18-013 WALL MART TRAFFIC BOOK Stop Sign Warrants for the Intersection of
Hatfield Street and Cooke Avenue
Hatfield St. Hatfield St. Cooke Ave. Cooke Ave. Add.Wal- Add.Wal- Total of Total of all Total of Total of all Total of Total of All
Begin Time Northbound Southbound Eastbound Westbound Mart Traffic Mart Traffic Cooke Ave. Approaches Cooke Ave. Approaches Cooke Ave. Approaches
on Hatfield on Cooke wo/Wal-Mart wo/Wal-Mart w/Wal-Mart w/Wal-Mart >200 >500
12:00 AM 11 10 0 4 2 1 4 25 5 28 FALSE FALSE
1:00 AM 2 5 0 1 1 0 1 8 1 9 FALSE FALSE
2:00 AM 2 4 2 1 1 0 3 9 3 10 FALSE FALSE
3:00 AM 5 4 1 2 1 0 31 12 3 13 FALSE FALSE
4:00 AM 9 9 4 4 2 1 81 26 9 29 FALSE FALSE
5:00 AM 40 17 2 1 5 2 3 60 5 67 FALSE FALSE
6:00 AM 118 120 5 14 20 10 19 257 29 287 FALSE FALSE
7:00 AM 175 185 23 49 34 17 72 432 89 483 FALSE FALSE
8:00 AM 226 195 27 68 41 20 95 516 115 577 FALSE TRUE
9:00 AM 203 156 16 59 34 17 75 434 92 485 FALSE FALSE
10:00 AM 196 166 13 76 36 18 89 451 107 504 FALSE FALSE
11:00 AM 180 134 14 97 34 17 1111 425 128 475 FALSE FALSE
12:00 PM 227 170 14 115 41 21 129 526 150 588 FALSE TRUE
1:00 PM 191 167 8 155 41 21 163 521 184 583 FALSE TRUE
2:00 PM 223 200 19 126 45 22 145 568 167 635 FALSE TRUE
3:00 PM 254 217 14 130 48 24 144 615 168 688 FALSE TRUE
4:00 PM 280 240 T -146 54 - 27 162 682 189 763 FALSE TRUE _
5:00 PM 253 254 15 133 52 26 148 655 174 732 FALSE TRUE
6:00 PM 160 140 25 89 33 16 1141 414 130 463 FALSE FALSE
7:00 PM 140 104 14 77 26 13 911 335 104 375 FALSE FALSE
8:00 PM 118 86 13 56 22 11 69 273 80 305 FALSE FALSE
9:00 PM 63 76 9 36 15 7 45 184 52 206 FALSE FALSE
10:00 PM 37 381 91 151 81 24 99 28 111 FALSE FALSE
11:00 PM 231 401 71 ill 61 18 811 211 911 FALSE I FALSE
a Aug-05-99 03: 29P Doucet & Associates , Inc _ (413) 584-5532 P_ 11
OR1GAAL.
Stop SlLms Warrants Analysis for the Intersectlon of PV PC
Itatfkid Street and Cooke Avenue wg-7-pti r
ANAVY-56
w
Average Weckday C ondltions
kcix�."1"�rrz.e
k£a11Ea&d Srecec Ilatf�eC l 5erccr C:uvkc Avenue Cooke Avenue Total of Coot c Total Of all Tot of Cooke loeafi of a
Northbound Southbound rustbound Westbound Avcnue approaches Avenue,>200 approaches
500
12:OQ1 I I 10 0 4 4 24 FALSE FALSE
5 0 FALSE FALSE
2 2 4 2 I 3 8 _ FALSti FALSE
3 5 4 1 2 _. 3 11 FALSE FALSE
_.
4 9 9 4 4 7 25 FALSE FALSE
5 40 17 2 1 3 59 FALSE FALSE
6 - 118 120 5 14 20 257 FALSE FALSE
? I75 I85 23 49 71 431 FALSE FALSE
8 226 195 27 68 95 516 FALSE TRUE
9 2031 156 161 59 75 433 FALSE FALSE
10 196 166 _ 13 76 88 450 FALSE FALSE
w II 190 134 14 97 112 426 FALSE rALSt
12:00 PM 227 170 14 115 130 527 FALSE TRUE
1 191 167 s 155 �163 520 NALSr: TRUE,
s
2 223 200 19 12fi i45 568 FALSE TRUE
3 _ 254
217 14 130 143 6")4 FALSE TRUE
4 .280 240 16 _ 146 162 682 FALSE 'TRUE
_. 5 253 254 15 133 149 655 FALSE TRUE
160 140 25 89 114 414 FALSE FALSE
7 140 104 14 77 91 _ 336 FALSE FALSE
8 118 86 13 56 68 273 FALSE FALSr,
9 63 _7G 9 36 4,5 l84 FALSE _ FALSE
l0 371 38 9 15 24 99 FALSE FALSE
I t 231 40 7 11 I8 81 FAISG FALSE
osa
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Appendix D
Stop-Sign Warrant Data
HCS: Unsignalized-Intersections Release 2.1f BSHASAMD.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall ON
Gainesville, FL 32611-2083
Ph: (904) 392-0378
go
Streets: (N-S) South Hatfield St. (E-W) Bridge Road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst................... SPK No
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Saturday Midd
ay Peak No
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound so
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes ( 0 1 < 0 0 > 1 0 0 > 0 < 0 0 0 0
Stop/Yield NI NI
Volumes 632 61'138 662 1 3 150
PHF .95 .951 .95 .95 ( .95 .951
Grade 0 ( 0 I 0
MC's m
SU/RV's M
CV's (X)
PCE's 1 11.10 11.10 1.10
-----------------------------------------------------------------------
me
Adjustment Factors
s
Vehicle Critical Follow-up
Maneuver Gap (tg) Time',(tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10 no
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.36
Left Turn Minor Road 6.50 3.40 ,�
HCS: Unsignalized Intersections Release 2.1f BSHASAMD.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
4w Step 1: RT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows. (vph) 668
aw Potential Capacity: (pcph) 635
Movement Capacity: (pcph) 635
Prob. of Queue-Free State: 0.73
4!IAII
--------------------------------------------------------
Step 2: LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 671
Potential Capacity: (pcph) 821
Movement Capacity: (pcph) 821
Prob. of Queue-Free State: 0.81
aee TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
am of Queue-Free State: 0.67
Step 4: LT from Minor Street NB SB -
--------------------------------------------------------
go Conflicting Flows: (vph) 1510
Potential Capacity: (pcph) 141
Major LT, Minor TH
+eMw
Impedance Factor: 0.67
Adjusted Impedance Factor: 0.67
Capacity Adjustment Factor
due to Impeding Movements 0.67
+aw Movement Capacity: (pcph) 94
--------------------------------------------------------
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- ---------
no NS L 3 94 >
579 8.9 1.5 B 8.9
NB R 174 635 >
so
WB L 160 821 5.4 0.8 B 0.9
Intersection Delay = 1.3 sec/veh
wo
Aw
Microcomputers HCS: UnsignaLized Intersections Release 2.1f BSHAFRPM.HC Page 1
Center For In Transportation—_
University of Florida � |
512 Weil xaii |
Gainesville, a 32611'2083
Ph: (*04) 392'0378
Streets: (w-s) o^ux Hatfield St. (e-u) Bridge Road
Major Street oirection.'.' cu
Length of Time xnulvzed.— 60 (min)
xna|vyt'''—.''.'-..'..''' opx
Date of xnmlvs/x—'—'-- 8/8/9*
Other Information—.'—''' Proposed Wal-Mart Store ' Friday pm Pea ~°
Two-way ntup control|eu Intersection
i
Eastbound Westbound I Northbound Southbound
| L r x L r n I L r n L r w
/ '' '- ' /''' '-'' '''- '''' '''- ''''� ''''
No. Lanes � n 1 < o l o ^ 1 o ( o ^ n < o � O
otop/Yie'u / w/ wj |
Volumes / 620 *1 198 814 * 1841
pxp 'oo '951 '*5 '95 '*s '951 ~—
Grade V 1 V | » 1
mu's
su/xv'u � � � � ��
�z>
ov'x <z> I
mE'u 1 11'10 11'10 1'101
---_—_------_---_-----_--__—' —'
Adjustment Factors
Vehicle Critical up
Maneuver Gap (ty) (o)
-------------------------------------------------------------- -'
Left mm Major Road 5'00 2
x/oxt Turn mimn nuua 5'50 z
Through Traffic Minor xvau a'no 3.36 m�
Left Turn Minor xvuu 6'*0 s'*
m�
`
'
�
'
HCS: Unsignalized Intersections Release 2.1f BSHAFRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows,-. (vph) 658
Potential Capacity: (pcph) 643
Movement Capacity: (pcph) 643
Prob, of Queue-Free State: 0.67
--------------------------------------------------------
Step 2: LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 662
Potential Capacity: (pcph) 829
Movement Capacity: (pcph) 829
Prob. of Queue-Free State: 0.72
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
m of Queue-Free State: 0.44
--------------------------------------------------------
Step 4: LT from Minor Street NB SB
--------------------------------------------------------
'go Conflicting Flows: (vph) 1722
Potential Capacity: (pcph) 107
Major LT, Minor TH
,m Impedance Factor: 0.44
Adjusted Impedance Factor: 0.44
Capacity Adjustment Factor
due to Impeding Movements 0.44
40 Movement Capacity: (pcph) 47
--------------------------------------------------------
�IAI Intersection Performance Summary
Avg. 95%
�w
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- ---------
NB L 4 47 >
521 11.8 2.3 C 11.8
NB R 213 643 >
WB L 229 829 6.0 1.3 B 1.2
Intersection Delay = 1.9 sec/veh
mo
MW
f
HCS: Unsignalized Intersections Release 2.1f BNHASAMD.HC4 Page 3 no
i
Intersection Performance Summary ow
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay am
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
NB L 2 65 > aw
NB T 0 121 > 222 16.9 0.0 C 16.9
NB R 7 719 >
SB L 6 108 > NO
SB T 0 121 > 559 10.4 2.1 C 10.4
SB R 208 635 >
No
EB L 276 820 6.6 1.7 B 2.0
WB L 0 924 3.9 0.0 A 0.(1
Intersection Delay = 2.3 sec/veh
i
iawn
f
l
i
ow
+w
ow
�e
uw HCS: Unsignalized Intersections Release 2.1f BNHASAMD.HCO Page 2
---------------------
Worksheet for TWSC Intersection
' --------------------------------------------------------
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
sw Conflicting Flows: (vph) 562 668
Potential Capacity: (pcph) 719 635
Movement Capacity: (pcph) 719 635
Prob. of Queue-Free State: 0.99 0.67
--------------------------------------------------------
Step 2: LT from Major Street WB EB
--------------------------------------------------------
'n Conflicting Flows: (vph) 563 672
Potential Capacity: (pcph) 924 820
Movement Capacity: (pcph) 924 820
go Prob. of Queue-Free State: 1.00 0.66
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl) 1700
Major LT Shared Lane Prob.
no of Queue-Free State: 1.00
--------------------------------------------------------
Step 3: TH from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows: (vph) 1484 1482
Potential Capacity: (pcph) 182 182
Capacity Adjustment Factor
due to Impeding Movements 0.66 0.66
Movement Capacity: (pcph) 121 121
Prob. of Queue-Free State: 1.00 1.00
--------------------------------------------------------
Step 4: LT from Minor Street NB SB
--------------------------------------------------------
w Conflicting Flows: (vph) 1574 1483
Potential Capacity: (pcph) 130 147
Major LT, Minor TH
Impedance Factor: 0.66 0.66
w Adjusted Impedance Factor: 0.74 0.74
Capacity Adjustment Factor
due to Impeding Movements 0.50 0.73
me Movement Capacity: (pcph) 65 108
--------------------------------------------------------
W
.mss
Am
HCS: Unsignatized Intersections Release 2.1f BNHASAMD.HC Page 1
Center For Microcomputers In Transportation
University of FLorida
^`
512 Weil xaii �
Gainesville, FL 32611'e083
Ph: (904) ovz'onra
Streets: (w's) North natfieLd St. (c'w) Bri dge Road so
Major Street nirection'''. sw
Length of Time Anaivzeu'.' ao (min) '
xnaLvxt...'.'''—'''—'''' mK no
Date of x"alvs/s'''—'-- 8/8/9e
Other /n,ummtivn—''.'''' Proposed Wal-Mart Store ' outwruav miuu
ay Peak no
Two-way Stop-cnmtrn/teu Intersection
�
Eastbound Westbound Northbound Southbound
| L r x L r x L T x L / n
� ''' '- ''' '-- ' '- ''- ''- '' ' ----
No. Lanes | 1 1 < O u ^ 1 < U | 0 > 1 < n i o 1 ^ V
otop/YieLu / w| NJ
Volumes uso soa o[ o aso 91 a n 61 s u 180
pnF \ '95 '95 '951 '95 '95 '951 '95 '95 '951''95 'os '95
Grade V 1 0 1 o 1 O
mc's M
su/nv'x MI
cv'o M I
PCE'o h.m 11'10 h'm 1'10 1'1u11'm 'm v'm No
------------------------------' ----
|
�
on
Adjustment Factors�
Vehicle Critical n,l^~~'up
Maneuver Gap (ts) Time� (o)
----------------------_------_'+_-
Left Turn Major xuuu s'oo 2'10
muxt Turn Minor Road s'yo z'am
Through Traffic minor xuau a'uu n'
L , r i
Left Turn Minor xvau 6'50 3'40
`
an
�
an
'
'
� go
'
oft
�
�
� as
�
|
r
44
AM HCS: Unsignalized Intersections Release 2.1f BNHAFRPM.HCO Page 3
no Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
�tt1 Rate Cap Cap Delay Length LOS Delay
Movement. (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- ---------
NB L 3 32 >
NB T 2 87 > 102 40.4 0.4 E 40.4
NB R 8 709 >
s SB L 2 78 >
SB T 0 88 > 528 15.1 3.8 C 15.1
SB R 289 550 >
EB L 299 714 8.7 2.4 B 2.8
WB L 0 912 3.9 0.0 A 0.0
Intersection Delay = 3.6 sec/veh
yea
+gat
salt
!!IR
i
4"
HCS: Unsignalized Intersections Release 2.1f BNHAFRPM.HCOI Page 2
Worksheet for TWSC Intersection
eke
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows: (vph) 574 791
Potential Capacity: (pcph) 709 550
Movement Capacity: (pcph) 709 550
Prob. of Queue-Free State: 0.99 0.47
--------------------------------------------------------
Step 2: LT from Major Street WB EB
-------------------------------------------------------- ww
Conflicting Flows: (vph) 575 798
Potential Capacity: (pcph) 912 714
Movement Capacity: (pcph) 912 714 ow
Prob. of Queue-Free State: 1.00 0.58
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl) 1700
Major LT Shared Lane Prob.
of Queue-Free State: 1.00
--------------------------------------------------------
Step 3: TH from Minor Street NB SB go
--------------------------------------------------------
Conflicting Flows: (vph) 1644 1638
Potential Capacity: (pcph) 150 151 s
Capacity Adjustment Factor
due to Impeding Movements 0.58 0.58
Movement Capacity: (pcph) 87 88
Prob. of Queue-Free State: 0.98 1.00 no
--------------------------------------------------------
Step 4: LT from Minor Street NB SB
-------------------------------------------------------- am
Conflicting Flows: (vph) 1769 1642
Potential Capacity: (pcph) 100 119
Major LT, Minor TH
Impedance Factor: 0.58 0.57
w
Adjusted Impedance Factor: 0.67 0,66
Capacity Adjustment Factor
due to Impeding Movements 0.32 0.65 me
Movement Capacity: (pcph) 32 78
--------------------------------------------------------
w
ow
am
a
'ft
HCS: unsignauzed Intersections Release 2'1f owxAFurm'mm Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil oaii
-- Gainesville, FL 32611-2083
Ph: (904) 392'0378
40 Streets: <w-u/ North xatfieLu nt. (c-w) Bridge Road
Major Street Direction—— su
Length of Time AnaLvzod... ao (min)
xnalvst.'''--..'—''-- ypc
Date of Anolvuis--''-- 8/8/99
Other Informativm'—'—''' Proposed wai'ma,t ntv,c p,ivav pm Pea
Two-way atnp xvntrvtteu Intersection
(
Eastbound / weotuvwnu I Northbound Southbound
L r m L r u | L r u L r n
�-- -- —_ —'' __ _— —'' ---- ---- _— __ __
No. Lanes ) 1 1 < V 8 ^ 1 v 0 \ o ^ l < 0 0 ^ 1 ^ 0
et^p/''eLu } w/ NJ �
Volumes aso 545 11 o mn 131 s z 71 u o 250
mr '95 '95 -951- '95 '95 '951 '95 '95 '951 's* '95 '95
Grade 0 1 o 1 V 1 V
wc'x M
yu/mv'o MI
ov's M I
mE'x 11'10 11'10 h'm 1'10 1'1011'10 1'10 1'10
-----------------------------------'
Adjustment Factors
Vehicle Critical Follow-up
"°"°"ver Gap (*y) Time (tf)
---------------------------------
Left Turn Major Road 5'00 2'10
~- x/oxt Turn Minor xvau 5'50 z'ao
m,uuox Traffic Minor xmm a'oo o'so
Left Turn Minor Road 6'0 3'40
'
.�
`
i
i
HCS: Unsignalized Intersections Release 2.1f KISYSAMD.HCO Page 2
Worksheet for TWSC Intersection
leis
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 338 e0
PotentiaL Capacity: (pcph) 933
Movement Capacity: (pcph) 933
Prob. of Queue-Free State: 0.88 ww
--------------------------------------------------------
Step 2: LT from Major Street SB NB
------------------
GonfE.icting Flaws: (vph) 676
Potential Capacity: (pcph) 743
Movement Capacity: (pcph) 743
Prob. of Queue-Free State: 0.80
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
lwa
of Queue-Free State: 0.76
Step 4: LT from Minor Street WB EB
Conflicting Flows: (vph) 1302
Potential Capacity: (pcph) 156
Major LT, Minor TH i
P
Impedance Factor: 0.76
Adjusted Impedance Factor: 0.76
Capacity Adjustment Factor
due to Impeding Movements 0.76 go
Movement Capacity: (pcph) 119
--------------------------------------------------------
eAe
Intersection Performance Summary
Avg. 95% ers
Flow Move Shared Total Queue Approach'
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh'i)
------- 1W
EB L 52 119 53.2 2.3 F
19.9
EB R 112 933 4.4 0.4 A
NB L 151 743 6.1 0.9 B 1.3
ewe
Intersection Delay = 2.6 sec/veh
HCS: UnsignaLized Intersections Release 2.1f KISYSAMD.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
40 Gainesville, FL 32611-2083
Ph: (904) 392-0378
40 Streets: (N-S) North King Street (E-W) South jBig Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Am
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Saturday Midd
ay Peak
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R l L T R I L T R 1 L T R
---- ---- ----1---- ---- ----1---- ---- ---- ---- ---- ----
No. Lanes 1 0 > 2 0 1 0 2 < 0 1 1 0 1 1 0 o 0
Stop/Yield NJ NJ
am Volumes 130 484 603 391 45 971
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 1 0 1
40 MCIS (%) I I
SU/RV1s MI I I
CV's M I I I
in PCE's 11.10 1 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
HCS: Unsignalized Intersections Release 2.1f KISYFRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
a�
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 258
!!os
Potential Capacity: (pcph) 1025
Movement Capacity: (pcph) 1025
Prob. of Queue-Free State: 0.89
--------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 516
Potcntia( Capacity: (pcph) 906
Movement Capacity: (pcph) 906
Prob. of Queue-Free State: 0.83
TH Saturation Flow Rate: (pcphpl) 3400 ,
so
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.81 ow
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
------------
Conflicting Flows: (vph) 1097
Potential Capacity: (pcph) 211
Major LT, Minor TH
Impedance Factor: 0.81 wow
Adjusted Impedance Factor: 0.81
Capacity Adjustment Factor
due to Impeding Movements 0.81
Movement Capacity: (pcph) 170
Intersection Performance Summary '"
Avg. 95%
Flow Move Shared Total Queue Approach)
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/vehi)
EB L 57 170 31.8 1.6 E
w
13.2!
EB R 114 1025 4.0 0.4 A
NB L 152 906 4.8 0.7 A 1.1
Intersection Delay = 2.1 sec/veh w
am
repo
HCS: Unsignalized Intersections Release 2.1f KISYFRPM.HCO Page 1
ON Center For Microcomputers In Transportation
University of Florida
512 Weil Halt
wo Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
ffs Streets: (N-S) North King Street (E-W) South Big Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Friday PM Pea
k
4% Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
A I L T R I L T R I L T R 1 L T R
---- ---- ----1---- ---- ----1---- ---- -1---- ---- ----
No. Lanes 1 0 > 2 0 1 0 2 < 0 1 1 0 1 1 0 0 0
Stop/Yield N1 N1
WX Volumes 131 439 1 454 361 49 991
PHF .95 .95 1, .95 .951 .95 .951
Grade 0 1 0 1 0 1
MC's M
SU/RV's MI I I I
CV's M I I I I
PCE's 11.10 1 11.10 1.101
wa.
me
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
so Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
m
40
eMw
i
I
HCS: Unsignalized Intersections Release 2.1f KINYSAMD.HCO Page 2
Worksheet for TWSC Intersection 40
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 301
Potential Capacity: (pcph) 975
Movement Capacity: (pcph) 975
Prob. of Queue-Free State: 0_88
go
--------------------------------------------------------
Step 2: LT from Major Street SB NB
ow
Conflicting Flows: (vph) 602
Potential Capacity: (pcph) 815
Movement Capacity: (pcph) 815 go
Prob. of Queue-Free State: 0.88
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of queue-Free State: 0.86
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 1144
Potential Capacity: (pcph) 197
s
Major LT, Minor TH I,
Impedance Factor: 0.86
Adjusted Impedance Factor: 0.86
Capacity Adjustment Factor
due to Impeding Movements 0.86
Movement Capacity: (pcph) 170
--------------------------------------------------------
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach;
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh
-------- ------ ------ ------ ------- ------- ----- --------
EB L 70 170 35.8 2.2 E
16.311
EB R 113 975 4.2 0.4 A
NB L 96 815 5.0 0.4 B 0.&
Intersection Delay = 2.4 sec/veh
wer
so
HCS: UnsignaLized Intersections Release 2.1f KINYSAMD.HCO Page 1
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Halt
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) North King Street (E-W) North Oig Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Saturday Midd
ay Peak
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
low L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 2 0 0 2 < 0 1 0 1 f 0 0 0
Stop/Yield NJ NJ
ON Volumes 83 446 544 281 61 981
PHF .95 .95 .95 .951 .95 .951
Grade 0 I 0 1 0 1
"M MCIS M
SU/RV1s MI
CV's (%) I
Am PCE's 11.10 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
AIM Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
4W
HCS: Unsignalized Intersections Release 2.1f KINYFRPM.HCb Page 2 4W
Worksheet for TWSC Intersection
--------------------------------------------------------
aw
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 244 ww
Potential Capacity: (pcph) 1042
Movement Capacity: (pcph) 1042
Prob. of Queue-Free State: 0.94 Rs
--------------------------------------------------------
Step 2: LT from Major Street SB NB
Conflicting Flows: (vph) 488 AW
Potential Capacity: (pcph) 938
Movement Capacity: (pcph) 938
Prob. of Queue-Free State: 0.92 aR
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpL)
Major LT Shared Lane Prob.
oft
of Queue-Free State: 0.91
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
-------------------------------------------------------- w
Conflicting Flows: (vph) 986
Potential Capacity: (pcph) 248
Major LT, Minor TH
as
Impedance Factor: 0.91
Adjusted Impedance Factor: 0.91
Capacity Adjustment Factor
due to Impeding Movements 0.91 !
Movement Capacity: (pcph) 226
rug
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach a
Rate Cap Cap Delay Length LOS Delayi
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------ ------- +s►
EB L 63 226 22.1 1.3 D
12.5
EB R 63 1042 3.7 0.1 A
as
NB L 72 938 4.2 0.2 A 0.5
Intersection Delay = 1.6 sec/veh s
40
HCS: UnsignaLized Intersections Release 2.1f KINYFRPM.HCO Page 1
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
As Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets. (N-S) North King Street (E-W) North Big Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Friday PM Pea
k
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R 1 L T R 1 L T R I L T R
---- ---- ----1---- ---- ----1---- ---- ----1---- ---- ----
No. Lanes 1 0 > 2 0 1 0 2 < 0 1 1 0 1 0 0 0
Stop/Yield NJ NJ
Volumes 62 426 436 281 54 541
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 1 0 1
MCIS M
SU/RV1s MI
CV's M I
PCE's 11.10 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
fee
me
"a
40
Romp,
i
HCS: UnsignaLized Intersections Release 2.1f KISDSAMD.HCO Page 2
Worksheet for TWSC Intersection w
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
-- ------------------------
Conflicting Flows: (vph) 231 am-
Potential Capacity: (pcph) 1058
Movement Capacity: (pcph) 1058
Prob. of Queue-Free State: 0,71 ON
--------------------------------------------------------
Step 2: LT from Major Street SB NB
-------------------------------------------------------- AMs
Conflicting Flows: (vph) 462
Potential Capacity: (pcph) 968
Movement Capacity: (pcph) 968
ads
Prob. of Queue-free State: 0.63
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob. w
i
of Queue-Free State: 0.61 j
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
Conflicting Flows: (vph) 924
Potential Capacity: (pcph) 272
Major LT, Minor TH am
Impedance Factor: 0.61
Adjusted Impedance Factor: 0.61
Capacity Adjustment Factor
due to Impeding Movements 0.61
Movement Capacity: (pcph) 165
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) am
EB L 185 165 367.4 20.7 F
140.1
EB R 311 1058 4.8 1.4 A ►
NB L 356 968 5.9 2.0 B 3.6'
Intersection Delay = 45.0 sec/veh
e�
MIR
HCS: Unsignalized Intersections Release 2.1f KISDSAMD.HCO Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center for Microcomputers In Transportation
University of Florida
512 Weil Hall
"o Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
4*0 Streets: (N-S) North King Street (E-W) Site Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
ON Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Saturday Midd
ay Peak Hour
+0 Two-way Stop-controtled Intersection
Northbound Southbound Eastbound ( Westbound
L T R L T R i L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- --- ---- ---- ----
No. Lanes 0 r 2 0 0 2 < 0 1 0 1 0 0 0
Stop/Yield NJ N,
! Volumes 308 199 303 1361 160 269
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 0
MCIs M
SU/RV1s MI f f
CV1s M I
PCE's 11.10 11.10 1.10
w
Adjustment Factors
Vehicle Critical Follow-up
�u1► Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
!lam Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
$a
ON
vp
ON
HCS: Unsignalized Intersections Release 2.1f KISDFRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street Wg EB
w
--------------------------------------------------------
Conflicting FLows: (vph) 209
Potential Capacity: (pcph) 1085 so
Movement Capacity: (pcph) 1085
Prob. of Queue-Free State: 0.81
--------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 418
Potential Capacity: (pcph) 1023 me
Movement Capacity: (pcph) 1023
Prob. of Queue-Free State: 0.71
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.68
aws
Step 4: LT from Minor Street WB EB
Conflicting Flows: (vph) 872
Potential Capacity: (pcph) 293
Major LT, Minor TH
Impedance Factor: 0.68
ws
Adjusted Impedance Factor: 0.68
Capacity Adjustment Factor
due to Impeding Movements 0.68
Movement Capacity: (pcph) 201
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- ---------
EB L 138 201 54.7 5.5 F mw
24.2
EB R 210 1085 4.1 0.8 A
NB L 300 1023 5.0 1.4 A 2.7 r
Intersection Delay = 7.2 sec/veh
w
�r
go
00
HCS: Unsignalized Intersections Release 2.1f KISDFRPM.HCO Page 1
---- - - -------- ---------------------
4" Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
go Gainesville, FL 32611-2083
Ph: (904) 392-0378
AR Streets: (N-S) North King Street (E-W) Site Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Friday PM Pea
k
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
1 L T R 1 L T R 1 L T R 1 L T R.
�---- ---- ----(---- ---- ----1---- - ---1---- ---- ----
No. Lanes 1 0 > 2 0 1 0 2 < 0 1 1 0 1 1 0 0 0
Stop/Yield I N1 N1
Volumes 1 259 227 1 286 1111 119 1811
PHF .95 .95 .95 .951 .95 .951
Grade 1 0 1 0 1 0 1
a>N MC's (%)
SU/RV's (%)1 1 1 1
CV's (%) I ( ( 1
PCE's 11.10 1 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
ao Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
1RAIr
Aft
HCS: Unsignalized Intersections Release 2.1f KIHASAMD.HC4 Page 2
or
Worksheet for TWSC Intersection
-------------------------------------------------------- ■t
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
Confticcing Flows: (vph) 530
Potential Capacity: (pcph) 746 ow
Movement Capacity: (pcph) 746
Prob, of Queue-Free State: 1.00
-------------------------------------------------------- IM
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 601 am
Potential Capacity: (pcph) 887
Movement Capacity: (pcph) 887
Prob. of Queue-Free State: 1.00
TH Saturation Flow Rate: (pcphpl) 1700 aw
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 1.00
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 908
we
Potential Capacity: (pcph) 316
Major LT, Minor TH
Impedance Factor: 1.00 o"
Adjusted Impedance Factor: 1.00
Capacity Adjustment Factor
due to Impeding Movements 1.00
xv
Movement Capacity: (pcph) 316
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay ';
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh')
EB L 140 316 >
320 20.3 2.6 D 203
EB R 3 746 >
ow
NB L 1 887 4.1 0.0 A 0.0!
Intersection Delay = 2.4 sec/veh Im
ex
w
s
«0
HCS: Unsignalized Intersections Release 2.1f KIHASAMD.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
aw Streets: (N-S) North King Street (E-W) Hatfield Street
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
a�
Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store - Saturday Midd
ay Peak
am Two-way Stop-controlled Intersection
Northbound ( Southbound Eastbound Westbound
L T R L T R L T R ( L T R
---- ---- ---- ---- ---- ---- ---- ---- -- ---- ---- ----
No. Lanes 0 > 1 0 0 1 < 0 0 > 0 < 0 0 0 0
Stop/Yield NJ NJ
as Volumes 1 358 1 436 1351 121 31
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 I 0 1
MC's M
SU/RV's MI I
CV's M I I I
PCE's 11.10 11.10 1.10
-----------------------------------------------------------------------
Adjustment Factors
w Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10
' ! Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
ow
i
HCS: Unsignalized Intersections Release 2.1f KIHAFRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows:: (vph) 532
Potential Capacity: (pcph) 744
Movement Capacity: (pcph) 744
Prob. of Queue-Free State: 0.99
--------------------------------------------------------
Step 2: LT from Major Street SB NB no
Conflicting Flows: (vph) 656
Potential Capacity: (pcph) 835
Movement Capacity: (pcph) .835
Prob. of Queue-Free State: 1.00
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl) .�
Major LT Shared Lane Prob.
of Queue-Free State: 1.00
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 890
Potential Capacity: (pcph) 323
Major LT, Minor TH
Impedance Factor: 1.00
Adjusted Impedance Factor: 1.00 no
Capacity Adjustment Factor
due to Impeding Movements 1.00
Movement Capacity: (pcph) 322
-------------------------------------------------------- ►
Intersection Performance Summary
me
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)'!
-------- ------ ------ ------ ------- ------- ----- ---------
EB L 221 322 >
328 35.0 6.1 E 35.0 ! "�
EB R 7 744 >
NB L 2 835 4.3 0.0 A 0.0
Intersection Delay = 5.9 sec/veh
so
go
HCS: Unsignalized Intersections Release 2.1f KIHAFRPM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) North King Street (E-W) Hatfield Street
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
w� Date of Analysis.......... 8/8/99
Other Information......... Proposed Wal-Mart Store Friday PM Pea
k
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
1 L T R 1 L T R 1 L T R 1 L T R
1---- ---- ----1---- ---- ----1---- ---- -1---- ---- ----
No. Lanes 1 0 > 1 0 1 0 1 < 0 1 0 > 0 < 0 1 0 0 0
Stop/Yield N1 N1
Volumes 2 338 ( 388 2361 191 61
PHF .95 .95 .95 .951 .95 .951
Grade ( 0 0 1 0 1
MC'S M 1
SU/RV,s MI
CV's (Y) I 1
PCE's 11.10 ( 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10
�IIA Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
ww
tlllw
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-7-1999
Center for Microcomputers In Transportation
wn
Streets: (E-W) Damon Rd/Bridge Rd (N-S) North King Street]
Analyst: SPK File Name: KIDASAMD.HC9"
Area Type: Other 8-8-99 Sat MDP aw
Comment: Proposed Wal-Mart Store Existing Condition - Sat Midday Pea
Eastbound Westbound Northbound Southbound r
L T R L T R L T R L T R
�---- ---- ---- ---- ---- ---- ---- ---• ---- ----- ---- ----
No. Lanes 1 1 1 1 1 1 1 2 < 0 1 2 < 0
Volumes 1 54 308 1631 183 348 2311 144 456 1701 205 476 67
PHF or PK1510.95 0.95 0.950.95 0.95 0.950.95 0.95 0.950.95 0.95 0.95
Lane W (ft)110.0 10.5 10.510.0 10.5 10.511.0 9.5 111.0 '9.5
Grade 1 0 1 0 1 0 1 0
l Heavy veh l 2 2 21 2 2 21 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 Of 0 rs
Con. Peds 1 01 01 01 0
Ped Button I(Y/N) N I(Y/N) N I(Y/N) N ((Y/N)IN
Arr Type 1 3 3 31 3 3 31 3 3 1 3 7 3
RTOR Vols 1 01 01 01 0
Lost Time 13.00 3.00 3.003.00 3.00 3.003.00 3.00 3.003.00 00 3.00
Prop. Sharel I ) Ir
Prop. Prot.1 I I f
Signal Operations j
Phase Combination 1 2 3 4 1 5 6 17 8
EB Left * INB Left
Thru I Thru
r
Right I Right
Peds I Peds ""
WB Left * `SB Left
Thru * ( Thru
Right I Right
Peds I Peds
NB Right IEB Right
SB Right IWB Right
Green 35.OA IGreen 30.OA 30.OA
Yellow/AR 6.0 Yellow/AR 6.0 6.0
Cycle Length: 113 secs Phase combination order: #1 #5 #6
Intersection Performance Summary j
Lane Group: Adj Sat v/c g/C App'hoach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- --- ---
EB L 110 328 0.516 0.336 22.8 C 15.9 C
T 595 1770 0.544 0.336 20.5 C
R 985 1504 0.175 0.655 4.9 A
WB L 138 411 1.396 0.336
T 595 1770 0.615 0.336 21.6 C
R 985 1504 0.247 0.655 5.2 B
NB L 500 1711 0.304 0.292 20.2 C 24.22 C
TR 957 3276 0.723 0.292 25.1 D
SB L 500 1711 0.432 0.292 21.3 C 22.7 C
TR 979 3351 0.614 0.292 23.1 C
Intersection Delay = * (sec/veh) Intersection SOS =
(9/C)*(V/c) is greater than one. Calculation of D1 is infeasible.
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-09-1999
wX Center For Microcomputers In Transportation
Streets: (E-W) Damon Rd/Bridge Rd (N-S) North King Street
Analyst: SPK File Name: KIDAFRPM.HC9
Area T ype: Other 8-8-99 PM Peak
Comment: Proposed Wal-Mart Store Existing Condition
Eastbound Westbound Northbound Southbound
1 L T R 1 L T R 1 L T R 1 L T R
---- ---- ----1---- ---- ----1---- ---- ----1---- ---- ----
No. Lanes 1 1 1 1 1 1 1 1 1 1 2 < 0 1 1 2 < 0
Volumes 25 434 971 216 537 2571 127 509 1821 280 461 87
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W (ft)110.0 10.5 10.5110.0 10.5 10.5111.0 9.5 111.0 9.5
Grade 1 0 1 0 1 0 1 0
Heavy Vehl 2 2 21 2 2 21 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0
Con. Peds 1 01 01 01 0
Ped Button 1(Y/N) N 1(Y/N) N 1(Y/N) N 1(Y/N) N
Arr Type 1 3 3 31 3 3 31 3 3 1 3 3
X11 RTOR Vols 1 01 01 01 0
Lost Time 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Sharel 1 1 1
/1 Prop. Prot.l 1 l 1
-----------------------------------------------------------------------
Signal Operations
1w Phase Combination 1 2 3 4 1 5 6 7 8
EB Left * 1NB Left
Thru 1 Thru
Right 1 Right
Peds ( Peds
WB Left * 1SB Left
Thru 1 Thru
Right 1 Right
Peds 1 Peds
NB Right JEB Right
SB Right 1WB Right
Green 35.OA 1Green 30.OA 30.OA
Yellow/AR 6.0 lYellow/AR 6.0 6.0
Cycle Length: 113 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
#Iltt
EB L 64 183 0.406 0.336 20.9 C 21.9 C
T 595 1770 0.768 0.336 25.8 D
rat R 985 1504 0.104 0.655 4.7 A
WB L 64 183 3.547 0.336
T 595 1770 0.949 0.336 41.9 E
40 R 985 1504 0.275 0.655 5.3 B
NB L 500 1711 0.268 0.292 19.9 C 26.1 D
TR 958 3280 0.798 0.292 27.2 D
SB L 500 1711 0.591 0.292 23.5 C 23.3 C
TR 973 3333 0.623 0.292 23.3 C
Intersection Delay = * (sec/veh) Intersection LOS =
(g/C)*(V/c) is greater than one. Calculation of D1 is infeasible.
�1R -----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-00-1999
Center For Microcomputers In Transportation
Streets: (E-W) Bridge Rd (N-S) Jackson/Cooke Ave.;
Analyst: SPK File Name: BRJASAMD.HC9'
Area Type: Other 8-8-99 Sat MOP
Comment: Proposed Wal-Mart Store Condition - Saturday Midday Peak
Eastbound Westbound 1 Northbound Southbound
1 L T R l L T R L T R 1 L T R
---- •--- ----1---- ---- ----1---- ---- ----1---- ---- ---- ..
No. Lanes 1 0 > 1 < 0 1 0 > 1 < 0 1 0 > 1 < 0 0- > 1 < 0
Volumes 66 433 441 50 465 441 49 99 681 24 '113 114
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W (ft)I 15.0 12
14.0 *0
1 1 .5 l 15.0
Grade 1 0 1 0 1 0 ] 0
% Heavy Vehl 2 2 21 2 2 21 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0
Con. Peds 1 01 01 01 0
Ped Button 1(Y/N) N 1(Y/N) N 1(Y/N) N 1(Y/N) N q.
Arr Type 1 3 1 3 1 3 1 3
RTOR Vots 1 Oil 01 01 0
Lost Time 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Sharel 1 1 1
Prop. Prot.l 1 1 1
-------------------------------------------------------------- --------
Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left * 1NB Left
Thru 1 Thru
Right * ( Right * ow
Peds 1 Peds
WB Left * 1SB Left
Thru 1 Thru
Right 1 Right
Peds 1 Peds
NB Right JEB Right
SB Right 1WB Right '
Green 50.OA 1Green 25.OA
Yellow/AR 5.0 lYellow/AR 4.0
Cycle Length: 84 secs Phase combination order- #1 #5
-----------------------------------------------------------------------
intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 794 1283 0.719 0.619 9.3 B 93 B
WB LTR 856 1382 0.687 0.619 8.5 B 85 B
NB LTR 417 1346 0.547 0.310 16.7 C 16;7 C
SB LTR 500 1616 0.528 0.310 16.3 C 16,3 C
Intersection Delay = 11.2 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.662
------------------------------------------------------------------------
no
IN
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-09-1999
Center For Microcomputers In Transportation
Streets: (E-W) Bridge Rd (N-S) Jackson/Cooke Ave.
Analyst: SPK File Name: BRJAFRPM.HC9
Area Type: Other 8-8-99 PM Peak
Comment: Proposed Wal-MartStore Condition - Friday PM Peak
MIAt 1 Eastbound Westbound Northbound ( Southbound
I L T R 1 L T R I L T R i L T R
(---- ---- ----i---- ---- ----I---- ---- ----I---- ---- ----
No. Lanes 1 0 > 1 < 0 I O > 1 < 0 1 0 > 1 < 0 1 0 > 1 < 0
Volumes 1 47 468 391 80 628 431 49 127 721 16 120 104
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W (ft)I 15.0 14.0 12.5 15.0
Grade 1 0 0 0 0
Heavy Vehl 2 2 21 2 2 21 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0
Con. Peds 1 01 01 OI 0
Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N
Arr Type 1 3 1 3 1 3 I 3
RTOR Vols 1 01 01 01 0
Lost Time 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Sharel I I 1
Prop. Prot.1 I I
-----------------------------------------------------------------------
Signal operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left * INB Left
Thru I Thru
Right I Right
Peds I Peds
WB Left * ISB Left
Thru I Thru
Right * I Right
Peds I Peds
NB Right IEB Right
SB Right IWB Right
Green 50.OA IGreen 25.OA
Yellow/AR 5.0 IYellow/AR 4.0
Cycle Length: 84 secs Phase combination order: #1 #5
-----------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat V/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 707 1142 0.825 0.619 13.6 B 13.6 B
WB LTR 784 1267 1.007 0.619 36.8 D 36.8 D
NB LTR 431 1393 0.608 0.310 17.7 C 17.7 C
SB LTR 510 1647 0.494 0.310 15.9 C 15.9 C
Intersection Delay = 24.2 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.874
-----------------------------------------------------------------------
M1�
HCS: Unsignalized Intersections Release 2.1f BSHASAMD.HCOI Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
+�a
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
':00[licting Flaws: (vph) 667
Potential Capacity: (pcph) 636
Movement Capacity: (pcph) 636
Prob. of Queue-Free State: 0.73
-------------------------------------------------------- rs
Step 2: LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 670
wie
P,otential. Capacity: (pcph) 822
Movement Capacity: (pcph) 822
Prob. of Queue-Free State: 0.81
TH Saturation Flow Rate: (pcphpU 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.67
--------------------------------------------------------
Step 4: LT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows: (vph) 1508
Potential Capacity: (pcph) 142
Major LT, Minor TH
Impedance Factor: 0.67 R.r
Adjusted Impedance Factor: 0.67
Capacity Adjustment Factor
due to Impeding Movements 0.67
Movement Capacity: (pcph) 95
--------------------------------------------------------
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach so
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh),
----- ------ ------ ------ ------- ------- ----- ---------'
NB L 3 95 >
580 8.9 1.5 B 8.9
NB R 174 636 >
WB L 160 822 5.4 0.8 B 0.9
Intersection Delay = 1.3 sec/veh
w
HCS: Unsignalized Intersections Release 2.1f BSHASAMD.HCO Page 1
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Strocts: (N-S) South Hatfield St. (E-W) Bridge;Road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Saturday Midd
ay Peak
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
�---- ---- ---- ---- ---- ----�---- -- -- ---- ---- ----
No. Lanes ( 0 1 < 0 0 > 1 0 0 > 0 < 0 I O 0 0
Stop/Yield NJ NI
Volumes 631 61 138 661 3 150
PHF .95 .95 _ .95 .95 .95 .951
Grade 0 1 0 0
MC's (x)
SU/RV's M
CV's (r)
PCE's ( 11.10 11.10 1.10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
rW
�w
I
HCS: Unsignalized Intersections Release 2.1f BSHAFRPM.HCO Page 2
------------------------------------------------
--------------------------------------------------
r
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
Confl.icring Flows: (vph) 654
Potential Capacity: (pcph) 646
Movement Capacity: (pcph) 646
Prob. of Queue-Free State: 0.67
-------------------------------------------------------= ow
Step 2: LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 658
Potential Capacity: (pcph) 833
Movement Capacity: (pcph) 833
Prob. of Queue-Free State: 0.73
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.45
--------------------------------------------------------
Step 4: LT from Minor Street NB SB
.-------------------------------------------------------
Conflicting Flows: (vph) 1716 """
Potential Capacity: (pcph) 107
Major LT, Minor TH
Impedance Factor: 0.45
Adjusted Impedance Factor: 0.45
Capacity Adjustment Factor
due to Impeding Movements 0.45
Movement Capacity: (pcph) 48
--------------------------------------------------------
Intersection Performance Summary ,a
Avg. 95%
Flow Move Shared Total Queue Approach' aw
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- --------
NB L 4 48 > *+�
525 11.6 2.3 C 11.6'
NB R 212 646 >
on
WB L 229 833 6.0 1.3 B 1.2.
Intersection Delay = 1.8 sec/veh
No
or
are
HcS: Unsignalized Intersections Release 2.1f BSHAFRPM.HCO Page 1
- - ---------------------------
4W Center For Microcomputers In Transportation
University of Florida °-
512 Weil Hall
Wo Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) South Hatfield St. (E-W) Bridge Road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Friday PM Pea
k
Two-way Stop-controlled Intersection
Eastbound Westbound I Northbound Southbound
L T R L T R ` L T R i L T R
�---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 1 < 0 0 > 1 0 , 0 > 0 < 0 0 0 0
Stop/Yield NJ NJ
no Volumes 617 91 198 812 1 4 183
PHF .95 .951_.95 .95 1 .95 .95
Grade 0 1 0 1 0
MC's (%) I I
"' SU/RV's MI { y
CV's (%) I I {
PCE's ( 11.10 11.10 1.101
10 -----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
? Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10
fir, Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
40
00
No
AA
#K
MINIM
no
HCS: Unsignalized Intersections Release 2.1f BNHASAMD.HCQ Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
NB L 2 65 >
NB T 0 121 > 222 16.9 0.0 C 16.9
NB R 7 720 >
SB L 6 108 > *p
SB T 0 121 > 560 10.4 2.1 C 10.41
SB R 208 637 >
am
EB L 276 821 6.6 1.7 B 2.0
WB L 0 925 3.9 0.0 A 0.0
Intersection Delay = 2.3 sec/veh ow
.�a
rw
tom!
HCS: Unsignalized Intersections Release 2.1f BNHASAMD.HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
wt Conflicting Flows: (vph) 560 666
Potential Capacity: (pcph) 720 637
Movement Capacity: (pcph) 720 637
Prob. of Queue-Free State: 0.99 0.67
--------------------------------------------------------
Step 2: LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 562 671
Potential capacity: (pcph) 925 821
Movement Capacity: (pcph) 925 821
go Prob, of Queue-Free State: 1.00 0.66
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpL) 1700
no Major LT Shared Lane Prob.
of Queue-Free State:
1.00
Step 3: TH from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows: (vph) 1482 1480
Potential Capacity: (pcph) 182 182
Capacity Adjustment Factor
due to Impeding Movements 0.66 0.66
Movement Capacity: (pcph) 121 121
Prob. of Queue-Free State: 1.00 1.00
Step 4: LT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows: (vph) 1572 1481
Potential Capacity: (pcph) 130 147
Major LT, Minor TH
No Impedance Factor: 0.66 0.66
Adjusted Impedance mpedance Factor: 0.74 0.74
Capacity Adjustment Factor
due to Impeding Movements 0.50 0.73
40 Movement Capacity: (pcph) 65 108
--------------------------------------------------------
O
HCS: Unsignalized Intersections Release 2.1f BNHASAMD.HCQ Page 1
Center For Microcomputers In Transportation wu
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) North Hatfield St. (E-W) [Bridge Road so
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Saturday Midd
ay Peak
Two-way Stop-controlled Intersection
I Eastbound I Westbound I Northbound I Southbound
L T R I L T R I L T R I L T R
---- ---- ----I---- ---- ----1---- ---- ----1---- ---- ----
No. Lanes 1 1 1 < 0 1 0 > 1 < 0 1 0 > 1 < 0 1 0 > 1 < 0
Stop/Yield I NI NI 1
Volumes 1 238 531 31 0 629 91 2 0 61 5 j 0 180 *�!
PHF 1 .95 .95 .951 .95 .95 .951 .95 .95 .951 .95 ' .95 .95
Grade I 0 1 0 1 0 1 0
MC's M
SU/RV's MI 1 I I
CV's M I I I I
PCE's 11.10 11.10 11.10 1.10 1.1011.10 1.10 1.10
AIM
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time'(tf)
--------------------------------------------------------------y
Left Turn Major Road 5.00 2.10
Right Turn Minor Road 5.50 2.60 1w0
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
am
go
No
do
to
HCS: Unsignalized Intersections Release 2.1f BNHAFRPM.HCO Page 3
A�
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
NB L 3 33 >
NS T 2 88 > 104 39.5 0.4 E 39.5
NB R 8 710 >
IR SB L 2 79 >
SB T 0 89 > 529 15.0 3.8 C 15.0
SB R 288 551 >
EB L 296 715 8.6 2.3 B 2.7
WB L 0 914 3.9 0.0 A 0.0
Intersection Delay = 3.5 sec/veh
4AIM
#I
#II
#l�li
�!II
so
Nl
HCS: Unsignalized Intersections Release 2.1f BNHAFRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
Confticting Flows: (vph) 572 790
Potential Capacity: (pcph) 710 551
Movement Capacity. (pcph) 710 551
Prob. of Queue-Free State: 0.99 0.48
-------------------------------------------------------- +o
Step 2: LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 573 797 go
Potential Capacity: (pcph) 914 715
Movement Capacity: (pcph) 914 715
Prob. of Queue-Free State: 1.00 0.59
w
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl) 1700
Major LT Shared Lane Prob.
of Queue-Free State: 1.00
---------------------------
7----------------------------
Step 3: TH from Minor Street NB SB
------------------------------------------
Conflicting Flows: (vph) 1638 1632
Potential Capacity: (pcph) 151 152
Capacity Adjustment Factor
due to Impeding Movements 0.59 0.59 go
Movement Capacity: (pcph) 88 89
Prob. of oueue-Free State: 0.98 1.00
---------------------------
Step 4: LT from Minor Street Ng SB J
--------------------------------------------------------
Conflicting Flows: (vph) 1762
1636
Potential Capacity: (pcph) 101 120 ow
Major LT, Minor TH
Impedance Factor: 0.59 0.57
Adjusted Impedance Factor: 0.68 0.67
Capacity Adjustment Factor
due to Impeding Movements 0.32 0.66
Movement Capacity: (pcph) 33 79
Vs
go
HCS: Unsignalized Intersections Release 2.1f BNHAFRPM.HC0 Page 1
-----------------------------------------------------------------------
---------------------------------------------
------------
Center For Microcomputers In Transportation
University of Florida Y
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
--------------
so Streets: (N-S) North Hatfield St. (E-W) Bridge;Rcad
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst................... SPK
4e Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store Friday PM Pea
k
"R Two-way Stop-controlled Intersection
Eastbound Westbound I Northbound Southbound
1 L T R I L T R 1 L T R 1 L T R
�---- ---- ----1---- ---- ----1---- ---- ----1---- ---- ----
No. Lanes 1 1 1 < 0 1 0 > 1 < 0 10 > 1 < 0 I O > 1 < 0
Stop/Yield NI N1
w Volumes 256 543 11 0 744 131 3 2 71 2 0 249
PHF .95 .95 .951-95 .95 .95 .95 .95 .951 .95 .95 .95
Grade 0 1 0 1 0 1 0
MC's (Y)
SU/RV's MI
CV's M I I 1
PCE's 11.10 11.10 11.10 1.10 1.1011.10 1.10 1.10
-----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver
Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
VIII
>�r
(
IlMld
HCS: Unsignalized Intersections Release 2.1f KISYSAMD.HCQ Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
(.onH ic:ting FLowsr: (vph) .336
Potential Capacity: (pcph) 936 w
Movement Capacity_ (pcph) 936
Prob. of Queue-Free State: 0.88
--------------------------------------------------------
w
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 672
Potential Capacity: (pcph) 747
Movement Capacity: (pcph) 147
Prob. of Queue-Free State: 0.80
TH Saturation Flow Rate: (pcphpl) 3400 eiw
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.76
am
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 1294 er
Potential Capacity: (pcph) 158
Major LT, Minor TH
Impedance Factor: 0.76 w
Adjusted Impedance Factor: 0.76
Capacity Adjustment Factor
due to Impeding Movements 0.76
Movement Capacity: (pcph) 121
--------------------------------------------------------
Intersection Performance Summary g,
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay ot
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- ---------
EB L 52 121 51.7 2.2 F no
19.5
EB R 111 936 4.4 0.4 A
rw
NB L 150 747 6.0 0.9 8 1.3
Intersection Delay = 2.5 sec/veh
so
No
wA
rAh
HCS: Unsignalized Intersections Release 2.1f KISYSAMD.HCO Page 1
-------------------------- --------------------------------------------
---------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) North King Street (E-W) South Big Y Drive
f#AA
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Saturday Midd
ay Peak
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
wrt 1 L T R 1 L T R I L T R 1 L T R
---- ---- ----1---- ---- ----1---- ---- -I---- ---- ----
No. Lanes I O > 2 0 1 0 2 < 0 11 0 1 I O 0 0
Stop/Yield NI N1 1
w1 Volumes 129 482 ( 599 391 45 961
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 1 0
MC's M 1 I 1
SU/RV's MI
CV's M I I I 1
PCE's 11.10 I 11.10 1.101
----------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
w
HCS: Unsignalized Intersections Release 2.1f KISYFRPM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Halt
Gainesville, FL 32611-2083
Ph: (904) 392-0378
no
Streets: (N-S) North King Street (E-W) South Big Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK ow
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store Friday PM Pea
k
Two-way Stop-controlled Intersection
Northbound ( Southbound I Eastbound ( Westbound
L T R L T R L T R ( L T R
�---- ---- ----I---- ---- ---- ---- ---- ----I--- »--- ----
No. Lanes P 0 > 2 0 0 2 < 0 1 0 1 10 0 0
Stop/Yield I NJ NI w
Volumes 129 419 446 361 49 981
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 I 0
MC'S M
SU/RV's M
CV1s (x)
PCE's 11.10 (1.10 1.10 """
Adjustment Factors
Vehicle !
Critical Follow-up
Maneuver Gap (tg) Time'; (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10 s►
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
w
A%
.o
HCS: Unsignalized Intersections Release 2.1f KISYFRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
Confl,icting Flows: (vph) 254
*� Potential Capacity: (pcph) 1030
Movement Capacity: (pcph) 1030
Prob, of Queue-Free State: 0.89
Aw --------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 507
Potential Capacity: (pcph) 916
Movement Capacity: (pcph) 916
Prob. of Queue-Free State: 0.84
eeu TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.81
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
on Conflicting Flows: (vph) 1065
Potential Capacity: (pcph) 221
Major LT, Minor TH
go Impedance Factor: 0.81
Adjusted Impedance Factor: 0.81
Capacity Adjustment Factor
due to Impeding Movements 0.81
so Movement Capacity: (pcph) 179
--------------------------------------------------------
w Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- ---------
"a EB L 57 179 29.4 1.5 D
12.4
EB R 113 1030 3.9 0.4 A
No
NB L 150 916 4.7 0.6 A 1.1
Intersection Delay = 2.1 sec/veh
!9S
111w1
HCS: Unsignalized Intersections Release 2.1f KINYSAMD.HC04 Page 1
Center For Microcomputers In Iransportation
University of Florida
512 Weil Hall ow
Gainesville, FL 32611-2083
Ph: (904) 392-0378
so
Streets: (N-S) North King Street (E-W) North Big Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Saturday Midd
ay Peak no
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R ( L T R L T , R I L T R s
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 2 0 ` 0 2 < 0 9 1 0 1 0 0 0
Stop/Yield N) NJ so
Volumes 83 444 541 281 61 971
PHF .95 .95 ( .95 .951 .95 .951
Grade 0 0 1 0 ( an
MC's (Y)
SU/RV's (%)
CV's (Y)
PCE's 11.10 11.10 1.10 Im
-----------------------------------------------------------------------
so
Adjustment Factors
Vehicle Critical Follow-up am
Maneuver Gap (tg) Time' (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10 No
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40 w
a
HCS: Unsignalized Intersections Release 2.1f KINYSAMD.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 299
Potential Capacity: (pcph) 977
Movement Capacity: (pcph) 977
Prob. of Queue-Free State: 0.89
ew
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 598
Potential Capacity: (pcph) 819
Movement Capacity: (pcph) 819
Prob. of Queue-Free State: 0.88
TH Saturation Flow Rate: (pcphpL) 3400
RT Saturation Flow Rate: (pcphpL)
Major LT Shared Lane Prob.
wF of Queue-Free State: 0.86
--------------------------------------------------------
Step 4: LT from Minor Street WB ES
--------------------------------------------------------
Conflicting Flows: (vph) 1138
Potential Capacity: (pcph) 198
Major LT, Minor TH
Impedance Factor: 0.86
Adjusted Impedance Factor: 0.86
Capacity Adjustment Factor
w due to Impeding Movements 0.86
Movement Capacity: (pcph) 171
--------------------------------------------------------
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ -------
------- ----- ---------
EB L 70 171 35.4 2.1 E
16.2
EB R 112 977 4.2 0.4 A
NB L 96 819 5.0 0.4 A 0.8
Intersection Delay = 2.4 sec/veh
am
1M
L�l!t
HCS: Unsignalized Intersections Release 2.1f KINYFRPM.HCOi Page 2 "�A4
-------------------------------------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 240
Potential Capacity: (pcph) 1046
Movement Capacity: (pcph) 1046
Prob. of Queue-Free State: 0.94 ow
--------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
go
Conflicting Flows: (vph) 480
ilox eetiaL Capacity: (pcph) 947
Movement Capacity: (pcph) 947
Prob. of Queue-Free State: 0.93 op
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.92
-------------------------- --------------------------
Step 4: LT from Minor Street WB EB
no
--------------------------------------------------------
Conflicting Flows: (vph) 958
Potential Capacity: (pcph) 258
Major LT, Minor TH No
Impedance Factor: 0.92
Adjusted Impedance Factor: 0.92
Capacity Adjustment Factor w
due to Impeding Movements 0.92
Movement Capacity: (pcph) 236
--------------------------------------------------------
am
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)''
■w
EB L 63 236 20.8 1.2 D
12.2
EB R 63 1046 3.7 0.1 A am
NB L 70 947 4.1 0.1 A 0.5
xW
Intersection Delay = 1.5 sec/veh
go
w
an
HCS: Unsignalized Intersections Release 2.1f KINYFRPM.HCO Page 1
-----------------------------------------------------------------------
l�R -----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
so Streets: (N-S) North King Street (E-W) North Big Y Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
w Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Friday PM Pea
k
w Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
�---- ---- ---- ---- ---- ---- ---- --- ---- ---- ---- ----
No. Lanes ` 0 > 2 0 0 2 < 0 1 0 1 0 0 0 0
Stop/Yield NJ NJ
sus Volumes 61 407 428 281 54 54
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 1 0 1
wA MC's M
SU/RV's M
CV's M I
PCE's 11.10 11.10 1.10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
no
HCS: Unsignatized Intersections Release 2.1f KISDFRPM.HCq Page 2
I
Worksheet for TWSC Intersection
--------------------------------------------------------
we�
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
ConfLicting Ftows: (vph) 202
Potential Capacity: (pcph) 1094
Movement Capacity: (pcph) 1094
Prob. of Queue-Free State: 0.82
--------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
ConfLicting Flows: (vph) 405
w
Potential Capacity: (pcph) 1039
Movement Capacity: (pcph) 1039
Prob. of Queue-Free State: 0.74
TH Saturation Flow Rate: (pcphpL) 3400 w
RT Saturation Flow Rate: (pcphpL)
Major LT Shared Lane Prob.
of Queue-Free State: 0.72 so
Step 4: LT from Minor Street WB EB
Conflicting Flows: (vph) 838 w
Potential Capacity: (pcph) 308
Major LT, Minor TH
Impedance Factor: 0.72 so
Adjusted Impedance Factor: 0.72
Capacity Adjustment Factor
due to Impeding Movements 0.72
Movement Capacity: (pcph) '
222
--------------------------------------------------------
Intersection Performance Summary w
Avg. 95%
Now Move Shared Total Queue Approach'
Rate Cap Cap Delay Length LOS Delay am
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
-------- ------ ------ ------ ------- ------- ----- --------n
EB L 129 222 38.1 3.9 E '
17.5!
EB R 197 1094 4.0 0.7 A
NB L 271 1039 4.7 1.2 A 2.4r �w
Intersection Delay = 5.3 sec/veh
"
HCS: Unsignalized Intersections Release 2.1f KISDFRPM.HCO Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida f
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
1e� Streets: (N-S) North King Street (E-W) Site Drive
Major Street Direction.... NS
Length of dime Analyzed... 60 (min)
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Friday PM Pea
k
Two-way Stop-controlled Intersection
Northbound ( Southbound Eastbound ( Westbound
L T R L T R L T R L T R
---- ---- ----�---- ---- ---- ---- ---- - ---- ---- ----
No. Lanes 0 > 2 0 0 2 < 0 ! 1 0 1 , 0 0 0
Stop/Yield ( NJ NJ
Volumes 234 227 286 991 111 170
PHF .95 .95 f .95 .951 .95 .951
Grade 0 0 1 0
MC's (Y)
SU/RV's M
CV's M I i
PCE's 11.10 ( 1.10 1.10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
wAt
HCS: Unsignalized Intersections Release 2.1f KIHASAMD.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
am
Streets: (N-S) North King Street (E-W) Hatfield Street
Major Street Direction.... NS
Length of Time Analyzed... 60 (min) N,
Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store Saturday Midd
am
ay Peak
Tu,uay Stop-controLL ed Interser_tion
------------------------- --------
1 Northbound 1 Southbound I Eastbound 1 Wesjtbound Ow
I L T R I L T R I L T R I L lT R
1---- ---- ----I---- ---- ----1---- ---- ---I---- !- -- ---
No. Lanes 1 0 > 1 0 1 0 1 < 0 1 0 > 0 < 0 1 0 0 0
+0
Stop/Yield 1 NI NI 1
Volumes 1 1 357 i 435 1351 121 31
PHF 1 .95 .95 1 .95 .951 .95 .951
Grade 1 0 1 0 1 0 1
MC's M
SU/RV's (%)I 1 1 1
CV's M I I l I ••
PCE's 11.10 1 11.10 1.101
-------------------------------------------------------------- --------
Adjustment Factors
Vehicle Critical FOLLOW-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
No
Left Turn Major Road 5.00 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40 No
.�w
HCS: Unsignalized Intersections Release 2.1f KIHASAMD.HCO Page 2
Worksheet for TWSC Intersection
ON --------------------------------------------------------
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
w Conflicting Flows: (vph) 529
Potential Capacity: (pcph) 747
Movement Capacity: (pcph) 747
Prob. of Queue-Free State: 1.00
'! --------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 600
Potential Capacity: (pcph) $88
Movement Capacity: (pcph) 888
yew
Prob. of Queue-Free State: 1.00
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 1.00
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 906
Potential Capacity: (pcph) 316
Major LT, Minor TH
Impedance Factor: 1.00
Adjusted Impedance Factor: 1.00
Capacity Adjustment Factor
due to Impeding Movements 1.00
Movement Capacity: (pcph) 316
--------------------------------------------------------
Intersection Performance Summary
Avg. 95%
wr Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
w -------- ------ ------ ------ -------
EB L 140 316 >
320 20.3 2.6 D 20.3
EB R 3 747 >
NB L 1 888 4.1 0.0 A 0.0
sw Intersection Delay = 2.4 sec/veh
w
0
HCS: Unsignalized Intersections Release 2.1f KISDSAMD.HCO Page 2
Worksheet for TWSC Intersection
-------------------------------------------------------- use
Step 1: RT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 230
Potential Capacity: (pcph) 1059
Movement Capacity: (pcph) 1059
Prob. of Queue-Free State: 0.71
ws
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 461 an
Potential Capacity: (pcph) 970
Movement Capacity: (pcph) 970
Prob. of Queue-Free State: 0.64
TH Saturation Flow Rate: (pcphpl) 3400
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 0.61 am
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 921
Potential Capacity: (pcph) 273
Major LT, Minor TH
Impedance Factor: 0.61
Adjusted Impedance Factor: 0.61
Capacity Adjustment Factor
due to Impeding Movements 0.61
Movement Capacity: (pcph) 167
--------------------------------------------------------
Intersection Performance Summary
Wo
Avg. 95%
Flow Move Shared Total Queue Approach ON
Rate Cap Cap Delay Length LOS Delay '
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh,)
-------- ------ ------ ------ ------- ------- -----
EB L 184 167 339.3 19.7 F
129.9
EB R 308 1059 4.8 1.4 A
w
NB L 354 970 5.8 1.9 8 3.5'
Intersection Delay = 41.7 sec/veh w
am
go
"a
HCS: Unsignatized Intersections Release 2.1f KISDSAMD.HCO Page 1
an
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
on Gainesville, FL 32611-2083
Ph: (904) 392-0378
0-0 Streets: (N-S) North King Street (E-W) Site Drive
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
am Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing CaLdor's Store Saturday Midd
ay Peak Hour
Two-way Stop-controlled intersection
Northbound Southbound Eastbound Westbound
wail L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 2 0 0 2 < 0 1 0 1 10 0 0
Stop/Yield 0 NJ NJ
ws Volumes 306 199 303 1351 159 2661
PHF .95 .95 .95 .951 .95 .951
Grade 0 0 1 0 1
No MCIS (%) I I
SU/RV's MI I I
CV's M I I I
4W PCE's 11.10 11.10 1.101
------------------------ ----------------------------------------------
Im
Adjustment Factors
ON Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.50 2.10
OR Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
40
OR
go
go
on
HCS: Unsignalized Intersections Release 2.1f KIHAFRPM.HC Page 2 M,
i
Worksheet for TWSC Intersection
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 523
Potential Capacity: (pcph) 752
Movement Capacity: (pcph) 752
Prob. of Queue-Free State: 0.99
--------------------------------------------------------
Step 2: LT from Major Street SB NB
--------------------------------------------------------
Conflicting Flows: (vph) 647 '
Potential. Capacity: (pcph) 843
Movement Capacity: (pcph) 843
Prob. of Queue-Free State: 1.00 ow
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue-Free State: 1.00 00
--------------------------------------------------------
Step 4: LT from Minor Street WB EB
-------------------------------------------------------- no
Conflicting Flows: (vph) 879
Potential Capacity: (pcph) 328
Major LT, Minor TH am
Impedance Factor: 1.00
Adjusted Impedance Factor: 1.00
Capacity Adjustment Factor
due to Impeding Movements 1.00 rw
Movement Capacity: (pcph) 327
--------------------------------------------------------
40
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach w
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh')
-------- ------ ------ ------ ------- ------- ----- -------- w+
EB L 221 327 >
333 33.4 5.9 E 33.4
EB R 7 752 >
No
NB L 2 843 4.3 0.0 A 0.0
Intersection Delay = 5.7 sec/veh ■o
a�
ON
HCS: Unsignalized Intersections Release 2.1f KIHAFRPM.HCO Page 1
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
40 Gainesville, FL 32611-2063
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
4s Streets: (N-S) North King Street (E-W) Hatfield Street
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
an Analyst................... SPK
Date of Analysis.......... 8/8/99
Other Information......... Existing Caldor's Store - Friday PM Pea
k
au Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R I L T R L T R L T R
---- ---- ---- ---- ---- ----�---- ---- ---- ---- ---- ----
No. Lanes ` 0 > 1 0 0 1 < 0 0 > 0 < 0 I O 0 0
Stop/Yield NJ NI
°W Volumes 2 336 1 379 2361 191 64
PHF ( .95 .95 (- .95 .951 .95 .951
Grade 0 1 0 1 0 1 '
go MCIS
SU/RV's MI
CV's (%) I I 1 1
4" PCE's 11.10 1 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
ao Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5.00 2.10
go Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
ON
a�
40
am
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-09-1999
Center For Microcomputers In Transportation w
Streets: (E-W) Damon Rd/Bridge Rd (N-S) North King Street4
Analyst: SPK File Name: KIDASAMD.HC9'
Area Type: other 8-8-99 Sat MDP ap
Comment: Caldor's Store Existing Condition - Saturday Midday Peak
-----------------------------------------------------------------------
I Eastbound Westbound I Northbound Southbound No
I L T R I L T R I L T R i L T R
I__... _,-.- ----I---- ---- ----I---- ---- ----I---- ---- ----
No. Lanes 11 1 1 11 1 1 11 2 < 0 11 2 < 0
Volumes 1 54 308 1631 183 348 2301 144 454 1701 204 472 67
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W (ft)110.0 10.5 10.5110.0 10.5 10.5111.0 9.5 111.0 9.5
Grade 1 0 1 0 1 0 1 0 so
Heavy Vehl 2 2 21 2 ?. 2I 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0 .�
Con. Peds 1 01 01 01 0
Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N); N
Arr Type 1 3 3 31 3 3 31 3 3 1 3 3
RTOR Vols 1 01 01 01 0 so
Lost Time 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Sharel I I I
Prop. Prot.1 I I I an
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left * INB Left
Thru * I Thru
Right * I Right
Peds I Peds are
WB Left * ISB Left
Thru I Thru
Right 1 Right
Peds 1 Peds
NB Right IEB Right
SB Right IWB Right
Green 35.0A (Green 30.0A 30.OA
Yellow/AR 6.0 IYellow/AR 6.0 6.0
Cycle Length: 113 secs Phase combination order: #1 #5 #6
----------------------------------------------------------------------- am
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
ON
----- ---- ------- ----- ----- ----- --- - -
EB L 110 328 0.517 0.336 22.8 C 15.9 C
T 595 1770 0.544 0.336 20.5 C
R 985 1504 0.175 0.655 4.9 A aw
WB L 138 411 1.396 0.336
T 595 1770 0.615 0.336 21.6 C
R 985 1504 0.246 0.655 5.2 B om
NB L 500 1711 0.304 0.292 20.2 C 24.2 C
TR 956 3275 0.721 0.292 25.1 D
SB L 500 1711 0.430 0.292 21.3 C 22.6 C
TR 979 3351 0.609 0.292 23.1 C
Intersection Delay = * (sec/veh) Intersection LOS =
(VC)"Wc) is Greater than one. Calculation of D1 is infeasibte..
-----------------------------------------------------
uaa
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-09-1999
Center For Microcomputers In Transportation
----------------
Streets: (E-W) Damon Rd/BridgT Rd (N-S) North King Street
Analyst: SPK File Name: KIDAFRPM.HC9
Area Type: Other 8-8-99 PM Peak
Comment: Catdor's Store Existing Condition -FR,t)py
------------------------------
Eastbound I Westbound Northbouind , Southbound
I L T R I L T R I L T R I L T R
---- ---- ----I --- ---- ----I---- ---- ----I---- ---- ----
No. Lanes 11 1 1 I 1 1 1 11 2 < 0 I .1 2 < 0
ss Volumes 1 25 434 971 216 537 2501 127 494 1821 277 454 87
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W 00110.0 10.5 10.5110.0 10.5 10.5111.0 9.5 111.0 9.5
Grade 1 0 1 0 1 0 1 0
Heavy Vehl 2 2 21 2 2 21 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0
Con. Peds 1 OI 01 01 0
Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N
Arr Type 1 3 3 31 3 3 31 3 3 I 3 3
RTOR Vols I OI DI OI 0
Lost Time 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Share I I I
am Prop. Prot.1 I I I
-----------------------------------------------------------------------
Signal Operations
40 Phase Combination 1 2 3 4 1 5 6 7 8
EB Left * INB Left
Thru * I Thru
Right I Right
go Peds I Peds
WB Left * ISB Left
Thru * I Thru
*
am Right * I Right
Peds I Peds
NB Right (EB Right
SB Right IWB Right
No Green 35.OA (Green 30.OA 30.OA
Yellow/AR 6.0 IYellow/AR 6.0 6.0
Cycle Length: 113 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
EB L 64 183 0.406 0.336 20.9 C 21.9 C
T 595 1770 0.768 0.336 25.8 D
R 985 1504 0.104 0.655 4.7 A
WB L 64 183 3.547 0.336
T 595 1770 0.949 0.336 41.8 E
R 985 1504 0.267 0.655 5.3 B
NB L 500 1711 0.268 0.292 19.9 C 25.6 D
TR 957 3277 0.782 0.292 26.7 D
SB L 500 1711 0.584 0.292 23.4 C 23.2 C
TR 973 3332 0.615 0.292 23.1 C
Intersection Delay = * (sec/veh) Intersection LOS =
(9/W(Vfc) is greater than one. Calculation of D1 is infeasible.
----------------------------------------------------
� �"
I
�.
,�
.�
. �
.�
.�
Appendix C
Capacity Analysis
.m
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-09-1999
Center For Microcomputers In Transportation
no
-------------------------------
Streets: (E-W) Bridge Rd _ (N-S) Jackson/Cooke Av$.
Analyst: SPK File Name: BRJASAMD.HC9
Area Type: Other 8-8-99 Sat MDP °
Comment: Caldor's Store Existing Condition - Saturday Midday Peak
Eastbound Westbound ( Northbound ` Southbound
I L T R I L T R I L T R I L T R
---- ---- ----I---- ---- ----I---- ---- ---- ---- ---- ----
No. Lanes I O > 1 < 0 I O > 1 < 0 I O > 1 < 0 I O > 1 < 0
ww
Volumes I 65 433 441 50 465 441 49 99 681 24 113 113
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W (ft)I 15.0 14.0 12.5 15.0
Grade 1 0 ` 0 0 0 .o
Heavy Veh1 2 2 21 2 2 2I 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0 AV
Con. Peds 1 01 01 01 0
Ped Button I(YIN) N I(Y/N) N I(Y/N) N I(Y/N) N
Arr Type 1 3 1 3 1 3 1 3
RTOR Vols 1 01 01 01 0 go
Lost Time 13.00 3.00 3.00 3.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Sharel I I I
Prop. Prot.1 i I I .�.
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left * INB Left
Thru * I Thru
Right * I Right
Peds I Peds AM
WB Left * ISB Left
Thru * I Thru
Right * I Right * so
Peds I Peds
NB Right (EB Right
SB Right INB Right
Green 50.OA (Green 25.OA op
Yellow/AR 5.0 IYellow/AR 4.0
Cycle Length: 84 secs Phase combination order: #1 #5
------------------------------------------------------------- ------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 798 1290 0.714 0.619 9.2 B 91.2 B
WB LTR 856 1383 0.687 0.619 8.5 B 8..5 B
NB LTR 417 1347 0.547 0.310 16.7 C 16..7 C w
SB LTR 500 1616 0.526 0.310 16.3 C 16.3 C
Intersection Delay = 11.1 sec/veh Intersection, LOS = B
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.658 OR
--------------------------------------------------------------I---------
am
�e
a
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4f 08-09-1999
Center For Microcomputers In Transportation
Streets: (E-W) Bridge Rd (N-S) Jackson/Cooke Ave.
Analyst: SPK File Name: BRJAFRPM.HC9
Area Type: Other 8-8-99 PM Peak
Comment: Caldor's Store Existing Condition - Friday PM Peak
Mw Eastbound ( Westbound Northbound Southbound
I L T R I L T R I L T R I L T R
�---- ---- ----i---- ---- ----i---- ---- ----1---- ---- ----
No. Lanes 1 0 > 1 < 0 1 0 > 1 < 0 I O > 1 < 0 1 0 > 1 < 0
s Volumes ( 45 468 391 80 628 431 49 124 721 16 118 103
PHF or PK1510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95
Lane W (ft)I 15.0 14.0 12.5 15.0
Grade 1 0 0 0 0
Heavy Vehl 2 2 21 2 2 21 2 2 21 2 2 2
Parking IN N IN N IN N IN N
Bus Stops 1 01 01 01 0
Con. Peds 1 01 01 01 0
Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N
Arr Type 1 3 1 3 1 3 I 3
RTOR Vols 1 01 01 01 0
Lost Time 13.00 3.00 3.003.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00
Prop. Sharel I I I'
oft Prop. Prot.1 I I I
-----------------------------------------------------------------------
Signal Operations
4w Phase Combination 1 2 3 4 1 51 6 7 8
EB Left * INB Left
Thru * I Thru
Right * I Right
410 Peds I Peds
WB Left * ISB Left
Thru * I Thru *'
40 Right * I Right *'
Peds I Peds
NB Right IEB Right
SB Right IWB Right
aA Green 50.OA (Green 25.OA
Yellow/AR 5.0 (Yellow/AR 4.0
Cycle Length: 84 secs Phase combination order: #1 #5
aw ------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
III Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 720 1163 0.807 0.619 12.6 B 12.6 B
WB LTR 785 1269 1.006 0.619 36.4 D 36.4 D
rM NB LTR 431 1394 0.600 0.310 17.6 C 17.6 C
SB LTR 510 1647 0.489 0.310 15.9 C 15.9 C
Intersection Delay = 23.7 sec/veh Intersection LOS = C
+are Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.871
-----------------------------------------------------------------------
.�.
i
w�
sR+
.�r
..�
i
war,
..a
s.�r
,.�
�w
rvu ai al hive Accurate Counts
City/State: Walpole, MA 9'78 664.2565 Site Code : 56200001
Counter 14 B60-282-0223 Start Date: 06/07/99
File I.D. 56200001
Direction 1
Page 1
Begin 06/07 Mon. 06/08,Tues. 06/09 Wed. 06/10 Thur. 06/11 Fri. Weekday 06/12 Sat. 06/13 Sun.
Time Totl Tot]. Totl Totl Tot] Avg. Totl Totl
12:00 am * * * * 0 0 1
OM 01:00 * + + +
2 2 1 +
02:00 * + + +
0 0 p *
03:00 * * * * 0 0 0
U4c00
05:00 * + + + 1 l 1
0(,:00
07:0) * * + +
?.7 2'7 26
64 64 54
09:00 * * + +
95 95 126 *
10:00 * * * * 194 194 226
11:00 * * * * 244 244 290
go
12:00 pm
2S8 '1.GE1 Zit'7
01:00
* * 243 243 310
02:00 * * * * 244 244 355
03:00
* * * 199 199 329
185 185 245
1!53 :153 246 k
"0 * 184 184 255
07:00 * * * * 192 192 223
08:00 * * * * 201 201 178
127 127 109
on 10:00 * * * * 41 41 28
11:00 * + * 8 8 7
Totals 0 0 0 0 2673 2673 3301 0
40 Avg. WkDay .0% .0% .0% .096 100.0% 123.4% .0%
AM Peaks
11:00 11:00 11:00
Volume 244 244 290
11�R
PM Peaks
12:00 12:00 02:00
Volume 258 258 355
an
ADTs
40
40
Ow
am
1111� 978 664-2565 Site Code . 56200001 Ow
Counter 14 860-2;82-0223 Start Date: 06/07/99
File I.D. 56200001
Direction 1 Page _ 1 Ow
Begin Mon. 06/07 Tues, Wed. Thur. Fri. Sat. Sun. Week Avg.
i
'Dime OUT IN OUT IN OUT IN OUT iIN OUT IN OUT I OUT IN OUT IN
12:00 am * * * * * * * * 0 0 0 1 * * 0 0
01:00 * * * * * * * * 2 0 1 0 * * 2 0 mm
02:00 * * * * * * * * 0 0 0 0 * * 0 0
03:00 * * * * * * * * 0 0 0 0 * * 0 0
05:00 * * * * * * * * 0 1 0 1 * * 0 1 Im
66 1 00 " * '. * ^ 6 4 1 3 * * 4 4
07:00 k " * " * * * 20 '7 19 '! * * 20 7
08:00 * * * * * * * * 47 17 40 14 * * 44 16
so
09:00 * * * * * * * * 61 34 92 34 * * 76 34
10:00 * * * * * * * * 124 70 152 74 * * 138 72
1.1:00 * * * * * * * * 186 58 213 '77 * * 200 68
Ow
12:00 pm * * * * * * * * 188 70 207 80 * * 198 75
01:00 * * * * * * 1711 68 213 91 * * 194 82
02:00 * * * * * * * 174 70 254 101 * * 214 86
03:00 * * * * * * * 143 56 236 93 * * 190 74 am
04:00 * * * * * * * 134 51 181 64 * * 158 58
0":00 111 42 190 56 * * 150 49
06:00 ° * * * * * * * 132 52 186 69 * * 159 60
07:00 * * * * * * * 142 50 167 56 * * 154 53 no
08:00 * * * * * * 164 37 151 27 * * 158 32
09:00 * * * * * * * 108 19 95 14 * * 102 16
10:00 * * * * * * * * 37 4 26 2 * * 32 3 am
11:00 * * * * * * * 5 3 6 1 * * 6 2
Tota1S 0 0 0 0 0 0 0 0 1960. 71.3 2430 877 0 0 2199 792
0 0 0 0 2673 3301 0 2991
Avg. Day .0% .0% _0% .0% .0% .0% .0% .0% 89.1% 90.0% 110.5%109.9% .0% .0%
AM Peaks 11.:00 10:00 11:00 11:00 11:00 10:00
Volume 186 '70 213 '17 200 72
PM Peaks 12:00 12:00 02:00 02:00 02:00 02:00
Volume 188 70 254 101 214 86
ADTs
aw
ON
MR
1Ml�A
IAA
IIA&
a wal art Maln Urlve Accurate Counts
City/State: Walpole, MA 978-664-2565 Site Code : 56200001
Counter : 14 860-282-0223 Start Date: 06/11/99
File I.D. 56200001
Direction 1 Page 2
Begin <----- - OUT ------><------ IN ------><------Combined - -----> Saturday .
Time A.M. P.M. A.M. P.M. A.M. Y.M.
12:00 06/12 0 53 0 24 0 77
fR 12:15
0 49 0 21 0 70
12:3D 0 65 0 18 0 83
12:45 0 * 40 207 1 1 17 80 1 l 57 287
on 01:00 0 60 0 24 0 £S4
01:15 0 55 0 28 0 83
01:30 0 44 0 20 0 G4
01:45 1 1 54 213 0 * 25 97 1 1 79 310
go 02:00 0 55 0 32 0 87
02:15 0 66 0 22 0 88
02:30 0 78 0 26 0 104
02:45 0 * 55 254 0 * 21 101 0 * 76 355
RM 03:00 0 59 0 22 0 81
03:15 0 64 0 26 0 90
03:30 0 51 0 23 0 74
#� 03:45 0 * 62 236 0 * 22 93 0
* 84 329
04:00 0 35 0 16 0 51
04:15 0 38 0 13 0 51
04:30 0 43 o 16 0 59
400 04:45 0 * 65 181 0 * 19 64 0 * 84 245
05:00 0 44 0 16 0 60
05:15 0 52 0 9 0 71
05:30 0 45 1 17 1 62
05:45 0 * 39 190 0 1 14 56 0 1 53 246
06:00 0 39 0 14 0 53
06:15 0 53 0 14 0 67
06:30 0 50 0 24 0 74
0 06:45 1 1 44 186 3 3 17 69 4 4 61 255
07:00 1 54 3 9 4 63
07:15 7 40 �. 1 13 8 53
07:30 5 36 0 18 5 54
07:45 6 19 37 167 3 '7 16 56 9 26 53 223
08:00 5 46 2 5 7 51
08:15 11 39 1 10 12 49
as 08:30 11 34 6 8 17 42
08:45 13 40 32 151 5 14 4 27 18 54 36 178
09:00 18 38 3 6 21 44
09:15 25 19 13 4 38 23
09:30 19 20 10 3 29 23
09:45 30 92 18 95 8 34 1 14 38 126 19 109
10:00 41 21 8 0 49 21
10:15 41 3 23 1 ( 64 4
10:30 33 0 23 1 56 1
10:45 37 152 2 26 20 74 0 2 57 226 2 28
11:00 46 1 13 0 59 1
11:15 55 0 ( 18 1 73 1
11:30 58 3 19 0 f 77 3
11:45 54 213 2 6 27 '17 _ 0 1 81 290 2 7
Totals 518 1912 211 660 729 2 57 2
Day Totals 2430 871 3301
_Split % 71.0% 74.3% 28.9% 25.6%
Peak Hour 11:00 02:15 10:15 01:15 11:00 01:45
so Volume 213 258 79 105 290 358
P.H.F. .91 .82 .85 .82 .89 .86
M
Location : Walmart Main Drive Accurate Counts
City/State: Walpole, MA 978-664-2565 Site Code : 56200001
Counter 14 860-2182-0223 Start Date: 06/11/99 ow
File I.D. 56200001
Dirction 1 Pa e - 1
Begin < - - -- OUT - ----><------ IN -----x-------Combined - ----> Friday
- t1AAl
Time A.M. P.M. A.M. P.M. A.M. P.M. -
12:00 06/11 0 42 0 20 0 62
12:15 0 50 0 22 0 72
12:30 0 40 U 1.2 0 52 so
12:4, 0 * 56 188 0 * 16 70 0 * 72 258
01:00 0 30 0 20 0 SO
01:15 2 48 0 17 2 65
01:30 0 48 0 14 0 62 am
01:45 0 2 49 175 0 * 17 68 0 2 66 243
02:00 0 52 0 21 ( 0 73
02:15 0 43 0 14 0 57
02:36 0 42 0 18 0 60 'dw
17 17d 0 "" 17 70 �, 0 k 'S4 246
03:00 0 i8 0 15 0 S3
03:15 0 32 0 10 0 42 so
03:30 0 32 ( 0 16 0 48
03:45 0 * 41 143 0 * 15 x;56 0 * 56 199
04:00 0 46 0 10 0 56
04:15 1 32 0 18 1 50 40
04:30 027 0 13 0 40
04:45 0 1 29 134 I 0 * 10 51 0 1 39 185
05:00 0 37 0 10 0 47
05:15 0 28 0 16 0 44
05:30 0 22 0 8 0 30
05:45 0 * 24 1.11 1 1 8 42 1 1 32 153
06:00 1 39 1 10 2 49
06:15 3 32 0 18 3 50 Al11�!
06:30 2 - 36 1 8 3 44 -
06:45 0 6 25 132 2 4 16 X52 2 10 41 184
07:00 3 37 0 18 3 55 !
07:15 1 42 2 10 3 52
07:30 4 27 4 8 8 35
07:45 12 20 36 142 1 7 14 50 I 13 27 50 192
08:00 8 32 3 12 11 44
08:15 14 53 2 6 16 59
08:30 9 33 5 12 14 45
08:45 16 47 46 164 7 17 7 .37 23 64 53 201
09100 11 38 9 9 20 47 4w
09:15 14 31 6 6 20 37
09:30 1.1 22 9 1 ( 20 23
09:45 25 61 17 108 10 34 3 19 35 95 20 127
10:00 28 28 12 4 40 32
10:15 30 6 17 0 47 6
10:30 28 1 23 0 51 1
10:45 38 124 2 37 18 70 0 '4 ( 56 194 2 41
11:00 40 0 20 2 60 2
11:15 58 4 14 1 72 5
11.:30 51 1 12 0 63 1
1.1:45 31 186 0 5 12 58 0 3 49 244 0 8R
TotaIS 447 1513 191 522 638 2035
Day Totals 1960 713 2673
Split % "70.0% 74.3% 29.9% 25.6%
011!
Peak Hour 10:45 01:15 10:15 12:00 10:45 01:15
Volume 187 197 '78 70 251 266
P.H.F. .80 .94 .84 .79 .87 .91
Awl,
go
a vlL 1<e11 LLlve
Accurate Counts
City/State: Walpole, MA 978 664-2565 Site Code : 56200002
Counter 23 860-282-0223 Start Date: 06/07/99
File I.D. 56200002
-- Direction 1
Page 1
Begin 06/07 Mon. 06/08,Tues. 06/09 Wed. 06/10 Thur. 06/11 Fri. Weekday 06/12 Sat. 06/13 Sun.
Time Totl Totl Totl _ Totl Totl
Awl. Totl Totl
12:00 am + * * * 8 8 7 +
01:00 + +
* * 7 7 5 *
02:00 +
5 5 6 +
03:00 + +
9 9 2
0 i 00 h A
05:00 + * r.
* * 11 11 5 *
06:00
* * 119 119 131
08:00 +
201 201 250
320 320 398
430 430 532
11:00 +
493 493 565
12:00 pm * „
462 462 518
01:00 +
* * 4'70 470 564
02:00 * * * * 433 433 576
OM 03:00 +
* * 454 454 493 *
04:00 * * + * 376 376 443
* * 394 394 386
$a 06:00 * 378 371
� * * * 378 *
07:00 +
378 378 344
08:00 * * * * 361 361 252
09:00 * * * * 169 169 128
oft 10:00 * * * * 18 18 17
11:00 * * * _ 18 18 16
Totals 0 0 0 0 5578 5578 6073 0
00 Avg. WkDay .0% .0% 0$ .0% 100.0$ 108.8% .0%
AM Peaks
Volume 11:00 11:00 11:00
00 493 493 565
PM Peaks
Volume 01:00 01:00 02:00
470 470 576
ADTs
..
Acc ut at(I Counts
City/State: Walpole, MA 978 664-2565 Site Code . 56200002
Counter 23 860 i)82-022:3 Start Date: 06/07/99
File I.D. 56200002
Diricc.tion 1 Page 1
Begin Mon. 06/07 Tues. Wed. Thur. Fri. Sat. Sun. Week Avg.
Time IN OUT IN OUT IN OUT IN buT IN our IN OUT IN OUT IN OUT
12:00 am * * * * * * * * 4 4 2 5 * * 3 4
01:00 * * * * * * * * 2 5 4 1 * * 3 3
02:00 * * * * * * * 5 0 3 3 * * 4 2
01:00 * " * * . " * * g 'I ] 1 * * 4 1
01:0 0 e * " " " ` * L 2 2 1 * * 2 2 "0
O":00 * * r * . " x " 8 3 4 ]. " * 6 2
06:00 ,° " " " " * 45 J.i; 46 11 * * 46 14
07:00 * * * " 90 29 90 41 * * 90 35
08:00 * * * * * * * * 147 54 167 83 * * 157 68 so
09:00 * * * * * * * * 217 103 281 117 * * 249 110
10:00 * * * * * * * " 291 139 356 176 * * 324 158
1-1 00 * * * * * * * 318 175 353 212 * * 336 194 OP
12:00 Yni " " " " " * 2'72 190 329 189 * * 300 190
01:00 * * * * * * * * 284 186 358 206 * * 321 196
02.:00 * * * * * * * * 256 177 350 226 * * 303 202 so
03:00 * * * * * * * * 265 189 302 191 * * 284 190
04:00 * " * * * * * * 216 160 269 174 * * 242 167
09:00 * * * * * * * * 241 153 248 138 * * 244 146
06:00 * * * * * * * * 234 144 231. 140 * * 232 142 mow
07:00 * * * * * * * * 244 134 218 126 * * 231 130
08:00 * * * * * * * * 200 161 131 121 * * 166 141
09:00 * * * * * * * * 78 91 63 65 * * 70 78
10:00 * * * * * * * * 4 14 8 9 * * 6 12
11:00 * * * * * * * * 2 16 0 16 * * 1 16
Totals 0 0 0 0 0 0 0 0 3432 2146 3816 2257 0 0 3624 2203
0 0 0 D 5578 6073 0 5827 1�
Avq. Day .0% .0% .0% .0% .0% .0% .0% i0% 94.7% 97.4% 105.3% 102.4+; .0% .0%
so
AM Peaks 11:00 11:00 10:00 11:00 11:00 11:00
Volume 318 175 356 212 336 194
PM Peaks 01:00 12:00 01:00 02:00 01:00 02:00 190
Volume 284 190 358 226 321 202
ADTs
OR
111!
IMlls
Im
a"
11�!
lcculate Counts
City/State: Walpole, MA 978-664-2565 Site Code : 56200002
Counter 23 860-282-0223 Start Date: 06/11/99
File I.D. 56200002
Direction I Page 2
Begin <------ IN ------><------ OUT ------><------Combined ------> Saturday .
Time A.M. P.M 7 A.M. P.M. A.M. P.M.
12:00 06/12 0 89 1 52 1 141
4W 12:15 2 80 3 37 5 117
12:30 0 78 0 52 0 130
12:45 0 2 82 329 1 5 48 189 1 7 130 518
0 1:00 0 q 1�- � 0
Aw
01:15 2 101 0 42 2 143
01:30 0 7( 0 'S9 0 135
01:45 2 4 82 358 1 1 53 206 3 5 135 564
so 02:00 1 79 1 58 2 137
02:15 1 84 1 70 2 154
02:30 1 87 1 50 2 137
02:45 0 3 100 350 0 3 48 226 0 6 148 576
03:00 0 64 0 46 0 110
03:1.5 0 73 0 53 0 1215
03:30 1 85 0 48 1 133
03:45 0 1 80 302 1 1 44 191 1 2 124 493
04:00 0 68 0 47 0 115
04:15 1
61 1 37 2 98
04:30 0 67 1 44 1. 111
04:45 1 2 73 269 1 3 46 174 2 5 119 443
05:00 p
61 0 34 0 95
05:15 0 66 0 31 0 97
05:30 1 57 0 37 1 94
40 05:45 3 4 64 248 1 1 36 138 4 5 100 386
06:00 0 67 0 35 0 102
06:15 3 55 3 36 6 91
06:30 25 45
6 28 31 73
4" 06:45 18 46 64 231 4 13 41 140 I 22 59 105 371
07:00 16 62 6 40 22 102
07:15 15 57 9 32 24 89
07:30 31 51 11 30 42 81
00 07:45 28 90 48 218 15 41 24 126 43 13:L '72 344
08:00 30 34 17 27 47 61
08:15 36 36 -18 26 54 62
08:30 47 33 24 28 71 61
08:45 54 167 28 131 24 83 40 121 78 250 68 252
09:00 58 24 20 16 78 40
09:15 73 24 36 19 109 43
! 09:30 66 7 39 20 105 27
09:45 84 281 8 63 22 117 10 65 106 398 18 128
10:00 84 3 47 3 131 6
10:15 105 1 39 4 144 5
10 10:30 84 2
50 0 134 2
10:45 83 356 2 8 40 176 2 9 123 532 4 17
11:00 92 0
59 3 151 3
11:15 81 0 62 10 143 10
00 11:30 84 0 47 2 131 2
11:45 96 353 0 * 44 212 _ 1 16 140 565 1 16
Totals 1309 2507 656 1601 1965 4108
Day Totals 3816 2257
6073
Split % 66.6% 61.0% 33.3% 38.9%
Peak Hour 10:15 12:30 11:00 0 30 11:00 02:00
ON Volume 364 360 212 240 565 576
P.H.F. .86 .89 .85 .85 .93 .93
ON
A
1, rvui ui_ "1 1-1— ACCUiat(, C.'ounts
City/State: Walpole, MA 978-664-2565 Site Code : 56200002
Counter 23 860-282-0223 Start Date: 06/11/99
File I.D. 56200002
Ow
Dire�tion 1 Page 1
Begin <... IN ---- OUT ><. ... _Combined ---.. Friday
'rime A.M. P.M. A.M. P.M. A.M. P.M.
12:00 06/11 0 64 0 46 0 110 1w
12:15 0 70 0 47 0 117
12:30 0 61 0 48 0 109
1.2:45 4 4 77 272 4 4 49 1'.40 8 8 12G 461
01:00 0 '18 0 44 : 0 1.22 im
01.:15 0 69 0 42 0 III
01:30 0 '14 0 4S 0 119
01:45 2 2 63 284 5 5 55 _ 186 7 7 118 4'70
02:00 5 66 0 31 5 97 so
02:15 0 72 0 52 0 124
02:30 0 56 0 46 0 102
02:45 0 3 G2 256 0 * 48 177 j 0 3 1.10 433 Ow
01 00 5 72 0 S2
1?_4
01.LS 1. '/4 o 38 1 1.12
03:30 1 60 0 49 1 109
03:45 1 8 59 265 1 1 50 189 1 2 9 109 454 AM
04:00 0 63 0 44 0 107
04:.15 1 56 0 38 1 94
04:30 0 48 1 42 1 90
04:45 0 1 49 216 1 2 36 160 1 3 85 376 '
05:00 1 52 1 34 2 86
05:15 2 63 1 42 3 105
05:30 3 64 1 35 4 99 r�
0`1:4` 2 8 62 241 0 3 42 153 2 11 104 394
06:00 2 56 5 32 7 88
06:15 8 59 4 32 12 91
06:30 21 62 4 36 25 98 ,
06:45 14 45 57 234 3 16 44 144 17 61 101 378
07:00 20 51 7 31 27 82
07:15 22 64 4 34 26 98
07:30 26 61 5 48 31 109
0'7:45 22 90 68 244 13 29 21 114 35 119 89 378
08:00 27 66 5 38 32 104
08:15 31 56 ( 13 43 44 99
08:30 42 46 22 48 64 94 '
08:4`.1 47 147 32 200 14 54 32 Ill 61 201 64 361
09:00 40 35 24 24 64 59
09:15 59 14 20 21 79 35
09:30 62 22 25 25 87 47
09!45 56 217 7 78 34 103 21 91 90 320 28 169
10:00 66 1 25 3 91 4
10:15 82 2 26 2 ! 1 108 4 1RK
10:30 78 1 46 0 1 124 1
10:45 65 291 0 4 42 139 9 14 107 430 9 18
11:00 73 2 47 13 t 120 15
11:15 76 0 44 2 ',, 120 2
1.1:30 65 0 40 0 105 0
11_:45 104 318 0 7 44 175 1 16 1 148 493 1 18
Totals 1136 2296 531 1615 1667 3911
Day Totals 3432 2146 5578
Split % 68.1.% 58.7% 31.8% 41.2%
Peak Hour 11:00 12:45 10:30 02:15 11:00 12:45
Volume 318 298 179 198 493 478
P.H.F. .76 .95 .95 .95 .83 .94
ewe
11
i
Summary of Northboro Wal-Mart Traffic Count
Otis St. Otis St. Rt. 9 Rt. 9 Cut-Thru Cut-Thru Total Total
In Out In Out Otis->9* 9->Otis` In Out
PM Peak
4:00 72 60 16 39 2 10 86 89
4:15 68 62 14 27 2 . 12 80 77
4:30 69 50 11 32 3 5 77 77
4:45 81 54 16 39 9 10 88 83
5:00 91 51 15 32 15 5 91 78
5:15 71 64 14 31 7 9 78 86
5:30 83 53 15 34 15 5 83 82
5:45 67 60 18 25 5 9 80 76
Sat. Peak
11:00 98 54 14 31 6 10 106 75
11-15 79 82 18 35 16 11 81 106
11:30 102 73 12 26 13 10 101 89
11:45 88 77 18 29 12 10 94 96
12:00 122 77 28 23 27 15 123 85
12:15 106 79 27 35 14 19 119 95
12:30 87 65 27 22 20 13 94 74
12:45 93 88 27 34 16 17 104 105
Weekday PM Peak Hour : 4:45 - 5:45
In 340 Out 329
Saturday Midday Peak Hour : 11.30 - 12:30
In 437 Out 365
Vehicles cutting through parking lot to access restaurants
t�
I
i
Cumulative Trip Generation Rates for Existing Wal-Mart Stores
Store Location Size Daily Weeikday Aftemoon Saturday Midday
(s.f.) Trips Enter Exit I Total Enter Exit Total
Clarcn..mi N11 98,353 206 196 402 295 329 624 Ow
Windlimil C I 9"i 190 272 201 473
h,tn e, MA 79,400 3075 111 112 223 222 196 418
Idould-io�, NIA 121,340 340' 329 669 437 3fi5 802
W;alpolc,MA 116,097 8252 376 361 737 430 425 855 Op
AFTERNOON TOTAL. 508,380 1,305 1,199 2,504
SATURDAY TO-IAI_ 415,190 1,384 1,315 2,699
DAILY TOTAL. 195,497 11,327 Mw
Daily PM Enter PM Exit PM Total Sat. Enter Sat. Exit Sat Total
Calculated Trip Rates 57.94 2.57 2.36 4.93 3.33 117 6.50 am
IiTE Rates-Average —56.63 2.12 2.12 4.24 3.91 3.75 7.66
Trip Generation Comparisson --
Calculated Rates .�
■ITE Rates
70.00 ZOO
60.00 ..,
50.00
N
'Y 40.00
CLW x '
N 3 .
a 30.00
�L
20.00
10.00
0.00
Daily PM PM Exit !PM Sat. Sat. Sat
Enter Total Enter Exit Total
Time Period
Northampton Wal-Mart Trip Generation Summaa
ITE/COMPOSITE RATES
Size Weekday PM Saturday Midday Daily
s.f. Enter Exit Total Enter Exit Total `
Existing 95,304 202 202 404 373 357 730 5397
Proposed 96,693 249 228 477 322 307 629 5602
Increase 1,389 46 26 73 -51 -51 -102 205
ITE RATES
Size Weekday PM Saturday Midday Daily
s.f. Enter Exit Total Enter Exit Total
Existing 95,304 202 202 404 373 357 730 5397
Proposed 96,693 205 205 410 378 363 741 5476
Increase 1,389 3 3 6 5 5 11 79
�.
i
,.m
,.,�
I
i
f
i w.,
I
w
aw
j
i
I
.�
f
aew
Appendix B
Trip Generation Data
n
M,
am
___. ...._,...,.,,,Y�,,,,, ,•�, 978 664 2565 Site Code : 000058100001
Counter 103 860-282-0223 Start Date: 07/19/99
File I.D. 58100001
Direction 1 Page 1 AIM
Begin Mori. 07/19 Tues. Wed. Thur. Fri. Sat. Sun. Week Avg.
Time NB SS NB� SB NB SB NB SB NB SB NB SB NB SB NB SB
12:00 am * * * * * * * * 15 10 28 26 * * 22 18
01:00 * * * * * * * * 11 6 16 11 * * 14 8
02:00 * * * + + * * * 11 4 5 5 * * 8 4
03:00 * * * * * * * * 10 3 2 3 * * 6 3
0 8 4 3 * it 6
05:00 * * * * * * * 52 23 34 13 * * 43 18 s'
06;00 + * ° * x 137 L00 b3 42 * * :100 71
07:00 * * * * * * * * 175 181 81 56 + * 128 118
08:00 * * * * * * * * 215 207 125 67 * * 170 137 ON
09:00 * * * * * * * * 201 153 152 116 * * 176 134
10:00 * * * * * * * * 185 145 194 148 * * 190 146
11:00 * * * * * * * * 204 135 169 137 * * 186 136
No
12:00 pm * * * * * * * * 225 148 175 129 * * 200 1.38
01:00 ^ * * * * * * * 218 167 162 125 * * 190 146
02:00 + * * * * * * * 225 212 170 137 * * 198 174
03:00 * * * * * * * * 254 226 174 138 * * 214 182 Ow
04:00 * * * * * * * ' * 276 204 165 140 * * 220 172
05:00 * * * * * * * �� * 197 233 121 93 * * 159 163
06:00 * * * * * * * * 174 142 116 92 * * 145 117
07:00 * + * * * * * 134 91 99 69 * * 116 80
08:00 * * * * * * * '' * 99 55 82 58 * * 90 56
09:00 * * * * * * + � * 68 44 63 63 * * 66 54
10:00 * * * * * * * * 47 38 58 45 * * 52 42
wo
11:00 * * * * * * * * 39 43 52 43 * * 46 43
Totals 0 0 0 0 0 0 0 ': 0 3190 2578 2310 1759 0 0 2750 2166
0 0 0 0 5768 4069 0 4916
Avg. Day .0% .0% .0% .0% .0% .0% .0% .0% 116.0% 119.0% 84.0% 81.2% .0% .0%
AM Peaks 08:00 08:00 10:00 10:00 10:00 10:00 A6
Volume 215 207 194 148 190 146
PM Peaks 04:00 05:00 12:00 04:00 04:00 03:00
Volume 276 233 175 140 220 182 Ow
ADTs
4w
M
M
oft
Oft
City/State: Northampton, MA 978-664-2565 Site Code : 000058100001
Counter : 103 860-282-0223 Start Date: 07/23/99
File I.D. 58100001
Direction 1 Page 2
Begin <------ NB ------><------ SB ------><------Combined ------> Saturday
Time A.M. P.M y A.M. P.M. A.M. P.M.
12:00 07/24 11 48 10 29 21 77
12:15 5 49 10 30 15 79
12:3D 7 38 2 41 9 79
12:45 5 28 40 175 4 26 29 129 9 54 69 304
01:00 7 a6 6 21 13 F,3
01:15 4 47 3 36 7 83
01'30 3 33 2 29 ., 62
01:45 2 16 46 162 0 11 33 125 2 27 79 287
02:00 1 41 2 30 3 71
02:15 1 52 1 39 2 91
02:30 0 36 1 34 1 70
02:45 3 5 41 170 1 5 34 137 4 10 75 307
03:00 1 45 2 26 3 71
03:15 1 40 0 36 1 76
03:30 0 48 0 45 0 93
03:45 0 2 41 174 1 3 31 138 1 5 72 312
04:00 1 51 2 41 3 92
04:15 1 32 0 37 1 69
04:30 1 42 0 30 1 72
04:45 1 4 40 165 1 3 32 140 2 7 72 305
05:00 2 37 1 33 3 70
05:15 14 30 3 23 17 53
05:30 10 25 2 16 12 41
05:45 8 34 29 121 7 13 21 93 15 47 50 214
06:00 11 41 ( 6 27 17 68
06:15 12 28 8 24 20 52
06:30 26 27 17 21 43 48
06:45 14 63 20 116 11 42 20 92 25 105 40 208
07:00 14 23 12 19 26 42
07:15 18 26 15 18 33 44
07:30 23 27 ( 16 15 39 42
07:45 26 81 23 99 ( 13 56 17 69 39 137 40 168
08:00 28 18 21 11 49 29
08:15 35 24 16 24 51 48
08:30 33 19 13 15 46 34
08:45 29 125 21 82 17 67 8 58 46 192 29 140
09:00 35 17 25 20 60 37
09:15 31 14 31 11 62 25
09:30 47 15 29 10 76 25
09:45 39 152 17 63 31 116 22 63 70 268 39 126
10:00 42 17 32 14 74 31
10:15 47 15 31 10 78 25
10:30 45 15 41 15 86 30
10:45 60 194 11 58 44 148 6 45 104 342 17 103
11:00 48 12 29 ll 77 23
11:15 43 16 34 10 77 26
11:30 36 12 36 10 72 22
11:45 42 169 12 52 38 137 12 43 80 306 24 95
Totals 873 1437 627 1132 1500 2569
Day Totals 2310 1759 4069
Split % 58.2% 55.9% 41.8% 44.0%
Peak Hour 10:15 03:15 10:00 03:30 10:15 03:15
Volume 200 180 148 154 345 333
P.H.F. .83 .88 .84 .85 .82 .89
1,ocatio)i Hatfield St North of Cooke Accurate Counts so
City/State: Northampton, MA 978-664-2565 Site Code : 00005B100001
Counter 103 860-282-0223 Start Date: 07/23/99
File I.D. 58100001 am
Direcgion 1 Page 1
Begin < --- "- NB _+----><------ SA ---- <------Combined - ----> Friday
Time A.M. P.M. A.M. P.M. A.M. P M
12:00 07/23 4 57 3 36 7 93 It!!!
12:15 3 52 4 43 7 95
12:30 3 57 1 37 4 94
12:45 `i 15 59 221 2 10 32 1.48 .1 ' 9L 3!"i
01:00 3 46 2 44 5 90
OL 15 5 70 2 48 8 11.8
01 30 1. 57 2 42 3 99
01:45 1 11 45 218 0 6 33 167 1 17 78 385 �IIR
02:00 6 44 0 39 6 83
02:15 2 59 1 54 3 113
02:10 0 67 1 53 1 120
02:45 3 11 55 225 2 4 66 212 5 15 121 437 x�le
03:00 1 4'i 1 45 2 90
03:15 2 73 o 63 2 136
03:30 4 76 0 65 4 141
03:45 3 10 60 254 2 3 53 226 5 13 113 480 AI!
04:00 2 70 2 49 4 119
04:15 4 81 1. SS 5 136
04:30 6 69 3 62 9 131
04:45 6 18 56 276 2 8 38 204 8 26 94 480 4M
05:00 10 5,6 1 73 11 129
05:15 10 56 3 64 13 120
05:30 16 50 4 43 20 93
05:45 16 52 35 197 15 23 53 23: 31 75 88 430
06:00 19 47 ( 9 44 28 91
06:15 31 41 25 42 56 83
06:30 50 46 31 28 81 74 W*
06:45 37 137 40 174 35 100 28 142 72 237 68 316
07:00 31 38 29 24 60 62
07:15 39 29 40 24 79 53
07:30 48 29 53 25 101 54 am
01:45 57 175 38 134 59 181 18 91 116 356 56 225
08:00 65 24 51 16 116 40
08:15 44 25 39 12 83 37
08:30 5 7 30 67 14 124 44 am
08:45 49 215 20 99 50 207 13 55 99 422 33 154
09:00 58 17 ( 38 10 ( 96 27
09:15 49 23 37 12 86 35
09:30 49 13 35 14 84 27
09:45 45 201 is 68 43 153 8 44 88 354 23 112
10:00 49 8 33 10 82 18
10:15 42 14 37 11 79 25 ltlp
10:30 45 13 32 9 77 22
10:45 49 185 12 47 43 145 8 383 92 330 20 85
11:00 52 12 28 12 80 24
11:15 49 12 31 9 80 21 4w
11:30 39 6 33 11 72 17
11:45 64 204 9 39 43 135 11 4'3 107 339 20 82
Totals 1234 1956 975 1603 2209 3559
Day Totals 3190 2578 5768 so
Split % 55.8% 54.9% 44.1% 45.0%
Peak Hour 07:45 03:30 07:45 02:45 07:45 03:15 Mr
Volume 223 287 216 239 439 509
P.H.F. .85 .88 .80 .90 .88 .90
go
I�
. 1.--11 a-c: —a L o[ Hattield Accurate Counts
City/State: Northampton, MA 978-664-2565 Site Code : 000058100002
Counter 111 860-282-0223 Start Date: 07/19/99
File I.D. 58100002
_ Direction 1 Page 1
Begin 07/19 Mon. 07/20 Tues. 07/21 Wed. 07/22 Thur. 07/23 Fri. Weekday 07/24 Sat. 07/25 Sun.
Time Total Total Total Total Total Avg. Total Total
12:00 am * * * * 12 12 16 +
01:00 + * * * 9 9 10 +
02:00 * * * + 0 0 16
03:00 * * * * 1 1 1
09:00 * H n k I.0 1.0 3
05:00 * * * * 10 10 7
06:00 * k k + 43 43 23
07:00 * * * * 99 99 45
08:00 * * * * 220 220 129
09:00 * * * * 206 206 185
10:00 * * * * 237 237 213 +
11:00 * * * * 232 232 281
12:00 pm * * * * 256 256 221 +
01:00 * * * * 241 241 215 +
02:00 * * + * 249 249 192 +
03:00 * * « * 299 299 217 +
04:00 * * * * 275 275 254
05:00 * * * * 255 255 224
06:00 * * * * 213 213 154
07:00 * * * * 143 143 131 *
08:00 « « * « 144 144 116
09:00 * * * * 71 71 64
4" 10:00 « * * * 54 54 48
11:00 * * * * 30 30 29
Totals 0 0 0 0 3309 3309 2794 0
Avg. WkDay .0% .0% .0% .0% 100.0% 84.4% .08
AM Peaks 10:00 10:00 11:00
Volume 237 237 281
PM Peaks 03:00 03:00 04:00
Volume 299 299 254
ADTs
w
uw
City/State: Northampton, MA 978 6644-2565 as
Site Code 000058100002
Counter a 111 860-282-0223 Start Date: 07/19/99
File I.D. 58100002
Direction 1 Page 1
wale
Began Mon. 07/19 Tues; Wed. Thur. j Fri. Sat. Sun. Week Avg.
Time EB _ WB EB WB EB WB EB WE EB WB EB WB EB WB EB WB
1.2:00 am * * * * * * * * 7 5 8 8 * * 8 6
01:00 • * * * * * * + 3 6 3 7 * * 3 6
02:00 * * * * * * * * 0 0 6 10
3 5
03:00 * * • * * * • * 1 0 1 0 * * 1 0
O 1 )0 * * o- . * �- �.
- 7 2 1 * * 4 2
05:00 * * * * * * * .* 7 3 4 3 * * 6 3 Ok
06:140 * * * * + * 30 L i 11 12 * * 20 12
0'7:00 + + * * * * * * 68 31 34 11 * * 51 21
08:00 + + + + * + * � 148 72 84 4S * * 116 58
09:00 * * * * * * * � 120 86 111 74 * * p
116 80 ie
10:00 * * * + * * * * 134 103 113 100 * * 124 102
11:00 * * * * + + + a 134 98 161 120
148 109
12:00 pm * * * + * * * + 132 124 125 96 * * 128 110 Ow
01:00 + * + + * * * " 119 122 108 lo7
114 114
02:00 * * * * * * + * 124 125 95 97 * * 110 111
03:00 * * * * * * + 141 158 112 105 * * 126 132 sm
04:00 * * * * * * * + 142 133 1.38 116 * * 140 124
05'00 * + + + * * * 126 129 111 113 * * 118 121
06:00 * * * * * * * + 89 124 75 79
82 102
07:00 * * * * * * * 73 70 73 58 * * 73 64 4m
08:00 * * * * * * * • 71 73 65 51 * * 68 62
09:00 * * * * * * * P 28 43 32 32 * * 30 38
10:00 * * * * * * * 27 27 26 22 * * 26 24
M11�
11:00 * * * * + * * +� 13 17 11 18 * * 12 18
Totals 0 0 0 0 0 0 0 0 1744 1565 1509 1285 0 0 1627 1424
0 0 0 0 3309 2794 0 3051
Avg. Day .0% .0% .0% .0% .0% .0% .0% .0% 107.1% 109.9% 92.7% 90.2% .0% .0%
AM Peaks 08:00 10:00 11:00 11:00 11:00 11:00 114
Volume 148 103 161 120 148 109
PM Peaks 04:00 03:00 04:00 04:00 04:00 03:00
Volume 142 158 138 116 140 132 '
ADTs
fm
no
so
Ow
No
aw
'an
011 Loc.0-roll : Cooke Ave Last of Hatfield Accurate Counts
City/State: Northampton, MA 978-664-2565 Site Code : 000058100002
Counter 111 860-282-0223
Start Date: 07/23/99
File I.D. 58100002
4w Direction 1 Page 2
Begin <----- EB ------><------ WB ------><------Combined ------> Saturday
Time A.M. P.M., A.M. P.M. A.M. P.M.
12:00 07/24 4 31 3 22 7 53
40 12:15 1 36 3 28 4 64
12:30 1 29 1 22 4 2 51
12:45 2 8 29 125 1 8 24 96 3 16 53 221
OL-Oo 1 26 2 28 I 3 `,4
01:15 2 22 2 28 4 50
01:30 0 31 3 24 3 5 11
01:45 0 3 29 108 0 7 27 107 0 10 SG 215
02:DO 4 25 6 24 10 49
02:15 1 20 223 3 43
02:30 0 26 0 22 0 48
02:45 1 6 24 95 2 10 28 97 3 16 52 192
03:00 0 27 0 27 0 54
03:15 1 34 0 24 1 58
03:30 0 28 0 28 0 56
03:45 0 1 23 112 0 26 105 0 1 49 217
AIMS 04:00 0 28 0 34 0 62
04:15 1 40 0 23 1 63
04:30 0 27 0 21 0 48
40 04:45 1 2 43 138 1 1 38 116 2 3 81 254
05:00 0 20 1 32 1 52
05:15 0 30 0 28 0 58
05:30 2 31 1 26/ 3 57
40 05:45 2 4 30 111 1 3 27 113 3 7 57 224
06:00 4 22 3 28 7 50
06:15 3 19 2 21 5 40
06:30 1 18 1 18 2 36
06:45 3 11 16 75 6 12 12 79 9 23 28 154
07:00 6 - 19 4 13 10 32
07:15 7 19 0 17 7 36
07:30 12 23 4 13 16 36
07:45 9 34 12 73 3 11 15 58 12 45 27 131
08:CO 24 20 ( 12 li 36 31
08:15 15 12 5 11 20 23
A 08:30 24 18 12 16 36 34
08:45 21 84 15 65 16 45 13 51 37 129 28 116
09:GO 19 9 ( 13 1.1 32 20
09:15 28 11 19 8 47 19
#40 09:30 29 7 18 9 47 16
09:45 35 111 5 32 24 74 4 32 59 185 9 64
10:00 22 13 24 7 46 20
10:15 30 3 22 7 52 10
10:30 32 4 22 5 54 9
10:45 29 113 6 26 32 100 3 22 61 213 9 48
11:00 38 2 31 5 69 7
11:15 38 5 27 8 65 13
No 11:30 39 2 30 3 , 69 5
11:45 46 161 2 11 32 120 _ 2 18 78 281 4 29
Totals 538 971 391 894 929 1865
40 Day Totals 1509 1265 2794
Split % 57.9% 52.0% 42.0% 47.94
Peak Hour 11:00 04:00 10:45 04:45 11:00 04:00
4" Volume 161 138 120 124 281 254
P.H.F. .87 .80 .93 .81 .90 .78
10
City/State: Northampton, MA 978 164-2565 Site Code : 000058100002
Counter 111 860-282-0223 Start Date: 07/23/99
File I.D. 58100002
Did ction 1 Page 1 Ow
Begin < --- -- EB ------ WB ---- ---------Combined ------> Friday
Time A.M. P.M.— A.M. P.M. A.M. P.M.
12:00 07/23 2 32 0 32 2 64
12:15 1 37 1 28 2 65
12:30 1 33 2 29 3 62
12:45 3 7 30 132 2 5 35 124 5 12 65 256
MII�
01:15 0 29 2 32 2 61
07:30 1 29 2 30 3 S9
01:45 1 3 26 119 6 23 :122 1 9 54 241
02:00 0 31 0 26 0 57 40,
02:15 0 30 0 25 0 55
02:30 0 37 0 29 0 66
02:45 0 * 26 124 0 * 45 125 0 * 71 249
03:00 1 37 o 35 1 72 00
0 5 0 37 0 41 0 78
03:30 0 34 0 41 0 75
03:45 0 1 33 141 0 * 41 1.58 0 1 74 299
AIlR
04:00 2 35 1 18 3 53
04:15 0 40 0 39 0 79
04:30 2 30 0 38 2 68
04:45 3 7 37 142 2 3 38 133 5 10 75 275 Ow
05:00 0 30 0 37 0 67
05:15 3 .40 1 33 4 73
05130 1 30 1 31 2 61
05:45 3 7 26 126 , 1 3 28 1.29 4 10 54 255
06:00 6 31 3 35 9 66
06:15 5 21 1 20 6 41
06:30 7 16 5 32 12 48
06:45 12 30 21 89 4 13 37 1.24 16 43 58 213
07:00 9 14 5 15 14 29
07:15 11 20 7 17 18 37
07:30 16 13 6 20 22 33
07:45 :12 68 26 73 13 31 18 170 45 99 44 143
08:00 41 12 14 17 55 29
08:15 32 22 15 22 47 44
08:30 39 17 22 19 61 36
08:45 36 148 20 71 21 72 15 '.73 57 220 35 144
09:00 30 9 26 18 56 27
09:15 40 8 ` 25 10 ` 65 18
09:30 26 6 ( 18 8 44 14 00
09:45 24 120 5 28 17 86 7 43 41 206 12 71
10:00 30 8 28 8 58 16
10:15 50 8 32 6 82 14
10:30 22 9 21 9 43 18
10:45 32 134 2 27 , 22 103 4 27 54 237 6 54
11:00 33 2 23 3 56 5
11:15 35 5 30 4 65 9
11:30 29 1 23 3 52 4
11:45 37 134 5 1.3 22 98 7 17 59 232 12 30
Totals 659 1085 420 1145 1079 2230
Day Totals 1'144 1565 3309 am
Split W 61..0% 48.6% 38.9% 51.3%
Peak Hour 08:00 03:30 10:00 02:45 08:30 03:00
Volume 148 142 103 162 239 299 EMIR
P.H.F. .90 .88 .80 .9 .91 .95
rIR
ew
• i
it.pion : Kincq St Entrance to Plaza Accurate Counts
City/State: Northampton, MA 978-664-2565 Site Code : 000058100003
Counter 187 860-282-0223 Start Date: 07/19/99
ON File I.D. 58100003
Direction 1 Page 1
Begin 07/19 Mon. 07/20 Tues. 07/21 Wed. 117/22 Thur. 07/23 Fri. Weekday 07/24 Sat. 07/25 Sun.
Time Total Total Total Total Total Avg Total Total
12:00 am * * * * 6 6 10
01:00 * * * * 11 11 14
02:00 * * + * 2 2 4
03:00 * • * * 2 2 2
05:00 * * + * 41 41 6
06:00 * x * * 60 60 23
07:00 + * * * 84 84 48
08:00 + * * - * 189 189 151
09:00 * * * * 298 298 242
10:00 * * * * 256 256 347
11:00 * * * * 364 364 336
12:00 pm * • * * ;78 378 349
01:00 + * + + 362 362 273
02:00 + * * * 286 286 300
03:00 * * * * 298 298 253
04:00 * * * * 323 323 256 +
GS:00 * * * * 297 297 229
06:00
� + * * * 205 205 220 +
07:00 * * + * 212 212 154
08:00 * * * * 212 212 148
09:00 * * * * 124 124 38
10:00 * * * * 36 36 38
11:00 * * + + 20 20 26
Totals 0 0 0 0 4074 4074 3478 0
Avg. WkDay .06 .06 .06 .06 100.06 85.36 .06
AM Peaks 11:00 11:00 10:00
Volume 364 364 347
PM Peaks 12:00 12:00 12:00
Volume - 378 378 349
ADTs
City/State: Northam ton, MA AM
P 978-66,4-2565 Site Code 000058100003
Counter : 187 860-282-0223 Start Date: 07/19/99
File I.D. 58100003
Direction 1 Page 1 �
Begin Mon. 07/19 Tues. Wed. Thur. Fri. Sat. Sun. Week Avg.
Time IN OUT IN OUT IN OUT IN OIJT IN OUT IN OUT IN OUT IN OUT
12:00 am * * * * * * + 2 4 8 2 * * 5 3
01:00 * * * * * * * 4 7 7 7
+ + 6 7 �
02:00 * * + * * * * 2 0 2 2 + + 2 1
03:00 * * * * * * * .* 0 2 2 0 * * 1 1
05:00 * * * * * * 23 18 2 4 * * 12 11 '°
0(,:O,) 31 29 12 L I. * * 22 20
07:00 * * * + * * * * 47 37 25 23 * * 36 30
08:00 * + + + + + + 94 95 86 65 + +
90 80
09:00 * * + + + + + * 140 158 133 109 * * 136 134
10:00 * * * * * * * * 138 118 184 163 * * 161 140
11:00 * * * * * * * * 200 164 161 175 * * 180 170
12:00 pm * * * * * * 203 175 164 185 * 184 180
01:00 * * * * * * * 170 192 124 149 * * 147 1'70
02:00 * * * * * * * * 143 143 158 142 + * 150 142
03:00 * * * * * * * * 143 155 138 115 * * 140 135 IIIIs
04:00 * * * * * * * 183 140 133 123 * * 158 132
01"00 ' ` * * * * * * 146 151 109 120 * * 128 136
06:00 * * * * * * * * 102 103 122 98 * * 112 100
07:00 * * * * * * * * 104 108 72 82 * + 88 95
08:00 * * * * * * + * 112 100 66 82 * * 89 91
09:00 * * * * * * * '* 63 61 20 18 * * 42 40
10:00 * * * * + * + * 15 21 15 23 * * 15 22
11:00 * + + * + + * '.* 11 9 17 9 * * 14 9
Totals 0 0 0 0 0 0 0 0 2076 1998 1762 171E, 0 0 1919 1857
0 0 0 0 4074 3478 0 3776
Avg. Day .0% .0% .0% .0� .0% .0% .1% 108.1% 107.5% 91.8% 92.4% .096 .0%
All Peaks 11:00 11:00 10:00 11:00 11:00 11:00
Volume 200 164 184 175 180 170
PM Peaks 12:00 01:00 12:00 12:00 12:00 12:00
Volume 203 192 164 185 184 180
ADTs
am
MRR
4MP - ,.. �... w rluza ACcuraLe Counts
City/State: Northampton, MA 978-664-2565 Site Code : 000058100003
Counter : 187 860-282-0223 Start Date: 07/23/99
File I.D. 58100003
Direction 1 Paqe 2
Begin <------ IN ------><------ OUT ------><------Combined ----- > Saturday
Time A.M. P.M. A.M. P.M. A.M. P.M.
12:00 07/24 0 45 2 46 2 91
4* 12:15 8 39
0 50 8 89
12:30 0 40 0 55 0 95
12:45 0 8 40 164 0 2 34 185 0 10 74 349
O1:00 2
t 1
01:15 3 30 1 41 4 71
01:30 0 21 3 27 3 48
01:45 2 7 39 124 2 7 45 149 4 14 84 273
02:00 2 46 2 37 I 4 83
02:15 0 40 I 0 34 0 74
02:30 0 45 0 38 0 83
02:45 0 2 27 158 0 2 33 142 0 4 60 300
-1- 03:00 2 25 0 22 2 47
03:15 0 37 0 31 0 6H
03:30 0 43 0 30 0 73
03:45 0 2 33 138 0 • 32 115 0 2 65 253
04:00 2 28 3 41 5 69
04:15 0 32 3 30 3 62
04:30 0 32 3 30 3 62
04:45 0 2 41 133 0 9 22 123 0 11 63 256
05:00 0 34 0 38 0 72
05:15 0 24 0 30 0 54
05:30 2 30 4 33 6 63
4 05:45 0 2 21 109 0 4 19 120 0 6 40 229
06:00 3 33 0 25 3 58
06:15 0 31 2 18 2 49
06:30 4 26 7 26 ( 11 52
J,W 06:45 5 12 32 122 2 11 29 98 7 23 61 220
07:00 6 21 2 18 8 39
07:15 8 23 4 22 12 45
07:30 5 7 10 19 15 26
07:45 6 25 21 ?2 7 23 23 82 13 48 44 154
08:00 14 25 11 20 25 45
08:15 30 12 13 20 43 32
08:30 17 16 27 17 44 33
08:45 25 86 13 66 14 65 25 82 ( 39 151 38 148
09:00 26 6 24 10 50 16
09:15 36 0 26 4 62 4
"0 09:30 30 7 27 3 57 10
09:45 41 133 7 20 32 109 1 18 73 242 8 38
10:00 35 1 28 5 63 6
10:15 31 9 41 6 72 15
10:30 55 4 39
1 94 5
10:45 63 184 1 15 55 163 11 23 118 347 12 38
11:00 45 10 61 2 106 12
11:15 44 3 44 0 88 3
11:30 41 3 ( 46 4 87 7
11:45 _ 31 .161 1 17 24 175 3 9 55 336 4 26
Totals 624 1138 570 1146 1194 2284
Day Totals 1762 1716
3478
Split % 52.28 49.8% 47.7% 50.1%
Peak Hour 10:30 01:45 10:45 12:00 10:30 12:00
Volume 207 170 206 185 406 349
P.H.F. .82 .92 .84 .84 .86 .91
Location : King St Entrance to Plaza Accurate Counts
City/State: Northampton, MA 978-664-2565 Site Code : 000058100003
Counter 187 860-282-0223 Start Date: 07/23/99 As
File I.D. 58100003
Direction 1 Page 1
Begin <- . __-- IN ------ OUT ---- ><---..--Combined ------> Friday
Time A.M. P.M. A.M. P.M. A.M. P.M. wft
12:00 07/23 0 62 2 46 2 108
12:15 0 51 2 45 2 96
1.2:30 0 48 o 47 0 95
12:45 2 2 42 203 0 4 37 17!5 2 6 79 378 ow
01:00 46 "7 `i2 9 98
01:15 2 4'S 0 45 2 90
01:30 0 45 0 46 0 91
01:45 0 4 34 170 0 7 49 192 0 11 83 362 ow
02:00 0 33 0 42 0 75
02:15 0 42 0 26 0 68
02:30 2 38 0 41 2 79
02:45 0 2 30 143 0 * 34 143 0 2 64 286
ii1:(ill 0 19 0 45 0 84
03:15 0 41 0 32 0 73
03:30 0 33 2 41 2 74 Ols
03:45 0 * 30 1.43 0 2 37 155 0 2 67 298
04:00 0 42 0 28 0 70
04:1'' 0 „ 0 40 0 95
04:30 0 31 8 35 8 66
04:45 0 * 55 183 0 8 37 14.,0 0 8 92 323
05:00 4 38 0 44 4 82
05:15 7 36 6 37 13 73 `
05:30 8 31 5 36 13 67
05:45 4 23 41 146 7 18 34 151 11 41 75 297
06:00 9 36 7 27 : 16 63
06:15 5 22 9 34 14 56 wo
06:30 5 20 11 24 16 44
06:45 12 31 24 102 2 29 18 103 14 60 42 205
07:00 8 30 5 26 13 - 56
07:15 9 31 13 30 22 61 ow
07:30 14 23 10 27 24 50
07:45 16 47 20 104 9 37 25 1016 25 84 45 212
08:00 19 49 17 24 36 73
08:15 18 29 26 37 44 66 11A6
08:30 15 21 28 29 43 50
08:45 42 94 13 112 24 95 10 100 66 189 23 212
09:00 39 23 35 24 74 47
09:15 30 21 48 13 78 34
ow
09:30 36 9 45 12 " 81 21
09:45 35 140 10 63 30 158 12 61 65 298 22 124
10:00 40 3 15 7 55 10 1�
10:15 30 2 35 2 65 4
10:30 28 5 39 5 67 10
10:45 40 138 5 15 29 118 7 21 69 256 12 36
11:00 58 3 40 3 98 6 VIII
11:15 45 2 44 0 ( 89 2
11:30 46 4 45 6 91 10
11:45_ 51 200 2 11 35 164 0 9 86 364 2 20
Totals 681 1395 640 1358 1321 2753 W
Day Totals 2076 1998. 4074
Split % 51.5% 50.6% 48.4% 49.3%
Peak Hour 11:00 12:00 11:00 01:00 11:00 12:00
Volume 200 203 164 192 364 378
P.H.F. .86 .81 .91 .92 .92 .87
No
VIII
a
Accurate Counts
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :581000A I
+mil E/W Street: Bridge Street Site Code :58100001
City/State Northhampton,MA Start Date :07/31/1999
Weather Clear y Page No : I
Cooke Ave Bridge St 1 Jackson St i Bridge
-
UV 11 I 9
App. - ugrh East
Total Thr n'South A- j _ _.. From West - PP. -
PP u h Total t u
From North h
--- TgrRight A Ina.
Start Time Left Right Left Ri ht Left Right Left
Peak Hour From 11:00 to 12:45-Peak 1 of 1 9 Total Total
Intersection 11:45
Volume 0 2 0 2 1 10 0 11 ; 1 1 1 3 1 8 1 10 26
Percent 0.0 100.0 0.0 9.1 90.9 0.0 33.3 33.3 33.3 10.0 80.0 10.0
High Int. 11:45 11:45 11:45 12:30 11:45
Volume 0 1 0 1 0 5 0 5 1 0 1 2 1 1 0 2 10
Peak Factor 0.500 0.550 0.375 0.625 0.650
Out In Total
21 1 21 _- 41
JIM 1_
0 z
1 Right Thrhoug -Left
o
North
CD r , 07731/1999 2 30 —- o 3
_ 07131/199912:30 ---
iTrucks --
1 ' Thr ug
Lefl Right
,
4 3 7
1 out 1 1 In Total 1
of Jackson St
"a
t1CCujalel.0UI11S am
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :581000A I
E/W Street: Bridge Street Site Code :58100001
City/State Northhampton, MA Start Date :07/31/1995'"`
Weather Clear Page No : 1
Cooke Ave I Bridge 5t {i Jackson 5t Bridge St wrs
Start Time ug Right ! t e From REast I ight I pp' ! Left From Right pp' t_eft Fro Throm Re ht App Int.
Left i Thro I I App. Thro I A I Thro A ��
g h Total ug h Total ug h Total ugh Fg � Total , Total
lnt.
Peak Hour From 11:00 to 12:45-Peak 1 of 1
Intersection 11:45 "*
Volume 24 93 94 211 54 499 49 602 47 19 66 192 46 417 43 506 1511
Percent 11.4 44.1 44.5 9.0 82.9 8.1 24.5 41.1 34.4 91 82.4 8.5
High Int. 12:00 12:15 12:00 11:45 11:45
Volume 6 20 22 48 10 124 13 147 12 23 15 50 i 15 123 11 149 394
Peak Factor 0.824 0.9135 I 0.889 !, 0.849 0.959
O v
Out In Total rn:
1741 2111 385
Right- g , - Mtc
g Tf}tong Leif
i "►
_I
I Ngorth
�11:45 07/31!19
0
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Left 1155 Right
47 79 -
-_66 1
I �
190 I ( 1921 3821
4 Out to i Total
JackiSon St
w�
w!
me Accurate Counts
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :581000A I
E/W Street: Bridge Street Site Code : 58100001
City/State Northham ton,MA c
Y P Start Date :07/31/199)
Weather Clear Page No
I Uood-e Ave - Bridge St - Jackson St - Bndge S�
From North From East From South From West
Start Time Left u h Right l Total Left h I�ight App. Thro Al . Thro App. Int.
Thro App Thro T Right Left T Right
g 9 h Total Left ug h Total ug h Total Total
ON Peak Hour From 11:00 to 12:45-Peak 1 of 1
Intersection 11:45
Volume 24 95 94 213 55 509 49 613 48 80 67 195 47 425 44 516 1537
Percent 11.3 44.6 44.1 9-0 83.0 8.0 24.6 41.0 34.4 9.1 82.4 8.5
411f1 High Int. 12:00 ' 12:15 12:00 11.45 11:45
Volume 6 21 22 49 10 129 13 152 13 23 16 52 16 124 11 151 404
Peak Factor 0.832 0.946 0.903 0.854 0.951
Out In Total
- 1781 i 2131 I.... .3891
#
F- 94 241
RighT Throug -1=eft -
I
1lIR
_1
North
rn
G —d cy
o Combine ' o
I
-
I
Thr ug f
Left Right
f �l -80 —7
194 1951 f--389
ouT In Total
Jackson St
04
Ow
.c
Hccuratct.ounts so
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-5�7-2542 File Name : 58100001
E/W Street: Bridge Street Site Code : 58100001
City/State Northhampton,MA j Start Date :07/30/199T
Weather Clear Page No : 1
Cooke Ave Bridge St Jackson St Bridge St-
From North_ From East From South From West
u h Total u h ! g Total Thro A Thro A Int.
r
9 ] � Right PP Left I Right PP'
Start Time Left Thro� Right I A Left Thro� Right A Left] ug h g Total ug� � Total Total
Peak Hour From 16:00 to 17.45-Peak 1 of 1
Intersection 16:00
' I
Volume 1 1 0 2 1 12 1 '14 j 3 2 1 6 0 12 2 14 36
Percent 50.0 50.0 0.0 7.1 85.7 7.1 50.0 333 16.7 0.0 85.7 14.3
High Int. 16:45 16:45 16:00 16:15 16:45
Volume 1 1 0 2 1 4 1 61 0 1 0 1 0 2 0 2 11
Peak Factor 0.250 , 0.583 I 0.750 0.700 0.818
_--�sohV----TI
Out In Total Il�r
i
6
Right Th'oug 1 Lett
i
a
I '
i
North
r I o= , 07/3011999 16100
so 5
0713011999 16:45
1
W Trucks
i
Plug
Left Right
31 21- '1
4 6 10
Out I lh Total
Jackson St
SIR!
.�wuau,�.vuuw
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name : 581000A I
E/W Street: Bridge Street Site Code :58100001
City/State Northhampton,MA Start Date :07/31/1999
" Weather Clear Page No : I
Groups PrintedCars-Trucks
Cooke Ave Bridge St Jackson St Bridge St
From North From Fast From South From West
Start 1im�ee Left Throug Rightt Left j Throug i Right Left j Throug Right Left I Throuh (
1 -Right Int.Total I
9 2 35 14 17 125 1 18 376
11:15 5 26 26 6 126 9 5 25 6 9 109 6 358
? 11:30 4 15 24 16 113 151 8 22 12 11 108 5 353
11:45 6 21 22 10 129 13i 13 23 16 16 124 11 404
Total 22 89 85 39 460 46 j 38 105 48 53 466 40 1491
Ok 12:00 8 26 301 14 119 11 10 20 24 11 107 11 391
12:15 7 27 20 18 135 9 17 19 11 ', 11 95 12 381
12:30 3 21 22 13 126 16 8 18 16 ' 9 99 10 361
12:45 8 21 21 10 102 9 10 32 15 11 86 2 327
1w Total 26 95 93 55 482 45 45 89 66 42 387 35 1460
Grand Total 48 184 178 ' 94 942 91 83 194 114 95 853 75 2951
Apprch% 11.7 44.9 43.4 8.3 X83.6 8.1 21.2 49.6 29.2 9.3 83.4 7.3
Total% 1.6 6.2 6.0 3.2 31.9 3.1 2.8 6.6 3.9 3.2 28.9 2.5
Cooke Ave Bridge St Jackson St Bridge St j
From North From East From South From West
Peak Hour From ug h g Total ug h 9 Total 1 ug h 9 to Left U�fO, Right( App-� Int.
Thro A Thro A Thro A
Start Time � Left Right Left Ri ht left Right I Total � h Total Total j
m 11:00 to 12:45-Peak 1 of 1
Intersection 11:45
Volume 24 95 94 213 55 509 49 613 48 80 67 195 47 425 44 516 1537
Percent 11.3 44.6 44.1 9.0 83.0 8.0 24.6 41.0 34.4 9.1 82.4 8.5
High Int. 12:00 12:15 12:00 11:45 11:45
Volume 6 21 22 49 10 129 13 152 13 23 16 52 16 124 11 151 404
Peak Factor 0.832 0.946 0.903 0.854 0.951
111011
Peak Hour From 11:00 to 12:45-Peak 1 of 1
By Approach 12:00 11:45 12:00 11:00
Volume 26 95 93 214 55 509 49 613 45 89 66 200 53 466 40 559
Percent 12.1 44.4 43.5 9.0 83.0 8.0 22.5 44.5 33.0 9.5 83.4 7.2
High Int. 12:00 12:15 12:45 11:00
Volume 8 26 30 64 18 135 9 162 10 32 15 57 17 125 18 160
Peak Factor 0.836 0.946 0.877 0.873
1
1
0
101)!
Accurate Counts am
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :581000A I
E/W Street: Bridge Street ! Site Code :58100001
City/State Northhampton,MA Start Date : 07/31/1999'
Weather Clear Page No : I
Groups PrintedTrucks
Cooke Ave Bridge St Jackson St Bridge St
From North From East I From South From West
Throuh g I Throuh l _ Throug ' 9 i Throug- g -_
Start Time Left I Right Left Right Left Right Left l Right Int.Total
11:00 0 2 0 0 0 0{ 0 0 0 0 4 0 6
11:15 0 0 0 , 0 5 0 0 0 0 0 1 0 6
11:30 0 0 0 ' 0 0 0 1 1 0 ! 0 0 0 2
11:45 0 1 0 0 5 0 1 0 1 1 1 0 10
Total 0 3 0 0 10 0 2 1 1 1 6 0 24
.ter
12:00 0 0 0 0 3 0 0 0 0 0 3 0 6
12:15 0 1 0 0 1 0 0 1 0 1 0 1 0 4
12:30 0 0 0 1 1 0 0 0 O 0 3 1 6
12:45 0 0 0 0 0 0 0 1 01 0 0 0 1
Total 0 1 0 j 1 5 0 0 2 0 i 0 7 1 17
Grand Total 0 4 0 1 15 0 2 3 1 1 13 1 41
Apprch% 0.0 100.0 0.0 6.3 93.8 0.01 33.3 50.0 16.7 6.7 86.7 6.1
Total% 0.0 9.8 0.0 2.4 36.6 00 4.9 7.3 2.4 2.4 31.7 2.4 ate
Cooke Ave I
I Bridge St Jackson St Bridge St
Start Time From North From East From South App. From West
Thro App. Thro App, Thro A Thro App. Int. tr.
Left Right Left Right Left Right Left Rightl
ugh 1 Total ugh l Total 1 ug h� Total ug h� 1_ Total Total I
Peak Hour From 11:00 to 12:45-Peak 1 of 1 _ - --
Intersection 11:45
Volume 0 2 0 2 1 10 0 11 1 1 1 3 1 8 1 10 26 nM►
Percent 0.0 100.0 0.0 9.1 90.9 0.0 33.3 33.3 33.3 i 10.0 80.0 10.0
High Int. 11:45 11:45 11:45 11 12:30 11:45
Volume 0 1 0 1 0 5 0 a 1 0 1 2 i 1 1 0 2 10
Peak Factor 0.500 0.55Q 0.375 I 0.625 0.650
Peak Hour From 11:00 to 12:45-Peak 1 of 1
By Approach 11:00 11:15 11:30 11:45
Volume 0 3 0 3 0 13 0 13, 2 2 1 51 1 8 1 10
Percent 0.0 100.0 0.0 0.0 100.0 0.0 40.0 40.0 20.0 10.0 80.0 10.0
High Int. 11:00 j 11:15 ' 11:30 j 12:30
Volume 0 2 0 2 0 5 0 5 1 1 0 2 0 3 1 4
Peak Factor 0.375 0.650l 0.625 0.625
we
G+e
w.a
wl Accurate Counts
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :581000A I
E/W Street: Bridge Street Site Code : 58100001
City/State Northhampton,MA Start Date :07/31/1999
Weather Clear Page No : 1
Groups PrintedCars
Cooke Ave Bridge St -- Jackson St Bridge St
From North From East From South From West
- Throuh - ----- , - -- - - --
13 7 92 9 12 35 4 Throug
Throu Throu
11-00 e 7 29 g h - g h L1 ft I-- 2h 1 Right Int.Total
Start Time Left Ri ht
Left Rig'
i ht Left I � Right 1 1 18 370
11.15 5 26 26 6 121 9 5 25 6 9 108 6 352
11:30 4 15 24 16 113 15 7 21 12 : 11 108 5 351
1:45 22 6 20 86 85 10 124 13 12 23 15 15 123 11 394
39 450 46i 36 104 47 ' 52 460 40 1467
12:00 8 26 30 14 116 11 10 20 24 11 104 11 385
12:15 7 26 20 18 134 9 17 18 11 11 94 12 377
12:30 3 21 22 12 125 16 8 18 16 9 96 9 355
12:45 8 21 21 10 102 9 10 31 15 11 86 2 326
Total 26 94 93 54 477 45 45 87 661 42 380 34 1443
Grand Total 48 180 178 93 927 91 81 191 113 94 840 74 2910
Apprch% 11.8 44.3 43.8 8.4 f 27 91 21.0 49.6 29.4 9.3 83.3 7.3
40 Total% 1.6 6.2 6.1 3.2 31.9 3.1 2.8 6.6 3.9 3.2 28.9 2.5
Cooke Ave Bridge St Jackson St Bridge St-
From North From East From South From West
Thro App. Thro App Thro App. Thro App. Int.
Start Time Left Right Left Fight Left Right Left Ri ht
I ugh 1 Total - ug h I L Total - ug h I Total - 1 ug h� g�Total Total
Peak Hour From 11:00 to 12:45-Peak 1 of 1 - --
Intersection 11:45
Volume 24 93 94 211 54 499 49 602 47 79 66 192 46 417 43 506 1511
Percent 11.4 44.1 44.5 9.0 82.9 8.1 24.5 41.1 34.4 9.1 82.4 8.5
High Int. 12:00 12:15 12:00 11:45 11:45
Volume 6 20 22 48 10 124 13 147 12 23 15 50 15 123 11 149 394
Peak Factor 0.824 0.935 0.889 0.849 0.959
Peak Hour From 11:00 to 12:45 Peak 1 of 1
By Approach 12:00 1 11:45 1 12:00 11:00
Volume 26 94 93 213 54 499 49 602 45 87 66 198 11:0502 460 40 552
Percent 12.2 44.1 43.7 1 9.0 82.9 8.1 1 22.7 43.9 33.3 9.4 83.3 7.2
High Int. 12:00 1215 12:45 11:00
Volume 8 26 30 64 18 134 9 161 10 31 15 56 17 121 18 156
*0 Peak Factor 0.832 0.935 0.884 0.885
978-664-2565 am
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :58100001
E/W Street: Bridge Street Site Code :58100001
City/State North hampton,MA Start Date :07/30/1999)►
Weather Clear Page No : 1
Bridge Cooke Ave-
t Jackson St Bridge St ,
From North From East From South From West
-- -
Start Time Left Thro j App. ! Tgro g App. Left Thro Right App Left Thro f App. Int.
ug h ! Right Total Left u h RI ht I, Total Lag h Total ug h Right Total Total
Peak Hour From 16.00 to 17:45-Peak 1 of 1
Intersection 17:00
Volwne 15 108 93 216 77 722 40 839j 60 113 66 239 36 437 40 513 ! 1807
Percent 6.9 50.0 43.1 9.2 86.1 4.8 25.1 47.3 27.6 7.0 85.2 7.8
High Int. 17:15 17:45 17:15 17:00 1 17:30
Volume 2 30 22 54 17 184 9 210 16 27 19 62 10 117 8 135 461 �""
Peak Factor 0.931 0.971 0.948 0.936 0.980
O Ave
Out in Total f ON
1 1891 2161 ! 4051
I 1
I
X33 108 -1-15 1
Might -Thhoug LetE____ wilt
lift
AL
I
North ? a'
o
07/30/1990 17:00
07/30/199017:45 m ro
' Cars -
`�
0 x' o :
I
dka
I wq
Thjug L '
Left Right
601 1131 661
1 r 1 --] 1
2:251 I
2391 I 4641
Out In Total
Jacksjon St
Yql
�R
40
Accurate Counts
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :58100001
Willi E/W Street: Bridge Street Site Code :58100001
City/State Northhampton,MA Start Date :07/30/1999
Weather Clear — Page No : 1
ltll! .
1 - - PP Bridge St Jackson St -Bndg�t
- From East From South From West
- Throm North_ A _ - — - -- -- - - ---
0o eve
Thro r App. Thro - I App. Thro App. Int.
Peak Hour From u h g 1 Total u h ! g I Total �u h g Total Left Right Total Total l
Start Time Left RI ht I Left Ri ht Left Right
g 9 9
m 16:00 to 17:45-Peak 1 of 1
Intersection 17:00 i 1
Volume 15 108 93 216 1 77 723 40 840 60 114 67 241 36 445 40 521 1818
Percent 6.9 50.0 43.1 9.2 86.1 4.8 24.9 47.3 27.8 6.9 85.4 7.7
Mill High Int. 17:15 i 17:45 17:15 ! 17:00 17:30
Volume 2 30 22 54 17 185 9 211 16 27 19 62 10 120 8 138 465
Peak Factor 0.931 0.972 0.941 0.930 0.977
v
Out In Total
190.1 2151 J 4061
-I I
-�-93
t�
Right TFiIn e
North
FM b1ned c 5
Cc
1 1
o � 0
l Thr ug
Left Right 7
601 --1� _-_I
l I L -1
out in z-- 1 Tow
Jackson S1 -t
No
4
Accurate Counts
978-6614-2565
N/S Street: Cooke Ave/Jackson St 860-5�7-2542 File Name : 58100001
E/W Street: Bridge Street Site Code : 001
58100 ..R
City/State Northhampton,MA - Start Date :581 07/30/1999 001
Weather Clear
:
Groups PrintodCars-Trucks Page No 1
Cooke Ave Bridge St Jackson St Bridge St
From North From East From South From West
6 Thro�g� 9 17 Thro�g Throu9 g I Throug�
Start Time Left Ri ht Left ( R ht Left Right Left Right Int.Total
16:00 22 11 11 37 24 9 121 17 425
16:15 3 30 22 10 149 14 16 26 24 8 105 16 423
16:30 4 29 21 15 131 9 18 31 15 6 121 14 414
16:45 8 27 22 16 170 10 16 27 15 11 124 8 454
Total 21 115 87 58 571 44 61 121 78 34 471 55 1716 aw
17:00 5 27 15 24 173 15 11 32 141 12 123 5 456
17:15 6 25 27 19 176 6 22 25 17 6 96 15 440
17:30 2 30 22 a 17 185 9 16 27 19 ! 10 120 8 465
17:45 2 26 29 17 189 10 11 30 17 I 8 106 12 457
Total 15 108 133 j 77 723 40 60 114 67 36 445 40 1818
Grand Total 36 223 180 135 1294 84 121 235 145 70 916 95 3534
Apprch% 8.2 50.8 41.0 8.9 85.5 5.6 24.2 46.9 28.9 6.5 84.7 8.8 "
Total% 1.0 6.3 5.1 3.8 36.6 2.4 3.4 6.6 4.1 2.0 25.9 2.7
Cooke Ave Bridge St I Jackson St Bridge St
From North From East From South ! From West ■w
Throl _ A Thro A Thro APP- -
i I --
Start Time Left L Right App 1 Right pp' Left 1 Right pp' Left I Thro�Right� App- Int. l
ugh Total u h Total ugh Total ug h L Total Total J
Peak Hour From 16:00 to 17:45-Peak 1 of 1 9
9
Intersection 17:00 „
Volume 15 108 93 216 77 723 40 840 60 114 67 2411 36 445 40 521 1818
Percent 6.9 50.0 43.1 9.2 86.1 4.8 24.9 47.3 27.8 6.9 85.4 7.7
High Int. 17:15 17:45 17:15 17:00 17:30
Volume 2 30 22 54 17 185 9 211 16 27 19 62 10 120 8 138 465 •+t
Peak Factor 0.931 0.972 0.941 0.930 0.977
Peak Hour From 16:00 to 17:45-Peak 1 of 1
By Approach 16:00 17:00 16:00 16:00 ,w
Volume 2.1 115 87 223 77 723 40 8400 61 121 78 2601 34 471 55 560
Percent 9.4 51.6 39.0 9.2 86.1 4.8 23.5 46.5 30.0 6.1 84.1 9.8
High Int. 16:00 17:45 16:00 16:00
Volume 6 29 22 57 17 189 10 216 11 37 24 72 9 121 17 147
Peak Factor 0.978 0.972 0.903 am
0.952
no
Mn
00
uw
The BSC Group , Inc
425 Summer Street
The BSC Group , Inc Boston, MA 02210 File Name : satvud
425 Summer Street _ Site Code : 00000000
Boston, MA 02210 Start Date : 07/24/1999
Hatfield Road
Page No : 1
Groups P_r_inted- Unshifted - Bank 1
Bridge Street Westbound Nursing Home Northbound Bx idge Street Eastbound
Southbound Westbound Northbound Eastbound
Southbound
Start Time Ri-gh Phru Left Pnds Righ Thru [eft Peds Righ T h r u Left Peds Rlgt Thru Left Peds Int.
--- -- t --- - -- -t t Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
11:00 AM 38 1 2 0 1 142 0 0 0 0 0 0 1 138 50 0 373
11:15 AM 43 0 0 0 1 141 0 0 1 1 1 0 1 131 54 0 374
11:30 AM 44 0 2 1 4 126 0 0 1 0 1 0 0 125 51 0 355
11:45 AM 39 0 1 0 1 177 0 0 1 0 0 0 1 131 46 0 397
Total 164 1 5 1 -7586--o- 0 3 1 2 0 3 525 201 0 1499
12:00 PM 36 0 2 0 3 168 0 0 3 0 0 0 1 107 60 0 380
12:15 PM 35 0 3 0 1 143 0 0 0 0 0 0 2 114 41 0 339
12:30 PM 51 0 2 0 2 139 0 0 1 1 0 0 4 114 46 0 360
12:45 PM 38 0 1 0 2 139 2 0 1 1 1 0 1 98 46 0 330
Total 160 0 8 0 8 589 2 0 5 2 1 0 8 433 193 0 1409
Grand Total 324 1 13 11 15 1175 2 OI 8 3 3 0 .8 958 394 0 2908
APP 95.6 0.3 3.8 0.3 1.3 98.6 0.2 0.0 57.1 21.4 21.4 0.0 0.6 70.3 28.9 0.0
Total % 11.1 0.0 0.4 0.0 0.5 40.4 0.1 0.0 0.3 0.1 0.1 0.0 0.4 32.9 13.5 0.0
?plwl
' Hatfield Road Southbound Bridge Street Westbound Nursing Home Northbound Bridge Street Eastbound
Southbound Westbound Northbound Eastbound
Start Rig Thr LTPeTd pp' Rhr Le Ped App' Rig Thr Lef Ped App' Rig Thr Lef Ped App. Int.
ota Tota Tota Tota Tota
Time ht u l u t s l ht u t s 1 ht u t s 1 1
Peak Hour From 10:45:00 AM to 12:30 PM - Peak 1 of 1
Intersec
tion 11:15 AM
Volume 162 0 5 1 168 9 612 0 0 621 6 1 2 0 9 3 494 211 0 708 1506
Percent 964 0.0 3.0 0.6 1.4 98' 0.0 0.0 66. 11. 22. 0.0 0.4 69. 29. 0.0
6
Vo1lume 1.30 39 0 1 0 40 1 177 0 0 178 1 0 0 0 1 1 131 46 0 178 397
Peak
Factor 0.948
High 11:30 AM 11:45 AM
Int. 11:15 AM 11:15 AM
Volume 44 0 2 1 47 1 177 0 0 178 1 1 1 0 3 1 131 54 0 186
Peak 0.89 0.87 0.75 0.95
Factor 4 2 0 2
accuratet:ounts am
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :58100001
E/W Street: Bridge Street Site Code :58100001
City/State Northhampton,MA Start Date :07/30/1999'"x"
Weather Clear Page No : 1
Groups Pr&ntedTrucks
Cooke Ave Bridge St Jackson St Bridge St
j From Nogrth From Eagst From
ouuth Right From West
g
� Throu Throu,
16.00 0 O 0 O i 2 0 1 h g Left I Throuh Right Int.Total
Start Time Left I Ri ht Left Right Left 0 1 1 0 2 1 7
16.15 0 0 0 1 0 1 0 1 1 0 0 4
16:30 0 0 01 0 5 0 1 0 0 ' 0 4 0 10
16:45 1 1 0 1 4 1 0 1 0 0 2 0 11
Total 1 1 0 1 12 1 3 2 1 0 12 2 36
17:00 0 0 0 0 0 0 0 0 1 0 3 0 4 °
17:15 0 0 0 0 0 0 0 1 0 0 1 0 2
17:30 0 0 0i 0 1 01 0 0 0 ; 0 3 0 4
17:45 0 0 01 0 0 0 0 0 01 0 1 0 1
Total 0 0 0 1 0 1 0 I 0 1 1 0 8 0 11 *�+■
Grand Total 1 1 0 1 13 1 3 3 2 0 20 2 47
Apprch% 50.0 50.0 0.0 6.7 86.7 6.7 37.5 37.5 25.0 0.0 90.9 9.1
Total% 2.1 2.1 0.0 2.1 27.7 2.1 6.4 6.4 4.3 0.0 42.6 4.3
Cooke Ave Bridge St Jackson St Bridge 5t
i North }I ` East � -A I _m`South . _From m West
Tro A PP• ft Time Left Rig ht Le o I Rg ht T9 roRight APP. Th-no
I A
pp Int.u h Total u g h Total u h Total Left u g h�Right T otal
f Total
Peak Hour From 16.00 to 17.45-Peak 1 of 1
Intersection 16:00
Volume 1 1 0 2 1 12 1 14 3 2 1 6 0 12 2 14 36
Percent 50.0 50.0 0.0 7.1 85.7 7.1 50.0 333 16.7 0.0 85.7 14.3
High Int. 16:45 16:45 1 16:00 16:15 16:45
Volume 1 1 0 2i 1 4 1 6 0 1 0 1 0 2 0 2 11
Peak Factor 0.250 1 0.546 0.750 0.700 0.818
No
Peak Hour From 16:00 to 17:45-Peak 1 of 1
By Approach 16:00 16:00 16:00 16:00
Volume 1 1 0 21 1 12 1 141 3 2 1 6 0 12 2 14
Percent 50.0 50.0 0.0 7.1 85.7 7.1 50.0 33.3 16.7 0.0 85.7 14.3 wi
High Int. 16:45 16:45 16:00 1 16:15
Volume 1 1 0 2 1 4 1 6 1 0 1 2 0 4 1 5
Peak Factor 0.250 , 0.5813 0.750 0.700
s.
w
Oo
tiwe
1 Accurate Counts
978-664-2565
N/S Street: Cooke Ave/Jackson St 860-537-2542 File Name :58100001
E/W Street: Bridge Street Site Code :58100001
City/State Northhampton,MA Start Date :07/30/1999
Weather Clear Page No : 1
Groups PrintedCars
- Cooke Ave Bridge St - Jackson St Bridge St -
From North From East From South From West
Start Time Left Throng Right Left Throng Right Left Throng Right Left Throng Right Int.Total
---- l I l
h i h I I h ----h�.---- _ J
16:00 6 29 22 17 119 11 10 37 23 9 119 16 418
40 16:15 3 30 22 10 148 14 15 25 24 8 101 15 415
16:30 4 29 21 15 126 9 17 31 15 6 117 14 404
16:45 7 26 22 15 166 9 16 26 15 11 122 8 443
Total 20 114 87 57 559 43 58 119 77 34 459 53 1680
17:00 5 27 15 24 173 15 11 32 13 12 120 5 452
17:15 6 25 27 19 176 6 22 24 17 6 95 15 438
17:30 2 30 22 17 184 9 16 27 191 10 117 8 461
17:45 2 26 29 17 189 10 11 30 17 8 105 12 456
Total 15 108 93 77 722 40 60 113 66 , 36 437_- 40-- _1807
Grand Total 35 222 180 134 1281 831 118 232 143 70 896 93 3487
Apprch% 8.0 50.8 41.2 8.9 85.5 5.5 23.9 47.1 29.0 6.6 84.6 8.8
Total% 1.0 6.4 5.2 3.8 36.7 2.4 3.4 6.7 4.1 2.0 25.7 2.7
Cooke Ave Bridge St Jackson St Bridge St
From North From Fast From South From West
Start Time Left Thro Right App' Left Thro Right App' Left Thro Right App. Left Thro Right APP- Int.
u h Total ug h 1 Total u h-1 Total u h Total Total
-] - - - -_1 - � 1 - ---- - ��-Peak ---
Hour From 16:00 to 17:45-Peak 1 of 1
Intersection 17:00
NO Volume 15 108 93 216 77 722 40 839 60 113 66 239 36 437 40 513 1807
Percent 6.9 50.0 43.1 9.2 86.1 4.8 25.1 47.3 27.6 7.0 85.2 7.8
High Int. 17:15 17:45 17:15 17:00 17:30
Volume 2 30 22 54 17 184 9 210 16 27 19 62 10 117 8 135 461
W Peak Factor 0.931 0.971 0.948 0.936 0.980
Peak Hour From 16:00 to 17:45-Peak 1 of 1
By Approach 16:00 17:00 16:00 16:00
Volume 20 114 87 221 77 722 40 839 58 119 77 254 34 459 53 546
Percent 9.0 51.6 39.4 1 9.2 86.1 4.8 22.8 46.9 30.3 6.2 84.1 9.7
High Int. 16:00 17:45 16:00 16:00
Volume 6 29 22 57 17 189 10 216 10 37 23 70 9 119 16 144
Peak Factor 0.969 0.971 0.907 0.948
r-
6111
t!tA�1
00
The BSC Group , Inc
425 Sum er Street
The BSC Group , Inc Boston, A 02210 File Name : satvud
425 Summer Street _ Site Code : 00000000
Boston, MA 02210 Start Date : 07/24/1999
Page No : 1
--------- Grou s Printed- Unshifted
Hatfield Road
Southbound Bridge Street Westbound Nursing Horne Northbound Bridge Street Eastbound
Southbound Westbound Northbound Eastbound
art. `time Rtgt Chru Left. Pc d; RZgt Thru Lett Peda> Rlgt Thru Left Peels R19t Thru Left Peels Int.
_ _ Totai l
Factor 1.0 1 0 1.0 1_0 1_0 1.0 1.0 1_d) 1.0 1.0 1_0_ 1.0 1.0 1.0 1.0 1.0
11:00 AM 34 1 2 0 1 138 0 O 0 0 0 0 1 137 49 0 363
11:15 AM 43 0 0 0 1 139 0 O 1 1 1 0 1 130 54 0 371
11:30 AM 43 0 2 1 4 123 0 Q) 1 0 1 0 0 123 49 0 347 e+w
11:45 AM 38 0 1 0 1 173 0 0 0 0 0 0 0 127 45 0 385
Total 158 1 5 1 7 573 0 6 2 1 2 0 2 517 197 0 1466
12:00 PM 36 0 2 0 3 163 0 0 3 0 0 0 1 104 59 0 371
12:15 PM 34 0 3 0 1 140 0 1) 0 0 0 0 2 113 39 0 332
�2 30 PM 51 0 2 0 2 136 0 0 1 1 0 0 4 112 42 0 351
_ 12:45 PM 37 0 1 0 2 135 2 0 1 1 1 0 1 95 45 0 321
Total 158 0 8 0 8 574 2 0 5 2 1 0 8 424 185 0 1375
Grand Total 316 1 13 1 15 1147 2 0 7 3 3 OI 10 941 382 0 2841 WO
Apprch 95.5 0.3 3.9 0.3 1.3 98.5 0.2 0.0 53.8 23.1 23.1 0.0 0.8 70.6 2B.7 0.0
PotaL % 11.1 0.0 0.5 0.0 0.5 40.4 0.1 0.6 0.2 0.1 0.1 0.0 0.4 33.1 13.4 0.0
Hatfield Road Southbound Bridge Street Westbound Nursing Home Northbound Bridge Street Eastbound am
Southbound Westbound Northbound Eastbound
Start j Thr �ef ed' APP' g hr Let Ped App' Rig Thr LeepRg Thr Lef Ped Ppp Int.Time u s Toti ht u t s Totl ht u t s Toti ht u t s Tota Tota
Peak Hour From 10:45:00 AM to 12:30 PM - Peak 1 of 1 1 1
Intersec
tion 11:15 AM
Volume 160 0 5 1 166 9 598 0 0 607 5 1 2 0 8 2 484 '207 0 693 1474
Percent 964 0.0 3.0 0.6 1.5 985 0.0 0.0 625 125 250 0.0 0.3 69.8 299 ww
Vollume 0.0
fu 38 0 1 0 39 1 173 0 0 174' 0 0 0 0 0 0 127 45 0 172 385
Volume
Peak
Factor 0.957
High 11:30 AM
Int. 11:45 AM 11:15 AM 11:15 AM
Volume 43 0 2 1 46 1 173 0 0 174 1 1 1 0 3 1 130 54 0 185
Peak 0.90 0.87'
Factor 2 2 0.66 0.93
6
wR
s
The BSC Group , Inc
425 Summer Street
The BSC Group , Inc _ Boston, MA 02210 File Name : satvud
425 Summer Street Site Code : 00000000
Boston, MA 02210 Start Date : 07/24/1999
Page No : 1
Groups Printed-Unshifted-Bank 1
Hatfield Road Southbound Bridge Street Westbound Nursing Home Northbound Bridge Street Eastbound
Southbound Westbound Northbound Eastbound
Righ Righ Righ Righ Int.
Start Time t Thru Left Peds t Thru heft Peds t Thru LefJtP es t Thru Left Peds Total Factor 1.0 _1_0 1.0 10 10 10 10 1.0 1.0 1.0 1. 0 1.0 1.0 1 1.0 1.0
11:00 AM 38 1 2 0 1 142 0 0 0 0 0 0 1 138 50 0 373
"M 11:15 AM 43 0 0 0 1 141 0 0 1 1 1 0 1 131 54 0 374
11:30 AM 44 0 2 1 4 126 0 0 1 0 1 0 0 125 51 0 355
11:45 AM 39 0 1 9 1 177 0 0 1 0 0 0 1 131 46 0 397
Total 164 1 5 1 7 586 0 0 3 1 2 0 3 525 201 0 1499
I'M 12:00 PM 36 0 2 0 3 168 0 0 3 0 0 0 1 107 60 0 380
12:15 PM 35 0 3 0 1 143 0 0 0 0 0 0 2 114 41 0 339
12:30 PM 51 0 2 0 2 139 0 0 1 1 0 0 4 114 46 0 360
12:45 PM 38 0 1 0 2 139 2 0 1 1 1 0 1 98 46 0 330
Total 160 0 8 0 8 5B9 2 0 5 2 1 0 B 433 193 0 1409
o Grand Total 324 1 13 1 15 1175 2 0 a 3 3 0 ll 958 394 0 2908
Apprch 8 95.6 0.3 3.8 0.3I 1.3 98.6 0.2 0.0 57.1 21.4 21.4 0.0 0.8 70.3 28.9 O.0
Total % 11.1 0.-0 0.4 0.0 0.5 40.4 0.1 0.0 0.3 0.1 0.1 0.0 0.4 32.9 13.5 0.0
"? Hatfield Road Southbound Bridge Street Westbound Nursing Home Northbound Bridge Street Eastbound
Southbound Westbound Northbound. Eastbound
'APP APP• APP• APP. znt.
Start Rig Thr Lef Pea Rig Thr Lef Ped Rig; Thr Lef Ped: Rig Thr Lef Ped
To Tota Tota To
ta Tota
Time htz, - u t.. - s 1 ht u t s 1: hr u: t s ht u t s
1 l 1
0 AM°'to'12 t3Q PM Peak l.,of 1
Peak Hour Frbm'Y30: -.'
Intersec
tion 11:15 AM
Volume 16 0 5 1 16.8 9. 612 0 0 621 6.' 1 2 0 9 3 494 21I 0 7Q& 1506
96'�`'::, a?u 98. 66 ll: 22. 69. 29.
Percent 0 0 .0 cigE6 1 4 0.0 0.0 Q.,O 0..4, 0.0
'11:30 4 � ;ir. 6 7. 1 ,_ ..2" 8 8 11
Volume 39 0 1 "0 4b 1 177 0 0 178 1� 0 a 0 1 L 131 46 0 178 397
Peak
Factor 0.948
High 11.30 AM 11:45 AM 11'::15.'AM 11:15 AM'
Int. _.
Volume 44 0 2 1 47 1 177 0 0 178 1 1 1' 0 3 1 131 54 0 186:
Peak 0.89 0187. 0.75 0.9.5
Factor 4 2, 0 2:
ilk
c
The BSC Group , Inc
425 Sumjmer Street
Bridge St _ Boston, ( A 02210 File Name : satspk
Site Code : 00000000
Start Date : 07/24/199900
Page No : 1
_ Groups Printed Unshifted Bank 1 _
Bridge Street Westbound Hatfield 0,ad Northbound Bridge Street Eastbound
Westbound Northbound Eastbound
Start Time Right T T hru T Left I Peds Right Thru Left 100 Right Thru Left Peds Int.Total
Factor f 1.0 1.0 1.0 _1.0 1.0 1 0 1.0 1.0 1.0 1-0 1.0 _
11:00 AM 0 148 37 0 36 0 0 2 159 - 0 0 - - 382
11:15 AM 0 146 33 0 42 0 1 3 159 0 0 384
11:30 AM 0 162 30 0 31 0 1 0 1 143 0 0 368
11:45 AM 0 173 31 0 38 0 1 0 0 145 0 0 388
Total 0 629 131 0 147 0 3 0 6 606 0 0 1522
12:00 PM 0 182 29 0 40 0 1 0 0 127 0 0 379
12:15 PM 0 159 26 0 27 0 0 0 1 127 0 0 340
12:30 PM d 173 26 0 27 0 0 0 1 132 0 0 359
12:45 PM 0 162 29 0 32 0 1 0 0 126 0 0 350
Total 0 676 110 0 126 0 2 0 2 512 0 0 1428
Grand Total 0 1305 241 0 273 0 5 0 8 1118 0 O 2950
Apprch% 0.0 84.4 15.6 0.01 98.2 0.0 1.8 0.0 0.7 99.3 0.0 0.0
Total% 0.0 44.2 8.2 0.0 9.3 0.0 0.2 0.0 0.3 37.9 0.0 0.0
am
Bridge Street Westbound Hatfield Road Northbound Bridge Street Eastbound
Westbound Northbound Eastbound
App. App Start Time Right Thru Left Peds Total Right Thru Left Peds Total Right Thru Left Peds Total Int.Total
Peak Hour From 10:45:00 AM to 11:45 AM I Peak 1 of 1
Intersection 11:00 AM
Volume 0 629 131 0 760 147 0 3 0 150 6 606 0 0 612 1522
Percent 0.0 82.8 17.2 0.0 98.0 0.0 2.0 0.0 1.0 99.0 0.0 0.0
11:45 Volume 0 173 31 0 204 38 0 1 0 39 0 145 0 0 145 388
Peak Factor 1 0.981
High Int. 11:45 AM 11:15 AM 11:15 AM
Volume 0 173 31 0 204 42 0 1 0 43 3 159 0 0 162
Peak Factor 0.931 0.872 0.944 std
Peak Hour From 12:00:00 PM to 12:30 PM-Peak 1 of 1
wo
no
W,
+Gds
No
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s
i
The BSC Group , Inc
425 Summer Street
3ridge St Boston, MA 02210 File Name satspk
Site Code 00000000
Start Date 07/24/1999
Page No 1
Groups Printed-Unshifted
Bridge Street Westbound Hatfield Road Northbound ----Bridge Street Eastbound
Westbound .Northbound Eastbound
Start Time �qhl ru Right Thru left Peids- 7-Ce-ft-F-Peds Int.Total
Factor Th_ .0 1.0 1.0 1.01 1.0
ght
1:00 AM 0 146 37 0 36 0 0 0 -2 159 0 0
11:15 AM 0 146 33 0 42 0 1 0 3 159 0 0 384
11:30 AM 0 162 30 0 31 0 0 0 1 142 0 0 366
11:45 AM 0 170 31 0 38 0 1 0 0 145 0 0 385
Total 0 624 131 0 147 0 2 -0 6-605 0 0 1515
12:00 PM 0 181 29 0 40 0 1 0 0 126 0 0 377
12:15 PM 0 158 26 0 27 0 0 0 .1 127 0 0 339
12:30 PM 0 173 26 0 27 0 0 0 1 131 0 0 358
12:45 PM 0 160 29 0 31 0 1 0 0 125 0 0 346
Total 0 672 110 0 125 0 2 _0 2 509 0 0 1420
Grand Total 0 1296 241 0 272 0 4 0 8 1114 0 0 2935
1
Apprch% 0.0 84.3 15.7 0.0 913.6 0.0 1A 0.0 0.7 99.3 0.0 0.0
Total% 0.0 44.2 8.2 0.0 9.3 0.0 0.1 0.0 0.3 38.0 0.0 0.0
Bridge Street Westbound Hatfield Road Northbound Bridge Street Eastbound
Westbound
Northbound Eastbound
Start Time RighqT��Pe�ds App- �rui Left Peds App* Right Thru Left Peds APP' Int.Total
Total
leak Hour From 10:45:00 AM to 11:45 AM-Peak 1 of 1 Total Total
Intersection 11:00 AM
Volume 0 624 131 0 755 147 0 2 0 149 6 605 0 0 611 1515
Percent 0.0 82.6 17.4 0.0 98.7 0.0 1.3 0.0 1.0 99.0 0.0 0.0
11:45 Volume 0 170 31 0 201 38 0 1 0 39 0 145 0 0 145 385
Peak Factor 0.984
High Int. 11:45 AM 11:15 AM 11:15 AM
Volume 0 170 31 0 201 42 0 1 0 43 3 159 0 0 1621 1
Peak Factor 0.939 0.866 0.943
Heak Hour From 12:00:00 PM to 12:30 PM-Peak 1 of I
WIN
00
ow
NOW
The BSC Group , Inc
425 Summer Street
The BSC Group , Inc Boston, KOA 02210 File Name : frivud
425 Summer Street _ Site Code : 00000000
Boston, MA 02210 Start Date : 07/23/1999 we
Page No : 1
Groups Printed Unshifted
Hatfield Road
iOUt.IIbnund IIridge West.bt. Westbound Nursing Home Northbound Bridge Strut Eastbound
Southbound
Cdestbound Northbound Eastbound
Righ 11,q11 Righ Ri h In
04�OOiPM t Thru Left ds Thru Left Ped t Thru Left P�:ds gt Thru Left Peds Potal
J{� 1.0--
Factor _ _ 1 0 1 0_ 1.0 _ 1 0 L 0 1 0 1 CI 1.0 1.0 1.0 1.0 1.0 1.0 LO 1__0
59 0 0 0 5 150 0 G 1 2 0 0 0 128 79 0 424
04:15 PM 75 0 0 3 3 152 0 0 0 0 1 0 0 118 59 0 411
04:30 PM 59 0 0 0 0 159 0 0 3 0 1 0 1 140 67 0 430
04:45 PM 55 0 2 0 3 147 _0 0 3 0 1 0 0 131 41 0 383
Total 248 0 2 3 11 608 0 0 7 2 3 0 1 517 246 0 1648
05:00 PM 77 0 1 0 3 179 0 0 2 0 0 0 1 105 55 0 423 wo
05:15 PM 65 l 1 0 3 164 0 0 1 1 1 0 4 115 43 0 � 399
OS- 1() PM "0 0 1 0 3 177 1 0 2 0 1 1 121 51 0 408
05_:45 PM 71 0 2 0 2 136 1 0 2 0 0 0 0 106 43 0 363
Total 263 1 5 0 11 656 2 q 7 1 2 0 1 6 447 192 0 1593
aw
Grand Total 511 1 7 3I 22 1264 2 q 14 3 5 0 7 964 438 0 � 3241
Apprch % 97.9 0.2 1.3 0.6 1.7 98.1 0.2 0.0 63.6 13.6 22.7 0.0 0.5 68.4 31.1 0.0
Total % 15.B 0.0 0.2 0.1 0.7 39.0 0.1 0.0 0.4 0.1 0.2 0.0 0.2 29.7 13.5 0.0
aw
Hatfield Road Southbound Bridge Street Westbound Nursing Home Northbound Bridge Street Eastbound
Southbound Westbound Northbound Eastbound
Start Rig Thr Lef Ped App' Rig Thr Lef Ped App. R]ht Thr Lef Ped App' Rig Thr Lef Ped App. Int.
Tota Totki Tota Tota Tota
Time ht u t s 1 ht u t s l,• u t s 1 ht u t s 1 1
Peak Hour From 3:45:00 PM to 05:30 PM - Peak 1 of 1
Intersec
tion 04:00 PM
Volume 248 0 2 3 253 11 608 0 0 619' 7 2 3 0 12 1 517 246 0 764 1648
Percent 98. 0.0 0.8 1.2 1.8 98. 0.0 0.0 58. 16. 25. 0.0 0.1 67. 32. 0.0 aw
7 2
0
volume 59 0 0 0 59 0 159 0 0 159` 3 0 1 0 4 1 140 67 0 208 430
me
Peak 0.958
Factor
High
Int. 04:15 PM 04:30 PM 04:30 PM 04:30 PM
Volume 75 0 0 3 78 0 159 0 0 159. 3 0 1 0 4 1 140 67 0 208
Peak 0.81 0.97 ' 0.75 0.91
Factor 1 3 ! 0 8
w
Ow
Ow
or
aw
MW
w
The BSC Group , Inc
425 Summer Street
Boston, MA 02210 File Name FRISPK
Site Code 00000000
Start Date 07/23/1999
Page No 1
Groups Printed-Unshifted
Bridge Street Westbound I Hatfield Road Northbound �-Bridge Street-Eastbound �
Westbound Northbound Eastbound
Start-Time- -13-ight Thru Left Peds Right I Int.---
Start
Thru Left I Peds Right Thru I Left I Peds
Factor 1.0 11.0- 0 1.0 t '1.0 1.0 1.0j .0 L 1.0
- -------- 1-0 1.0] -j
U-TOPM------- b- 56 61 0 -2 0 3 1-w -------- 0 --0---- 419
04:15 PM 0 195 39 0 37 0 0 0 2 153 0 0 426
we 04:30 PM 0 188 41 0 39 0 1 0 1 164 0 0 434
04:45 PM 0 192 45 0 38 0 1 0 3 135 0 0 414
Total 0 741 181 0 175 0 4 0 9 583 0 0 1693
an 05:00 PM 0 211 37 0 44 0 2 0 0 120 0 0 414
05:15 PM 0 202 49 0 39 0 1 0 1 131 0 0 423
05:30 PM 0 190 41 0 28 0 0 0 1 141 0 0 401
05:45 PM 0 177 34 0 32 0 1 0 0 123 0 0 367
Total 0 780 161 0 143 0 4 -0 -2 515 0 0 1605
Grand Total 0 1521 342 0 318 0 8 0 11 1098 0 0 3298
Apprch% 0.0 81.6 18.4 0.0 97.5 0.0 2.5 0.0 I 1.0 99.0 0.0 0.
Total% 0.0 46.1 10.4 0.0 9.6 0.0 02 0.0 0,3 33.3 0.0 0.
Bridge Street Westbound Hatfield Road Northbound Bridge Street Eastbound
Westbound Northbound Eastbound
Start Time :.:Rlg:htr��Thnj�Left�Peds RightFThTruLeft Peds App Right I Thru Left Pds App- Int.Total
ak- gyp' jTotail t; Total
Peak Hour From 3:45:00 PM to 04:45 PM-Peak I of 1
Intersection 04:00 PM
Volume 0 741 181 0 922 175 0 4 0 179 9 583 0 0 592 1693
Percent 0.0 80.4 19.6 0.0 97.8 0.0 2.2 0.0 1.5 98.5 0.0 0.0
04:45 Volume 0 188 41 0 229 39 0 1 0 40 1 164 0 0 165 434
Peak Factor 0.975
High Int. 04:45 PM 04:00 PM 04:30 PM
Volume 0 192 45 0 237 61 0 2 0 63 1 164 0 0 165
M Peak Factor 0.973 0.710 0.897
Peak Hour From 5:00:00 PM to 05:30 PM-Peak 1 of 1
No
go
go
on
wil I
I
Traffic Count Worksheet— Hatfield @ N. King St. !!
Location: Northampton, MA
Date: 7/23/99-7/24/99 w•
Time Movement-All Vehicles _
N.King St. N.King St. N.King St. N.King St. Hatfield Rd. Hatfield Rd. w
NB L NB T SB T SB R EB L EB R
4:00 0 77 89 53 55 4
4:15 0 54 82 58 55 5
4:30 2 75 68 55 55 0 w
4:45 0 75 105 53 431 0
5:00 0 93 88 70 38 1
5:15 0 77 74 53 36 1
5:30 G 47 78 51 35 4
5:45 2 571 78 59 29 0
11:00 0 85 99 30 27 2
11:15 0 71 91 28 34 1
11:30 0 72 98 45 26 0
11:45 1 63 80 32 34 0
12:00 2 70 78 30 331 2
12:15 0 84 92 38 24 2
12:30 1 61 69 38 24 2 Ow-
12:45 0 61 67 31 30 1
PM Peak Hour: 4:15-5:15 P.M. am
N.King St. N.King St. N.King St. N.King St. Hatfield Rd. Hatfield Rd.
NB L NB T SB T SB R EB L EB R
2 297 343 236 191 6 .w
"L
Sat. Midday Peak Hour: 11:00 A.M.-g00 P.M.
FT rung st. mg Kin mg ie u. Flamm Ra.
NB L NB T SB T SB R EB L EB R
1 291 368 135 121 3
w.
The BSC Group , Inc
425 Summer Street
Boston, MA 02210 File Name FRISPK
Site Code 00000000
Start Date 07/23/1999
Grou-s Printed-Unshifted-Bank 1 Page No 1
Bridge Street Westbound Hatfield Road Northbound Bridge Street Eastbound
Westbound Northbound- Eastbound
---Start T-im-e ight-F ---Thru F ---L-e---[ Thru Left Ped-s------ RgM-r-----Thru-F-Left Pged-s ---in-t.Total
ft Ri ht
01 1.0 1.0 1.0 1.0
Factor 1.0 _1 -.1 0 1-.0 -1-0 -0-L j7O 1.0
04:60 PM --0- 168 57 --
0 63 -----0 2 0 3 133 0 0 426
04:15 PM 0 199 40 0 37 0 0 0 2 155 0 0 433
04:30 PM 0 192 42 0 39 0 1 0 1 167 0 0 442
04:45 PM 0 192 45 0 38 0 1 0 3 141 0 0 420
Total
'1 1
0 751 1 6 177 0 4 �O 9 596 0 0 1721-
05:00 PM 0 214 38 0 44 0 2 0 0 122 0 0 420
so 05:15 PM 0 203 49 0 39 0 1 0 1 134 0 0 427
05:30 PM 0 193 41 0 28 0 0 0 1 144 0 0 407
05:45 PM 0 177 34 0 32 0 1 0 0 125 0 0 369
Total 0 787 162 -0 143 0 4 -0 -2 525 0 0 1623
Grand Total 0 1538 0
346 0 320 0 8 11 1121 0 0 3344
0.0 81.6 1
Apprch% 8.4 0.0 c 9 7.6 0.0 2.4 0.0 1.0 99.0 0.0 0.0
8.
Total% 0.0 46.0 10.3 0.0 9.6 0.0 0.2 0.0 0.3 33.5 0.0 0.0
on
Bridge treet Westbound Hatfield Road Northbound Bridge Street Eastbound
Westbound Northbound Eastbound
Start Time Right Thru Left Pads ApP' Right Thru Left Peds App. Righ App'
Peak Hour t-rorn 3:45:00 PM to 04:45 PM-Peak I of I Total - tall t Thru Left Peds Total Int.Total
Intersection 04:00 PM
Volume 0 751 184 0 935 177 0 4 0 181 9 596 0 0 605 1721
Percent 0.0 80.3 19.7 0.0 97.8 0.0 2.2 0.0 1.5 98.5 0.0 0.0
"M 04:15 Volume 0 192 42 0 234 39 0 1 0 40 1 167 0 0 168 442
Peak Factor
High Int. 04:15 PM 04:00 PM 04:30 PM 0.973
Volume 0 199 40 0 239 63 0 2 0 65 1 167 0 0 1611
Peak Factor 0.978 0.696
0.900
Peak Hour From 5:00:00 PM to 05:30 PM-Peak 1 of 1
go
am
.»
The BSC Group , Inc
425 Summer Street
The BSC Group , Inc Boston, IIII/lA 02210 File Name : frivud ON
425 Summer Street i Site Code : 00000000
Boston, MA 02210 Start Date : 07/23/1999M
Page No : 1
Groups Printed- Unshifted - Bank 1
�- Hatfield Road Bridge Street Westbound Nursing Home Nortl-ibound Bridge Street Eastbound
Southbound Westbound Northbound Eastbound
_._ Southbound
Rlrjh Righ Righ Righ Int.
:;tzit lime Thru Left ids Thru Left Ped.s Thru Lett Zeds L ru Left Peds
- - - - -
- --t --- -- - --1 --- -- -- -�= Total_ 1.0 __ 1_0_ ,1_0 _1.0 1.0 1.0 1 0 1 0 1.0 1.0 _1.0 1.0 .0 1.0 1.0
Factor. 1.0
04:00 PM 59 0 0 0 5 157 0 0 1 2 0 0 0 134 81 0 439
04:15 PM 76 0 0 3 3 158 0 0 0 0 1 0 0 122 65 0 428 Ow
04:30 PM 62 0 0 0 0 164 0 0 3 0 1 0 1 142 71 0 444
_04:45 PM 56 0 2 0 3 147 0 0 3 0 1 0 0 135 42 0 389
Total 253 0 2 3 11 626 0 0 7 2 3 0 1 533 259 0 1700
05:00 PM 80 0 1 0 3 181 0 0 2 0 0 0 1 108 56 0 432
05:15 PM 66 1 1 0 3 168 0 0 1 1 1 0 4 119 43 0 408
05 "i0 Pti Si 0 1, 0 3 7.78 1_ 0 2 0 1 0 1 124 53 0 416
05:45 PM 73 0 2 0 2 136 1 0 2 0 0 0 0 111 43 0 370
Total 271 1 5 0 11 663 2 -0 7 1 2 0 6 462 195 0 1626
Grand Total 524 1 7 3 I 22 1289 2 0 I 14 3 5 0 7 995 454 0 I 3326
Apprch % 97.9 0.2 1.3 0.61 1.7 98.2 0.2 0:0 (I 63.6 13.6 22.7 0.0 0.5 68.3 31.2 0.01
Total % 15.8 0.0 0.2 0.1 0.7 38.8 0.1 0.0 0.4 0.1 0.2 0.0 0.2 29.9 13.7 0.0
f Hatfield Road Southbound Bridge Street Westbound Nursing Home Northbound Bridge Street Eastbound �r
Southbound Westbound Northbound Eastbound
Start Rig Thr Lef Ped App' Rig Thr Lef Ped App" Rig Thr Lef Ped I App' Rig Thr Lef Ped App. Int.
Tota Toth Tota Tota Tota
Time ht u t s 1 ht u t s ht u t s 1 ht u t s 1 1
Peak Hour From 3:45:00 PM to 05:30 PM - Peak 1 of 1
Intersec 04:00 PM
tion
Volume 253 0 2 3 258 11 626 0 0 637 7 2 3 0 12 1 533 259 0 793 1700
Percent 98. 0.0 0.8 1.2 1.7 98. 0.0 0.0 58. 16. 25• 0.0 0.1 67. 32. 0.0
ap
04:15 62 0 0 0 62 0 164 0 0 164 3 0 1 0 4 1 142 71 0 214 444
Volume
Peak 0.957
Factor
High 04:15 PM 04:30 PM 04:30 PM 04:00 PM "
Int.
Volume 76 0 0 3 79 0 164 0 0 164 3 0 1 0 4 0 134 81 0 215
Peak 0.81 0.97 0.75 0.92
Factor 6 1, 0 2
wee
r
t
The BSC Group , Inc
425 Summer Street
'"Bridge St Boston, MA 02210 File Name : SATSPK
Site Code : 00000000
Start Date : 07/24/1999
:
Groups Printed-Unshifted-Bank 1 Page No 1
Bridge Street Westbound Hatfield Road Northbound Bridge Street Eastbound
Westbound Northbound E=astbound
+� - - - -I:- - -- - _..
Start Time Right Thru Left Peds F{i ht Thru Left Peds Right _ Thru Left Peds Int.Total
- - --
- -- -- - =_ - _l - _�-- __
Factor 1.0 1 0 1 Q 1 0 1.0 l.0 1 0 1 0 1 0 1.0 1.0 1.0
11:00 AM 0 148 37 0 36 0 0 o 2 159 0 0 382
11:15 AM 0 146 33 0 42 0 1 0 3 159 0 0 384
•w 11:30 AM 0 162 30 0 31 0 1 0 1 143 0 0 368
11:45 AM 0 173 31 0 38 0 1 0 0 145 0 0 388
Total 0 629 131 0 147 0 3 0 6 606 0 0 1522
12:00 PM 0 182 29 0 40 0 1 0 0 127 0 0 379
12:15 PM 0 159 26 0 27 0 0 0 1 127 0 0 340
12:30 PM 0 173 26 0 27 0 0 0 1 132 0 0 359
12:45 PM 0 162 29 0 32 0 1 0 0 126 0 0 350
Total 0 676 110 0 126 0 2 0 2 512 0 0 1428
go
Grand Total 0 1305 241 0 I 273 0 5 0 8 1118 0 0 2950
Apprch% 0.0 84.4 15.6 0.0 98.2 0.0 1.8 0.0 I 0.7 99.3 0.0 0.0
Total% 0.0 44.2 8.2 0.0 9.3 0.0 0.2 0.0 03 37.9 0.0 0.0
+w
Bridge Street Westbound Hatfield Road Northbound -:'Bridge Street Eastbound
Westbound Northbound Eastbound
we Start Time Right Thru Left Peds Total RightFTThru. - Left" Peds APP' Ri ht :'Thru L$ft Peds App' Int:Totaf :c
1� Total g Total
Peak Hour From 10:45:00 AM to 11:45 AM-Peak 1 of 1
Intersection 11:00 AM
Volume 0 629 131 0 760 147 0 3 0' :.150 6 606 0 0 612 1522
Percent 0.0 82.8 17.2 0.0 98.0 0.0 2.0; 0.0: 1.0 !99.0 0.0 X0.0
11:45 Volume 0 173 31 0 204 38 0 1: 0: ;.'.39 10 145 0 0 145 1388
Peak Factor 0.981
High Int. 11:45 AM 11:15 AM 11:15 AM
Volume 0 173 31 0 204 42 0 1 0 43 3 159 O 0 1.62
Peak Factor ". ...4:931 _. 0.872 0.944
Peak Hour From 12:00:00 PM to 12:30 PM-Peak 1 of 1
Will
t#
rw�
sw
Traffic Count Worksheet Big Y Retail Drives
Location: Northampton, MA wee
Date: 7/23/99-7/24/99
Time Movement
Right into Left into Left from Right from Right into Left into Left from Right from
North Drive North Drive North Drive North Drive South Drive South Drive South Drive South Drive
4:00 10 4 11 15 9 33 12 13
4:15 9 15 9 9 12 31 10 23
4:30 31 14 15 121 8 27 8 23
4:45 9 9 7 10 5 21 8 14 wr
5:00 7 12 12 12 8 39 23 27
5:15 9 18 10 13 15 32 16 26
5:30 4 8 6 12 221 6 17
5:45 4 13 4 15 1 18 i2 17
11:00 5 10 11 21 1 26 15 18 w
11:15 11 17 6 22 26 5 24
11:30 4 20 15 17 1 20 9 18
11:45 8 17 11 19 39 16 18 .IN
12:00 6 181 8 20 1 18 7 32
12:15 8 12 8 18 18 4 26
12:30 4 13 9 19 5 29 9 26
12:45 7 9 3 12 1
Friday 4:15- 5:15
Right into Left into Left from Right from Right into Left into Left from Right from
North Drive North Drive North Drive North Drive South Drivo South Drive South Drive South Drive
28 50 43 43 36f 118 49 87 s
Saturday 11:00 - 12:00
Right into Left into Left from Right from Right into Left into Left from Right from
North Drive North Drive North Drive North Drive South Drive South Drive South Drive South Drive
28 641 431 79il 39'. 1111 451 781 .,p
wry
no
a"
wu
we► Jul-28-99 09:32A ACCURATE COUNTS P . 03
Location : Hatfield St North of Cooke Accurate Counts
city/State: Northampton. MA 978-664-2565 Site Code : 000058100001
Counter : 103 860-282-0223 Start Date: 07/19/99
File I.D. 58100001
Direction 1 Page 1
Begin Mon. 07/19 Tues. Wed. Thur. Fri. Sat. Sun. Week Avg.
Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB
A•
12:00 am « • + + + + + + 15 10 28 26 + + 22 18
01:00 • • • • « * • • 11 6 16 11 • • 14 8
02:00 • + • * • + « « 11 4 5 5 « • 8 4
03:00 „ " * + * ^ 10 3 2
04:00 + • « • « + • « 18 8 4 3 • + 11 6
OS:00 * + • + « » • � 52 23 34 13 • • 43 18
06:00 « * « + * • + « 137 100 63 42 • « 100 71
4= 07:00 * • * * « * * 175 181 81 56 • + 128 118
08:00 • + • + + + * 215 207 125 67 • • 170 137
09:00 + + + + + « • • 201 153 152 116 + • 176 134
10:00 • + • • • • + 185 145 194 14B • • 190 146
404 11:00 • * « * • * « 204 135 169 137 + + 186 136
12:00 Pm + + * + * + + • 225 148 175 129 • * 200 138
01:00 + * + * • • • 218 167 162 125 • + 190 146
M 02:00 + + * + • • 225 212 170 137 ' + 198 174
03:00 • • + + + + • • 254 226 174 138 • + 214 182
04:00 + + + + • « • + 276 204 165 140 « • 220 172
05:00 • + + « « • 197 233 121 93 • « 159 163
410 06:00 + + * • • • + 174 142 116 92 « • 145 117
07:00
134 91 99 69 • + 116 80
08:00 • + * + « • + + 99 55 82 58 • • 90 56
09:00 « « • • : + + + 68 44 63 63 + • 66 54
4o 10:00 • • • • * + • 47 38 58 45 • * 52 42
11:00 • * + * • + • + 39 43 52 43 + • 46 43
Totals 0 0 0 0 0 0 0 0 3190 2578 2310 1759 0 0 2750 2166
0 0 0 0 5768 4069 0 4916
Avg. Day .Ot .0% .Ot 0% .0% .0% .0% .O% 116.0% 119.0% 84.0% 81.21 .0% .O%
AM Peaks 08:00 08:00 10:00 10:00 10:00 10:00
Volume 215 207 194 148 190 146
PM Peaks 04:00 05:00 12:00 04:00
04:00 03:00
Volume 276 233 175 140 220 182
ADTs
Location : Cooke Ave East of Hatfield Accurate Counts MR
City/State: Northampton, MA 978-664-2565 Site Code : 000058100002
Counter 111 860-202-0223 Start Date: 07/19/99
Pile I.D. 58100002 �1c
Dire;tion 1 Pa e 1
Begin Mon. 07/19 Tues. Wed. Thur. Fri. Sat. Sun, Week Avg.
Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB
12:00 am + • + • + • • 7 5 8 8 + * B 6
4944r
01:00 • • • • • + » • 3 6 3 7 •
3 6
02:00 • + + • • * • 0 0 6 1G + • 3 5
04:00 « r 7 3 2 1 4 2
O,:OJ • « « 7 3 4 3 " + 6 3
U6:00 + « + « + • " 30 13 11 12 " • 20 12
07:00 » + • « • « + » 68 31 34 11 « + 51 21
08:00 + • • * » + + • 14B 72 84 45 « + 116 58 IIIB
09:00 + + • • « • + 120 86 111 74 • • 116 80
10:00 • « + • • « • 134 103 113 100 • + 124 102
11:00 + + » • . • + 134 98 161 120 • • 148 109
49RA
12:00 Tim « « ,r « + 132 124 125 96 « • 128 L10
01:00 • + . « + • 119 122 108 107
« 114 114
02:00 • • + . • • * • 124 125 95 97 • • 110 111
03:00 • • • 141 Ise 112 105 + 126 132 49 1
04:00 + + • « 142 133 138 116 • • 140 124
05,00 " + + • • • + 126 129 111 113 + + 115 121
06:00 " » ` + + • 89 124 75 79 • • 82 102
07:00 » » » + + • • 73 70 73 58 • + 73 64 4�
08:00 • + • w » + • 71 73 65 51 + + 68 62
09:00 + « + • • 28 43 32 32 • • 30 38
10:00 • + + + + • • 27 27 26 22 • + 26 24
11:U 0 • • + • + • • 13 17 11 18 • +
+ 12 18 w
Totals 0 0 0 0 0 0 0 0 1744 1565 1509 1285 0 0 1627 1424
0 0 0 O 3309 2794 0 3051
4w,Avg. Day .Ot .Ot .0% .Ot .Ot .Ow _0% .Ot 107.1% 109.98 92.7% 90.2% .Ot .0%
AM Peaks 08:00 10:00 11:00 11:00
11:00 11:00
Volume
148 103 161 120 148 109 Ow
PM Peaks 04:00 03:00 04:00 04:00
04:00 03:00
Volume 142 158 138 116
140 132
44!%
ARTS
4944
am
4/-
am
an Jul -?8-99 09:32A ACCURATE COUNTS P _01
Location : King St Entrance to Plaza Accurate Counts
City/State: Northampton, MA 978-664-2565 Site code : 000058100003
40 Counter : 187 860-282-0223 Start Date: 07/19/99
File I.D. 58100003
Direction 1 Page 1
Begin Mon. 07/19 Tues. Wed, Thur. Fri. Sat. Sun. Week Avg.
go Time IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT
12:00 am • • • • • + • 2 4 8 2 • + 5 3
01:00 • • + + • • + • 4 7 7 7
6 7
02:00 • ♦ ♦ + + r f h 2 0 2 2 + • 2 1
40 03:00 w + . » n 0 2 ,. 0 + • 'L 1
04:00 + + + + * + 0 8 2 9 + • 1 8
05:00 > + + > • + + 23 18 2 4 + • 12 11
06:00 + • * + • + + 31 29 12 11 • • 22 20
t� 0'1:00 + • + + + • + + 47 37 25 23 + + 36 30
08:00 • + • • + + • + 94 95 86 65 + • 90 8o
09:00 + • • • + 140 158 133 109 • • 136 134
10:00 • + + • + 138 118 184 163 • + 161 140
w 11:00 + + • + * + + • 200 164 161 1'75 • +
180 170
12'.00 Pm + + + * + + + * 203 175 164 185 + • 184 180
01:00 • • + + • • 170 192 124 149
147 170
an 02:00 + + • • + • + • 143 143 158 142 + • ISO 142
03:00 + + + • + + * • 143 155 138 115 • • 140 135
04:00 • + + * + + • + 183 140 133 123 • + 158 132
05:00 • + • + * " * 146 151 109 120 + + 126 136
# 06:00 • • + + + • + • 102 103 122 98 • e
112 100
07:00 * + + * • • • 104 108 72 82 • • 88 95
08:00 • + • + + • * * 112 100 66 82 + + 89 91
09:00 • + + • • • • • 63 61 20 18 + • 42 40
10 10:00 + + + • + • * • 15 21 15 23 + • 15 22
11:00 + + + . ♦ + +
11 9 17 9 + ` 14 9
Totals 0 0 0 0 0 0 0 0 2076 1998 1762 1716 0 0 1919 1857
0 0 0 0 4074 3478 0 3776
4ti1
Avg. Day .0% .01 .04 .0% .0% .01 .0% .O1 108.1% 107.5% 91.81 92.4% .0% .0%
AM Peaks 11:00 11:00 10:00 11:00 11:00 11:00
Volume 200 164 184 175 180 170
PM Peaks
12:00 01:00 12:00 12:00 12:00 12:00
Volume 203 192 164 185 184 180
ADTs
■w Post-V Fax Note 7671 Date 7, Z si pa°ges►
To c �4_ From C�l�
Co(Dept. Co.
Phone A Phase N
Fax B Fax#
�.. _ Ju i 1v 177j l 1•oo r.41 ore
Location 1Korthampton Pioneer valley;Planning C-461 a
Counter x5601-1916 76 Con Val street site Code 000000008535 mm
x0 tl• 10691 west Spr field K0. 01089 start Date. 09/23/17
ran-classtG-5 rile X.D. . 852$
skroget name ibridae Hoed Croas §tX"tci/O Jackson St. V Vectivw'i raoa r 3
Begin Sm. 09/22 %Uss, wed. Thur. Fri. Sat. 9wr, week Atq as.
Time wB BB wa Bs wa 22 wD Ys aB Im wB ws a
12100 9A 4R 3,5 66 41 • w w x x + 56 36
91100 • + + • 19 17 31 15 ; ' ® • • * 15 16 "IN
01100 x a 14 12 16 20 ' " • • • + 14 16
03100 + • • • 11 13 11 17 • • * w • w 16 13
04100 + + + + 20 35 20 33 w + r ♦ 20 34
05100
: 72 117 S6 131 • • • • + • 67 114 1�lt
06100 • • + • 224 417 130 412 • + + • • • 327 414
01.00 • + • • 418 657 464 6s6 * + • • + • 441 671
08100 w w + • 481 653 516 691 * • • • • • 504 671 t!
09100 + + * * 358 533 433 5il6 ' + * • + + 396 536
10100 + + w • 387 513 367 404 • • • • • 377 498
11100 * • 358 507 428 571 • • + • • + + + 393 si4
tam
13100 pm • * SOS 536 558 547 * '.• • * w • • w $32 543
01100 + w 565 477 $13 471 * • • x + + • * S39 476
01100 + ► 398 507 564 538 • .• + ; + * + • 591 513
so
03100 + 645 532 666 562 w * ■ w + • + + 656 957
04800 • + .725 589 683 523 • • + + + • + 704 556
05100 • * 796 475 754 471 • + * • + • • w 775 473
06100 + * 655 381 6S7 416 * * * • • • + + 486 404 go
07100 • t 493 291 442 308 • * * • • * w + 668 300
08100 x x 191 191 353 318 + + w * • * • + 333 309
09100 * * 312 L90 309 120 + w * w * * • • 310 155
1Or00 • • 171 129 its 100 + + • * * • * • 180 114 ply
11100 • • 97 65 84 s0 w w x + • • + • 90 72
Total's 0 0 6711 4693 6175 7488 1230 1067 0 0 0 0 0 0 8359 7914
0 11104 16163 5297 0 0 0 16263 ,A
a+q. Aap .016 .0% 74.3% 61.7% 99.0% 99.5% 26.6% 36.7% .0% .0% .01% 091 .0% .0%
X1555
Am Peaks 11100 11100 08100 07.00 08:00 08.010 08100 08100
Volum1• 358 507 482 657 S26 691 504 673
41A
PK Peaks 05100 04100 05100 03100 05100 63:00
volmae 796 589 754 $62 778 557
ADTS
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4010 Fax:l-I13-732-2593 Jul 16 1999 11:36 P.39
Location 1 Nor—aslrfton Pioneer valley Planning Cmmiaion
40 Counter 1 0062x►-0815 26 Central street site Code 1 000000008517
aa0dele 1 -lfest spr"Ofield Ph 01089 start natal 09115/97
Pun.Ciaaa 1U-5 Pile =.D. 6537
40 81"*t ROOM .font* 6 Croas sty"t,109 1-91 lwtab• 20 Pare 1
"gin Non. 09/15 Taos. fled. Tkur. Fri. sat. Avat. Week kwg.
_Sys as Is as DOS as SO as Sat as M as as as Pas OR ND
13100 am * * * • ` 9 13 16 17 + • * '* 12 is
MIN 01100 r w a • • * 10 4 8 10 * * * it .9 7
02100 s s . » x • 6 9 14 8 + • + • 10 8
03:00 * * + * 7 8 8 12 + • • 8 10
!' 04100 • • • » • + 19 24 33 23 + * * • 2; 24
05400 + + • ♦ * 84 31 44 36 w : • • 36 34
06400 w • • • w » 166 91 161 104 * *' • • 164 98
07100 + * + • • + 300 184 278 165 • • + w Zap 174
ON 08100 • • « * * * 373 234 431 252 • + • • 400 243
09100 • + + • + + is? 202 380 353 • • • 384 316
10100 • • + w • + 367 358 443 403 • • • • 416 3s0
11100 « « • * 478 406 457 383 + • • * • • 468 394
r
13.00 po4 + • • • 468 425 507 418 * * * • + • 488 423
01100 + + • + 470 440 443 400 * * • • • a 486 420
02:00 * * • • 439 403 446 397 • • • • * * 444 400
03100 s w • 462 435 484 471 • • * • • • 471 433
04100 • • • • 493 4S6 499 534 * • • • • * 494 495
OS100 * * w * 454 443 434 464 * * * • • • 434 454
6666 06100 * * * • 444 333 431 367 * * • • 4 w 438 150
07100 • ♦ • • 307 267 323 251 • • • « * . 31S 269
MOO * * * 219 173 203 213 + * s w * 211 193
09100 + + ♦ • 110 114 160 113 • • w w
• • 133 114
10100 w w • 62 s0 67 77 + + • + 66 76
13000 * * w * 4s 35 4S 38 * • + • • • 44 32
Total* O O 0 0 4460 4020 6741 5364 1612 1391 0 - 0 0 - 0 6260 3393
0 0 8480 11605 3193 0 0 11643
Avg. Day 074 .0% .0% .O6 71.2% 74,66 99.7% 99.674 28.9% 23.6% .0% _0% ,0% .0%
INS
Ax peaks 11100 11100 11000 11100 10100 10100 11.00 11100
volume 478 406 457 383 443 403 468 394
Qe�
pm Peaks 04100 Q4100 12100 04100 04100 04100
volume 493 454 $07 534 496 495
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• •� rax:1-416-�62-2593 Jul 16 1999 11:28 P.07 Ow
Pioneer Valley Panning Commission IM
Turning Movement Count Summary
Intersection: Damon Road &Route 5 Date: 9/20/97
Comm wty: Nor&atupbun By: PVPC
mm Route 5 SB Damon Road WB! `Route 5 NB Bridge Road Peak
Time Period LT T RT LT T R LT T RT LT T7533 Total Hour
11:00-11:15 AM 53 114 13 27 89 71 25 106 39 11 673
I..
t 1:15-11:30 AM 44 121 20 32 78 74 27 107 28 19 671
11:30-11:45 AM 67 146 8 48 89 '70 37 109 51 1194 785
11:45-12:00 PM 57 131 23 68 84 57 36 133 54 12 771 2900
12:00-12:15 PM 52 109 13 48 79 44 36 139 50 17 716 2943 am
12:15-12,30 PM 51 114 16 39 75 46 36 105 39 8 637 2909
12;30-12:45 PM 61 �22 18 60 98 57 42 102 55 7 736 2860
12:45-1:00 PM 50 121 16 28 70 44 46 104 34 14 646 2735 ne►
Total 435 978 127 350 6621_ 463 285 905 3501 664 3171
SATUIWAY PEAK HOUR
Route 5 3B Damon Road W13 Route 5 Bridge Road
Tina Period LT T RT LT T RT' LT T RT LT 'T RT Toml
11:15-11:30 A 44 121 20 33 76 27 I07 28 19 80 411 669 "
11:30- 11:45 A 67 144 9 48 87 71 37 109 51 11 94 55 783
1145-12:00 P 54 131 23 67 85 5;8 36 133 54 12 81 35 769
12:00- 12:15 P 54 112 13 49 81 45 36 139 36T 17 83 46 725
Total 214 SOS 65 197 329 247 136 488 183 59 338 177 2946
Ada.Total* 204 472 60 183 306 239 126 454 170 55 314L 165 2740
%Trucks 3.65% 2.366/4 1.54% 0.51% 3.04% 2.43°hl 2.21°h 113% 0.005A 1.69% 1.07% 0.56%
PHF 0.90 0.92 0.90 0.90 0.94 r
•Adj Total m Traffic Volurm Senonalty Adjusbed to Annual Avenge ,
MW
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DAMRT5'S.XLS
• P-V-P-C Fax:1-413-732-2593 Jul 16 1999 1127 P.06
Pioneer Valley Planning Commission
Turning Movement Count Summary
Intersection: Damon Road&Route 5 Date: 91117/97
�s Comrmnity:Northampton By: P'VPC
Route 5 SH Route 5 N& Damon Road WB Bridge Road peak
Time Period LT T RT LT T RT LT T RT LT T RT Total Hour
7:00-7:15 AM 20 42 4 11 48 12 15 48 25 12 94 19 350
7:15-7:30 AM 39 54 3 10 42 13 16 90 18 6 108 16 415
7:30-7:45 AM 37 69 8 6 71 24 16 54 25 6 91 22 429
7:45-8:00 AM 45 92 10 to 61 24 28 116 33 7 107 34 5671761
8:00-8:15 AM 68 114 6 13 73 43 30 72 29 12 144 24 628 2039
8:15-8:30 AM 48 120 11 to 49 39 29 79 25 3 105 25 543 2167
830-SAS AM 47 101 13 19 46 37 31 70 10 5 100 20 499 2237
8:45-9:00 AM 89 74 9 14 61 28 42 $4 52 7 119 35 614 2284
.A Total 393 666 64 93 451 2.20 207 613 217 S8 8681 195
Route 5 SB Route 5 NB Dmon Road WB $ni a Road Peak
Time Period LT T I RT LT T RT LT T RT LT T RT Total flour
4:00-4.15 PM 52 88 23 30 101 37 4 122 52 12 89 24 634
4:15-4:30 PM 84 120 19 31 119 51 75 145 48 16 89 24 821
4:30-4:45 PM 86 117 31 35 121 49 39 120 65 9 82 30 784
00 4:45-5:00 PM 41 99 13 34 129 46 56 143 57 11 123 24 776 3015
5100-5115 PM 66 118 24 33 125 36 46 154 80 4 114 24 824 3205
5:15-5:30 PM 73 109 14 42 123 34 45 143 70 12 IOS 31 801 3185
5:30-5:45 PM 58 106 20 35 123 34 51 118 67 6 100 30 748 3149
5:45-6:00 PM 50 111 171 35 123 34 37 137 58 6 1001 25 733 3106
Total I 510 868 1611 275 964 321 3S3 1082 497 76L 8021 212
AM PEAK HOUR
Route 5 SB Route 5 NB Damon Road WB Bridge It oad
ow Time Period LT T RT LT T RT LT T RT LT T RT TOW
8:00-8:1 S AM 68 114 6 13 73 43 30 72 29 12 144 24 628
8:15-8:30 AM 48 120 11 10 49 39 29 79 25 3 105 25 $43
8:30-8:45 AM 47 101 13 19 46 37 31 70 10 5 100 20 499
8:45-9:00 AM 89 74 9 14 61 28 42 84 52 7 119 33 614
Total 2S21 409 39 56 229 147 132 305 116 27 468 104 7.294
Adi.ToOW46 2341- 380 36 52 213 137 123 2 108 435
%Trucks 4.76%. 3.91% 0-00% 1.79X. 3.069'.' 6.12%. 1.52% 1.31% 2.5994 3.70% 1.7104 0.96%
pw 0.93 0.84 038 0.83 0.91
PM PEAK HOUR
+! Route 5 SB Route 5 NB Damon Road WB Bridge Road
Time Period LT T RT LT T RT LT T RT LT T RT Total
4:15-4:30 PM 84 120 19 31 119 51 75 145 48 16 89 24 821
4:30-4:45 PM 86 117 31 35 121 49 39 120 65 9 82 30 784
4:45-5.00 PM 41 99 13 34 129 46 56 143 57 11 123 24 776
5:00-5:15 PM 66 118 24 33 125 36 46 154 80 4 114 24 824
Total 277 454 87 133 494 182 216 562 250 40 408 102 3205
Ad,-Total* 258 412 81 124 459 169 201 233 37 379 95 29 1
%Trucks 3.25 1.54% 0.00%. 0.0096 1.21% 220% 1.85% 3.20% 1 2.00% 3.00X. 4.17% 0.98%
PHF 0.87 7 0.97 0.92 0.87 0.97
+ss
•Adj Total t Traffic Volurne Seasonally Adjusted to Annual Average
D AMRT5.XLS
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Appendix A
'"' Traffic Count Data
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TRAFFIC IMPACT STUDY
ww PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 23
Aw
traffic impacts along the local roadway network. The total increase in traffic
during the. weekday afternoon and Saturday midday peak is not expected to
exceed 73 and 11 vehicles respectively, when compared to !raffic volumes
when the Caldor's store was in operation. Level of service at study area
intersections remains the same as when the Caldor's store was in operation.
While the intersection o f Hatfield Street and Cooke Avenue does not meet
mulitway stop sign warrants, the proponent will investigate the possibility of
on cutting back existing hushes to improve sight. distances, and installing
pavcment markings on I latfietd Strcct.
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TRAFFIC IMPACT STUDY
„ PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 22
7,O Conclusions
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Utilizing standard enginccrii�}; pm(ticc},, dw, I-raffic In1p;.1(.t Study has:
• Reviewed existing traffic and roadway conditions in the vicinity of the
site;
.�r
• Researched available historical traffic dat�l at study area. intersections;
• Estimated the additional traffic that will be generated by the proposed
project,
• Presented an evaluation of traffic impacts due to the development of the
project, and
• Conducted a signal warrant analysis for the intersection of Hatfield Street
and Cooke Avenue.
04 This Study shows that:
• Conversion of the existing Caldor's store into an expanded Wal-Mart
on store will result in no more than 73 additional trips during the weekday
evening peak hour, and I I additional trips during the Saturday midday
am peak hour,when compared to the existing Calder's store traffic volumes.
• On a daily basis, the proposed Wal-Mart store is expected to generate no
1110 more than 600 additional trips, when compared to the existing Caldor's
store traffic volumes.
>
• Conversion of the existing Caldor's store into an expanded Wal-Mart
store wili not reduce level of service at any study area intersections
during both the weekday evening peak hour, and Saturday midday peak
w hour. In most cases, total increase in delay is less than one second.
• The intersection of Hatfield SCree', and Coolie Avenue will not meet the
rcquirements for multiway stop sign control with Wal-Mart traffic
volumes on the local roadway network.
In conclusion, it is the opinion of The BSC Group, Inc. that conversion of an
existing Caldor's store into an expanded Wal-Mart store will have minimal
71
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TRAFFIC IMPACT STUDY
40 PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 21
40
6.0 Mitigation
SuhscLiuent to the data coliection and analysis perlormed lot- tins study, the
PVPC conducted an analysis of traffic operations at the intersection of
rw Hatfield Street and Cooke Avenue. This study included a review of average
daily traffic volumes, accident history at the location, and determination of
whether the intersection meets a multiway stop sign warrant. Based on the
' results of this analysis, the intersection currently does not meet the mulitway
stop sign warram. It was recommended however, that sight distances on
Cooke Avenue in the eastbound direction be improved by cutting back
on existing bushes on the west side of Hatfield Street. Also, it was
recommended that pavement markings be installed along Hatfield Street to
provide a proper scheme of traffic control.
�w
To determine whether the proposed Wal-Mart traffic would cause this
intersection to meet the multiway stop sign requirements, a warrant analysis
MW was conducted assuming Wal-Mart related traffic was in place. Traffic
associated.with the proposed Wal-Mart was added to existing daily and
hourly volumes in proportion to existing traffic volumes. Based on the
results of this analysis, the intersection still does not meet the warrant.
However„ the proponent will investigate the possibility of cutting back
existing bushes to improve sight distances, and installing pavement
markings on Hatfield Street. Stop sign warrant data are contained in
Appendix 0.
40
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�IBSC_ Giuu i,
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TRAFFIC IMPACT STUDY
+ r PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 20
A.w
weekday afternoon peak hour and the Saturday midday peak hour
respectivcly. 7'otal delay is increased by no more than 0.2 seconds between
the Caldor's and \Vrd-Mart conditions.
North Hatfield Street @ Bridge Road
Under both the former Caldor's operation, and the proposed Wal-Mart
operation, this intersection operates at level of service A during the weekday
afternoon peak:hour and the Sal u[clay midday peak hour. 'i otal delay is
increased by no more than 0.1 seconds between the Caldor's and Wal-Mart
conditions.
South Hatfield Street 4 Ri id�gc Road
Under both the former Caldor's operation, and the proposed Wal-Mart
operation, this intersection operates at level of service A during the weekday
afternoon peak hour and the Saturday midday peak hour. Total delay is
increased by no more than 0.1 seconds between the Caldor's and Wal-Mart
conditions.
Bridge Road @,Jackson StreetlCooke Avenue
Under both the former Caldor's operation, and the proposed Wal-Mart
Operation, this intersection operates at level of service C and B during the
weekday afternoon peak hour and the Saturday midday peak hour
respectively. Total delay is increased by no more than 0.5 seconds between
the Caldor's and Wal-Mart conditions.
40
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TRAFFIC IMPACT STUDY
ew PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 19
40
North King Street {. t7an�r�n Rnradlf3ridcre Ror:rd
lncfer hott I the jointer Caldor's operation, and the proposed WaI-Mart
operation, this intersection operates at level of service F during both the
weekday afternoon peak hour, and the Saturday midday peak hour.
However, the only movement that operates at level of service F is westbound
left turns from Damon Road onto North King Street. This movement is not
directly impacted by W�d-Mart related llaflic since. vehicles -naking this
maneuver are turning away from the proposed site. All movements which
?! are directly impacted by Wal-Mart related traffic operate at level of service D
or better. For each of these movements, average delay between Caldor's
operation, and Wal-Mart operation increases by less thmn one second.
North King Street @ North Big Y Drive
Under both the former Caldor's operation, and the proposed Wal-Mart
operation, 'this intersection operates at level of service A during both the
weekday afternoon peak hour, and the Saturday midday peak hour. Total
delay is increased by no more than 0.1 seconds between the Caldor's and
Wal-Mart conditions.
North King Street @South Big Y Drive
Under both the former Caldor's operation, and the proposed Wal-Mart
operation, [his intersection operates at level of service A during both the
weekday afternoon peak hour, and the Saturday midday peak hour. Total
delay is increased by no more than 0.1 seconds between the Caldor's and
Wal-Mart conditions.
North King Street @ Site Drive
Under both the former Caldor's operation, and the proposed Wal-Mart
operation, ?his intersection operates at level of service B and E during the
weekday afternoon peak hour and the Saturday midday peak hour
respectively. Total delay is increased by no more than 3.3 seconds between
the Caldor's and Wal-Mart conditions.
North King Street @ Hatfield Street
Under both the former Caldor's operation, and the proposed Wal-Mart
operation, this intersection operates at level of service B and A during the
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TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 18
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Table 7 : Level of Service Summary
Former Proposed
" Caldor's Store Wal-Mart Store
U Y r0 d y rO
#w ° n n
Friday Afternoon Peak
North King St. @ Damon/Bridge * F * F
North King Street @ North Big Y Drive 1.5 A L6 A
'
North Kin;;Street @ South Big Y Drive 2.1 A 2.1 A
North King Street @ Site Drive 53 B 7.2 B
North King Street @ Hatfield Street 5.7 B 5.9 B
North Hatfield Street @ Bridge Street 3.5 A 3.6 A
South Hatfield Street @ Bridge Street 1.8 A 1.9 A
Bridge St. 6P Jackson St/Cooke Avenue 23.7 C 24.2 C
Saturday Midday Peak
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North King St. @ Damon/Bridge F * F
North Kin;;Street @ North Big Y Drive 2.4 A 2.4 A
North King Street @ South Big Y Drive 2.5 A 2.6 A
North King Street @ Site Drive 41.7 E 45.0 E
+�w
North Kin;g Street @ Hatfield Street 2.4 A 2.4 A
North Hatfield Street @ Bridge Street 2.3 A 2.3 A
South Had-ield Street @ Bridge Street 1.3 A 1.3 A
Bridge St @ Jackson St./Cooke Avenue 11.1 B 11.2 B
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PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 17
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the analyses are summarized helow and in Tuhie 7 Capacity analysis
worksheets are contained in Appendix C.
Table 5:
Level of Service Designations for Unsi nalized Intersections
Delay
Category (SecNeh)
LOS A 0.0 - 5.0
LOS 5.1 - 10.0
LOS 10.1 - 20.0
LOS D 20.1 - 30.0
LOS E 30.1 - 45.0
LOS F 45.1 +
so
Source: Transportation Research Board, Highway Capacity
Manual, Special Report 209, Third Edition; National Research
Council, 1994.
rw,
Table 6:
Level of Service Designations for Si nalized Intersections
Delay
Category (SecNeh)
LOS 0.0 - 5.0
LOS 5.1 - 15.0
LOS C 15.1 - 25.0
LOS D 25.1 - 40.0
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LOS E 40.1 - 60.0
LOS F 60.1 +
wis -
Source: Transportation Research Board, Highway Capacity
Manual, Special Report 209, Third Edition; National Research
Council, 1994.
BSC GRour,
TRAFFIC IMPACT STUDY
we PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 16
5.0 Traffic Operations Analysis
5.1 (.c vels of Service critc6a
on Measuring;existing traffic volumes and projecting future traffic volumes
quantifies traffic flow within a study area. To assess quality of Flow, capacity
analyses were conducted for the study area's intersections and site drives for
the Existing, No Build, and Build conditions. In addition, where possible
capacity al mly c s wc_rc, prrfornlc cd for N92_ cxisting traffic operations. "The
capacity analyses provide a standardized indication of how well the
intersections accommodate traffic demands.
A primary result of capacity analyses is the assignment of Levels of Service to
traffic facilities under various traffic flow conditions. Analyses were
conducted. using methods defined in the 1994 Highway Capacity Manual (TRB,
1994) for unsignalized intersections. The concept of Level of Service is
defined as a qualitative measure describing operational conditions within a
traffic stream and their perception by motorists.
A Level of Service definition generally describes these conditions in terms of
such factors as speed and travel time, freedom to maneuver, traffic
interrupticns, comfort and convenience, and safety. In so doing, Level of
Service provides an index to quality of traffic flow.
OK
Six Levels of Service are defined for each type of facility. They are given letter
designations, from A to F, with Level of Service (LOS) A representing the best
on operating conditions and LOS F representing the worst. Since the Level of
Service of a traffic facility is a function of traffic flows placed upon it, an
intersection may operate at a wide range of Levels of Service, depending on
time of day, day of week, or period of year.
The average delay per vehicle approaching an intersection is used to quantify
the Level of Service at a particular intersection. This is discussed briefly
below, anca LOS designations are defined in Table 5 (Unsignalized
Intersections) and Table 6 (Signalized Intersections). Average delay measures
the mean stopped delay experienced by vehicles entering an intersection
during the peak hour period. Average delay is measured for each individual
turning movement that must yield the right of way, and for the intersection
as a whole (including through vehicles that experience no delay).
5.2 Operating Conditions
Capacity analyses were performed for study area intersections for each both
the former- Caldor's traffic, and the proposed Wal-Mart traffic. The results of
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Saturday Midday Wal-Mart Traffic Volurnes Figure 6
Proposed Wal-Mart Store Not to Scale
Northampton, MA
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Weekday Evening Wal-Mart Traffic Volurnes Figure 5
Proposed Wal-Mart Store
Not to Scale
Northampton, MA
BSC GROUP
TRAFFIC°'IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 13
4.0 Build Condition
w.
In order to determine the expected incre�i,.c in Hattie due to the conversion of
the existing store to the expanded Wal-Mart store, total trip generation for
both facilities were compared. In the case of the proposed Wal-Mart store,
the more conservative trip generation volumes for each time period were
utilized. Table 4 summarizes the expected increase in trip generation due to
the conversion of the existing store.
Table 4: Trip Generation Comparison
aa. Weekday Evening Saturday Midday Daily
Peak Flour Peak Hour Trams
Enter Exit Total Enter Exit Total
Existing Store 202 202 404 373 357 730 5397
Proposed Wal-Mart 249 228 477 378 363 741 5997
Increase 47 26 73 5 6 11 600
Build condition traffic volumes were determined by applying the additional
trips expected to be generated by the expanded Wal-Mart store to the
existing store traffic volumes. Additional Wal-Mart traffic was distributed
onto the local roadway network in accordance to observed retail traffic
Patterns. 11ibures 5-6 display the Wal-Mart ISuild condition traffic volumes.
7 1 B SC' G wo u r
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TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 12
3.4 2 Wal-��art C���mposite Rai es
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B IIcd on the rc,ult> of this an �lysis, the expanded I�u jhty Iras the potential to
generate 477 trips (249 entering, 228 exiting) during the weekday evening
peak hour, and 629 trips (322 entering, 307 exiting) during the Saturday
midday peak hour. On a daily basis, the expanded facility has the potential to
generate 5602 trips. The results of this analysis are summarized in Table 3.
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Fabic 3: Trip Generation Proposed Wal-Mart Store
4W Weekday Evening Saturday Midday Daily
Peak Hour Peak Hour Trips
Enter Exit Total Enter Exit Total
4W ITE Rates 205 205 41-0 378 363 741 5997
Wal-Mart Rates 249 228 477 322 307 629 5602
The results of the trip generation calculations indicate that under the most
conservative scenario, the proposed Wal-Mart store will generate 477 trips
during the weekday evening peak hour and 741 trips during the Saturday
midday peak hour. On a daily basis, the proposed facility would generate
5997 trips.
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TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 11
CT. The supplemental data provid(�d an extensive database from which trip
generation rates could be detertnined. In order to determine a composite trip
gerieratioli rate, the total peak hour and daily trips generated by the existing_
facilities were divided by the total area of all stores for which data were
available. The ITE and calculated trip generation rates are shown in Table 2.
Table 2: Trip Generation Rate Comparison
— \y'e��kd,ty L�te�rtin�;�— .`;atr rd, y Mdda} Daily,
Peak Hour Peak Hour Trips
Enter Exit Total Enter Exit Total
ITE Rates 2.12 2.12 4.24 3.91 3.75 7.66 56.63
Wal-Mart.Trip 2 57 2 36 4.93 3.33 3.17 6.50 57.94
Generation Rates
The results of the analysis indicate that in general, calculated trip generation
rates were comparable to those contained in the 'ITE manual. Calculated trip
generation.rates for the weekday evening peak hour-were approximately 16
go percent higher than the ITE published rates, while calculated rates for the
Saturday midday peak were approximately 18 percent lower than the ITE
published rates. On a daily basis, the calculated trip generation rates were
only 2.3 percent greater than ITE daily rates.
3.4 Additional Trip Generation
To determine the total trip generation for the proposed Wal-Mart store, trip
generation.calculations were performed. Future trips were calculated using
two methodologies. The first method utilizes ITE trip generation rates, while
second uses rates derived from counts conducted at existing Wal-Mart stores.
3.4.1 ITE Rates
Based on the results of this analysis, the expanded facility has the potential to
generate 410 trips (205 entering, 205 exiting) during the weekday evening
a' peak hour, and an 741 trips (378 entering, 363 exiting) during the Saturday
midday peak hour. On a daily basis, the expanded facility has the potential to
generate 5997 trips. The results of this analysis are summarized in Table 3.
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TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 10
10 Wal-Mail Traffic_Volumes
in order to determine the expected incres3se in traffic date to the conversion A
the existing Caldor's store into an expanded Wal-Mart store, trip generation
" calculations were performed for the proposed store. To provide the most
conservative estimate of traffic impacts clue to the proposed store, traffic
volumes were calculated through two methods. The first involved using
industry standards, as was performed for the existing Caldor's store. The
second involved collection of lrallic data at existing Wal-Mart stores to verily
these rates.
3.1 Trip Generation Rates
Trip generation rates for the proposed development were determined through
two methods. Typically, future trip generation for a proposed development
is determined through use of the Institute of Transportation Engineers (ITE)
Trip Generation Manual. The manual provides trip generation rates for a
number of land uses, including Land Use Code 815 —Free Standing Discount
Store. In order to verify the accuracy of these rates, traffic counts were
performed at a number of existing Wal-Mart stores to allow for comparison
between the ITE rates, and field conditions.
3.2 ITE Trip Generation Rates
The first method used to determine trip generation rates for the proposed
Wal-Mart store was through use of the ITE Trip Generation Manual. The
manual provides rates for a number of retail land uses including Land Use
Code 815 --Free Standing Discount Store. This land use code is intended for
free standing stores with off-street parking that typically stay open for long
hours, and. sell a wide range of products.
3.3 Wal-Mart Rates
To verify the trip generation characteristics of the proposed Wal-Mart store,
traffic counts were conducted at two existing Wal-Mart stores in Walpole and
Northboro., MA. At the Walpole location, 24-hour automatic traffic recorder
(ATR) counts were conducted at both site drives from Friday June I l'h to
Saturday June 12'h, 1999. Al the Northboro location, turning movement
No counts were conducted at the site drives during the Friday afternoon (4:00-
6:00 P.M.) and Saturday midday (I 1:00-1:00 P.M.) peak hours.
In addition, Doucet and Associates supplied supplemental traffic count data
collected at other New England Wal-Mart stores. These data were collected
at existing Wal-Mart stores in Orange MA, Claremont NH, and Windham
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Proposed Wal-Mart Store
P Not to Scale
Northampton, MA
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Weekday Evening Caldor's Traffic Volumes Figure 3
Proposed Wal-Mart Store Not to Scale
Northampton, MA
BSC GROUP
04
TRAFFIC IMPACT STUDY
40 PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 7
RV(1w;ly lwtw:mlc in �J(volaan"' to txisting retail trip di,StribUtiOn- The one
exception was the intersection of North King Street and Damon Road. These
traffic v olunic" were collected "i " t11e former Cal(1or's store was in
operation, and therefore require no adjustment. Figures 3-4 display the traffic
volumes with Caldor s in operation.
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TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 6
• Bridge Road ,,t Jackson Street/Cook(:,Avenue.
Based on the residts of these counts, the overall peak hours of roadway traffic
were determined to be 4:00—5:00 P.M. during the weekday evening peak,
and i 1:00 A.M. - 12:00 P.M. during the Saturday midday peak.
2.3 Historical Traffic Data
r
In order to obtain traffic volumes for the titric pc!icxl \v1icil the former
Caldor's store was in operation, the Pioneer Valley Planning Commission
(PVPC)was consulted. PVPC was able to provide traffic count data for the
intersection of North King Street, Bridge Road and Damon Road collected in
September of 1997. In addition,PVPC was able to provide ATR data for
North King Street for the same time period. Complete traffic data are
contained in Appendix A.
2.4 Existing Traffic Volumes with Caldor's Traf fie
In order to account for traffic that was previously generated by the existing
store, trip generation calculations were performed. Trip generation
calculations were performed through use of the ITE Trip Generation Manual.
The manual provides rates for a number of retail land uses including Land
Use Code t;15—Free Standing Discount Store. This land use code is
WA intended for free standing stores with off-street parking that typically stay
open for long hours, and sell a wide range of products. Trip generation
calculations were performed for the existing 95,304± s.f. building. Table I
summarizes the daily and peak hour trip generation of the existing store.
According to current MEPA guidelines, 25 percent of trips generated by this
type of retail facility are assumed to be pass-by trips. These are trips whose
primary destination is not the retail store, but who stop on route to their
primary destination. This pass-by rate was applied to Caldor's related traffic.
Trip generation data are contained in Appendix B.
Table 1: Trip Generation— Existing Caldor's Store
Weekday Evening Saturday Midday Daily
Peak Hour Peak Hour Trips
Enter TxitTot4al Enter Exit Total
Existing Store 202 373 357 730 5397
In order to replicate traffic conditions when the Calder's store was in
u operation, trips generated by the former store were applied to existing 1999
traffic volumes. Caldor's related traffic was distributed onto the local
me
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 5
Hatfield Street
liatficld S',reet is a two lane local roa�lwa�� Providing access hetwccrl North
King Strcel and Locust Street (Route 9). Hatfield Street meets Bridge Road at
a dog-legged stop,sign controlled intersection. The roadway primarily serves
residential uses. The posted speed limit is on Hatfield Street is 30 miles per
hour.
13ridge Road
Bridge Road is a two-lane undivided roadway that travels in an east-west
direction between North King Street and North Farms Road. Bridge Road
meets Damon Road and North King Street at a signalizes] intersection. Within
wo the vicinity of the site, Bridge Road serves a mix of retail and residential uses.
The posted speed limit on Bridge Road is 35 miles per hour.
Damon Road
Damon Road is a two-lane undivided roadway which travels in an east-west
direction between North King Street and Bridge Street(Route 9). Damon
Road meets Bridge Road and North King Street at a signalized intersection.
Within the vicinity of the site, Damon Road serves a mix of retail and office
uses. The posted speed limit on Damon Road is 35 miles per hour.
2.2 Existing Traffic Volumes
Existing traffic volumes were measured during July 1999. Existing daily
traffic volumes were measured through the use of automatic traffic recorders
(ATR's) Friday July 23, 1999 to Saturday July 24, 1999 along the following
to roadways:
• Cooke Avenue (east of Hatfield Street),
• H�-Afield Street (north of Cooke Avenue), and
• the North King Street entrance to the site.
To obtain peak hour traffic volumes, turning movement counts were
conducted at the following study area intersections on Friday July 23, 1999
from 4:00--6:00 P.M., and Saturday July 24, 1999 from 1 1:00 A.M to 1:00
P.M.:
• Hatfield Street at Bridge Road,
• North King Street at Hatfield Street,
• North King Street at northern Big Y driveway,
• North King Street at southern Big Y driveway, and
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" Proposed Wal-Mart Store
Not to Scale
Northampton, MA
BSC GRoup
40
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 3
2.0 Existing Conditions
7. 1 1_ristin�;P.oadU�ay C��nditions
The existing Caldor's store, which will be expanded in order to accommodate
the proposed Wal-Mart, has been vacant since early 1999. Prior to
commencement of this traffic impact study, the Pioneer Valley Planning
WO Commission (PVPC) was contacted to determine what, if any, traffic data is
available from the tifne when the store was in operation. PVPC was able to
provide traffic data for only the intersection of North King Street with Damon
Road and Bridge Road. Therefore, it is critical that the existing baseline
condition includes traffic from Caldor's.
In order to replicate existing baseline traffic conditions, assuming the existing
Caldor's store was open, a two-step process was utilized. The first step
involved collecting existing traffic data along study area roadways, and at
various study area intersections on a daily basis, and during the peak hours
of retail traffic. The second step was to utilize standard engineering practice
to estimate the number of additional trips which would be generated
assuming the existing Caldor's store was in operation. These additional trips
were then added to existing traffic volumes to replicate current traffic
volumes with the Caldor's store in operation.
A comprehensive field inventory of the adjacent roadway system was
conducted during July of 1999. The inventory included collection of existing
roadway geometries, traffic control, and traffic volumes for the roadways and
intersections in the vicinity of the site. Traffic volumes were collected by
means of automatic traffic recorder(ATR) counts and substantiated by
manual intersection turning movement counts. The study area roadway
network is displayed in Figure 2.
North King Street
North King Street (Route 5) in the vicinity of the site, is a four-lane undivided
arterial travelling in a north south direction parallel to Interstate 91 (1-91).
North King Street provides access between Greenfield to the north and
Springfield to the south. Along its route, North King Street provides a
number of access points to 1-91.
9% North King Street meets Damon Road/Bridge Road at a signalized
intersection. North of this intersection, North King Street meets the site
drive, and Hatfield Street at stop sign controlled T-intersections. The posted
speed limit on North King Street, in the vicinity of the site is 40 miles per
hour. Within the project area, North King Street primarily serves retail uses.
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Proposed Wal-Mart Store
P Not to Scale
Northampton, MA
BSC GROUP
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON MA
PAGE 1
1.0 Introduction
Wal-Mart Stores, Inc. proposes to convert an ahandoned Caldor's store in.
Northampton, MA into a new Wal-Mart store. The proposed site is located
in the existing strip center bordered by North King Street, Hatfield Street,
and Cooke Avenue (Figure 1). The conversion will include expansion of the
existing building from 95,304±square feet (s.f.) to 96,693±s.f. Primary
access to and from the new facility will remain via the existing entrance off
North King;Street (Route 5).
40 The BSC Group, Inc. has prepared this Traffic Impact Study to evaluate the
potential traffic impacts that the project may have on the local roadway
network. Operating conditions along the local roadway network with the
proposed Wal-Mart in operation are compared to conditions assuming the
' existing Caldor's store was currently in operation. Traffic impacts due to the
development are evaluated, and where warranted, appropriate mitigation
measures are presented.
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BS C GROUP
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON,MA
ERRATA SHEETS
PAGE 21
6.0 Mitigation
Subsequent to the data collection and analysis performed for this study, the
PVPC conducted an analysis of traffic operations at the intersection of
Hatfield Street and Cooke Avenue. This study included a review of average
daily traffic volumes, accident history at the location, and determination of
whether the intersection meets a multiway stop sign warrant. Based on the
results of this analysis, the intersection currently does not meet the mulitway
stop sign warrant. It was recommended however, that sight distances on
Cooke Avenue in the eastbound direction be improved by cutting back
existing bushes on the west side of Hatfield Street. Also, it was
recommended that pavement markings be installed along Hatfield Street to
provide a proper scheme of traffic control.
To determine whether the proposed Wal-Mart traffic would cause this
intersection to meet the multiway stop sign requirements, a warrant
analysis was conducted assuming Wal-Mart related traffic was in place.
The Manual on Uniform Traffic Control Devices(MUTCD) identifies three
criteria for which a multiway stop sign is warranted.
The first criterion allows for installation of a multiway stop sign as an
interim measure while arrangements are being made for signal
installation. This location does not meet this criterion.
The second criterion is evidence of an accident problem, as indicated by
five or more accidents in a given 12-month period, of a type which could
be corrected by a multiway stop sign. The PVPC analysis states that 4 or
less accidents per year occurred at this location. Therefore,this location
does not meet this criterion.
The third and final criterion to justify multiway stop sign installation is
the following:
• the total entering traffic from all approaches must average 500
or more vehicles for any 8 hours of an average day,
• the combined vehicular and pedestrian volume from the minor
approach must average at least 200 units per hour for the
same 8 hours,with an average delay to minor street of at least
30 seconds per vehicle during the maximum hour but,
• when the 85"'percentile approach of the major street traffic
exceeds 40 miles per hour,the minimum vehicular volume
warrant is 70 percent of the above requirements.
BSC GROUP
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON, MA
ERRATA SHEETS
PAGE 18
Table 7 : Level of Service Summary
Former Proposed
Caldor's Store Wal-Mart Store
d � r da r-
0 o
Friday Afternoon Peak
North King St.@ Damon/Bridge Road * F * F
North King Street @ North Big Y Drive 15 A 1.6 A
North King Street @ South Big Y Drive 2.1 A 2.1 A
North King Street @ Site Drive 5.3 B 7.2 B
North King Street @ Hatfield Street 5.7 B 5.9 B
North Hatfield Street @ Bridge Road 35 A 3.6 A
South Hatfield Street @ Bridge Road 1.8 A 1.9 A
Bridge Rd. @ Jackson St./Cooke Ave. 23.7 C 24.2 C
Saturday Midday Peak
North King St. @ Damon/Bridge Road * F * F
North King Street @ North Big Y Drive 2.4 A 2.4 A
North King Street @ South Big Y Drive 2.5 A 2.6 A
North King Street @ Site Drive 41.7 E 45.0 E
North King Street @ Hatfield Street 2.4 A 2.4 A
North Hatfield Street @ Bridge Road 2.3 A 23 A
South Hatfield Street @ Bridge Road 1.3 A 1.3 A
Bridge Rd. @ Jackson St./Cooke Ave. 11.1 B 11.2 B
BSC GROUP
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON, MA
ERRATA SHEETS
PAGE 16
5.0 Traffic Operations Analysis
5.1 Levels of Service Criteria
Measuring existing traffic volumes and projecting future traffic volumes
quantifies traffic flow within a study area. To assess quality of flow, capacity
analyses were conducted for the study area's intersections and site drives for
the Existing, No Build, and Build conditions. In addition, where possible
capacity analyses were performed for 1992 existing traffic operations. The
capacity analyses provide a standardized indication of how well the
intersections accommodate traffic demands.
A primary result of capacity analyses is the assignment of Levels of Service to
traffic facilities under various traffic flow conditions. Analyses were
conducted using methods defined in the 1994 Highway Capacity Manual (TRB,
1994) for signalized and unsignalized intersections. The concept of Level of
Service is defined as a qualitative measure describing operational conditions
within a traffic stream and their perception by motorists.
A Level of Service definition generally describes these conditions in terms of
such factors as speed and travel time, freedom to maneuver, traffic
interruptions, comfort and convenience, and safety. In so doing, Level of
Service provides an index to quality of traffic flow.
Six Levels of Service are defined for each type of facility. They are given
letter designations, from A to F, with Level of Service (LOS)A representing
the best operating conditions and LOS F representing the worst. Since the
Level of Service of a traffic facility is a function of traffic flows placed upon it,
an intersection may operate at a wide range of Levels of Service, depending
on time of day, day of week, or period of year.
The average: delay per vehicle approaching an intersection is used to quantify
the Level of'Service at a particular intersection. This is discussed briefly
below, and LOS designations are defined in Table 5 (Unsignalized
Intersections) and Table 6 (Signalized Intersections). Average delay measures
the mean stopped delay experienced by vehicles entering an intersection
during the peak hour period. Average delay is measured for each individual
turning movement that must yield the right of way, and for the intersection
as a whole (including through vehicles that experience no delay).
5.2 Operating Conditions
Capacity analyses were performed for study area intersections for each both
the former Caldor's traffic, and the proposed Wal-Mart traffic. The results of
BSC GROUP
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE NORTHAMPTON,MA
ERRATA SHEETS
PAGE 6
• North King Street at southern Big Y driveway, and
• Bridge Road at Jackson Street/Cooke Avenue.
Based on the results of these counts, the overall peak hours of roadway traffic
were determined to be 4:00—5:00 P.M. during the weekday evening peak,
and 11:00 A.M. — 12:00 P.M. during the Saturday midday peak.
To determine whether these collected traffic volumes were representative
of average annual conditions, Massachusetts Highway Department
(MassHighway)traffic volumes were examined.MassHighway collects
average daily traffic volumes at a number of locations, including Station
11 along Route 5, in Northampton. Based on the data collected between
1994 and 1997„July traffic volumes ranged between 4 and 7 percent
higher than the annual average volumes for all four years of available data.
Therefore, no seasonal adjustment was applied to collected data.
2.3 Historical Traffic Data
In order to obtain traffic volumes for the time period when the former
Caldor's store was in operation, the Pioneer Valley Planning Commission
(PVPC)was consulted. PVPC was able to provide traffic count data for the
intersection of North King Street, Bridge Road and Damon Road collected in
September of 1997. In addition, PVPC was able to provide ATR data for
North King Street for the same time period. Complete traffic data are
contained in Appendix A.
2.4 Existing Traffic Volumes with Caldor's Traffic
In order to account for traffic that was previously generated by the existing
store, trip generation calculations were performed. Trip generation
calculations were performed through use of the ITE Trip Generation Manual.
The manual provides rates for a number of retail land uses including Land
Use Code 815—Free Standing Discount Store. This land use code is
intended for free standing stores with off-street parking that typically stay
open for long hours, and sell a wide range of products. Trip generation
calculations were performed for the existing 95,304± s.f. building. Table 1
summarizes the daily and peak hour trip generation of the existing store.
According to current MEPA guidelines, 25 percent of trips generated by this
type of retail facility are assumed to be pass-by trips. These are trips whose
primary destination is not the retail store, but who stop on route to their
primary destination. This pass-by rate was applied to Caldor's related traffic.
Trip generation data are contained in Appendix B.
BSC GROUP
BSC GWOUP
TRAFFIC IMPACT STUDY
PROPOSED WAL-MART STORE
Northampton, MA
August 17, 1999
Prepared for:
Doucet & Associates, Inc.
47 Gothic Street
Northampton, MA 01060
Prepared by:
The BSC Group, Inc.
425 Summer Street
Boston, MA 02210
(617)-330-5300