Edloe Bridge/U.S. 59 HOV Ramp Intersection Analysis ... · 17 Edloe NB-Parking Garage Entry 1,404...

EDLOE BRIDGE/U.S. 59 HOV RAMP INTERSECTION ANALYSIS

SOUTHWEST FREEWAY TRANSITWAY

Prepared for

Robert Reid, Inc.

Texas Transportation Institute The Texas A&M University System

Houston, Texas

September 1993

TABLE OF CONTENTS

Introduction

Surface Street Traffic Volumes

Carpool Demand Estimates

Description of Intersection Simulation Model

Level of Service Estimation

Results of Intersection Simulation Analysis

Parking Garage Operations

Impact Upon Events at the Summit

Evaluation of Proposed Signal on Eastbound Frontage Road

Review of Proposed Design

Recommendations

References

Appendix

111

Page

1

1

3

10

11

11

15

18

18

20

21

22

LIST OF FIGURES

Figure

1 Proposed Edloe HOV Ramp Connection

2

3

4

Table

1

2

3

4

5

6

7

8

9

AM Peak Hour Turning Movements

PM Peak Hour Turning Movements

Approach Volume Count Locations

LIST OF TABLES

Existing and Projected AM Peak Hour and AM Peak Period

Traffic Demands

Existing and Projected PM Peak Hour and PM Peak Period

Traffic Demands

Existing and Projected 24-Hour Traffic Demands

Estimated Demand for Proposed Edloe Ramp

MOE/LOS General Relationships

Signal Timing for Existing/Proposed Phasing

Critical Queue Lengths, One-Lane HOV Lane Design, METRO Phasing

TRANSYT -7F Results for Proposed Signal - Edloe Southbound at

Parking Garage

TRANSYT-7F Results for Proposed Signal- U.S. 59 Southwest Eastbound

Frontage Road at Edloe Access

iv

Page

2

4

5

6

Page

7

8

9

10

11

12

13

17

19

EDLOE BRIDGE/U.S. 59 HOV RAMP INTERSECTION ANALYSIS

INTRODUCTION

The Metropolitan Transit Authority of Harris County (METRO) has proposed providing

access to the Greenway Plaza area by constructing an elevated intersection of the Southwest

HOY lane with Eclloe Street. METRO developed a layout of the proposed intersection (Figure

1). The Texas Transportation Institute (TTl) was contracted to provide a detailed analysis of

Edloe Street and evaluate any impacts of the proposed intersection. TTl has previously prepared

a design analysis of the practicality of the construction of an elevated wishbone HOY ramp along

the lane east of I-610 West Loop. The results of that analysis are contained in a TTl report

entitled "Preliminary Analysis of Proposed Southwest Transitway Slip Ramps" that was prepared

in October 1989. That report can be located in the METRO TTl Transitway Library as report

number 82-C.

This analysis addresses specific concerns by the Texas Department of Transportation

(TxDOT) staff. These are:

• HOY ramp demands;

• queues along Edloe;

• queues along HOY ramp;

• merging/weaving along Edloe; and

• intersection delays.

Each of these concerns is examined in detail in this report.

SURFACE STREET TRAFFIC VOLUMES

The first task to be undertaken was the completion of traffic counts along Edloe between

Richmond and Bissonnet. This data collection effort included the collection of manual turning

movement counts during the 6:00-9:00 AM and 4:00-7:00 PM peak periods. These studies were

1

"":.. ____ _

{/ II II o::

Figure 1. PropOSed Edloe llov .Rmnp Connection 2

-,_, ••

used to evaluate the AM and PM peak hours and served as the basis for projecting the surface

street traffic to the design years of 1996 and 2010. The peak hour counts at the Richmond,

Westpark, and Bissonnet intersections with &Hoe are presented in Figures 2 and 3. The data

as collected is included in Appendix A. Automatic traffic counters were also used to count the

approach volumes at twenty-two locations within the study corridor (Figure 4). These studies

were completed for an approximate six-day period to include weekends. The data for these

locations has been summarized in peak hour, peak period, and 24-hour totals and is summarized

in Tables 1, 2, and 3. This effort was completed in March 1993.

TxDOT transportation planning staff was consulted for guidance as to how the existing

turning movement counts and surface street volumes could be increased to the expected demands

for the two design years. TxDOT recommended using a growth rate of 3.09 percent per year

from 1993 to 2007 and a rate of 2 percent per year up to 2010. These rates were used as

recommended to increase the existing turning movement and approach volumes to that

anticipated for the design years of 1996 and 2010.

CARPOOL DEMAND ESTIMATES

The primary source of data for this analysis is a series of relatively detailed HOV lane

carpool demand estimates performed by TTl for TxDOT in 1987. The value presented in the

analysis should be sufficiently accurate for planning purposes. The following sources provide

data used to estimate HOV carpool demand.

1. A postcard origin-destination survey performed by TTl for TxDOT on the

Southwest Freeway in 1981.

2. Census journey to work data.

3. Home bases work trip tables.

4. Average daily traffic information.

3

Figure 2. AM Peak Hour Turning Movements

145.-J 1008= 1S3:::::;

w 0 _J

0 w

TO US 59 EB FR

,~~ __jjiJt

131 __-I 5110-

__ ,;..;;;...3~

402---" 782::::::

RICHMOND

~803 r-206

13

1FP WESTPARK :s·

BISSON NET

4

LEGEND

XXX- VOWME

Figure 3. PM Peak Hour Turning Movements

88~ 972=

__ 38_8~

w 0 .....J 0 w

TO US 59 EB FR

~~~ ....... _j%

~l!l

71~ 2!55-

__ 7;..;...1 =-t

L ~ 29 -988 ;;= 138

1frft WESTP ARK • fii"'

l-- 9+ - 874

BISSON NET

5

LEGEND

XXX- VOLUME

Figure 4. Approach Volume Count Locations

w D _J q w

RICHMOND

NORTH

US 59 SDUTHW'EST FRW'Y.

\JESTPARK

to--- -'9 BISSDNNET

6

•· '.. -···················.···.·.··.•.•.•.·.···· ··················.·.··.·.•.·.•.·.···· ············:-.•:•:-:-:··-:·:·:·:-:·:········ ··········.·.·,·,·,·,·.·.·.·.·.·.·.·.·.·.·.····:·:·:-:·:-:·:-:·>:·:.:.:.:.:-:·: :-:-:-:-:-:·:-:··-:-:·:-:-:•!

~#~i~ij~#.ffi~~. l ~~~~§~~ . :::~~~~~: :: ·····:·~~~··~~~~··•••:•• Edloe NB@ U.S. 59 Southwest 2,244 2,452 3,349 1 984 l 2,244 I 1,469

2 I Edloe SB @ U.S. 59 Southwest 701 766 1,0461 282 I 308 I 421

3 I Edloe NB to U.S. 59 Southwest EB Frontage Road 374 409 558 I 160 I 175 I 239

4 I Edloe SB to U.S. 59 Southwest EB Frontage Road 256 I 280 I 382 I 106 I 1161 158

5 I Westpark WB- East of Edloe 1,596 1 1,744 I 2,382 I 655 I 7161 978

6 I Westpark EB - West of Edloe I 1,613 1 1,763 1 2,408 1 7221 789 I 1,078

7 I Edloe NB - South of Westpark 1,927 2,106 2,876 I 823 I 899 I 1,228

8 I Edloe SB - South of Westpark 1,022 1,117 1,525 404 I 441 I 603

9 I Bissonnet WB - East of Edloe 1,214 1,327 1,812 517 565 1 772

10 I Bissonnet EB - West of Edloe 2,364 2,583 3,529 1,030 1,125 J 1,537

-....l ll 11 I Edloe NB - Parking Garage Exit 360 393 537 163 178 243

12 I Edloe SB - Parking Garage Entry 9 10 13 4 4 6

13 I U.S. 59 Southwest WB Frontage Road to Edloe NB 888 970 1,325 396 433 591

14 I Edloe SB to U.S. 59 Southwest WB Frontage Road Exit 132 144 197 59 641 88

15 I Edloe NB - North of U.S. 59 Southwest 2,540 2,775 3,791 1,189 1,299 1 1,775

16 I Edloe SB- North of U.S. 59 Southwest I 685 748 1,022 324 354 I 484

17 I Edloe NB - Parking Garage Entry 101 110 151 51 56 76

18 I Edloe SB - Parking Garage Exit 648 708 967 291 318 434

19 I Richmond WB - East of Edloe 1,358 1,484 2,027 698 763 1,042

20 I Edloe NB- North of Richmond I 938 1,025 1,400 455 497 679

21 I Edloe SB - North of Richmond I 1,257 1 1,374 1,876 579 1 633 1 864

22 I Richmond EB - West of Edloe I 2,818 J 3,079 4,206 1,1861 1,2961 1,770

* Existing volumes collected by TTl in March 1993 and represent axle counts divided by two. * Estimated demands for 1996 and 2010 are the existing counts increased by growth rates. * AM Peak Hour presented is between 6:00-9:00 a.m.; higher demands could occur outside the AM peak period.

1 I Edloe NB @ U.S. 59 Southwest 812 887 1,212 I 291 I 318 I 434

2 I Edloe SB @ U.S. 59 Southwest 2,488 2,719 3,714 1 1,o82 1 1,182 I 1,615

3 I Edloe NB to U.S. 59 Southwest EB Frontage Road 232 254 346 1 96 1 105 I 143

4 Edloe SB to U.S. 59 Southwest EB Frontage Road 857 1 936 I 1,279 I 349 I 381 I 521

5 Westpark WB - East of E<Jloe 1,949 2,130 2,909 1 719 1 786 1 1,073

6 I Westpark EB - West of Edloe 1,054 1,152 1,573 I 404 I 441 I 603

7 I Edloe NB - South of Westpark 707 773 1,055 I 288 I 315 I 430

8 I Edloe SB - South of Westpark 1,792 I 1,958 I 2,675 I 661 I 7221 987

9 I Bissonnet WB - East of Edloe 2,834 3,097 4,23o I 1,119 I 1,223 I 1,670

10 I Bissonnet EB - West of Edloe 1,711 1,870 2,554 653 I 893

00 II 11 I Edloe NB - Parking Garage Exit 99 108 148 I 36 I 39 I 54

12 I Edloe SB - Parking Garage Entry 168 I 184 I 251 I 71 I 78 I 106

13 I U.S. 59 Southwest WB Frontage Road to Edloe NB 440 481 I 657 I 147 I 161 I 219

14 J Edloe SB to U.S. 59 Southwest WB Frontage Road Exit 883 965 1,318 1 341 1 373 1 509

15 I Edloe NB- North of U.S. 59 Southwest 1,008 1,101 1,505 I 360 1 393 I 537

16 I Edloe SB -North of U.S. 59 Southwest 3,017 3,297 4,503 1 1,361 1 1,487 I 2,031

17 I Edloe NB - Parking Garage Entry 525 574 784 I 211 I 296 I 404

18 I Edloe SB - Parking Garage Exit 427 467 637 152 166 227

19 I Richmond WB - East of Edloe 3,771 4,121 5,629 1,387 1,516 2,070

20 I Edloe NB - North of Richmond I 759 829 1,133 267 292 399

21 I Edloe SB - North of Richmond I 1,290 1,410 1,925 470 514 702

* Existing volumes collected by TTl in March 1993 and represent axle counts divided by two. * Estimated demands for 1996 and 2010 are the existing counts increased by growth rates. * PM Peak Hour presented is between 4:00-7:00 p.m.; higher demands could occur outside the PM peak period.

1 Edloe NB@ U.S. 59 Southwest 6,269 6,850 9,357

2 Edloe SB@ U.S. 59 Southwest 7,216 7,885 10,771

3 Edloe NB to U.S. 59 Southwest EB Frontage Road 1,410 1,541 2,105

4 Edloe SB to U.S. 59 Southwest EB Frontage Road 2,370 2,590 3,537

5 Westpark WB- East of Edloe 8,442 9,225 12,601

6 Westpark EB - West of Edloe 5,483 5,991 8,184

7 Edloe NB - South of Westpark 8,226 8,989 12,278

8 Edloe SB - South of Westpark 7,514 8,211 11,215

9 Bissonnet WB - East of Edloe 10,861 11,868 16,211

10 Bissonnet EB - West of Edloe 8,972 9,804 13,392

11 Edloe NB - Parking Garage Exit 953 1,041 1,422

12 Edloe SB - Parking Garage Entry 347 379 518

13 U.S. 59 Southwest WB Frontage Road to Edloe NB 3,065 3,349 4,575

14 Edloe SB to U.S. 59 Southwest WB Frontage Road Exit 2,180 2,382 3,254

15 Edloe NB - North of U.S. 59 Southwest 7,558 8,259 11,281

16 Edloe SB - North of U.S. 59 Southwest 8,631 9,431 12,883

17 Edloe NB- Parking Garage Entry 1,404 1,534 2,096

18 Edloe SB - Parking Garage Exit 2,767 3,024 4,130

19 Richmond WB - East of Edloe 13,927 15,218 20,787

20 Edloe NB - North of Richmond 3,671 4,011 5,479

21 Edloe SB- North of Richmond 5,320 5,813 7,941

Richmond EB - West of 15 154

* Existing volumes collected by TTl in March 1993 and represent axle counts divided by two.

* Estimated demands for 1996 and 2010 are the existing counts increased by growth rates.

9

These data sources were used to estimate trips to the various major activity centers and

ramp volumes were estimated as part of this process.

It is assumed that, in the design year (year 2010), the Southwest HOV facility will be

operating at capacity (1500 vph) at its maximum load point (located in the AM just west of I-

610). Previous analyses estimated that demand on the Southwest HOV lane would grow at the

maximum load point at an annual rate of approximately 2.5 percent. Thus, the estimated 1996

demand is approximately 70 percent of the estimated year 2010 demand.

Two different estimates are presented. The first estimate assumes that only the Southwest

HOV lane serves the E<Iloe Ramp. The second assumes that an HOV facility is present on the

West Loop that efficiently connects both the Katy and Northwest HOV lanes to the Southwest

HOV lane; with this configuration, HOV trips to Greenway Plaza coming from the Southwest,

Katy, and the Northwest HOV lanes all will use the E<Iloe Ramp. Peak hour demand estimates

are presented in Table 4.

Only Southwest HOV Lane Feeds Ramp at Edloe

West Loop HOV Allows Edloe Ramp to be Fed by Southwest, Katy, and Northwest HOV Traffic

175-250

425-500

DESCRIPTION OF INTERSECTION SIMULATION MODEL

250-350

600-700

The major task in this study is an analysis of the four signalized intersections along

&lloe. METRO required the use of the TRANSYT -7F traffic signal timing simulation and

optimization model to evaluate the operations at each intersection within the study corridor. The

model used for this analysis can optimize a network of traffic signals as well as an isolated

intersection. TRANSYT-7F is a macroscopic, deterministic simulation and optimization model.

It may be used for isolated intersections, a single arterial, or a network. Inputs to the model

10

include: 1) network data; 2) signal timing parameters; 3) geometric and traffic data; and 4)

control data which selects actions of the program. Program outputs include: 1) input data echo

including detection of errors; 2) MOE's for each link, subtotaled by intersection and totaled for

the network; 3) signal controller settings for simulation and/or optimization; 4) flow profile and

time-space diagrams; 5) cycle length evaluation summary if a range has been input; 6) route

summary report; and 7) other special outputs as requested. Model outputs for each link include

travel times and delays, number of stops, maximum queue lengths, and estimated fuel

consumption. A Performance Index is also estimated based upon stops, delays, and/or operating

costs as requested by the user. The version ofTRANSYT-7F used for this analysis can analyze

a network of up to 50 nodes and 250 links.

LEVEL OF SERVICE ESTIMATION

The total intersection and/or approach delay as provided by the TRANSYT -7F model was

used as the basis for estimating the level of service (LOS). The guidelines for LOS selection

were based upon those as presented in Table 5.

0.0-10 10.1-20 20.1-30 30.1-40 40.1-60

>60

As determined by delay. Source U).

A B c D E F

s_50 51-67 68-76 77-83 84-93

94-100

RESULTS OF INTERSECTION SIMULATION ANALYSIS

0.0-0.45 0.46-0.60 0.61-0.75 0.76-0.90 0.91-1.00

2,.1.00

The TRANSYT -7F model was used to determine the levels of service of each intersection

within the study corridor for the AM and PM peak hours. Each was analyzed for the existing

(1993) traffic demands as well as the two design years (1996 and 2010). Both the existing

11

geometries and those as proposed by METRO with the HOV access ramp were analyzed.

Representatives of the results of each of the simulations are included in the report. Two levels

of HOV demands for the proposed ramp (300 vph and 600 vph) were also assumed for this

analysis. These demand values approximate those presented in Table 4. The analysis of the

intersection of &lloe with the proposed HOV ramp was also to include an evaluation of the

signal timing phasing as proposed by METRO.

TTl had previously submitted memorandums for various analyses of the intersections

along Edloe (2., ~' ~' ~). This report does not include all of the above referenced analyses.

Only those critical to review of the intersection design are presented in detail; others are

presented as necessary for informational purposes.

The Edloe arterial was analyzed using METRO's design of a one-lane HOV ramp, a

contraflow lane on Edloe with concurrent two-phase signal timing at the HOV ramp, and

existing signal timing. Current timings for existing signal phasing and METRO's concurrent

two-phase timing at the HOV ramp are shown in Table 6.

Richmond EB and WB Thru and Right 31 2 1 32 2 1 EB and WB Left 11 2 1 10 2 1 NB and SB Green 27 2 1 27 2 1

HOV ramp SB Thru and Left 10 2 1 NB Thru, EB Left, and Right 64 2 1 NB Thru and Left 10 2 1 NB and SB Green 45 2 1 WB Left and Right 16 2 1

Westpark EB and WB Green 36 3 1 27 3 1 SB Thru and Left 8 3 1 8 3 1 NB and SB Green 23 3 1 33 3 1

Bissonnet EB Thru and Left 26 4 1 13 4 1 EB and WB Thru 31 2 1 33 2 1 SB Left and Right 11 2 1 23 2 1

12

METRO's reasoning behind using existing timing is that E<lloe does not currently operate

as an arterial with progression. Thus, METRO proposes that the signalization remain virtually

the same, and that the timing for the HOY ramp be incorporated into existing operations.

However, the analyses were also performed using optimized signal timing. The objective was

to compare LOS, delays, and queues to determine if signal timing could be improved.

Simulation analyses were completed on Edloe Street for both the AM and PM peak hours

for design years 1996 and 2010. Both current timing and optimized timing with progression

along Edloe were compared to determine which provide better levels-of-service. As illustrated

by study results included in the Appendix, the LOS improved slightly at Westpark in the PM

with the optimized timing. Also, delay was significantly reduced in the AM with optimized

timing. However, the current timing showed less delay in the PM peak hour.

Additional simulation analyses using the optimized timing with progression were then

completed to determine if any additional intersection improvements would alleviate the

congestion (particularly queue lengths) at Richmond and Westpark as both operate at LOS Fin

the design year 2010. Critical queue lengths as determined by these analyses are presented in

Table 7.

AM Current Timing 4 4 5 6 Optimum Timing 5 5 5 3 Improvement #1 5 4 5 3 Improvement #2 5 5 6 11 Improvement #3 5 3 5 7

PM Current Timing 0 3 4 Optimum Timing 0 3 6 Improvement #1 0 2 5 Improvement #2 0 2 3 Improvement #3 0 3 5

The 2010 AM peak period with METRO phasing and current timing results in a

northbound queue length of six vehicles at the HOY ramp. Optimum timing drops this queue

13

length to three vehicles and significantly decreases delay. Improvement #1 (southbound

Richmond lane addition) maintains the three-vehicle queue length, and further decreases delay.

Improvement #2 (#1 and Richmond phasing change) further decreases delay and improves

operations at Richmond from LOS F to LOS C. However, a northbound HOV lane queue length

of eleven vehicles occurs. Improvement #3 (#1, #2, and westbound Westpark lane addition)

further reduces overall delay, improves operations at Richmond from LOS C to LOS B,

improves operations at Westpark from LOS F to LOS E, and reduces the northbound queue

length at the HOV lane to seven vehicles.

The 2010 PM peak period with METRO phasing and current timing results in a

southbound queue length of four vehicles at Westpark. Optimum timing increases this queue

length to six vehicles but improves operations at Westpark from LOS E to LOS D.

Improvement #1 (southbound Richmond lane addition) reduces the southbound queue length at

Westpark to five vehicles, decreases delay, and further improves the operations at Westpark to

LOS C. Improvement #2 (#1 and Richmond phasing change) further decreases delay and

reduces the southbound queue length at Westpark to three vehicles. Improvement #3 (#1, #2,

and westbound Westpark lane addition) has little affect on overall delay and does not improve

operations at any intersection. The southbound queue length at Westpark increases to five

vehicles.

As indicated by the analysis of METRO's phasing at the HOV ramp, the maximum

storage available of 270 feet (82 meters), which is the level length of the ramp, is adequate to

handle the resulting queues. Furthermore, the PM queue lengths on the HOV ramp do not

present a problem, as shown by Table 7.

METRO's proposed design consisting of a one-lane HOV ramp, a contraflow lane on

Edloe, a concurrent two-phase signal cycle at the HOV ramp, and current signal timing is

feasible. However, although METRO proposes using existing timing for the Edloe ramp design,

this timing does not necessarily provide the best operations for the arterial. It is suggested that

optimized timing be considered as it decreases delay and improves operations in the AM peak

hour. Furthermore, improvements can be made to Richmond and/or Westpark in order to

14

alleviate some of the congestion during the peak periods. Otherwise, operations at these

intersections will be no better than LOS F.

PARKING GARAGE OPERATIONS

The field studies (completed in March 1993) observed some excessive queuing into the

&Hoe/Richmond intersection due to the existing parking facility operations. Field personnel

observed the access to the facility queuing into the intersection as vehicles accessed the parking

ramp on the north side of the intersection. This was caused by delays of the motorists entering

the parking facility; most likely through the required use of access codes/cards for entry. This

can possibly be reduced by the installation of access devices that use Automatic Vehicle

Identification technologies. Research of this information is beyond the scope of this study, but

could lessen the impact upon the intersection.

Any impact upon the internal operations of the parking garages will be minimal. The

only possible impacts upon their operations would be caused by excessive queuing along E<lloe

Street that could delay vehicles either entering or existing those facilities. This will occur either

with or without the construction of the proposed HOV access ramp.

There is one area that could cause some concern during the PM peak period. The

majority of the HOV lane traffic desiring to access the proposed HOV ramp are assumed to

enter the lane along Edloe southbound. There is a merge from an underground parking facility

with Edloe southbound that is located approximately 140 feet (43 meters) before the intersection

with the HOV ramp. For the year 2010, an estimated 518 vehicles/hour will enter Edloe

southbound from the ramp during the PM peak hour; these must merge with an estimated 1630

vehicles already on Edloe (assuming an HOV ramp demand of 600 vph). This actually acts as

a lane addition to the three-lane section of Edloe, including the reversible center lane. All of

the southbound traffic on Edloe desiring to access the HOY ramp is required to merge with the

traffic from the parking garage to be in the proper lane to enter the priority lane. This is a

somewhat unique situation and there is no clear "textbook" method for a detailed operational

analysis.

15

The first approach is to analyze the ramp as a merge to a three-lane freeway. During

the PM peak hour, there will be a limited amount of cross traffic at the HOV lane intersection

that could cause the assumed actual signal to stop the traffic movement along Eclloe. Although

this will occur, it will most likely be random and the northbound and southbound traffic along

Edloe should be able to traverse this intersection without stopping a majority of the time.

Therefore, for this purpose, the assumption of the roadway behaving similar to a freeway will

be considered as valid during the PM peak period. According to the schematics, the ramp adds

a lane to the street resulting in a four-lane approach at the HOV ramp intersection. Using the

Highway Capacity Software, a LOS A is determined due to the addition of the lane. This

analysis simply applies the merge criteria directly to the on-ramp flow rate.

A second analysis considers the 140 foot (43 meter) section between the garage entrance

and the HOV ramp as a weaving area. For this case, it is considered to be a Type B weaving

area since it matches the following criteria:

• "One weavmg movement may be accomplished without making any lane

changes." The traffic accessing Edloe from the parking facility may continue

southbound on the surface street system by continuing straight.

• "The other weaving movement requires at most one lane change." The traffic

already moving along Edloe southbound must make a lane change within the 140

foot (43 meter) distance to be able to tum right onto the HOV ramp outbound.

The Highway Capacity Software does not allow for the analysis of the weaving area with

a length of only 140 feet (43 meters). Therefore, the manual method utilizing the formulas that

are presented in the Highway Capacity Manual were used. Once again assuming that this

southbound section of Edloe Street behaves as a freeway, the LOS for the weaving and non

weaving vehicles was determined to be LOSE and LOS D, respectively. This level of service

is directly related to the average running speeds of the weaving and non-weaving vehicles within

the weaving area. Although the weaving analysis procedures may not be directly applied to this

situation, it is the only way to determine the operations within the area. In addition to the

16

weaving operation, the vehicles will also be impacted by the traffic signal to be installed at the

HOY intersection, although this may be minimal as previously indicated.

An analysis was completed to examine the possibility of installing a signal at this location

to control the flow out of the garage. Since the traffic volume on E<lloe is higher than that from

the garage, actuated (or semi-actuated) control was assumed. Please note that since this is a PM

only problem, the analysis was performed independently from that completed for the intersection

of Edloe with the HOY lane. The TRANSYT -7F model was used and the results are presented

in Table 8.

4-S pm 888 5-6 pm 1,082 6-7 pm 512

1.9 1.9 1.0

A A A

15 71 34

62.2 69.8 61.3

F F F

6.6 6.0 4.8

A A A

2 veh 5 veh 2 veh 7 veh 1 veh 2 veh

The analysis indicated small delays averaging less than two seconds per vehicle for the

southbound traffic on Edloe. Delays for those desiring to exit the parking garage ranged from

60 to 70 seconds per vehicle resulting in LOS F for that approach. Total intersection delays

were insignificant for operations at LOS A. An examination of the maximum queues resulting

from the signal would not cause any major problems at the intersection of Edloe with Richmond.

Therefore, the signalization of the parking garage access to control the merging operations with

the HOY traffic on southbound Edloe has a minimal impact upon traffic operations. The actual

phasing (with interconnect to Richmond) would need to be investigated in more detail prior to

implementation of the signal to assure the most efficient operation.

The installation of such a signal would probably result in negative reactions from those

using the garage ramp to access Edloe. The private developers would likely also oppose the

signal since it would appear to "penalize" the building occupants. TxDOT has also expressed

some concern with the required merging in the limited distance that is available. The best

17

solution is to eliminate the merging operation by providing a separate access to the HOV ramp

during PM operations.

IMPACT UPON EVENTS AT THE SUMMIT

Most of the events scheduled for the Summit are held in the evening, after the peak

period of operation for the HOV lane has concluded. The HOV is expected to be operating in

the outbound direction during the times when patrons are expected to be desiring to access the

Summit. It is unlikely that the traffic signal at the proposed intersection would be actuated

enough to cause any excessive delays. Most events at the Summit conclude at times when the

HOV lane is not in operation. A detailed analysis would require extensive data collection

during all types of events at the Summit; this is beyond the scope of this study.

EVALUATION OF PROPOSED SIGNAL ON EASTBOUND FRONTAGE ROAD

Til studied the possibility of installing a traffic signal at the intersection of the connector

ramp from &Hoe southbound with the eastbound frontage road. In evaluating the warrants for

the installation of the signal, Warrant 2 of the Texas Manual on Uniform Traffic Control Devices

is satisfied for thirteen hours on a typical weekday. Therefore, based upon the available traffic

data, the installation of a traffic signal at the intersection of the U.S. 59 Southwest Freeway

eastbound frontage road at the access from &lloe is warranted. Til does not complete traffic

signal warrant studies; it is recommended that a detailed signal warrant study be conducted

before proceeding any further on the signal installation.

It is not possible to do an analytical evaluation of the existing conditions. The

unsignalized intersection procedures as described in the Highway Capacity Software do not

address this particular situation. Using the available traffic data, the TRANSYT-7F signal

simulation/optimization model was used to determine the possible impacts of the signal on traffic

flow. The results of this analysis are presented in Table 9. An assumption was made that the

new signal installation would be actuated (or semi-actuated) which would lessen the delay to

traffic on the frontage roads. The exact details of the signal operations need to be investigated

18

in more detail. The signal analysis indicates that the frontage road traffic volume will only be

slightly delayed by the signal actuation by the access road from E<lloe. The levels-of-service

for the vehicles from E<lloe indicate a LOSE to LOS F which is highly undesirable. However,

this analysis does not consider the volume of traffic that turns right on red. Additional field

studies would be needed to determine the extent of any congestion problems at this intersection.

Overall intersection levels of service do not degrade below LOS B during the PM peak period.

Should a signal be installed, it is recommended that additional queue detectors be place don the

access ramp that would indicate queuing near the Edloe southbound through lanes. The signal

could then be programmed to activate that phase which would clear the access ramp and prevent

any excessive queuing along Edloe.

6-7 am 1,544 1.6 A 61 72.7 F 4.3 A 9 veh 2 veh 7-8 am 3,313 3.7 A 88 185.2 F 8.4 A 40veh 3 veh 8-9 am 2,857 3.9 A 106 74.9 F 6.4 A 33 veh 3 veh

11 am-12 1,912 4.1 A 177 63.7 F 9.1 A 19 veh 5 veh pm 2,204 3.5 A 140 76.9 F 7.9 A 21 veh 4 veh

12-1 pm 1,963 9.2 A 342 53.8 E 15.8 B 21 veh 4 veh

4-Spm 1,986 9.3 A 349 57.1 E 16.4 B 29 veh 9 veh 5-6 pm 1,575 3.6 A 170 67.0 F 9.5 A 14 veh 5 veh 6-7 pm

One of the problems that has been observed is cased by motorists on the access ramp that

desire to traverse all lanes on the eastbound frontage road in order to enter the freeway

mainlanes via the downstream entrance ramp. The installation of the traffic signal as described

above will increase the safety for those motorists that make this movement. It will not prevent

it, but may make it easier for those that wait for the signal to allow protection for the movement.

For other motorists desiring only to enter the frontage road, it will make their movement much

safer by providing controlled and frequent gaps in the traffic stream. The high speeds and

traffic volumes along the frontage road make it somewhat difficult to make the desired

movement from the Edloe access road to the eastbound frontage road under the present

geometric configuration.

19

It is recommended that the installation of a traffic signal at the intersection of the U.S.

59 Southwest Freeway eastbound frontage road at the access road from &Hoe southbound be

pursued as part of the implementation of the proposed HOV connection to E<iloe. This will

require the completion of a more detailed signal warrant study prior to proceeding. Additional

analyses concerning the type of signal and its operation will also be needed. The installation of

a traffic signal will improve the overall safety of those desiring to enter the frontage road as well

as eliminate the potential for any queuing onto E<lloe southbound during the PM peak period.

The operation of the signal with queue detectors on the connection from E<lloe will improve the

traffic flow on Edloe southbound during the PM period as well as address some potential safety

problems.

REVIEW OF PROPOSED DESIGN

The merge with the parking garage access along southbound Eclloe was a major concern

with the original design. The level of service E operation for the weaving traffic was not

acceptable. At the suggestion of METRO staff, the feasibility of providing a separate structure

to the HOV ramp for PM operations was studied. This proposed ramp would be constructed

such that the traffic along southbound Edloe that desires to access the HOV lane during outbound

operations in the PM would have a direct connection into the lane. This eliminates the problem

of weaving across those entering Edloe from the parking garage. The vehicles desiring to enter

the HOV lane at Edloe will have essentially a minimal delay access to the lane. All concerns

of weaving and the blocking of parking garage access are eliminated with the construction of this

proposed ramp.

The actual design of this ramp was completed by Robert Reid, Inc. The concept of this

ramp is feasible and will alleviate the previous concerns about Greenway Plaza parking area

ramps and other general traffic operations resulting from implementation of the HOV ramp.

TxDOT has reviewed the detailed drawings and has indicated that the exclusive ramp for PM

operations seem appropriate. The TTl staff that completed this traffic analysis support this

design and is probably the best alternative.

20

RECOMMENDATIONS

Based upon completion of the various traffic analyses that were completed, the following

are recommended:

• Proceed with detailed design of the proposed &Uoe Ramp connection to the U.S.

59 Southwest HOV lane. This should include the separate structure for the PM

entrance to the HOV lane along southbound &lloe according to the concept

proposed by Robert Reid, Inc.

• Consider the installation of a traffic signal along the eastbound U.S. 59 Southwest

Freeway frontage road at &Hoe.

• The proposed traffic signal at the HOV ramp intersection with Edloe should be

installed with optimum timing. It should be interconnected to any adjacent signal

coordination system if one is to be installed prior to ramp implementation.

21

REFERENCES

1. NCHRP Signalized Intersection Capacity Method, JHK and Associates, May 1982.

2. Preliminary Analysis, &iloe Bridge/U.S. 59 HOY Ramp Intersection Analysis, Letter

to John Spencer, June 29, 1993.

3. Secondary Analysis, Edloe Bridge/U.S. 59 HOV Ramp Intersection Analysis, Letter to

John Spencer, July 28, 1993.

4. Memos (2) to John Spencer/Brad White, August 24, 1993.

5. Memo to John Spencer/Brad White, August 30, 1993.

22

APPENDIX

T E X A S T R A N S P 0 R T A T I 0 N I N S T I T U T E T U R N I N G M 0 V E M E N T C 0 U N T S

NORTH-S~JTH STREET ===> Edloe EAST-WEST STREET =====> Richmond

AM PEAK PERIOO ---> 03/10/93

PM PEAK PERIOO ---> 03/10/93

TIME Edloe Edloe Richmond Richmond

NB_LT NB_TH NB_RT SB_LT SB_TH SB_RT EB_LT EB_TH EB_RT WB_LT WB_TH WB_RT

600 2 12 20 615 2 14 18 630 7 32 24 645 10 55 33 700 19 97 36 715 31 138 39 ~0 43 193 46 745 48 224 53 800 51 236 55 815 67 192 27 830 46 124 20 845 23 115 19

1600 7 41 6 1615 8 51 7 1630 13 56 15 1645 29 53 24 1700 24 61 24 1715 22 66 23 1~0 21 55 17 1745 24 41 15 1800 21 32 14 1815 20 26 12 1830 16 23 9 1845 19 16 7

AM PEAK HOUR ~0 209 845 181

PM PEAK HOUR 1645 96 235 88

3 3 3 4 11

11 16 11 21 14 27 16 49 16 81 19 86 14 53 9 42

14 34 11 123 13 131 27 149 32 180 36 186 33 199 27 192 24 180 20 137 17 114 11 82 9 41

65 269

128 757

0 2 2

0

1

0

1

4

0 5

7 7

11

9 11 14 13 10 11 4

2

6

45

2 29 5 46 4 8 112 14

14 179 24 21 198 27 28 235 33 25 246 37 36 269 45 37 276 47 47 245 24 53 241 27 26 198 42 11 146 47 12 183 so 18 219 74 24 227 83 19 241 97 14 258 102 11 246 86

11 228 72 9 217 63 4 198 54 3 172 32 2 138 21

145 1036 153

68 972 368

3 11 3 19 2 35 3 47 4 51 6 63

13 88 20 105 14 131 14 131 14 121 11 86

38 231 41 263 33 257 24 242 37 233 45 238 32 253 21 249 21 222 23 195 20 161 13 148

61 455

138 966

1

4

8 8 8

12 16 19 18 15 16 8

9 8 9 7 9 4

2 3 5

0

65

29

TOTAL

86

118 255 402 494 622 769 913 972 836 713 584 674 m 876 938 974

1020 958 880

769 679 534 416

3490

3890

T E X A S T R A N S P 0 R T A T I 0 N T U R N I N G M 0 V E M E N T

NORTH-SOUTH STREET ===> Edloe EAST-WEST STREET =====> Westpark

AM PEAK PERIOD ---> 03/11/93

PM PEAK PERIOD ···> 03/11/93

TIME Edloe Edloe Westpark

I N S T I T U T E C 0 U N T S

Westpark NB_LT NB_TH NB_RT SB_LT SB_TH SB_RT EB_LT EB_TH EB_RT WB_LT WB_TH WB_RT

600 615 630 645 700 715 730 745 800 815 830 845

1600 1615 1630 1645 1700 1715 1730 1745 1800 1815 1830 1845

AM PEAK HOUR 730

PM PEAK HOUR 1700

0 0

0 0

0 0 0 0 0

0

0

0

2 0

1

2 2

0

0

0

0

6

5

3 19 30 39 70

116 146 167 134 74 49 37 33 43 52 64 73 82 72

64 39 22

27

563

291

0 0

3 11 17 19 20 11 10 6 4

3 0

0

1

0

0

2

0

0

0

47

3

0 5

0 2 2

3 4 8 7 11

2 6 15 7 22 20 9 35 21

11 31 20 14 25 75 8 25 20 6 23 24 3 18 30

15 97 68 18 108 81 24 114 93 27 126 97 29 133 107 35 142 108 26 137 91 32 125 95 25 118 85 . 19 114 77 18 106 66

14 82 60

42 116 136

122 537 401

0 17 8 18 7 40

14 53 19 66

26 121 30 148 32 153 33 158 36 131 34 125 27 118 11 48 15 60 17 64 15 72 16 63 16 71 20 58 19 63 20 57 19 54 20 47 14 44

131 590

71 255

6 2 3

0

0

3 3 5 2 5 4

12 18 17 19 21 18 15 17 18 24 21 19

13

71

0 5 21 0 7 24 0 11 72 2 17 94 4 21 147 3 39 188 5 so 213 3 66 210 2 75 188 3 69 192 4 67 195 2 54 134 0 76 26 1 84 38 0 93 47

106 54 114 62

2 124 54 107 51

0 96 54 0 114 46 1 104 42 0 102 48

92 26

13 260 803

4 441 221

TOTAL

60 66

170 241 337 515 650 686

752

626 561 442 390 458 513 571 611 645 592 575

547 495 450 379

2714

2423

T E X A S T R A N S P 0 R T A T I 0 N T U R N I N G

NORTH-SOUTH STREET ===> Edloe EAST-WEST STREET =====> Bissonnet

AM PEAK PERIOD ---> 04/12/93

PM PEAK PERIOD --·> 03/22/93

TIME Edloe Edloe NB_LT NB_TH NB_RT SB_LT SB_TH SB_RT

600 615 630 645 700 715 730 745 800 815 830 845

1600 1615 1630 1645 1700 1715 1730 1745 1800 1815 1830 1845

AM PEAK HOUR 730

PM PEAK HOUR 1700

0 0

0 0

3 5

14 7

14 23 21 22 25 28 23 27 27 28 37 52 77 84 68 55 45 36 32 27

0 96

0 284

0 3 0 0 0 2 0 6 0 7 0 4 0 19 0 18 0 19 0 15 0 7 0 14 0 52 0 30 0 63 0 32 0 59 0 76 0 69 0 52 0 36 0 23 0 18 0 18

0 71

0 256

M 0 V E M E N T

Bissonnet EB_LT EB_TH

6 11 7 25

17 63 21 78 48 114 81 125 93 214

112 219 120 182 77 167 48 151 49 154 12 96 28 112 7 115

16 108 10 118 20 134 14 115 12 106 8 118

13 97

10 69 12 60

402 782

56 473

I N S T I T U T E C 0 U N T S

Bissonnet EB_RT WB_LT WB_TH WB_RT TOTAL

6 2 31 16 3 56 14 8 118 27 12 151 40 19 242 76 25 334 81 46 474

101 65 537 92 55 493 69 40 396 71 29 329 85 26 355

162 21 370 148 18 364 155 23 400 180 10 398 221 18 503 236 35 585 217 23 506

. 200 18 443 217 27 451 154 16 339 113 15 257 93 12 222

0 0 343 206 1900

0 0 874 94 2037

T E X A S T R A N S P 0 R T A T I 0 N I N S T I T U T E

===========================================================

WEEKLY VOLUME COUNT SUMMARY SHEET

LOCATION ** NB EDLOE @ US 59 DATE : 3-30-1993 DIRECTION OF FLOW : NB CHANNEL: THIS IS 1 OF 2 SITE NO : 30314588

Y OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY ATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD

4 I 5 3 I 30 3 I 31 4 I 1 4 I 2 4 I 3 4 I 4 AVERAGE AVERAGE

--------------------------------------------------------------------------------------------------------------TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY

VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME

o- 1 2 14 10 19 11 9 11 1- 2 4 3 5 16 8 4 7

2- 3 3 3 5 13 5 4 6 3- 4 7 4 5 5 11 5 6 4- 5 41 9 9 5 6 20 14 5- 6 311 44 53 16 14 136 88 6- 7 972 334 352 41 34 553 347 7- 8 930 1006 1015 85 134 984 634 8- 9 320 985 819 153 268 708 509 9-10 249 375 343 185 154 322 261

10-11 245 232 268 184 126 248 211 11-12 336 360 321 195 144 339 271 12-13 561 584 556 172 127 567 400 13-14 415 491 470 414 141 124 448 343 14-15 321 296 317 326 117 126 315 251 15-16 278 285 309 139 156 291 233 16-17 290 272 255 128 137 272 216 17-18 260 292 195 138 111 249 199

18-19 180 504 173 386 103 286 269

19-20 141 588 133 420 53 287 267

!0-21 84 123 79 96 34 95 83

!1-22 47 72 70 49 21 63 52

!2-23 38 44 46 43 14 43 37 !3-24 15 18 33 24 4 22 19

·-------------------------------------------------------------------------------------------------------------PEAK (6-9) VOLUME: 2222 2325 2186 279 436 2244 1490 PEAK HIGHEST HOUR: 972 1006 360 1015 195 268 984 634 PEAK (3-6) VOLUME: 828 849 759 405 404 812 649 PEAK HIGHEST HOUR: 415 561 588 556 420 156 567 400 LY TOTAL: 2839 + 2069 + 4706 + 4161 + 5794 2770 1925 6269 4734

+ --- INDICATES SUM IS NOT FULL 24-HOUR TOTAL INDICATES DATA IS UNAVAILABLE

T E X A S T R A N S P 0 R T A T I 0 N I N S T I T U T E ===========================================================


LOCATION ** SB EDLOE @ US 59 DATE : 3-30-1993 DIRECTION OF FLOW : SB CHANNEL: THIS IS 2 OF 2 SITE NO : 30314588

Y OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY ATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD


-----·--------------------------------------------------------------------------------------------------------TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY


0- 1 4 11 22 34 26 12 19 1- 2 4 11 .9 25 17 8 13 2- 3 5 8 6 21 11 6 10 3- 4 4 6 6 8 6 5 6 4- 5 15 7 6 4 9 9 8 5- 6 79 15 27 9 6 40 27 6- 7 257 83 97 24 16 146 95 7- 8 282 273 267 51 32 274 181 8- 9 264 285 296 92 75 282 202 9-10 273 284 268 150 130 275 221

10-11 260 274 292 180 163 275 234 1-12 613 662 590 220 267 622 470 2-13 530 543 484 248 186 519 398 3-14 375 376 354 382 197 167 372 309 4-15 358 428 425 387 186 127 400 319 5-16 484 525 545 193 158 518 381 6-17 846 924 893 197 181 888 608 7-18 1230 1002 1014 158 156 1082 712 8-19 559 518 460 156 176 512 374 9-20 255 264 224 85 95 248 185 0-21 139 177 106 81 66 141 114 1-22 121 741 122 489 38 328 302 2-23 93 463 94 361 23 217 207 3-24 27 34 52 46 13 38 34

-------------------------------------------------------------------------------------------------------------PEAK (6-9) VOLUME: 803 641 660 167 123 701 479 PEAK HIGHEST HOUR: 282 613 662 590 220 267 622 470 PEAK (3-6) VOLUME: 2560 2451 2452 548 495 2488 1701 PEAK HIGHEST HOUR: 1230 530 1002 1014 489 186 1082 712 LY TOTAL: 1187 + 4487 + 3190 + 6906 + 6649 3215 2144 7216 5430


LOCATION : DATE : CHANNEL :

DAY OF IJEEK: iolEATHER


WEEKLY VOLUME COUNT SUMMARY ~HEET

NB EDLOE TO US 59 EB FR 4· 1·1993 DIRECTION OF FLOIJ NB THIS IS 1 OF 2 SITE NO : 64080375

MONDAY GOOD

4 I 5

TUESDAY WEDNESDAY THURSDAY GOOD GOOD

4 I 6 4 I 7 4 I 1

FRIDAY SATURDAY GOOD GOOD

41 2 41 3

SUNDAY GOOD

4 I 4

5 - DAY 7 - DAY

AVERAGE AVERAGE ·----------------------------------------------------------------------------------------------------------

TIME

o- 1 1- 2 2- 3 3- 4 4- 5 s- 6 6- 7 7- 8 8- 9 9-10

10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 19-20 20-21 21-22 22-23 23-24

6·9) VOLUME: I I GHEST HOUR : 3·6) VOLUME: IGHEST HOUR: AL:

HOURLY VOLUME

5 0 0 6

22 74

207 137 62 39

406 207

552 +

HOURLY VOLUME

HOURLY VOLUME


HOURLY VOLUME

91 66

109 115 83 87 93 65 90 41 25 60 21 5

91 245 115 951 +

HOURLY VOLUME

7 3 8 2 4

17 50

183 109 58 80 98

109 105 64 58 99 62 46 50 34 26 23 22

342 183 219 109

1317

HOURLY VOLUME

12 2 4 7 o.

12 14 32 55 44 44 59 30 48 70 49 31 32 43 18 9

58 17 10

101 59

112 70

700

HOURLY VOLUME

4 3 2 0 0 4 8

17 22 39 35 68 63 38 54 38 38 39 43 24 21 21

5 0

47 68

115 63

586

HOURLY VOLUME

6 2 4 4

13 45

128 160 85 48 85 82

109 110 73 72 96 63 68 45 29 43 22 13

374 160 232 110

1410

HOURLY VOLUME

7 2 4 4 7

27 70 92 62 45 63 73 78 76 68 58 65 49 55 33 22 41 16 9

224 92

173 78

1026


)AY OF WEEK: .JEATHER



SB EDLOE TO US 59 EB FR 3·30·1993 DIRECTION OF FLOW : SB THIS IS 1 OF 2 SITE NO 30312582

MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY GOOD GOOD GOOD GOOD GOOD GOOD

4 I 5 3 I 30 3 I 31 4 I 1 4 I 2 4 I 3

SUNDAY GOOD

4 I 4

5 - DAY 7 - DAY

AVERAGE AVERAGE ·---·--------~---------------------------------------------------------------------------------------------

TIME

0- 1 1- 2 2- 3 3- 4 4- 5 5- 6 6- 7 7- 8 8- 9 9-10

10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 19-20 20-21 21-22 22-23 23-24

(6-9) VOLUME: H GHEST HOUR: :3-6) VOLUME: ii GHEST HOUR: rAL:

HOURLY VOLUME

2 0 2 2 5

42 96 99

110 100

305 110

458 +

HOURLY VOLUME

114 120 164 318 382 179

71 37 37 36 14

864 382

1472 +

HOURLY VOLUME

2 7 3

3 9

50 77 91

108 100 168 153 131 134 158 323 339 174 89 43 44 30 8

218 168 820 339

2245


HOURLY VOLUME

6 8 7 2 2

10 51 98

112 95 93

176 123 115 121 169 380 349 166 89 43

198 194

21

261 176 898 380

2628

HOURLY VOLUME

10 6

2

14 49 80

110 87

124 188 144 123 120 171 349 327 163 74 30 37 26 20

239 188 847 349

2256

HOURLY VOLUME

13 13 5 2 2 6

17 30 25 41 53 50 68 48 46 57 37 30 32 32 21

133 157 17

n 53

124 157 935

HOURLY VOLUME

9 5 5

3 3 7

13 14 19 30 51 35 35 27 26 30 34 38 16 17 18 6 4

34 51 90 38

446

HOURLY VOLUME

5 5 3 2 3

19 61 88

106 97

106 177 140 121 124 165 342 349 170 81 38 79 71 16

256 177 857 349

2370

HOURLY VOLUME

7 7 4 2 3

14 45 66 77 75 80

127 105 94 95

124 239 243 125 62 32 78 75 14

188 127 607 243

1792



LOCATION : WB WESTPARK E OF EDLOE DATE : 3-30-1993 DIRECTION OF FLOW : WB CHANNEL : THIS IS 1 OF 2 SITE NO 30310780

'y OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 · DAY 7 - DAY :ATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD

4 I 5 3 I 30 3 I 31 4 I 1 4 I 2 4 I 3 4 I 4 AVERAGE AVERAGE ·---------------------------------------------------------------------------------------------------------

TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME

o- 1 10 21 17 27 59 43 19 29 1- 2 7 14 9 1 1 27 26 10 16 2- 3 6 10 10 17 34 13 11 15 3- 4 11 5 8 7 11 12 8 9 4- 5 35 1 1 15 6 6 9 17 14 5- 6 254 41 32 42 19 20 92 68 6- 7 594 291 298 298 53 32 370 261 7- 8 687 637 643 654 101 94 655 469 8- 9 340 633 689 622 169 188 571 440 9-10 288 375 393 371 223 166 357 303

10-11 360 304 373 273 177 346 297 11-12 590 563 561 270 222 571 441 12-13 792 822 753 321 223 789 582 13-14 571 752 704 726 319 210 688 547 14-15 556 580 541 646 257 206 581 464 15-16 544 488 568 608 240 211 552 443 16-17 677 665 683 688 215 216 678 524 17-18 813 692 724 647 234 209 719 553 18-19 410 420 675 424 427 153 482 418 19-20 259 255 691 279 420 122 371 338 !0-21 171 181 242 168 154 109 190 171 !1-22 140 151 229 144 206 61 166 155 !2-23 83 101 214 168 194 33 141 132 !3-24 44 51 49 82 85 13 56 54

--------------------------------------------------------------------------------------------------------•·9) VOLUME: 1621 1561 1630 1574 323 314 1596 1170 GHEST HOUR: 687 637 689 654 273 222 655 469 -6) VOLUME: 2034 1845 1975 1943 689 636 1949 1520 GHEST HOUR: 813 792 822 753 427 223 789 582 L: 2232 + 4268 + 8116 9123 8322 4317 2768 8442 6744

INDICATES SUM IS NOT FULL 24-HOUR TOTAL INDICATES DATA IS UNAVAILABLE


DAY OF \o/EEK: WEATHER


IJEEKLY VOLUME COUNT SUMMARY sHEET

EB IIESTPARK II OF EDLOE 3-30-1993 DIRECTION OF FLOIJ : EB THIS IS 1 OF 2 SITE NO 30314153

MONDAY GOOD

4 I 5

TUESDAY WEDNESDAY THURSDAY GOOD GOOD GOOD

3 I 30 3 I 31 4 I 1

FRIDAY SATURDAY GOOD GOOD

41 2 41 3

SUNDAY GOOD

4 I 4

5 - DAY 7 - DAY

AVERAGE AVERAGE

---------------------------------------------~-------------------------------------------------------------TIME

0- 1 1- 2 2- 3 3- 4 4- 5 5- 6 6- 7 7- 8 8- 9 9-10

10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 19-20 20-21 21-22 22-23 23-24

(6-9) VOLUME: HIGHEST HOUR: (3-6) VOLUME: HIGHEST HOUR: TAL:

HOURLY VOLUME

8 5 2

11 25

148 635 687 275 226

1597 687

2022 +

HOURLY VOLUME

305 260 263 347 359 235 141 100 70 47 25

969 359

2152 +

HOURLY VOLUME

4 4 3 3 6

111 221 823 894 316 237 384 410 323 250 276 323 405 241 171 115 72 55 31

1938 894

1004 410

5678

+ --- INDICATES SUM !S NOT FULL 24-HOUR TOTAL INDICATES DATA IS UNAVAILABLE

HOURLY VOLUME

12 67 7 5 8

27 174 708 624 321 224 373 355 338 321 301 334 425 296 224 110 76 71 95

1506 708

1060 425

5496

HOURLY VOLUME

115 4 8 6 7

24 169 671 573 306 265 350 337 315 259 355 401 427 314 164 160 122 214 39

1413 671

1183 427

5605

HOURLY VOLUME

28 24 20 8 2

14 39 80

136 196 177 229 234 226 248 156 264 2D5 454 243 81 67 69 34

255 229 625 454

3234

HOURLY VOLUME

31 23 13 8

14 10 34 60

113 188 126 194 159 173 160 177 157 147 127 133 199 49 21 10

207 194 481 199

2326

HOURLY VOLUME

35 20 5 6

11 77

300 722 591 292 242 369 367 320 272 299 351 404 271 175 121 85 97 48

1613 722

1054 404

5483

HOURLY VOLUME

33 21 9 7

10 56

212 505 436 259 206 306 299 280 250 255 304 328 278 179 127 76 79 39

1153 505 887 328

4554


DAY OF WEEK: WEATHER



NB EDLOE S OF WESTPARK 3·30·1993 DIRECTION Of FLOiol : NB THIS IS 1 OF 2 SITE NO 30314607

MONDAY GOOD

4 I 5

TUESDAY WEDNESDAY THURSDAY GOOD GOOD GOOD

3 I 30 3 I 31 4 I 1

FRIDAY GOOD

4 I 2

SATURDAY GOOD

4 I 3

SUNDAY GOOO

4 I 4

5 · DAY 7 - DAY

AVERAGE AVERAGE

-----------------------------------------------------------------------------------------------------------TIME

o- 1 1- 2 2- 3 3- 4 4- 5 5- 6 6- 7 7- 8 8- 9 9-10

10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 19-20 20-21 21-22 22-23 23-24

(6·9) VOLUME: HIGHEST HOUR: (3·6) VOLUME: HIGHEST HOUR:

ITAL:

HOURLY VOLUME

HOURLY VOLUME

229 165 162 186 197 136 96 72 30 26 9

545 229

1308 +

HOURLY VOLUME

10 3 3 2 2

11 100 544 669 948

1068 1076 1034 270 169 212 198 207 169 113

71

50 30

239

1313 1076 617

1034 7198


HOURLY VOLUME

61 46 31

6 36

150 571

1076 644

384 568 638 640

1110 365 238 263 459 482 437 278 365 363 139

2291 1076 960

1110 9350

HOURLY VOLUME

59 49 13 34 58 63

365 849 962

1175 1502

2176 1502

5129 +

HOURLY VOLUME

HOURLY VOLUME

HOURLY VOLUME

43 33 16 14 32 75

345 823 758 836

1046 857 837 536 233 204 216 288

262 215 140 148 140 129

1927 1046 707 837

8226

HOURLY VOLUME

43 33 16 14 32 75

345 823 758 836

1046 857 837 536 233 204 216 288 262 215 140 148 140 129

1927 1046 707 837

8226


WEEKLY VOLUME COUNT SUMMARY ~HEET

LOCATION : SB EDLOE S OF WESTPARK DATE : 3-30-1993 DIRECTION OF FLOW : SB CHANNEL : THIS IS 2 OF 2 SITE NO : 30314607

DAY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY WEATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD


-----------------------------------------------------------------------------------------------------------TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY


o- 1 6 5 187 66 66 1- 2 4 8 137 50 50 2- 3 5 4 19 9 9 3- 4 5 7 4 4 4- 5 3 2 14 6 6 5- 6 5 14 371 130 130 6- 7 25 31 888 315 315 7- 8 155 165 591 304 304 8- 9 198 158 856 404 404 9-10 247 211 1247 568 568

10-11 202 460 1414 692 692 11-12 369 593 481 481 12-13 350 932 641 641 13-14 197 180 843 407 407 14-15 191 225 816 411 411 15-16 243 284 986 504 504 16-17 373 396 1112 627 627 17-18 602 615 765 661 661 18-19 277 291 492 353 353 19-20 149 171 338 219 219 20-21 95 77 609 260 260 21-22 72 102 573 249 249 22-23 45 41 243 110 110 23-24 8 46 75 43 43

(6·9) VOLUME: 378 354 2335 1022 1022 HIGHEST HOUR: 369 593 1414 692 692 (3-6) VOLUME: 1218 1295 2863 1792 1792 HIGHEST HOUR: 602 615 1112 661 661 ITAL: 2252 + 3998 9440 5731 + 7514 7514




LOCATION : WB BISSONNET E OF EDLOE DATE : 3-30-1993 DIRECTION OF FLOW : WB CHANNEL : THIS IS 1 OF 2 SITE NO 30312591



--------------------------~--------------------------------------------------------------------------------TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY


o- 1 13 29 43 33 83 66 29 44 1- 2 12 20 13 29 63 43 18 30 2- 3 13 19 12 18 36 41 15 23 3- 4 8 15 13 9 11 11 11 11 4- 5 26 7 12 14 9 9 15 13 5- 6 77 31 33 23 15 17 41 33 6- 7 441 124 117 102 54 42 196 147 7- 8 517 532 467 488 123 78 501 367 8- 9 473 587 516 492 299 183 517 425 9-10 500 515 454 531 464 325 500 465

10-11 534 546 594 581 466 558 544 11-12 764 739 775 727 719 759 745 12-13 984 987 962 706 553 978 838 13-14 758 856 851 830 594 608 824 749 14-15 723 715 751 823 655 550 753 703 15-16 758 820 734 790 547 573 775 704 16-17 921 897 940 998 559 581 939 816 17-18 1064 1176 1130 1108 484 499 1119 910 18-19 822 828 843 828 358 417 830 683 19-20 543 554 599 520 269 288 554 462 20-21 375 440 378 372 184 212 391 327 21-22 205 254 295 297 166 112 263 221 22-23 149 137 208 225 165 72 180 159 23-24 56 71 70 175 118 21 93 85

·----------------------------------------------------------------------------------------------------------(6·9) VOLUME: 1431 1243 1100 1082 476 303 1214 939 HIGHEST HOUR: 517 764 739 775 727 719 759 745 (3-6) VOLUME: 2743 2893 2804 2896 1590 1653 2834 2430 HIGHEST HOUR: 1064 1176 1130 1108 706 608 1119 910

ITAL: 2080 + 6374 + 10909 10751 11036 7270 6486 10861 9506


T E X A S T R A N S P 0 R T A T I 0 N I N S T I T U T E ========================================================·==


LOCATION : EB BISSONNET W OF EDLOE DATE : 3-30-1993 DIRECTION OF FLOW EB CHANNEL : THIS IS 1 OF 2 SITE NO : 30310779

DAY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY WEATHER GOOO GOOO GOOO GOOO GOOO GOOO GOOO

4 I 5 3 I 30 3 I 31 4 I 1 41 2 41 3 41 4 AVERAGE AVERAGE

-----------------------------------------------------------------------------------------------------------TIME

0- 1 1- 2 2- 3 3- 4 4- 5 s- 6 6- 7 7- 8 8- 9 9-10

10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 19-20 20-21 21-22 22-23 23-24

(6-9) VOLUME: HIGHEST HOUR: (3·6) VOLUME: HIGHEST HOUR: ,TAL:

HOURLY VOLUME

6 5 5 9

49 200 945

1028 502 431

2475 1028

3180 +

HOURLY VOLUME

560 483 479 548 578 501 334 230 148 90 41

1605 578

3992 +

HOURLY VOLUME

24 11 7 6 9

41 254

1024 1227 489 445 540 631 586 471 545 564 619 575 386 213 155

71 44

2505 1227 1728 631

8937


HOURLY VOLUME

20 5 9 5

13 37

225 1051 978 521 446 569 654 572 509 546 524 605 598 453 238 141 104 39

2254 1051 1675 654

8862

HOURLY VOLUME

27 13 7 6

13 44

245 1018 959 565 473 618 642 564 540 562 684 589 550

. 404 257 205 170 88

2222 1018 1835 684

9243

HOURLY VOLUME

44 29 13 9 8

17 60

158 318 479 556 614 607 480 479 451 412 380 322 275 172 115 126 73

536 614

1243 607

6197

HOURLY VOLUME

so 23 16 8 8

26 45

151 276 302 326 441 437 419 421 429 477 354 328 203 118 77 49 15

472 441

1260 477

4999

HOURLY VOLUME

19 8 7 7

21 80

417 1030 916 501 455 576 642 570 501 533 580 598 556 394 234 162 109 53

2364 1030 1711 642

8972

HOURLY VOLUME

28 14 9 7

17 61

296 738 710 464 449 556 594 530 484 502 535 521 479 342 205 140 102 so

1744 738

1558 594

7835



LOCATION : NB EDLOE PARKING GARAGE EXIT DATE : 3-10-1993 DIRECTION OF FLOW : NB CHANNEL : THIS IS 1 OF 2 SITE NO : 30312605





o- 1 0 3 4 5 2 2 3 3 1- 2 1 4 4 2 2 2 2- 3 0 0 4 3 2 3- 4 1 0 2 2 4- 5 3 4 4 5 3 2 4 4 5- 6 8 10 9 9 12 2 9 8 6- 7 61 71 64 63 10 5 65 46 7- 8 143 153 187 167 15 2 163 111 8- 9 112 129 158 133 24 10 133 94 9-10 41 49 46 43 36 45 43

10-11 25 36 28 18 15 30 24 11-12 41 42 44 24 7 42 32 12-13 67 87 65 21 21 73 52 13-14 68 66 59 7 15 64 43 14-15 43 42 51 31 20 11 42 33 15-16 22 38 37 49 26 20 36 32 16-17 34 32 35 31 19 16 33 28 17-18 19 35 32 33 38 7 30 27 18-19 13 21 77 34 100 8 36 42 19-20 15 18 318 29 267 11 95 110 20-21 5 4 31 8 8 3 12 10 21-22 13 13 19 19 12 7 16 14 22-23 11 9 19 12 8 7 13 11 23-24 3 8 6 9 17 5 7 8

·----------------------------------------------------------------------------------------------------------(6·9) VOLUME: 316 353 409 363 49 17 360 251 HIGHEST HOUR: 143 153 187 167 43 36 163 111 (3·6) VOLUME: 75 105 104 113 83 43 99 81 HIGHEST HOUR: 68 42 318 65 267 21 95 110 ITAL: 750 312 + 220 + 1336 881 704 219 953 779




LOCATION : SB EDLOE PARKING GARAGE ENTRY DATE : 3-10-1993 DIRECTION OF FLOW : SB CHANNEL : THIS IS 1 OF 2 SITE NO 303107ao

DAY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY WEATHER GOOD GOOO GOOD GOOD GOOD GOOD GOOD




0- 1 0 2 3 1- 2 0 0 0 0 0 0 0 2- 3 0 0 0 0 0 0 0 3- 4 0 0 0 0 0 0 0 0 4- 5 0 0 0 0 0 0 0 0 5- 6 0 0 0 0 0 0 0 6- 7 2 0 2 2 1 0 2 1 7- a 1 7 5 2 2 2 4 3 a- 9 6 5 3 3 4 4 4 9-10 a 9 4 1 0 7 4

10-11 10 7 6 4 1 a 6 11-12 21 46 2a 7 0 32 20 12-13 22 40 24 6 5 29 19 13-14 10 10 14 7 5 11 9 14-15 13 21 13 6 7 0 13 10 15-16 14 34 17 22 11 3 22 17 16-17 53 115 67 67 3 1 75 51 17-1a 55 94 79 55 14 2 71 50 1a-19 27 51 32 26 16 34 25 19-20 6 21 27 6 12 6 15 13 20-21 4 4 11 4 3 2 6 5 21-22 1 7 13 6 5 0 7 5 22-23 2 3 13 1 7 5 5 23-24 2 4 0 0 2

----------------------------------------------------------------------------------------------------------(6·9) VOLUME: 9 12 10 7 4 6 9 a HIGHEST HOUR: 21 7 46 2a 7 4 32 20 (3-6) VOLUME: 122 243 163 144 2a 6 168 11a HIGHEST HOUR: 55 115 79 67 16 6 75 51 TAL: 25a 13 + 352 + 400 277 10a 3a 347 251




LOCATION : NB EDLOE US 59 WB FR ENTRY DATE : 3-10-1993 DIRECTION OF FLOW : NB CHANNEL : THIS IS 1 OF 2 SITE NO : 30314585





0- 1 7 11 13 13 34 23 11 17 1- 2 7 5 5 5 7 5 6 6 2- 3 0 2 4 6 7 2 3 3- 4 2 3 4 5 6 5 4 4 4- 5 7 4 2 8 6 4 5 5- 6 15 22 17 17 13 3 18 14 6- 7 105 113 137 84 18 15 110 79 7- 8 415 412 398 305 46 21 382 266 8- 9 370 406 453 356 45 38 396 278 9-10 151 192 171 61 62 171 127

10-11 145 150 106 81 47 134 106 11-12 168 231 154 137 30 184 144 12-13 190 183 141 62 111 171 137 13-14 144 208 134 62 47 162 119 14-15 153 181 127 112 74 36 143 114 15-16 114 170 140 165 50 40 147 113 16-17 149 160 149 127 56 40 146 113 17-18 117 157 205 109 59 30 147 113 18-19 111 109 477 94 498 29 198 220 19-20 74 118 909 62 616 26 291 301 20-21 40 88 172 42 87 19 85 75 21-22 28 45 113 49 43 18 59 49 22-23 39 27 109 80 104 19 64 63 23-24 24 18 27 55 28 18 31 28

----------------------------------------------------------------------------------------------------------(6·9) VOLUME: 890 931 988 745 109 74 888 623 HIGHEST HOUR: 415 412 453 356 137 62 396 278 (3·6) VOLUME: 380 487 494 401 165 110 440 339 HIGHEST HOUR: 190 181 909 165 616 111 291 301 TAL: 2569 981 + 1073 + 4424 2392 2201 695 3065 2495



DAY OF WEEK: WEATHER



SB EDLOE US 59 WB FR EXIT 3·10·1993 DIRECTION OF FLO\./ : SB THIS IS 1 OF 2 SITE NO 30314146

MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY GOOD GOOD GOOD GOOD GOOD GOOD

3 I 15 3 I 16 3 I 10 3 I 11 3 I 12 3 I 13

SUNDAY GOOD

3 I 14

5 - DAY 7 • DAY

AVERAGE AVERAGE -----------------------------------------------------------------------------------------------------------

TIME

0- 1 1- 2 2- 3 3- 4 4- 5 s- 6 6- 7 7- 8 8- 9 9·10

10-11 11·12 12-13 13·14 14-15 15·16 16·17 17-18 18-19 19·20 20·21 21·22 22·23 23·24

:6·9) VOLUME: IIGHEST HOUR: 3·6) VOLUME: 'IGHEST HOUR: AL:

HOURLY VOLUME

7 4 3

0 4

18 49 54 62

100 168 119 113 92

159 269 278 156 78 52 so 13 21

121 168 706 278

1870

HOURLY VOLUME

8 1 2

8 10 72 64

146 72

167 +

HOURLY VOLUME

160 262 450 435 212 113 56 41 14 16

1147 450

1759 +

+ ••• INDICATES SUM IS NOT FULL 24-HOUR TOTAL INDICATES DATA IS UNAVAILABLE

HOURLY VOLUME

10 4 4

4 24 60 69 88 87

189 163 138 138 187 314 331 200 79 65 14 30 33

153 189 832 331

2233

HOURLY VOLUME

18 7 7 0 5 3

16 43 50 83 78

150 152 121 142 196 329 321 158 65 44 31 36 31

109 150

846

329 2086

HOURLY VOLUME

21 11 9 2 0 4

12 8

20 39 41 91 73 55 65 85 66 64 61 43 22 3

29 19

40 91

215 85

843

HOURLY VOLUME

9 7 5 1 2 0 4

10 8

23 28 62

122 43 57 38 52 45 41 48 27 20 16 8

22 62

135 122 676

HOURLY VOLUME

11 4 4

2 5

17 56 59 78 88

169 145 124 133 201 340 341 181

84

54 34 23 25

132 169 883 341

2180

HOURLY VOLUME

12 6 5 1

2 4

14 40 44 59 67

132 126 94

109 154 247 246 138

71 44 26 23 21

98 132 647 247

1685



LOCATION : NB EOLOE N OF US 59 DATE : 3-10-1993 DIRECTION OF FLOW : NB CHANNEL : THIS IS 1 OF 2 SITE NO : 30310m

DAY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY ~EAT HER GOOD GOOD GOOD GOOD GOOD GOOD GOOD

3 I 15 3 I 16 3 l 10 3 I 11 3 I 12 3 I 13 3 I 14 AVERAGE AVERAGE



0- 1 10 14 9 16 48 42 12 23 1- 2 8 8 11 6 20 14 8 11 2- 3 4 6 3 7 12 13 5 8 3- 4 5 3 3 8 10 9 5 6 4- 5 4 12 7 8 7 8 8 8 5- 6 32 44 42 51 22 6 42 33 6- 7 248 259 283 252 37 18 260 183 7- 8 1076 1028 1248 1007 97 32 1090 748 8- 9 1003 1091 1392 12n 162 164 1189 847 9-10 402 554 505 251 257 487 394

10-11 293 400 351 249 161 348 291 11-12 364 483 424 264 134 424 334 12-13 502 629 558 226 203 563 424 13-14 494 569 506 200 146 523 383 14-15 330 404 418 396 218 192 387 326 15-16 304 346 373 417 228 129 360 299 16-17 306 348 313 361 158 157 332 274 17-18 250 364 365 286 171 130 316 261 18-19 222 261 881 238 791 127 400 420 19-20 167 179 1115• 166 886 117 407 438 20-21 102 133 320 98 243 63 163 160 21-22 53 86 127 89 67 39 89 77 22-23 62 50 162 105 141 33 95 92 23-24 29 31 47 71 52 29 44 43

·---------------------------------------------------------------------------------------------------------:6-9) VOLUME: 2327 2378 2923 2531 296 214 2540 1778 IIGHEST HOUR: 1076 1091 1392 12n 264 257 1189 847 3-6) VOLUME: 860 1058 1051 1064 557 416 1008 834 IIGHEST HOUR: 502 404 1115 558 886 203 563 438 AL: 6270 2465 + 2202 + 9754 7198 4560 2223 7558 6083




LOCATION : SB EDLOE N OF US 59 DATE : 3-10-1993 DIRECTION OF FLOW : SB CHANNEL : THIS IS 1 OF 2 SITE NO : 30312597





o- 1 21 18 36 47 69 42 30 39 1- 2 12 9 15 17 36 29 13 20 2- 3 11 4 ,, 17 34 22 11 16 3- 4 7 7 5 10 7 13 7 8 4- 5 3 6 5 4 5. 6 5 5 5- 6 17 21 24 25 11 8 22 18 6· 7 73 71 89 76 33 11 n 59 7- 8 261 296 298 280 52 32 284 203 8- 9 318 315 356 307 112 56 324 244 9-10 274 361 314 160 102 316 242

10-11 317 319 300 204 150 312 258 11-12 647 703 605 315 244 652 503 12-13 627 - 642 635 313 370 635 517 13-14 464 552 505 284 190 507 399 14-15 429 533 542 531 280 221 509 423 15-16 536 632 694 649 311 164 628 498 16-17 901 1061 1082 1067 261 212 1028 764 17-18 1295 1376 1435 1339 251 190 1361 981 18-19 669 790 766 639 261 210 716 556 19-20 313 418 298 271 186 169 325 276 20-21 162 219 276 163 137 109 205 178 21-22 168 168 759 127 328 73 305 270 22-23 80 98 835 126 1206 49 285 399 23-24 44 54 103 98 80 37 75 69

----------------------------------------------------------------------------------------------------------(6-9) VOLUME: 652 682 743 663 197 99 685 506 HIGHEST HOUR: 647 315 703 605 315 244 652 503 (3-6) VOLUME: 2732 3069 3211 3055 823 566 3017 2243 HIGHEST HOUR: 1295 1376 1435 1339 1206 370 1361 981 rAL: 7649 747 + 5349 + 10206 8152 4936 2709 8631 6945




LOCATION : NB EDLOE PARKING GARAGE ENTRY DATE : 3-10-1993 DIRECTION OF FLOW NB CHANNEL : THIS IS 2 OF 2 SITE NO 30310777

lAY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY lEATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD


··---------------------------------------------------------------------------------------------------------TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY


o- 1 0 0 8 0 0 0 2 1- 2 0 0 8 0 0 0 2 2- 3 0 0 5 0 0 0 3- 4 0 0 2 0 0 0 0 4- 5 0 0 6 0 0 0 2 1 s- 6 0 0 8 0 0 0 2 1 6- 7 0 0 12 2 0 0 4 2 7- 8 0 0 38 0 0 0 9 6 8- 9 0 0 51 0 0 0 13 8 9-10 0 53 0 0 0 18 11

10-11 0 50 0 0 0 17 10 11-12 0 159 0 0 0 53 32 12-13 0 116 0 0 0 39 23 13-14 0 31 0 0 0 10 6 14-15 0 80 0 0 0 0 20 13 15-16 0 69 0 0 0 0 17 11 16-17 0 185 0 0 0 0 46 31 17-18 0 271 0 0 0 0 68 45 18-19 0 99 0 0 0 0 25 16 19-20 0 63 0 0 0 16 ,, 20-21 0 36 0 0 0 0 9 6 21-22 0 26 0 0 0 0 7 4 22-23 0 7 0 0 0 0 2 1 23-24 0 20 0 0 0 0 5 3 •••••••••••••••••••••••••••••••••o•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••

6·9) VOLUME: 101 2 26 17 IGHEST HOUR: 159 2 53 32 3·6) VOLUME: 525 131 87 IGHEST HOUR: 271 116 68 45 AL: 856 + 548 2 386 248

24- \-\~<; ~ \~o4 ~ --- INDICATES SUM IS NOT FULL 24-HOUR TOTAL

INDICATES DATA IS UNAVAILABLE



LOCATION : SB EDLOE PARKING GARAGE EXIT DATE : 3-10-1993 DIRECTION OF FLOW : SB CHANNEL : THIS IS 2 OF 2 SITE NO 30312597





0- 1 0 3 6 2 6 3 3 1- 2 0 5 4 3 5 4 3 4 2- 3 2 1 3 0 0 4 2 2 3- 4 1 3 4 2 2 4- 5 0 4 4 5 0 0 3 2 5- 6 21 24 27 27 1 0 25 17 6- 7 82 77 83 77 4 2 80 54 7- 8 294 265 329 224 20 5 278 189 8- 9 282 277 346 258 44 15 291 204 9-10 144 165 143 74 22 151 110

10-11 149 154 111 85 38 138 107 11-12 168 242 155 64 32 188 132 12-13 253 329 221 53 34 268 178 13-14 228 297 178 56 33 234 158 14-15 148 149 162 103 70 52 140 114 15-16 100 152 171 136 115 48 140 120 16-17 143 149 181 134 78 43 152 121 17-18 140 140 177 87 99 44 136 114 18-19 78 100 529 44 327 11 188 181 19-20 55 53 740 32 377 11 220 211 20-21 33 29 162 17 128 5 60 62 21-22 17 25 88 18 60 4 37 35 22-23 17 22 41 18 33 8 24 23 23-24 1 9 3 7 8 2 5 5

------------------------------------------------------~---------------------------------------------------(6-9) VOLUME: 658 619 758 559 68 22 648 447 HIGHEST HOUR: 294 277 346 258 85 38 291 204 (3-6) VOLUME: 383 441 529 357 292 135 427 356 HIGHEST HOUR: 253 152 740 221 377 52 268 211 TAL: 2357 656 + 828 + 4241 2008 1704 424 2767 2151




LOCATION : WB RICHMOND E OF EDLOE DATE : 3-10-1993 DIRECTION OF FLOW : WB CHANNEL : THIS IS 1 OF 2 SITE NO 30312634


3 l 15 3 I 16 3 I 10 3 I 11 3 I 12 3 I 13 3 I 14 AVERAGE AVERAGE



o- 1 97 58 89 113 192 234 89 130 1- 2 57 36 51 68 116 125 53 75 2- 3 69 23 35 53 110 124 45 69 3- 4 19 32 18 22 41 60 23 32 4- 5 20 12 14 11 23 22 14 17 s- 6 54 41 42 42 23 14 45 36 6- 7 163 157 189 145 57 33 163 124 7- 8 480 539 524 443 121 so 496 359 8- 9 624 734 820 615 199 93 698 514 9-10 622 667 555 403 116 615 473

10-11 693 709 687 540 200 696 566 11-12 1097 1054 939 658 315 1030 813 12-13 1273 1289 1084 656 442 1215 949 13-14 1154 1252 1084 689 445 1163 925 14-15 906 891 1003 888 678 474 922 807 15-16 957 1085 1119 952 593 464 1028 862 16-17 1229 1554 1418 1222 586 442 1356 1075 17-18 1270 1582 1477 1220 495 393 1387 1073 18-19 750 958 1046 665 520 328 855 711 19-20 426 580 847 459 536 274 578 520 20-21 276 433 502 349 340 183 390 347 21-22 253 358 942 333 591 196 471 445 22-23 179 233 906 292 977 119 402 451 23-24 107 170 201 281 275 132 190 194

--------------·-------------------------------------------------------------------------------------------(6-9) VOLUME: 1267 1430 1533 1203 377 176 1358 998 HIGHEST HOUR: 1097 734 1054 939 658 315 1030 813 (3-6) VOLUME: 3456 4221 4014 3394 1674 1299 3771 3010 ii GHEST HOUR: 1273 1582 1477 1222 977 474 1387 1075 rAL: 12775 1632 + 7844 + 16214 12522 9419 5278 13927 11568




LOCATION : NB EDLOE N OF RICHMOND DATE : 3-10-1993 DIRECTION OF FLOW : NB CHANNEL : THIS IS 1 OF 2 SITE NO 30310017

MY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY ,JEATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD


·----------------------------------------------------------------------------------------------------------TIME HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY HOURLY


0- 1 4 5 6 12 15 4 7 1- 2 2 3 3 3 10 5 3 4 2- 3 4 1 4 2 3 4 3 3 3- 4 2 2 6 4 3 0 4 3 4- 5 3 2 2 2 3 3 2 3 5- 6 5 7 9 7 4 4 7 6 6- 7 65 64 74 59 13 6 65 47 7- 8 413 407 477 372 44 16 417 288 8- 9 371 443 529 477 73 132 455 338 9-10 218 254 230 128 226 234 211

10-11 169 243 195 139 103 202 170 11-12 272 267 258 141 90 266 206 12-13 296 316 295 125 103 302 227 13-14 258 268 251 137 87 259 200 14-15 191 222 285 200 145 115 224 193 15-16 189 229 237 252 107 77 227 182 16-17 242 330 245 242 91 103 265 209 17-18 240 316 261 252 80 83 267 205 18-19 149 182 194 127 102 108 163 144 19-20 109 86 166 73 93 65 108 99 20-21 36 57 69 59 31 35 55 48 21-22 23 29 188 36 98 13 69 64 22-23 22 29 127 31 166 18 52 65 23-24 12 14 20 19 13 10 16 15

·---------------------------------------------------------------------------------------------------------6-9) VOLUME: 849 914 1080 908 130 154 938 672 IIGHEST HOUR: 413 443 529 477 141 226 455 338 3·6) VOLUME: 671 875 743 746 278 263 759 596 'I GHEST HOUR : 296 330 316 295 166 115 302 227 AL: 3295 934 + 1494 + 4245 3452 1761 1421 3671 2936




LOCATION : SB EDLOE N OF RICHMOND DATE : 3·10-1993 DIRECTION OF FLOW : SB CHANNEL : THIS IS 2 OF 2 SITE NO : 30310017

DAY OF WEEK: MONDAY TUESDAY 'WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 · DAY 7 • DAY WEATHER GOOD GOOD GOOD GOOD GOOD GOOD GOOD




o- 1 13 3 8 14 22 20 9 13 1- 2 1 6 4 9 20 14 5 9 2- 3 3 3 0 9 11 2 5 3- 4 1 3 2 3 4 4 2 3 4- 5 3 3 0 2 4 2 2 2 s- 6 12 14 15 11 4 1 13 9 6· 7 106 108 109 107 14 3 107 74 7- 8 581 581 590 528 47 12 570 390 8· 9 552 547 608 611 92 25 579 406 9·10 211 292 287 108 84 263 196

10·11 193 229 206 137 104 209 174 11·12 349 335 366 206 199 350 291 12·13 425 493 499 196 276 472 378 13-14 377 439 386 185 116 401 301 14-15 290 354 392 359 170 151 349 286 15-16 345 406 478 434 171 92 416 321 16-17 363 431 412 412 157 118 404 315 17-18 440 468 521 451 138 106 470 354 18·19 230 336 315 196 159 116 269 225 19-20 120 162 303 126 205 110 178 171 20-21 74 99 114 63 57 87 88 82 21-22 86 68 147 61 so 40 90 75 22-23 25 33 62 51 75 25 43 45 23-24 14 18 35 42 27 11 27 24

----------------------------------------------------------------------------------------------------------(6·9) VOLUME: 1239 1236 1307 1246 153 40 1257 870 HIGHEST HOUR: 581 581 608 611 206 199 579 406 (3·6) VOLUME: 1148 1305 1411 1297 466 316 1290 990 HIGHEST HOUR: 440 468 521 499 205 276 472 378 TAL: 4814 1266 + 2375 + 5906 5224 2257 1727 5320 4151




LOCATION : EB RICHMOND W OF EDLOE DATE : 3-10-1993 DIRECTION OF FLOW : EB CHANNEL : THIS IS 1 OF 2 SITE NO : 64080377

DAY OF WEEK: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 5 - DAY 7 - DAY ~EAT HER GOOD GOOD GOOD GOOD GOOD GOOD GOOD




o- 1 89 59 74 118 168 202 85 118 1- 2 40 43 64 62 129 133 52 78 2- 3 47 33 45 68 96 131 48 70 3- 4 24 18 20 28 35 39 23 27 4- 5 13 19 18 15 25 31 16 20 5- 6 69 87 81 87 36 26 81 64 6- 7 508 499 513 481 106 55 500 360 7- 8 1157 1219 1207 1162 197 82 1186 837 8- 9 1014 1153 1160 1199 371 144 1131 840 9-10 779 809 799 544 198 796 626

10-11 789 821 792 577 268 801 649 11-12 1159 1057 1046 712 317 1087 858 12-13 1272 1250 1261 771 407 1261 992 13-14 1165 1247 1113 713 502 1175 948 14-15 985 858 990 916 744 501 937 832 15-16 954 867 970 960 751 468 938 828 16-17 1040 1072 1218 1111 714 481 1110 939 17-18 1240 1235 1273 1081 672 405 1207 984 18-19 659 m 1425 708 1158 427 891 858 19-20 382 481 1228 495 1151 296 646 672 20-21 282 401 475 380 423 201 384 360 21-22 265 335 529 392 527 188 380 373 22-23 161 212 366 328 447 145 267 276 23-24 97 103 166 234 281 115 150 166

---------------------------------------------------------------------------------------------------------6-9) VOLUME: 2679 2871 2880 2842 674 281 2818 2038 IIGHEST HOUR: 1159 1219 1207 1199 712 317 1186 858 3-6) VOLUME: 3234 3174 3461 3152 2137 1354 3255 2752 IGHEST HOUR: 1272 1235 1425 1261 1158 502 1261 992 AL: 14190 3130 + 6336 + 17006 14836 11348 5762 15154 12780


EDLOE HOV RAMP ANALYSIS

Levels of Service

,~~-,1--AM Existing Geometries & Timing c --- E B

PM ...... __ .

Geometries & Timing c B B ---AM Current Geometries & Timing (CT) c --- E B

Current Geometries, Optimized Timing (OT) B --- D B

HOVL + CFL: Metro Phasing, CT c A E B

HOVL + CFL: Metro Phasing, OT c A c B

Iwp•~ ,~~~~· #1: HOVL + CFL, Metro Phasing, OT c A D B

T. tent #2: HOVL + CFL, Metro Phasing, OT B A c B .uup_"

Improvement #3: HOVI + CFL, Metro Phasing, OT B A B B

PM Current Geometries & Timmg c --- B B

Current Geometries, 0 .. Timmg c B B ---HOVL + CFL: Metro Phasing, Current Tim~g E A B B

HOVL + CFL: Metro Phasing, Opt. Timing E A B B

Imprl.. #1: HOVL + CFL, Metro Phash1g, OT c A B B

!mp~ #2: HOVL + CFL, Metro Phasing, OT E A B B

Improvement #3: HOVL + CFL, Metro Phasing, OT E A B B

AM Current Geometries & Timmg F --- F B

Current Geometries, 0] •'- -' Timmg F F B ---HOVL + CFL: Metro P~'" _Current Timi~ F A F B

HOVL + CFL: Metro Phasing, Opt. Timing F A F B

!iup•v•.., ... .., ... #1; HOVL + CFL, Metro !':ta., ... 5 , OT F A F B

Improvement #2: HOVL + CFL, Metro Phasing, OT c A F B

Improvement #3: HOVL + CFL, Metro Phasing, OT B A E B

PM Current Geometries & Timing E --- E B

Current Geometries, 0 -'- -'~ F c B ---HOVL + CFL: Metro Phasing, Current Timing F A E B

HOVL + CFL: Metro Phasing, Opt. Timing F A D B

Improvement #1: HOVL + CFL, Metro Phasing, OT F A c B

Improvement #2: HOVL + CFL, Metro Ph~l<inu_ OT F A c B

Improvement #3: HOVL + CFL, Metro Phasing, OT F A c B

EDWE HOV RAMP ANALYSIS

Total Intersection Delay

PM Existing Geometries & 44 25 11 8

AM Current Geometries & Timing (CT) 76 24 44 8

Current Geometries, Optimized Timing ( OT) 52 21 24 7

HOVL + CFL: MP/CT 90 32 5 45 8

HOVL + CFL: MP/OT 68 30 6 24 7

#1: HOVL + CFL, MP, OT 70 30 6 27 7

Improvement #2: HOVL + CFL, MP, OT 52 15 6 24 7


PM Current Geometries & 52 31 12 9

Current Geometries, 42 26 9 7

HOVL + CFL: MP/CT 79 54 3 13 9

HOVL + CFL: MP/OT 93 73 3 9 8

#1: HOVL + CFL, MP, OT 54 35 2 9 7



AM Current Geometries & 338 90 234 14

Current Geometries, 209 107 88 14

HOVL + CFL: MP 393 136 8 235 14

HOVL + CFL: MP/OT 278 145 6 114 13

#1: HOVL + CFL, MP, OT 270 137 6 114 13



PM Current Geometries & Timing (CT) 141 83 43 15

Current Geometries, Optimized Timing ( OT) 142 104 25 13

HOVL + CFL: MP/CT 331 258 5 53 15

HOVL + CFL: MP/OT 350 298 3 36 13




1993: AM PEAK HOUR, EXISTING GEOMETRICS & TIMING

w 0 _J Cl w

TO US 59 EB FR

_j~t

L '---35@ -455 B r=.,

[[!

ffi402.......JI \.::;1 782::::

1fru WESTP ARK oiG: @

)...=208/'M -343 ~

BISSON NET

LEGEND

XXX - VOLUME

@ - APPROACH LOS

~ - OVERALL INTERSECllON LOS

1993: PM PEAK HOUR, EXISTING GEOMETRICS & TIMING

_j©

~il

w 0 _J

Cl w

TO US 59 EB FR

L ........ 21 ® - ... 13 @] r= 138

jfj(( RICHMOND I gil ® G~~

~ ~ #~ ~

-<.,0

~0

_j1~t

11:\ 118 ...J \:;I +73 ::::::

liD

jfr(r WESTP ARK • i"'

®

BISSONNET

LEGEND

XXX- VOWME

@ - APPROACH LOS

~ - OVERALL INlERSECllON LOS

1996: AM PEAK HOUR, CURRENT GEOMETRICS & TIMING

L ..._31(';;\ :::: ... 7\,§.1 r-•7

© 158 __., @]

1132=

--"-7

~ rr"'---1 II RICHMOND

w 0 _J

0 w

® .'::=! __ 1:..:...4 ::::-t

[[]

!a! @ ~~~

'# ~ ~ #~

tl? '\0

~877@ ,..- 284 c 14

1~f!r WESTP ARK . ., @

'-==17"\ -375 ~

BISSON NET

LEGEND

XXX- VOLUME

~ - APPROACH LOS

[) - OVERALL .INTERSECliON LOS

996: AM PEAK HOUR, CURRENT GEOMETRICS & OPTIMUM TIMING

_j®

~rc L ~31® _,.., B ;==e7

@ tsa_J [§]

1132=

__ ,_875 lttrr~-sa! RICHMOND

w 0 ...J Cl w

TO US 59 EB FR

,,~.?1®

®

__j~e,

~Ul_ F=:n® [[! 14

~-® t43....J

_---=.;!...,. ::"t 1tfJf WESTP ARK . ., @

"'-=225/'M -375 ~

BISSON NET

LEGEND

XXX- VOWt.cE

@ - APPROACH LOS

[} - OVERALL INTERSECTION LOS

996: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, CURRENT TIMING

GNAL PHASING II: TlMING

I II: SB GREEN I II: Yt9 'lliRU I II: Vt9 LEFT

I lHRU o!c LEFT I lHRU, EB LEFT II: RIGHT

IS

151 =! @ 1132-__ ,17_5

TO US 59 EB FR

II: SB lHRU lHRU o!c LEFT II: Yt9 GREEN

s

lHRU II: LEFT lHRU II: LEFT II: Yt9 lHRU

s

14+ ...J ®845-14 :="'t

@ •8 ,.. ... ~)ll

@ 438.-.J 854--

lfii( RICHMOND

LEGEND

XXX- VOLUME

@ - APPROACH LOS

[I) - OVERALL INTERSECTION LOS

1trrr WESTPARK , o;t;;

@

~225@ -375 c Iii

BISSON NET

996: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, CURRENT TIMING

GNAL PHASING lc 11MJNG

! ar SB GREEN I .tr WB 1HRU I lc WB LEFT

I lHRU lc LEFT I 1HRU, EB LEFT lc RIGHT

IS

_)L ~l !=:7@

[Q] ,r-81 158 =::! @ 1132-

187 =:=::- "'11i( --1 RICHMOND

UJ 0 .....J

o!• ~ .. t

~® @) TO GREENWAY GARAGE

L_

LEGEND TO US 59 EB FR

lc SB lHRU 1HRU lc LEFT lc WB GREEN

s

1HRU lc LEFT 1HRU lc LEFT lc WB 1HRU

s

144 ~ ®e..a-14 =-t

@ ~~»8 ,... .. ~Jll

0 438 ~ 854--

XXX- VOLUME

@ - APPROACH LOS

[[} - OVERALL INTERSECTION LOS

1rrrr WESTPARK 1ft

o;ii6

@

~225@ -375 c

[il

BISSON NET

996: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, OPTIMUM TIMING

IGNAL PHASING 4c TIMING

B 4c SB GREEN El 4c WB 1HRU El 4c \\9 LEFT

D S

I 1HRU 4c LEFT ' THRU, EB LEFT 4c RIGHT

) s

4c SB THRU THRU 4c LEFT 4c \\9 GREEN

s

THRU 4c LEFT 'IHRU 4c LEFT 1c \\9 1HRU

s

TO US 59 EB FR

144 ~

®s.s-14 =:"'t

@

airs @ TO GREENWAY GARAGE

~

~177 !';;'\ ..- 214 \!I

14

LEGEND

XXX- VOLUME

@ - APPROACH LOS

(g} - OVERALL INTERSECllON LOS

11r({ WESTP ARK

l..=225@ -375 c

BISSON NET


IMPROVEMENT #1: SB RICHMOND LANE ADDITION

IGNAL PHASING lc TIMING

8 1c SB GREEN ~ lc WB niRU ~ lc WB l.EF'T

5 s

I niRU lc l£FT

151 =! @ 11:52-__ 117_5

w 0 ....J

~@

I niRU, EB L£FT lc RIGHT

is

lc SB 'THRU niRU lc L£FT 1c WB GREEN

s

niRU lc L£FT niRU lc L£FT lc WB THRU

s

TO US 59 EB FR

®

RICHMOND

@) TO GREENWAY GARAGE

L

LEGEND

XXX- VOWME

® - APPROACH LOS

rn:J - OVERALL INlERSEC'TlON LOS

itr({ WESTP ARK

@

~=® -375 8

BISSON NET


IMPROVEMENT #2: #1 & RICHMOND PHASING CHANGE

GNAL PHASING & TIMING

~ THRU & L.EFT :! & SB GREEN ~ THRU & L.EFT ~ & WB GREEN

) s

l THRU & LEFT

1SS .=:::! ® 1132-187 ::::::

w 0 .....J

8@

I THRU. EB LEFT & RIGHT

IS

& SB THRU THRU & LEFT & Vt9 GREEN

s

THRU & LEFT THRU lc LEFT lc WB THRU

s

TO US 59 EB FR

144 _.I ®•..a_;::;......;..:14_=:"t

L ~38r,:;-.. =487 \£I [i] ,r-67

lftf(-R-IC-HM-OND :a!!!! .., ...... ® TO GREENWAY GARAGE

L_

LEGEND

XXX- VOLUME

~ - APPROACH LOS

[g) - OVERALL INTERSECTION LOS

jjr(r WESTP ARK

®

'-=225® -375 B

BISSON NET


IMPROVEMENT #3: #1, #2, & W8 WESTP ARK LANE ADDITION

GNAL PHASING o!c liMING

~ 'THRU o!c LEFT ~ o!c SB GREEN I 'THRU o!c LEFT I o!c WB GREEN

IS

158 ==! ® 1132-117 5

UJ 0 -' GJ@

~II)

--!!~

RICHMOND

® TO GREENWAY GARAGE

L 0:0-< 00 'THRU o!c LEFT

: 'THRU. EB LEFT o!c RIGHT

s

o!c SB 'THRU 'THRU o!c LEFT o!c WB GREEN

s

'0-IRU o!c LEFT THRU o!c LEFT !c WB 'THRU

s

TO US 59 EB FR

144 __;I

@ 845-14 ::"t

®

fff{ HOVL RAMP g

013-a.D LEGEND

XXX- VOLUME

@ - APPROACH LOS

[ID - OVERALL INTERSECTION LOS

jfr{( WESTP ARK

@

"-=225@ -375 c

BISSON NET

1996: PM PEAK HOUR, CURRENT GEOMETRICS & TIMING

74 ....J ®1052=

402--~~

lJ.J 0 _J

0 lJ.J

TO US 59 EB FR

L ~ 32 f':::\ == 1058 \.£1 @] ~ 151

RICHMOND

~@

_jjfit

17:\11.-J \:;;/ 517 =:

"-= 103 ® -ns

BISSON NET

LEGEND

XXX- VOLUME

@ - APPROACH LOS

([] - OVERALL INTERSEC110N LOS

196: PM PEAK HOUR, CURRENT GEOMETRICS & OPTIMUM TIMING

_j@

~il 74 __;I

@1082 = __ 402...;...3

w 0 _J

0 w

TO US 59 EB FR

~®

_j1~t ®

78__;1 27t

_ ____:.7..;;...8 :::"'t

17:\11__;1 \::.; 517::::

RICHMOND

~241 ® .,_. 482 B 4

1fr(r WESTP ARK "'10.., " @

.-....:::: 103 ® -ass

BISSON NET

LEGEND

XXX- VOLUME

@ - APPROACH LOS

IE) - OVERALL JNTERSECllON LOS

1996: PM PEAK HOUR, HOVL + CFL (600), METRO PHASING, CURRENT TIMING j

SIGNAL PHASING o!c nMING _j@ -~~ ~l L

NB o!c S8 GREEN EB o!c WB 1liRU EB ac WB LEFT

78 s

NB THRU o!c LEFT NB ac S8 GREEN WB 1liRU o!c LEFT

80 s

NB & S8 GREEN SB THRU .k LEFT EB & WB GREEN

80 s

S8 THRU ac LEFT EB THRU o!c LEFT EB o!c WB THRU

80 s

.__32 ® =10158 E

[g) ,r-232

74 .==::! @ 1012-4145 lrrf( --RI-CH-M-OND

~ §~: __, G3 0 ® ___ ill[! ~~WAY GARAGE

3 VEHICLES I TO US 59 EB FR

@)

~~

[A] >--~ ® jft HOVL RAMP

a 0

~2541'::\ .,_ 482 \£I

4

LEGEND

XXX- VOLUME

® - APPROACH LOS

(I] - OVERALL INTERSECllON LOS

11f(r WESTP ARK ,..§..,

®

~ll ~=® (';\81_;1 \!Y 517 =:

BISSON NET

1996: PM PEAK HOUR, HOVL + CFL (600), METRO PHASING, OPTIMUM TIMING

SIGNAL PHASING & nMtNG _j0 '~~ ~L L

NB ac SB GREEN EB & WB 'lliRU EB ac WB LEFT

80 s

NB 'lliRU & LEFT NB ac SB GREEN WB 'lliRU ac LEFT

80 s

NB & SB GREEN SB 'lliRU ac LEFT EB ac WB GREEN

80 s

SB 'lliRU ac LEFT EB 'lliRU & LEFT EB ac WB niRU

80 s

74 .:=! @ 1082-4843

l--32 ® ::=1o:se D [[] ,_--231

lfti( ~ ~~= _J

RICHMOND

fJ@ ® ---U~! L GREENWAY GARAGE


~® :lJiil::l ...., ..

!AI }--~ ® jfi HOVL RAMP

LEGEND

XXX- VOLUME

~ - APPROACH LOS

~Hl ~254 ® ,_ 482 8

lil 4

(I] - OVERALL INTERSECnON LOS

88 ~ @278-78 =-t 1rrrr WESTPARK

,..!.,

® ® ~~

~)ll ====® lil

@ 81 ~ 517 :::::

BISSON NET



SIGNAL PHASING " liMING I@ L _jt~!

®l !=~~@ NB &c sa GREEN EB & WB 1HRU EB &c WB LEFT

60 s

NB 1HRU &c LEFT NB &c sa GREEN WB 1HRU &c LEFT

60 s

NB & sa GREEN SB 1HRU & LEFT EB &c WB GREEN

60 s

SB 1HRU &c LEFT EB 1HRU &c LEFT EB &c WB 1HRU

60 s

[Q] ,r--232

74 ~ @ 1082-

_ .. _5 "\ttf!'--111 I RICHMOND


aa ...J @279-78 ::"t

® ~~

~)ll

0 81 ...J 517 =:

LEGEND

XXX- VOLUME

~ - APPROACH LOS

[[j - OVERALL INTERSEC110N LOS

11rrr WESTPARK .... ~..,

@

~=® lru

BISSON NET



SIGNAL PHASING ac TIMING _j@ ~~! ~l L

NB THRU ac LEFT NB ac SB GREEN EB THRU ac LEFT EB ac Yt9 GREEN

60 s

NB THRU ac LEFT NB ac SB GREEN WB THRU ac LEFT

60 s

NB ac SB GREEN SB THRU ac lEFT EB ac WB GREEN

60 s

SB THRU ac lEFT EB THRU ac LEFT EB ac Yt9 THRU

60 s

7+ =!. ® 1062-..... ::::::: w 0 _J

---32 ® =1ose F (g] ,r-232

jffj( ,_R-IC-HM-OND

~ (j) ® TO GREENWAY GARAGE

-----"'cillfj L_

2 VEHia.ES I TO US 59 EB FR

88 --"

®278-78 =-t

® ~~

[AJ >-- ~ @ jtf HOVL RAMP

LEGEND

XXX- VOWME

® - APPROACH LOS

[f) - OVERALL JNlERSECllON LOS

1fr(r WESTP ARK .... ~,.,

@

~)ll ~=® f":\81--" \!Y 517 =:

BISSON NET



SIGNAL PHASING ac TIMING _j@ L '~~

dllll !=~® NB THRU ac LEFT NB ac sa GREEN EB THRU ac LEFT EB ac WB GREEN

60 s

NB THRU ac LEFT NB ac sa GREEN WB THRU ac LEFT

60 s

NB ac SB GREEN SB THRU ac LEFT EB ac WB GREEN

60 s

S8 THRU ac LEFT EB THRU ac LEFT EB ac WB THRU

60 s

[iJ ~232

74 .=::! ® 1082-

_ ... 5 "\ttf(--111 RICHMOND

4J 0 ....J

fa 0 ® TO GREENWAY GARAGE

~; // --Ull! L_

!AI >-~@ 1ff HOVL RAMP


® !~

LEGEND

XXX- VOLUME

® - APPROACH LOS

(g) - OVERALL INTERSECTION LOS

jjr(r WESTP ARK ,..§..,

@

~ll ~=® 17\81...J \!Y 517 =:

BISSON NET

2010: AM PEAK HOUR, CURRENT GEOMETRICS & TIMING

218~ @1s..a=: __ m_3

w 0 _..J

0 w

TO US 59 EB FR

~

L ~52 1'::\ :::::::8711 \£I

[f] ,r-111

RICHMOND

®

_j%®

1lit ~ 111111 ® ~388 F

111

®1118~ [[] --111 =-t itrrr WESTPARK o;~

@

@ SQ .... ~)Ll ~~@

liD ®800~

1117--BISSON NET

LEGEND

XXX- VOWME

@ - APPROACH LOS

[) - OVERALL JNTERSEC110N LOS

J1 0: AM PEAK HOUR, CURRENT GEOMETRICS & OPTIMUM TIMING

_j® .§til L ~!l

218 _j

® 154e= 221-·

---~

w 0 -I Cl w

TO US 59 EB FR

Go

~~2 1'::\ == 879 \£I [EJ ___ ,

_j~@

,~,.,

~Dt .-.:::::= 1188 @ ,_311 c ,. ®

1N_J .,_ _ __:::_11 ::::"t

@ ~~ --

® eoo_J ,., --

[[]

ifr(( WESTP ARK 0~~

®

BISSON NET

LEGEND

XXX- VOLUME

@ - APPROACH LOS

([] - OVERALL INTERSECTION LOS

~01 0: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, CURRENT TIMING

SIGNAL PHASING & TlMING

NB & SB GREEN EB & Yt9 THRU EB .!c WB LEFT

78 s

w 0 ....J

~@ ~:,! __ ttl

RICHMOND


L SB THRU & LEFT NB THRU, EB LEFT .!c RIGHT 0:'-{ [A]

ft~ HOVL a

BO S

~B & SB THRU SB THRU & LEFT ::S .!c WB GREEN

79 s

iB THRU & LEFT ~ THRU .!c LEf'T B .!c WB THRU

'9 s

TO US 59 EB FR

®1111~ 111-111 =""

® 800~ 1117 :=::

RAMP

0 6 VEHICLES

LEGEND

XXX- VOLUME

~ - APPROACH LOS

(g) - OVERALL INTERSEC110N LOS

jfr(r WESTP ARK 0~~

@

~3a7@ -512 c

BISSON NET

:010: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, OPTIMUM TIMING

SIGNAL PHASING & 11MING

~B & SB GREEN EB & Yt9 lliRU EB & Yt9 LEFT

70s

;& lliRU & LEFT ~B lliRU, EB LEFT & RIGHT

'0 s

218 =! @ 1548-2283

w 0 -' ~@

• ~~

L ..__52 @ =•n c III r-81

RICHMOND


---!!l 0:'--< ~

L ftn HOVL RAMP . a 013\!lflCID


IB & SB lliRU 8 lliRU & LEFT 8 & WB GREEN

0 s

S lliRU & LEFT S iHRU & LEFT :1 & WB lliRU

I) s ® 800_;1

11117::::

"-= 11lltt (;;\ 'J-388\[;

11

XXX- VOLUME

® - APPROACH LOS

III - OVERALL INTERSEC110N LOS

jjr(r WESTP ARK So

0111,..

@

,l...:::sa7@ -512 c

BISSON NET

:010: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, OPTIMUM TIMING


SIGNAL PHASING lc 11MING

r-IB lc SB GREEN EB 1c WB 11-tRU EB lc WB LEFT

70 s

SB 11iRU lc LEFT ~8 lHRU, EB LEFT lc RIGHT

ro s

L 218 :=::!

{';;'\ 154e~221-

~

'--52 @ :==e11 C [f] ,r-91

a:! _ ___;l!l 0:'--< rAJ

RICHMOND


~ ttn HOVL RAMP

a @ 13-<=


IB 1c SB 11-tRU iB lHRU lc LEFT li lc WB GREEN

'0 s

:S lHRU lc LEFT B lHRU lc LEFT B 4c WB 1HRU

'0 s

®118~ 881-11 ~

® 800~ 1187 =:

XXX- VOLUME

~ - APPROACH LOS

(I] - OVERALL JNTERSEC110N LOS

11ru WESTP ARK io

OlD~

@

~307@ -512 c

BISSON NET



SIGNAL PHASING c!c nMING

NB lHRU c!c LEFT NB c!c sa GREEN EB lHRU c!c LEFT EB c!c WB GREEN

75 s

sa lHRU & LEFT NB lHRU, E8 LEFT c!c RIGHT

75 s

w 0 ...J

jflf( ,-R-IC-HM-OND

i§~

~@ a~

--Ul @:'--{ [A]

~ TO GREENWAY GARAGE

L fif1 HOVL

a RAMP

0 11 VEHICLES


NB IE sa lHRU S8 THRU • LEFT EB lc WB GREEN

75 s

;a lHRU & LEFT ~ lHRU & LEFT ~. WB lHRU

, .. .-.J

®:'=;

® ~~ --~)ll

® 100 __.11

1117 =:

XXX- VOLUUE

® - APPROACH LOS

III - OVERALL INTERSEC110N LOS

itrrr o!~

WESTPARK

@

"-=307@ -512 c [iJ

BISSONNET

~01 0: AM PEAK HOUR, HOVL + CFL (600), METRO PHASING, OPTIMUM TIMING


SIGNAL PHASING & nMING

NB THRU & LEFT NB & SB GREEN EB THRU & LEFT EB & WB GREEN

65 s

SB THRU & LEFT ~B THRU, EB LEFT & RIGHT

S5 S

218 =! ® 1548-228-

---~

w 0 _J

')fff( RICHMOND i~=t

8® 5::!

---l!l @:'--{ [A]


L ff~ HOVL a

RAMP

0 7 'mfla.ES


IB & SB THRU ;a THRU & LEFT :S & WB GREEN

iSS

8 THRU 1c LEFT B THRU lc LEFT B & WB THRU

5 s

, .. ~ ®:'=::;

@ 8~ --~Jll

® 800~ 1187 =:

XXX- VOLUME

~ - APPROACH LOS

(g) - OVERALL INTERSEC110N LOS

1tr(( WESTPARK o!~

®

~ 307@ -512 c

[il

BISSON NET

2010: PM PEAK HOUR, CURRENT GEOMETRICS & TIMING

_j©

~il

w 0 .....J 0 w

TO US 59 E8 FR

L "--- ~ t::\ == 1442 \Q.I [[J r- 208

Iff(( RICHMOND

®

~®

__j iDS" ...... ~Ul

® 101 --" 381-108 ::"t

@

[[!

1frlf WESTP ARK -~ ...

®

"'-= 140 ® -1~

BISSON NET

LEGEND

XXX- VOLUME

~ - APPROACH LOS

IK) - OVERALL INTERSEC110N LOS

)1 0: PM PEAK HOUR, CURRENT GEOMETRICS & OPTIMUM TIMING

L&J 0 _..J

0 L&J

TO US 59 EB FR

L '-- .t;J 1::\ = 1442 \Q.I

If] r- :zoe

lif(r

®

%@ _jSi;g:,:: -a-

~Ul

® 108 __, 381-108 =-t

®

@]

jfr({ WESTP ARK ca;+

®

"'-= 140 ® -1~

BISSON NET

LEGEND

XXX- VOLUME

@ - APPROACH LOS

[} - OVERALL INTERSEC110N LOS

2010: PM PEAK HOUR, HOVL + CFL (600), METRO PHASING, CURRENT TIMfNG

SIGNAL PHASING & nt.tiNG_j@

li;!!

~l L !=~2® NB & SB GREEN

EB lc y,g THRU EB lc y,g LEFT

78 s

NB THRU & L.£FT NB & S8 GREEN y,g THRU & LEFT

80 s

NB & SB GREEN SB THRU & LEFT EB & y,g GREEN

80 s

S8 THRU .tc LEFT EB THRU & LEFT EB & y,g THRU

80 s

101 .=:::! ® 1451-841 5'

[£] ~287

lfft( RICHMOND UJ o ~~Hi _J

R r':'IA ® ..... \!Y LTO GREENWAY GARAGE

a! _ __...Ull!

·-IQlS I TO US 59 EB FR

®111 ~ 381-101 ::::"'t

@ ...... ~~

~)ll

0 84 ~ 701 =:

[A] >- ~· ® 1fi HOVL RAMP

LEGEND

XXX- VOLUME

@ - APPROACH LOS

[[) - OVERALL INlERSECnON LOS

1trrt WESTPARK -~· ®

~ 140® -1305

[i]

BISSON NET


SIGNAL PHASING 4c llMING_jcp

~!!

~l L NB 4c SB GREEN EB 4c Vt9 1HRU EB 4c Vt9 LEFT

115 s

NB 1HRU & LEFT NB & SB GREEN \\9 1HRU 4c LEFT

115 s

NB 4c SB GREEN S8 1HRU 4c LEFT EB & \\9 GREEN

115 s

S8 1HRU 4c LEFT EB 1HRU 4c LEFT EB & WB 1HRU

115 s

~+:Jr.;-.. =1442\[;

II] ,r-U7

RICHMOND ~ ~ft! ....J

GJ 0 ® TO GREENWAY GARAGE

----"~ L_

• -azs I TO US 59 EB FR

®118 ....J 31'1-

_=-:.::108:.::...=:"'t

@

® .. ....J 8708:::::

lAI }- ~· ® 1ft HOVL RAMP

LEGEND

XXX- VOWME

~ - APPROACH LOS

[[) - OVERALL INTERSECllON LOS

jfr({ WESTP ARK .5. @

~140® - 1305

[jJ

BISSON NET



SIGNAL PHASING &c l1MING_j0

~~ dllll

NB &c SB GREEN EB &c Yt9 'THRU EB &c WB LEFT

85 s

NB 'THRU &c LEFT NB &c SB GREEN WB 'IHRU &c LEFT

85 s

NB &c SB GREEN sa 'IHRU &c LEFT EB &c Yt9 GREEN

85 s

sa 'IHRU lc LEFT EB 'IHRU lc LEFT EB &c Yt9 'THRU

855

101 ~ ® 1451 = 841 5

RICHMOND w 0 ...J

~ @ ® TO GREENWAY GARAGE

_ ___,Jffi L

·-051 TO US 59 EB FR

®118 ~ 311-

___:;::;......:..::108:::...=-t

@

@ 14..-J 708 =:

[AJ >- ~8 ® 1fi HOVL RAMP

LEGEND

XXX- VOWME

~ - APPROACH LOS

rn:J - OVERALL INTERSECllON LOS

ifr(r WESTP ARK .~ ...

@

~140@ -1305

BISSON NET

201 0; PM PEAK HOUR, HOVL + CFL (600), METRO PHASING, OPTIMUM TIMING

IMPROVEMENT #2; #1 & RICHMOND PHASING CHANGE

SIGNAL PHASING & TlMING_j~ "'';; .......

NB THRU & LEFT :!llll NB & SB GREEN EB THRU & LEFT EB & Yt9 GREEN

80 s

NB THRU & LEFT NB & SB GREEN Yt9 THRU & LEFT

80 s

NB II SB GREEN SB THRU & LEFT EB & Yt9 GREEN

80 s

SB THRU & LEFT EB THRU & LEFT EB II Yt9 THRU

80 s

101 .=:::! ® 1451-841 ::::-

w 0 _J

~@ I! __ .wu

3 VEHI<US I TO US 59 EB FR

®

17\84...-J '-b 708 =:

L !=t:-.2®

(£] r-217

RICHMOND ~if!


L 00 ~ ~· ®

1ft HOVL RAMP

LEGEND

XXX- VOLUME

~ - APPROACH LOS

(!] - OVERALL INTERSECTION LOS

jfru WESTP ARK .5.

@

~ 140® -1305

BISSONNET ·



SIGNAL PHASING lc 11MING_j~ s.!£

NB THRU lc LEFT dllll NB lc sa GREEN EB THRU lc LEFT EB lc Yt9 GREEN

85S

NB THRU lc LEFT NB lc SB GREEN Yt9 THRU lc LEFT

85S

NB lc sa GREEN sa THRU lc LHT EB 1c WB GREEN

85S

SB THRU lc LEFT EB THRU lc LEFT EB lc WB THRU

85S

101 ==! ® 1451-8+1 5

L&.J 0

1mr RICHMOND

.....J

Gj 0 ® TO GREENWAY GARAGE

ml // ___ wu L__ 00 >-- ~· ®

1fl HOVL RAMP

LEGEND •-au I

TO US 59 EB FR

XXX- VOLUME

@ - APPROACH LOS

(I] - OVERALL INTERSECllON LOS

®118 ...J 381-toe =-t 1rrrr WESTPARK

.~.

@

@ "• "' ~)ll "-= 140 ®

- 1.105

[i]

® ... ...J 701--

BISSON NET

Date post:	23-Jul-2020
Category:	Documents
Upload:	others
View:	2 times
Download:	0 times

Edloe Bridge/U.S. 59 HOV Ramp Intersection Analysis ... · 17 Edloe NB-Parking Garage Entry 1,404...

Documents