APPENDIX G TRAFFIC STUDY TECHNICAL …site is bordered by North Main Street to the west, the Pico House to the north, the Chinese American Museum to the east, and Arcadia Street to

APPENDIX G

TRAFFIC STUDY TECHNICAL MEMORANDUM

Traffic Study – LABOE Channel 35 Studio Relocation CEQA, Los Angeles Page 1 Prepared for AECOM JB51021 September 29, 2015 – DRAFT

TECHNICAL MEMORANDUM

To: Jerry Flores - AECOM

From: Brian A. Marchetti, AICP

Date: September 29, 2015 – DRAFT

Subject: Traffic Study – LABOE Channel 35 Studio Relocation CEQA, Los Angeles KOA Project JB51021

This traffic analysis was conducted to determine future levels of service with the proposed construction project at three study intersections.

The proposed project includes the design and construction of a new digital television studio within the Merced Theatre (420 North Main Street) and Masonic Hall (416 North Main Street) in the El Pueblo de Los Angeles Historic District in the City of Los Angeles. In order to utilize the three-story Merced Theatre and two-story Masonic Hall for studio use, the proposed project would require extensive structural, mechanical, electrical, and plumbing system retrofits. The proposed project would also seismically retrofit the Pico House, which is attached to the Merced Theatre.

Construction of the proposed Project is anticipated to begin in October 2016 and be completed by December 2017. The Project construction activities would generate approximately 110 net new daily weekday trips, with approximately 36 net new a.m. peak-hour trips and 36 net new p.m. peak-hour trips. The proposed Project will not result in any permanent traffic impacts to the analyzed roadway facilities.

INTRODUCTION

This technical memorandum summarizes the results and findings of the traffic analysis conducted for the proposed Channel 35 Studio Relocation Project (hereinafter referred to as the “Project”) to be located at the Merced Theatre (420 North Main Street) and the Masonic Hall (416 North Main Street) in the City of Los Angeles. The site is bordered by North Main Street to the west, the Pico House to the north, the Chinese American Museum to the east, and Arcadia Street to the south.

All of the figures referenced in this report are provided in Attachment A.

Figure 1 illustrates the location of the Project site. Vehicular access would be provided via Sanchez Street, a private street extending easterly from Arcadia Street.

Traffic Study – LADWP 99th Street Chloramination Station, Los Angeles Page 5 Prepared for AECOM JB31122 September 3, 2013 – DRAFT

ANALYSIS METHODOLOGY The general methodology and assumptions contained in this technical memorandum are based on the Los Angeles Department of Transportation (LADOT) document entitled Traffic Study Policies and Procedures, published in May 2012. According to the LADOT Traffic Study Policies and Procedures, a smaller technical memorandum report is required when a project is likely to add 25 to 42 peak-hour trips. The Project construction period activity is estimated to generate 36 net a.m. peak-hour trips and 36 net p.m. peak-hour trips. As such, a technical memorandum has been prepared for this Project. The Project study area includes the following three study intersections:

1. Main Street and Arcadia Street 2. Main Street and Aliso Street 3. Alameda Street and Los Angeles Street/Union Station Driveway

The study intersection locations, with geographic reference to the Project site, are illustrated on Figure 1. The City of Los Angeles has designated the Critical Movement Analysis (CMA) methodology for the analysis of traffic operating conditions at signalized intersections. The concept of roadway level of service under the CMA method is based on the volume-to-capacity ratios for each approach movement (left turns, thru movements, right turns) and the sums of critical movements for the intersection. Critical movements are the highest-volume opposing and conflicting movements, such as the eastbound thru movement and the westbound left turn. These movements cannot proceed through the intersection at the same time, so one movement affects the other. The output from this method is a V/C ratio and a level of service for the intersection as a whole. Level of service (LOS) values range from LOS A to LOS F. LOS A indicates excellent operating conditions with little delay to motorists, whereas LOS F represents congested conditions with excessive vehicle delay. LOS E is typically defined as the operating “capacity” of a roadway. Table 1 defines the level of service values applied to the study intersections.


Table 1 Level of Service Definitions

LOS Interpretation

Signalized Intersection

Volume to Capacity Ratio (CMA)

A Excellent operation. All approaches to the intersection appear quite open, turning movements are easily made, and nearly all drivers find freedom of operation. 0.000 - 0.600

B Very good operation. Many drivers begin to feel somewhat restricted within platoons of vehicles. This represents stable flow. An approach to an intersection may occasionally be fully utilized and traffic queues start to form.

0.601 - 0.700

C Good operation. Occasionally backups may develop behind turning vehicles. Most drivers feel somewhat restricted. 0.701 - 0.800

D Fair operation. There are no long-standing traffic queues. This level is typically associated with design practice for peak periods.

0.801 - 0.900

E Poor operation. Some long standing vehicular queues develop on critical approaches. 0.901 - 1.000

F Forced flow. Represents jammed conditions. Backups from locations downstream or on the cross street may restrict or prevent movements of vehicles out of the intersection approach lanes; therefore, volumes carried are not predictable. Potential for stop-and-go type traffic flow.

Over 1.000

Source: Highway Capacity Manual, Special Report 209, Transportation Research Board, Washington D.C., and Interim Materials on Highway Capacity, NCHRP Circular 212,

The study intersections are currently equipped with City of Los Angeles Automated Traffic Surveillance and Control (ATSAC) and Adaptive Traffic Control System (ATCS) functionality. For capacity analysis, LADOT policies provide for a 0.07 reduction in the V/C ratio with the implementation of ATSAC, and an additional 0.03 reduction with the implementation of ATCS. EXISTING CONDITIONS

Local Roadway Characteristics

The proposed Project would travel along Main Street, which has three travels lanes in one direction only. On-street parking and stopping is not permitted along Main Street in the study area. Arcadia Street, just south of the Project site, has three travel lanes in one direction only. The parking prohibitions exist on this roadway within the study area.

Existing Traffic Counts

KOA compiled manual intersection counts at the study intersections from the LADOT historical traffic count database. Intersection counts at the three intersections were conducted on Tuesday, March 18, 2014, Tuesday, May 20, 2014, and Tuesday, December 12, 2012, respectively, for the 7:00 a.m. to 10:00 a.m. and 3:00 p.m. to 6:00 p.m. peak periods.


The traffic counts were increased by one percent per year to reflect 2015 conditions. The intersection traffic count sheets are included in Attachment B.

Existing Levels of Service

The results of the counts were utilized to determine existing a.m. and p.m. peak-hour traffic volume conditions. The existing level of service conditions were calculated based on the traffic count levels, intersection approach lanes, and signal phasing characteristics. Figure 2 illustrates the existing study intersection approach lane and control configurations. As shown in Table 2, all of the study intersections are currently operating at LOS A during the a.m. and p.m. peak hours.

Table 2 Intersection Level of Service – Existing (2015) Conditions

V/C LOS V/C LOS

1 Main St & Arcadia St 0.236 A 0.378 A

2 Main St & Aliso St 0.165 A 0.352 A

3Alameda St & Los Angeles St-

Union Station Dwy0.307 A 0.506 A

LOS = Level of Service

V/C = Volume-to-Capacity Ratio

PM Peak AM Peak Study Intersections

The existing intersection turn volumes are provided on Figures 3 and 4 for the a.m. and p.m. peak hours, respectively. The level of service calculation worksheets for all analysis scenarios are provided in Attachment C.

PROJECT TRAFFIC This section provides definitions for truck and employee vehicle trip generation during the peak period of project construction, along with the distribution and assignment of those trips to the study area roadway network. This is a planning-level analysis of construction activity, used for the purposes of determining LOS during the project construction period. Therefore, basic construction details defined for the project planning process have been used to analyze potential construction-period impacts.

Project Trip Generation Methodology

Project trip generation calculations included construction employee vehicle trips and construction truck trip estimates. The trip generation totals were determined based on the most intense period of construction activity for the project. In converting trucks to passenger car equivalents, a Passenger Car Equivalent (PCE) factor of 2.5 was assumed. This factoring was used to increase truck volumes due to the additional roadway space and design capacity utilized by larger and slower trucks. The applied value matches typical factors used in area studies that include trips


generated by trucking activities. The factor is based on conservative factors defined by the Southern California Association of Governments (SCAG) Heavy Duty Truck Model. For construction, the maximum number of employees on the project site would be 60. The maximum number of daily trucks would be 50.

Project Trip Generation Calculations

In calculating peak-hour trips for the Project, it is estimated that approximately 20 to 30 construction personnel would be on-site per day. Additionally, approximately 5 to 10 truck trips would occur per day to haul construction material and soil to and from the site. Approximately 370 cubic yards (CY) of materials would be hauled off-site during Project construction. Additionally, excavation of soil would occur approximately 14 feet deep with approximately 11,000 cubic feet of soil being excavated during ground disturbing activities. Project construction would occur Monday through Friday between the hours of 7:00 a.m. and 9:00 p.m., although daily construction would not likely occur after 6:00 p.m. Construction would occur between the hours of 8:00 a.m. and 6:00 p.m. on Saturdays and National Holidays. There would be no construction activities on Sundays and no construction would occur during prohibited hours.

As indicated by Table 3, Project construction would generate a daily total of 110 passenger car equivalent trips, with 36 (33+3) trips occurring during the a.m. peak hour and 36 (3+33) trips occurring during the p.m. peak hour.

Table 3 – Project Trip Generation

AM PEAK HOUR PM PEAK HOUR

Trucks* Employee Total In Out In Out In Out In Out In Out In Out

Consruction Personnel - 60 60 0 0 30 0 30 0 0 0 0 30 0 30

Truck Delivery 50 - 50 3 3 0 0 3 3 3 3 0 0 3 3

TOTAL TRIPS 50 60 110 3 3 30 0 33 3 3 3 0 30 3 33

* Truck trips include a Passenger Car Equivalency (PCE) factor of 2.5.

TRIP

GENERATION

Employee

Trips

Total

Trips

PEAK MONTH 20xx

DAILY TRIPSTruck

Trips*

Employee

Trips

Total

Trips

Truck

Trips*

Construction Project Trip Distribution

The distribution of construction truck trips was assumed to be primarily freeway-oriented. Truck trips were primarily assigned to the US-101 freeway, on the south side of the study area. The distribution pattern for analyzed employee trips assumed that employees would arrive on-site primarily from the US-101 freeway. The regional trip distribution pattern is summarized below and illustrated on Figure 5.


North – 5% East – 43% West – 42% South – 10%

Based on the trip generation and distribution assumptions described above, the Project traffic was assigned to the roadway system based on the construction site access location and the roadways that would likely be used to access the regional highway system. The Project trip assignment is illustrated on Figures 6 and 7 for the a.m. and p.m. peak hours, respectively FUTURE 2017 TRAFFIC CONDITIONS The following section summarizes traffic conditions at the study intersections under both future without-Project and with-Project scenarios. The year 2017 was selected for analysis based on the anticipated completion of the construction of the proposed Project.

Future without-Project Conditions

The future traffic forecasts include an ambient growth rate of two percent per year which was applied to the existing peak-hour counts. The rate is consistent with the generally applied traffic growth rate of one percent, doubled to account for planned local development projects. The future without-Project level of service analysis was conducted for the three study intersections. As shown by the data in Table 4, all of study intersections would continue to operate at LOS A during the a.m. and p.m. peak hours. The future without-Project traffic volumes are provided on Figures 8 and 9 for the weekday a.m. and p.m. peak hours, respectively.

Table 4 Intersection Level of Service – Future without Project Conditions

V/C LOS V/C LOS







Study IntersectionsAM Peak PM Peak


Future with-Project Conditions

The Project trip assignment pattern defined by Figures 6 and 7 was added to the future without-Project traffic forecasts to estimate future with-Project traffic volumes. Figures 10 and 11 provide the future with Project traffic volumes for the weekday a.m. and p.m. peak hours, respectively. The future with-Project level of service analysis results are summarized in Table 5. All of the study intersections would continue to operate at LOS A during the a.m. and p.m. peak hours.

Table 5

Intersection Level of Service – Future with Project Conditions

V/C LOS V/C LOS







Study IntersectionsAM Peak PM Peak

PROJECT TRAFFIC IMPACTS Construction of the proposed Project will not result in any permanent traffic impacts to area roadway facilities. The new employment levels at the Project site are expected to be low, and trips during the operations period would be less than those identified for the construction period. As such, permanent physical or operations improvements to the analyzed study intersections are not required, based on the applied LADOT impact standards. Based on results of the traffic analysis, there does not appear to be a need for manual traffic control along haul routes, or area detours, during the construction period. Caltrans should be contacted to obtain permits for the transport of over-sized loads, to obtain encroachment permits, if necessary. CONCLUSIONS Construction of the proposed Project will not create any significant impacts on the area circulation network. Once the project site is operational, the new employment levels at the Project site are expected to be low, and trips during the operations period would be less than those identified for the construction period. The City of Los Angeles will require construction worksite traffic control plans, to minimize the effects on roadway operations in the vicinity of the construction site and its access point. The Project will not generate any new measurable and regular vehicle trips during the operations period, and long-term mitigation measures are therefore not recommended.

Traffic Study – LABOE Channel 35 Studio Relocation CEQA, Los Angeles Attachments Prepared for AECOM JB51021 September 29, 2015 – DRAFT

ATTACHMENT A STUDY FIGURES

Figure 1 – Project Study Area Figure 2 – Intersection Lane Configurations and Controls Figure 3 – Existing AM Peak Hour Traffic Volumes Figure 4 – Existing PM Peak Hour Traffic Volumes Figure 5 – Project Trip Distribution Percentages Figure 6 – Project Trip Assignment – AM Peak Hour Traffic Volumes Figure 7 – Project Trip Assignment – PM Peak Hour Traffic Volumes Figure 8 – Future (2017) Without Project – AM Peak Hour Traffic Volumes Figure 9 – Future (2017) Without Project – PM Peak Hour Traffic Volumes Figure 10 – Future (2017) With Project – AM Peak Hour Traffic Volumes Figure 11 – Future (2017) With Project – PM Peak Hour Traffic Volumes

ILABOE Channel 35 Studio Relocation

£¤101

!

!

!

(

(

(

1

2

3

Project Study Area

Figure 1

Project Location

LEGEND

Study Intersections!(#


£¤101

!

!

!

(

(

(

1

2

3

Intersection Lane Configurations and Controls

Figure 2

Project Location

LEGEND

Study Intersection

Signalized Intersection

Intersection Lane Configuration

!(S

STOP Unsignalized Intersection

!(#

1

2

S

S

3

S


£¤101

!

!

!

(

(

(

1

2

3

Existing AM Peak Hour Traffic Volumes

Figure 3

Project Location

LEGEND

Study Intersection

Intersection VolumesXX

#!(#

1

37

323

1110

41

2

342

226

70

446

3

583

113

121

44

20

54

926

201

97

47

16


£¤101

!

!

!

(

(

(

1

2

3

Existing PM Peak Hour Traffic Volumes

Figure 4

Project Location

LEGEND

Study Intersection


#!(#

1

100

1343

602

106

2

1403

370

63

566

3

1106

49

194

66

72

63

908

82

348

75

20


£¤101

!

!

!

(

(

(

1

2

3

Project Trip Distribution Percentages

Figure 5

Project Location

LEGEND

Study Intersection

Distribution PercentagesXX%

#!(#

1

0%

0%

90%

10%

2

0%

20%

0%

70%

3

0%

0%

0%

0%

0%

0%

20%

0%

10%

0%

0%


£¤101

!

!

!

(

(

(

1

2

3

Project Trip Assignment - AM Peak Hour Traffic Volumes

Figure 6

Project Location

LEGEND

Study Intersection#!(#


1

0

0

3

0

2

0

7

0

11

3

0

0

0

0

0

0

7

0

0

0

0


£¤101

!

!

!

(

(

(

1

2

3

Project Trip Assignment - PM Peak Hour Traffic Volumes

Figure 7

Project Location

LEGEND



1

0

0

30

3

2

0

1

0

14

3

0

0

0

0

0

0

1

0

3

0

0


£¤101

!

!

!

(

(

(

1

2

3

Future (2017) without Project - AM Peak Hour Traffic Volumes

Figure 8

Project Location

LEGEND



1

38

336

1155

43

2

356

235

73

464

3

607

118

126

46

21

56

963

209

101

49

17


£¤101

!

!

!

(

(

(

1

2

3

Future (2017) without Project - PM Peak Hour Traffic Volumes

Figure 9

Project Location

LEGEND



1

104

1397

626

110

2

1460

385

66

589

3

1151

51

202

69

75

66

945

85

362

78

21


£¤101

!

!

!

(

(

(

1

2

3

Future (2017) with Project - AM Peak Hour Traffic Volumes

Figure 10

Project Location

LEGEND



1

38

336

1158

43

2

356

242

73

475

3

607

118

126

46

21

56

970

209

101

49

17


£¤101

!

!

!

(

(

(

1

2

3

Future (2017) with Project - PM Peak Hour Traffic Volumes

Figure 11

Project Location

LEGEND



1

104

1397

656

113

2

1460

386

66

603

3

1151

51

202

69

75

66

946

85

365

78

21


ATTACHMENT B

INTERSECTION TRAFFIC COUNTS

DATE: LOCATION: PROJECT #: SC0325Tue, Mar 18, 14 NORTH & SOUTH: LOCATION #: 15EAST & WEST: CONTROL: SIGNAL NOTES: AMPM NMD W EOTHER SOTHERNORTHBOUND SOUTHBOUND EASTBOUND WESTBOUNDNL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: 1 3 X X X X X X X X 3 0 X X X X7:00 AM 5 52 0 0 0 0 0 8 0 0 190 10 265 0 0 0 0 07:15 AM 5 48 0 0 0 0 0 0 0 0 225 7 285 0 0 0 0 07:30 AM 8 76 0 0 0 0 0 0 0 0 281 5 370 0 0 0 0 07:45 AM 11 93 0 0 0 0 0 0 0 0 247 7 358 0 0 0 0 08:00 AM 8 78 0 0 0 0 0 0 0 0 247 3 336 0 0 0 0 08:15 AM 11 98 0 0 0 0 0 0 0 0 296 9 414 0 0 0 0 08:30 AM 8 80 0 0 0 0 0 0 0 0 266 14 368 0 0 0 0 08:45 AM 9 86 0 0 0 0 0 0 0 0 272 9 376 0 0 0 0 09:00 AM 9 56 0 0 0 0 0 0 0 0 265 9 339 0 0 0 0 09:15 AM 10 90 0 0 0 0 0 0 0 0 230 6 336 0 0 0 0 09:30 AM 11 95 0 0 0 0 0 0 0 0 259 15 380 0 0 0 0 09:45 AM 11 92 0 0 0 0 0 0 0 0 245 9 357 0 0 0 0 0VOLUMES 106 944 0 0 0 0 0 8 0 0 3,023 103 4,184 0 0 0 0 0APPROACH % 10% 90% 0% 0% 0% 0% 0% 100% 0% 0% 97% 3%APP/DEPART 1,050 / 1,047 0 / 0 8 / 8 3,126 / 3,129 0 BEGIN PEAK HRVOLUMES 37 320 0 0 0 0 0 0 0 0 1,099 41 1,497 APPROACH % 10% 90% 0% 0% 0% 0% 0% 0% 0% 0% 96% 4%PEAK HR FACTOR 0.819 0.000 0.000 0.934 0.904 APP/DEPART 357 / 361 0 / 0 0 / 0 1,140 / 1,136 0 03:00 PM 18 101 0 0 0 0 0 0 0 0 85 10 214 0 0 0 0 03:15 PM 31 99 0 0 0 0 0 0 0 0 149 12 291 0 0 0 0 03:30 PM 15 124 0 0 0 0 0 0 0 0 159 16 314 0 0 0 0 03:45 PM 28 155 0 0 0 0 0 0 0 0 146 15 344 0 0 0 0 04:00 PM 29 170 0 0 0 0 0 0 0 0 75 15 289 0 0 0 0 04:15 PM 27 192 0 0 0 0 0 0 0 0 87 6 312 0 0 0 0 04:30 PM 21 258 0 0 0 0 0 0 0 0 93 19 391 0 0 0 0 04:45 PM 18 296 0 0 0 0 0 0 0 0 147 23 484 0 0 0 0 05:00 PM 31 334 0 0 0 0 0 0 0 0 140 24 529 0 0 0 0 05:15 PM 23 360 0 0 0 0 0 0 0 0 175 23 581 0 0 0 0 05:30 PM 23 327 0 0 0 0 0 0 0 0 127 32 509 0 0 0 0 05:45 PM 22 309 0 0 0 0 0 0 0 0 154 26 511 0 0 0 0 0VOLUMES 286 2,725 0 0 0 0 0 0 0 0 1,537 221 4,769 0 0 0 0 0APPROACH % 9% 91% 0% 0% 0% 0% 0% 0% 0% 0% 87% 13%APP/DEPART 3,011 / 2,946 0 / 0 0 / 0 1,758 / 1,823 0 BEGIN PEAK HRVOLUMES 99 1,330 0 0 0 0 0 0 0 0 596 105 2,130 APPROACH % 7% 93% 0% 0% 0% 0% 0% 0% 0% 0% 85% 15%PEAK HR FACTOR 0.933 0.000 0.000 0.885 0.917 APP/DEPART 1,429 / 1,435 0 / 0 0 / 0 701 / 695 0

Main

NORTH SIDEArcadia WEST SIDE EAST SIDE Arcadia

SOUTH SIDEMain

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL NS SS ES WS TOTAL7:00 AM 19 6 28 1 54 7 6 24 1 38 1 0 4 0 5 11 0 0 0 117:15 AM 23 18 20 2 63 8 16 20 2 46 0 0 0 0 0 15 2 0 0 177:30 AM 21 19 22 0 62 9 18 21 0 48 0 1 1 0 2 12 0 0 0 127:45 AM 29 20 13 1 63 9 15 13 1 38 1 0 0 0 1 19 5 0 0 248:00 AM 18 27 17 0 62 8 21 15 0 44 0 0 2 0 2 10 6 0 0 168:15 AM 16 30 12 2 60 11 26 11 2 50 0 1 1 0 2 5 3 0 0 88:30 AM 33 41 12 1 87 19 41 12 1 73 1 0 0 0 1 13 0 0 0 138:45 AM 25 48 20 0 93 13 40 19 0 72 0 2 1 0 3 12 6 0 0 189:00 AM 32 22 38 1 93 22 22 38 1 83 2 0 0 0 2 8 0 0 0 89:15 AM 9 31 15 0 55 9 31 15 0 55 0 0 0 0 0 0 0 0 0 09:30 AM 11 19 12 0 42 8 19 12 0 39 1 0 0 0 1 2 0 0 0 29:45 AM 6 12 7 0 25 6 12 5 0 23 0 0 2 0 2 0 0 0 0 0TOTAL 242 293 216 8 759 129 267 205 8 609 6 4 11 0 21 107 22 0 0 129 3:00 PM 17 18 6 1 42 11 17 5 1 34 0 1 1 0 2 6 0 0 0 63:15 PM 20 19 6 0 45 10 16 6 0 32 0 3 0 0 3 10 0 0 0 103:30 PM 19 25 16 0 60 13 23 16 0 52 2 2 0 0 4 4 0 0 0 43:45 PM 9 27 3 1 40 9 25 3 1 38 0 2 0 0 2 0 0 0 0 04:00 PM 20 37 18 0 75 10 28 18 0 56 0 5 0 0 5 10 4 0 0 144:15 PM 19 37 8 0 64 10 28 8 0 46 1 5 0 0 6 8 4 0 0 124:30 PM 22 57 20 1 100 20 53 19 1 93 0 4 1 0 5 2 0 0 0 24:45 PM 29 49 15 0 93 15 43 15 0 73 0 4 0 0 4 14 2 0 0 165:00 PM 25 43 30 2 100 25 28 30 2 85 0 7 0 0 7 0 8 0 0 85:15 PM 16 45 14 0 75 9 35 14 0 58 1 6 0 0 7 6 4 0 0 105:30 PM 11 19 7 3 40 11 12 6 1 30 0 7 1 2 10 0 0 0 0 05:45 PM 17 24 4 0 45 5 18 3 0 26 2 6 1 0 9 10 0 0 0 10TOTAL 224 400 147 8 779 148 326 143 6 623 6 52 4 2 64 70 22 0 0 92

INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC tel: 951 249 3226 [email protected] TownMain

Arcadia

U-TURNSMain Main Arcadia Arcadia

BICYCLE CROSSINGS SCHOOL AGE PED

AM

PM

AM

8:15 AM

PM

5:00 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS

DATE: LOCATION: PROJECT #: SC0376Tue, May 20, 14 NORTH & SOUTH: LOCATION #: 2EAST & WEST: CONTROL: SIGNAL NOTES: AMPM NMD W EOTHER SOTHERNORTHBOUND SOUTHBOUND EASTBOUND WESTBOUNDNL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: X 3 1 X X X 0 3 X X X X X X X X7:00 AM 0 40 35 0 0 0 11 72 0 0 0 0 158 0 0 0 0 07:15 AM 0 71 35 0 0 0 15 77 0 0 0 0 198 0 0 0 0 07:30 AM 0 75 43 0 0 0 19 92 0 0 0 0 229 0 0 0 0 07:45 AM 0 68 51 0 0 0 16 112 0 0 0 0 247 0 0 0 0 08:00 AM 0 73 49 0 0 0 18 115 0 0 0 0 255 0 0 0 0 08:15 AM 0 63 41 0 0 0 12 83 0 0 0 0 199 0 0 0 0 08:30 AM 0 74 37 0 0 0 14 116 0 0 0 0 241 0 0 0 0 08:45 AM 0 81 45 0 0 0 20 85 0 0 0 0 231 0 0 0 0 09:00 AM 0 79 48 0 0 0 21 112 0 0 0 0 260 0 0 0 0 09:15 AM 0 84 59 0 0 0 17 120 0 0 0 0 280 0 0 0 0 09:30 AM 0 94 58 0 0 0 16 105 0 0 0 0 273 0 0 0 0 09:45 AM 0 82 59 0 0 0 15 105 0 0 0 0 261 0 0 0 0 0VOLUMES 0 884 560 0 0 0 194 1,194 0 0 0 0 2,832 0 0 0 0 0APPROACH % 0% 61% 39% 0% 0% 0% 14% 86% 0% 0% 0% 0%APP/DEPART 1,444 / 1,078 0 / 0 1,388 / 1,754 0 / 0 0BEGIN PEAK HRVOLUMES 0 339 224 0 0 0 69 442 0 0 0 0 1,074APPROACH % 0% 60% 40% 0% 0% 0% 14% 86% 0% 0% 0% 0%PEAK HR FACTOR 0.926 0.000 0.932 0.000 0.959APP/DEPART 563 / 408 0 / 0 511 / 666 0 / 0 03:00 PM 0 109 98 0 0 0 18 143 0 0 0 0 368 0 0 0 0 03:15 PM 0 156 75 0 0 0 18 136 0 0 0 0 385 0 0 0 0 03:30 PM 0 152 81 0 0 0 18 166 0 0 0 0 417 0 0 0 0 03:45 PM 0 161 97 0 0 0 16 138 0 0 0 0 412 0 0 0 0 04:00 PM 0 191 88 0 0 0 9 124 0 0 0 0 412 0 0 0 0 04:15 PM 0 239 103 0 0 0 18 136 0 0 0 0 496 0 0 0 0 04:30 PM 0 280 116 0 0 0 15 137 0 0 0 0 548 0 0 0 0 04:45 PM 0 310 90 0 0 0 11 134 0 0 0 0 545 0 0 0 0 05:00 PM 0 377 107 0 0 0 18 156 0 0 0 0 658 0 0 0 0 05:15 PM 0 329 81 0 0 0 16 148 0 0 0 0 574 0 0 0 0 05:30 PM 0 373 88 0 0 0 17 122 0 0 0 0 600 0 0 0 0 05:45 PM 0 314 84 0 0 0 19 108 0 0 0 0 525 0 0 0 0 0VOLUMES 0 2,991 1,108 0 0 0 193 1,648 0 0 0 0 5,940 0 0 0 0 0APPROACH % 0% 73% 27% 0% 0% 0% 10% 90% 0% 0% 0% 0%APP/DEPART 4,099 / 3,184 0 / 0 1,841 / 2,756 0 / 0 0BEGIN PEAK HRVOLUMES 0 1,389 366 0 0 0 62 560 0 0 0 0 2,377APPROACH % 0% 79% 21% 0% 0% 0% 10% 90% 0% 0% 0% 0%PEAK HR FACTOR 0.907 0.000 0.894 0.000 0.903APP/DEPART 1,755 / 1,451 0 / 0 622 / 926 0 / 0 0

Main

NORTH SIDEAliso WEST SIDE EAST SIDE Aliso

SOUTH SIDEMain

AM

9:00 AM

PM

4:45 PM

U-TURNSMain Main Aliso Aliso

INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC tel: 951 249 3226 [email protected] townMain

Aliso

City Of Los AngelesDepartment Of TransportationMANUAL TRAFFIC COUNT SUMMARY

STREET:North/South ALAMEDA ST.

East/West LOS ANGELES ST./UNION STATION DRWY.

Day: Date: Weather: SUNNY

Hours: 7-10AM 2-5PM Chekrs: BD KL JC

School Day: YES District: CENTRAL I/S CODE 50869

N/B S/B E/B W/BDUAL-WHEELED 279 307 58 51BIKES 24 43 24 36BUSES 34 101 70 2

N/B TIME S/B TIME E/B TIME W/B TIME

AM PK 15 MIN 210 7.30 411 8.30 49 9.15 61 9.00

PM PK 15 MIN 317 4.15 304 2.15 136 4.45 113 4.15

AM PK HOUR 744 8.30 1445 8.00 166 8.30 233 8.15

PM PK HOUR 1122 4.00 1131 2.15 430 4.00 322 4.00

NORTHBOUND Approach SOUTHBOUND Approach TOTAL XING S/L XING N/L

Hours Lt Th Rt Total Hours Lt Th Rt Total N-S Ped Sch Ped Sch7-8 0 585 97 682 7-8 52 1054 211 1317 1999 38 0 242 08-9 0 580 130 710 8-9 62 1073 310 1445 2155 46 0 168 29-10 0 566 110 676 9-10 52 899 195 1146 1822 51 1 153 22-3 0 774 52 826 2-3 55 956 119 1130 1956 65 0 259 03-4 0 732 55 787 3-4 53 881 95 1029 1816 64 0 300 04-5 0 1074 48 1122 4-5 61 882 80 1023 2145 73 0 363 3

TOTAL 0 4311 492 4803 TOTAL 335 5745 1010 7090 11893 337 1 1485 7

EASTBOUND Approach WESTBOUND Approach TOTAL XING W/L XING E/L

Hours Lt Th Rt Total Hours Lt Th Rt Total E-W Ped Sch Ped Sch7-8 38 56 14 108 7-8 85 49 30 164 272 18 0 18 08-9 66 50 17 133 8-9 113 68 31 212 345 14 0 15 09-10 94 46 16 156 9-10 117 43 19 179 335 15 0 29 02-3 142 38 19 199 2-3 127 32 36 195 394 44 0 17 03-4 203 67 25 295 3-4 125 32 47 204 499 30 0 19 04-5 338 73 19 430 4-5 188 64 70 322 752 38 0 48 1

TOTAL 881 330 110 1321 TOTAL 755 288 233 1276 2597 159 0 146 1

(Rev Oct 06)

December 12, 2012TUESDAY


ATTACHMENT C

LEVEL OF SERVICE WORKSHEETS

Documents

APPENDIX G TRAFFIC STUDY TECHNICAL …site is bordered by North Main Street to the west, the Pico House to the north, the Chinese American Museum to the east, and Arcadia Street to