
70
125
C (m) (vph)
1205
320
/c
0.06
0.39
95% queue
length
0.18
1.89
Control Delay
8.2
23.4
LOS
A
C
pproach
Delay
23.4
pproach LOS
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k304.TMP 9/20/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Grove Street
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
80
0
0
45
90
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
80
0
0
45
90
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
40
0
5
Peak -Hour
Factor, PH F
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
40
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
N
I N
l j
fl
r--
J
1
file: /C: \WINDOWS \TEMP \u2k2062.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
45
C (m) (vph)
1462
826
/c
0.00
0.05
95% queue
length
0.01
0.17
Control Delay
7.5
9.6
LOS
A
A
pproach
Delay
9 6
pproach LOS
A
HCS2000TM
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k2062.TMP 9/25/01
TWO-WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Texas
Rd
Agency/Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
EastNVest Street: Texas Road
North/South Street: Earle Street
Intersection. Orientation: East-West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
10
110
10
10
0
Peak-Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
10
110
10
10
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
125
0
10
0
0
0
Peak-Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
125
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
1
N
fl
r
fl
r
r
1
file://C:\WINDOWS\TEMP\u2k4274.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
10
135
C (m) (vph)
1480
910
/c
0.01
0.15
95% queue
length
0.02
0.52
Control Delay
7.4
9.6
LOS
A
A
pproach
Delay
9.6
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k4274.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
EastNVest Street: Laurel Street North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L.
T
R
olume
0
55
0
0
30
20'
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00.
Hourly Flow
Rate, HFR
0
55
0
0
30
20,:,
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
.LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
25
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
25
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I
N
I
file: /C: \WINDOWS \TEMP \u2k52D5.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
25
C (m) (vph)
1570
909
/c
0.00
0.03
95% queue
length
0.00
0.08
Control Delay
7.3
9.1
LOS
A
A
pproach
Delay
9.1
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k52D5.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Grove Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
290
50
5
100
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
290
50
5
100
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
20
0
10
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
20
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k6285.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes.
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
30
C (m) (vph)
1230
629
lc
0.00
0.05
95% queue
length
0.01
0.15
Control Delay
7.9
11.0
LOS
A
B
pproach
Delay
11.0
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k6285.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection.
Route 66 Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
EastNVest Street: Route 66 Chapel
Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
285
5
0
95
5.
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1:00'
Hourly Flow
Rate, HFR
5
285
5
0
95
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
10
5
0
20
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
10
5
0
20
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
L
L
L
L
L
file: /C: \WINDOWS TEMP \u2kB353.TMP
9/19/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue L ength, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
5
0
20
25
C (m) (vph)
1505
1283
581
593
/c
0.00
0.00
0.03
0.04
95% queue
length
0.01
0.00
0.11
0.13
Control Delay
7.4
7.8
11.4
11.3
LOS
A
A
B
B
pproach
Delay
11.4
11.3
pproach LOS
B
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kB353.TMP 9/19/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Burts Pit Rd
Laurel St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Burts Pit Road
Prince Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
115
25
0
30
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1:00'
Hourly Flow
Rate, HFR
0
115
25
0
30
0.
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound.
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
20
0
0
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
20
0
0
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k7234.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
20
C (m) (vph)
1456
838
/c
0.00
0.02
95% queue
length
0.00
0.07
Control Delay
7.5
9.4
LOS
A
A
pproach
Delay
9.4
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k7234.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive
Prince St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Prince Street
North /South Street: Site Driveway
Intersection Orientation: East -West
Study Period (hrs):. 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
15
100
0
0
25
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
15
100
0
0
25
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration.
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R_
L
T
R
olume
0
0
0
5
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
5
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I N
file: /C: \WINDOWS \TEMP \u2k8301.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
15
10
C (m) (vph)
1596
928
/c
0.01
0.01
95% queue
length
0.03
0.03
Control Delay
7.3
8.9
LOS
A
A
pproach
Delay
8.9
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k8301.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Prince
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Prince Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R"
olume
0
290
0
0
95
30
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
290
0
0
95
30
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
100
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
100
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k9375.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
105
C (m) (vph)
1474
621
/c
0.00
0.17
95% queue
length
0.00
0.61
Control Delay
7.4
12.0
LOS
A
B
pproach
Delay
12.0
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k9375.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Main Drive
Route 66
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Route 66 (Chapel
Street)
North /South Street: Main Driveway
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R.
olume
10
380
0
0
115
10.
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00"
Hourly Flow
Rate, HFR
10
380
0
0
115
10'°
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
10
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kA 1 B5.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
10
15
C (m) (vph)
1474
607
/c
0.01
0.02
95% queue
length
0.02
0.08
Control Delay
7.5
11.1
LOS
A
B
pproach
Delay
11.1
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \W[NDOWS \TEMP \u2kA1B5.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Earle
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
AM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R.
L
T
R
olume
0
380
5
40
120
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.
Hourly Flow
Rate, HFR
0
380
5
40
120
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
Lanes
0
1
0
0
1
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
N orthbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
olume
5
0
80
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
0
80
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kB 103.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
40
85
C (m) (vph)
1185
653
/c
0.03
0.13
95% queue
length
0.10
0.45
Control Delay
8.1
11.3
LOS
A
B
pproach
Delay
11.3
pproach LOS
B
HCS2000TM
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kB 103.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Route
10
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/VVest Street: Earle Street
North /South Street: Route 10 South
Street
Intersection Orientation: North- Study Period (hrs): 1.00
South
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6.
L
T
R
L
T
R
olume
45
470
0
0
680
85
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
45
470
0
0
680
85
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
60
0
105
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
60
0
105
Percent Heavy
ehicles
0
0
0
0
0
0
n
fl
i
L
file: /C: \WINDOWS \TEMP \u2k 1115.TMP
9/25/01
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
45
165
C (m) (vph)
857
280
lc
0.05
0.59
95% queue
length
0.17
4.02
Control Delay
9.4
35.9
LOS
A
E
pproach
Delay
35.9
pproach LOS
E
HCS2000
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file://C: \WINDOWS \TEMP\u2k 1 1 15.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Grove Street
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
70
0
0
95
45
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
70
0
0
95
45
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0'
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
85
3
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
85
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I
N
I
I N
I
i1
L
r
I
file: /C: \WINDOWS \TEMP \u2k2065.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
90
C (m) (vph)
1456
799
/c
0.00
0.11
95% queue
length
0.01
0.38
Control Delay
7.5
10.1
LOS
A
B
pproach
Delay
10.1
pproach LOS
B
HCS2000TM
Copyright 2000 Univers'ty of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k2065.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Texas
Rd
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
EastNVest Street: Texas Road North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
10
145
20
10
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
10
145
20
10
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
130
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
130
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I N
I
P
r
L
LJ
file: /C: \WINDOWS \TEMP \u2k2315.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
20
135
C (m) (vph)
1438
859
/c
0.01
0.16
95% queue
length
0.04
0.56
Control Delay
7.5
10.0
LOS
A
A
pproach
Delay
10.0
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k2315.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Laurel Street
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
35
0
0
55
40
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
35
0
0
55
40
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
40
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
40
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
N
I
I N
ri
r-�
1 P
i
u
file: /C: \WINDOWS \TEMP \u2k4162.TMP
9/19/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
40
C (m) (vph)
1512
892
/c
0.00
0.04
95% queue
length
0.00
0.14
Control Delay
7.4
9.2
LOS
A
1
A
pproach
Delay
9 2
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k4162.TMP 9/19/01
TWO -WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst
SDH
Intersection
Route 66 Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Grove Street
Intersection Orientation: East -West Stud Period hrs 1.00
Ma'or Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
110
25
10
205
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
110
25
10
205
0
Percent Heavy
ehicles
0
0
Median T pe
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Confi uration
TR
LT
U•stream Si•nal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
45
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
45
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k5023.TMP
9/19/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
10
50
C (m) (vph)
1462
670
/c
0.01
0.07
95% queue
length
0.02
0.24
Control Delay
7.5
10.8
LOS
A
B
pproach
Delay
10.8
pproach LOS
B
HCS2000TM
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINTDOWS \TEMP \u2k5023.TMP 9/19/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
10
100
5
10
205
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
10
100
5
10
205
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
35
0
5
25
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
35
0
5
25
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k4340.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
10
10
40
35
C (m) (vph)
1378
1499
571
595
/c
0.01
0.01
0.07
0.06
95% queue
length
0.02
0.02
0.23
0.19
Control Delay
7.6
7.4
11.8
11.4
LOS
A
A
B
B
pproach
Delay
11.8
11.4
pproach LOS
8
8
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k4340.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Burts Pit Rd
Laurel St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
PM Peak
Analysis Year
2001
Project ID
3206
East/West Street: Burts Pit Road
Prince Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
70
35
0
85
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
70
35
0
85
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
45
0
0
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
45
0
0
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
r--
file: /C: \WINDOWS \TEMP \u2k32B 1.TMP
9/19/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
45
C (m) (vph)
1499
822
/c
0.00
0.05
95% queue
length
0.00
0.17
Control Delay
7.4
9.6
LOS
A
A
pproach
Delay
9.6
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file://C:\WINDOWS\TEMP\u2k32B 1.TMP 9/19/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive
Prince St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
PM Peak
Analysis Year
2001
Project ID
3206
East/West Street: Prince Street North /South Street: Site Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
65
0
0
70
5
Peak -Hour
Factor, PHF
1,00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
65
0
0
70
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
'7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
10
0
15
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
15
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I
N
n
I
n
r
n
T
L
L
r--
file: /C: \WINDOWS \TEMP \u2k42A4.TMP
9/19/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
25
C (m) (vph)
1537
931
/c
0.00
0.03
95% queue
length
0.01
0.08
Control Delay
7.3
9.0
LOS
A
A
pproach
Delay
9.0
pproach LOS
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k42A4.TMP 9/19/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Prince
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Prince Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
105
0
0
210
75
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
105
0
0
210
75,
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
N orthbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
70
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
70
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
ri
L
LJ
L
r
file: /C: \WINDOWS \TEMP \u2k6095.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
75
C (m) (vph)
1289
657
lc
0.00
0.11
95% queue
length
0.00
0.39
Control Delay
7.8
11.2
LOS
A
B
pproach
Delay
11.2
pproach LOS
B
HCS2000T M
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k6095.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Main Drive
Route 66
Agency /Co.
VAl
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Route 66 (Chapel
Street)
North /South Street: Main Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
170
0
0
275
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
170
0
0
275
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
T
R
Volume
0
0
0
10
0
10
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
10
Percent Heavy
Vehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k63 86.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
20
C (m) (vph)
1294
649
/c
0.00
0.03
95% queue
length
0.01
0.10
Control Delay
7.8
10.7
LOS
A
g
pproach
Delay
1 0. 7
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k6386.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Earle
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2001
Analysis Time
Period
PM Peak
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R~
olume
0
170
5
75
270
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
170
5
75
270
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
10
0
35
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
10
0
35
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
(°/0)
0
0
L
n
LJ
P
r
L
n
U
file: /C: \WINDOWS \TEMP \u2k7313.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
No_ rthbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
75
45
C (m) (vph)
1414
723
/c
0.05
0.06
95% queue
length
0.17
0.20
Control Delay
7.7
10.3
LOS
A
B
pproach
Delay
10.3
pproach LOS
B
HCS2000T M
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k7313.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Route
10
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/Vl/est Street: Earle Street
North /South Street: Route 10 South
Street
Intersection Orientation: North-
South
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
75
625
0
0
315
70
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
75
625
0
0
315
70
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
95
0
55
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
95
0
55
Percent Heavy
ehicles
0
0
0
0
0
0
file: /C: \WINDOWS \TEMP \u2k3372.TMP
9/21/01
Percent Grade
/0)
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
75
150
C (m) (vph)
1185
288
/c
0.06
0.52
95% queue
length
0.20
3.12
Control Delay
8.2
30.9
LOS
A
D
pproach
Delay
30.9
pproach LOS
D
HCS2000TM
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k3372.TMP 9/21 /01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Grove Street
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
100
0
0
45
95,
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
100
0
0
45
95
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
40
3
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
40
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
Flared Approach
I N
I
1
N
file: /C: \WINDOWS \TEMP \u2k8233 .TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
45
C (m) (vph)
1456
805
/c
0.00
0.06
95% queue
length
0.01
0.18
Control Delay
7.5
9.7
LOS
A
A
pproach
Delay
9' 7
pproach LOS
A
HCS2000TM
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k8233.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Texas
Rd
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
EastNVest Street: Texas Road
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
10
130
10
10
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1:00
1.00
1.00
Hourly Flow
Rate, HFR
0
10
130
10
10
0-
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
10
11
12
Movement
7
8
9
L
T
R
L
T
R
olume
130
0
10
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
130
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N I
N
I
file: /C: \WINDOWS \TEMP \u2k91B5.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
10
140
C (m) (vph)
1456
898
/c
0.01
0.16
95% queue
length
0.02
0.55
Control Delay
7.5
9.7
LOS
A
A
pproach
Delay
9.7
pproach LOS
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k91B5.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Grove St Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Laurel Street North /South Street: Grove Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
60
0
0
30
20
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
60
0
0
30
20
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
10
11
12
Movement
7
8
9
L
T
R
L
T
R
olume
0
0
0
40
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
40
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
1
N
file: /C: \WINDOWS \TEMP \u2kA2F3 .TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
40
C (m) (vph)
1570
904
/c
0.00
0.04
95% queue
length
0.00
0.14
Control Delay
7.3
9.2
LOS
A
A
pproach
Delay
9 2
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kA2F3.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Grove Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
305
55
5
105
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
305
55
5
105
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
I 9
10
11
12
L
T
R
L
T
R
olume
20
0
10
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
20
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kB292.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
R
(vph)
5
20
10
C (m) (vph)
1210
571
714
/c
0.00
0.04
0.01
95% queue
length
0.01
0.11
0.04
Control Delay
8.0
11.5
10.1
LOS
A
B
B
pproach
Delay
11.1
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kB292.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
300
5
0
100
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
300
5
0
100
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
10
5
0
35
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
10
5
0
35
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kB3 80.TMP
9/21/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
5
0
20
40
C (m) (vph)
1499
1267
562
559
/c
0.00
0.00
0.04
0.07
95% queue
length
0.01
0.00
0.11
0.23
Control Delay
7.4
7.8
11.6
11.9
LOS
A
A
B
B
pproach
Delay
11.6
11.9
pproach LOS
B
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kB380.TMP 9/21/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Buds Pit Rd
Laurel St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Burts Pit Road
Prince Street
North /South Street: Laurel Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
125
40
0
30
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
125
40
0
30
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
20
0
0
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
20
0
0
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
n
r-
L_
L
file://C: \WINDOWS \TEMP \u2kC3 2 1 .TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
20
C (m) (vph)
1426
819
/c
0.00
0.02
95% queue
length
0.00
0.08
Control Delay
7.5
9.5
LOS
A
A
pproach
Delay
9.5
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kC321.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive
Prince St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Prince Street
North /South Street: Site Driveway
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
.1
2
3
4
5
6
L
T
R
L
T
R
olume
15
110
0
0
25
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
15
110
0
0
25
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
5
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
5
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
1 N
I N
I
file: /C: \WINDOWS \TEMP \u2kE040.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
15
10
C (m) (vph)
1596
921
lc
0.01
0.01
95% queue
length
0.03
0.03
Control Delay
7.3
9.0
LOS
A
A
pproach
Delay
9.0
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kE040.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Main Drive
Route 66
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Route 66 (Chapel
Street)
North /South Street: Main Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
10
405
0
0
120
10
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
10
405
0
0
120
10
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
10
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kE314.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RI Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
No_ rthbound
Southbound
10
11
12
Movement
1
4
7
8
9
Lane
Configuration
LT
LR
(vph)
10
15
C (m) (vph)
1468
588
/c
0.01
0.03
95% queue
length
0.02
0.08
Control Delay
7.5
11.3
LOS
A
B
pproach
Delay
11.3
pproach LOS
8
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kE314.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information (Site Information
Analyst
SDH
Intersection
Route 66 Earle
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM No Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
405
5
40
125
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
405
5
40
125
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
0
85
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
0
85
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
(°/o)
0
0
file://C: WIND OWS \TEMP \u2 kF 1 D 4 TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
R
(vph)
40
5
85
C (m) (vph)
1160
443
648
/c
0.03
0.01
0.13
95% queue
length
all
0.03
0.45
Control Delay
8.2
13.2
11.4
LOS
A
B
B
pproach
Delay
11.5
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file://C \WINDOWS \TEMP \u2kF 1 D4.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Route
10
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/VVest Street: Earle Street
North /South Street: Route 10 South
Street
Intersection Orientation: North-
South
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6.,..
L
T
R
L
T
.R_
olume
45
495
0
0
715
105—
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
45
495
0
0
715
105
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
Volume
0
0
0
65
0
110
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
65
0
110
Percent Heavy
Vehicles
0
0
0
0
0
0
r-,
n
L
r
file: /C: \WINDOWS \TEMP \u2kCO32.TMP
9/25/01
Percent Grade
0
0
Flared Approach
I
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Confi uration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
45
175
C (m) (vph)
818
256
/c
0.06
0.68
95% queue
length
0.17
5.68
Control Delay
9.7
48.0
LOS
A
E
pproach
Delay
48.0
pproach LOS
E
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kCO32.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/West Street: Grove Street North /South Street: Earle Street
Intersection Orientation: East -West Study Period 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
75
0
0
115
45
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
75
0
0
115
45`'
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
10
11
12
Movement
7
8
9
L
T
R
L
T
R
olume
0
0
0
90
3
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
90
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
Flared Approach
I N I
J
N I
file: /C: \WINDOWS \TEMP \u2kC325.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Confi uration
LT
LR
(vph)
5
95
C (m) (vph)
1432
774
/c
0.00
0.12
95% queue
length
0.01
0.42
Control Delay
7.5
10.3
LOS
A
B
pproach
Delay
10.3
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kC325.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Texas
Rd
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/West Street: Texas Road
North /South Street: Earle Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
10
155
20
10
0°
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
10
155
20
10
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
150
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
150
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I N
file: /C: \WINDOWS TEMP \u2kE093.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
20
155
C (m) (vph)
1426
852
/c
0.01
0.18
95% queue
length
0.04
0.67
Control Delay
7.6
10.2
LOS
A
B
pproach
Delay
10.2
pproach LOS
B
HCS2000
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kE093.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Grove St Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
EastNVest Street: Grove Street
North /South Street: Laurel Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
35
0
0
60
45
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
35
0
0
60
45
4-.,.
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
10
11
12
Movement
7
8
9
L
T
R
L
T
R
olume
0
0
0
40
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
40
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I N
file: /C: \WINDOWS \TEMP \u2kE370.TMP
9/24/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
40
C (m) (vph)
1499
884
/c
0.00
0.05
95% queue
length
0.00
0.14
Control Delay
7.4
9.3
LOS
A
A
pproach
Delay
9.3
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kE370.TMP 9/24/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Grove
St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
PM No Build
Analysis Year
2006
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Grove Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6~
L
T
R
L
T
R
olume
0
115
25
10
215
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
1.15
25
10
215
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
45
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
45
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k53 50.TMP
9/21/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
R
(vph)
10
45
5
C (m) (vph)
1456
636
927
lc
0.01
0.07
0.01
95% queue
length
0.02
0.23
0.02
Control Delay
7.5
11.1
8.9
LOS
A
B
A
pproach
Delay
10.9
pproach LOS
B
HCS2000T
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k5350.TMP 9/21, 01
TWO -WAY STOP CO NTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Laurel
St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
PM No Build
Analysis Year
2006
Project ID
3206
EastNVest Street: Route 66 Chapel
Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
olume
10
105
5
10
215
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1 :00
Hourly Flow
Rate, HFR
10
105
5
10
215
0'
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
50
0
5
25
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
50
0
5
25
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
(/o
0
0
n
LJ
fl
l_J
file: /C: \WINDOWS \TEMP \u2kF03 3 .TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, and Level of Service
pproach
EB
WB
No rthbound
Southbound
10
11
12
Movement
1
4
7
8
9
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
10
10
55
35
C (m) (vph)
1367
1493
558
580
lc
0.01
0.01
0.10
0.06
95% queue
length
0.02
0.02
0.33
0.19
Control Delay
7.7
7.4
12.2
11.6
LOS
A
A
B
B
pproach
Delay
12.2
11.6
pproach LOS
B
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kF033.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Burts Pit Rd
Laurel St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/West Street: Burts Pit Road
Prince Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4 J 5
6
R°
L
T
R
L
T
olume
0
75
35
0
95
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
75
35
0
95
0 f
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
60
0
0
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
60
0
0
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
�J
LJ
j
J
file: /C: \WINDOWS \TEMP \u2k6245.TMP
9/21/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
60
C (m) (vph)
1493
807
/c
0.00
0.07
95% queue
length
0.00
0.24
Control Delay
7.4
9.8
LOS
A
A
pproach
Delay
9.8
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k6245.TMP 9/21/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive
Prince St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/West Street: Prince Street North /South Street: Site Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
5
70
0
0
80
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00:
Hourly Flow
Rate, HFR
5
70
0
0
80
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
N orthbound
Southbound
10
11
12
Movement
7
8
9
L
T
R
L
T
R
olume
0
0
0
10
0
15
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
15
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
N
I
I
N I
r
r
f 7
fl
Li
P
L
it
r
r
file: /C: \WINDOWS \TEMP \u2k9226.TMP
9/21/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
25
C (m)(vph)
1524
916
/c
0.00
0.03
95% queue
length
0.01
0.08
Control Delay
7.4
9.0
LOS
A
A
pproach
Delay
9.0
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k9226.TMP 9/21/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Prince
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Prince Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
110
0
0
220
85
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
110
0
0
220
85`
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0.
80
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
80
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k 172.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
1
0
1
Configuration
L
R
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
10
11
12
Movement
1
4
7
8
9
Lane
Configuration
LT
L
R
(vph)
0
80
5
C (m) (vph)
1267
633
782
/c
0.00
0.13
0.01
95 %queue
length
0.00
0.43
0.02
Control Delay
7.8
11.5
9.6
LOS
A
B
A
pproach
Delay
11.4
pproach LOS
8
HCS2000T M
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k172.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Main Drive
Route 66
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM No Build
Project ID
3206
East/West Street: Route 66 (Chapel
Street)
North /South Street: Main Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
olume
5
185
0
0
290
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
185
0
0
290
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
10
0
10
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
10
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k2145.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
20
C (m) (vph)
1278
629
/c
0.00
0.03
95% queue
length
0.01
0.10
Control Delay
7.8
10.9
LOS
A
g
pproach
Delay
10.9
pproach LOS
B
HCS2000T M
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k2145.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Earle
St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
PM No Build
Analysis Year
2006
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R.
olume
0
180
5
75
290
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1 :00"
Hourly Flow
Rate, HFR
0
180
5
75
290
0`
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
N orthbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
10
0
35
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
10
0
35
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k3124.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue Length, and Level of Service
pproach
EB
WB
No rthbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
R
(vph)
75
10
35
C (m) (vph)
1402
430
866
/c
0.05
0.02
0.04
95% queue
length
0.17
0.07
0.13
Control Delay
7.7
13.6
9.3
LOS
pproach
Delay
10.3
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k3124.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Route
10
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
AM Build
Analysis Year
2006
Project ID
3206
East/V1/est Street: Earle Street
North /South Street: Route 10 South
Street
Intersection Orientation: North- Study Period (hrs): 1.00
South
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6.,.
L
T
R
L
T
R.
olume
112
625
0
0
315
134
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
112
625
0
0
315
134
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
139
0
65
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
139
0
65
Percent Heavy
ehicles
0
0
0
0
0
0
file: /C: \WINDOWS \TEMP \u2k3195.TMP
10/11/01
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
112
204
C (m) (vph)
1122
232
/c
0.10
0.88
95% queue
length
0.33
11.84
Control Delay
8.6
102.6
LOS
A
F
pproach
Delay
102.6
pproach LOS
F
HCS
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k3195.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Grove
St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
AM Build
Analysis Year
2006
Project ID
3206
East/West Street: Grove Street North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
12
131
0
0
54
187
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
12
131
0
0
54
187
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
62
3
6
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
62
0
6
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
/o)
0
0
Flared Approach
N
I N
file: /C: \WINDOWS \TEMP \u2k4341.TMP
10 1 1
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
12
68
C (m) (vph)
1337
702
lc
0.01
0.10
95% queue
length
0.03
0.32
Control Delay
7.7
10.7
LOS
A
B
pproach
Delay
10.7
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k4341.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Texas
Rd
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
EastNVest Street: Texas Road North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
10
183
10
10
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
10
183
10
10
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
231
0
10
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
231
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
N
I
1 N
file://C: \WINDOWS\TEMP\u2kA28 1 .TMP
10
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
10
241
C (m) (vph)
1392
865
/c
0.01
0.28
95% queue
length
0.02
1.15
Control Delay
7.6
'10.8
LOS
A
8
pproach
Delay
10.8
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: WINDOWS \TEMP \u2kA281.TMP 10 /11 /01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Grove St Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Laurel Street
North /South Street: Grove Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
76
0
0
35
25
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
76
0
0
35
25
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
61
0
0
Peak -Hour
Factor, PH F
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
61
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
N
file: /C: \WINDOWS \TEMP \u2kB 1 DO.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
61
C (m) (vph)
1556
876
/c
0.00
0.07
95% queue
length
0.00
0,22
Control Delay
7.3
9.4
LOS
A
A
pproach
Delay
9.4
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS TEMP \u2kB 1 DO.TMP 9/25/01
TWO -WAY STOP CO NTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Grove
St
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
AM Build
Analysis Year
2006
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Grove Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R°
olume
0
321
71
5
110
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
321
71
5
110
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
25
0
10
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
25
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k91.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue Length, and Level of Service
A pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
R
(vph)
5
25
10
C (m) (vph)
1178
549
693
/c
0.00
0.05
0.01
95% queue
length
0.01
0.14
0.04
Control Delay
8.
11.9
10.3
LOS
A
B
B
A pproach
Delay
11.4
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k91.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
.2
3
4
5
6
L
T
R
L
T
R
olume
5
316
5
11
104
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1:0"0
Hourly Flow
Rate, HFR
5
316
5
11
104
5.'.
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
13
7
0
46
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
13
7
0
46
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file /C: \WINDOWS \TEMP \u2k6323 .TMP
9/21/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, and Level of Service
pproach
EB
WB
No rthbound
Southbound
10
11
12
Movement
1
4
7
8
9
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
5
11
25
51
C (m) (vph)
1494
1250
533
520
/c
0.00
0.01
0.05
0.10
95% queue
length
0.01
0.03
0.15
0.33
Control Delay
7.4
7.9
12.1
12.7
LOS
A
A
B
B
pproach
Delay
12.1
12.7
pproach LOS
B
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
.file: /C: \WINDOWS \TEMP \u2k6323.TMP 9/21/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Burts Pit Rd
Laurel St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Burts Pit Road
Prince Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
125
40
11
30
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1":00`"
Hourly Flow
Rate, HFR
0
125
40
11
30
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
20
0
3
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
20
0
3
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
(/o
0
0
file: /C: \WINDOWS \TEMP \u2k 1205.TMP
9/25/01
Flared Approac
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
11
23
C (m) (vph)
1426
804
lc
0.01
0.03
95% queue
length
0.02
0.09
Control Delay
7.5
9.6
LOS
A
A
pproach
Delay
9.6
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k 1 205.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive Burt's
Pit Rd
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Burt's Pit Road North /South Street: Site Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
3
115
0
0
30
1.:,
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
3
115
0
0
30
1
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
2
0
11
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
2
0
11
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
N
I
N
I
file: /C: \WINDOWS \TEMP \u2k2320.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
3
13
C (m) (vph)
1595
1012
l c
0.00
0.01
95% queue
length
0.01
0.04
Control Delay
7.3
8.6
LOS
A
A
pproach
Delay
8.6
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k2320.TMP 9/25/01
LI
General Information
Analyst
Agency /Co.
Date Performed
Analysis Time
Period
SDH
VAI
9/6/01
AM Build
East/West Street: Prince Street North /South Street: Site Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Movement
Volume
Peak -Hour
Factor, PHF
Hourly Flow
Rate, HFR
Percent Heavy
Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Minor Street
Movement
Volume
Peak -Hour
Factor, PHF
Hourly Flow
Rate, HFR
Percent Heavy
Vehicles
Percent Grade
Flared Approach
TWO -WAY STOP CONTROL SUMMARY
Eastbound
1
L
15
1.00
15
0
0
LT
7
L
0
1.00
0
2
T
112
1.00
112
1
0
Northbound
T
0
1.00
0
0
Site Information
Intersection
Jurisdiction
Analysis Year
Project ID
Site Drive
Prince St
2006
3206
R
0
1.00
0
Undivided
0
0
9
R
0
1.00
0
0
0
N
Westbound
4
L
0
1.00
0
0
0
10
L
5
1.00
5
0
5
T
26
1.00
26
1
0
11
T
0
1.00
0
0
R
1.00
0
0
TR
Southbound
12
R
5
1.00
5
0
0
N I
file: /C: \WINDOWS \TEMP \u2k3164.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
10
11
12
Movement
1
4
7
8
9
Lane
Configuration
LT
LR
(vph)
15
10
C (m) (vph)
1595
920
/c
0.01
0.01
95% queue
length
0.03
0.03
Control Delay
7.3
9.0
LOS
A
A
pproach
Delay
9.0
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k3164.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Prince
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
EastNVest Street: Route 66 Chapel
Street
North /South Street: Prince Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
T
R
L
T
R
olume
0
323
0
0
115
31
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
323
0
0
115
31
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
112
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
112
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
/a)
0
0
file: /C: \WINDOWS \TEMP \u2k4083 .TMP
9/25/01
Dela
Queue Len th and Level of Service
=gyred Approach
HCS2000TM Copyright 2000 University of Florida, All Rights Reserved
file: /C: WINDOWS \TEMP \u2k4083.TMP
Version 4.1
9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Main Drive
Route 66
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Route 66 (Chapel
Street)
North /South Street: Main Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
15
414
5
55
122
46
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
15
414
5
55
122
46'
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
1
0
10
42
0
17
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
1
0
10
42
0
17
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kB3B 1.TMP
10/11/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
15
55
11
59
C (m) (vph)
1422
1151
590
404
/c
0.01
0.05
0.02
0.15
95% queue
length
0.03
0.15
0.06
0.51
Control Delay
7.6
8.3
11.2
15.4
LOS
A
A
8
C
pproach
Delay
11.2
15.4
pproach LOS
8
C
HCS2000
Copyright 0 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kB3B 1.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
East Site Drive
Prince St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Route 66 (Prince
Street)
North /South Street: East Site
Driveway
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R.
olume
0
462
4
41
218
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1:00'
Hourly Flow
Rate, HFR
0
462
4
41
218
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
1
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00.
Hourly Flow
Rate, HFR
1
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2k 1002.TMP
10/11/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
41
6
C (m) (vph)
1106
542
/c
0.04
0.01
95% queue
length
0.12
0.03
Control Delay
8.4
11.7
LOS
A
B
pproach
Delay
11.7
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k 1002.TMP 10/11/01
fl
Li
P
P
General Information
olume
Peak -Hour
Factor, PHF
Hourly Flow
Rate, HFR
Percent Heavy
Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Minor Street
Movement
Volume
Peak -Hour
Factor, PHF
Hourly Flow
Rate, HFR
Percent Heavy
Vehicles
Percent Grade
TWO -WAY STOP CONTROL SUMMARY
Analyst
Agency /Co.
Date Performed
Analysis Time
Period
SDH
VAI
9/6/01
AM Build
East/West Street: Route 66 Chapel
Street
Intersection Orientation: East -West
ehicle Volumes and Adjustments
Major Street
Movement
Eastbound
1
L
0
1.00
0
0
0
7
L
66
1.00
66
0
2
T
439
1.00
439
0
Northbound
8
T
0
1.00
0
0
Site Information
Intersection
Jurisdiction
Analysis Year
Project ID
Route 66 Earle
St
2006
3206
North /South Street: Earle Street
Study Period (hrs): 1.00
3
R
23
1.00
23
Undivided
0
0
TR
9
R
85
1.00
85
0
0
Westbound
4
L
40
1.00
40
0
0
LT
10
L
0
1.00
0
0
5
T
198
1.00
198
1
0
11
T
0
1.00
0
0
6
1 0 0
0
0
Southbound
12
R
0
1.00
0
0
0
file: /C: \WINDOWS \TEMP \u2k 12D0.TMP
10/11
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue L ength, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
P,
(vph)
40
66
85
C (m) (vph)
1110
379
613
/c
0.04
0.17
0.14
95% queue
length
0.11
0.63
0.48
Control Delay
8.4
16.5
11.8
LOS
A
C
B
pproach
Delay
13.9
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k12D0.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Site
Driveway
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
AM Build
Project ID
3206
East/West Street: Site Driveway North /South Street: Earle Street
Intersection Orientation: North- Study Period (hrs): 1.00
South
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
38
161
0
0
63
0.
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1 :00
Hourly Flow
Rate, HFR
38
161
0
0
63
0'
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7'
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
0
0
5
Peak -Hour
Factor, PHF
1.00
1. .00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
0
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
r--
r
J
file //C \WINDOWS \TEMP \u2k2194. TMP
10/11/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
3 8
5
C (m) (vph)
1553
1007
c
0.02
0.00
95% queue
length
0.08
0.01
Control Delay
7.4
8.6
LOS
A
A
pproach
Delay
8.6
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k2194.TMP 10/11/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Route
10
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Earle Street
North /South Street: Route 10 South
Street
Intersection Orientation: North- Study Period (hrs): 1.00
South
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6.
L
T
R
L
T
R
olume
59
495
0
0
715
157
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
59
495
0
0
715
15.7
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
139
0
149
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
139
0
149
Percent Heavy
ehicles
0
0
0
0
0
0
file: /C: \WIN DOWS \TEMP \u2k8264.TMP
10 /11 /01
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue L ength, and Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
59
288
C (m) (vph)
782
213
/c
0.08
1.35
95% queue
length
0.24
46.74
Control Delay
10.0-
715.0
LOS
A
F
pproach
Delay
715.0
pproach LOS
F
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2k8264.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
EastNVest Street: Grove Street North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
7
92
0
0
146
79
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
7
92
0
0
146
79
Percent Heavy
ehicles
0
0
Median Type
Undivided 1
RT Channelized
0
0`
Lanes
0
1
0
0
1-
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
186
3
12
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
186
0
12
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I N
r--
file: /C: \WINDOWS \TEMP \u2k91 D 1.TMP
10/11/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
7
198
C (m) (vph)
1356
707
lc
0.01
0.28
95% queue
length
0.02
1.16
Control Delay
7.7
12.1
LOS
A
B
pproach
Delay
12
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \Wf DOWS \TEMP \u2k91 D 1.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Texas
Rd
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Texas Road North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
10
268
20
10
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
10
268
20
10
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
215
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
215
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
I N
I
file: /C: \WINDOWS \TEMP \u2kA 195 .TMP
10/11/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
20
220
C (m) (vph)
1296
789
/c
0.02
0.28
95% queue
length
0.05
1.16
Control Delay
7.8
11.3
LOS
A
B
pproach
Delay
11.3
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kA 195.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Grove St Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Grove Street
North /South Street: Laurel Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
41
0
0
76
77'
Peak -Hour
Factor, PH F
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
41
0
0
76
777
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
10
11
12
Movement
7
8
9
L
T
R
L
T
R
olume
0
0
0
52
0
0
Peak -Hour
Factor, PH F
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
52
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
I
1 N
n
fl
r
file: /C: \WINDOWS \TEMP \u2kC390.TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
0
52
C (m) (vph)
1440
841
/c
0.00
0.06
95% queue
length
0.00
0.20
Control Delay
7.5
9.6
LOS
A
A
pproach
Delay
9.6
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kC390.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Grove
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Grove Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
120
31
10
231
0'
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
120
31
10
231
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
61
0
5
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
61
0
5
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kF 122.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue L ength, an d Level of Service
pproach
EB
WB
No rthbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
(vph)
10
61
5
C (m) (vph)
1442
616
918
/c
0.01
0.10
0.01
95% queue
length
0.02
0.33
0.02
Control Delay
7.5
11.5
8.9
LOS
A
B
A
pproach
Delay
11.3
pproach LOS
B
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kF 122.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Laurel
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
EastNVest Street: Route 66 Chapel
Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
10
110
5
16
231
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
10
110
5
16
231
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
5
60
13
5
31
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
60
13
5
31
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kC2C5.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
10
16
78
41
C (m) (vph)
1349
1487
575
547
c
0.01
0.01
0.14
0.07
95% queue
length
0.02
0.03
0.47
0.24
Control Delay
7.7
7.4
12.2
12.1
LOS
A
A
B
B
pproach
Delay
12.2
12.1
pproach LOS
B
B
HCS2000
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file://C: \WINDOWS \TEMP \u2kC2C5 .TMP 9/25/01
TWO -WAY STOP CO NTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Burts Pit Rd
Laurel St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Burts Pit Road
Prince Street
North /South Street: Laurel Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
75
35
6
95
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.06
Hourly Flow
Rate, HFR
0
75
35
6
95
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
60
0
10
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
60
0
10
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
file: /C: \WINDOWS \TEMP \u2kF200.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
6
70
C (m) (vph)
1493
813
/c
0.00
0.09
95% queue
length
0.01
0.28
Control Delay
7.4
9.8
LOS
A
A
pproach
Delay
9.8
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kF200.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive Burt's
Pit Rd
Agency /Co.
VAI
Date Performed
9/6/01
Jurisdiction
Analysis Time
Period
PM Build
Analysis Year
2006
Project ID
3206
East/West Street: Burt's Pit Road North /South Street: Site Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
10
75
0
0
95
2.
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
10
75
0
0
95
2
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
1
0
6
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
1
0
6
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared Approach
I N
1
I
N
I
file: /C: \WINDOWS \TEMP \u2kF273 .TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
No rthbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
10
7
C (m) (vph)
1509
938
/c
0.01
0.01
95% queue
length
0.02
0.02
Control Delay
7.4
8.9
LOS
A
A
pproach
Delay
8.9
pproach LOS
A
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kF273.TMP 9/25/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Site Drive
Prince St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Prince Street North /South Street: Site Driveway
Intersection Orientation: East -West Study. Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T'
R
olume
5
71
0
0
82
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
5
71
0
0
82
5
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
10
0
15
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
10
0
15
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
Flared'Approach
I N
I
I
N
file: /C: \WINDOWS \TEMP \u2kF3 83 .TMP
9/25/01
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
5
25
C (m) (vph)
1522
913
lc
0.00
0.03
95% queue
length
0.01
0.08
Control Delay
7.4
9.1
LOS
A
A
pproach
Delay
9.1
pproach LOS
A
HCS2000T M
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kF3 83.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Prince
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Route 66 Chapel
Street
North /South Street: Prince Street
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R'
olume
0
128
0
0
243
117
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
128
0
0
243
117
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
81
0
5
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
81
0
5
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kE062.TMP
9/25/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
1
0
1
Configuration
L
R
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
L
R
(vph)
0
81
5
C (m) (vph)
1210
586
742
/c
0.00
0.14
0.01
95% queue
length
0.00
0.48
0.02
Control Delay
8.0
12.1
9.9
LOS
A
B
A
pproach
Delay
12.0
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kE062.TMP 9/25/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Main Drive
Route 66
Agency /Co.
VAI
Jurisdiction
Date. Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project I D
3206
East/West Street: Route 66 (Chapel
Street)
North /South Street: Main Driveway
Intersection Orientation: East -West
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
20
189
1
21
298
47
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1:00
Hourly Flow
Rate, HFR
20
189
1
21
298
47
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
7
0
58
61
0
20
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
7
0
58
61
0
20
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kC001:TMP
10/1 1/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay, Queue Length, and Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LTR
LTR
LTR
LTR
(vph)
20
21
65
81
C (m) (vph)
1225
1396
759
415
lc
0.02
0.02
0.09
0.20
95% queue
length
0.05
0.05
0.28
0.72
Control Delay
8.0
7.6
10.2
15.8
LOS
A
A
B
C
pproach
Delay
10.2
15.8
pproach LOS
B
C
HCS2000
Copyright CO 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kC001.TMP 10/11/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
East Site Drive
Prince St
Agency /Co.
VAl
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Route 66 (Prince
Street)
North /South Street: East Site
Driveway
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
301
1
7
368
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
301
1
7
368
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
3
0
38
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
3
0
38
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kC362.TMP
10/11/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
7
41
C (m) (vph)
1270
702
/c
0.01
0.06
95% queue
length
0.02
0.19
Control Delay
7.9
10.4
LOS
A
B
pproach
Delay
10.4
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: WINDOWS \TEMP \u2kC362.TMP 10/11/01
TWO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Route 66 Earle
St
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
EastNVest Street: Route 66/ Chapel
Street
North /South Street: Earle Street
Intersection Orientation: East -West Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
0
268
66
75
335
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
268
66
75
335
0,
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0.
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
40
0
35
0
0
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
40
0
35
0
0
0
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file: /C: \WINDOWS \TEMP \u2kD220.TMP
1 0/1 1/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
Configuration
L
R
Delay, Queue L ength, and Level of Service
pproach
EB
WB
No rthbound
Southbound
10
11
12
Movement
1
4
7
8
9
Lane
Configuration
LT
L
R
(vph)
75
40
35
C (m) (vph)
1237
342
743
lc
0.06
0.12
0.05
95% queue
length
0.19
0.40
0.15
Control Delay
8.1
16.9
10.1
LOS
A
C
B
pproach
Delay
13.7
pproach LOS
B
HCS2000
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kD220.TMP 10/11/01
T WO -WAY STOP CONTROL SUMMARY
General Information
Site Information
Analyst
SDH
Intersection
Earle St Site
Driveway
Agency /Co.
VAI
Jurisdiction
Date Performed
9/6/01
Analysis Year
2006
Analysis Time
Period
PM Build
Project ID
3206
East/West Street: Site Driveway
North /South Street: Earle Street
Intersection Orientation: North-
South
Study Period (hrs): 1.00
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume
6
75
0
0
141
0
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
6
75
0
0
141
0
Percent Heavy
ehicles
0
0
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
LT
TR
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
0
0
41
Peak -Hour
Factor, PHF
1.00
1.00
1.00
1.00
1.00
1.00
Hourly Flow
Rate, HFR
0
0
0
0
0
41
Percent Heavy
ehicles
0
0
0
0
0
0
Percent Grade
0
0
file /C: \WINDOWS \TEMP \u2kE 1 02.TMP
10/11/01
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, an d Level of Service
pproach
NB
SB
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane
Configuration
LT
LR
(vph)
6
41
C (m) (vph)
1455
912
/c
0.00
0.04
95% queue
length
0.01
0.14
Control Delay
7.5
9.1
LOS
A
A
pproach
Delay
9 1
pproach LOS
A
HCS2000TM
Copyright 2000 University of Florida, All Rights Reserved
Version 4.1
file: /C: \WINDOWS \TEMP \u2kE 102.TMP 10/11/01
SIGNAL WARRANT ANALYSIS
MIN. REQUIREMENT
DISTANCE TO NEAREST ESTABLISHED CRWLK
FULFILLED
150 Feet
WE ft S/W ft
Yes No
17
I
n
T
u
T
l--
l.�
L
�l
L
Traffic Manual TRAFFIC SIGNALS AND LIGHTING
WARRANT 1 Minimum Vehicular Volume
Figure 9•1A
TRAFFIC SIGNAL WARRANTS
CALC SP K DATE 91Z1101
CHK K DATE 9121101
DIST CO RTE PM
Major St: Soo S TELL -E1 (itour 10) Critical Approach Speed ya mph
Minor St: EA',.1, 51 REET Critical Approach Speed ZS mph
Critical speed of major street traffic>40 mph RURAL (R)
In built up area of isolated community of 10,000 pop.
URBAN (U)
100% SATISFIED YES N0
80% SATISFIED YES NO
APPROACH
LANES
Both Apprche.
Major Street
Highest Apprch,
Minor Street*
MINIMUM REQUIREMENTS
te0% SHOWN IN BRACKETS)
U
600
(400)
150
(120)
R
350•
(280)
105
(6
U
2ormore �.Qpµ AiA)11 -1041- 404) /IZar+ZIjt Z Pt/ -S pet
600
(480)
200
(160)
R
420
(338)
140
(112)
q i-6
1
Mi I
112
`16�
foci
gg�
121
X60
IZZ
IZ3
1
133
APPROACH
LANES
Both Apprcha.
Major Street
Highest Apprch
Minor Street'
MINIMUM REQUIREMENTS
(eo% SHOWN IN BRACKETS)
U I R
750
(600)
76
(60)
"625
(420)
53
(42)
U I
2 or more
900
(720)
100
(60►
630
TO
(58)
1- TkiA -'.15- jo t I rh/ LPr"� -3 P1
T31
11�
916
1z6
'191
112
(01 Z3
0
1
Z
Sko 9*
12.3 133
Hour
NOTE: Heavier left turn movement from Major Street Included when LT-phasing Is proposed
WARRANT 2 Interruption of Continuous Traffic 100% SATISFIED YES NO
80% SATISFIED YES NO
Hour
*NOTE: Heavier left turn movement from Major Street Included when LT- phasing 1s proposed
WARRANT 3 Minimum Pedestrian Volume 100% SATISFIED YES NO
80% SATISFIED YES NO
MINIMUM REQUIREMENTS
(e0% SHOWN IN BRACKETS)
No Median
Both Major Street
Volume
Raised
4' Median
Pods On Highest Volume
X -Walk Xing Major Street
U
1000
(600)
150
(120)
R
420
(338)
700
(580)
106
(84)
N/A
IF MIDBLOCK SIGNAL PROPOSED
0
Hour
The satisfaction of a warrant la not necessarily Justification for a signal. Delay, congestion, confusion or other
evidence of the need for right of way assignment must be shown.
Figure 2 -9 Sample warrant analysis form. (Source: State of California, Traffic Manual)
17
8-6 TRAFFIC SIGNALS AND LIGHTING
Traffic Manual
12 -1t1E
WARRANT 4 School Crossings
WARRANT 5 Progressive Movement
MINIMUM REQUIREMENTS
1000 h N S
ON ONE WAY ISOLATED ST. OR ST. WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS
ARE SO FAR APART THAT NECESSARY PLATOONING SPEED CONTROL WOULD BE LOST
ON 2 -WAY ST. WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING
SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTEM
SATISFIED YES NO'X
WARRANT 8 Accident Experience
REQUIREMENT
ONE WARRANT
SATISFIED
BO%
WARRANT 7 Systems Warrant
MREQUIREMENT E
600 VEH /HR
Figure 9-1B
TRAFFIC SIGNAL WARRANTS
Not Applicable
WARRANT
WARRANT 1 MINIMUM VEHICULAR VOLUME
See School Crossings Warrant Sheet
SATISFIED YES NO.
DISTANCE TO NEAREST SIGNAL
ft,E k,W
OR
WARRANT 2 INTERRUPTION OF CONTINUOUS TRAFFIC
WARRANT 3 MINIMUM PEDESTRIAN VOLUME
SIGNAL WILL NOT SERIOUSLY DISRUPT PROGRESSIVE TRAFFIC FLOW
ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACC. FRED.
ACC WITHIN A 12 MON. PERIOD SUSCEPTIBLE OF CORR INVOLVING INJURY OR 800 DAMAGE
N
MINIMUM REQUIREMENT UMBER OF ACCIDENTS
6 OR MORE'
NOTE: Lett turn accidents can be Included when LT- phasing is proposed
SATISFIED YES NO
ENTERING VOLUMES- ALL APPROACHES
DURING TYPICAL WEEKDAY PEAK HOUR
R
DURING EACH OF ANY 6 HRS OF A SATURDAY AND /OR SUNDAY
CHARACTERISTICS OF MAJOR ROUTES
HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC
CONNECTS AREAS OF PRINCIPLE TRAFFIC GENERATION
RURA L OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY
HAS SURFACE STREET FWY OR EXPWAY RAMP TERMINALS
MINOR ST
vI'A
FULFILLED
YES NO
FULFILLED
FULFILLED
YES NO
MAJOR ST
APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN El
ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STS.
The satisfaction of a warrant Is not necessarily Justification for a signal. Delay, congestion, confusion or other
evidence of the need for right of way assignment must be shown.
Figure 2 -9 (Cont.)
18
REQUIREMENT
WARRANT
FULFILLED
TWO WARRANTS
SATISFIED
SO%
1 MINIMUM VEHICULAR VOLUME
YES gl NO
2 INTERRUPTION OF CONTINUOUS TRAFFIC
q_3 3
u_r
3- MINIMUM PEDESTRIAN VOLUME
Both Approaches Major Street
9413
1D
1152-
I(7-
HWhest Approichee Mbar Street
133
pit
1 •u
q_3 3
u_r
f 6
k --L
r
J
I
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7
LJ
L_
LJ
r�
L
r
Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7
WARRANT 8 Combination of Warrants
WARRANT 9 Four Hour Volume
WARRANT 10- Peak Hour Delay
Figura 9-1C
TRAFFIC SIGNAL WARRANTS
SATISFIED YES tl NO
roach Lanes
2 or
One more
*Refer to Fig. 9- 2A.(URBAN AREAS) or Figure 9 -2B (RURAL AREAS) to determine if this warrant is satisfied.
SATISFIED YES NO )g(
1. The total delay experienced for traffic on one minor street approach controlled by a STOP
sign equals or exceeds four vehicle -hours for a one -lane approach and five vehicle -hours
for a two-lane approach; and
35.6 sec/ue(^ 4 165 vtl,1l,r 581 -L1 1,1,3 <`I
2. The volume on the same minor street approach equals or exceeds 100 vph for one
moving lane of traffic or 150 vph for two moving lanes; and
SATISFIED' YES NO
Hour
12 -1986
YES NO )81;.
YES NO
3. The total entering volume serviced during the hour equals or exceeds 800 vph for
Intersections with four or more approaches or 650 vph for Intersections with three approaches.
YES NO
WARRANT 11 -Peak Hour Volume
Approach Lanes
2 or
One more
Both Approaphea Mafor Street
Hlpheat Approachea Minor Street
II '4
169
SATISFIED* YES gl NO
Hour
5. 0 0 ;01Po"
*Refer to Fig. 9-2C (URBAN AREAS) or Figure 9 -2D (RURAL AREAS) to determine If this warrant Is satisfied
The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other
evidence of the need for right of way assignment must be shown.
Figure 2 -9 (Cont.)
19
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00
0
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MITIGATION ANALYSIS
Mitigated Intersection
3: Route 10 (South Street) Earle Street
Lane Configurations
Ideal Flow (vphpl)`:
Total Lost time (s)
Lane Factor
Frt
Flt _Protecte_d.
Satd. Flow (prot)
Flt Permitted.:
Satd. Flow (perm)
Volume (Vph)
Peak -hour factor, PHF
Ad) Flow (vph)
Lane Group Flow (vph)
Protected Phases
Pet ittpd Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
C,leararf_ce Time (s)
Vehicle Extension (s)
v/s Ratio Prot
v/c Ratio
Uhiferrn Delay_
Progression Factor
r rxienta1Dela
Delay (s)
Level of Service
Approach Delay (s)
App
1900
1:12
0.90
0
Reriii
t3
0:, OM
DOM
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
c Critical Lane Group
4
1900
4.0
1.00
1.00
:0.99
1849
.0:86
1603
625
0.90
694
818
4
30.2 30.2
312 31.2
0.60 0.60
-.50 50.
3.0 3.0
0.85 0.46
S: \Jobs \3206 \Earle Rt10 AM MIT.sy6
SDH
vanassando -ff51
1900
4.0
1.00
0.96
1.00
1788
1.00
1788
31.5:
0.90
350.
499
0.28
0.76
93.9%
1900 1900 1900
4.0
1`.00
0.96
.-.0:97
1724
097
1724
0.90
149
0
1
0.90
154
226
11.7
0.24
50
3.0
c0.13
0.54
1.00
13
18.3
B
18.3
0.90
0
Sum of lost -time (s)
ICU Level of Service
2006 Weekday AM Build
10/11/2001
80
E
Synchro 5 Report
Page 1
Mitigated Intersection
3: Route 10 (South Street) Earle Street
Lane Configurations
Volume (vph) 112
Lane Group Flow (vph) 0
Turn Type Perm
4 I
625 315
818 499
139
226
Protected Phases 4 8 6
Permitted Phases 4
Detector Phases 4 4 8 6
Minimum Initial 4:0 4.0 4.0 4:0
Minimum Split (s) 30.0 30.0 30.0 20.0
Total Split (s) 44-:0 44:0 44 0 21 0 Total Split 68% 68% 6 8% 32%
YeItow Time 3.0 30 3:0 30
All -Red Time (s) 2.0 2.0 2.0 2.0
Lead /Lag
Lead -Lag Optimize?
Regal(' Mode None None None Min
Queue Length 50th (ft) 185 76 71
Queue Length 95th (ft) #477 150 13
Internal Link Dist (ft) 940 932 439
50111 "Up Block Time;(
95th Up Block Time
Turn Bay Length (ft)
50th Bay Block Time
Oft
Queuing Penalty (veh)
06
21 s
S: \Jobs \3206 \Earle Rt10 AM MIT.sy6
SDH
vanassando -ff51
2006 Weekday AM Build
10/11/2001
Cycle Length: 65
Actuated C ycle Lengtr 52.8
Natural Cycle: 60
Control Type:Actuated U ncoordinated
95th percentile volume exceeds capacity, queue may longer.
Queue stsown is maximum after two vole
Splits and Phases: 3: Route 10 (South Street) Earle Street
04
44 s
1--
I 44 s
08
Synchro 5 Report
Page 1
_J
L
L
Mitigated Intersection
3: Route 10 (South Street) Earle Street
Lane Configurations
Ideal Flow.(vphpl)
Total Lost time (s)
L a ne. Util F act or.
Frt
FitProtected
Satd. Flow (prot)
FIt Permitted:
Satd. Flow (perm)
41.01
Peak -hour factor, PHF
l Flow::(vph)
Lane Group Flow (vph)
Protected Phases
ed. hase:
Actuated Green, G (s)
ective Green, s
Actuated g/C Ratio
clearance Time (s)
Vehicle Extension (s)
v/s Ratio Prot
v/c Ratio
upi�)
a C
HUM Volume to Capacity ratio
lctuated Cycle Lengt
Intersection Capacity Utilization
c Cr Lane Group
4
1900 190
4.0
1.00
1.00
0.99
1853
_0.58
1087
S: \Jobs \3206 \Earle Rt10 PM MIT.sy6
SDH
vanassando -ff51
4
1900 1900 1900: 1900
4.0 4.0
1.00 1:00
0.98 0.93
100
1818 1692
:1.00 0 98
1818 1692
1e9
0.90 0.90 0.90 0.90 0.90
,154.;
0 616 968 0 320
'erm
4;
3.0
8
36.5 36.5
37:5 37:5
0.62 0.62
3.0
0.53
0.92 0.86
Progression Factor
iltacreme -M-0
Delay (s)
ve f of Service
Approach Delay (s) 27.5 16.5
27.5 16.5
14.2
152.
0.25
3.0
60.19
0.75
28.5
28.5
2006 Weekday PM Build
10/11/2001
0 t of lost time (s);
ICU Level of Service
Synchro 5 Report
Page 1
Mitigated Intersection
3: Route 10 (South Street) Earle Street
Lane Configurations
Valume (vpl
Lane Group Flow (vph)
Turn Type
Protected Phases
P-ertn"itted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
•TTtal plat s)
Total Split
Y�II OWTime (s.)
All -Red Time (s)
Want'
g
Lead -Lag Optimize?
ea lI Mode
Queue Length 50th (ft)
Queue.Length 95tf (ft)
Internal Link Dist (ft)
5Ot1490B1ock Time(°70)
95th Up Block Time
ir L 7L.en h=
50th Bay Block Time
95th TiriMk,'Time
Queuing Penalty (veh)
21 s
Splits and Phases:
59 495 715 139
0 616 968 320
Perm
4 8 6
4
4 4 8 6
4.0 40 4.0 40
25.0 25.0 25.0 15.0
4? 0 440 4:4.0 21.0
68% 68% 68% 32%
3:0 3 .0 3:0 10
2.0 2.0 2.0 2.0
None None None Min
197 274 115
#428 #555 #224
940 932 439
S: \Jobs \3206 \Earle Rt10 PM MIT.sy6
SDH
vanassando -ff51
2006 Weekday PM Build
10/11/2001
Cycle Length: 65
wale
Natural Cycle: 65
Con.:61 pe ctuatetl Uncoordinated.
95th percen volume exceeds capacity, queue may be longer
ue tae sh tile maximum after tinr� cycles:
3: Route 10 (South Street) Earle Street
O" 0
44 s
1
44 s
08
Synchro 5 Report
Page 1
Mitigated Intersection
3: Grove Street Earle Street
Lane Configurations
Sign :Control=
Volume (veh /h)
Peak-Hour Factor
Hourly flow rate (veh /h)
i 44--
12
0.92
13
Volume Total (vph)
V olume Lofl (vph)
Volume Right (vph)
Departure Headway (s)
egree Utilization=
Capacity (veh /h)
Approach Delay (s)
155 22 262
13 1'1
137
5.,..
798
8�1
8.1
.2 4.7
003
549
A
7.8
S: \Jobs \3206 \Texas Grove AM BU.sy6
SDH
vanassando -ff51
stop.
5 126
0:92 0 :92
5 137
4.4
789
9.5
10 5
0 0.
11 5
74
4.6
749
s 0
k 4
Stop
5 49 182
0:92 0:92 0 :92
5 53 198
2006 Weekday AM Build
1o/11/2001
•t/
10
0:92
11
5
0.92
5
4
Stop
57
0.92
62
6
0.92
7
Synchro 5 Report
Page 1
Mitigated Intersection
3: Grove Street Earle Street
Lane Configurations
Sign Control Stop
Volume (veh /h) 7 5
Peak Hour Factor 0.92 0.92
Hourly flow rate (veh /h) 8 5
Volume Total (vph)
Volume Left (vph).
Volume Right (vph)
=rad {s)
Departure Headway (s)
degree Utilization, x
Capacity (veh /h)
Control Delay,(s)
Approach Delay (s)
Apprgh LOS=
Delay'':
HCM Level of Service
Intersection Capacity:
f
ili�aton
S: \Jobs \3206 \Texas Grove PM BU.sy6
SDH
vanassando -ff51
87
0:92
95
108 33 239 215
8 22. :153 5-
5 5 13
4 0.1 0.0
4.5 4.7 4.6 4.5
013 0:04 0.31 0.27
738 552 757 773
8'1 7.9
8.1 7.9 9.6 9.1
A_'.
Stop
20 5 5
092 092 0:92
22 5 5
141
0.92
153
ev_eI of Service
Stop
74
0.92
80
2006 Weekday PM Build
10/11/2001
5
0.92
5
5
0.92
5
Stop
181
0.92
197
12
0 :92
13
Synchro 5 Report
Page 1