HomeMy WebLinkAboutAPEX HAVEN APARTMENTS - PDP190017 - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDYHAVEN APARTMENTS – SUPPLEMENTAL TRAFFIC STUDY
CITY OF FORT COLLINS
M E M O R A N D U M
To: Martina Wilkinson, City of Fort Collins
From: Ruth Rollins
Date: March 6, 2020
Subject: Supplemental Traffic Study – Proposed Haven Apartments
The following memorandum provides a supplemental transportation analysis of the proposed
Haven Apartments located at 730 W Prospect Road in Fort Collins. The original study was
documented in a memorandum to Martina Wilkinson dated August 28, 2019. The original study
concluded that the additional 54 apartments would not have significant transportation impacts.
The project has been modified. The parking for the 54 units was originally proposed to be
housed on-site. This design has been changed, parking for 50 units will be provided at the
existing Apex Apartments located directly west of the proposed project. This revision is illustrated
on Figure 1.
Figure 1 – Revised Site Plan
HAVEN APARTMENTS – SUPPLEMENTAL TRAFFIC STUDY
CITY OF FORT COLLINS
ROLLINS CONSULT LLC MARCH 5, 2020
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Primary vehicular access to the project site will now be from the Apex Apartments driveway
located at 808 W Prospect Road. This driveway is designed as a right-in/right-out only.
The City requested that this driveway be analyzed to look at peak hour operations and determine
the need for auxiliary lanes.
EXISTING CONDITIONS AT APEX DRIVEWAY
Peak hour turning movement counts were performed at the Apex Driveway on March 3, 2020
during both the morning (7:00 to 9:00 AM) and evening (4:00 to 6:00 PM) peak hours. The
results of this data collection are provided in the Appendix A and shown below on Figure 2. The
owner of the Apex Apartments indicated that 60 of the 61 units are rented, and therefore these
counts represent an essentially fully occupied building.
It should be noted that there was construction directly west of the driveway and one of the
westbound lanes on Prospect was closed. These counts were compared to the volumes
originally documented in the August 28, 2019 memo. It does not appear that the closure of the
lane on Prospect had a significant impact on traffic volumes.
Figure 2 – Existing Peak Hour Traffic
AM/PM Peak Hour Turning Movements
TRAFFIC OPERATIONS AT APEX DRIVEWAY
The existing operations at the access drive were evaluated for the peak hours. Transportation
professionals evaluate intersections to determine how they are currently operating and will
operate in the future. The methods employed can be found in the Transportation Research
Board’s, 6th Edition, 2016 Highway Capacity Manual (HCM). Level of service (LOS) is based on a
“graded” system from LOS A, very little to no delays to LOS F which represents excessive delays
and congestion. A description of the level of service values is provided in Table 1.
The intersection operations thresholds for acceptable level of service are provided in the Larimer
County, Urban Area Street Standards (LCUASS), most recently updated September 19, 2016.
For an Arterial/Local unsignalized intersection, the overall threshold is LOS D and for an
approach leg is LOS F.
HAVEN APARTMENTS – SUPPLEMENTAL TRAFFIC STUDY
CITY OF FORT COLLINS
ROLLINS CONSULT LLC MARCH 5, 2020
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Table 1 - Unsignalized Intersection Level of Service Definitions (HCM Method)
Level of
Service
Average Control
Delay Per Vehicle
(Seconds) Description
A £10.0 No delay for stop-controlled approaches.
B 10.0 and £15.0 Operations with minor delay.
C >15.0 and £25.0 Operations with moderate delays.
D >25.0 and £35.0
Operations with increasingly unacceptable
delays.
E >35.0 and £50.0 Operations with high delays, and long queues.
F >50.0
Operations with extreme congestion, and with
very high delays and long queues unacceptable
to most drivers.
Source: Transportation Research Board, Highway Capacity Manual, 2016.
The results of the intersection operations analysis at the Apex driveway, are provided in Table 2.
As shown, all movements and the overall intersection, operate acceptably. It should be noted
that some left-turns (that are prohibited) were observed during both the morning and evening
peak hours and were included in this analysis. The detailed worksheets are provided in Appendix
B.
Table 2 – Existing Levels of Service
# Intersection
Movement
AM Peak Hr PM Peak Hr
Delay LOS Delay LOS
1 Apex Driveway &
Prospect
T-Stop
Overall 0.1 A 0.1 A
EB LT
(Not
Permitted)
8.7 A 11.9 B
SB LT/RT
(LT Not
Permitted)
11.2 B 18.7 C
HAVEN APARTMENTS – SUPPLEMENTAL TRAFFIC STUDY
CITY OF FORT COLLINS
ROLLINS CONSULT LLC MARCH 5, 2020
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RELOCATED PROJECT TRIPS
The trip generation of the proposed project was determined based on rates that were developed
by the City of Fort Collins for student housing. The rates and associated trips are provided in
Table 3. The trips were estimated for 50 apartment units (the units that will have parking in the
Apex lot). As shown the 50 units will generate approximately 135 daily, 10 morning and 21
evening peak hour trips. The resulting peak hour trips at the Apex driveway are illustrated on
Figure 3.
Table 3 – Trip Generation Rates & Associated Relocated Trips
Figure 3 – Project Traffic at Apex Driveway
AM/PM Peak Hour Turning Movements
SHORT RANGE TRAFFIC
The future traffic on Prospect Road at the Apex driveway was determined for the Year 2021, the
anticipated completion for the Haven Apartments. The background traffic for 2021 was based on
the following three elements:
• The 2020 counts were factored upward by one percent to account for overall growth.
IN Out Total IN Out Total
2.65 0.04 0.15 0.19 0.27 0.15 0.42
Project
IN Out Total IN Out Total
50 133 2 8 10 14 7 21
Note: These Trip Generation Rates are based on special rates determined by the City of Fort Collins
Trip Generation Rates
Daily
Land Use AM PM
Student Apartments
Student Apartments
Project Trips
Dwelling
Units Daily
Land Use AM PM
HAVEN APARTMENTS – SUPPLEMENTAL TRAFFIC STUDY
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ROLLINS CONSULT LLC MARCH 5, 2020
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• Traffic from two nearby projects was added to the base traffic volumes. These projects
are: 821 W Lake Street Apartments, and The Standard. Trips associated with these
projects were obtained from their respective Traffic Impact Studies.
The resulting Background Short Range Traffic (without the Project) are provided on Figure 4.
Figure 4 – Background Short Range Traffic
AM/PM Peak Hour Turning Movements
The Total Short Range traffic projections were developed by adding the project traffic depicted on
Figure 3 to the Background traffic shown on Figure 4. The Total Short Range traffic is shown on
Figure 5.
Figure 5 – Total Short Range Traffic
AM/PM Peak Hour Turning Movements
SHORT RANGE TRAFFIC OPERATIONS AT APEX DRIVEWAY
The results of the intersection operations analysis at the existing Apex driveway for both Short
Range background and total traffic conditions are shown in Table 4. As shown in the table, the
intersections movements and overall operations are projected to operate at acceptable levels. It
should be noted that the SB left-turn/right-turn improves under Total traffic conditions. This is due
to an increased number of right-turns which have better operations than the prohibited left-turns
HAVEN APARTMENTS – SUPPLEMENTAL TRAFFIC STUDY
CITY OF FORT COLLINS
ROLLINS CONSULT LLC MARCH 5, 2020
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Table 4 – Short Range Traffic Operations
# Intersection Movement
AM Peak Hr PM Peak Hr
Background Total Background Total
Delay LOS Delay LOS Delay LOS Delay LOS
1 Apex Driveway &
Prospect
T-Stop
Overall 0.1 A 0.1 A 0.1 A 1.2 A
EB LT
(Not
Permitted)
7.8 A 8.7 A 12.6 B 12.7 B
SB LT/RT
(LT Not
Permitted)
14 B 12.4 B 20.9 C 18.6 C
The detailed worksheets are provided in Appendix B.
AUXILIARY LANE ANALYSIS
An analysis was conducted to determine the need for an auxiliary right-turn lane on Prospect
Road at the Apex driveway. The right-turns depicted on Figure 5 were analyzed based on the
guidelines set forth in the Larimer County Urban Area Street Standards, in Chapter 8. The speed
limit on Prospect Road is 35 mph. The guidelines are provided in Appendix C.
As shown earlier on Figure 5, under total traffic conditions, the highest westbound right-turn
volume is 22 vehicles, during the PM peak hour, with both the Apex and proposed Haven
Apartments traffic accounted for. The minimum threshold for a right-turn lane at 35 mph and an
approach volume of 1,322 vehicles is 40 vehicles per hour. Based on the standards, a
westbound right-turn lane is not warranted.
CONCLUSIONS
The relocation of parking for the proposed Haven Apartments to the Apex Apartments parking lot
will not have any significant impacts to the transportation system. A westbound right-turn lane
from Prospect Road to the Apex driveway is not warranted.
APPENDIX A – TRAFFIC COUNTS APEX DRIVEWAY/PROSPECT
www.idaxdata.com TMC1
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
1
0
3
0
2
4
1
11
5
WB 3.4% 0.90
NB - -
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB 0.7% 0.78
Date: Tue, Mar 03, 2020
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 0.0% 0.38
TOTAL 1.6% 0.83
UT LT TH RT UT LT TH RT
Rolling
Eastbound Westbound Northbound Southbound One Hour
UT LT TH RT
Interval
Start
W PROSPECT RD W PROSPECT RD 0 DRIVEWAY
15-min
Total
UT LT TH RT
0 0 69 0 0 0
1 0 1 219 0
7:15 AM 4 0 200 0
7:00 AM 0 0 167 0 0 0 50 0 0 0 0 0 0
0 0 3 451 0
7:45 AM 0 1 344 0
1 0 0 0 0 0
274 0
7:30 AM 1 0 297 0 0 0 149
0 0 0 0 0 1
491 1,435
8:00 AM 0 0 239 0 0 0 133
0 0 139 1 0 0 0 0 0 2 0 4
0 0 114 0 0 0
0 0 0 372 1,588
8:15 AM 0 0 199 0
0 0 0 0 0 0
0 0 3 389 1,565
8:45 AM 0 0 278 0
2 0 0 0 0 0
313 1,627
8:30 AM 0 0 256 0 0 0 128
0 0 0 0 0 0
0 0 119 1 0 0 0 0 0 1 0 1 400 1,474
4 0 13 2,909 0
www.idaxdata.com TMC1
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
3
0
3
0
1
1
1
0
9
5
WB 0.5% 0.97
NB - -
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 0.8% 0.90
Date: Tue, Mar 03, 2020
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.0% 0.50
TOTAL 0.6% 0.94
UT LT TH RT UT LT TH RT
Rolling
Eastbound Westbound Northbound Southbound One Hour
UT LT TH RT
Interval
Start
W PROSPECT RD W PROSPECT RD 0 DRIVEWAY
15-min
Total
UT LT TH RT
0 0 273 1 0 0
0 0 0 421 0
4:15 PM 0 1 196 0
4:00 PM 0 0 166 0 0 0 253 2 0 0 0 0 0
0 0 1 472 0
4:45 PM 0 1 204 0
4 0 0 0 0 0
474 0
4:30 PM 0 0 176 0 0 0 291
0 0 0 1 0 2
518 1,885
5:00 PM 0 0 180 0 0 0 289
0 0 312 0 0 0 0 0 0 0 0 1
0 0 306 2 0 0
1 0 1 473 1,937
5:15 PM 0 1 174 0
2 0 0 0 0 0
1 0 2 468 1,946
5:45 PM 0 1 155 0
2 0 0 0 0 0
487 1,950
5:30 PM 0 1 163 0 0 0 299
0 0 0 0 0 4
0 0 253 3 0 0 0 0 0 1 0 1 414 1,842
4 0 12 3,727 0
APPENDIX B – LEVEL OF SERVICE WORKSHEETS
HCM 6 TWSC
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Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 179 535 2 2 7
Future Vol, veh/h 1 179 535 2 2 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 195 582 2 2 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 584 0 - 0 683 292
Stage 1 - - - - 583 -
Stage 2 - - - - 100 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 987 - - - 383 704
Stage 1 - - - - 521 -
Stage 2 - - - - 913 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 987 - - - 383 704
Mov Cap-2 Maneuver - - - - 383 -
Stage 1 - - - - 520 -
Stage 2 - - - - 913 -
Approach EB WB SB
HCM Control Delay, s 0 0 11.2
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 987 - - - 593
HCM Lane V/C Ratio 0.001 - - - 0.016
HCM Control Delay (s) 8.7 0 - - 11.2
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6 TWSC
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Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 736 1198 8 1 7
Future Vol, veh/h 2 736 1198 8 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 800 1302 9 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1311 0 - 0 1711 656
Stage 1 - - - - 1307 -
Stage 2 - - - - 404 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 524 - - - 82 408
Stage 1 - - - - 217 -
Stage 2 - - - - 643 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 524 - - - 81 408
Mov Cap-2 Maneuver - - - - 81 -
Stage 1 - - - - 215 -
Stage 2 - - - - 643 -
Approach EB WB SB
HCM Control Delay, s 0 0 18.7
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 524 - - - 271
HCM Lane V/C Ratio 0.004 - - - 0.032
HCM Control Delay (s) 11.9 0 - - 18.7
HCM Lane LOS B A - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6 TWSC
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RR Page 1
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 1140 555 2 2 7
Future Vol, veh/h 1 1140 555 2 2 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 1239 603 2 2 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 605 0 - 0 1226 303
Stage 1 - - - - 604 -
Stage 2 - - - - 622 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 969 - - - 171 693
Stage 1 - - - - 508 -
Stage 2 - - - - 498 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 969 - - - 170 693
Mov Cap-2 Maneuver - - - - 170 -
Stage 1 - - - - 506 -
Stage 2 - - - - 498 -
Approach EB WB SB
HCM Control Delay, s 0 0 14
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 969 - - - 412
HCM Lane V/C Ratio 0.001 - - - 0.024
HCM Control Delay (s) 8.7 0 - - 14
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6 TWSC
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Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 790 1300 8 1 7
Future Vol, veh/h 2 790 1300 8 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 859 1413 9 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1422 0 - 0 1852 711
Stage 1 - - - - 1418 -
Stage 2 - - - - 434 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 475 - - - 66 375
Stage 1 - - - - 189 -
Stage 2 - - - - 621 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 475 - - - 65 375
Mov Cap-2 Maneuver - - - - 65 -
Stage 1 - - - - 187 -
Stage 2 - - - - 621 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 20.9
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 475 - - - 235
HCM Lane V/C Ratio 0.005 - - - 0.037
HCM Control Delay (s) 12.6 0.1 - - 20.9
HCM Lane LOS B A - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6 TWSC
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Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 1140 555 4 2 15
Future Vol, veh/h 1 1140 555 4 2 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 1239 603 4 2 16
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 607 0 - 0 1227 304
Stage 1 - - - - 605 -
Stage 2 - - - - 622 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 967 - - - 171 692
Stage 1 - - - - 508 -
Stage 2 - - - - 498 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 967 - - - 170 692
Mov Cap-2 Maneuver - - - - 170 -
Stage 1 - - - - 506 -
Stage 2 - - - - 498 -
Approach EB WB SB
HCM Control Delay, s 0 0 12.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 967 - - - 508
HCM Lane V/C Ratio 0.001 - - - 0.036
HCM Control Delay (s) 8.7 0 - - 12.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6 TWSC
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Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 790 1300 22 1 14
Future Vol, veh/h 2 790 1300 22 1 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 859 1413 24 1 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1437 0 - 0 1859 719
Stage 1 - - - - 1425 -
Stage 2 - - - - 434 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 468 - - - 65 371
Stage 1 - - - - 188 -
Stage 2 - - - - 621 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 468 - - - 64 371
Mov Cap-2 Maneuver - - - - 64 -
Stage 1 - - - - 186 -
Stage 2 - - - - 621 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 18.6
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 468 - - - 281
HCM Lane V/C Ratio 0.005 - - - 0.058
HCM Control Delay (s) 12.7 0.1 - - 18.6
HCM Lane LOS B A - - C
HCM 95th %tile Q(veh) 0 - - - 0.2
APPENDIX C – GUIDELINES FOR RIGHT-TURN LANE
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 2 734
16 0 0 0 0 0
Peak Hour 0 0 0 0 0 0 1 0 7 1,950 0
Count Total 0
0 2
4:15 PM 0 2 0 0 2 0 0
0 0 0 0 0 1
West North South
4:00 PM 4 2 0 0 6 0
EB WB NB SB Total East
4:45 PM 2 3 0 0 5
0 0 0 1 2 0
0
4:30 PM 2 1 0 0 3 0 0 0
0 0 0 0 0 0
1 0
5:15 PM 0 2 0 0 2 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 2 0 0 0 2 0
0 1 0 0 1 0
5:45 PM 0 2 0 0 2
0 0 0 0 1 0
0
5:30 PM 2 0 0 0 2 0 0 0
0 0 0 0 0 1
0 0 0 0 0 0 0 0 0
5 2
Peak Hr 6 6 0 0 12 0 1
Count Total 12 12 0 0 24 0 1 0 0 1 0 2
0 0 1 0 1 4 0
0 1,198 8 0
5 1,414 0 0 0 2,276
0
0
4 1
0
1
0
N
DRIVEWAY
W PROSPECT RD
W PROSPECT
RD
DRIVEWAY
W PROSPECT
RD
TEV: 1,950
PHF: 0.94
7
1 8
10
0
8
1,198 1206
735
0
734
736 2
1,205
0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
1 1 1,079
5 0 0 0 0 0
Peak Hour 0 0 0 0 0 0 2 0 7 1,627 0
Count Total 5
0 0
7:15 AM 2 5 0 0 7 0 0
0 0 0 0 0 0
West North South
7:00 AM 1 1 0 0 2 0
EB WB NB SB Total East
7:45 AM 1 2 0 0 3
0 0 0 0 0 0
0
7:30 AM 1 3 0 0 4 0 0 0
0 0 0 0 0 1
0 0
8:15 AM 3 7 0 0 10 3 0
0 0 0 0 0 0
1 1 0
8:00 AM 3 6 0 0 9 0
0 0 0 0 0 1
8:45 AM 1 2 0 0 3
0 0 0 2 2 0
0
8:30 AM 5 3 0 0 8 0 0 0
0 0 3 0 1 1
0 0 0 0 0 1 0 0 0
5 0
Peak Hr 8 18 0 0 26 3 0
Count Total 17 29 0 0 46 3 0 0 0 3 2 4
0 0 3 1 2 2 0
0 535 2 0
1 1,980 0 0 0 901
3
0
2 0
0
2
1
N
DRIVEWAY
W PROSPECT RD
W PROSPECT
RD
DRIVEWAY
W PROSPECT
RD
TEV: 1,627
PHF: 0.83
7
2 9
3
0
2
535 537
1,081
0
1,079
1081 1
543
1
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com