Rancho Cordova City Council
March 21, 2022

Baselines (dBA)
Description Land Use Daytime
Loc 7 MD Home Site Residential 55
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Compressor (air) No 40 77.7 975 0
Results
Calculated (dBA)
Equipment *Lmax Leq
Compressor (air) 51.9 47.9
Total 51.9 47.9
*Calculated Lmax is the Loudest value.

Baselines (dBA)
Description Land Use Daytime
Loc 8 High School Site Commercial 55
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Compressor (air) No 40 77.7 825 0
Results
Calculated (dBA)
Equipment *Lmax Leq
Compressor (air) 53.3 49.3
Total 53.3 49.3
*Calculated Lmax is the Loudest value.
---- Receptor #7 ----
---- Receptor #8 ----
ITEM 11.1. ATTACHMENT 11

NV5.COM
APPENDIX C – Trip Generation Count
ITEM 11.1. ATTACHMENT 11

Traffic Schedule
Cars Trucks Total
Average Weekday Average Weekday Average Weekday
In Out Total In Out Total In Out Total
00:00 10 20 30 00:00 22 22 44 00:00 30 38 68
01:00 3 10 13 01:00 25 25 49 01:00 27 33 60
02:00 3 6 9 02:00 23 23 47 02:00 26 28 54
03:00 5 17 22 03:00 18 18 37 03:00 22 32 55
04:00 5 26 31 04:00 20 20 40 04:00 24 41 66
05:00 66 322 388 05:00 19 19 38 05:00 72 279 352
06:00 46 30 76 06:00 4 3 7 06:00 41 27 68
06:15 97 26 123 06:15 4 4 8 06:15 83 25 108
06:30 159 32 191 06:30 4 4 9 06:30 133 30 163
06:45 201 38 239 06:45 4 4 9 06:45 167 35 202
07:00 40 17 57 07:00 3 3 6 07:00 35 17 52
07:15 12 8 20 07:15 3 3 6 07:15 13 10 22
07:30 10 5 15 07:30 3 3 6 07:30 11 7 18
07:45 12 4 16 07:45 3 3 6 07:45 13 6 19
08:00 21 21 42 08:00 9 9 17 08:00 26 26 51
09:00 15 16 31 09:00 10 10 20 09:00 23 23 45
10:00 15 16 31 10:00 13 13 26 10:00 25 26 51
11:00 40 44 84 11:00 11 12 23 11:00 43 47 91
12:00 23 38 61 12:00 14 14 28 12:00 33 45 78
13:00 15 31 46 13:00 10 10 20 13:00 22 35 57
14:00 14 31 45 14:00 9 9 17 14:00 20 34 54
15:00 10 39 49 15:00 9 9 17 15:00 17 40 57
16:00 18 41 59 16:00 7 7 15 16:00 22 41 63
17:00 15 12 27 17:00 3 3 6 17:00 15 13 28
17:15 21 56 77 17:15 2 1 3 17:15 19 47 66
17:30 25 265 290 17:30 2 1 3 17:30 22 216 238
17:45 29 71 100 17:45 2 1 3 17:45 25 59 84
18:00 52 31 83 18:00 1 2 3 18:00 43 27 70
18:15 91 21 112 18:15 1 2 3 18:15 75 19 94
18:30 128 31 159 18:30 1 2 3 18:30 105 27 132
18:45 146 36 182 18:45 1 2 3 18:45 119 31 150
19:00 59 30 89 19:00 4 4 9 19:00 52 29 81
20:00 14 21 35 20:00 4 4 8 20:00 15 21 36
21:00 16 17 33 21:00 6 6 12 21:00 19 20 39
22:00 6 9 15 22:00 13 13 26 22:00 18 20 38
23:00 21 27 48 23:00 14 15 29 23:00 31 36 68
1,464 1,464 2,928 302 302 604 1,487 1,489 2,976
ITEM 11.1. ATTACHMENT 11

ITEM 11.1. ATTACHMENT 11

i
Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
Executive Summary
The proposed receiving center will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan. The project is consistent with the land use designation in the adopted Rio Del Oro Specific Plan and Environmental Impact Report (EIR) for Business Park / Industrial Park land use. The project will construct a warehouse consisting of approximately 629,186 square feet. The warehouse will be used as an inventory receiving and storage center. Figure 1 indicates the approximate location of the project site. The project’s site plan is provided in Appendix A.

The proposed project is anticipated to generate 3,532 daily vehicle trips. Site access will be provided by six driveways. Four driveways are proposed for personal vehicles and two driveways are proposed for line-haul trucks. The driveways are anticipated to operate efficiently as side street stop-controlled intersections. A total of 3,532 daily trips will be generated by the site, with 132 (86 entering, 46 exiting) during the AM standard peak hour and 510 (99 entering, 411 exiting) during the PM standard peak hour. The project is anticipated to be complete by 2023.

Prior to July 1, 2020, the California Environmental Quality Act (CEQA) required development projects to analyze transportation related environmental impacts using level of service (LOS). The Rio Del Oro Specific Plan Final Environmental Impact Report and Final Environmental Impact Statement (FEIR/FEIS) was completed in June 2010. Transportation related environmental impacts included in the FEIR/FEIS were analyzed using level of service (LOS). Senate Bill 743 (SB 743) went into effect on July 1, 2020. SB 743 requires jurisdictions to shift from analyzing transportation related environmental impacts using LOS to using vehicle miles traveled (VMT). NV5 determined CEQA requirements were satisfied as part of the previous FEIR/FEIS and a VMT analysis was not required.

To satisfy local requirements this local transportation analysis (LTA) was developed in accordance with the Sacramento County Traffic Impact Guidelines, 2020 and in coordination with City staff. An approved scoping document is provided in Appendix A.

The LTA includes level of service analyses for the No-Build (2023), Build (2023), and Build+(2023) scenarios. Analyses were completed at the following intersections utilizing Synchro 11 software:

1. White Rock Road / Sunrise Boulevard

2. Sunrise Boulevard / International Drive

3. Sunrise Boulevard / Fitzgerald Road

4. Sunrise Boulevard / Mechanical Drive

5. White Rock Road / Gold Valley Drive

6. White Rock Road / Fitzgerald Road

7. Gold Dredge Way / Fitzgerald Road

8. Gold Dredge Way / Luyung Drive

9. White Rock Road / Rancho Cordova Parkway

10. International Drive / Rancho Cordova Parkway

11. Rancho Cordova Parkway / Gold Dredge Way
D1 - D6. Site driveways (6)
ITEM 11.1. ATTACHMENT 11

ii
Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
All intersections operate acceptably under the No-Build (2023) and Build (2023) Conditions. Under the Build+ (2023) Condition, all intersections except White Rock Road at Sunrise Boulevard also operate acceptably. Restriping the westbound White Rock Road approach to Sunrise Boulevard to change the rightmost through lane to a dedicated second right-turn lane is one potential solution allowing that intersection to operate acceptably until Rancho Cordova Road can be extended northward to US 50 or other roadway network improvements are completed. All driveways perform at a LOS A or better, indicating minimal delays when entering and exiting the site.

ITEM 11.1. ATTACHMENT 11

iii
Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

TABLE OF CONTENTS
Executive Summary ........................................................................................................................ i A. Introduction ............................................................................................................................. 1 A.1. Project Overview .............................................................................................................. 1 A.2. Site Location .................................................................................................................... 2 A.3. Study Area ....................................................................................................................... 3 B. Analysis Approach and Methodology .................................................................................... 5 B.1. Analysis Scenarios .......................................................................................................... 5 B.2. Methodology .................................................................................................................... 5 B.3. Project Analysis Requirements ...................................................................................... 5 B.4. Rio del Oro Specific Plan ................................................................................................ 6 C. Existing Conditions ................................................................................................................. 7 C.1. Existing Traffic Volumes.................................................................................................. 7 C.2. Bicycle and Pedestrian Facilities ................................................................................... 9 C.3. Transit Service ............................................................................................................... 11 D. No-Build (2023) Traffic Analysis .......................................................................................... 12 D.1. Background Growth ...................................................................................................... 12 E. Project Traffic ........................................................................................................................ 14 E.1. Project Description ........................................................................................................ 14 E.2. Trip Generation ............................................................................................................. 14 E.3. Adjustments to Trip Generation Rates ........................................................................ 15 E.4. Trip Distribution and Assignment ................................................................................. 15 F. Build (2023) .......................................................................................................................... 20 G. Build+ (2023) ....................................................................................................................... 22 H. Queue Comparison ............................................................................................................... 24 I. Site Access ............................................................................................................................ 26 J. Overall Findings .................................................................................................................... 27 K. Conclusions and Recommendations................................................................................... 28

LIST OF TABLES
Table 1: No-Build1 (2023) Intersection Capacity Summary ...................................................... 12 Table 2: Trip Generation Comparison ......................................................................................... 14 Table 3: Receiving Center Trip Generation1 – Peak Hour of the Adjacent Street2 .................. 14 Table 4: Receiving Center Trip Generation1 – by Vehicle Type ................................................. 15 Table 5: Build (2023) Intersection Capacity Summary ............................................................. 20 Table 6: Build+ (2023) Intersection Capacity Summary ........................................................... 22 Table 7: Queue Comparison ........................................................................................................ 24 Table 8: Reassigned WB Through Lane, White Rock Road to Sunrise Boulevard Queue Summary ................................................................................................................................ 25

ITEM 11.1. ATTACHMENT 11

iv
Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

LIST OF FIGURES
Figure 1. Vicinity Map .................................................................................................................... 2 Figure 2. Site Plan .......................................................................................................................... 3 Figure 3. Project Study Area .......................................................................................................... 4 Figure 4: Existing Traffic Volumes ................................................................................................. 8 Figure 5: Existing and Proposed Bike Facilities ........................................................................... 9 Figure 6: Bike Facility Classification ........................................................................................... 10 Figure 7: Existing Sidewalk and Sidewalk Gaps ........................................................................ 10 Figure 8: Existing Transit ............................................................................................................. 11 Figure 9: No-Build (2023) Traffic Volumes ................................................................................. 13 Figure 10: Trip Distribution Passenger Vehicles ........................................................................ 16 Figure 11: Primary Trips Passenger Vehicles ............................................................................. 17 Figure 12: Trip Distribution Trucks ............................................................................................. 18 Figure 13: Primary Trips –Trucks ................................................................................................ 19 Figure 14: Build (2023) Traffic Volumes .................................................................................... 21 Figure 15: Build+ (2023) Traffic Volumes .................................................................................. 23

Appendix A: Site Plan, Approved Scoping Memorandum, and Trip Generation Memorandum Appendix B: Existing Traffic Data
Appendix C : Heavy Vehicle Data
Appendix D: Traffic Anticipated from Other Approved Developments Appendix E: Synchro Analysis Reports
Appendix F: Potential Traffic from Anticipated Industrial Park Appendix G: Queuing Results for Signalized Intersections Appendix H: Driveway Volumes during the Site’s Peak Hour and Synchro Analysis Reports ITEM 11.1. ATTACHMENT 11

1 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
A. Introduction
The proposed receiving center will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan. The project is consistent with the land use designation in the adopted Rio Del Oro Specific Plan and Environmental Impact Report (EIR) for Business Park / Industrial Park land use. The project will construct a warehouse consisting of approximately 629,186 square feet. The warehouse will be used as an inventory receiving and storage center. Figure 1 indicates the approximate location of the project site. The project’s site plan is provided in Appendix A.

NV5 Inc., has been retained to prepare this local transportation analysis (LTA) report to determine the amount of traffic expected to be added to the adjacent roadway network due to the project and identify any improvements necessary to alleviate any capacity or queuing issues resulting from the additional of that traffic to the roadway network. The Rio Del Oro Specific Plan Final Environmental Impact Report and Final Environmental Impact Statement (FEIR/FEIS) was completed in June 2010.

Transportation related environmental impacts included in the FEIR/FEIS were analyzed using level of service (LOS) per CEQA guidelines at that time. Senate Bill 743 (SB 743) went into effect on July 1, 2020, requiring jurisdictions to shift from analyzing transportation related environmental impacts using LOS to using vehicle miles traveled (VMT). NV5 determined the CEQA requirements were satisfied as part of the previous CEQA guidelines and FEIR/FEIS and a VMT analysis was not required.

This report was developed in coordination with the City and reflects analysis requirements based on the approved scoping agreement and later revisions to the truck trip assignments. The site and surrounding roadway network were inspected to obtain an existing inventory of roadway geometry, traffic control, and surrounding land uses. Existing traffic conditions were determined by obtaining intersection turning movement counts at key locations in the vicinity of the proposed project during the weekday morning and weekday evening peak hours.
 Site generated trips were assigned to the local roadway network based on existing local and regional land uses.
 Capacity analyses were conducted for No-Build (2023), Build (2023), and Build+ (2023) scenarios throughout the study area.
 Potential improvements were identified to alleviate any operational deficiencies, as necessary.

A.1. Project Overview
The site, currently undeveloped, will be developed with a 629,186 square foot receiving center. The property is zoned for Industrial Park use, which allows for the receiving center. The targeted build-out date for the new facility is 2023. This study documents operational deficiencies resulting from the proposed development on the surrounding existing and future roadway networks. The study also documents major inputs and assumptions behind trip generation, trip distribution, trip assignments, future roadways as part of the Rio del Oro Specific Plan, and details any recommended infrastructure ITEM 11.1. ATTACHMENT 11

2 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
improvements to address operational deficiencies within the study area. Turning movement counts were collected by National Data & Surveying Services (NDS) for the applicable intersections. TMCs were collected on July 22, 2021, during the windows of 7-9AM and 4-6PM to establish the existing peak hour volumes. TMCs were collected at the intersection of Sunrise Boulevard and Mechanical Drive on January 4, 2022, from 6-8:30AM and 4:30-7:30PM. The results can be found in Appendix B.

A.2. Site Location
The proposed site is located in the City of Rancho Cordova and will occupy an undeveloped land parcel. The project will be located to the west of the future Rancho Cordova Parkway between International Drive and Gold Dredge Way. The Specific Plan identifies the land use in the area as mix of industrial, business parks, and residential properties. Figure 1 illustrates the site’s location within the City of Rancho Cordova. The site plan is provided in Figure 2 and in Appendix A.

Figure 1. Vicinity Map
ITEM 11.1. ATTACHMENT 11

3 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
Figure 2. Site Plan
A.3. Study Area
This LTA addresses potential operational deficiencies that could result from the addition of the project traffic to the local circulation system. The study area contains intersections that project traffic may use. Based on the discussion with City of Rancho Cordova staff, the following ten intersections and six driveways were analyzed:

1. White Rock Road / Sunrise Boulevard

2. Sunrise Boulevard / International Drive

3. Sunrise Boulevard / Fitzgerald Road

4. Sunrise Boulevard / Mechanical Drive

5. White Rock Road / Gold Valley Drive

6. White Rock Road / Fitzgerald Road

7. Gold Dredge Way / Fitzgerald Road

8. Gold Dredge Way / Luyung Drive
ITEM 11.1. ATTACHMENT 11

4 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

9. White Rock Road / Rancho Cordova Parkway

10. International Drive / Rancho Cordova Parkway

11. Rancho Cordova Parkway / Gold Dredge Way
D1 - D6. Site Driveways
The project study area is illustrated in Figure 3.

Figure 3. Project Study Area
ITEM 11.1. ATTACHMENT 11

5 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
B. Analysis Approach and Methodology
This section summarizes the analysis approach and methodology used to evaluate the study intersections associated with the proposed project. The analysis is consistent with the County of Sacramento’s Transportation Analysis Guidelines (2020).

B.1. Analysis Scenarios
The LTA includes level of service analysis for the No-Build (2023), Build (2023), and Build+ (2023) scenarios. Levels of service (LOS) were determined at the study area intersections for the AM and PM peak hours. The analysis in each of the scenarios for the study was performed using the traffic analysis software Synchro® 11. Average vehicular delays (in seconds) are calculated and reported as Levels of Service (LOS) as defined by the Highway Capacity Manual (HCM) 6th edition with the exception of Driveway 6 for which only the 2000 edition provided results.

B.2. Methodology
The City of Rancho Cordova has established an acceptable LOS standard of D or better for intersection operations. The purpose of an LTA is to provide analysis of traffic congestion and support the policies outlined in the General Plan Circulation Element that require land development and transportation projects to evaluate and identify any resulting operational deficiencies on local and regional roadways.

B.3. Project Analysis Requirements
The proposed receiving center will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan. The project is consistent with the land use designation in the adopted Rio Del Oro Specific Plan for Industrial Park land use. The project will construct a warehouse consisting of approximately 629,186 square feet. The targeted build-out date for the new facility is early 2023.

Prior to July 1, 2020, the California Environmental Quality Act (CEQA) required development projects to analyze transportation related environmental impacts using level of service (LOS). The Rio Del Oro Specific Plan FEIR/FEIS was completed in June 2010. Transportation related environmental impacts included in the FEIR/FEIS were analyzed using LOS. Senate Bill 743 (SB 743) went into effect on July 1, 2020. SB 743 requires jurisdictions to shift from analyzing transportation related environmental impacts using LOS to using VMT. In coordination with City staff, it was determined CEQA requirements were satisfied as part of the previous FEIR/FEIS and a VMT analysis was not required.

To satisfy local reporting requirements this LTA was prepared following the City of Rancho Cordova Transportation Impact Guidelines (2020) and in coordination with the City. Based on the guidelines, the project is required to analyze intersections within the project’s vicinity. The project is anticipated to generate 3,532 trips and is required to produce an LTA report.

ITEM 11.1. ATTACHMENT 11

6 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
B.4. Rio del Oro Specific Plan
The Rio del Oro Specific Plan provides for the development of approximately 3,827.9 acres of vacant land through a series of ten phases. The Rio del Oro Specific Plan includes a comprehensive infrastructure system with coordinated phasing and construction of facilities. The project is located in the area designated as Phase 5 and includes industrial park, business park, local town center (retail/commercial) and community park land uses east of the existing Rancho Cordova Industrial area and south of the Phase 1, north of Phase 2 and west of Phase C/E.

The following infrastructure facilities were identified in the Specific Plan to serve Phase 5:
 International Drive will be constructed from the west boundary of Phase 5 to the east boundary of Phase 5 as a two-lane major arterial. The City of Rancho Cordova will be responsible for right-of-way acquisition and construction of International Drive from Sunrise Boulevard east to Phase 5.
 A traffic signal will be constructed at the International Drive/Rancho Cordova Parkway intersection. Additional lanes will be added as required with future phases or as part of a City CIP project until the ultimate six lane arterial is constructed.  Collector A and Gold Dredge Way (in place of Collector C) will be constructed as Phase 5 develops.

Based on conversations with City Staff and the master developer, some of the improvements identified in the Specific Plan may not be implemented at the time the receiving center is operational. The following roadways are expected to be accessible by 2023 when the project is operational:
 Rancho Cordova Parkway from White Rock Road to Gold Dredge Way (originally Collector C) as a four-lane divided roadway, though it may be striped with only one through lane on approaches to any all-way stop controlled intersections.  International Drive along the project’s northern border from the westernmost driveway to Collector A (but not connected to any other streets west of the Rio Del Oro boundary), as a two-lane divided route.
 Gold Dredge Way extended east to Rancho Cordova Parkway, as a three-lane roadway to accommodate left-turns into any future side streets and driveways.

ITEM 11.1. ATTACHMENT 11

7 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
C. Existing Conditions
C.1. Existing Traffic Volumes
To accurately account for typical traffic conditions, turning movement counts (TMCs) were collected on Thursday, July 22, 2021, by National Data & Surveying Services (NDS). TMCs were collected during the windows of 7-9AM and 4-6PM to establish the existing peak hour volumes. TMCs were collected at the intersection of Sunrise Boulevard and Mechanical Drive on January 4, 2022, from 6- 8:30AM and 4:30-7:30PM. Traffic counts for this intersection were treated as though they were collected in 2021. Due to the COVID-19 pandemic traffic volumes, City staff provided historical traffic data from March 15, 2016, for pre-pandemic comparison. The existing (2021) traffic volumes were adjusted based on the historical traffic volumes. More specifically, the AM peak hour counts were increased by 49% and the PM peak hour counts were increased by 26% to account for COVID’s influence on peak hour traffic volumes. Existing traffic volumes are illustrated on Figure 4. Turning movement counts and adjustments are provided in Appendix B.

As part of traffic count collection, vehicle classification data was collected for White Rock Road and Sunrise Boulevard to determine the heavy vehicle percentage by scenario. In each analysis scenario, the percent of heavy vehicles have been adjusted as necessary. Detailed information regarding heavy vehicle data is provided in Appendix C.

ITEM 11.1. ATTACHMENT 11

Figure 4
Existing Volumes (2021)
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
185 (406)122 (238)221 (318)0 (3)
180 (213)
106 (116)
1174 (1095)
49 (74)142 (149) 346 (265) 83 (145)
60 (25)
142 (183)
1082 (1457)
292 (287)
39 (25)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
37 (78)16 (35)7 (26)0 (0)
6 (10)
15 (5)
1371 (1169)
206 (270) 264 (194) 46 (19) 145 (228)
0 (4)
213 (268)
924 (1557)
83 (37)
0 (5)
4 (5)
21 (102)
28 (50)
7 (5)
73 (25)
1551 (1097)
3 (9)
33 (109)
3 (19)
1 (15)
49 (23)
870 (1662)
60 (29)
0 (44)
0 (0)21 (53)
7 (9)
13 (10)
69 (3)
1639 (848)
1 (0)
45 (179)
1 (3)
0 (42)
70 (21)
837 (1764)
7 (3)
22 (33)
Mechinical
Drive
343 (493)
4 (13)
1 (0)
13 (67)
18 (23)
0 (0)
0 (3)
519 (270)
28 (19)
1 (4)
0 (0)
0 (1)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 136 (186)
19 (18)
30 (29)
133 (200)
69 (42)
21 (29)
0 (1)
79 (4)
216 (156)158 (110)
24 (42)
15 (50)
15 (20)
9 (20)
24 (10)
22 (125)
13 (10) 7 (11) 0 (4) 0 (9)
15 (15)
4 (1)
31 (66)
13 (14)
7 (1)
37 (23)
27 (8)
45 (57)
10 (4)
148 (108)
0 (0)
0 (0)
0 (0)
106 (190)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)
77 (9)
0 (0)
28 (62)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

9 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
C.2. Bicycle and Pedestrian Facilities
Existing bicycle and pedestrian facilities were documented. Bicycle facilities can be classified into one of the following four categories:
 Class I Bike Path: Off-street bike paths within exclusive right-of-way.  Class II Bike Lane: Striped on-road bike lanes adjacent to the outside travel lane on preferred corridors for biking.
 Class III Bike Route: Shared on-road facility, usually delineated by signage. Bikeway facilities are limited near the project site.
 Class IV Protected Bike Lane / Cycle Track: Separated bike facility that includes a physical barrier separating the bike lane from the travel lanes.

According to the City of Rancho Cordova Bikeway Master Plan (March 2011) and field observations, the closest bike facility is located outside of the project study area along Folsom South Canal. As part of the Rio del Oro development, a series of Class I and Class II bike lanes are proposed. Figure 5 illustrates the existing and proposed bike facilities within the study area. Figure 6 illustrates the existing and planned classification of the bike facilities within the study area.

Existing sidewalk is present outside of the Rio del Oro development area. Gaps in sidewalk exist predominantly along White Rock Road and areas along Fitzgerald Road. As Rio del Oro develops, projects are anticipated to follow the Rio del Oro Design Guidelines which indicate sidewalk design criteria. Multimodal opportunities will increase as the development continues as part of the Rio del Oro Specific Plan. Figure 7 illustrates the existing sidewalk and sidewalk gaps within the study area.

Figure 5: Existing and Proposed Bike Facilities
ITEM 11.1. ATTACHMENT 11

10 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
Figure 6: Bike Facility Classification
Figure 7: Existing Sidewalk and Sidewalk Gaps
ITEM 11.1. ATTACHMENT 11

11 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
C.3. Transit Service
The City of Rancho Cordova is served by four Sacramento Regional Transit District (SacRT) light rail stations. Additional transportation options consist of SacRT’s SmaRT Ride and Rancho CordoVan Shuttle Service. No bus or transit facilities exist within a half mile of the project site. The nearest bus stop is over two miles from the project site located on Monier Circle and Sunrise Boulevard. The stop is serviced by CardoVan Shuttle Route 175. Existing transit near the study area is illustrated in Figure

8. Figure 8: Existing Transit

ITEM 11.1. ATTACHMENT 11

12 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
D. No-Build (2023) Traffic Analysis
D.1. Background Growth
The project’s opening year is 2023 and was determined to represent the No-Build analysis scenario.

A compound annual growth rate of one percent was applied to the adjusted existing (2021) traffic volumes to account for the project’s opening year (2023). (See Appendix B for ambient growth results.)
The No-Build scenario includes two projects within the immediate project vicinity that have been approved and are anticipated to be developed prior to site occupancy. The approved projects consist of 444 single family homes opposite of International Drive and an e-commerce delivery station consisting of approximately 181,600 square feet proposed at 11427 White Rock Road. Appendix D provides the trip generation tables, distribution, and volume figures for the approved developments considered as existing in 2023.

The results of the 2023 No-Build intersection capacity analyses are demonstrated in Table 1 and include the volumes illustrated in Figure 9. Synchro analysis worksheets are providing in Appendix E.

Table 1: No-Build1 (2023) Intersection Capacity Summary As shown in Table 1, the study intersections operate at a satisfactory LOS D or better during both the AM and PM peak hours. Nevertheless, westbound right turns from White Rock Road to Sunrise Boulevard are at capacity and LOS F during the PM peak hour.

ID Intersection Control
Movement
AM PM
LOS Delay LOS Delay
1 White Rock Road / Sunrise Boulevard2 Signal C 33.0 D 40.6 2 Sunrise Boulevard / International Drive2 Signal B 18.4 C 24.2 3 Sunrise Boulevard / Fitzgerald Road2 Signal B 10.2 B 13.0 4 Sunrise Boulevard / Mechanical Drive2 Signal B 9.6 B 14.8 5 White Rock Road / Gold Valley Drive3 Signal A 4.7 A 7.6 6 White Rock Road / Fitzgerald Road3 Signal B 16.5 B 17.6 7 Gold Dredge Way / Fitzgerald Road4 Stop Control A 9.6 A 9.9 8 Gold Dredge Way / Luyung Drive4 Stop Control B 10.3 B 10.1 9 White Rock Road / Rancho Cordova Parkway3 Signal A 1.9 A 6.2 10 International Drive / Rancho Cordova Parkway Two Way Stop4 A 8.4 B 10.1 All Way Stop5 A 7.8 A 8.3
11 Rancho Cordova Parkway / Gold Dredge Way Two Way Stop4 A 8.6 A 8.7 All Way Stop5 A 7.8 A 8.0
12 International Drive @ Site Driveway 15 Stop Control A 7.3 A 7.3 13 International Drive @ Site Driveway 24 Stop Control - - - - 15 Rancho Cordova Parkway @ Site Driveway 34 Stop Control - - - - 15 Rancho Cordova Parkway @ Site Driveway 44 Stop Control - - - - 16 Gold Dredge Way @ Site Driveway 54 Stop Control - - - - 17 Gold Dredge Way @ Site Driveway 64 Stop Control - - - - 12023 Traffic Plus Adjacent Approved Development. 2Existing Traffic Signal, LOS Based on Average Intersection, Delay in Seconds/Vehicle 3Signal to be installed by Others, LOS Based on Average Intersection, Delay in Seconds/Vehicle 4Two Way Stop Control, LOS Reported for Worst Approach, Delay in Seconds/Vehicle 5All Way Stop Controlled, LOS Reported for Worst Approach for Comparison Purposes, Delay in Seconds/Vehicle ITEM 11.1. ATTACHMENT 11

Figure 9
No Build Volumes (2023)
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
237 (452)172 (281)323 (401)0 (3)
184 (217)
124 (186)
1198 (1117)
50 (75)145 (152) 369 (338) 85 (148)
61 (26)
145 (187)
1104 (1486)
331 (429)
40 (26)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
38 (80)16 (36)7 (27)0 (0)
6 (10)
15 (5)
1399 (1192)
210 (275) 269 (198) 52 (24) 164 (301)
0 (4)
265 (311)
943 (1588)
85 (38)
0 (5)
4 (5)
45 (124)
29 (51)
7 (5)
82 (60)
1582 (1119)
3 (9)
34 (111)
3 (19)
1 (15)
50 (23)
887 (1695)
61 (30)
0 (45)
0 (0)21 (54)
7 (9)
13 (10)
70 (3)
1680 (899)
1 (0)
46 (183)
1 (3)
0 (43)
71 (21)
878 (1819)
7 (3)
22 (34)
Mechinical
Drive
544 (657)
4 (13)
1 (0)
13 (68)
18 (23)
0 (0)
0 (3)
594 (546)
29 (19)
1 (4)
0 (0)
0 (1)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 333 (344)
19 (18)
31 (30)
136 (204)
70 (43)
21 (30)
0 (1)
81 (4)
285 (430)161 (112)
24 (43)
15 (51)
15 (20)
33 (40)
24 (10)
22 (128)
13 (10) 31 (31) 0 (4) 0 (9)
15 (15)
4 (1)
32 (67)
13 (14)
15 (35)
38 (23)
28 (8)
46 (58)
10 (4)
161 (137)
0 (7)
0 (28)
0 (4)
133 (211)
0 (56)
0 (0)
0 (4)0 (14)
0 (0)
8 (27)
0 (0)
0 (0)
0 (7)0 (0) 0 (0)
24 (16)
0 (0)
0 (0)
0 (0)
0 (28)
0 (35)
8 (34)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
24 (20)
0 (0)
0 (0)
24 (20)
0 (0)
8 (34)
0 (0)
8 (27)
0 (0)
24 (16)
8 (27)
0 (0)
24 (16)
0 (0)
8 (34)
0 (0)
0 (0)
24 (20)
8 (34)
0 (0)
0 (0)
24 (20)
24 (20)
8 (34)
0 (0)
0 (0)0 (0)
79 (9)
0 (0)
29 (63)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

14 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
E. Project Traffic
This section describes the proposed project, forecast trip generation, trip distribution, and trip assignments on the adjacent roadway network.

E.1. Project Description
The proposed receiving center will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan EIR. The project is consistent with the land use designation in the adopted Rio Del Oro Specific Plan EIR for Business Park / Industrial Park land use. The project will construct a warehouse consisting of approximately 629,186 square feet. The warehouse will be used as an inventory receiving and storage center.

E.2. Trip Generation
The Rio Del Oro Specific Plan EIR does not identify trip generation rates for each land use and/or parcel for each phase of the development. To determine project consistency, a trip generation comparison was made based on the year of the study (2006) for the subject parcel and the trip generation characteristics of the proposed receiving center. The comparison is summarized in Table

2. Trip estimates for the subject parcel as an industrial park are based on the then-current edition of the Institute of Engineers’ Trip Generation, (7th Edition, 2003). The approved trip generation memorandum is provided in Appendix A.

Table 2: Trip Generation Comparison
Table 2 indicates the use of the subject parcel as a receiving center is consistent with the Rio del Oro Specific Plan, in terms of traffic and transportation. As shown in Table 3, the project is anticipated to generate a total of 3,532 daily trips, which includes 132 (86 entering, 46 exiting) during the AM peak hour of the adjacent street and 510 (99 entering, 411 exiting) during the PM peak hour of the adjacent street, as provided in Table 3. The project truck trips have been converted to passenger car equivalent trips using a rate of 3.0 for the capacity analyses.

Table 3: Receiving Center Trip Generation1 – Peak Hour of the Adjacent Street2 Land Use Trip Source Daily Trips AM Peak Hour PM Peak Hour Industrial Park ITE 2003 5,175 701 725
Receiving Center (Proposed)1 Tenant 3,532 133 510
1One hour between 7:00 – 9:00 AM & one hour between 4:00 – 6:00 PM Land Use Size Daily
Trips
AM Peak Hour PM Peak Hour
Total Inbound Outbound Total Inbound Outbound
Receiving Center
(Proposed) 629,186 SF 3,532 132 86 46 510 99 411
1Based on Site Specific Schedule provided by the proposed tenant 2One hour between 7:00 – 9:00 AM & one hour between 4:00 – 6:00 PM ITEM 11.1. ATTACHMENT 11

15 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
The site’s peak hours differ from the standard commuting peak hours. Table 4 summarizes traffic for the proposed receiving center by standard and site-specific peak hour periods, direction, and vehicle type.

Table 4: Receiving Center Trip Generation1 – by Vehicle Type Vehicle Type
Peak Hours of the Adjacent Street2 Peak Hours of the Project Site AM PM 6:00 – 7:00 AM 5:30 – 6:30 PM
In Out In Out In Out In Out
Passenger Vehicles 74 34 90 404 503 126 197 388
Line-Haul Trucks 12 12 9 7 17 16 6 6 1Based on Site Specific Schedule provided by the proposed tenant 2One hour between 7:00 – 9:00 AM & one hour between 4:00 – 6:00 PM E.3. Adjustments to Trip Generation Rates
Due to the nature of the development, no adjustments for pass-by or internal capture were considered for trips generated by the site.

E.4. Trip Distribution and Assignment
Project traffic distribution varies depending on the type of vehicle and roadway access. Line haul trucks entering the site are expected to come from many different origins, but those exiting the site are bound for larger warehouses and sort centers. Employees entering and exiting the site are considered typical commuter home-to-work and work-to-home trips. Based on the trip distribution, the project trips were assigned to the study area roadway network.

Ninety percent of the trucks are expected to use US 50 as the main travel route. The remaining 10% are expected to use other routes south of the site. All trucks would use Sunrise Boulevard.

Due to the limited roadway infrastructure expected to be in place by 2023, and to some extent the preferred layout of the site’s operations, line haul trucks will use Gold Dredge Way to enter and exit the site. Trucks will enter the site from the west and turn left into Driveway 6 and will exit by turning right out of Driveway 5.

Employees are expected to primarily live north (40%) and west (40%) of the site. The remaining 20% are expected to live south (10%) and east (10%) of the site. Driveways accessing the passenger vehicle parking lot on the east side of the proposed building will accommodate employees. These driveways are expected to be located on International Drive and Rancho Cordova Parkway. Ultimately most of these driveways will likely be limited to right-turns due to medians proposed for the ultimate cross-sections for these roadways. Therefore, except for the westernmost driveway on International Drive (D1), passenger vehicles have been assigned as right-turns both entering and exiting the site.

Figures 10 through 13 illustrate the anticipated trip distribution and assignments for passenger vehicles and trucks.

ITEM 11.1. ATTACHMENT 11

Figure 10
Trip Distribution -
Passenger Vehicles
Rancho Cordova, CA
Project Sunrise
Legend
%(%) = In (Out) Distribution
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
(20%)(40%)
20%
30%
40%
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
10%
(20%)20%
(10%)
(20%)
10% 10%
(10%)
Mechinical
Drive
(60%)
90%
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 (60%)
90%
(30%) (30%)
10%
(60%)
(10%)90%
(70%)
40%
60% (30%)
(30%)
40%
(35%)
40%
(35%)
(35%)
(15%)
30%
30%
(15%)
30%
(15%)
(30%)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Figure 11
Passenger Vehicle
Trips
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
7 (81)0 (0)14 (162)0 (0)
0 (0)
22 (27)
0 (0)
0 (0)0 (0) 15 (18)
0 (0)
0 (0)
0 (0)
0 (0)
30 (36)
0 (0)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
0 (0)0 (0)0 (0)0 (0)
0 (0)
7 (9)
0 (0)
0 (0)
7 (81) 0 (0) 15 (18)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
3 (40)
7 (81)
0 (0)
0 (0)
7 (9)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
7 (9)
0 (0)0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
3 (40)
0 (0)
0 (0)
Mechinical
Drive
20 (242)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
67 (81)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 20 (242)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
67 (81)
0 (0)
0 (0)
0 (0)
0 (0)
10 (121)
0 (0)
0 (0)
0 (0) 10 (121) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
7 (9)
20 (242)
3 (40)
0 (0)
67 (81)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)24 (283) 0 (0)
0 (0)
0 (0)
30 (36)
44 (54)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
10 (121)
0 (0)
0 (0)
10 (121)
0 (0)
0 (0)
30 (36)
0 (0)
12 (141)
0 (0)
30 (36)
12 (141)
12 (141)
0 (0)
0 (0)
5 (61)
22 (27)
22 (27)
0 (0)
5 (61)
22 (27)
5 (61)
10 (121)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Figure 12
Trip Distribution -
Trucks
Rancho Cordova, CA
Project Sunrise
Legend
%(%) = In (Out) Distribution
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
(90%)
90%
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
(90%)
90%
(5%)
(90%)
5%
90%
(5%)
5%
5%
(5%)
Mechinical
Drive
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 (95%) (95%) (5%)
5%95%
(100%)
100%
(100%)
5%
(5%)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Figure 13
Truck Trips
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
32 (19)
0 (0)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
32 (24)
0 (0)
0 (0)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
32 (19)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
32 (24)
0 (0)
0 (0)
0 (0)
2 (1)
32 (19)
0 (0)
0 (0)
0 (0)
2 (1)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
32 (24)
0 (0)
0 (0)2 (1)0 (0)0 (0)
0 (0)
0 (0)
2 (1)
2 (1)0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
2 (1)
0 (0)
0 (0)
Mechinical
Drive
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
34 (20)
0 (0)
0 (0)
0 (0) 34 (20) 2 (1) 0 (0)
0 (0)
0 (0)
2 (1)
0 (0)
34 (26)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
36 (21)
36 (27)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
36 (21)
0 (0)0 (0)
2 (1)
0 (0)
2 (1)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

20 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
F. Build (2023)
This section provides a summary of operations at the study area intersections with the addition of 2023 traffic and project traffic volumes. The results of the Build (2023) intersection capacity analyses are demonstrated in Table 5. Figure 14 illustrates the Build (2023) traffic volumes. Synchro analysis worksheets are providing in Appendix E.

Table 5: Build (2023) Intersection Capacity Summary
Intersection
Scenario
No Build (2023)1 Build (2023)2

AM PM AM PM
LOS Delay LOS Delay LOS Delay LOS Delay
Sunrise Boulevard @ White Rock Road3 C 33.0 D 40.6 C 34.6 D 52.2 Sunrise Boulevard @ International Drive3 B 18.4 C 24.2 B 18.8 C 26.7 Sunrise Boulevard @ Fitzgerald Road3 B 10.2 B 13.0 B 12.6 B 17.2 Sunrise Boulevard @ Mechanical Drive3 B 9.6 B 14.8 B 9.5 B 15.7 White Rock Road @ Gold Valley Drive4 A 4.7 A 7.6 A 4.6 A 7.2 White Rock Road @ Fitzgerald Road4 B 16.5 B 17.6 B 16.4 B 17.7 Gold Dredge Way @ Fitzgerald Road5 A 9.6 A 9.9 B 10.1 B 11.5 Gold Dredge Way @ Luyung Drive5 B 10.3 B 10.1 B 10.7 B 11.8 White Rock Road @ Rancho Cordova Parkway4 A 1.9 A 6.2 A 6.0 A 9.5 International Drive @ Rancho Cordova Parkway5 A 8.4 B 10.1 A 9.1 C 15.2 International Drive @ Rancho Cordova Parkway6 A 7.8 A 8.3 A 8.0 B 12.5 Rancho Cordova Parkway @ Gold Dredge Way5 A 8.6 A 8.7 A 8.7 A 9.1 Rancho Cordova Parkway @ Gold Dredge Way6 A 7.8 A 8.0 A 7.9 A 8.3 International Drive @ Site Driveway 16 A 7.3 A 7.3 A 7.3 A 7.5 International Drive @ Site Driveway 25 - - - - A 8.5 A 9.8 Rancho Cordova Parkway @ Site Driveway 35 - - - - A 8.5 A 8.7 Rancho Cordova Parkway @ Site Driveway 45 - - - - A 8.5 A 8.8 Gold Dredge Way @ Site Driveway 55 - - - - A 8.6 A 9.1
Gold Dredge Way @ Site Driveway 65 - - - - A 6.1 A 3.4 12023 Traffic Plus Adjacent Approved Development. 22023 Traffic Plus Adjacent Approved Development and Project Traffic. 3Existing Traffic Signal, LOS Based on Average Intersection, Delay in Seconds/Vehicle 4Signal to be installed by Others, LOS Based on Average Intersection, Delay in Seconds/Vehicle 5Stop Controlled, LOS Reported for Worst Approach, Delay in Seconds/Vehicle 6All Way Stop Controlled, LOS Reported for Worst Approach for Comparison Purposes, Delay in Seconds/Vehicle As shown in Table 5, the study intersections operate at LOS D or better during both the AM and PM peak hours. The overall operations at the study intersections are satisfactory in the Build (2023) condition. Westbound right turns from White Rock Road to Sunrise Boulevard are over capacity and operate at LOS F during the PM peak hour.

ITEM 11.1. ATTACHMENT 11

Figure 14
Build Volumes (2023)
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
244 (533)172 (281)337 (563)0 (3)
184 (217)
146 (213)
1230 (1136)
50 (75)145 (152) 384 (356) 85 (148)
61 (26)
145 (187)
1136 (1510)
361 (465)
40 (26)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
38 (80)16 (36)7 (27)0 (0)
6 (10)
15 (5)
1438 (1220)
217 (356) 269 (198) 52 (24) 179 (319)
0 (4)
265 (311)
975 (1612)
85 (38)
0 (5)
4 (5)
50 (165)
68 (151)
7 (5)
84 (61)
1589 (1128)
3 (9)
34 (111)
3 (19)
1 (15)
50 (23)
887 (1695)
93 (54)
0 (45)
0 (0)23 (55)
7 (9)
13 (10)
72 (4)
1689 (909)
1 (0)
46 (183)
1 (3)
0 (43)
71 (21)
883 (1860)
7 (3)
22 (34)
Mechinical
Drive
564 (899)
4 (13)
1 (0)
13 (68)
18 (23)
0 (0)
0 (3)
661 (627)
29 (19)
1 (4)
0 (0)
0 (1)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 353 (586)
19 (18)
31 (30)
136 (204)
70 (43)
21 (30)
0 (1)
81 (4)
352 (511)161 (112)
24 (43)
15 (51)
15 (20)
77 (181)
24 (10)
22 (128)
13 (10) 75 (172) 2 (5) 0 (9)
15 (15)
6 (2)
32 (67)
13 (14)
49 (61)
38 (23)
28 (8)
46 (58)
10 (4)
161 (137)
7 (16)
20 (270)
3 (44)
133 (211)
67 (137)
0 (0)
0 (4)0 (14)
0 (0)
8 (27)
0 (0)
0 (0)
0 (7)24 (283) 0 (0)
24 (16)
0 (0)
30 (36)
44 (54)
0 (28)
0 (35)
8 (34)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
34 (141)
0 (0)
0 (0)
70 (162)
36 (27)
8 (34)
30 (36)
8 (27)
12 (141)
24 (16)
38 (63)
12 (141)
36 (157)
0 (0)
8 (34)
5 (61)
22 (27)
46 (47)
8 (34)
5 (61)
22 (27)
29 (81)
34 (141)
8 (34)
36 (21)
0 (0)0 (0)
81 (10)
0 (0)
31 (64)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

22 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
G. Build+ (2023)
The Build+ (2023) scenario considers the addition of a potential industrial park to the south of Gold Dredge Way. Build+ volumes include 2023 traffic volumes plus the project volumes, plus an 819,000 SF industrial park. Anticipated trip generation, distribution, and trip assignments for the potential industrial park are provided in Appendix F. The Build+ (2023) traffic volumes are illustrated in Figure 15. Synchro analysis worksheets are providing in Appendix E.

Heavy vehicle percentages were adjusted for the additional volumes as documentation in Appendix C. Table 6 provides a comparison of the No Build (2023), Build (2023), and Build+ (2023) scenarios.

Table 6: Build+ (2023) Intersection Capacity Summary
Intersection
Scenario
No Build (2023)1 Build (2023)2 Build + (2023)3

AM PM AM PM AM PM
LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay Sunrise Boulevard @ White Rock Road4 C 33.0 D 40.6 C 34.6 D 52.2 D 39.3 E 67.1 Sunrise Boulevard @ International Drive4 B 18.4 C 24.2 B 18.8 C 26.7 C 20.7 C 30.1 Sunrise Boulevard @ Fitzgerald Road4 B 10.2 B 13.0 B 12.6 B 17.2 C 18.1 C 23.8 Sunrise Boulevard @ Mechanical Drive4 B 9.6 B 14.8 B 9.5 B 15.7 A 8.0 B 15.1 White Rock Road @ Gold Valley Drive5 A 4.7 A 7.6 A 4.6 A 7.2 A 4.5 A 7.2 White Rock Road @ Fitzgerald Road5 B 16.5 B 17.6 B 16.4 B 17.7 B 16.5 B 19.3 Gold Dredge Way @ Fitzgerald Road6 A 9.6 A 9.9 B 10.1 B 11.5 B 12.8 C 16.0 Gold Dredge Way @ Luyung Drive6 B 10.3 B 10.1 B 10.7 B 11.8 B 13.1 C 16.0 White Rock Road @ Rancho Cordova Parkway5 A 1.9 A 6.2 A 6.0 A 9.5 A 6.7 A 9.9 International Drive @ Rancho Cordova Parkway6 A 8.4 B 10.1 A 9.1 C 15.2 A 9.6 C 16.6 International Drive @ Rancho Cordova Parkway7 A 7.8 A 8.3 A 8.0 B 12.5 A 8.3 B 13.2 Rancho Cordova Parkway @ Gold Dredge Way6 A 8.6 A 8.7 A 8.7 A 9.1 A 8.9 A 9.4 Rancho Cordova Parkway @ Gold Dredge Way7 A 7.8 A 8.0 A 7.9 A 8.3 A 8.1 A 9.0 International Drive @ Site Driveway 17 A 7.3 A 7.3 A 7.3 A 7.5 A 7.3 A 7.5 International Drive @ Site Driveway 26 - - - - A 8.5 A 9.8 A 8.5 A 9.8 Rancho Cordova Parkway @ Site Driveway 36 - - - - A 8.5 A 8.7 A 8.7 A 8.8 Rancho Cordova Parkway @ Site Driveway 46 - - - - A 8.5 A 8.8 A 8.6 A 8.9 Gold Dredge Way @ Site Driveway 56 - - - - A 8.6 A 9.1 A 8.9 A 9.1 Gold Dredge Way @ Site Driveway 66 - - - - A 6.1 A 3.4 A 1.3 A 2.0 12023 Traffic Plus Adjacent Approved Development. 22023 Traffic Plus Adjacent Approved Development and Project Traffic. 32023 Traffic Plus Adjacent Approved Development, Project Traffic and Adjacent Proposed Industrial Development. 4Existing Traffic Signal, LOS Based on Average Intersection, Delay in Seconds/Vehicle 5Signal to be installed by Others, LOS Based on Average Intersection, Delay in Seconds/Vehicle 6Unsignalized, LOS Reported for Worst Approach, Delay in Seconds/Vehicle 7All Way Stop Controlled, LOS Reported for Worst Approach for Comparison Purposes, Delay in Seconds/Vehicle All study intersections except Sunrise Boulevard at White Rock Road during the PM peak hour operate at LOS D or better during peak hours. During the PM peak hour westbound to northbound right turns from White Rock Road to Sunrise Boulevard are greater than the capacity of the single right-turn lane serving the movement. This right turn movement is expected to be greater than the adjacent through movement, which has three dedicated lanes. Reassigning the rightmost westbound through lane as a dedicated right-turn lane and revising the associated signal heads is a potential solution to this problem. Doing so would results in LOS C with 31.6 seconds of delay during the morning peak hour and LOS D with 42.5 seconds of delay during the evening peak hour.

ITEM 11.1. ATTACHMENT 11

Figure 15
Build+ Volumes (2023)
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
244 (533)172 (281)355 (658)0 (3)
193 (265)
146 (213)
1246 (1155)
50 (75)145 (152) 384 (356) 135 (159)
61 (26)
145 (187)
1150 (1521)
461 (488)
40 (26)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
88 (91)16 (36)7 (27)0 (0)
6 (10)
15 (5)
1463 (1287)
226 (404) 269 (198) 52 (24) 179 (319)
0 (4)
265 (311)
1039 (1634)
85 (38)
0 (5)
4 (5)
56 (190)
102 (265)
7 (5)
110 (68)
1589 (1128)
3 (9)
34 (111)
3 (19)
1 (15)
50 (23)
887 (1695)
207 (88)
0 (45)
0 (0)24 (56)7 (9)0 (0)
13 (10)
73 (5)
1715 (916)
1 (0)46 (183) 1 (3)
0 (43)
0 (0)
71 (21)
889 (1885)
7 (3)
22 (34)
Mechinical
Drive
582 (994)
4 (13)
1 (0)
13 (68)
18 (23)
0 (0)
0 (3)
761 (650)
29 (19)
1 (4)
0 (0)
0 (1)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 360 (622)
19 (18)
31 (30)
147 (264)
70 (43)
21 (30)
0 (1)
81 (4)
390 (520)224 (126)
24 (43)
15 (51)
15 (20)
117 (320)
35 (70)
22 (128)
76 (24) 126 (371) 3 (6) 0 (9)
15 (15)
7 (3)
32 (67)
13 (14)
251 (115)
38 (23)
28 (8)
46 (58)
10 (4)
161 (137)
32 (22)
27 (306)
8 (68)
133 (211)
105 (146)
0 (0)
0 (4)0 (14)
0 (0)
8 (27)
0 (7)
11 (60)
0 (0)24 (283) 0 (0)
24 (16)
0 (0)
30 (36)
107 (68)
0 (28)
0 (35)
19 (94)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
97 (155)
0 (0)
0 (0)
122 (362)
36 (27)
211 (89)
30 (36)
8 (27)
12 (141)
24 (16)
38 (63)
12 (141)
36 (157)
0 (0)
19 (94)
5 (61)
22 (27)
109 (61)
19 (94)
5 (61)
22 (27)
92 (95)
97 (155)
17 (82)
36 (21)
0 (0)0 (0)
81 (10)
0 (0)
31 (64)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

24 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
H. Queue Comparison
A queuing analysis was conducted for signalized intersections along existing roads for the No Build (2023), Build (2023), and Build+ (2023) scenarios. Table 7 displays the comparison of the three scenarios. Queue lengths are based on queues lengths from Synchro® 11’s Intersection Reports which can be found in Appendix G.

Table 7: Queue Comparison
Intersection Existing Storage
Lengths
95th Percentile Queue Lengths
No Build (2023) Build (2023) Build+ (2023)

AM PM AM PM AM PM
Sunrise Boulevard / White Rock Road
Eastbound Left Turn Lanes 400’ 112’ #122’ 112’ #122’ 113’ #124’ Eastbound Right Turn Lane 700’ 9’ 3’ 9’ 3’ 47’ 12’
Westbound Left Turn Lanes 275’ 96’ 155’ 96’ 155’ 97’ 157’ Westbound Right Turn Lane 185’ 178’ 223’ 196’ #493’ 219’ #666’ Northbound Left Turn Lanes 385’ 123’ #186’ 123’ #186’ 128’ #233’ Northbound Right Turn Lane 190’ 34’ 30’ 49’ 50’ 49’ 50’ Southbound Left Turn Lanes 380’ 180’ #235’ 195’ #275’ #289’ #300’ Southbound Right Turn Lane 175’ 42’ 56’ 42’ 56’ 43’ 56’ Sunrise Boulevard / International Drive
Eastbound Left Turn Lanes 420’ 67’ 134’ 72’ 142’ 73’ 142’ Eastbound Right Turn Lanes 300’ 32’ 29’ 31’ 29’ 31’ 29’ Westbound Left Turn Lane 150’ 16’ 45’ 16’ 45’ 16’ 45’
Northbound Left Turn Lanes 400’ #121’ #155’ #127’ #222’ #136’ #261’ Southbound Left Turn Lane 425’ #100’ 63’ #100’ 60’ #103’ 60’ Southbound Right Turn Lane 235’ 43’ 92’ 43’ 95’ 44’ 98’ Sunrise Boulevard / Fitzgerald Road
Eastbound Left Turn Lane 150’ 31’ 87’ 31’ 59’ 32’ 91’
Eastbound Right Turn Lane 150’ 0’ 0’ 0’ 0’ 0’ 0’
Westbound Left Turn Lane 140’ 37’ 87’ 41’ 109’ 44’ 121’ Westbound Right Turn Lane 140’ 0’ 0’ 9’ 55’ 9’ 131’
Northbound Left Turn Lane 250’ 21’ 31’ 21’ 31’ 22’ 32’
Southbound Left Turn Lane 245’ 72’ 95’ #119’ 121’ #217’ #181’ Sunrise Boulevard / Mechanical Drive
Eastbound Right Turn Lane 150’ 0’ 0’ 0’ 0’ 0’ 0’
Westbound Right Turn Lane 150’ 0’ 0’ 0’ 0’ 0’ 0’
Northbound Left Turn Lane 215’ 27’ 26’ 27’ 26’ 27’ 24’
Southbound Left Turn Lane 240’ 44’ 62’ 44’ 62’ 44’ 58’
White Rock Road / Gold Valley Drive
Eastbound Left Turn Lane 500’ - 8’ - 10’ - 11’
Westbound Left Turn Lane 400’ 9’ 18’ 9’ 23’ 10’ 25’
Northbound Left Turn Lane 200’ 17’ 52’ 17’ 67’ 19’ 76’
White Rock Road / Fitzgerald Road
Eastbound Left Turn Lane 200’ 75’ 13’ 76’ 13’ 79’ 14’
Eastbound Right Turn Lane 500’ 39’ 32’ 39’ 32’ 45’ 43’
Westbound Left Turn Lane 200’ 29’ 31’ 28’ 32’ 29’ 34’
Northbound Left Turn Lane 150’ 110’ 171’ 111’ 179’ 126’ 239’ Southbound Left Turn Lane 150’ 24’ 31’ 24’ 32’ 25’ 34’
# 95th percentile volume exceeds capacity; queue may be longer. Queue shown is maximum after two cycles Note: Red indicates queues are expected to exceed provided storage length.

As shown in Table 7, the provided storage lengths at Sunrise Boulevard / International Drive, Sunrise Boulevard / Fitzgerald Drive, Sunrise Boulevard / Mechanical Drive, and White Rock Road at Gold ITEM 11.1. ATTACHMENT 11

25 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
Valley Drive are expected to be sufficient for all three scenarios, however, the two remaining intersections have turn lanes where queues may exceed existing storage.

Reassigning the rightmost (northernmost) westbound through lane as a dedicated right-turn lane on White Rock Road at Sunrise Boulevard reduces the total right turn queue during peak hours to less than the current storage capacity of the existing right turn lane.

Table 8: Reassigned WB Through Lane, White Rock Road to Sunrise Boulevard Queue Summary Intersection
Existing
Storage
Lengths
Synchro 95th% Q
Build+ (2023)
AM PM
Sunrise Boulevard / White Rock Road
Eastbound Left Turn Lanes 400’ #125’ 108’
Eastbound Right Turn Lane 700’ 15’ 45’
Westbound Left Turn Lanes 275’ 97’ #169’
Converted Westbound Lane 800' 40’ 142’
Westbound Right Turn Lane 185’ 40’ 142’
Northbound Left Turn Lanes 385’ 127’ 184’
Northbound Right Turn Lane 190’ 22’ 74’
Southbound Left Turn Lanes 380’ #236 259’
Southbound Right Turn Lane 175’ 43 86’
ITEM 11.1. ATTACHMENT 11

26 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
I. Site Access
Access to the site is provided by six driveways, with separate driveways serving passenger vehicles and line-haul trucks. Four of the project driveways are dedicated to passenger vehicles, two along International Drive and two along Rancho Cordova Parkway. While the two driveways along International Drive will be limited to right-turns once International Drive is extended west to Sunrise Boulevard and is widened to six lanes, left-turns into Driveway 1 will be allowed until that time. The two driveways along Rancho Cordova Parkway are right-in/right-out only. The remaining two project driveways are located along Gold Dredge Way, the westerly driveway is an ingress-only driveway, and the easterly driveway is egress-only. All project driveways are anticipated to operate at LOS A during standard peak and project peak periods. Project peak analysis worksheets are provided in Appendix H.

Any driveways or new streets proposed to serve parcels on the south side of the Gold Dredge Way extension will either need to be aligned with project driveways or located to provide a positive offset. Sufficient space between offset driveways or streets should be provided for a minimum of one tractor-trailer truck waiting to turn left into all effected driveways. Driveways shall meet the development standards outlined in Section 5.2 of the most recent version of the Sacramento County Zoning Code. Analysis of new
driveways or streets may be necessary to confirm the
adequacy of offset spacing.

Positive Offset
FHWA | Access Management in the Vicinity of Intersections ITEM 11.1. ATTACHMENT 11

27 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
J. Overall Findings
As more of Rio del Oro develops, based on existing roadway conditions and roadways under construction, traffic movements to and from the northwest will result in signal phases where all traffic is not served and turn lane storage capacity is insufficient for southbound left-turns toward and westbound right turns away from Rio del Oro. Increasing the percentage of green time for these movements may be beneficial until the roadway network is more fully built out. Currently funded roadway projects will alleviate some of the congestion related to these movements, but the connection of International Drive between Rancho Cordova Parkway and Sunrise Boulevard is also essential.

Sunrise Boulevard / White Rock Road
 Westbound right-turn queues may exceed available storage even without the receiving center  PM westbound right-turning volume will exceed capacity with the project and will be further exacerbated with the addition of the potential industrial traffic.  Long term, this condition may be alleviated with the northern extension of Rancho Cordova Parkway and eventual connection of the existing and proposed segments of International Drive.
 Recommend the City consider appropriate improvements as this intersection experiences increased congestion. One option is reassigning the adjacent through lane as a right-turn lane until Rancho Cordova Parkway is extended northward.

White Rock Road / Fitzgerald Road
 Sufficient pavement width is available to provide more left-turn storage than was assumed in the analysis.

Rancho Cordova Parkway / International Drive
 Can operate with either stop control on International Drive or as an all-way stop until overall traffic volumes increase to a level to warrant signalization. This is not expected to occur until Rancho Cordova Parkway is extended to Rancho del Oro Parkway and Rancho del Oro Parkway connects to Sunrise Boulevard or a similar connection is made to the roadway network beyond Rancho del Oro’s boundaries.

Rancho Cordova Parkway / Gold Dredge Way
 Operates well with Gold Dredge Way stopped controlled at Rancho Cordova Parkway or with all approaches stopping. Signalization should be reevaluated as additional parcels within Rio del Oro develop, especially once Rancho Cordova Parkway is extended to Rancho del Oro Parkway and Rancho del Oro Parkway connects to Sunrise Boulevard.

ITEM 11.1. ATTACHMENT 11

28 Local Transportation Analysis for
Rancho Cordova, CA Receiving Center
K. Conclusions and Recommendations
The proposed receiving center will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan. The project is consistent with the land use designation in the adopted Rio Del Oro Specific Plan for Business Park / Industrial Park land use. The project will construct a warehouse consisting of approximately 629,186 square feet. The warehouse will be used as an inventory receiving and storage center.

Site access will be provided by six driveways. Four driveways are proposed for personal vehicles and two driveways are proposed for line-haul trucks. The driveways are anticipated to operate efficiently as side street stop-controlled intersections. A total of 3,532 daily trips will be generated by the site, with 132 (86 entering, 46 exiting) during the AM standard peak hour and 510 (99 entering, 411 exiting) during the PM standard peak hour. The project is anticipated to be complete by 2023.

This LTA report was developed in accordance with the Sacramento County Traffic Impact Guidelines, 2020 and in coordination with City staff. The following are conclusions based on the analysis performed in this study.

No Build (2023)
 All intersections perform at an overall LOS D or better.

Build (2023)
 The proposed site is consistent with the Rio del Oro Specific Plan zoning.  The additional of project traffic to the study network does not result in any intersections operating at a Level of Service worse that D. All intersections perform similarly to No Build (2023), with expected increases in delays. Project driveways operate at LOS A.

Build+ (2023)
 With the exception of White Rock Road at Sunrise Boulevard where LOS will drop to E during the evening peak hour, all intersections will continue to operate at acceptable levels of service.
 Sunrise Boulevard / White Rock Road: As the intersection of Sunrise Boulevard and White Rock Road experiences an increase in congestion over time, we recommend the City consider other improvement options such as dual right-turn lanes on the westbound approach to the intersection.
 Project driveways operate at LOS A.
 Street or driveway connections to the property opposite the Receiving Center on Gold Dredge Way should either be aligned with the Receiving Center’s driveways or offset a minimum of 150 feet or a sufficient length to accommodate left-turn queues into all driveways.

ITEM 11.1. ATTACHMENT 11

Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

APPENDIX

ITEM 11.1. ATTACHMENT 11

Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

Appendix A –
Site Plan
Approved Scoping Memorandum
Trip Generation Memorandum
ITEM 11.1. ATTACHMENT 11

GOLD DREDGE WAY

GREENBELT

GOLD DREDGE WAY LUYUNG DRIVE

GREENBELT
74-A 1.93± AC
69-A

2.25± AC GR

1.56± AC NET
69-B

7.54± AC GR

6.21± AC NET 69-C

18.31± AC GR

15.62± AC NET
PARCEL 73A
PARCEL 73E PARCEL 73B
PARCEL 72B
PARCEL 72D
PARCEL 72C
PARCEL 72A
PARCEL 74B

INTERNATIONAL DRIVE

RANCHO CORDOVA PARKWAY
(P) BUILDING
629,186 SF
T
T

G T STORMWATER BASIN

STORMWATER BASIN
BOTTOM: 148.50
TOP:153.00
T

CUSTOMER SUBSTATION

STORMWATER
BASIN
BOTTOM: 152.00
TOP:157.00
NORTH

VICINITY MAP
NORTH

PROJECT SITE
SCALE 1 INCH = 100 FEET

PROPERTY DESCRIPTION
ADDRESS: RANCHO CORDOVA PKWY & INTERNATIONAL DRIVE, RANCHO

CORDOVA, CA

VICINITY MAP
NORTH

PROJECT SITE

SITE PLAN

EXHIBIT
EX

PROJECT SUNRISE FACILITY

RANCHO CORDOVA, CA
2250 Douglas Blvd, Suite 200
Roseville, CA 95661
O:916.772.7688
F:916.772.7699
www.kpff.com
ITEM 11.1. ATTACHMENT 11

ITEM 11.1. ATTACHMENT 11

3300 Regency Parkway, Suite 100 | Cary, NC 27518 | www.NV5.com | Office 919.836.4800 | Fax 919.836.4801

TESTING, INSPECTION & CONSULTING - INFRASTRUCTURE - UTILITY SERVICES - PROGRAM MANAGEMENT - ENVIRONMENTAL - TECHNOLOGY/GEOSPATIAL

MEMORANDUM
To: Byron Tang, City of Rancho Cordova Traffic
From: Gina Gilgo, PE ([email protected])
Date: December 21, 2021
Re: Project Sunrise Receiving Center
Rancho Cordova, CA
Truck Trip Reassignments
This memorandum presents updated trip assignments for truck trips for the proposed receiving center within the Rio Del Oro development in the City of Rancho Cordova, CA. The updated trip assignments will be used in pavement evaluation and design as well as an updated version of the project’s Local Transportation Analysis. Anticipated truck volumes and typical trailer weights are also included.

Truck Trip Distribution
No adjustments in truck trip distribution are proposed. Ninety percent of the trucks are expected to use US 50. The remaining 10% are expected to use other routes south of the site.

Truck Trip Assignment
Most trucks (90%) will use Sunrise Boulevard north of Fitzgerald Road to access US 50. Trucks traveling to and from the south (10%) will use Sunrise Boulevard south of Mechanical Drive. That traffic will be split evenly between Fitzgerald Road and Luyung Drive as illustrated below.

ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Revised Truck Assignments Page 2 of 2 Truck Volumes and Weights
With a total of 604 daily one-way truck trips, daily site generated truck trips by segment are as follows:

Table 1: Site Daily Truck Trips
Roadway Segment Daily Truck Trips
Gold Dredge Way between the site and Luyung Drive 604
Gold Dredge Way between Luyung Drive and Fitzgerald Road 574 Fitzgerald Road between Gold Dredge Way and Sunset Boulevard 574 Luyung Drive/Mechanical Drive between Gold Dredge Way and Sunset Boulevard 30 Site trucks typically pull loaded trailers weighing 75,000 pounds.

Existing Truck Traffic Data
Daily traffic volumes and vehicle classification data were not collected for the above roadway segments. The estimate below is based on peak hour turning movement counts collected for the Local Transportation Analysis and typical heavy truck percentages for various industrial land uses (see ITE’s 11 Edition of Trip Generation).

Table 2: Estimated Existing Daily Truck Trips
Roadway Segment Daily Truck Trips
Gold Dredge Way between the site and Luyung Drive 0
Gold Dredge Way between Luyung Drive and Fitzgerald Road 116 Fitzgerald Road between Gold Dredge Way and Sunset Boulevard 382 Luyung Drive/Mechanical Drive between Gold Dredge Way and Sunset Boulevard 283 ITEM 11.1. ATTACHMENT 11

3300 Regency Parkway, Suite 100 | Cary, NC 27518 | www.NV5.com | Office 919.836.4800 | Fax 919.836.4801

TESTING, INSPECTION & CONSULTING - INFRASTRUCTURE - UTILITY SERVICES - PROGRAM MANAGEMENT - ENVIRONMENTAL - TECHNOLOGY/GEOSPATIAL

MEMORANDUM
To: Byron Tang, City of Rancho Cordova Traffic
From: Gina Gilgo, PE ([email protected])
Date: September 17, 2021
Re: Project Sunrise Receiving Center
Rancho Cordova, CA
Transportation Scoping Document
This memorandum documents the scope of the local transportation analysis for the proposed receiving center within the Rio Del Oro development in the City of Rancho Cordova, CA.

SITE INFORMATION
The proposed receiving center will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan. It includes construction of a 629,186 SF warehouse building, 986 parking stalls for personal vehicles, 139 truck docking spaces, and 686 truck trailer spaces that will be used for storage (refer to Attachment A). Truck assess is provided solely from Gold Dredge Way.

Opening Year and “Existing Traffic” Volumes
The receiving center is scheduled to begin full operation before the end of 2023. Existing traffic will include peak hour traffic counts adjusted as necessary for Covid-19 conditions and increased by 1%/year to represent 2023 conditions, plus traffic from the residential development underway opposite International Drive and the Delivery Station proposed at 11427 White Rock Road.

Analysis Scenarios
As applicable, existing conditions in 2023 with existing traffic and any proposed operational improvements (i.e., new traffic signals along White Rock Road) will be the base scenario. The 2023 existing plus project scenario will include site traffic with necessary operational controls and roadway improvements to achieve acceptable operating conditions. A short-term (2023) cumulative scenario will build upon the 2023 existing plus project scenario to add traffic from the +/- 819,000 SF warehousing development currently proposed on the south side of Gold Dredge Way.

Level of Service Analysis Locations
The following intersections will be analyzed
• All site driveways (6)
• International Drive at Rancho Cordova Parkway
• White Rock Road at Rancho Cordova Parkway
• White Rock Road at Fitzgerald Road
• White Rock Road at Gold Valley Drive
• White Rock Road at Sunrise Boulevard
• Gold Dredge Way at Luyung Drive
• Gold Dredge Way at Fitzgerald Road
• Fitzgerald Road at Sunrise Boulevard
• Sunrise Boulevard at International Drive
• Rancho Cordova Parkway at Gold Dredge Way
ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Scoping Memo Page 2 of 7 Trip Generation
Trip Generation characteristics for the receiving center were documented in a memo to the City on August 18, 2021. The expected trips are included in Table 1.

Table 1: Receiving Center Peak Hour Trip Generation
Vehicle Type Daily
Peak Hours of the Adjacent Street Peak Hours of the Generator AM PM 5:00 – 6:00 AM 2:00 – 3:00 PM
In Out In Out In Out In Out
Passenger Vehicles 2,928 74 34 90 404 503 126 197 388
Line-Haul Trucks 604 12 12 9 7 17 16 6 6
Total 3,532 86 46 99 411 520 142 203 394
Peak hours of the adjacent street will be analyzed for all locations listed above. Driveway operations during the peak hours of the site will also be analyzed to provide additional queuing information for design purposes.

Vicinity Transportation Infrastructure
While the Rio Del Oro Specific Plan includes plans for a robust transportation system, most of that infrastructure will not be in place when the receiving center begins to operate. For the receiving center’s opening year, the following roadways are expected to be accessible:
 Rancho Cordova Parkway from White Rock Road to Gold Dredge Way (originally Collector C) as a four-lane divided roadway.
 International Drive along the project’s northern border from the westernmost driveway to Collector A (but not connected to any other streets west of the Rio Del Oro boundary), as a four-lane divided route.
 Gold Dredge Way extended east to Rancho Cordova Parkway, as a two-lane roadway.

Trip Distribution & Assignment
Project traffic distribution would vary depending on the type of vehicle and roadway access. Line haul trucks entering the site come from many different origins, but those exiting the site are bound for larger warehouses and sort centers as well. The employees entering and exiting the site are considered typical commuter home-to-work and work-to-home trips.

Ninety percent of the trucks are expected to use US 50. The remaining 10% are expected to use other routes south of the site. All trucks would use Sunrise Boulevard. Line haul trucks will enter and exit the site via Gold Dredge Way. Trucks will enter the site by turning left into the site’s westernmost driveway and exit the easternmost driveway by turning right onto Gold Dredge Way. The assignment of truck trips is included in Attachment B.

Employees are expected to primarily live north (40%) and west (40%) of the site. Yet another 10% each are expected to live south and east of the site. Driveways accessing the passenger vehicle parking lot on the east side of the proposed building will accommodate employees.

These driveways are expected to be located on International Drive and Rancho Cordova Parkway. Ultimately most of these driveways will likely be limited to right-turns due to medians proposed for the ultimate crosssections for these roadways. Therefore, except for the westernmost driveway on International Drive, passenger vehicles have been assigned as right-turns both entering and exiting the site. The initial assignment of trips is illustrated in Attachment C. Once International Drive is ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Scoping Memo Page 3 of 7 extended west to connect with Sunrise Boulevard, passenger vehicles would likely approach the site as illustrated on the second page of Attachment C.

Access and Circulation
Site access and circulation will be evaluated, including opening conditions and conditions with ultimate cross-sections for the adjacent roadways. This will include estimates of turn lane storage and traffic control needs at site driveways. The possibility of future driveways aligning with proposed driveways on Gold Dredge Way will be considered especially regarding potential signalization of such driveways and future traffic control needs at the intersection of Rancho Cordova Parkway and Gold Dredge Way.

Data to be Provided/Approved by the City
 Signal plans and timing data for any signalized locations ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Scoping Memo Page 4 of 7 Attachment A
ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Scoping Memo Page 5 of 7 Attachment B

ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Scoping Memo Page 6 of 7 Attachment C

ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA Scoping Memo Page 7 of 7 Attachment C (Cont.)

ITEM 11.1. ATTACHMENT 11

3300 Regency Parkway, Suite 100 | Cary, NC 27518 | www.NV5.com | Office 919.836.4800 | Fax 919.836.4801

CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE - ENERGY - PROGRAM MANAGEMENT - ENVIRONMENTAL

MEMORANDUM
To: Byron Tang, City of Rancho Cordova Traffic
From: Gina Gilgo, PE ([email protected])
Date: August 18, 2021
Re: Project Sunrise Receiving Center
Rancho Cordova, CA
Traffic Generation Update (new Site Plan)
This memo documents the trip generation characteristics of the proposed receiving center in Rancho Cordova, CA and compares the resulting daily and peak hour tips that can be expected to those originally anticipated for the parcel in the Rio Del Oro Specific Plan Environmental Impact Report (EIR).

Site Information
The project will occupy an 82-acre vacant parcel that is part of Phase 5 of the Rio Del Oro Specific Plan. It includes construction of a 629,186 SF warehouse building, 986 parking stalls for personal vehicles, 139 truck docking spaces, and 686 truck trailer spaces that will be used for storage (refer to Attachment A). The Rio Del Oro Specific Plan identifies the project parcel as industrial park zoning which is consistent with the site’s intended use. Access to the site will be provided along International Drive, Rancho Cordova Parkway, and Gold Dredge Way.

Rio Del Oro Specific Plan Trip Generation
The Rio Del Oro Specific Plan EIR documents the traffic analyses for the proposed mixed-use development and includes aggregate trip generation for the Specific Plan. This information is recreated in Table 1 and was based on the
2001 version of the SACMET travel demand
forecasting model. Total trips do not include
those between all land uses within Rio del Oro,
but external trips do include all trips with
origins or destinations outside of Rio del Oro.

Site Specific Trip Generation
The tenant provided a site-specific traffic schedule based on the receiving center’s unique operations and key characteristics. That schedule is provided in Attachment B. The trip schedule is based on operations of similar facilities modified to reflect the building size and number of trailer storage spaces as well as the number of employees (1,464) needed to operate 24-hours/day. It is not based on actual traffic counts. This traffic schedule is proposed for use in analyzing the traffic impacts of the receiving center to best reflect anticipated traffic volumes. Table 2 compares the peak hour and daily trips
that would be expected if
the site were used for other
various purposes based on
ITE’s Trip Generation
manual (2017). The
proposed trip schedule
includes higher volumes
than other potential uses.

Table 1: Rio del Oro Trip Generation
Scenario AM Peak
Hour
PM Peak
Hour Daily
Buildout Total Trips 19,650 20,570 229,200
External Trips 14,750 15,190 168,470
Table 2: Trip Generation Comparison
Development Trip Source
Subject Parcel Trips
AM Peak
Hour
PM Peak
Hour Daily
Light Industrial ITE 2017 108 84 1,306
Warehouse ITE 2017 70 72 628
High-Cube Transload/ShortTerm Storage Warehouse ITE 2017 50 63 880 Receiving Center Tenant 133 510 3,532
ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA TRAFFIC GENERATION MEMO Page 2 of 4 Trip Generation Comparison
The Rio Del Oro Specific Plan EIR does not identify trip generation rates for each land use and/or parcel for each phase of the development. Yet, it is reasonable to compare trips that would have been expected to have been generated by the subject parcel in 2006 to the trip generation characteristics of the proposed receiving center. That comparison is summarized in Table 3. Trip estimates for the subject parcel as
an industrial park are based on the
then-current edition of the Institute
of Engineers’ Trip Generation, (7th
Edition, 2003).

This comparison indicates the use of subject parcel as a receiving center is consistent with the Rio del Oro Specific Plan, in terms of traffic and transportation.

Receiving Center Peak Hour Trip Generation
Table 4 summarizes traffic for the proposed receiving center by peak hour, direction, and vehicle type.

Table 4: Receiving Center Peak Hour Trip Generation
Vehicle Type
Peak Hours of the Adjacent Street1 Peak Hours of the Generator AM PM 6:00 – 7:00 AM 5:30 – 6:30 PM
In Out In Out In Out In Out
Passenger Vehicles 74 34 90 404 503 126 197 388
Line-Haul Trucks 12 12 9 7 17 16 6 6
1One hour between 7:00 – 9:00 AM & one hour between 4:00 – 6:00 PM Attachment A: Preliminary Site Plan
Attachment B: Project Traffic Schedule
Table 3: Trip Generation Comparison
Development Trip Source Subject Parcel Trips
AM Peak Hour PM Peak Hour Daily
Industrial Park ITE 2003 701 725 5,175
Receiving Center Tenant 133 510 3,532
ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA TRAFFIC GENERATION MEMO Page 3 of 4 Attachment A – Preliminary Site Plan
ITEM 11.1. ATTACHMENT 11

Project Sunrise– Rancho Cordova, CA TRAFFIC GENERATION MEMO Page 4 of 4 Attachment B – Project Traffic Schedule
ITEM 11.1. ATTACHMENT 11

Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

Appendix B – Existing Traffic Data

ITEM 11.1. ATTACHMENT 11

July 22, 2021, Turning Movement Counts
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Sunrise Blvd & White Rock Rd City: Rancho Cordova Project ID: 21-070110-004
Control: Signalized Date:

NS/EW Streets:
2310231022102310

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 2 34 6 1 17 44 4 2 7 32 7 0 2 8 2 0 168
5:15 AM 6 45 7 2 36 62 7 5 9 40 4 2 2 13 5 0 245
5:30 AM 9 74 5 2 47 71 8 2 3 64 9 2 2 16 7 0 321
5:45 AM 18 97 12 2 75 102 3 7 26 143 20 1 5 23 20 2 556 6:00 AM 18 90 11 3 50 68 14 3 14 66 6 4 10 35 26 3 421
6:15 AM 17 97 10 2 53 115 16 3 10 86 10 0 14 33 37 0 503 6:30 AM 18 151 15 7 58 154 18 6 17 59 6 4 17 33 31 0 594 6:45 AM 20 151 19 4 59 145 29 3 30 100 10 10 9 31 25 0 645 7:00 AM 20 183 28 7 51 166 17 3 12 48 12 8 11 33 33 0 632 7:15 AM 24 180 18 15 46 169 22 7 22 50 12 7 17 23 40 0 652 7:30 AM 30 188 13 3 48 180 24 9 29 58 9 13 25 37 35 0 701 7:45 AM 37 198 14 4 62 194 27 5 22 70 20 13 25 31 37 0 759 8:00 AM 30 222 26 11 40 183 22 5 22 54 15 7 15 33 36 0 721 8:15 AM 27 188 31 8 43 172 24 5 23 32 12 7 14 33 31 0 650 8:30 AM 26 176 22 6 60 152 26 6 29 39 27 7 19 32 32 0 659 8:45 AM 30 191 19 8 65 178 22 5 22 41 20 7 27 24 36 0 695

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 332 2265 256 85 810 2155 283 76 297 982 199 92 214 438 433 5 8922 APPROACH %'s : 11.30% 77.09% 8.71% 2.89% 24.37% 64.83% 8.51% 2.29% 18.92% 62.55% 12.68% 5.86% 19.63% 40.18% 39.72% 0.46% PEAK HR : 07:15 AM 38 29 44 07:45 AM TOTAL
PEAK HR VOL : 121 788 71 33 196 726 95 26 95 232 56 40 82 124 148 0 2833 PEAK HR FACTOR : 0.818 0.887 0.683 0.550 0.790 0.936 0.880 0.722 0.819 0.829 0.700 0.769 0.820 0.838 0.925 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2310231022102310

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 42 213 17 12 71 235 25 8 25 53 26 9 42 68 55 1 902 2:15 PM 37 234 14 7 71 219 22 13 19 63 20 3 29 50 59 0 860 2:30 PM 42 244 13 13 62 255 23 6 27 73 26 2 33 118 80 3 1020 2:45 PM 33 226 13 10 82 258 16 7 20 62 28 9 41 77 62 0 944

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 154 917 57 42 286 967 86 34 91 251 100 23 145 313 256 4 3726 APPROACH %'s : 13.16% 78.38% 4.87% 3.59% 20.83% 70.43% 6.26% 2.48% 19.57% 53.98% 21.51% 4.95% 20.19% 43.59% 35.65% 0.56% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 154 917 57 42 286 967 86 34 91 251 100 23 145 313 256 4 3726 PEAK HR FACTOR : 0.917 0.940 0.838 0.808 0.872 0.937 0.860 0.654 0.843 0.860 0.893 0.639 0.863 0.663 0.800 0.333 2310231022102310

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 41 204 23 18 52 225 33 11 33 64 43 6 44 76 76 1 950 4:15 PM 40 254 20 8 51 262 31 9 16 61 16 12 34 54 62 1 931 4:30 PM 36 224 24 14 53 291 36 5 27 53 36 10 51 94 67 1 1022 4:45 PM 35 218 21 16 71 269 47 5 24 47 16 4 44 84 48 0 949 5:00 PM 47 224 24 17 51 335 27 2 39 56 37 5 43 71 71 1 1050 5:15 PM 51 203 23 12 53 261 35 8 28 54 26 1 51 73 66 0 945 5:30 PM 37 232 19 16 34 239 22 6 22 35 17 7 43 62 64 0 855 5:45 PM 31 171 14 13 51 259 25 7 17 43 10 4 38 51 46 1 781

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 318 1730 168 114 416 2141 256 53 206 413 201 49 348 565 500 5 7483 APPROACH %'s : 13.65% 74.25% 7.21% 4.89% 14.52% 74.70% 8.93% 1.85% 23.71% 47.53% 23.13% 5.64% 24.54% 39.84% 35.26% 0.35% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 169 869 92 59 228 1156 145 20 118 210 115 20 189 322 252 2 3966 PEAK HR FACTOR : 0.828 0.970 0.958 0.868 0.803 0.863 0.771 0.625 0.756 0.938 0.777 0.500 0.926 0.856 0.887 0.500

0.933
Total

0.944

0.913

0.845

WESTBOUND

0.898

0.767

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.953 0.933

0.946
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
07:15 AM - 08:15 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.876

NORTHBOUND
NOON

0.938

EASTBOUND
7/22/2021
White Rock Rd

NORTHBOUND
White Rock Rd

0.912

WESTBOUND
Sunrise Blvd Sunrise Blvd

WESTBOUND

0.905 0.846

EASTBOUND

0.908
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Sunrise Blvd & International Dr City: Rancho Cordova Project ID: 21-070110-008
Control: Signalized Date:

NS/EW Streets:
2300131021201100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 4 39 0 0 2 46 3 0 5 0 11 0 0 0 0 0 110
5:15 AM 6 59 1 0 1 53 4 0 5 0 16 0 0 0 0 0 145
5:30 AM 5 77 0 0 4 59 4 0 14 2 17 0 0 0 0 0 182
5:45 AM 13 123 1 0 3 87 10 0 19 5 29 0 0 0 1 0 291
6:00 AM 12 99 0 0 3 74 4 0 9 3 20 0 0 1 1 0 226
6:15 AM 13 125 1 1 5 110 14 0 11 10 15 0 0 2 6 0 313
6:30 AM 13 167 3 0 11 122 14 0 15 9 19 0 0 0 3 0 376
6:45 AM 21 176 1 2 9 127 17 0 18 10 29 0 1 3 7 0 421
7:00 AM 24 199 1 0 11 133 24 0 23 8 20 0 0 7 10 0 460
7:15 AM 34 207 0 0 9 143 27 0 27 7 32 0 0 1 5 0 492
7:30 AM 33 232 3 2 10 156 41 0 14 3 28 0 3 2 3 0 530
7:45 AM 46 231 1 1 21 160 37 0 28 14 74 0 0 2 4 0 619
8:00 AM 29 245 4 0 16 153 32 0 32 10 46 0 1 5 10 0 583
8:15 AM 30 212 2 1 9 151 33 0 23 4 29 0 1 2 8 0 505
8:30 AM 17 201 0 3 8 141 26 1 29 1 31 0 3 2 3 0 466
8:45 AM 22 215 0 0 10 177 31 0 31 2 43 0 1 1 10 0 543

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 322 2607 18 10 132 1892 321 1 303 88 459 0 10 28 71 0 6262 APPROACH %'s : 10.89% 88.16% 0.61% 0.34% 5.63% 80.65% 13.68% 0.04% 35.65% 10.35% 54.00% 0.00% 9.17% 25.69% 65.14% 0.00% PEAK HR : 07:30 AM 39 29 44 07:45 AM TOTAL
PEAK HR VOL : 138 920 10 4 56 620 143 0 97 31 177 0 5 11 25 0 2237 PEAK HR FACTOR : 0.750 0.939 0.625 0.500 0.667 0.969 0.872 0.000 0.758 0.554 0.598 0.000 0.417 0.550 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2300131021201100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 29 236 3 2 4 229 54 1 34 6 34 0 3 6 22 0 663
2:15 PM 41 229 2 1 8 208 23 2 25 3 38 0 2 2 8 0 592
2:30 PM 37 255 1 3 4 250 38 3 29 7 44 0 2 5 11 0 689
2:45 PM 44 224 1 2 7 252 40 3 27 2 37 0 0 3 8 0 650

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 151 944 7 8 23 939 155 9 115 18 153 0 7 16 49 0 2594 APPROACH %'s : 13.60% 85.05% 0.63% 0.72% 2.04% 83.39% 13.77% 0.80% 40.21% 6.29% 53.50% 0.00% 9.72% 22.22% 68.06% 0.00% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 151 944 7 8 23 939 155 9 115 18 153 0 7 16 49 0 2594 PEAK HR FACTOR : 0.858 0.925 0.583 0.667 0.719 0.932 0.718 0.750 0.846 0.643 0.869 0.000 0.583 0.667 0.557 0.000 2300131021201100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 42 237 2 4 5 303 47 0 35 6 26 0 5 6 10 0 728
4:15 PM 56 243 1 3 6 260 44 1 40 4 34 0 3 5 16 0 716
4:30 PM 49 236 1 2 9 336 45 2 39 4 33 0 6 9 20 0 791
4:45 PM 49 220 3 2 6 278 39 0 42 5 28 0 4 10 18 0 704
5:00 PM 68 238 0 2 4 338 71 2 49 3 62 1 7 5 14 0 864
5:15 PM 48 234 0 2 10 284 58 0 51 3 31 2 4 4 10 0 741
5:30 PM 49 230 0 0 2 249 49 0 34 3 34 0 1 4 9 0 664
5:45 PM 28 188 0 0 4 257 48 2 30 1 19 0 1 6 6 0 590

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 389 1826 7 15 46 2305 401 7 320 29 267 3 31 49 103 0 5798 APPROACH %'s : 17.39% 81.63% 0.31% 0.67% 1.67% 83.54% 14.53% 0.25% 51.70% 4.68% 43.13% 0.48% 16.94% 26.78% 56.28% 0.00% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 214 928 4 8 29 1236 213 4 181 15 154 3 21 28 62 0 3100 PEAK HR FACTOR : 0.787 0.975 0.333 1.000 0.725 0.914 0.750 0.500 0.887 0.750 0.621 0.375 0.750 0.700 0.775 0.000

EASTBOUND
7/22/2021
International Dr

NORTHBOUND
International Dr

0.641

WESTBOUND
Sunrise Blvd Sunrise Blvd

WESTBOUND

0.939 0.657

EASTBOUND

0.894
PM
AM
07:30 AM - 08:30 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.961

NORTHBOUND
NOON

0.938

0.903
Total

0.897

0.941

0.767

WESTBOUND

0.793

0.581

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.937 0.893

0.932
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Sunrise Blvd & Fitzgerald Rd City: Rancho Cordova Project ID: 21-070110-007
Control: Signalized Date:

NS/EW Streets:
1 3 0 0 1 3 0 0 1.5 0.5 1 0 1.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 0 44 4 0 9 46 1 0 0 0 0 0 2 0 1 0 107
5:15 AM 0 57 6 0 9 52 2 0 0 0 0 0 2 0 2 0 130
5:30 AM 0 92 12 0 13 59 2 1 0 0 0 0 1 1 2 0 183
5:45 AM 0 127 16 0 19 90 2 0 0 1 0 0 3 0 4 0 262
6:00 AM 0 106 12 0 15 61 2 0 4 0 0 0 2 1 2 0 205
6:15 AM 0 135 14 1 10 94 3 2 0 0 0 0 2 1 2 0 264
6:30 AM 0 172 11 0 10 107 5 0 4 0 0 0 12 1 3 0 325
6:45 AM 3 205 13 0 11 139 2 0 1 0 1 0 5 2 4 0 386
7:00 AM 0 230 23 0 27 103 7 0 3 0 0 0 4 0 4 0 401
7:15 AM 1 225 16 0 15 138 5 0 4 1 0 0 4 0 3 0 412
7:30 AM 1 266 6 0 6 130 5 0 2 0 1 0 3 0 4 0 424
7:45 AM 2 290 19 2 9 182 11 0 6 1 0 0 2 2 5 0 531
8:00 AM 1 260 8 0 10 134 12 0 10 0 0 0 5 1 7 0 448
8:15 AM 1 223 10 0 9 133 9 1 4 1 0 0 5 0 4 0 400
8:30 AM 0 211 5 0 16 124 8 0 4 1 0 0 4 1 5 0 379
8:45 AM 2 213 9 0 10 162 10 4 13 1 1 0 8 0 6 0 439

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 11 2856 184 3 198 1754 86 8 55 6 3 0 64 10 58 0 5296 APPROACH %'s : 0.36% 93.52% 6.02% 0.10% 9.68% 85.73% 4.20% 0.39% 85.94% 9.38% 4.69% 0.00% 48.48% 7.58% 43.94% 0.00% PEAK HR : 07:15 AM 38 29 44 07:45 AM TOTAL
PEAK HR VOL : 5 1041 49 2 40 584 33 0 22 2 1 0 14 3 19 0 1815 PEAK HR FACTOR : 0.625 0.897 0.645 0.250 0.667 0.802 0.688 0.000 0.550 0.500 0.250 0.000 0.700 0.375 0.679 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 3 0 0 1 3 0 0 1.5 0.5 1 0 1.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 5 241 14 3 17 220 11 1 17 3 3 0 10 6 15 0 566
2:15 PM 3 233 10 2 9 219 7 4 19 1 1 0 17 2 14 0 541
2:30 PM 4 231 12 1 9 257 13 6 31 2 2 0 18 3 24 0 613
2:45 PM 0 216 14 1 16 251 13 6 15 2 1 0 9 1 22 0 567

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 12 921 50 7 51 947 44 17 82 8 7 0 54 12 75 0 2287 APPROACH %'s : 1.21% 93.03% 5.05% 0.71% 4.82% 89.42% 4.15% 1.61% 84.54% 8.25% 7.22% 0.00% 38.30% 8.51% 53.19% 0.00% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 12 921 50 7 51 947 44 17 82 8 7 0 54 12 75 0 2287 PEAK HR FACTOR : 0.600 0.955 0.893 0.583 0.750 0.921 0.846 0.708 0.661 0.667 0.583 0.000 0.750 0.500 0.781 0.000 1 3 0 0 1 3 0 0 1.5 0.5 1 0 1.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 235 14 3 12 301 9 4 29 1 4 0 32 2 13 0 660
4:15 PM 4 222 10 1 4 261 3 6 28 0 5 0 20 6 14 0 584
4:30 PM 1 254 7 5 7 307 5 10 20 7 3 0 36 1 8 0 671
4:45 PM 0 193 4 0 9 290 5 10 35 2 1 0 13 3 9 0 574
5:00 PM 1 206 4 0 6 401 4 14 60 6 3 0 22 0 8 0 735
5:15 PM 2 218 5 2 1 321 4 1 36 0 5 0 10 0 15 0 620
5:30 PM 2 207 2 1 2 250 5 3 41 2 1 0 11 1 8 0 536
5:45 PM 0 187 3 1 1 272 2 2 16 0 0 0 6 1 7 0 498

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 11 1722 49 13 42 2403 37 50 265 18 22 0 150 14 82 0 4878 APPROACH %'s : 0.61% 95.93% 2.73% 0.72% 1.66% 94.91% 1.46% 1.97% 86.89% 5.90% 7.21% 0.00% 60.98% 5.69% 33.33% 0.00% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 4 871 20 7 23 1319 18 35 151 15 12 0 81 4 40 0 2600 PEAK HR FACTOR : 0.500 0.857 0.714 0.350 0.639 0.822 0.900 0.625 0.629 0.536 0.600 0.000 0.563 0.333 0.667 0.000

EASTBOUND
7/22/2021
Fitzgerald Rd

NORTHBOUND
Fitzgerald Rd

0.692

WESTBOUND
Sunrise Blvd Sunrise Blvd

WESTBOUND

0.813 0.625

EASTBOUND

0.693
PM
AM
07:15 AM - 08:15 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.876

NORTHBOUND
NOON

0.941

0.855
Total

0.884

0.933

0.645

WESTBOUND

0.694

0.783

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.845 0.821

0.926
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Gold Valley Dr & White Rock Rd City: Rancho Cordova Project ID: 21-070110-003
Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0100010002000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 0 0 0 0 0 0 0 0 0 52 4 0 0 11 0 0 67
5:15 AM 1 0 1 0 0 0 0 0 0 69 4 0 0 16 0 0 91
5:30 AM 1 0 1 1 0 0 0 0 0 109 5 0 1 27 0 0 145
5:45 AM 2 0 3 0 0 0 0 0 0 202 13 0 1 33 0 0 254
6:00 AM 10 0 3 0 0 0 0 0 0 108 3 0 0 48 0 0 172
6:15 AM 6 0 1 0 0 0 0 0 0 118 2 0 1 53 0 0 181
6:30 AM 7 0 7 0 0 0 2 0 2 118 3 0 0 58 0 0 197
6:45 AM 1 0 2 0 1 0 0 0 0 166 9 0 4 42 0 0 225
7:00 AM 4 0 2 0 0 0 0 0 0 90 1 0 0 52 0 0 149
7:15 AM 3 0 4 0 0 0 0 0 0 77 7 0 0 67 1 0 159
7:30 AM 1 0 4 0 0 0 0 0 0 80 4 0 2 59 0 0 150
7:45 AM 1 0 2 0 0 0 1 0 0 101 7 0 1 52 0 0 165
8:00 AM 4 0 4 0 0 0 0 0 0 81 8 0 1 50 0 0 148
8:15 AM 1 0 2 0 1 0 0 0 0 69 5 0 1 48 0 0 127
8:30 AM 4 0 2 0 0 0 0 0 0 71 4 0 3 41 0 0 125
8:45 AM 2 0 2 0 0 0 0 0 1 74 6 0 1 50 0 0 136

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 48 0 40 1 2 0 3 0 3 1585 85 0 16 707 1 0 2491 APPROACH %'s : 53.93% 0.00% 44.94% 1.12% 40.00% 0.00% 60.00% 0.00% 0.18% 94.74% 5.08% 0.00% 2.21% 97.65% 0.14% 0.00% PEAK HR : 05:45 AM 32 29 44 05:45 AM TOTAL
PEAK HR VOL : 25 0 14 0 0 0 2 0 2 546 21 0 2 192 0 0 804 PEAK HR FACTOR : 0.625 0.000 0.500 0.000 0.000 0.000 0.250 0.000 0.250 0.676 0.404 0.000 0.500 0.828 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010002000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 13 0 2 1 0 0 0 0 0 67 5 2 10 78 3 0 181
2:15 PM 10 0 9 0 1 0 1 0 2 79 8 1 5 76 0 0 192
2:30 PM 14 0 8 0 0 0 0 0 0 65 8 0 5 144 0 0 244
2:45 PM 12 0 5 0 0 0 0 0 0 63 9 0 2 100 0 0 191

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 49 0 24 1 1 0 1 0 2 274 30 3 22 398 3 0 808 APPROACH %'s : 66.22% 0.00% 32.43% 1.35% 50.00% 0.00% 50.00% 0.00% 0.65% 88.67% 9.71% 0.97% 5.20% 94.09% 0.71% 0.00% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 49 0 24 1 1 0 1 0 2 274 30 3 22 398 3 0 808 PEAK HR FACTOR : 0.875 0.000 0.667 0.250 0.250 0.000 0.250 0.000 0.250 0.867 0.833 0.375 0.550 0.691 0.250 0.000 0100010002000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 14 0 2 0 1 0 0 0 0 49 4 0 1 108 0 0 179
4:15 PM 8 0 3 0 0 0 2 0 1 67 1 0 3 79 0 0 164
4:30 PM 19 0 7 0 0 0 1 0 0 59 5 0 5 120 0 0 216
4:45 PM 12 0 6 0 0 0 0 0 1 39 5 0 1 84 0 0 148
5:00 PM 12 0 7 0 0 0 2 0 1 36 2 0 2 105 0 0 167
5:15 PM 16 0 7 0 0 0 0 0 0 44 4 0 3 78 0 0 152
5:30 PM 9 0 3 0 0 0 0 0 0 32 2 0 1 100 0 0 147
5:45 PM 15 0 2 0 0 0 0 0 0 34 2 0 3 41 0 0 97

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 105 0 37 0 1 0 5 0 3 360 25 0 19 715 0 0 1270 APPROACH %'s : 73.94% 0.00% 26.06% 0.00% 16.67% 0.00% 83.33% 0.00% 0.77% 92.78% 6.44% 0.00% 2.59% 97.41% 0.00% 0.00% PEAK HR : 04:00 PM 289 289 296 04:30 PM TOTAL
PEAK HR VOL : 53 0 18 0 1 0 3 0 2 214 15 0 10 391 0 0 707 PEAK HR FACTOR : 0.697 0.000 0.643 0.000 0.250 0.000 0.375 0.000 0.500 0.799 0.750 0.000 0.500 0.815 0.000 0.000

0.791
Total

0.818

0.828

0.837

WESTBOUND

0.802

0.710

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.683 0.500

0.250
04:00 PM - 05:00 PM

SOUTHBOUND
PM
AM
05:45 AM - 06:45 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.696

NORTHBOUND
NOON

0.841

EASTBOUND
7/22/2021
White Rock Rd

NORTHBOUND
White Rock Rd

0.836

WESTBOUND
Gold Valley Dr Gold Valley Dr

WESTBOUND

0.250 0.662

EASTBOUND

0.858
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Fitzgerald Rd/Sunrise Park Dr & White Rock Rd City: Rancho Cordova Project ID: 21-070110-002
Control: 4-Way Stop Date:

NS/EW Streets:
0 1 0 0 0 1 0 0 1 0.5 0.5 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 5 1 0 0 2 1 0 0 5 18 24 0 1 7 1 0 65
5:15 AM 8 5 0 0 1 2 0 0 3 26 31 0 0 5 1 0 82
5:30 AM 8 4 1 0 4 5 1 0 7 47 42 0 1 12 2 0 134
5:45 AM 15 5 1 0 9 12 2 0 25 81 90 0 5 12 0 0 257
6:00 AM 16 7 1 0 7 1 1 0 9 52 45 0 6 27 9 0 181
6:15 AM 14 9 5 0 2 8 3 0 9 52 52 0 4 27 15 0 200
6:30 AM 29 9 0 0 4 5 2 0 7 71 43 0 4 20 9 0 203
6:45 AM 16 24 4 0 6 4 2 0 7 94 58 0 4 20 5 0 244
7:00 AM 25 16 4 0 3 3 5 0 23 35 30 0 2 12 4 0 162
7:15 AM 29 11 2 0 2 3 4 0 13 39 22 0 4 24 7 0 160
7:30 AM 21 9 4 0 1 2 4 0 6 31 28 0 3 27 4 0 140
7:45 AM 14 10 4 0 4 2 3 0 11 40 26 0 4 28 5 0 151
8:00 AM 17 7 1 0 3 6 3 0 9 29 30 0 4 20 4 0 133
8:15 AM 14 4 2 0 5 2 4 0 5 31 22 0 4 26 3 0 122
8:30 AM 22 4 2 0 3 1 3 0 3 38 22 0 5 20 4 0 127
8:45 AM 11 6 0 0 0 0 8 0 5 34 28 0 1 25 3 0 121

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 264 131 31 0 56 57 45 0 147 718 593 0 52 312 76 0 2482 APPROACH %'s : 61.97% 30.75% 7.28% 0.00% 35.44% 36.08% 28.48% 0.00% 10.08% 49.25% 40.67% 0.00% 11.82% 70.91% 17.27% 0.00% PEAK HR : 05:45 AM 32 29 44 05:45 AM TOTAL
PEAK HR VOL : 74 30 7 0 22 26 8 0 50 256 230 0 19 86 33 0 841 PEAK HR FACTOR : 0.638 0.833 0.350 0.000 0.611 0.542 0.667 0.000 0.500 0.790 0.639 0.000 0.792 0.796 0.550 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 1 0.5 0.5 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 34 11 7 0 5 6 7 0 3 38 27 0 6 50 7 0 201
2:15 PM 29 5 5 0 1 3 5 0 9 40 36 0 2 42 6 0 183
2:30 PM 51 9 10 0 2 7 23 0 5 35 33 0 5 68 14 0 262
2:45 PM 38 11 6 0 7 6 12 0 7 35 23 0 3 50 8 0 206

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 152 36 28 0 15 22 47 0 24 148 119 0 16 210 35 0 852 APPROACH %'s : 70.37% 16.67% 12.96% 0.00% 17.86% 26.19% 55.95% 0.00% 8.25% 50.86% 40.89% 0.00% 6.13% 80.46% 13.41% 0.00% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 152 36 28 0 15 22 47 0 24 148 119 0 16 210 35 0 852 PEAK HR FACTOR : 0.745 0.818 0.700 0.000 0.536 0.786 0.511 0.000 0.667 0.925 0.826 0.000 0.667 0.772 0.625 0.000 0 1 0 0 0 1 0 0 1 0.5 0.5 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 49 11 6 0 4 13 10 0 1 27 19 0 6 47 10 0 203
4:15 PM 36 6 8 1 5 11 9 0 0 31 33 0 1 31 7 0 179
4:30 PM 50 9 4 0 4 6 8 0 2 41 20 0 5 34 3 0 186
4:45 PM 24 7 5 0 3 10 6 0 0 25 15 0 2 36 3 0 136
5:00 PM 35 20 3 0 2 6 5 0 1 30 13 0 2 45 9 0 171
5:15 PM 32 6 7 0 2 0 5 0 2 30 14 0 1 36 7 0 142
5:30 PM 24 5 7 0 3 0 4 0 1 22 14 0 1 61 5 0 147
5:45 PM 17 7 2 0 4 1 3 0 1 22 13 0 1 22 1 0 94

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 267 71 42 1 27 47 50 0 8 228 141 0 19 312 45 0 1258 APPROACH %'s : 70.08% 18.64% 11.02% 0.26% 21.77% 37.90% 40.32% 0.00% 2.12% 60.48% 37.40% 0.00% 5.05% 82.98% 11.97% 0.00% PEAK HR : 04:00 PM 289 289 296 04:00 PM TOTAL
PEAK HR VOL : 159 33 23 1 16 40 33 0 3 124 87 0 14 148 23 0 704 PEAK HR FACTOR : 0.795 0.750 0.719 0.250 0.800 0.769 0.825 0.000 0.375 0.756 0.659 0.000 0.583 0.787 0.575 0.000

EASTBOUND
7/22/2021
White Rock Rd

NORTHBOUND
White Rock Rd

0.750

WESTBOUND
Fitzgerald Rd/Sunrise Park Dr Fitzgerald Rd/Sunrise Park Dr

WESTBOUND

0.609 0.684

EASTBOUND

0.856
PM
AM
05:45 AM - 06:45 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.730

NORTHBOUND
NOON

0.771

0.818
Total

0.867

0.813

0.836

WESTBOUND

0.734

0.750

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.818 0.824

0.656
04:00 PM - 05:00 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Fitzgerald Rd & Gold Dredge Way City: Rancho Cordova Project ID: 21-070110-006
Control: 1-Way Stop(WB) Date:

NS/EW Streets:
0100010000000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 0460130000000020 16
5:15 AM 0860130000000000 18
5:30 AM 0 12 11 0 7 2 0 0 0 0 0 0 0 0 0 0 32
5:45 AM 0 24 10 0 3 3 0 0 0 0 0 0 1 0 2 0 43
6:00 AM 0 12 7 0 2 3 0 0 0 0 0 0 1 0 4 0 29
6:15 AM 0 18 6 1 4 3 0 1 0 0 0 0 0 0 3 0 36
6:30 AM 0 13 7 0 3 13 0 0 0 0 0 0 0 0 1 0 37
6:45 AM 0 16 3 0 2 9 0 0 0 0 0 0 1 0 6 0 37
7:00 AM 0 25 9 0 2 4 0 0 0 0 0 0 1 0 3 0 44
7:15 AM 0 19 6 0 1 3 0 0 0 0 0 0 2 0 3 0 34
7:30 AM 0940350000000060 27
7:45 AM 0 19 6 0 3 3 0 0 0 0 0 0 3 0 4 0 38
8:00 AM 0 11 5 0 2 8 0 0 0 0 0 0 1 0 5 0 32
8:15 AM 0 10 2 1 2 6 0 0 0 0 0 0 0 0 3 0 24
8:30 AM 0 10 6 0 0 2 0 0 0 0 0 0 2 0 5 0 25
8:45 AM 0 10 6 0 1 8 0 0 0 0 0 0 1 0 2 0 28

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 220 100 2 37 78 0 1 0 0 0 0 13 0 49 0 500 APPROACH %'s : 0.00% 68.32% 31.06% 0.62% 31.90% 67.24% 0.00% 0.86% 20.97% 0.00% 79.03% 0.00% PEAK HR : 06:15 AM 34 29 44 07:00 AM TOTAL
PEAK HR VOL : 0 72 25 1 11 29 0 1 0 0 0 0 2 0 13 0 154
PEAK HR FACTOR : 0.000 0.720 0.694 0.250 0.688 0.558 0.000 0.250 0.000 0.000 0.000 0.000 0.500 0.000 0.542 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010000000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 0 15 8 1 5 18 0 0 0 0 0 0 2 0 5 0 54
2:15 PM 0 12 2 0 2 20 0 0 0 0 0 0 9 0 3 0 48
2:30 PM 0 15 1 0 2 23 0 0 0 0 0 0 14 0 3 0 58
2:45 PM 0 19 7 0 4 19 0 1 0 0 0 0 3 0 2 0 55

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 61 18 1 13 80 0 1 0 0 0 0 28 0 13 0 215 APPROACH %'s : 0.00% 76.25% 22.50% 1.25% 13.83% 85.11% 0.00% 1.06% 68.29% 0.00% 31.71% 0.00% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 0 61 18 1 13 80 0 1 0 0 0 0 28 0 13 0 215 PEAK HR FACTOR : 0.000 0.803 0.563 0.250 0.650 0.870 0.000 0.250 0.000 0.000 0.000 0.000 0.500 0.000 0.650 0.000 0100010000000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 13 6 0 1 27 0 0 0 0 0 0 4 0 2 0 53
4:15 PM 0 9 3 0 5 25 0 0 0 0 0 0 4 0 1 0 47
4:30 PM 0 16 5 0 0 35 0 0 0 0 0 0 3 0 2 0 61
4:45 PM 0 5 4 0 2 12 0 0 0 0 0 0 5 0 3 0 31
5:00 PM 0 11 2 1 2 24 0 1 0 0 0 0 3 0 4 0 48
5:15 PM 0 4 1 0 1 13 0 0 0 0 0 0 6 0 3 0 28
5:30 PM 0 7 0 0 2 11 0 0 0 0 0 0 2 0 1 0 23
5:45 PM 0300080000003010 15

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 68 21 1 13 155 0 1 0 0 0 0 30 0 17 0 306 APPROACH %'s : 0.00% 75.56% 23.33% 1.11% 7.69% 91.72% 0.00% 0.59% 63.83% 0.00% 36.17% 0.00% PEAK HR : 04:00 PM 289 289 296 04:30 PM TOTAL
PEAK HR VOL : 0 43 18 0 8 99 0 0 0 0 0 0 16 0 8 0 192
PEAK HR FACTOR : 0.000 0.672 0.750 0.000 0.400 0.707 0.000 0.000 0.000 0.000 0.000 0.000 0.800 0.000 0.667 0.000

0.875
Total

0.787

0.927

WESTBOUND

0.750

0.603

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.726 0.764

0.940
04:00 PM - 05:00 PM

SOUTHBOUND
PM
AM
06:15 AM - 07:15 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.721

NORTHBOUND
NOON

0.769

EASTBOUND
7/22/2021
Gold Dredge Way

NORTHBOUND
Gold Dredge Way

0.536

WESTBOUND
Fitzgerald Rd Fitzgerald Rd

WESTBOUND

0.641

EASTBOUND
ITEM 11.1. ATTACHMENT 11

National Data & Surveying Services
Intersection Turning Movement Count Location: Luyung Dr & Gold Dredge Way City: Rancho Cordova Project ID: 21-070110-005
Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:
0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
5:00 AM 1200113020500020 17
5:15 AM 0500063040600000 24
5:30 AM 1 11 0 0 0 3 2 0 5 2 11 0 0 0 0 0 35
5:45 AM 3 4 2 0 0 10 6 0 4 0 10 0 0 0 0 0 39
6:00 AM 2 13 0 0 0 5 5 0 7 1 7 0 0 0 0 0 40
6:15 AM 2900093020900000 34
6:30 AM 0910256041800020 38
6:45 AM 2 12 0 0 2 4 7 0 2 2 2 0 0 0 0 0 33
7:00 AM 2800153043400000 30
7:15 AM 2410035051400100 26
7:30 AM 1610255012200100 26
7:45 AM 2 5 1 0 3 14 4 0 2 1 7 0 0 1 0 0 40
8:00 AM 5600284011500200 34
8:15 AM 4200214020300000 18
8:30 AM 5700163024300200 33
8:45 AM 2520161021600130 30

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 34 108 8 0 17 91 64 0 49 19 92 0 0 8 7 0 497 APPROACH %'s : 22.67% 72.00% 5.33% 0.00% 9.88% 52.91% 37.21% 0.00% 30.63% 11.88% 57.50% 0.00% 0.00% 53.33% 46.67% 0.00% PEAK HR : 05:45 AM 32 29 44 06:00 AM TOTAL
PEAK HR VOL : 7 35 3 0 2 29 20 0 17 2 34 0 0 0 2 0 151
PEAK HR FACTOR : 0.583 0.673 0.375 0.000 0.250 0.725 0.833 0.000 0.607 0.500 0.850 0.000 0.000 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 4 8 0 0 0 16 1 1 0 2 9 1 1 3 1 0 47
2:15 PM 5 15 0 0 1 13 3 0 0 2 1 0 1 1 0 0 42
2:30 PM 16 14 0 0 0 15 3 0 3 1 2 0 3 1 2 0 60
2:45 PM 2 16 1 0 0 18 1 0 1 2 7 0 0 3 0 0 51

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 27 53 1 0 1 62 8 1 4 7 19 1 5 8 3 0 200 APPROACH %'s : 33.33% 65.43% 1.23% 0.00% 1.39% 86.11% 11.11% 1.39% 12.90% 22.58% 61.29% 3.23% 31.25% 50.00% 18.75% 0.00% PEAK HR : 02:00 PM 173 173 180 02:30 PM TOTAL
PEAK HR VOL : 27 53 1 0 1 62 8 1 4 7 19 1 5 8 3 0 200
PEAK HR FACTOR : 0.422 0.828 0.250 0.000 0.250 0.861 0.667 0.250 0.333 0.875 0.528 0.250 0.417 0.667 0.375 0.000 0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3900192012201210 33
4:15 PM 4500061020710210 29
4:30 PM 0 13 1 0 0 15 1 0 1 0 8 0 0 1 0 0 40
4:45 PM 5 14 0 0 2 10 3 0 2 1 5 0 0 2 4 0 48
5:00 PM 5 18 0 0 1 12 0 0 5 0 2 0 0 1 1 0 45
5:15 PM 2700082030303520 35
5:30 PM 3 9 1 0 0 11 1 0 1 0 2 0 0 0 1 0 29
5:45 PM 3600050000200300 19

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 25 81 2 0 4 76 10 0 15 3 31 1 4 16 10 0 278 APPROACH %'s : 23.15% 75.00% 1.85% 0.00% 4.44% 84.44% 11.11% 0.00% 30.00% 6.00% 62.00% 2.00% 13.33% 53.33% 33.33% 0.00% PEAK HR : 04:30 PM 291 289 296 04:45 PM TOTAL
PEAK HR VOL : 12 52 1 0 3 45 6 0 11 1 18 0 3 9 7 0 168
PEAK HR FACTOR : 0.600 0.722 0.250 0.000 0.375 0.750 0.500 0.000 0.550 0.250 0.563 0.000 0.250 0.450 0.438 0.000

0.944
Total

0.875

0.833

0.833

WESTBOUND

0.475

0.667

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.707 0.844

0.947
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
05:45 AM - 06:45 AM
02:00 PM - 03:00 PM

NORTHBOUND

0.750

NORTHBOUND
NOON

0.675

EASTBOUND
7/22/2021
Gold Dredge Way

NORTHBOUND
Gold Dredge Way

0.250

WESTBOUND
Luyung Dr Luyung Dr

WESTBOUND

0.797 0.883

EASTBOUND

0.646
ITEM 11.1. ATTACHMENT 11

January 4, 2022, Turning Movement Count
ITEM 11.1. ATTACHMENT 11

National Data & Surveying ServicesIntersection Turning Movement Count Location: Sunrise Blvd & Mechanical Dr
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
1300130001100110

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 1 101 8 0 3 74 4 0 2 0 1 0 1 0 1 0 196
6:15 AM 5 155 20 0 1 95 1 0 7 0 0 0 1 0 2 0 287
6:30 AM 3 183 13 0 0 104 5 1 10 0 0 0 2 0 1 0 322
6:45 AM 4 199 10 0 2 134 7080007000 371
7:00 AM 1 186 4 0 1 109 7 4 25 0 0 0 2 0 0 0 339
7:15 AM 2 281 9 0 0 121 11 4 13 0 1 0 4 0 0 0 446
7:30 AM 0 266 10 0 1 134 8150003010 429
7:45 AM 1 299 9 0 1 127 19 6 6 0 0 0 6 0 1 0 475
8:00 AM 5 275 15 1 3 153 11 3 8 0 0 0 3 0 2 0 479
8:15 AM 3 260 12 0 0 148 9 5 11 1 0 0 2 0 1 0 452

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 25 2205 110 1 12 1199 82 24 95 1 2 0 31 0 9 0 3796 APPROACH %'s : 1.07% 94.19% 4.70% 0.04% 0.91% 91.04% 6.23% 1.82% 96.94% 1.02% 2.04% 0.00% 77.50% 0.00% 22.50% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 9 1100 46 1 5 562 47 15 30 1 0 0 14 0 5 0 1835 PEAK HR FACTOR : 0.450 0.920 0.767 0.250 0.417 0.918 0.618 0.625 0.682 0.250 0.000 0.000 0.583 0.000 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1300130001100110

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:30 PM 0 169 1 0 1 354 4 5 34 0 6 0 14 0 0 0 588
4:45 PM 6 171 1 0 0 346 4 9 45 1 3 0 7 0 0 0 593
5:00 PM 1 167 0 0 1 365 6 7 37 0 7 0 18 0 5 0 614
5:15 PM 1 166 0 0 0 335 3 5 26 1 17 0 3 0 2 0 559
5:30 PM 2 191 3 0 0 305 3 7 30 0 8 0 11 0 0 0 560
5:45 PM 3 162 0 0 0 259 4 5 9 0 1 0 6 0 0 0 449
6:00 PM 1 148 0 0 0 232 4 6 24 0 5 0 7 0 3 0 430
6:15 PM 0 118 0 0 0 208 4 8 11 0 3 0 4 0 0 0 356
6:30 PM 1 116 1 0 0 170 1 5 10 0 1 0 1 0 0 0 306
6:45 PM 0 95 1 0 1 153 1 3 10 0 2 0 4 0 0 0 270
7:00 PM 0 87 0 0 1 154 1590003010 261
7:15 PM 0 73 1 0 2 132 1 1 3 0 1 0 1 0 0 0 215

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 15 1663 8 0 6 3013 36 66 248 2 54 0 79 0 11 0 5201 APPROACH %'s : 0.89% 98.64% 0.47% 0.00% 0.19% 96.54% 1.15% 2.11% 81.58% 0.66% 17.76% 0.00% 87.78% 0.00% 12.22% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 8 673 2 0 2 1400 17 26 142 2 33 0 42 0 7 0 2354 PEAK HR FACTOR : 0.333 0.984 0.500 0.000 0.500 0.959 0.708 0.722 0.789 0.500 0.485 0.000 0.583 0.000 0.350 0.000 21-070221-001
1/4/2022
04:30 PM - 05:30 PM

0.958 0.959 0.953 0.903 0.533
07:30 AM - 08:30 AM

0.958

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.935 0.925 0.646 0.679

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Sunrise Blvd Sunrise Blvd Mechanical Dr Mechanical Dr
ITEM 11.1. ATTACHMENT 11

March 15, 2016, Turning Movement Counts
ITEM 11.1. ATTACHMENT 11

File Name :

Date :

START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Uturns Total 7:00 56 191 70 9 326 33 61 25 1 120 85 196 17 9 307 17 45 14 8 84 837 27 7:15 40 232 86 5 363 30 86 36 1 153 70 295 23 14 402 21 55 18 9 103 1021 29 7:30 47 219 79 3 348 36 112 34 0 182 78 272 20 18 388 35 43 12 13 103 1021 34 7:45 69 282 101 2 454 54 99 36 0 189 90 290 21 20 421 24 32 20 14 90 1154 36 Total 212 924 336 19 1491 153 358 131 2 644 323 1053 81 61 1518 97 175 64 44 380 4033 126 8:00 62 220 70 7 359 58 98 37 2 195 79 305 18 16 418 30 49 28 11 118 1090 36 8:15 52 227 85 5 369 48 83 34 0 165 92 239 14 11 356 25 36 21 9 91 981 25 8:30 35 220 69 4 328 28 75 24 1 128 58 244 17 13 332 49 50 25 12 136 924 30 8:45 63 274 66 7 410 33 55 40 1 129 81 275 21 10 387 36 37 23 5 101 1027 23 Total 212 941 290 23 1466 167 311 135 4 617 310 1063 70 50 1493 140 172 97 37 446 4022 114 16:00 56 305 25 10 396 51 94 68 1 214 43 269 33 11 356 87 108 48 5 248 1214 27 16:15 47 301 26 13 387 53 66 65 0 184 40 230 32 12 314 83 118 60 10 271 1156 35 16:30 51 317 51 12 431 54 77 66 1 198 50 262 52 14 378 95 143 94 9 341 1348 36 16:45 51 317 23 8 399 63 61 46 3 173 55 255 38 16 364 81 108 46 6 241 1177 33 Total 205 1240 125 43 1613 221 298 245 5 769 188 1016 155 53 1412 346 477 248 30 1101 4895 131 17:00 60 284 30 7 381 47 84 51 0 182 82 255 58 11 406 71 184 67 11 333 1302 29 17:15 63 353 51 10 477 47 50 32 5 134 53 237 51 10 351 74 140 50 8 272 1234 33 17:30 53 295 24 6 378 47 78 44 0 169 52 211 38 18 319 62 144 31 4 241 1107 28 17:45 49 264 26 8 347 45 40 37 2 124 49 193 22 8 272 67 81 31 6 185 928 24 Total 225 1196 131 31 1583 186 252 164 7 609 236 896 169 47 1348 274 549 179 29 1031 4571 114 Grand Total 854 4301 882 116 6153 727 1219 675 18 2639 1057 4028 475 211 5771 857 1373 588 140 2958 17521 485 Apprch % 13.9% 69.9% 14.3% 1.9% 27.5% 46.2% 25.6% 0.7% 18.3% 69.8% 8.2% 3.7% 29.0% 46.4% 19.9% 4.7% Total % 4.9% 24.5% 5.0% 0.7% 35.1% 4.1% 7.0% 3.9% 0.1% 15.1% 6.0% 23.0% 2.7% 1.2% 32.9% 4.9% 7.8% 3.4% 0.8% 16.9% 100.0% START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 07:15 to 08:15Peak Hour For Entire Intersection Begins at 07:15 7:15 40 232 86 5 363 30 86 36 1 153 70 295 23 14 402 21 55 18 9 103 1021 7:30 47 219 79 3 348 36 112 34 0 182 78 272 20 18 388 35 43 12 13 103 1021 7:45 69 282 101 2 454 54 99 36 0 189 90 290 21 20 421 24 32 20 14 90 11548:00 62 220 70 7 359 58 98 37 2 195 79 305 18 16 418 30 49 28 11 118 1090 Total Volume 218 953 336 17 1524 178 395 143 3 719 317 1162 82 68 1629 110 179 78 47 414 4286 % App Total 14.3% 62.5% 22.0% 1.1% 24.8% 54.9% 19.9% 0.4% 19.5% 71.3% 5.0% 4.2% 26.6% 43.2% 18.8% 11.4% PHF .790 .845 .832 .607 .839 .767 .882 .966 .375 .922 .881 .952 .891 .850 .967 .786 .814 .696 .839 .877 .929 START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 16:30 to 17:30Peak Hour For Entire Intersection Begins at 16:30 16:30 51 317 51 12 431 54 77 66 1 198 50 262 52 14 378 95 143 94 9 341 1348 16:45 51 317 23 8 399 63 61 46 3 173 55 255 38 16 364 81 108 46 6 241 1177 17:00 60 284 30 7 381 47 84 51 0 182 82 255 58 11 406 71 184 67 11 333 1302 17:15 63 353 51 10 477 47 50 32 5 134 53 237 51 10 351 74 140 50 8 272 1234 Total Volume 225 1271 155 37 1688 211 272 195 9 687 240 1009 199 51 1499 321 575 257 34 1187 5061 % App Total 13.3% 75.3% 9.2% 2.2% 30.7% 39.6% 28.4% 1.3% 16.0% 67.3% 13.3% 3.4% 27.0% 48.4% 21.7% 2.9% PHF .893 .900 .760 .771 .885 .837 .810 .739 .450 .867 .732 .963 .858 .797 .923 .845 .781 .684 .773 .870 .939 White Rock Road
Westbound
Sunrise Boulevard
Southbound

PM PEAK
HOUR
Sunrise Boulevard
Northbound
White Rock Road
Westbound
16-7165-035 Sunrise Boulevard & White Rock Road
Unshifted Count = All Vehicles & Uturns
White Rock Road
Eastbound
Nothing On Bank 2
White Rock Road
Eastbound
White Rock Road
Westbound

AM PEAK
HOUR
Sunrise Boulevard
Northbound
Sunrise Boulevard
Southbound
3/15/2016
Sunrise Boulevard
Southbound
White Rock Road
Eastbound
Sunrise Boulevard
Northbound

ALL TRAFFIC DATA
City of Rancho CordovaAll Vehicles & Uturns On UnshiftedBikes & Peds On Bank 1 (916) 771-8700
[email protected]
ITEM 11.1. ATTACHMENT 11

File Name :

Date :

START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Uturns Total 7:00 12 120 73 0 205 2 0 3 0 5 53 290 0 0 343 25 5 24 0 54 607 0 7:15 10 155 91 0 256 1 2 8 0 11 78 349 5 0 432 23 9 17 0 49 748 07:30 9 147 102 0 258 1 4 4 0 9 63 346 3 1 413 32 4 35 0 71 751 1 7:45 15 192 119 0 326 1 0 7 0 8 100 359 3 2 464 43 8 58 0 109 907 2 Total 46 614 385 0 1045 5 6 22 0 33 294 1344 11 3 1652 123 26 134 0 283 3013 3 8:00 15 192 78 0 285 0 0 4 0 4 85 374 5 0 464 41 8 56 0 105 858 0 8:15 11 200 87 0 298 5 1 3 0 9 74 313 1 0 388 22 5 47 0 74 769 0 8:30 9 187 70 0 266 3 1 4 0 8 53 288 3 0 344 23 4 53 0 80 698 0 8:45 16 230 69 1 316 4 2 5 0 11 58 335 2 1 396 27 3 44 0 74 797 2 Total 51 809 304 1 1165 12 4 16 0 32 270 1310 11 1 1592 113 20 200 0 333 3122 2 16:00 8 347 36 1 392 2 12 13 0 27 50 242 3 2 297 62 2 89 0 153 869 3 16:15 5 377 51 0 433 12 9 15 0 36 34 221 3 6 264 75 6 74 0 155 888 6 16:30 6 375 40 2 423 5 10 23 0 38 51 205 0 1 257 122 2 95 0 219 937 3 16:45 5 384 45 0 434 8 4 15 0 27 43 229 2 3 277 78 4 93 0 175 913 3 Total 24 1483 172 3 1682 27 35 66 0 128 178 897 8 12 1095 337 14 351 0 702 3607 15 17:00 3 349 47 3 402 8 6 11 0 25 75 254 1 4 334 143 0 130 0 273 1034 7 17:15 2 386 53 0 441 3 5 9 0 17 52 227 1 2 282 92 5 90 0 187 927 2 17:30 3 338 48 1 390 5 4 7 0 16 43 208 2 5 258 69 3 58 0 130 794 6 17:45 3 321 39 1 364 3 3 6 0 12 33 216 3 2 254 61 0 73 0 134 764 3 Total 11 1394 187 5 1597 19 18 33 0 70 203 905 7 13 1128 365 8 351 0 724 3519 18 Grand Total 132 4300 1048 9 5489 63 63 137 0 263 945 4456 37 29 5467 938 68 1036 0 2042 13261 38 Apprch % 2.4% 78.3% 19.1% 0.2% 24.0% 24.0% 52.1% 0.0% 17.3% 81.5% 0.7% 0.5% 45.9% 3.3% 50.7% 0.0% Total % 1.0% 32.4% 7.9% 0.1% 41.4% 0.5% 0.5% 1.0% 0.0% 2.0% 7.1% 33.6% 0.3% 0.2% 41.2% 7.1% 0.5% 7.8% 0.0% 15.4% 100.0% START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 07:30 to 08:30Peak Hour For Entire Intersection Begins at 07:30 7:30 9 147 102 0 258 1 4 4 0 9 63 346 3 1 413 32 4 35 0 71 751 7:45 15 192 119 0 326 1 0 7 0 8 100 359 3 2 464 43 8 58 0 109 907 8:00 15 192 78 0 285 0 0 4 0 4 85 374 5 0 464 41 8 56 0 105 858 8:15 11 200 87 0 298 5 1 3 0 9 74 313 1 0 388 22 5 47 0 74 769 Total Volume 50 731 386 0 1167 7 5 18 0 30 322 1392 12 3 1729 138 25 196 0 359 3285 % App Total 4.3% 62.6% 33.1% 0.0% 23.3% 16.7% 60.0% 0.0% 18.6% 80.5% 0.7% 0.2% 38.4% 7.0% 54.6% 0.0% PHF .833 .914 .811 .000 .895 .350 .313 .643 .000 .833 .805 .930 .600 .375 .932 .802 .781 .845 .000 .823 .905 START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 16:30 to 17:30Peak Hour For Entire Intersection Begins at 16:30 16:30 6 375 40 2 423 5 10 23 0 38 51 205 0 1 257 122 2 95 0 219 937 16:45 5 384 45 0 434 8 4 15 0 27 43 229 2 3 277 78 4 93 0 175 913 17:00 3 349 47 3 402 8 6 11 0 25 75 254 1 4 334 143 0 130 0 273 1034 17:15 2 386 53 0 441 3 5 9 0 17 52 227 1 2 282 92 5 90 0 187 927 Total Volume 16 1494 185 5 1700 24 25 58 0 107 221 915 4 10 1150 435 11 408 0 854 3811 % App Total 0.9% 87.9% 10.9% 0.3% 22.4% 23.4% 54.2% 0.0% 19.2% 79.6% 0.3% 0.9% 50.9% 1.3% 47.8% 0.0% PHF .667 .968 .873 .417 .964 .750 .625 .630 .000 .704 .737 .901 .500 .625 .861 .760 .550 .785 .000 .782 .921 International Drive/Monier Circle
Westbound
Sunrise Boulevard
Southbound

PM PEAK
HOUR
Sunrise Boulevard
Northbound
International Drive/Monier Circle
Westbound
16-7165-036 Sunrise Boulevard & International Drive/Monier Circle Unshifted Count = All Vehicles & Uturns
International Drive/Monier Circle
Eastbound
Nothing On Bank 2
International Drive/Monier Circle
Eastbound
International Drive/Monier Circle
Westbound

AM PEAK
HOUR
Sunrise Boulevard
Northbound
Sunrise Boulevard
Southbound
3/15/2016
Sunrise Boulevard
Southbound
International Drive/Monier Circle
Eastbound
Sunrise Boulevard
Northbound

ALL TRAFFIC DATA
City of Rancho CordovaAll Vehicles & Uturns On UnshiftedBikes & Peds On Bank 1 (916) 771-8700
[email protected]
ITEM 11.1. ATTACHMENT 11

Covid Adjustment
ITEM 11.1. ATTACHMENT 11

Intersection TIME INTID NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR Sunrise @ White Rock 715 1 121 788 71 33 196 726 95 26 95 232 56 Sunrise @ International 730 2 138 920 10 4 56 620 143 0 97 31 177 Fitzgerald @ Sunrise 715 3 5 1041 49 2 40 584 33 0 22 2 1 Sunrise @ Mechanical 730 4 9 1100 46 1 5 562 47 15 30 1 0 Gold Valley Rd @ White Rock 700 5 9 0 12 0 0 0 1 0 0 348 19 Fitzgerald @ White Rock 700 6 89 46 14 0 10 10 16 0 53 145 106 Fitzgerald @ Gold Dredge 700 7 0 72 25 0 9 15 0 0 0 0 0 Luyang @ Gold Dredge 715 8 10 21 3 0 7 30 18 0 9 5 18
White Rock Road at Rancho Cordova Parkway 971
Intersection TIME INTID NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR Sunrise @ White Rock 1 180 1174 106 49 292 1082 142 39 142 346 83Sunrise @ International 2 206 1371 15 6 83 924 213 0 145 46 264Fitzgerald @ Sunrise 3 7 1551 73 3 60 870 49 0 33 3 1 Sunrise @ Mechanical 4 13 1639 69 1 7 837 70 22 45 1 0Gold Valley Rd @ White Rock 5 13 0 18 0 0 0 1 0 0 519 28Fitzgerald @ White Rock 6 133 69 21 0 15 15 24 0 79 216 158Fitzgerald @ Gold Dredge 7 0 107 37 0 13 22 0 0 0 0 0Luyang @ Gold Dredge 8 15 31 4 0 10 45 27 0 13 7 27White Rock Road at Rancho Cordova Parkway 9 106 AM Peak Hour Turning Movement Counts
AM Peak Hour Turning Movement Counts Adjusted for Covid ITEM 11.1. ATTACHMENT 11

Intersection TIME INTID NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR Sunrise @ White Rock 1630 1 169 869 92 59 228 1156 145 20 118 210 115 Sunrise @ International 1630 2 214 928 4 8 29 1236 213 4 181 15 154 Fitzgerald @ Sunrise 1630 3 4 871 20 7 23 1319 18 35 151 15 12 Sunrise @ Mechanical 1630 4 8 673 2 0 2 1400 17 26 142 2 33 Gold Valley Rd @ White Rock 1600 5 53 0 18 0 1 0 3 0 2 214 15 Fitzgerald @ White Rock 1600 6 159 33 23 1 16 40 33 0 3 124 87 Fitzgerald @ Gold Dredge 1600 7 0 43 18 0 8 99 00000
Luyang @ Gold Dredge 1630 8 12 52 1 0 3 45 6 0 11 1 18White Rock Road at Rancho Cordova Parkway 9 151 Intersection TIME INTID NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR Sunrise @ White Rock 1 213 1095 116 74 287 1457 183 25 149 265 145Sunrise @ International 2 270 1169 5 10 37 1557 268 5 228 19 194Fitzgerald @ Sunrise 3 5 1097 25 9 29 1662 23 44 190 19 15 Sunrise @ Mechanical 4 10 848 3 0 3 1764 21 33 179 3 42Gold Valley Rd @ White Rock 5 67 0 23 0 1 0 4 0 3 270 19Fitzgerald @ White Rock 6 200 42 29 1 20 50 42 0 4 156 110Fitzgerald @ Gold Dredge 7 0 54 23 0 10 125 0 0 0 0 0Luyang @ Gold Dredge 8 15 66 1 0 4 57 8 0 14 1 23White Rock Road at Rancho Cordova Parkway 0 9 190 PM Peak Hour Turning Movement Counts
PM Peak Hour Turning Movement Counts Adjusted for Covid ITEM 11.1. ATTACHMENT 11

Figure B
Ambient Growth (2023)
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
189 (414)124 (243)225 (324)0 (3)
184 (217)
108 (118)
1198 (1117)
50 (75)145 (152) 353 (270) 85 (148)
61 (26)
145 (187)
1104 (1486)
6 (6)
40 (26)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
38 (80)16 (36)7 (27)0 (0)
6 (10)
15 (5)
1399 (1192)
210 (275) 269 (198) 47 (19) 148 (233)
0 (4)
217 (273)
943 (1588)
85 (38)
0 (5)
4 (5)
21 (104)
29 (51)
7 (5)
74 (26)
1582 (1119)
3 (9)
34 (111)
3 (19)
1 (15)
50 (23)
887 (1695)
61 (30)
0 (45)
0 (0)21 (54)
7 (9)
13 (10)
70 (3)
1672 (865)
1 (0)
46 (183)
1 (3)
0 (43)
71 (21)
854 (1799)
7 (3)
22 (34)
Mechinical
Drive
350 (503)
4 (13)
1 (0)
13 (68)
18 (23)
0 (0)
0 (3)
529 (275)
29 (19)
1 (4)
0 (0)
0 (1)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 139 (190)
19 (18)
31 (30)
136 (204)
70 (43)
21 (30)
0 (1)
81 (4)
220 (159)161 (112)
24 (43)
15 (51)
15 (20)
9 (20)
24 (10)
22 (128)
13 (10) 7 (11) 0 (4) 0 (9)
15 (15)
4 (1)
32 (67)
13 (14)
7 (1)
38 (23)
28 (8)
46 (58)
10 (4)
151 (110)
0 (0)
0 (0)
0 (0)
108 (194)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)
79 (9)
0 (0)
29 (63)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

Appendix C – Heavy Vehicle Data

ITEM 11.1. ATTACHMENT 11

Classification Counts
ITEM 11.1. ATTACHMENT 11

Day: City: Rancho Cordova
Date: Project #: CA21_070111_001
Time # 1# 2# 3# 4# 5# 6# 7# 8# 9# 10 # 11 # 12 # 13 Total 00:00 AM 0100100000000 2
01:00 0110000100000 3
02:00 0720030100000 13
03:00 0 15 6 3 3 8 0 0 0 0 0 0 0 35
04:00 0 24 11 6 4 15 0 2 0 0 0 0 0 62
05:00 0 47 22 3 11 21 0 1 0 0 1 0 0 106
06:00 0 100 36 5 22 29 0 3 3 0 5 0 0 203
07:00 1 89 44 4 18 15 1 0 1 0 2 0 0 175
08:00 1 63 37 3 9 13 0 0 3 0 4 0 0 133
09:00 0 52 33 0 16 8 2 3 1 0 2 0 0 117
10:00 1 43 22 4 19 9 0 1 5 0 3 0 0 107
11:00 0 65 24 0 19 7 2 3 3 0 4 0 0 127
12:00 PM 0 63 37 4 15 9 2 1 7 0 4 0 0 142
13:00 1 73 31 9 23 10 1 2 3 0 2 0 0 155
14:00 0 100 56 3 28 13 2 4 3 0 4 0 0 213
15:00 0 125 48 6 10 18 1 2 2 0 6 0 0 218
16:00 0 136 49 4 26 6 1 2 1 0 0 0 0 225
17:00 0 144 40 0 11 3 0 0 0 0 0 0 0 198
18:00 0 63 8 2 10 0 0 0 1 0 0 0 0 84
19:00 0 34 13 1 1 2 1 1 1 0 0 0 0 54
20:00 0 30 7 1 2 0 0 0 0 0 0 0 0 40
21:00 0 17 1 0 1 0 0 0 0 0 0 0 0 1922:00 0931100000000 14 23:00 0410100000000 6
4 1305 532 59 251 189 13 27 34 37 2451
0% 53% 22% 2% 10% 8% 1% 1% 1% 2% 100%
1 Motorcycles 4 Buses 7 > =4‐Axle Single Units 10 >=6‐Axle Single Trailers 13 >=7‐Axle Multi‐Trailers 2 Passenger Cars 5 2‐Axle, 6‐Tire Single Units 8 <=4‐Axle Single Trailers 11 <=5‐Axle Multi‐Trailers 3 2‐Axle, 4‐Tire Single Units 6 3‐Axle Single Units 9 5‐Axle Single Trailers 12 6‐Axle Multi‐Trailers Classification Definitions
Thursday
Totals
% of Totals
Prepared by National Data & Surveying Services

CLASSIFICATION
White Rock Rd E/O Salisbury Rd
7/22/2021
Summary
ITEM 11.1. ATTACHMENT 11

Day: City: Rancho Cordova
Date: Project #: CA21_070111_002
Time # 1# 2# 3# 4# 5# 6# 7# 8# 9# 10 # 11 # 12 # 13 Total 00:00 AM 0 103 27 0 2 1 0 0 0 0 0 0 0 133
01:00 0 58 12 0 1 0 0 0 0 0 0 0 0 71
02:00 0 50 13 0 1 0 0 0 1 0 0 0 0 65
03:00 0 44 18 0 2 1 0 0 0 0 0 0 0 65
04:00 0 148 44 1 6 0 0 0 0 0 0 0 0 199
05:00 0 421 145 2 20 1 0 2 1 0 0 0 0 592
06:00 1 752 257 1 34 5 0 3 3 0 0 0 0 1056
07:00 6 1186 361 4 3331370000 1604
08:00 1 1099 341 4 4561650000 1508
09:00 1 1002 312 4 32 104650000 137610:00 4 1067 314 6 3371280000 1442 11:00 1 1218 366 8 3140790000 1644
12:00 PM 1 1284 375 12 42 170840000 174313:00 2 1253 352 10 39 131940000 168314:00 5 1417 421 9 4592650000 1919 15:00 2 1427 417 4 38 111940000 191316:00 1 1636 448 8 4260450000 2150 17:00 2 1585 386 3 3580420000 202518:00 0 1200 282 1 1040110000 1499 19:00 0 876 214 0 16 1 0 0 0 0 0 0 0 1107
20:00 2 735 186 0 2 0 0 0 0 0 0 0 0 925
21:00 0 511 132 3 5 0 0 0 0 0 0 0 0 651
22:00 1 363 83 0 3 0 0 1 1 0 0 0 0 452
23:00 1 186 43 0 2 0 0 0 0 0 0 0 0 232
31 19621 5549 80 519 107 11 71 65 26054
0% 75% 21% 0% 2% 0% 0% 0% 0% 100%
1 Motorcycles 4 Buses 7 > =4‐Axle Single Units 10 >=6‐Axle Single Trailers 13 >=7‐Axle Multi‐Trailers 2 Passenger Cars 5 2‐Axle, 6‐Tire Single Units 8 <=4‐Axle Single Trailers 11 <=5‐Axle Multi‐Trailers 3 2‐Axle, 4‐Tire Single Units 6 3‐Axle Single Units 9 5‐Axle Single Trailers 12 6‐Axle Multi‐Trailers Classification Definitions
Thursday
Totals
% of Totals
Prepared by National Data & Surveying Services

CLASSIFICATION
Sunrise Blvd S/O Fitzgerald Rd
7/22/2021
Summary
ITEM 11.1. ATTACHMENT 11

Heavy Vehicles by Scenario
ITEM 11.1. ATTACHMENT 11

Cars Trucks HV%
White Rock Road AM 235 73 24%
PM 369 54 13%
Sunrise Boulevard AM 2,994 118 4%
PM 4,058 117 3%
Residential AM 320 0 0%
PM 425 0 0%
Delivery Station AM 0 3 100%
PM 105 1 1%
Proposed Receiving Center AM 108 24 18%
PM 494 16 3%
Potential Industrial Park AM 295 33 10%
PM 295 33 10%
Cars Trucks HV%
White Rock Road AM 555 76 12%
PM 899 55 6%
Sunrise Boulevard AM 3,314 121 4%
PM 4,588 118 3%
AM 5%
PM 3%
Rancho Cordova Parkway AM 320 3 1%
PM 530 1 0%
Use 2% for Rancho Cordova and other streets
Cars Trucks HV%
White Rock Road AM 958 194 17%
PM 1,688 172 9%
Sunrise Boulevard AM 3,717 154 4%
PM 5,377 151 3%
AM 7%
PM 5%
Sunrise Blvd White Rock
Rd
Shared
Movements
Other
Roadways
2023 No Project & With Project - AM 4% 12% 5% 2%
2023 No Project & With Project - PM 3% 6% 3% 2%
2023 With Project + Industrial Park - AM 4% 17% 7% 2%
2023 With Project + Industrial Park - PM 3% 9% 5% 2%
Heavy Vehicle Percentages by Scenario
2023 No Project
2023 with Project + Potential Industrial
Movements Shared between White Rock
Rd & Sunrise Blvd.

Movements Shared between White Rock
Rd & Sunrise Blvd.

HV% Summary
Volumes (Counts & Trip Generation)
ITEM 11.1. ATTACHMENT 11

Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

Appendix D – Traffic Anticipated from Other Approved Developments

ITEM 11.1. ATTACHMENT 11

Residential
Trip Generation
ITEM 11.1. ATTACHMENT 11

Single‐Family Detached Housing (210)
Based upon methodology from ITE's Trip Generation, 10th Edition (2017) Project Trips
Project Land Use Total Inbound Outbound Variable Equation Used1 Single‐Family Detached Housing 444 DU Dwelling Units
Daily 4,098 2,049 2,049 ln(T) = 0.92ln(X)+2.71 50% 50%
AM Peak Hour 320 80 240 T = 0.71(X)+4.80 25% 75%
PM Peak Hour 425 268 157 ln(T) = 0.96ln(X)+0.20 63% 37% Reductions for Pass‐By Trips
Daily 0 00
AM Peak Hour 0 00
PM Peak Hour 0 00

TOTAL PROJECT TRIPS
Daily 4,098 2,049 2,049
AM Peak Hour 320 80 240
PM Peak Hour 425 268 157
Note:
1 Where: T = Trips; X = Density by Variable
In/Out
Distribution
Project
Density
ITEM 11.1. ATTACHMENT 11

Residential
Trip Distribution and Traffic Volume Figures
ITEM 11.1. ATTACHMENT 11

Figure D-1
Residential Trip
Distribution
Rancho Cordova, CA
Project Sunrise
Legend
%(%) = In (Out) Distribution
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
(20%)(20%)(40%)
20%
20%
40%
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
20%
(20%)
(10%)
10%
10%
(10%)
Mechinical
Drive
(80%)
80%
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 (80%)
80%
(10%) (10%)
10%
10%
(10%)
10%
(10%)
10%
(10%)
(10%)
10%
10%
(10%)
10%
(10%)
10%
(10%)
10%
(10%)
(30%)
(10%)
10%
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Figure D-2
Residential Trips
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway 6
Driveway 1
Driveway
3 Driveway 2
Driveway
4 Driveway 5
International
Drive
48 (31)48 (31)96 (63)0 (0)
0 (0)
16 (54)
0 (0)
0 (0)0 (0) 16 (54)
0 (0)
0 (0)
0 (0)
0 (0)
32 (107)
0 (0)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)
16 (54)
0 (0)
48 (31)
0 (0)
0 (0)
0 (0)
0 (0)
24 (16)
0 (0)
0 (0)
8 (27)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
8 (27)
0 (0)0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
24 (16)
0 (0)
0 (0)
Mechinical
Drive
192 (126)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
64 (214)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 192 (126)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
64 (214)
0 (0)
0 (0)
0 (0)
0 (0)
24 (16)
0 (0)
0 (0)
0 (0) 24 (16) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
8 (27)
0 (0)
0 (0)
0 (0)
0 (0)
8 (27)
0 (0)
0 (0)
0 (0)
24 (16)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
8 (27)
0 (0)
0 (0)
0 (0)0 (0) 0 (0)
24 (16)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
8 (27)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
24 (16)
0 (0)
0 (0)
24 (16)
0 (0)
8 (27)
0 (0)
8 (27)
0 (0)
24 (16)
8 (27)
0 (0)
24 (16)
0 (0)
8 (27)
0 (0)
0 (0)
24 (16)
8 (27)
0 (0)
0 (0)
24 (16)
72 (47)
0 (0)
0 (0)
24 (16)0 (0)
0 (0)
8 (27)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

E-commerce Delivery Station
Trip Generation
ITEM 11.1. ATTACHMENT 11

3300 Regency Parkway, Suite 100 | Cary, NC 27518 | www.NV5.com | Office 919.836.4800 | Fax 919.836.4801

CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE - ENERGY - PROGRAM MANAGEMENT - ENVIRONMENTAL

PEER REVIEW
To: Todd Chandler, Panattoni
Delivery Station
11427 White Rock Road
Rancho Cordova, CA 95742
From: Gina Gilgo, PE ([email protected])
cc: John Karnowski, PE, PTOE, AICP ([email protected]) Date: March 4, 2021
This memorandum was prepared to document our review of various documents prepared for the Rio del Oro Specific Plan in Rancho Cordova, California, and its associated planned mixed-use development. A site within the area covered in the Specific Plan is proposed for a delivery station facility. The reference documents include Draft and Final EIR-EISs completed 2006 and 2010, respectively, and the City’s Draft Rio Del Oro Specific Plan completed in August 20161.

Trip Generation Data
The Draft EIR-EIS documents the traffic analyses for the proposed mixed-use development and includes aggregate trip generation for the Specific Plan. This information is recreated below and was based on the 2001 version of the SACMET travel demand forecasting model. Total trips do not include those between all land uses within Rio del Oro, but external trips do include all trips with origins or destinations outside of Rio del Oro.

Seven percent or 269.5 acres of the 3,827.9
acres included in the Specific Plan were
proposed for development as industrial parks.

The proposed delivery station would occupy
Parcel 63, which includes 35.8 acres of the
269.5 total acres allocated to industrial uses.

While trip generation was not summarized by land use type or lot, it is reasonable to compare trips that would have been expected to have been generated by Lot 63 in 2006 to the trip generation characteristics of the proposed delivery station. That comparison is summarized below. Trip estimates for Lot 63 as an industrial park are based on the then-current edition
of the Institute of Engineers’ Trip
Generation, (7th Edition, 2003). Trip
characteristics for the delivery
station were provided by the
anticipated tenant based on similarly sized facilities in other locations. Please note the tenant operates delivery stations to avoid employee and delivery traffic during the typical peak hours of the adjacent street traffic to the extent feasible. This comparison indicates the use of Lot 63 as a delivery station is consistent with the Rio del Oro Specific Plan, in terms of traffic and transportation.

Truck Volumes/Routes
Typically, 25 line-haul daily trucks will deliver packages to the delivery station for distribution, resulting in a total of 50 daily truck trips. These arrive and depart at a maximum of two (2) each per hour for a total hourly 1 https://www.cityofranchocordova.org/government/planning/zoning-specific-plans-and-special-planning-areas/specific-plans/rio-del-orospecific-plan

KEY FINDINGS
 The use of the site as a delivery
station is consistent with the Rio
del Oro Specific Plan
 25 Line-Haul trucks will serve
the site on a typical day. Trucks
unload and depart within a few
hours of arrival, for a total of 50
truck trips/day
 Line-Haul trucks delivering
packages to the site will arrive
from/return to the west on US
50  The Site Engineering Team can
identify the expected truck types
and Traffic Index for pavement
design Development
Rio del Oro Trips
AM Peak
Hour
PM Peak
Hour Daily
Phase I Total Trips 9,330 10,210 110,690
External Trips 7,620 8,210 88,570
Buildout Total Trips 19,650 20,570 229,200
External Trips 14,750 15,190 168,470
Development Trip Source Lot 63 Trips
AM Peak Hour PM Peak Hour Daily
Industrial Park ITE 2003 306 318 2,259
Delivery Station Tenant 3 106 1,516
ITEM 11.1. ATTACHMENT 11

Delivery Station Facility – Rancho Cordova, CA PEER REVIEW Page 2 of 2 maximum of four (4) per hour. Most truck trips occur after 6:00 PM and before 7:00 AM, but about 25% arrive or depart between 7:00 AM and 6:00 PM. The delivery station is expected to receive these packages from another of the tenant’s facilities located in Stockton, but over time may be served by other facilities. Initially and for the foreseeable future, line-haul trucks will arrive from and return to the west on US 50. They will use Exit 18 and Sunrise Boulevard to access White Rock Road. These trucks will enter Rio del Oro by turning right onto Collector A and right into the site at its north-easternmost driveway. That driveway is expected to be restricted to trucks only. Trucks will use the reverse route to return to their home facility.

Conclusions and Recommendations
Based on our review of the Rio del Oro Specific Plan documents we offer the following comments:
 Use of Lot 63 as a delivery station is consistent with the Rio del Oro Specific Plan, in terms of traffic and transportation.
 Line-haul truck traffic generated by the delivery station is typically limited to 50 trips/day. The site engineering team can use this data to evaluate the pavement design standards and the routing information to confirm the planned roadway system and site truck driveway can accommodate these trucks without encroaching on curbs or vehicles in other lanes.  The proposed parking shown on the current site plan will accommodate all site traffic. No site traffic shall park on Rancho Cordova Parkway, International Drive or Collector Road A.

ITEM 11.1. ATTACHMENT 11

E-commerce Delivery Station
Trip Distribution and Traffic Volume Figures
ITEM 11.1. ATTACHMENT 11

Figure D - 3
Delivery Station Trip
Distribution - Passenger
Vehicles
Rancho Cordova, CA
Project Sunrise
Legend
%(%) = In (Out) Distribution
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
(20%)(20%)(40%)
20%
20%
40%
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
20%
(20%)
(10%)
10%
10%
(10%)
Mechinical
Drive
(80%)
80%
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 (80%)
80%
(10%) (10%)
10%
10%
(80%)
(10%)80%
(10%)(40%)
10%
40%
50%
10%
(10%)
(10%)
10%
10%
(10%)
10%
(10%)
(10%)
10%
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

11 x 17
Figure D - 4
Delivery Station Passenger
Vehicle Trips
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
0 (7)0 (7)0 (14)0 (0)
0 (0)
0 (14)
0 (0)
0 (0)0 (0) 0 (14)
0 (0)
0 (0)
0 (0)
0 (0)
0 (28)
0 (0)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)
0 (14)
0 (0)
0 (7)
0 (0)
0 (0)
0 (0)
0 (0)
0 (4)
0 (0)
0 (0)
0 (0)
0 (0)
0 (7)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (7)
0 (0)0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
0 (4)
0 (0)
0 (0)
Mechinical
Drive
0 (28)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (56)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 0 (28)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (56)
0 (0)
0 (0)
0 (0)
0 (0)
0 (4)
0 (0)
0 (0)
0 (0) 0 (4) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (7)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (7)
0 (28)
0 (4)
0 (0)
0 (56)
0 (0)
0 (4)0 (14)
0 (0)
0 (0)
0 (0)
0 (0)
0 (7)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (28)
0 (35)
0 (7)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (4)
0 (0)
0 (0)
0 (4)
0 (0)
0 (7)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (7)
0 (0)
0 (0)
0 (4)
0 (7)
0 (0)
0 (0)
0 (4)
0 (4)
0 (7)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

11 x 17
Figure D - 5
Delivery Station Trip
Distribution - Trucks
Rancho Cordova, CA
Project Sunrise
Legend
%(%) = In (Out) Distribution
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
(100%)
100%
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
05%
(5%)
5%
90%
(5%)
5%
5%
(5%)
Mechinical
Drive
(100%)
100%
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 (100%)
100%
(100%)
100%
5%
(5%)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

11 x 17
Figure D - 6
Delivery Station Truck Trips
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
0 (0)0 (0)2 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
1 (1)
0 (0)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
1 (1)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
Mechinical
Drive
2 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
1 (1)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 2 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)1 (1)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0) 0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
2 (0)
0 (0)
0 (0)
0 (0)
1 (1)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Total Expected Approved Development Traffic
ITEM 11.1. ATTACHMENT 11

11 x 17
Figure D - 7
Total Adjacent
Development Trips
Rancho Cordova, CA
Project Sunrise
Legend
00(00) = AM (PM) Peak Hour Volumes
= Traffic Volume Direction
White Rock
Road
Gold Dredge
Way
Fitzgerald
Road
Luyung
Drive
Sunrise
Boulevard
International
Drive
Gold Valley
Drive
Gold Dredge
Way
International
Drive
Driveway6
Driveway1
Driveway 3
Driveway2
Driveway 4
Driveway5
International
Drive
48 (38)48 (38)98 (77)0 (0)
0 (0)
16 (68)
0 (0)
0 (0)0 (0) 16 (68)
0 (0)
0 (0)
0 (0)
0 (0)
33 (136)
0 (0)
SPEED
LIMIT
30 Rancho Cordova
Parkway
Rancho Cordova
Parkway
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)5 (5)
16 (68)
0 (0)
48 (38)
0 (0)
0 (0)
0 (0)
0 (0)
24 (20)
0 (0)
0 (0)
8 (34)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)0 (0)0 (0)0 (0)
0 (0)
0 (0)
8 (34)
0 (0)0 (0) 0 (0) 0 (0)
0 (0)
0 (0)
24 (20)
0 (0)
0 (0)
Mechinical
Drive
194 (154)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
65 (271)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
35 SPEED
LIMIT
35 194 (154)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
65 (271)
0 (0)
0 (0)
0 (0)
0 (0)
24 (20)
0 (0)
0 (0)
0 (0) 24 (20) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
8 (34)
0 (0)
0 (0)
0 (0)
0 (0)
10 (27)
0 (7)
0 (28)
0 (4)
25 (17)
0 (56)
0 (0)
0 (4)0 (14)
0 (0)
8 (27)
0 (0)
0 (0)
0 (7)0 (0) 0 (0)
24 (16)
0 (0)
0 (0)
0 (0)
0 (28)
0 (35)
8 (34)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
24 (20)
0 (0)
0 (0)
24 (20)
0 (0)
8 (34)
0 (0)
8 (27)
0 (0)
24 (16)
8 (27)
0 (0)
24 (16)
0 (0)
8 (34)
0 (0)
0 (0)
24 (20)
8 (34)
0 (0)
0 (0)
24 (20)
24 (20)
8 (34)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
SPEED
LIMIT
45 SPEED
LIMIT
45 ITEM 11.1. ATTACHMENT 11

Local Transportation Analysis for
Rancho Cordova, CA Receiving Center

Appendix E – Synchro Analysis Reports

ITEM 11.1. ATTACHMENT 11

No Build (2023)
(2023 No Project Traffic)
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 61 145 369 85 172 237 323 50 184 1198 124 40 Future Volume (veh/h) 61 145 369 85 172 237 323 50 184 1198 124 40 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1722 1826 1826 1722 1826 1826 1841 1826 Adj Flow Rate, veh/h 145 369 85 172 237 323 184 1198 124 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 5 12 5 5 12 5 5 4 5
Cap, veh/h 213 737 348 242 1100 361 259 1732 532
Arrive On Green 0.06 0.23 0.23 0.07 0.23 0.23 0.08 0.34 0.34 Sat Flow, veh/h 3374 3272 1543 3374 4701 1543 3374 5025 1545 Grp Volume(v), veh/h 145 369 85 172 237 323 184 1198 124 Grp Sat Flow(s),veh/h/ln 1687 1636 1543 1687 1567 1543 1687 1675 1545 Q Serve(g_s), s 4.1 9.6 4.4 4.8 4.0 19.7 5.2 19.9 5.6
Cycle Q Clear(g_c), s 4.1 9.6 4.4 4.8 4.0 19.7 5.2 19.9 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 213 737 348 242 1100 361 259 1732 532 V/C Ratio(X) 0.68 0.50 0.24 0.71 0.22 0.89 0.71 0.69 0.23 Avail Cap(c_a), veh/h 364 814 384 364 1170 384 458 1835 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 32.9 30.9 44.1 30.0 36.1 43.8 27.4 22.7 Incr Delay (d2), s/veh 3.8 0.5 0.4 3.8 0.1 21.8 3.6 1.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 3.2 6.6 2.9 3.7 2.6 14.2 4.0 12.1 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.3 33.4 31.2 47.9 30.1 57.9 47.4 28.5 22.9 LnGrp LOS DCCDCE DCC
Approach Vol, veh/h 599 732 1506
Approach Delay, s/veh 36.7 46.6 30.3
Approach LOS D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.5 39.5 12.5 27.7 13.0 44.1 11.7 28.5 Change Period (Y+Rc), s 5.5 * 6 5.5 * 5.8 5.5 6.0 5.5 5.8 Max Green Setting (Gmax), s 17.5 * 36 10.5 * 24 13.2 39.3 10.5 24.2 Max Q Clear Time (g_c+I1), s 11.3 21.9 6.8 11.6 7.2 18.7 6.1 21.7 Green Ext Time (p_c), s 0.8 11.6 0.2 4.5 0.3 16.0 0.2 1.0 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 331 1104 145
Future Volume (veh/h) 331 1104 145
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1826 1841 1826
Adj Flow Rate, veh/h 331 1104 145
Peak Hour Factor 1.00 1.00 1.00
Percent Heavy Veh, % 5 4 5
Cap, veh/h 417 1968 605
Arrive On Green 0.12 0.39 0.39
Sat Flow, veh/h 3374 5025 1545
Grp Volume(v), veh/h 331 1104 145
Grp Sat Flow(s),veh/h/ln 1687 1675 1545
Q Serve(g_s), s 9.3 16.7 6.1
Cycle Q Clear(g_c), s 9.3 16.7 6.1
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 417 1968 605
V/C Ratio(X) 0.79 0.56 0.24
Avail Cap(c_a), veh/h 607 2031 624
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 41.4 23.1 19.9
Incr Delay (d2), s/veh 4.5 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 7.1 10.2 3.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 23.4 20.1
LnGrp LOS D C C
Approach Vol, veh/h 1580
Approach Delay, s/veh 27.8
Approach LOS C
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (veh/h) 164 52 269 7 16 38 6 210 1399 15 85 943 Future Volume (veh/h) 164 52 269 7 16 38 6 210 1399 15 85 943 Initial Q (Qb), veh 000000 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1841 1870 1870 1841 Adj Flow Rate, veh/h 164 52 269 7 16 38 210 1399 15 85 943 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 24224
Cap, veh/h 291 292 434 10 35 83 289 2354 25 109 2135
Arrive On Green 0.08 0.16 0.16 0.01 0.07 0.07 0.08 0.46 0.46 0.06 0.42 Sat Flow, veh/h 3456 1870 2779 1781 489 1161 3456 5126 55 1781 5025 Grp Volume(v), veh/h 164 52 269 7 0 54 210 914 500 85 943 Grp Sat Flow(s),veh/h/ln 1728 1870 1389 1781 0 1650 1728 1675 1831 1781 1675 Q Serve(g_s), s 3.0 1.6 5.9 0.3 0.0 2.1 3.9 13.4 13.4 3.1 8.7 Cycle Q Clear(g_c), s 3.0 1.6 5.9 0.3 0.0 2.1 3.9 13.4 13.4 3.1 8.7 Prop In Lane 1.00 1.00 1.00 0.70 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 291 292 434 10 0 118 289 1538 841 109 2135 V/C Ratio(X) 0.56 0.18 0.62 0.72 0.00 0.46 0.73 0.59 0.59 0.78 0.44 Avail Cap(c_a), veh/h 1077 1334 1982 119 0 737 289 1635 893 181 2498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 24.1 25.9 32.7 0.0 29.3 29.4 13.2 13.2 30.4 13.4 Incr Delay (d2), s/veh 1.7 0.3 1.4 66.5 0.0 2.8 8.8 0.5 1.0 11.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.2 1.2 3.5 0.5 0.0 1.6 3.3 7.4 8.1 2.8 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 24.4 27.4 99.2 0.0 32.1 38.2 13.8 14.2 41.6 13.5 LnGrp LOS C C C F A C D B B D B
Approach Vol, veh/h 485 61 1624 1293
Approach Delay, s/veh 28.2 39.8 17.1 15.4
Approach LOS C D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.7 35.7 5.5 15.9 11.0 33.4 11.0 10.3 Change Period (Y+Rc), s * 4.7 5.5 * 5.1 * 5.6 5.5 * 5.5 5.5 5.6 Max Green Setting (Gmax), s * 6.7 32.1 * 4.4 * 47 5.5 * 33 20.5 29.4 Max Q Clear Time (g_c+I1), s 5.1 15.4 2.3 7.9 5.9 10.7 5.0 4.1 Green Ext Time (p_c), s 0.0 14.9 0.0 1.8 0.0 15.4 0.5 0.1 Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 265
Future Volume (veh/h) 265
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 265
Peak Hour Factor 1.00
Percent Heavy Veh, % 2
Cap, veh/h 672
Arrive On Green 0.42
Sat Flow, veh/h 1583
Grp Volume(v), veh/h 265
Grp Sat Flow(s),veh/h/ln 1583
Q Serve(g_s), s 7.6
Cycle Q Clear(g_c), s 7.6
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 672
V/C Ratio(X) 0.39
Avail Cap(c_a), veh/h 787
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 13.1
Incr Delay (d2), s/veh 0.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(95%),veh/ln 4.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.4
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (veh/h) 34 3 1 45 4 29 3 7 1582 82 61 887 Future Volume (veh/h) 34 3 1 45 4 29 3 7 1582 82 61 887 Initial Q (Qb), veh 000000 00000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1841 1870 1870 1841 Adj Flow Rate, veh/h 36 0 1 48 0 29 7 1582 82 61 887
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 24224
Cap, veh/h 95 0 42 151 0 66 10 2875 149 78 3040
Arrive On Green 0.03 0.00 0.03 0.04 0.00 0.04 0.01 0.59 0.59 0.04 0.62 Sat Flow, veh/h 3563 0 1563 3563 0 1563 1781 4891 253 1781 4867 Grp Volume(v), veh/h 36 0 1 48 0 29 7 1083 581 61 610
Grp Sat Flow(s),veh/h/ln 1781 0 1563 1781 0 1563 1781 1675 1795 1781 1675 Q Serve(g_s), s 0.7 0.0 0.0 0.9 0.0 1.3 0.3 13.7 13.7 2.4 5.8 Cycle Q Clear(g_c), s 0.7 0.0 0.0 0.9 0.0 1.3 0.3 13.7 13.7 2.4 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00
Lane Grp Cap(c), veh/h 95 0 42 151 0 66 10 1969 1055 78 2092 V/C Ratio(X) 0.38 0.00 0.02 0.32 0.00 0.44 0.72 0.55 0.55 0.78 0.29 Avail Cap(c_a), veh/h 1052 0 461 928 0 407 123 2089 1119 187 2205 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 0.0 32.9 32.3 0.0 32.4 34.5 8.7 8.7 32.9 6.0 Incr Delay (d2), s/veh 2.5 0.0 0.2 1.2 0.0 4.5 67.2 0.3 0.5 15.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.6 0.0 0.0 0.7 0.0 1.0 0.5 6.4 7.1 2.3 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.7 0.0 33.1 33.5 0.0 36.9 101.6 9.0 9.2 48.5 6.1 LnGrp LOS D A C C A D F A A D A
Approach Vol, veh/h 37 77 1671 998
Approach Delay, s/veh 35.6 34.8 9.5 8.7
Approach LOS D C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.7 45.9 7.4 5.2 48.5 8.4
Change Period (Y+Rc), s * 4.7 5.1 5.5 * 4.8 5.1 5.5
Max Green Setting (Gmax), s * 7.3 43.3 20.5 * 4.8 45.7 18.1 Max Q Clear Time (g_c+I1), s 4.4 15.7 2.7 2.3 7.8 3.3
Green Ext Time (p_c), s 0.0 25.1 0.1 0.0 21.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 50
Future Volume (veh/h) 50
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 50
Peak Hour Factor 1.00
Percent Heavy Veh, % 2
Cap, veh/h 171
Arrive On Green 0.62
Sat Flow, veh/h 274
Grp Volume(v), veh/h 327
Grp Sat Flow(s),veh/h/ln 1791
Q Serve(g_s), s 5.8
Cycle Q Clear(g_c), s 5.8
Prop In Lane 0.15
Lane Grp Cap(c), veh/h 1119
V/C Ratio(X) 0.29
Avail Cap(c_a), veh/h 1179
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 6.0
Incr Delay (d2), s/veh 0.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(95%),veh/ln 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.1
LnGrp LOS A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 46 1 0 21 0 7 1 13 1680 70 22 7
Future Volume (veh/h) 46 1 0 21 0 7 1 13 1680 70 22 7
Initial Q (Qb), veh 000000 000 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 1 0 21 0 7 13 1680 70 7
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222 2
Cap, veh/h 81 2 74 56 0 50 29 2699 112 16
Arrive On Green 0.05 0.05 0.00 0.03 0.00 0.03 0.02 0.54 0.54 0.01 Sat Flow, veh/h 1745 38 1585 1781 0 1585 1781 5027 209 1781 Grp Volume(v), veh/h 47 0 0 21 0 7 13 1137 613 7
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 0 1585 1781 1702 1833 1781 Q Serve(g_s), s 1.4 0.0 0.0 0.6 0.0 0.2 0.4 12.9 12.9 0.2 Cycle Q Clear(g_c), s 1.4 0.0 0.0 0.6 0.0 0.2 0.4 12.9 12.9 0.2 Prop In Lane 0.98 1.00 1.00 1.00 1.00 0.11 1.00
Lane Grp Cap(c), veh/h 83 0 74 56 0 50 29 1828 984 16
V/C Ratio(X) 0.57 0.00 0.00 0.37 0.00 0.14 0.45 0.62 0.62 0.43 Avail Cap(c_a), veh/h 583 0 518 583 0 518 167 2885 1553 196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 0.0 0.0 26.3 0.0 26.1 27.0 8.9 8.9 27.3 Incr Delay (d2), s/veh 6.0 0.0 0.0 4.1 0.0 1.3 10.3 0.3 0.7 16.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.3 0.0 0.0 0.6 0.0 0.2 0.4 5.6 6.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 0.0 0.0 30.3 0.0 27.3 37.3 9.3 9.6 43.8 LnGrp LOS C A A C A C D A A D
Approach Vol, veh/h 47 28 1763
Approach Delay, s/veh 31.8 29.6 9.6
Approach LOS C C A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 34.8 8.1 5.7 34.3 7.2
Change Period (Y+Rc), s * 4.7 5.1 5.5 * 4.8 5.1 5.5
Max Green Setting (Gmax), s * 6.1 46.9 18.1 * 5.2 47.7 18.1 Max Q Clear Time (g_c+I1), s 2.2 14.9 3.4 2.4 7.8 2.6
Green Ext Time (p_c), s 0.0 14.8 0.1 0.0 7.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 878 71
Future Volume (veh/h) 878 71
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 878 71
Peak Hour Factor 1.00 1.00
Percent Heavy Veh, % 2 2
Cap, veh/h 2543 205
Arrive On Green 0.53 0.53
Sat Flow, veh/h 4816 388
Grp Volume(v), veh/h 620 329
Grp Sat Flow(s),veh/h/ln 1702 1800
Q Serve(g_s), s 5.8 5.8
Cycle Q Clear(g_c), s 5.8 5.8
Prop In Lane 0.22
Lane Grp Cap(c), veh/h 1797 951
V/C Ratio(X) 0.34 0.35
Avail Cap(c_a), veh/h 2934 1552
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 7.5 7.5
Incr Delay (d2), s/veh 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.0 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.7 7.8
LnGrp LOS A A
Approach Vol, veh/h 956
Approach Delay, s/veh 8.0
Approach LOS A
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 5: Gold Valley Dr & White Rock Rd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 594 29 4 544 1 13 0 18 0 0 1
Future Volume (veh/h) 0 594 29 4 544 1 13 0 18 0 0 1
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.98 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1722 1870 1870 1722 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 594 29 4 544 1 13 0 18 0 0 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 12 2 2 12 2222222
Cap, veh/h 5 1724 84 6 2301 4 228 0 51 0 0 51
Arrive On Green 0.00 0.54 0.54 0.00 0.69 0.69 0.03 0.00 0.03 0.00 0.00 0.03 Sat Flow, veh/h 1781 3175 155 1781 3351 6 1390 0 1573 0 0 1573 Grp Volume(v), veh/h 0 306 317 4 266 279 13 0 18 0 0 1
Grp Sat Flow(s),veh/h/ln 1781 1636 1694 1781 1636 1721 1390 0 1573 0 0 1573 Q Serve(g_s), s 0.0 4.1 4.1 0.1 2.4 2.4 0.4 0.0 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 4.1 4.1 0.1 2.4 2.4 0.4 0.0 0.4 0.0 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.00 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 5 888 920 6 1124 1182 228 0 51 0 0 51 V/C Ratio(X) 0.00 0.34 0.34 0.69 0.24 0.24 0.06 0.00 0.36 0.00 0.00 0.02 Avail Cap(c_a), veh/h 187 2530 2619 296 2630 2767 1125 0 1065 0 0 1065 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.0 5.0 19.5 2.3 2.3 18.5 0.0 18.5 0.0 0.0 18.3 Incr Delay (d2), s/veh 0.0 0.2 0.2 90.0 0.1 0.1 0.1 0.0 4.2 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.0 1.0 1.1 0.3 0.1 0.1 0.2 0.0 0.3 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 5.3 5.3 109.5 2.4 2.4 18.6 0.0 22.7 0.0 0.0 18.5 LnGrp LOS A A A F AABACAAB
Approach Vol, veh/h 623 549 31 1
Approach Delay, s/veh 5.3 3.2 21.0 18.5
Approach LOS A A C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 6.8 5.6 26.7 6.8 0.0 32.4
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 26.5 6.5 60.5 26.5 4.1 62.9 Max Q Clear Time (g_c+I1), s 2.4 2.1 6.1 2.0 0.0 4.4
Green Ext Time (p_c), s 0.1 0.0 15.1 0.0 0.0 12.9
Intersection Summary
HCM 6th Ctrl Delay 4.7
HCM 6th LOS A
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 6: Fitzgerald Rd & White Rock Rd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 285 161 19 333 31 136 70 21 15 15 24 Future Volume (veh/h) 81 285 161 19 333 31 136 70 21 15 15 24 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1722 1870 1870 1722 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 285 161 19 333 31 136 70 21 15 15 24 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 12 2 2 12 2222222
Cap, veh/h 104 988 477 25 779 72 231 179 54 69 25 40
Arrive On Green 0.06 0.30 0.30 0.01 0.26 0.26 0.13 0.13 0.13 0.04 0.04 0.04 Sat Flow, veh/h 1781 3272 1580 1781 3027 280 1781 1380 414 1781 644 1030 Grp Volume(v), veh/h 81 285 161 19 179 185 136 0 91 15 0 39 Grp Sat Flow(s),veh/h/ln 1781 1636 1580 1781 1636 1670 1781 0 1794 1781 0 1674 Q Serve(g_s), s 1.9 2.8 3.4 0.5 3.9 3.9 3.1 0.0 2.0 0.3 0.0 1.0 Cycle Q Clear(g_c), s 1.9 2.8 3.4 0.5 3.9 3.9 3.1 0.0 2.0 0.3 0.0 1.0 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.23 1.00 0.62
Lane Grp Cap(c), veh/h 104 988 477 25 421 430 231 0 233 69 0 65 V/C Ratio(X) 0.78 0.29 0.34 0.75 0.42 0.43 0.59 0.00 0.39 0.22 0.00 0.60 Avail Cap(c_a), veh/h 605 2261 1091 313 862 880 1314 0 1323 813 0 765 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.8 11.4 11.6 21.0 13.2 13.2 17.5 0.0 17.0 19.9 0.0 20.2 Incr Delay (d2), s/veh 11.6 0.2 0.4 35.5 0.7 0.7 2.4 0.0 1.1 1.6 0.0 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.8 1.4 1.6 0.7 2.0 2.1 2.2 0.0 1.4 0.3 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.4 11.6 12.0 56.5 13.9 13.9 19.9 0.0 18.1 21.5 0.0 28.8 LnGrp LOS C BBEBBBABCAC
Approach Vol, veh/h 527 383 227 54
Approach Delay, s/veh 14.7 16.0 19.2 26.8
Approach LOS B B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 11.0 6.1 18.4 7.2 8.0 16.5
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 31.5 7.5 29.5 19.5 14.5 22.5 Max Q Clear Time (g_c+I1), s 5.1 2.5 5.4 3.0 3.9 5.9
Green Ext Time (p_c), s 0.7 0.0 5.2 0.1 0.1 4.9
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
7: Gold Drdege Way & Fitzgerald Rd 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Int Delay, s/veh 2.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 33 24 109 46 13 22
Future Vol, veh/h 33 24 109 46 13 22
Conflicting Peds, #/hr 2 20220
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 33 24 109 46 13 22
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 184 136 0 0 157 0
Stage 1 134 -----
Stage 2 50 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 805 913 - - 1423 -
Stage 1 892 -----
Stage 2 972 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 795 910 - - 1420 -
Mov Cap-2 Maneuver 795 -----
Stage 1 890 -----
Stage 2 961 -----
Approach WB NB SB
HCM Control Delay, s 9.6 0 2.8

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 840 1420 -
HCM Lane V/C Ratio - - 0.068 0.009 -
HCM Control Delay (s) - - 9.6 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0 -
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
8: Luyung Dr & Gold Drdege Way 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 15 38 0 31 0 15 32 4 10 46 28
Future Vol, veh/h 13 15 38 0 31 0 15 32 4 10 46 28
Conflicting Peds, #/hr 2 02202202202
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 22222222222
Mvmt Flow 13 15 38 0 31 0 15 32 4 10 46 28
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 164 150 64 175 162 38 76 0 0 38 0 0 Stage 1 82 82 - 66 66 -------
Stage 2 82 68 - 109 96 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 801 742 1000 788 730 1034 1523 - - 1572 - - Stage 1 926 827 - 945 840 -------
Stage 2 926 838 - 896 815 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 762 726 996 734 715 1030 1520 - - 1569 - - Mov Cap-2 Maneuver 762 726 - 734 715 -------
Stage 1 915 820 - 934 830 -------
Stage 2 881 828 - 839 808 -------
Approach EB WB NB SB
HCM Control Delay, s 9.5 10.3 2.2 0.9

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1520 - - 870 715 1569 - -
HCM Lane V/C Ratio 0.01 - - 0.076 0.043 0.006 - -
HCM Control Delay (s) 7.4 0 - 9.5 10.3 7.3 0 -
HCM Lane LOS A A - ABAA -
HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 9: Rancho Cordova Pkwy & White Rock Rd 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 133 0 0 161 0 0
Future Volume (veh/h) 0 133 0 0 161 0 0
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1722 1870 1870 1722 1870 1870
Adj Flow Rate, veh/h 133 0 0 161 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 12 2 2 12 2 2
Cap, veh/h 1133 549 41 1133 41 0
Arrive On Green 0.35 0.00 0.00 0.35 0.00 0.00
Sat Flow, veh/h 3358 1585 3456 3358 3456 1585
Grp Volume(v), veh/h 133 0 0 161 0 0
Grp Sat Flow(s),veh/h/ln 1636 1585 1728 1636 1728 1585
Q Serve(g_s), s 0.2 0.0 0.0 0.3 0.0 0.1
Cycle Q Clear(g_c), s 0.2 0.0 0.0 0.3 0.0 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1133 549 41 1133 41 -1017
V/C Ratio(X) 0.12 0.00 0.00 0.14 0.00 0.00
Avail Cap(c_a), veh/h 24700 11965 2054 24700 10270 3674 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 1.9 0.0 0.0 1.9 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 0.0 0.0 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.9 0.0 0.0 1.9 0.0 0.0
LnGrp LOS AAAAAA
Approach Vol, veh/h 133 161 0
Approach Delay, s/veh 1.9 1.9 0.0
Approach LOS A A
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 0.0 0.0 8.4 8.4
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 25.0 5.0 63.5 63.5
Max Q Clear Time (g_c+I1), s 0.0 0.0 2.2 2.3
Green Ext Time (p_c), s 0.0 0.0 2.8 3.4
Intersection Summary
HCM 6th Ctrl Delay 1.9
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Int Delay, s/veh 7.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 24 000800 000
Future Vol, veh/h 0 0 24 000800 000
Conflicting Peds, #/hr 2 02202202 202
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 200 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 22222222 222
Mvmt Flow 0 0 24 000800 000
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 21 21 5 21 21 4300 200
Stage 1 3 3 - 18 18 ---- ---
Stage 2 18 18 - 3 3 ---- ---
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ---- ---
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ---- ---
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 989 872 1076 989 872 1078 1618 - - 1619 - - Stage 1 1019 893 - 999 880 ---- ---
Stage 2 999 880 - 1019 893 ---- ---
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 981 864 1072 959 864 1074 1615 - - 1616 - - Mov Cap-2 Maneuver 981 864 - 959 864 ---- ---
Stage 1 1012 891 - 992 874 ---- ---
Stage 2 992 874 - 994 891 ---- ---
Approach EB WB NB SB
HCM Control Delay, s 8.4 0 7.2 0

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1615 - - - 1072 - - 1616 - -
HCM Lane V/C Ratio 0.005 - - - 0.022 -----
HCM Control Delay (s) 7.2 - - 0 8.4 0 0 0 - -
HCM Lane LOS A - - AAAAA - -
HCM 95th %tile Q(veh) 0 - - - 0.1 - - 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Intersection Delay, s/veh 7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Vol, veh/h 0 0 24 000800000
Future Vol, veh/h 0 0 24 000800000
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 222222222222
Mvmt Flow 0 0 24 000800000
Number of Lanes 110110110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 6.7 0 7.8 0

HCM LOS A - A -

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 100% 100% 100% 100%
Vol Right, % 0% 0% 0% 100% 0% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 8 0 0 24 0000
LT Vol 80000000
Through Vol 00000000
RT Vol 0 0 0 24 0 0 0 0
Lane Flow Rate 8 0 0 24 0000
Geometry Grp 77777777
Degree of Util (X) 0.011 0 0 0.026 0000
Departure Headway (Hd) 5.076 4.576 4.548 3.848 4.559 4.559 4.58 4.58 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 708 0 0 934 0 0 0 0
Service Time 2.786 2.285 2.256 1.556 2.27 2.27 2.292 2.292 HCM Lane V/C Ratio 0.011 0 0 0.026 0000
HCM Control Delay 7.8 7.3 7.3 6.7 7.3 7.3 7.3 7.3
HCM Lane LOS A N N A NNNN
HCM 95th-tile Q 0 0 0 0.1 0000
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 1.00
Heavy Vehicles, % 2
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
11: Gold Dredege Way & Rancho Cordova Pkwy 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 0 0 0 0 24
Future Vol, veh/h 8 0 0 0 0 24
Conflicting Peds, #/hr 2 22002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 8 0 0 0 0 24
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 16 16 26 0 - 0
Stage 1 14 -----
Stage 2 2 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 1000 1059 1587 - - -
Stage 1 1007 -----
Stage 2 1020 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 996 1055 1584 - - -
Mov Cap-2 Maneuver 996 -----
Stage 1 1005 -----
Stage 2 1018 -----
Approach EB NB SB
HCM Control Delay, s 8.6 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1584 - 996 - - -
HCM Lane V/C Ratio - - 0.008 - - -
HCM Control Delay (s) 0 - 8.6 0 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0 - 0 - - -
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
11: Gold Dredege Way & Rancho Cordova Pkwy 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Intersection Delay, s/veh 7
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 0 0 0 0 24
Future Vol, veh/h 8 0 0 0 0 24
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 222222
Mvmt Flow 8 0 0 0 0 24
Number of Lanes 111111
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 7.8 0 6.7

HCM LOS A - A

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 0%
Vol Thru, % 100% 100% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 0 0 8 0 0 24
LT Vol 008000
Through Vol 000000
RT Vol 0 0 0 0 0 24
Lane Flow Rate 0 0 8 0 0 24
Geometry Grp 777777
Degree of Util (X) 0 0 0.011 0 0 0.026
Departure Headway (Hd) 4.559 4.559 5.076 4.576 4.548 3.848 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 0 0 708 0 0 934
Service Time 2.27 2.27 2.786 2.285 2.256 1.556
HCM Lane V/C Ratio 0 0 0.011 0 0 0.026
HCM Control Delay 7.3 7.3 7.8 7.3 7.3 6.7
HCM Lane LOS N N A N N A
HCM 95th-tile Q 0 0 0 0 0 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
12: Driveway 1/Sarapiqui Way & International Dr 2023 No Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build AM Peak Hour
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 8 0 0 24 0
Future Vol, veh/h 0 8 0 0 24 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 022022
Mvmt Flow 0 8 0 0 24 0
Number of Lanes 100110
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 6.4 0 7.3

HCM LOS A - A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 0% 100%
Vol Thru, % 100% 0% 0%
Vol Right, % 0% 100% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 8 24
LT Vol 0 0 24
Through Vol 0 0 0
RT Vol 0 8 0
Lane Flow Rate 0 8 24
Geometry Grp 1 1 1
Degree of Util (X) 0 0.007 0.028
Departure Headway (Hd) 3.931 3.341 4.148
Convergence, Y/N Yes Yes Yes
Cap 0 1073 868
Service Time 1.937 1.355 2.148
HCM Lane V/C Ratio 0 0.007 0.028
HCM Control Delay 6.9 6.4 7.3
HCM Lane LOS N A A
HCM 95th-tile Q 0 0 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
18: Mechanical Dr & Luyung Dr 2023 No Build AM Peak Hour 2023 No Build AM Peak Hour Synchro 11 Report
NV5
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 79 0 0 0 0 29
Future Vol, veh/h 79 0 0 0 0 29
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 79 0 0 0 0 29
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 159 1
Stage 1 - - - - 1 -
Stage 2 - - - - 158 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1622 - - - 832 1084
Stage 1 - - - - 1022 -
Stage 2 - - - - 871 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1622 - - - 791 1084
Mov Cap-2 Maneuver - - - - 791 -
Stage 1 - - - - 972 -
Stage 2 - - - - 871 -
Approach EB WB SB
HCM Control Delay, s 7.3 0 8.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1622 - - - 1084
HCM Lane V/C Ratio 0.049 - - - 0.027
HCM Control Delay (s) 7.3 - - - 8.4
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (veh/h) 26 152 338 148 3 281 452 401 75 217 1117 186 Future Volume (veh/h) 26 152 338 148 3 281 452 401 75 217 1117 186 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1811 1856 1856 1811 1856 1856 1856 1856 Adj Flow Rate, veh/h 152 338 148 281 452 401 217 1117 186 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 6 3 3 6 3 3 3 3
Cap, veh/h 211 848 387 351 1421 451 281 1528 473
Arrive On Green 0.06 0.25 0.25 0.10 0.29 0.29 0.08 0.30 0.30 Sat Flow, veh/h 3428 3441 1569 3428 4944 1569 3428 5066 1569 Grp Volume(v), veh/h 152 338 148 281 452 401 217 1117 186 Grp Sat Flow(s),veh/h/ln 1714 1721 1569 1714 1648 1569 1714 1689 1569 Q Serve(g_s), s 4.9 9.3 8.8 9.0 8.1 27.6 7.0 22.3 10.6
Cycle Q Clear(g_c), s 4.9 9.3 8.8 9.0 8.1 27.6 7.0 22.3 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 848 387 351 1421 451 281 1528 473 V/C Ratio(X) 0.72 0.40 0.38 0.80 0.32 0.89 0.77 0.73 0.39 Avail Cap(c_a), veh/h 259 848 387 484 1500 476 380 1550 480 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 35.5 35.3 49.5 31.5 38.5 50.7 35.3 31.2 Incr Delay (d2), s/veh 7.4 0.3 0.6 6.6 0.1 17.8 6.6 1.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 4.1 6.8 6.0 7.3 5.6 18.1 5.7 13.9 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 35.8 36.0 56.1 31.6 56.2 57.3 37.0 31.7 LnGrp LOS E D D E C E E D C
Approach Vol, veh/h 638 1134 1520
Approach Delay, s/veh 41.4 46.4 39.3
Approach LOS D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.1 40.0 17.0 33.6 14.8 47.4 12.4 38.2 Change Period (Y+Rc), s 5.5 * 6 5.5 * 5.8 5.5 6.0 5.5 5.8 Max Green Setting (Gmax), s 20.5 * 35 15.9 * 27 12.5 42.0 8.5 34.2 Max Q Clear Time (g_c+I1), s 15.7 24.3 11.0 11.3 9.0 31.6 6.9 29.6 Green Ext Time (p_c), s 0.9 8.7 0.5 4.9 0.3 9.7 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 40.6
HCM 6th LOS D
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 26 429 1486 187
Future Volume (veh/h) 26 429 1486 187
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h 429 1486 187
Peak Hour Factor 1.00 1.00 1.00
Percent Heavy Veh, % 3 3 3
Cap, veh/h 505 1858 576
Arrive On Green 0.15 0.37 0.37
Sat Flow, veh/h 3428 5066 1570
Grp Volume(v), veh/h 429 1486 187
Grp Sat Flow(s),veh/h/ln 1714 1689 1570
Q Serve(g_s), s 13.7 29.6 9.7
Cycle Q Clear(g_c), s 13.7 29.6 9.7
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 505 1858 576
V/C Ratio(X) 0.85 0.80 0.32
Avail Cap(c_a), veh/h 623 1887 585
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 46.8 32.0 25.7
Incr Delay (d2), s/veh 9.1 2.5 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 10.4 17.5 6.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 34.5 26.0
LnGrp LOS E C C
Approach Vol, veh/h 2102
Approach Delay, s/veh 38.1
Approach LOS D
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 4 301 24 198 27 36 80 10 275 1192 5 5 Future Volume (veh/h) 4 301 24 198 27 36 80 10 275 1192 5 5 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1856 1870 Adj Flow Rate, veh/h 301 24 198 27 36 80 275 1192 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 232
Cap, veh/h 408 382 569 33 51 114 355 2658 11
Arrive On Green 0.12 0.20 0.20 0.02 0.10 0.10 0.10 0.51 0.51 Sat Flow, veh/h 3456 1870 2782 1781 514 1142 3456 5207 22 Grp Volume(v), veh/h 301 24 198 27 0 116 275 773 424
Grp Sat Flow(s),veh/h/ln 1728 1870 1391 1781 0 1657 1728 1689 1852 Q Serve(g_s), s 7.3 0.9 5.3 1.3 0.0 5.9 6.8 12.7 12.7
Cycle Q Clear(g_c), s 7.3 0.9 5.3 1.3 0.0 5.9 6.8 12.7 12.7 Prop In Lane 1.00 1.00 1.00 0.69 1.00 0.01
Lane Grp Cap(c), veh/h 408 382 569 33 0 166 355 1724 945 V/C Ratio(X) 0.74 0.06 0.35 0.83 0.00 0.70 0.77 0.45 0.45 Avail Cap(c_a), veh/h 814 971 1444 125 0 559 417 1724 945 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.1 27.9 29.7 42.6 0.0 37.9 38.1 13.5 13.5 Incr Delay (d2), s/veh 2.6 0.1 0.4 38.5 0.0 5.3 7.6 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 5.5 0.7 3.1 1.6 0.0 4.6 5.6 7.6 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 28.0 30.0 81.1 0.0 43.2 45.6 13.7 13.9 LnGrp LOS D C C F A D D B B
Approach Vol, veh/h 523 143 1472
Approach Delay, s/veh 35.5 50.4 19.7
Approach LOS D D B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 49.9 6.7 23.4 14.4 42.5 15.8 14.3 Change Period (Y+Rc), s * 4.7 5.5 * 5.1 * 5.6 5.5 * 5.5 5.5 5.6 Max Green Setting (Gmax), s * 14 35.3 * 6.1 * 45 10.5 * 38 20.5 29.4 Max Q Clear Time (g_c+I1), s 3.8 14.7 3.3 7.3 8.8 24.9 9.3 7.9 Green Ext Time (p_c), s 0.0 16.4 0.0 1.1 0.2 12.2 1.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 38 1588 311
Future Volume (veh/h) 38 1588 311
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1856 1870
Adj Flow Rate, veh/h 38 1588 311
Peak Hour Factor 1.00 1.00 1.00
Percent Heavy Veh, % 2 3 2
Cap, veh/h 48 2155 673
Arrive On Green 0.03 0.43 0.43
Sat Flow, veh/h 1781 5066 1583
Grp Volume(v), veh/h 38 1588 311
Grp Sat Flow(s),veh/h/ln 1781 1689 1583
Q Serve(g_s), s 1.8 22.9 12.2
Cycle Q Clear(g_c), s 1.8 22.9 12.2
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 48 2155 673
V/C Ratio(X) 0.79 0.74 0.46
Avail Cap(c_a), veh/h 276 2193 685
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 42.1 20.9 17.9
Incr Delay (d2), s/veh 24.9 1.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 2.0 13.0 7.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.0 22.3 18.4
LnGrp LOS E C B
Approach Vol, veh/h 1937
Approach Delay, s/veh 22.5
Approach LOS C
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 111 19 15 124 5 51 9 5 1119 60 45 30 Future Volume (veh/h) 111 19 15 124 5 51 9 5 1119 60 45 30 Initial Q (Qb), veh 000000 000 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1856 1870 1870 Adj Flow Rate, veh/h 125 0 15 128 0 51 5 1119 60 30
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 232 2
Cap, veh/h 228 0 100 239 0 106 7 2943 158 37
Arrive On Green 0.06 0.00 0.06 0.07 0.00 0.07 0.00 0.60 0.60 0.02 Sat Flow, veh/h 3563 0 1570 3563 0 1571 1781 4921 264 1781 Grp Volume(v), veh/h 125 0 15 128 0 51 5 768 411 30
Grp Sat Flow(s),veh/h/ln 1781 0 1570 1781 0 1571 1781 1689 1808 1781 Q Serve(g_s), s 2.8 0.0 0.8 2.9 0.0 2.6 0.2 9.8 9.8 1.4 Cycle Q Clear(g_c), s 2.8 0.0 0.8 2.9 0.0 2.6 0.2 9.8 9.8 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 228 0 100 239 0 106 7 2020 1081 37 V/C Ratio(X) 0.55 0.00 0.15 0.53 0.00 0.48 0.71 0.38 0.38 0.82 Avail Cap(c_a), veh/h 878 0 387 801 0 353 111 2020 1081 264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 0.0 36.8 37.5 0.0 37.4 41.4 8.7 8.7 40.6 Incr Delay (d2), s/veh 2.1 0.0 0.7 1.9 0.0 3.4 83.7 0.1 0.2 33.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.3 0.0 0.5 2.3 0.0 1.9 0.5 5.2 5.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.8 0.0 37.5 39.4 0.0 40.8 125.1 8.8 8.9 74.5 LnGrp LOS D A D D A D F A A E
Approach Vol, veh/h 140 179 1184
Approach Delay, s/veh 39.6 39.8 9.3
Approach LOS D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 54.8 10.8 5.1 56.1 11.1
Change Period (Y+Rc), s * 4.7 5.1 5.5 * 4.8 5.1 5.5
Max Green Setting (Gmax), s * 12 47.7 20.5 * 5.2 54.7 18.7 Max Q Clear Time (g_c+I1), s 3.4 11.8 4.8 2.2 17.8 4.9
Green Ext Time (p_c), s 0.0 25.3 0.4 0.0 33.2 0.5
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1695 23
Future Volume (veh/h) 1695 23
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1870
Adj Flow Rate, veh/h 1695 23
Peak Hour Factor 1.00 1.00
Percent Heavy Veh, % 3 2
Cap, veh/h 3160 43
Arrive On Green 0.61 0.61
Sat Flow, veh/h 5150 70
Grp Volume(v), veh/h 1111 607
Grp Sat Flow(s),veh/h/ln 1689 1843
Q Serve(g_s), s 15.8 15.8
Cycle Q Clear(g_c), s 15.8 15.8
Prop In Lane 0.04
Lane Grp Cap(c), veh/h 2072 1131
V/C Ratio(X) 0.54 0.54
Avail Cap(c_a), veh/h 2222 1212
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 9.3 9.3
Incr Delay (d2), s/veh 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln 8.0 8.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.5 9.7
LnGrp LOS A A
Approach Vol, veh/h 1748
Approach Delay, s/veh 10.6
Approach LOS B
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 183 3 43 54 0 9 10 899 3 34 3 1819 Future Volume (veh/h) 183 3 43 54 0 9 10 899 3 34 3 1819 Initial Q (Qb), veh 000000000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 183 3 43 54 0 9 10 899 3 3 1819
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222 22
Cap, veh/h 242 4 218 87 0 77 22 2807 9 7 2736
Arrive On Green 0.14 0.14 0.14 0.05 0.00 0.05 0.01 0.53 0.53 0.00 0.53 Sat Flow, veh/h 1754 29 1585 1781 0 1585 1781 5254 18 1781 5204 Grp Volume(v), veh/h 186 0 43 54 0 9 10 582 320 3 1190
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 0 1585 1781 1702 1867 1781 1702 Q Serve(g_s), s 7.5 0.0 1.8 2.2 0.0 0.4 0.4 7.2 7.2 0.1 19.1 Cycle Q Clear(g_c), s 7.5 0.0 1.8 2.2 0.0 0.4 0.4 7.2 7.2 0.1 19.1 Prop In Lane 0.98 1.00 1.00 1.00 1.00 0.01 1.00
Lane Grp Cap(c), veh/h 246 0 218 87 0 77 22 1819 998 7 1790 V/C Ratio(X) 0.76 0.00 0.20 0.62 0.00 0.12 0.45 0.32 0.32 0.42 0.66 Avail Cap(c_a), veh/h 517 0 459 431 0 383 121 2396 1314 164 2478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.1 0.0 28.6 34.9 0.0 34.1 36.7 9.8 9.8 37.2 12.9 Incr Delay (d2), s/veh 4.7 0.0 0.4 7.1 0.0 0.7 13.4 0.1 0.2 34.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 6.2 0.0 1.2 2.0 0.0 0.3 0.5 4.3 4.8 0.2 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.8 0.0 29.0 42.0 0.0 34.7 50.1 9.9 10.0 71.4 13.4 LnGrp LOS D A C D A C D A A E B
Approach Vol, veh/h 229 63 912 1843
Approach Delay, s/veh 34.5 41.0 10.4 13.6
Approach LOS C D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.8 45.1 15.8 5.4 44.5 9.2
Change Period (Y+Rc), s 4.5 5.1 5.5 4.5 5.1 5.5
Max Green Setting (Gmax), s 6.9 52.7 21.7 5.1 54.5 18.1 Max Q Clear Time (g_c+I1), s 2.1 9.2 9.5 2.4 21.1 4.2
Green Ext Time (p_c), s 0.0 7.2 0.9 0.0 18.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 21
Future Volume (veh/h) 21
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 21
Peak Hour Factor 1.00
Percent Heavy Veh, % 2
Cap, veh/h 32
Arrive On Green 0.53
Sat Flow, veh/h 60
Grp Volume(v), veh/h 650
Grp Sat Flow(s),veh/h/ln 1860
Q Serve(g_s), s 19.1
Cycle Q Clear(g_c), s 19.1
Prop In Lane 0.03
Lane Grp Cap(c), veh/h 978
V/C Ratio(X) 0.67
Avail Cap(c_a), veh/h 1354
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 12.9
Incr Delay (d2), s/veh 0.8
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(95%),veh/ln 11.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 5: Gold Valley Dr & White Rock Rd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 546 19 13 657 0 68 0 23 1 0 4
Future Volume (veh/h) 3 546 19 13 657 0 68 0 23 1 0 4
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1811 1870 1870 1811 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 546 19 13 657 0 68 0 23 1 0 4
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 262262222222
Cap, veh/h 4 1826 63 18 1879 0 271 0 119 113 9 95
Arrive On Green 0.00 0.54 0.54 0.01 0.55 0.00 0.08 0.00 0.08 0.08 0.00 0.08 Sat Flow, veh/h 1781 3392 118 1781 3532 0 1402 0 1573 199 113 1250 Grp Volume(v), veh/h 3 277 288 13 657 0 68 0 23 5 0 0
Grp Sat Flow(s),veh/h/ln 1781 1721 1790 1781 1721 0 1402 0 1573 1562 0 0 Q Serve(g_s), s 0.1 3.9 3.9 0.3 4.7 0.0 1.9 0.0 0.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 3.9 3.9 0.3 4.7 0.0 2.0 0.0 0.6 0.1 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.00 1.00 1.00 0.20 0.80
Lane Grp Cap(c), veh/h 4 926 964 18 1879 0 271 0 119 217 0 0 V/C Ratio(X) 0.69 0.30 0.30 0.73 0.35 0.00 0.25 0.00 0.19 0.02 0.00 0.00 Avail Cap(c_a), veh/h 264 2448 2546 304 4974 0 1234 0 1199 1267 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.9 5.6 5.6 21.7 5.6 0.0 19.7 0.0 19.0 18.8 0.0 0.0 Incr Delay (d2), s/veh 109.5 0.2 0.2 43.2 0.1 0.0 0.5 0.0 0.8 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 1.3 1.4 0.6 1.5 0.0 1.1 0.0 0.4 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 131.4 5.8 5.8 64.9 5.7 0.0 20.2 0.0 19.8 18.9 0.0 0.0 LnGrp LOS F AAEAACABBAA
Approach Vol, veh/h 568 670 91 5
Approach Delay, s/veh 6.4 6.9 20.1 18.9
Approach LOS A A C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 8.8 5.9 29.2 8.8 5.6 29.5
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 33.5 7.5 62.5 33.5 6.5 63.5 Max Q Clear Time (g_c+I1), s 4.0 2.3 5.9 2.1 2.1 6.7
Green Ext Time (p_c), s 0.3 0.0 13.4 0.0 0.0 17.3
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 6: Fitzgerald Rd & White Rock Rd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (veh/h) 4 430 112 18 344 30 1 204 43 30 20 51 Future Volume (veh/h) 4 430 112 18 344 30 1 204 43 30 20 51 Initial Q (Qb), veh 000000 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1811 1870 1870 1811 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 430 112 18 344 30 204 43 30 20 51 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 262262 22222
Cap, veh/h 6 1019 468 24 980 85 295 170 119 147 77
Arrive On Green 0.00 0.30 0.30 0.01 0.31 0.31 0.17 0.17 0.17 0.08 0.08 Sat Flow, veh/h 1781 3441 1580 1781 3203 278 1781 1024 715 1781 934 Grp Volume(v), veh/h 4 430 112 18 184 190 204 0 73 20 0 Grp Sat Flow(s),veh/h/ln 1781 1721 1580 1781 1721 1760 1781 0 1739 1781 0 Q Serve(g_s), s 0.1 5.0 2.7 0.5 4.1 4.2 5.4 0.0 1.8 0.5 0.0 Cycle Q Clear(g_c), s 0.1 5.0 2.7 0.5 4.1 4.2 5.4 0.0 1.8 0.5 0.0 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.41 1.00
Lane Grp Cap(c), veh/h 6 1019 468 24 527 539 295 0 288 147 0 V/C Ratio(X) 0.69 0.42 0.24 0.76 0.35 0.35 0.69 0.00 0.25 0.14 0.00 Avail Cap(c_a), veh/h 269 2110 969 304 1090 1115 1307 0 1276 806 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.8 14.1 13.3 24.5 13.4 13.4 19.5 0.0 18.1 21.2 0.0 Incr Delay (d2), s/veh 91.3 0.3 0.3 38.5 0.4 0.4 2.9 0.0 0.5 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 2.8 1.4 0.8 2.3 2.4 3.9 0.0 1.2 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 116.1 14.4 13.5 63.0 13.8 13.8 22.4 0.0 18.5 21.6 0.0 LnGrp LOS F BBEBB CABCA
Approach Vol, veh/h 546 392 277 114
Approach Delay, s/veh 14.9 16.1 21.4 26.3
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.8 6.2 20.2 9.6 5.7 20.7
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 36.5 8.5 30.5 22.5 7.5 31.5 Max Q Clear Time (g_c+I1), s 7.4 2.5 7.0 4.6 2.1 6.2
Green Ext Time (p_c), s 0.9 0.0 7.6 0.3 0.0 6.3
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 6: Fitzgerald Rd & White Rock Rd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 43
Future Volume (veh/h) 43
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 0.99
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 43
Peak Hour Factor 1.00
Percent Heavy Veh, % 2
Cap, veh/h 65
Arrive On Green 0.08
Sat Flow, veh/h 788
Grp Volume(v), veh/h 94
Grp Sat Flow(s),veh/h/ln 1722
Q Serve(g_s), s 2.6
Cycle Q Clear(g_c), s 2.6
Prop In Lane 0.46
Lane Grp Cap(c), veh/h 142
V/C Ratio(X) 0.66
Avail Cap(c_a), veh/h 779
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 22.1
Incr Delay (d2), s/veh 5.2
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(95%),veh/ln 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3
LnGrp LOS C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
7: Gold Drdege Way & Fitzgerald Rd 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Int Delay, s/veh 1.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 40 10 55 57 10 128
Future Vol, veh/h 40 10 55 57 10 128
Conflicting Peds, #/hr 2 20220
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 40 10 55 57 10 128
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 236 88 0 0 114 0
Stage 1 86 -----
Stage 2 150 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 752 970 - - 1475 -
Stage 1 937 -----
Stage 2 878 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 744 966 - - 1472 -
Mov Cap-2 Maneuver 744 -----
Stage 1 935 -----
Stage 2 870 -----
Approach WB NB SB
HCM Control Delay, s 9.9 0 0.5

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 780 1472 -
HCM Lane V/C Ratio - - 0.064 0.007 -
HCM Control Delay (s) - - 9.9 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0 -
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
8: Luyung Dr & Gold Drdege Way 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 35 23 4 31 9 15 67 1 4 58 8
Future Vol, veh/h 14 35 23 4 31 9 15 67 1 4 58 8
Conflicting Peds, #/hr 2 02202202202
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 22222222222
Mvmt Flow 14 35 23 4 31 9 15 67 1 4 58 8
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 192 172 66 201 176 72 68 0 0 70 0 0 Stage 1 72 72 - 100 100 -------
Stage 2 120 100 - 101 76 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 768 721 998 757 717 990 1533 - - 1531 - - Stage 1 938 835 - 906 812 -------
Stage 2 884 812 - 905 832 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 726 709 994 702 705 986 1530 - - 1528 - - Mov Cap-2 Maneuver 726 709 - 702 705 -------
Stage 1 927 831 - 895 802 -------
Stage 2 832 802 - 843 828 -------
Approach EB WB NB SB
HCM Control Delay, s 10.1 10.1 1.3 0.4

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1530 - - 784 748 1528 - -
HCM Lane V/C Ratio 0.01 - - 0.092 0.059 0.003 - -
HCM Control Delay (s) 7.4 0 - 10.1 10.1 7.4 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0.3 0.2 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 9: Rancho Cordova Pkwy & White Rock Rd 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 211 56 7 137 28 4
Future Volume (veh/h) 0 211 56 7 137 28 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1870 1870 1811 1870 1870
Adj Flow Rate, veh/h 211 56 7 137 28 4
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 622622
Cap, veh/h 1010 464 20 1806 83 47
Arrive On Green 0.29 0.29 0.01 0.52 0.02 0.02
Sat Flow, veh/h 3532 1580 3456 3532 3456 1585
Grp Volume(v), veh/h 211 56 7 137 28 4
Grp Sat Flow(s),veh/h/ln 1721 1580 1728 1721 1728 1585
Q Serve(g_s), s 1.1 0.6 0.0 0.5 0.2 0.1
Cycle Q Clear(g_c), s 1.1 0.6 0.0 0.5 0.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1010 464 20 1806 83 47
V/C Ratio(X) 0.21 0.12 0.36 0.08 0.34 0.09
Avail Cap(c_a), veh/h 7409 3401 3047 9738 4181 1927
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.5 6.3 12.1 2.9 11.7 11.5
Incr Delay (d2), s/veh 0.1 0.1 10.5 0.0 2.4 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 0.3 0.2 0.1 0.0 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.6 6.4 22.6 2.9 14.1 12.3
LnGrp LOS A A C A B B
Approach Vol, veh/h 267 144 32
Approach Delay, s/veh 6.5 3.8 13.9
Approach LOS A A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 6.1 5.6 12.7 18.3
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 29.5 21.5 52.5 69.0
Max Q Clear Time (g_c+I1), s 2.2 2.0 3.1 2.5
Green Ext Time (p_c), s 0.1 0.0 4.4 2.9
Intersection Summary
HCM 6th Ctrl Delay 6.2
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Int Delay, s/veh 7.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 16 4 0 14 27 0 7 35 28 0 0
Future Vol, veh/h 0 0 16 4 0 14 27 0 7 35 28 0 0
Conflicting Peds, #/hr 2 022022022202
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - None - - - None
Storage Length 150 - - 150 - - 150 - - - 200 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - 0 -
Grade, % - 0 - - 0 - - 0 - - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 222222222222
Mvmt Flow 0 0 16 4 0 14 27 0 7 35 28 0 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 184 191 4 188 188 82007900
Stage 1 128 128 - 60 60 --------
Stage 2 56 63 - 128 128 --------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 6.44 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 --------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 --------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.52 2.22 - - Pot Cap-1 Maneuver 760 703 1078 755 706 1072 1619 - - 1414 1609 - - Stage 1 862 789 - 944 844 --------
Stage 2 949 842 - 862 789 --------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 714 659 1074 707 662 1068 1616 - - 1482 1482 - - Mov Cap-2 Maneuver 714 659 - 707 662 --------
Stage 1 846 753 - 926 828 --------
Stage 2 919 826 - 811 753 --------
Approach EB WB NB SB
HCM Control Delay, s 8.4 8.8 5.8 7.5

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1616 - - - 1074 707 1068 1482 - -
HCM Lane V/C Ratio 0.017 - - - 0.015 0.006 0.013 0.043 - - HCM Control Delay (s) 7.3 - - 0 8.4 10.1 8.4 7.5 - -
HCM Lane LOS A - - AABAA - -
HCM 95th %tile Q(veh) 0.1 - - - 0 0 0 0.1 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Vol, veh/h 0 0 16 4 0 14 27 0 7 35 28 0
Future Vol, veh/h 0 0 16 4 0 14 27 0 7 35 28 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 222222222222
Mvmt Flow 0 0 16 4 0 14 27 0 7 35 28 0
Number of Lanes 110110110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2222
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2222
HCM Control Delay 6.9 7.1 7.8 8.3

HCM LOS AAAA

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 100% 0% 100% 0%
Vol Thru, % 0% 0% 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 27 7 0 16 4 14 63 0
LT Vol 27 0 0 0 4 0 63 0
Through Vol 00000000
RT Vol 0 7 0 16 0 14 0 0
Lane Flow Rate 27 7 0 16 4 14 63 0
Geometry Grp 77777777
Degree of Util (X) 0.038 0.008 0 0.018 0.006 0.016 0.089 0 Departure Headway (Hd) 5.124 3.923 4.71 4.009 5.209 4.007 5.109 4.609 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 698 909 0 877 679 878 702 0
Service Time 2.863 1.661 2.509 1.807 3.006 1.803 2.838 2.338 HCM Lane V/C Ratio 0.039 0.008 0 0.018 0.006 0.016 0.09 0 HCM Control Delay 8.1 6.7 7.5 6.9 8 6.9 8.3 7.3
HCM Lane LOS A A N AAAAN
HCM 95th-tile Q 0.1 0 0 0.1 0 0 0.3 0
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 1.00
Heavy Vehicles, % 2
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
11: Gold Dredege Way & Rancho Cordova Pkwy 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Int Delay, s/veh 5.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 34 0 0 0 0 20
Future Vol, veh/h 34 0 0 0 0 20
Conflicting Peds, #/hr 2 22002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 34 0 0 0 0 20
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 14 14 22 0 - 0
Stage 1 12 -----
Stage 2 2 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 1003 1062 1592 - - -
Stage 1 1009 -----
Stage 2 1020 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 999 1058 1589 - - -
Mov Cap-2 Maneuver 999 -----
Stage 1 1007 -----
Stage 2 1018 -----
Approach EB NB SB
HCM Control Delay, s 8.7 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1589 - 999 - - -
HCM Lane V/C Ratio - - 0.034 - - -
HCM Control Delay (s) 0 - 8.7 0 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - - -
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
11: Gold Dredege Way & Rancho Cordova Pkwy 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 34 0 0 0 0 20
Future Vol, veh/h 34 0 0 0 0 20
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 222222
Mvmt Flow 34 0 0 0 0 20
Number of Lanes 111111
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 8 0 6.7

HCM LOS A - A

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 0%
Vol Thru, % 100% 100% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 0 0 34 0 0 20
LT Vol 0 0 34 0 0 0
Through Vol 000000
RT Vol 0 0 0 0 0 20
Lane Flow Rate 0 0 34 0 0 20
Geometry Grp 777777
Degree of Util (X) 0 0 0.048 0 0 0.022
Departure Headway (Hd) 4.604 4.604 5.07 4.57 4.593 3.893 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 0 0 710 0 0 917
Service Time 2.342 2.342 2.778 2.277 2.329 1.628
HCM Lane V/C Ratio 0 0 0.048 0 0 0.022
HCM Control Delay 7.3 7.3 8 7.3 7.3 6.7
HCM Lane LOS N N A N N A
HCM 95th-tile Q 0 0 0.2 0 0 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
12: Driveway 1/Sarapiqui Way & International Dr 2023 No Build PM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 No Build PM Peak Hour
Intersection
Intersection Delay, s/veh 6.7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 27 0 0 16 0
Future Vol, veh/h 0 27 0 0 16 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 022022
Mvmt Flow 0 27 0 0 16 0
Number of Lanes 100110
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 6.4 0 7.3

HCM LOS A - A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 0% 100%
Vol Thru, % 100% 0% 0%
Vol Right, % 0% 100% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 27 16
LT Vol 0 0 16
Through Vol 0 0 0
RT Vol 0 27 0
Lane Flow Rate 0 27 16
Geometry Grp 1 1 1
Degree of Util (X) 0 0.025 0.019
Departure Headway (Hd) 3.959 3.327 4.181
Convergence, Y/N Yes Yes Yes
Cap 0 1079 861
Service Time 1.965 1.337 2.183
HCM Lane V/C Ratio 0 0.025 0.019
HCM Control Delay 7 6.4 7.3
HCM Lane LOS N A A
HCM 95th-tile Q 0 0.1 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
18: Mechanical Dr & Luyung Dr 2023 No Build PM Peak Hour 2023 No Build PM Peak Hour Synchro 11 Report
NV5
Intersection
Int Delay, s/veh 8.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 9 0 0 0 0 63
Future Vol, veh/h 9 0 0 0 0 63
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 9 0 0 0 0 63
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 19 1
Stage 1 - - - - 1 -
Stage 2 - - - - 18 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1622 - - - 998 1084
Stage 1 - - - - 1022 -
Stage 2 - - - - 1005 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1622 - - - 992 1084
Mov Cap-2 Maneuver - - - - 992 -
Stage 1 - - - - 1016 -
Stage 2 - - - - 1005 -
Approach EB WB SB
HCM Control Delay, s 7.2 0 8.5

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1622 - - - 1084
HCM Lane V/C Ratio 0.006 - - - 0.058
HCM Control Delay (s) 7.2 - - - 8.5
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
ITEM 11.1. ATTACHMENT 11

Build (2023)
(2023 With Project)
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 61 145 384 85 172 244 337 50 184 1230 146 40 Future Volume (veh/h) 61 145 384 85 172 244 337 50 184 1230 146 40 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1722 1826 1826 1722 1826 1826 1841 1826 Adj Flow Rate, veh/h 145 384 85 172 244 337 184 1230 146 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 5 12 5 5 12 5 5 4 5
Cap, veh/h 212 749 353 240 1116 366 257 1709 525
Arrive On Green 0.06 0.23 0.23 0.07 0.24 0.24 0.08 0.34 0.34 Sat Flow, veh/h 3374 3272 1543 3374 4701 1543 3374 5025 1545 Grp Volume(v), veh/h 145 384 85 172 244 337 184 1230 146 Grp Sat Flow(s),veh/h/ln 1687 1636 1543 1687 1567 1543 1687 1675 1545 Q Serve(g_s), s 4.2 10.2 4.5 5.0 4.2 21.3 5.3 21.4 6.9
Cycle Q Clear(g_c), s 4.2 10.2 4.5 5.0 4.2 21.3 5.3 21.4 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 749 353 240 1116 366 257 1709 525 V/C Ratio(X) 0.68 0.51 0.24 0.72 0.22 0.92 0.72 0.72 0.28 Avail Cap(c_a), veh/h 355 803 379 345 1140 374 436 1787 549 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 33.6 31.4 45.4 30.6 37.1 45.1 28.8 24.0 Incr Delay (d2), s/veh 3.9 0.5 0.3 4.0 0.1 27.2 3.7 1.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 3.3 7.1 2.9 3.9 2.7 15.6 4.1 12.9 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7 34.2 31.8 49.4 30.7 64.3 48.8 30.2 24.3 LnGrp LOS DCCDCE DCC
Approach Vol, veh/h 614 753 1560
Approach Delay, s/veh 37.5 50.0 31.8
Approach LOS D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.6 40.0 12.6 28.7 13.1 45.5 11.8 29.5 Change Period (Y+Rc), s 5.5 * 6 5.5 * 5.8 5.5 6.0 5.5 5.8 Max Green Setting (Gmax), s 17.5 * 36 10.2 * 25 12.9 39.6 10.5 24.2 Max Q Clear Time (g_c+I1), s 12.4 23.4 7.0 12.2 7.3 19.6 6.2 23.3 Green Ext Time (p_c), s 0.7 10.6 0.2 4.6 0.3 15.8 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 361 1136 145
Future Volume (veh/h) 361 1136 145
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1826 1841 1826
Adj Flow Rate, veh/h 361 1136 145
Peak Hour Factor 1.00 1.00 1.00
Percent Heavy Veh, % 5 4 5
Cap, veh/h 443 1987 611
Arrive On Green 0.13 0.40 0.40
Sat Flow, veh/h 3374 5025 1545
Grp Volume(v), veh/h 361 1136 145
Grp Sat Flow(s),veh/h/ln 1687 1675 1545
Q Serve(g_s), s 10.4 17.6 6.3
Cycle Q Clear(g_c), s 10.4 17.6 6.3
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 443 1987 611
V/C Ratio(X) 0.81 0.57 0.24
Avail Cap(c_a), veh/h 591 1993 613
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 42.2 23.6 20.1
Incr Delay (d2), s/veh 6.4 0.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 8.0 10.7 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 24.0 20.3
LnGrp LOS D C C
Approach Vol, veh/h 1642
Approach Delay, s/veh 29.1
Approach LOS C
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (veh/h) 179 52 269 7 16 38 6 217 1438 15 85 975 Future Volume (veh/h) 179 52 269 7 16 38 6 217 1438 15 85 975 Initial Q (Qb), veh 000000 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1841 1870 1870 1841 Adj Flow Rate, veh/h 179 52 269 7 16 38 217 1438 15 85 975 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 24224
Cap, veh/h 307 300 446 10 35 83 286 2351 25 109 2136
Arrive On Green 0.09 0.16 0.16 0.01 0.07 0.07 0.08 0.46 0.46 0.06 0.43 Sat Flow, veh/h 3456 1870 2779 1781 489 1161 3456 5128 53 1781 5025 Grp Volume(v), veh/h 179 52 269 7 0 54 217 940 513 85 975 Grp Sat Flow(s),veh/h/ln 1728 1870 1390 1781 0 1650 1728 1675 1831 1781 1675 Q Serve(g_s), s 3.3 1.6 6.0 0.3 0.0 2.1 4.1 14.0 14.0 3.1 9.2 Cycle Q Clear(g_c), s 3.3 1.6 6.0 0.3 0.0 2.1 4.1 14.0 14.0 3.1 9.2 Prop In Lane 1.00 1.00 1.00 0.70 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 307 300 446 10 0 117 286 1536 839 109 2136 V/C Ratio(X) 0.58 0.17 0.60 0.72 0.00 0.46 0.76 0.61 0.61 0.78 0.46 Avail Cap(c_a), veh/h 1066 1319 1960 118 0 730 286 1617 884 180 2472 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 24.1 25.9 33.0 0.0 29.7 29.8 13.6 13.6 30.8 13.6 Incr Delay (d2), s/veh 1.8 0.3 1.3 66.6 0.0 2.8 11.2 0.6 1.2 11.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.4 1.2 3.5 0.5 0.0 1.6 3.6 7.8 8.5 2.8 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 24.4 27.3 99.7 0.0 32.4 41.0 14.2 14.7 41.9 13.8 LnGrp LOS C C C F A C D B B D B
Approach Vol, veh/h 500 61 1670 1325
Approach Delay, s/veh 28.3 40.2 17.8 15.5
Approach LOS C D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.8 36.0 5.5 16.3 11.0 33.8 11.4 10.3 Change Period (Y+Rc), s * 4.7 5.5 * 5.1 * 5.6 5.5 * 5.5 5.5 5.6 Max Green Setting (Gmax), s * 6.7 32.1 * 4.4 * 47 5.5 * 33 20.5 29.4 Max Q Clear Time (g_c+I1), s 5.1 16.0 2.3 8.0 6.1 11.2 5.3 4.1 Green Ext Time (p_c), s 0.0 14.4 0.0 1.8 0.0 15.5 0.6 0.1 Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 265
Future Volume (veh/h) 265
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 265
Peak Hour Factor 1.00
Percent Heavy Veh, % 2
Cap, veh/h 673
Arrive On Green 0.43
Sat Flow, veh/h 1583
Grp Volume(v), veh/h 265
Grp Sat Flow(s),veh/h/ln 1583
Q Serve(g_s), s 7.7
Cycle Q Clear(g_c), s 7.7
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 673
V/C Ratio(X) 0.39
Avail Cap(c_a), veh/h 778
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 13.2
Incr Delay (d2), s/veh 0.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(95%),veh/ln 4.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.6
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (veh/h) 34 3 1 50 4 68 3 7 1589 84 93 887 Future Volume (veh/h) 34 3 1 50 4 68 3 7 1589 84 93 887 Initial Q (Qb), veh 000000 00000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1841 1870 1870 1841 Adj Flow Rate, veh/h 36 0 1 53 0 68 7 1589 84 93 887
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 24224
Cap, veh/h 93 0 41 250 0 110 10 2715 143 120 2999
Arrive On Green 0.03 0.00 0.03 0.07 0.00 0.07 0.01 0.56 0.56 0.07 0.62 Sat Flow, veh/h 3563 0 1562 3563 0 1572 1781 4886 258 1781 4867 Grp Volume(v), veh/h 36 0 1 53 0 68 7 1089 584 93 610
Grp Sat Flow(s),veh/h/ln 1781 0 1562 1781 0 1572 1781 1675 1794 1781 1675 Q Serve(g_s), s 0.7 0.0 0.0 1.0 0.0 3.1 0.3 15.9 15.9 3.8 6.3 Cycle Q Clear(g_c), s 0.7 0.0 0.0 1.0 0.0 3.1 0.3 15.9 15.9 3.8 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00
Lane Grp Cap(c), veh/h 93 0 41 250 0 110 10 1862 997 120 2064 V/C Ratio(X) 0.39 0.00 0.02 0.21 0.00 0.62 0.72 0.59 0.59 0.78 0.30 Avail Cap(c_a), veh/h 985 0 432 870 0 384 115 1957 1048 175 2065 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 0.0 35.2 32.5 0.0 33.5 36.8 10.8 10.8 34.0 6.7 Incr Delay (d2), s/veh 2.6 0.0 0.2 0.4 0.0 5.5 68.0 0.4 0.8 12.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.6 0.0 0.0 0.8 0.0 2.3 0.5 8.1 8.7 3.5 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 35.4 32.9 0.0 39.0 104.8 11.3 11.6 46.3 6.8 LnGrp LOS D A D C A D F B B D A
Approach Vol, veh/h 37 121 1680 1030
Approach Delay, s/veh 38.0 36.3 11.8 10.4
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.7 46.3 7.4 5.2 50.8 10.7
Change Period (Y+Rc), s * 4.7 5.1 5.5 * 4.8 5.1 5.5
Max Green Setting (Gmax), s * 7.3 43.3 20.5 * 4.8 45.7 18.1 Max Q Clear Time (g_c+I1), s 5.8 17.9 2.7 2.3 8.4 5.1
Green Ext Time (p_c), s 0.0 23.3 0.1 0.0 20.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement SBR
Lane Configurations
Traffic Volume (veh/h) 50
Future Volume (veh/h) 50
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 50
Peak Hour Factor 1.00
Percent Heavy Veh, % 2
Cap, veh/h 169
Arrive On Green 0.62
Sat Flow, veh/h 274
Grp Volume(v), veh/h 327
Grp Sat Flow(s),veh/h/ln 1791
Q Serve(g_s), s 6.4
Cycle Q Clear(g_c), s 6.4
Prop In Lane 0.15
Lane Grp Cap(c), veh/h 1104
V/C Ratio(X) 0.30
Avail Cap(c_a), veh/h 1104
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 6.7
Incr Delay (d2), s/veh 0.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(95%),veh/ln 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.8
LnGrp LOS A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 46 1 0 23 0 7 1 13 1689 72 22 7
Future Volume (veh/h) 46 1 0 23 0 7 1 13 1689 72 22 7
Initial Q (Qb), veh 000000 000 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 1 0 23 0 7 13 1689 72 7
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222 2
Cap, veh/h 80 2 73 59 0 52 29 2775 118 16
Arrive On Green 0.05 0.05 0.00 0.03 0.00 0.03 0.02 0.55 0.55 0.01 Sat Flow, veh/h 1745 38 1585 1781 0 1585 1781 5022 214 1781 Grp Volume(v), veh/h 47 0 0 23 0 7 13 1145 616 7
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 0 1585 1781 1702 1832 1781 Q Serve(g_s), s 1.5 0.0 0.0 0.7 0.0 0.2 0.4 13.1 13.1 0.2 Cycle Q Clear(g_c), s 1.5 0.0 0.0 0.7 0.0 0.2 0.4 13.1 13.1 0.2 Prop In Lane 0.98 1.00 1.00 1.00 1.00 0.12 1.00
Lane Grp Cap(c), veh/h 82 0 73 59 0 52 29 1881 1012 16
V/C Ratio(X) 0.58 0.00 0.00 0.39 0.00 0.13 0.45 0.61 0.61 0.43 Avail Cap(c_a), veh/h 558 0 496 557 0 496 160 2759 1485 188 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 0.0 0.0 27.4 0.0 27.2 28.2 8.7 8.7 28.5 Incr Delay (d2), s/veh 6.2 0.0 0.0 4.2 0.0 1.1 10.4 0.3 0.6 16.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.3 0.0 0.0 0.7 0.0 0.2 0.5 6.8 7.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.3 0.0 0.0 31.6 0.0 28.3 38.6 9.1 9.3 45.2 LnGrp LOS C A A C A C D A A D
Approach Vol, veh/h 47 30 1774
Approach Delay, s/veh 33.3 30.8 9.4
Approach LOS C C A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 37.1 8.2 5.7 36.6 7.4
Change Period (Y+Rc), s * 4.7 5.1 5.5 * 4.8 5.1 5.5
Max Green Setting (Gmax), s * 6.1 46.9 18.1 * 5.2 47.7 18.1 Max Q Clear Time (g_c+I1), s 2.2 15.1 3.5 2.4 7.9 2.7
Green Ext Time (p_c), s 0.0 16.8 0.1 0.0 7.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 883 71
Future Volume (veh/h) 883 71
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 883 71
Peak Hour Factor 1.00 1.00
Percent Heavy Veh, % 2 2
Cap, veh/h 2620 210
Arrive On Green 0.54 0.54
Sat Flow, veh/h 4819 386
Grp Volume(v), veh/h 623 331
Grp Sat Flow(s),veh/h/ln 1702 1801
Q Serve(g_s), s 5.9 5.9
Cycle Q Clear(g_c), s 5.9 5.9
Prop In Lane 0.21
Lane Grp Cap(c), veh/h 1851 979
V/C Ratio(X) 0.34 0.34
Avail Cap(c_a), veh/h 2806 1484
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 7.4 7.4
Incr Delay (d2), s/veh 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln 3.1 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.5 7.6
LnGrp LOS A A
Approach Vol, veh/h 961
Approach Delay, s/veh 7.8
Approach LOS A
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 5: Gold Valley Dr & White Rock Rd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 661 29 4 564 1 13 0 18 0 0 1
Future Volume (veh/h) 0 661 29 4 564 1 13 0 18 0 0 1
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.98 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1722 1870 1870 1722 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 661 29 4 564 1 13 0 18 0 0 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 12 2 2 12 2222222
Cap, veh/h 4 1824 80 6 2365 4 215 0 50 0 0 50
Arrive On Green 0.00 0.57 0.57 0.00 0.71 0.71 0.03 0.00 0.03 0.00 0.00 0.03 Sat Flow, veh/h 1781 3193 140 1781 3351 6 1390 0 1572 0 0 1572 Grp Volume(v), veh/h 0 339 351 4 275 290 13 0 18 0 0 1
Grp Sat Flow(s),veh/h/ln 1781 1636 1697 1781 1636 1721 1390 0 1572 0 0 1572 Q Serve(g_s), s 0.0 4.7 4.7 0.1 2.5 2.5 0.4 0.0 0.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 4.7 4.7 0.1 2.5 2.5 0.4 0.0 0.5 0.0 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.00 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 4 935 969 6 1155 1215 215 0 50 0 0 50 V/C Ratio(X) 0.00 0.36 0.36 0.69 0.24 0.24 0.06 0.00 0.36 0.00 0.00 0.02 Avail Cap(c_a), veh/h 174 2362 2449 276 2455 2583 1050 0 994 0 0 994 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.9 4.9 20.9 2.2 2.2 19.9 0.0 19.9 0.0 0.0 19.7 Incr Delay (d2), s/veh 0.0 0.2 0.2 90.4 0.1 0.1 0.1 0.0 4.3 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.0 1.2 1.2 0.3 0.1 0.1 0.2 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 5.1 5.1 111.2 2.3 2.3 20.0 0.0 24.2 0.0 0.0 19.8 LnGrp LOS A A A F AABACAAB
Approach Vol, veh/h 690 569 31 1
Approach Delay, s/veh 5.1 3.1 22.4 19.8
Approach LOS A A C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 6.8 5.6 29.4 6.8 0.0 35.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 26.5 6.5 60.5 26.5 4.1 62.9 Max Q Clear Time (g_c+I1), s 2.5 2.1 6.7 2.0 0.0 4.5
Green Ext Time (p_c), s 0.1 0.0 17.2 0.0 0.0 13.5
Intersection Summary
HCM 6th Ctrl Delay 4.6
HCM 6th LOS A
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 6: Fitzgerald Rd & White Rock Rd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 352 161 19 353 31 136 70 21 15 15 24 Future Volume (veh/h) 81 352 161 19 353 31 136 70 21 15 15 24 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1722 1870 1870 1722 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 352 161 19 353 31 136 70 21 15 15 24 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 12 2 2 12 2222222
Cap, veh/h 104 1013 489 25 807 70 231 179 54 69 25 40
Arrive On Green 0.06 0.31 0.31 0.01 0.27 0.27 0.13 0.13 0.13 0.04 0.04 0.04 Sat Flow, veh/h 1781 3272 1580 1781 3043 266 1781 1380 414 1781 644 1030 Grp Volume(v), veh/h 81 352 161 19 189 195 136 0 91 15 0 39 Grp Sat Flow(s),veh/h/ln 1781 1636 1580 1781 1636 1673 1781 0 1794 1781 0 1674 Q Serve(g_s), s 1.9 3.6 3.4 0.5 4.2 4.2 3.1 0.0 2.0 0.4 0.0 1.0 Cycle Q Clear(g_c), s 1.9 3.6 3.4 0.5 4.2 4.2 3.1 0.0 2.0 0.4 0.0 1.0 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.23 1.00 0.62
Lane Grp Cap(c), veh/h 104 1013 489 25 434 443 231 0 232 69 0 65 V/C Ratio(X) 0.78 0.35 0.33 0.75 0.44 0.44 0.59 0.00 0.39 0.22 0.00 0.60 Avail Cap(c_a), veh/h 597 2229 1076 309 850 869 1296 0 1305 802 0 754 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.1 11.6 11.5 21.3 13.2 13.2 17.8 0.0 17.3 20.2 0.0 20.5 Incr Delay (d2), s/veh 11.5 0.2 0.4 35.7 0.7 0.7 2.4 0.0 1.1 1.6 0.0 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.8 1.7 1.6 0.7 2.2 2.3 2.2 0.0 1.4 0.3 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.6 11.8 11.9 57.0 13.9 13.9 20.2 0.0 18.4 21.7 0.0 29.1 LnGrp LOS C BBEBBCABCAC
Approach Vol, veh/h 594 403 227 54
Approach Delay, s/veh 14.5 15.9 19.4 27.1
Approach LOS B B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 11.1 6.1 18.9 7.2 8.0 17.0
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 31.5 7.5 29.5 19.5 14.5 22.5 Max Q Clear Time (g_c+I1), s 5.1 2.5 5.6 3.0 3.9 6.2
Green Ext Time (p_c), s 0.7 0.0 6.4 0.1 0.1 5.1
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
7: Gold Drdege Way & Fitzgerald Rd 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 3.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 77 24 109 80 13 22
Future Vol, veh/h 77 24 109 80 13 22
Conflicting Peds, #/hr 2 20220
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 77 24 109 80 13 22
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 201 153 0 0 191 0
Stage 1 151 -----
Stage 2 50 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 788 893 - - 1383 -
Stage 1 877 -----
Stage 2 972 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 777 890 - - 1380 -
Mov Cap-2 Maneuver 777 -----
Stage 1 875 -----
Stage 2 960 -----
Approach WB NB SB
HCM Control Delay, s 10.1 0 2.8

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 801 1380 -
HCM Lane V/C Ratio - - 0.126 0.009 -
HCM Control Delay (s) - - 10.1 7.6 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.4 0 -
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
8: Luyung Dr & Gold Drdege Way 2023 Build AM Peak Hour
Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 49 38 2 75 0 15 32 6 10 46 28
Future Vol, veh/h 13 49 38 2 75 0 15 32 6 10 46 28
Conflicting Peds, #/hr 2 02202202202
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 22222222222
Mvmt Flow 13 49 38 2 75 0 15 32 6 10 46 28
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 187 152 64 193 163 39 76 0 0 40 0 0 Stage 1 82 82 - 67 67 -------
Stage 2 105 70 - 126 96 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 774 740 1000 767 729 1033 1523 - - 1570 - - Stage 1 926 827 - 943 839 -------
Stage 2 901 837 - 878 815 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 700 724 996 688 714 1029 1520 - - 1567 - - Mov Cap-2 Maneuver 700 724 - 688 714 -------
Stage 1 915 820 - 932 829 -------
Stage 2 810 827 - 787 808 -------
Approach EB WB NB SB
HCM Control Delay, s 10.1 10.7 2.1 0.9

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1520 - - 804 713 1567 - -
HCM Lane V/C Ratio 0.01 - - 0.124 0.108 0.006 - -
HCM Control Delay (s) 7.4 0 - 10.1 10.7 7.3 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0.4 0.4 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 9: Rancho Cordova Pkwy & White Rock Rd 2023 Build AM Peak Hour 2023 Build AM Peak Hour Synchro 11 Report
NV5
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 133 67 7 161 20 3
Future Volume (veh/h) 0 133 67 7 161 20 3
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1722 1870 1870 1722 1870 1870
Adj Flow Rate, veh/h 133 67 7 161 20 3
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 12 2 2 12 2 2
Cap, veh/h 749 361 20 1583 62 37
Arrive On Green 0.23 0.23 0.01 0.48 0.02 0.02
Sat Flow, veh/h 3358 1578 3456 3358 3456 1585
Grp Volume(v), veh/h 133 67 7 161 20 3
Grp Sat Flow(s),veh/h/ln 1636 1578 1728 1636 1728 1585
Q Serve(g_s), s 0.7 0.8 0.0 0.6 0.1 0.0
Cycle Q Clear(g_c), s 0.7 0.8 0.0 0.6 0.1 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 749 361 20 1583 62 37
V/C Ratio(X) 0.18 0.19 0.35 0.10 0.32 0.08
Avail Cap(c_a), veh/h 9415 4541 783 9415 3915 1805
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.8 6.9 10.9 3.1 10.7 10.5
Incr Delay (d2), s/veh 0.1 0.2 10.5 0.0 3.0 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 0.2 0.2 0.1 0.0 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.0 7.1 21.4 3.1 13.7 11.4
LnGrp LOS A A C A B B
Approach Vol, veh/h 200 168 23
Approach Delay, s/veh 7.0 3.9 13.4
Approach LOS A A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 5.9 5.6 10.5 16.2
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 25.0 5.0 63.5 63.5
Max Q Clear Time (g_c+I1), s 2.1 2.0 2.8 2.6
Green Ext Time (p_c), s 0.0 0.0 2.7 3.4
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 0 24 0 0 0 8 0 0 0 44 30
Future Vol, veh/h 24 0 24 0 0 0 8 0 0 0 44 30
Conflicting Peds, #/hr 2 02202202 202
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 200 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 22222222 222
Mvmt Flow 24 0 24 0 0 0 8 0 0 0 44 30
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 79 79 41 42 94 4 76 0 0 2 0 0
Stage 1 61 61 - 18 18 ---- ---
Stage 2 18 18 - 24 76 ---- ---
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ---- ---
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ---- ---
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 901 811 1021 956 795 1078 1521 - - 1619 - - Stage 1 943 843 - 999 880 ---- ---
Stage 2 999 880 - 991 831 ---- ---
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 894 804 1017 926 788 1074 1518 - - 1616 - - Mov Cap-2 Maneuver 894 804 - 926 788 ---- ---
Stage 1 936 841 - 992 874 ---- ---
Stage 2 992 874 - 966 829 ---- ---
Approach EB WB NB SB
HCM Control Delay, s 8.9 0 7.4 0

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1518 - - 894 1017 - - 1616 - -
HCM Lane V/C Ratio 0.005 - - 0.027 0.024 -----
HCM Control Delay (s) 7.4 - - 9.1 8.6 0 0 0 - -
HCM Lane LOS A - - AAAAA - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 - - 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Vol, veh/h 24 0 24 0 0 0 8 0 0 0 0 44
Future Vol, veh/h 24 0 24 0 0 0 8 0 0 0 0 44
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 222222222222
Mvmt Flow 24 0 24 0 0 0 8 0 0 0 0 44
Number of Lanes 110110110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 7.5 0 8 7.5

HCM LOS A - A A

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 100% 100% 59%
Vol Right, % 0% 0% 0% 100% 0% 0% 0% 41%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 8 0 24 24 0 0 0 74
LT Vol 8 0 24 0 0 0 0 0
Through Vol 0 0 0 0 0 0 0 44
RT Vol 0 0 0 24 0 0 0 30
Lane Flow Rate 8 0 24 24 0 0 0 74
Geometry Grp 77777777
Degree of Util (X) 0.011 0 0.035 0.027 0 0 0 0.089
Departure Headway (Hd) 5.154 4.653 5.178 3.976 4.703 4.703 4.62 4.336 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 692 0 689 894 0 0 0 824
Service Time 2.907 2.406 2.93 1.729 2.47 2.47 2.361 2.076 HCM Lane V/C Ratio 0.012 0 0.035 0.027 0 0 0 0.09
HCM Control Delay 8 7.4 8.1 6.8 7.5 7.5 7.4 7.5
HCM Lane LOS A N A A N N N A
HCM 95th-tile Q 0 0 0.1 0.1 0 0 0 0.3
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
10: Rancho Cordova Pkwy & International Dr 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 30
Future Vol, veh/h 30
Peak Hour Factor 1.00
Heavy Vehicles, % 2
Mvmt Flow 30
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
11: Gold Dredege Way & Rancho Cordova Pkwy 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 0 0 0 0 34
Future Vol, veh/h 8 0 0 0 0 34
Conflicting Peds, #/hr 2 22002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 8 0 0 0 0 34
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 21 21 36 0 - 0
Stage 1 19 -----
Stage 2 2 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 993 1051 1573 - - -
Stage 1 1001 -----
Stage 2 1020 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 989 1047 1570 - - -
Mov Cap-2 Maneuver 989 -----
Stage 1 999 -----
Stage 2 1018 -----
Approach EB NB SB
HCM Control Delay, s 8.7 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1570 - 989 - - -
HCM Lane V/C Ratio - - 0.008 - - -
HCM Control Delay (s) 0 - 8.7 0 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0 - 0 - - -
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
11: Gold Dredege Way & Rancho Cordova Pkwy 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Intersection Delay, s/veh 6.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 0 0 0 0 34
Future Vol, veh/h 8 0 0 0 0 34
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 222222
Mvmt Flow 8 0 0 0 0 34
Number of Lanes 111111
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 7.9 0 6.7

HCM LOS A - A

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 0%
Vol Thru, % 100% 100% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 0 0 8 0 0 34
LT Vol 008000
Through Vol 000000
RT Vol 0 0 0 0 0 34
Lane Flow Rate 0 0 8 0 0 34
Geometry Grp 777777
Degree of Util (X) 0 0 0.011 0 0 0.036
Departure Headway (Hd) 4.564 4.564 5.094 4.593 4.548 3.848 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 0 0 705 0 0 934
Service Time 2.275 2.275 2.805 2.305 2.256 1.556
HCM Lane V/C Ratio 0 0 0.011 0 0 0.036
HCM Control Delay 7.3 7.3 7.9 7.3 7.3 6.7
HCM Lane LOS N N A N N A
HCM 95th-tile Q 0 0 0 0 0 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th AWSC Project Sunrise (Revised)
12: Driveway 1/Sarapiqui Way & International Dr 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 8 0 12 24 0
Future Vol, veh/h 30 8 0 12 24 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 022022
Mvmt Flow 30 8 0 12 24 0
Number of Lanes 100110
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.2 6.4 7.3

HCM LOS A A A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 79% 100%
Vol Thru, % 0% 0% 0%
Vol Right, % 100% 21% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 12 38 24
LT Vol 0 30 24
Through Vol 0 0 0
RT Vol 12 8 0
Lane Flow Rate 12 38 24
Geometry Grp 1 1 1
Degree of Util (X) 0.011 0.042 0.028
Departure Headway (Hd) 3.384 3.994 4.211
Convergence, Y/N Yes Yes Yes
Cap 1057 899 852
Service Time 1.406 2.008 2.226
HCM Lane V/C Ratio 0.011 0.042 0.028
HCM Control Delay 6.4 7.2 7.3
HCM Lane LOS A A A
HCM 95th-tile Q 0 0.1 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
13: Driveway 2 & International Dr 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 36 0 0 38 0 12
Future Vol, veh/h 36 0 0 38 0 12
Conflicting Peds, #/hr 0 22022
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22220
Mvmt Flow 36 0 0 38 0 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 40
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.2
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver - - 0 - 0 1037
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 1033
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 8.5

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 1033 - - -
HCM Lane V/C Ratio 0.012 - - -
HCM Control Delay (s) 8.5 - - -
HCM Lane LOS A - - -
HCM 95th %tile Q(veh) 0 - - -
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
14: Rancho Cordova Pkwy & Driveway 3 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 5 0 8 46 22
Future Vol, veh/h 0 5 0 8 46 22
Conflicting Peds, #/hr 2 22002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 02220
Mvmt Flow 0 5 0 8 46 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 38 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 1032 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1028 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 8.5 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 1028 - -
HCM Lane V/C Ratio - 0.005 - -
HCM Control Delay (s) - 8.5 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
15: Rancho Cordova Pkwy & Driveway 4 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 5 0 8 29 22
Future Vol, veh/h 0 5 0 8 29 22
Conflicting Peds, #/hr 2 22002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 02220
Mvmt Flow 0 5 0 8 29 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 30 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 1044 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1040 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 8.5 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 1040 - -
HCM Lane V/C Ratio - 0.005 - -
HCM Control Delay (s) - 8.5 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
16: Industrial Driveway/Driveway 5 & Gold Dredege Way 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 8 0 0 34 0 0 0 0 0 0 36
Future Vol, veh/h 0 8 0 0 34 0 0 0 0 0 0 36
Conflicting Peds, #/hr 2 02202202202
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - -0 - -0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 20222222220
Mvmt Flow 0 8 0 0 34 0 0 0 0 0 0 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 12 - - 36
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy - ------- 6.22 - - 6.2
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy - ------- 3.318 - - 3.3
Pot Cap-1 Maneuver 0 - - 0 - 0 0 0 1069 0 0 1042
Stage 1 0 - - 0 - 0 0 0 - 0 0 -
Stage 2 0 - - 0 - 0 0 0 - 0 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ------- 1065 - - 1040
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 8.6

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT SBLn1
Capacity (veh/h) ---- 1040
HCM Lane V/C Ratio ---- 0.035
HCM Control Delay (s) 0 - - - 8.6
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) - - - - 0.1
ITEM 11.1. ATTACHMENT 11

HCM Unsignalized Intersection Capacity Analysis Project Sunrise (Revised) 17: Gold Dredge Way & Driveway 6 2023 Build AM Peak Hour Project Sunrise (Revised) Synchro 11 Report
NV5 2023 Build AM Peak Hour
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 36 8 70 0 0 0
Future Volume (Veh/h) 36 8 70 0 0 0
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow rate (vph) 36 8 70 0 0 0
Pedestrians 2 2 2
Lane Width (ft) 12.0 12.0 0.0
Walking Speed (ft/s) 3.5 3.5 3.5
Percent Blockage 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 72 154 74
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 72 154 74
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 98 100 100
cM capacity (veh/h) 1541 816 986
Direction, Lane # EB 1 WB 1
Volume Total 44 70
Volume Left 36 0
Volume Right 0 0
cSH 1541 1700
Volume to Capacity 0.02 0.04
Queue Length 95th (ft) 2 0
Control Delay (s) 6.1 0.0
Lane LOS A
Approach Delay (s) 6.1 0.0
Approach LOS
Intersection Summary
Average Delay 2.3
Intersection Capacity Utilization 19.7% ICU Level of Service A Analysis Period (min) 15
ITEM 11.1. ATTACHMENT 11

HCM 6th TWSC Project Sunrise (Revised)
18: Mechanical Dr & Luyung Dr 2023 Build AM Peak Hour
2023 Build AM Peak Hour Synchro 11 Report
NV5
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 81 0 0 0 0 31
Future Vol, veh/h 81 0 0 0 0 31
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 22222
Mvmt Flow 81 0 0 0 0 31
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 163 1
Stage 1 - - - - 1 -
Stage 2 - - - - 162 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1622 - - - 828 1084
Stage 1 - - - - 1022 -
Stage 2 - - - - 867 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1622 - - - 787 1084
Mov Cap-2 Maneuver - - - - 787 -
Stage 1 - - - - 971 -
Stage 2 - - - - 867 -
Approach EB WB SB
HCM Control Delay, s 7.3 0 8.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1622 - - - 1084
HCM Lane V/C Ratio 0.05 - - - 0.029
HCM Control Delay (s) 7.3 - - - 8.4
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.1
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (veh/h) 26 152 356 148 3 281 533 563 75 217 1136 213 Future Volume (veh/h) 26 152 356 148 3 281 533 563 75 217 1136 213 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1811 1856 1856 1811 1856 1856 1856 1856 Adj Flow Rate, veh/h 152 356 148 281 533 563 217 1136 213 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 6 3 3 6 3 3 3 3
Cap, veh/h 209 880 401 349 1465 465 280 1465 454
Arrive On Green 0.06 0.26 0.26 0.10 0.30 0.30 0.08 0.29 0.29 Sat Flow, veh/h 3428 3441 1569 3428 4944 1569 3428 5066 1569 Grp Volume(v), veh/h 152 356 148 281 533 563 217 1136 213 Grp Sat Flow(s),veh/h/ln 1714 1721 1569 1714 1648 1569 1714 1689 1569 Q Serve(g_s), s 5.0 9.9 8.9 9.3 9.8 34.2 7.2 23.7 12.9
Cycle Q Clear(g_c), s 5.0 9.9 8.9 9.3 9.8 34.2 7.2 23.7 12.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 209 880 401 349 1465 465 280 1465 454 V/C Ratio(X) 0.73 0.40 0.37 0.81 0.36 1.21 0.78 0.78 0.47 Avail Cap(c_a), veh/h 253 880 401 472 1465 465 371 1514 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 35.7 35.3 50.7 32.0 40.6 52.0 37.6 33.7 Incr Delay (d2), s/veh 8.0 0.3 0.6 7.2 0.2 113.3 7.2 2.5 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 4.2 7.3 6.1 7.6 6.8 40.0 5.9 14.9 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.3 36.0 35.9 57.9 32.2 153.9 59.2 40.1 34.5 LnGrp LOS E D D E C F E D C
Approach Vol, veh/h 656 1377 1566
Approach Delay, s/veh 41.8 87.2 42.0
Approach LOS D F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.5 39.4 17.2 35.3 14.9 47.9 12.5 40.0 Change Period (Y+Rc), s 5.5 * 6 5.5 * 5.8 5.5 6.0 5.5 5.8 Max Green Setting (Gmax), s 20.5 * 35 15.9 * 27 12.5 42.0 8.5 34.2 Max Q Clear Time (g_c+I1), s 17.3 25.7 11.3 11.9 9.2 33.2 7.0 36.2 Green Ext Time (p_c), s 0.7 7.7 0.5 5.0 0.3 8.3 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 52.2
HCM 6th LOS D
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 1: White Rock Rd & Sunrise Blvd 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 26 465 1510 187
Future Volume (veh/h) 26 465 1510 187
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h 465 1510 187
Peak Hour Factor 1.00 1.00 1.00
Percent Heavy Veh, % 3 3 3
Cap, veh/h 534 1841 570
Arrive On Green 0.16 0.36 0.36
Sat Flow, veh/h 3428 5066 1570
Grp Volume(v), veh/h 465 1510 187
Grp Sat Flow(s),veh/h/ln 1714 1689 1570
Q Serve(g_s), s 15.3 31.2 9.9
Cycle Q Clear(g_c), s 15.3 31.2 9.9
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 534 1841 570
V/C Ratio(X) 0.87 0.82 0.33
Avail Cap(c_a), veh/h 609 1844 571
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 47.6 33.3 26.5
Incr Delay (d2), s/veh 11.9 3.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 11.6 18.4 6.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 36.4 26.9
LnGrp LOS E D C
Approach Vol, veh/h 2162
Approach Delay, s/veh 40.5
Approach LOS D
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 4 319 24 198 27 36 80 10 356 1220 5 5 Future Volume (veh/h) 4 319 24 198 27 36 80 10 356 1220 5 5 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1856 1870 Adj Flow Rate, veh/h 319 24 198 27 36 80 356 1220 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 232
Cap, veh/h 424 389 578 33 51 113 405 2676 11
Arrive On Green 0.12 0.21 0.21 0.02 0.10 0.10 0.12 0.51 0.51 Sat Flow, veh/h 3456 1870 2782 1781 514 1142 3456 5207 21 Grp Volume(v), veh/h 319 24 198 27 0 116 356 791 434
Grp Sat Flow(s),veh/h/ln 1728 1870 1391 1781 0 1657 1728 1689 1852 Q Serve(g_s), s 8.0 0.9 5.4 1.4 0.0 6.1 9.1 13.3 13.3
Cycle Q Clear(g_c), s 8.0 0.9 5.4 1.4 0.0 6.1 9.1 13.3 13.3 Prop In Lane 1.00 1.00 1.00 0.69 1.00 0.01
Lane Grp Cap(c), veh/h 424 389 578 33 0 164 405 1735 951 V/C Ratio(X) 0.75 0.06 0.34 0.83 0.00 0.71 0.88 0.46 0.46 Avail Cap(c_a), veh/h 790 943 1402 121 0 543 405 1735 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 28.5 30.3 43.9 0.0 39.1 39.0 13.8 13.8 Incr Delay (d2), s/veh 2.7 0.1 0.3 38.0 0.0 5.5 19.5 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 6.1 0.7 3.2 1.7 0.0 4.8 8.3 7.9 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.8 28.6 30.6 81.9 0.0 44.6 58.5 14.0 14.2 LnGrp LOS D C C F A D E B B
Approach Vol, veh/h 541 143 1581
Approach Delay, s/veh 36.5 51.6 24.1
Approach LOS D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.1 51.6 6.7 24.2 16.0 42.7 16.5 14.5 Change Period (Y+Rc), s * 4.7 5.5 * 5.1 * 5.6 5.5 * 5.5 5.5 5.6 Max Green Setting (Gmax), s * 14 35.3 * 6.1 * 45 10.5 * 38 20.5 29.4 Max Q Clear Time (g_c+I1), s 3.9 15.3 3.4 7.4 11.1 26.5 10.0 8.1 Green Ext Time (p_c), s 0.0 16.2 0.0 1.1 0.0 10.7 1.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 26.7
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 2: Sunrise Blvd & International Dr 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 38 1612 311
Future Volume (veh/h) 38 1612 311
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1856 1870
Adj Flow Rate, veh/h 38 1612 311
Peak Hour Factor 1.00 1.00 1.00
Percent Heavy Veh, % 2 3 2
Cap, veh/h 48 2101 656
Arrive On Green 0.03 0.41 0.41
Sat Flow, veh/h 1781 5066 1583
Grp Volume(v), veh/h 38 1612 311
Grp Sat Flow(s),veh/h/ln 1781 1689 1583
Q Serve(g_s), s 1.9 24.5 12.8
Cycle Q Clear(g_c), s 1.9 24.5 12.8
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 48 2101 656
V/C Ratio(X) 0.79 0.77 0.47
Avail Cap(c_a), veh/h 268 2129 665
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.4 22.5 19.1
Incr Delay (d2), s/veh 24.6 1.7 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(95%),veh/ln 2.0 13.9 8.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.0 24.2 19.6
LnGrp LOS E C B
Approach Vol, veh/h 1961
Approach Delay, s/veh 24.4
Approach LOS C
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 111 19 15 165 5 151 9 5 1128 61 45 54 Future Volume (veh/h) 111 19 15 165 5 151 9 5 1128 61 45 54 Initial Q (Qb), veh 000000 000 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1856 1870 1870 Adj Flow Rate, veh/h 125 0 15 169 0 151 5 1128 61 54
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 232 2
Cap, veh/h 222 0 98 446 0 197 7 2661 144 70
Arrive On Green 0.06 0.00 0.06 0.13 0.00 0.13 0.00 0.54 0.54 0.04 Sat Flow, veh/h 3563 0 1570 3563 0 1577 1781 4918 266 1781 Grp Volume(v), veh/h 125 0 15 169 0 151 5 774 415 54
Grp Sat Flow(s),veh/h/ln 1781 0 1570 1781 0 1577 1781 1689 1807 1781 Q Serve(g_s), s 3.1 0.0 0.8 3.9 0.0 8.3 0.3 12.2 12.2 2.7 Cycle Q Clear(g_c), s 3.1 0.0 0.8 3.9 0.0 8.3 0.3 12.2 12.2 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 222 0 98 446 0 197 7 1827 978 70 V/C Ratio(X) 0.56 0.00 0.15 0.38 0.00 0.77 0.72 0.42 0.42 0.77 Avail Cap(c_a), veh/h 815 0 359 744 0 329 103 1827 978 245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 0.0 39.7 36.0 0.0 37.9 44.6 12.2 12.2 42.6 Incr Delay (d2), s/veh 2.2 0.0 0.7 0.5 0.0 6.1 84.6 0.2 0.3 16.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.5 0.0 0.6 3.0 0.0 6.2 0.5 7.2 7.7 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.0 0.0 40.5 36.5 0.0 44.0 129.2 12.4 12.5 59.1 LnGrp LOS D A D D A D F B B E
Approach Vol, veh/h 140 320 1194
Approach Delay, s/veh 42.7 40.0 12.9
Approach LOS D D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.2 53.6 11.1 5.2 56.6 16.7
Change Period (Y+Rc), s * 4.7 5.1 5.5 * 4.8 5.1 5.5
Max Green Setting (Gmax), s * 12 47.7 20.5 * 5.2 54.7 18.7 Max Q Clear Time (g_c+I1), s 4.7 14.2 5.1 2.3 20.7 10.3 Green Ext Time (p_c), s 0.1 24.2 0.4 0.0 30.8 0.7
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 3: Sunrise Blvd & Fitzgerald Rd 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1695 23
Future Volume (veh/h) 1695 23
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1870
Adj Flow Rate, veh/h 1695 23
Peak Hour Factor 1.00 1.00
Percent Heavy Veh, % 3 2
Cap, veh/h 2962 40
Arrive On Green 0.58 0.58
Sat Flow, veh/h 5150 70
Grp Volume(v), veh/h 1111 607
Grp Sat Flow(s),veh/h/ln 1689 1843
Q Serve(g_s), s 18.7 18.7
Cycle Q Clear(g_c), s 18.7 18.7
Prop In Lane 0.04
Lane Grp Cap(c), veh/h 1942 1060
V/C Ratio(X) 0.57 0.57
Avail Cap(c_a), veh/h 2062 1125
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 12.0 12.0
Incr Delay (d2), s/veh 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln 9.9 10.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.4 12.7
LnGrp LOS B B
Approach Vol, veh/h 1772
Approach Delay, s/veh 13.9
Approach LOS B
Timer - Assigned Phs
ITEM 11.1. ATTACHMENT 11

HCM 6th Signalized Intersection Summary Project Sunrise (Revised) 4: Sunrise Blvd & Mechanical Dr 2023 Build PM Peak Hour 2023 Build PM Peak Hour Synchro 11 Report
NV5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 183 3 43 55 0 9 10 909 4 34 3 1860 Future Volume (veh/h) 183 3 43 55 0 9 10 909 4 34 3 1860 Initial Q (Qb), veh 000000000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 183 3 43 55 0 9 10 909 4 3 1860
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222 22
Cap, veh/h 240 4 216 86 0 76 22 2788 12 7 2715
Arrive On Green 0.14 0.14 0.14 0.05 0.00 0.05 0.01 0.53 0.53 0.00 0.52 Sat Flow, veh/h 1754 29 1585 1781 0 1585 1781 5247 23 1781 5205 Grp Volume(v), veh/h 186 0 43 55 0 9 10 590 323 3 1216
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 0 1585 1781 1702 1866 1781 1702 Q Serve(g_s), s 7.8 0.0 1.9 2.4 0.0 0.4 0.4 7.6 7.6 0.1 20.7 Cycle Q Clear(g_c), s 7.8 0.0 1.9 2.4 0.0 0.4 0.4 7.6 7.6 0.1 20.7 Prop In Lane 0.98 1.00 1.00 1.00 1.00 0.01 1.00
Lane Grp Cap(c), veh/h 243 0 216 86 0 76 22 1808 991 7 1775 V/C Ratio(X) 0.76 0.00 0.20 0.64 0.00 0.12 0.45 0.33 0.33 0.42 0.69 Avail Cap(c_a), veh/h 497 0 442 414 0 369 114 2304 1263 153 2331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 29.8 36.4 0.0 35.5 38.2 10.3 10.3 38.7 13.9 Incr Delay (d2), s/veh 4.9 0.0 0.4 7.7 0.0 0.7 13.5 0.1 0.2 34.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 6.5 0.0 1.3 2.1 0.0 0.3 0.5 4.7 5.2 0.2 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.3 0.0 30.3 44.1 0.0 36.1 51.7 10.4 10.5 73.0 14.4 LnGrp LOS D A C D A D D B B E B
Approach Vol, veh/h 229 64 923 1884
Approach Delay, s/veh 36.0 43.0 10.9 14.7
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 47.5 16.1 5.8 46.7 9.2
Change Period (Y+Rc), s * 4.7 * 6.1 5.5 * 4.8 6.1 5.5
Max Green Setting (Gmax), s * 6.7 * 53 21.7 * 5 53.3 18.1 Max Q Clear Time (g_c+I1), s 2.1 9.6 9.8 2.4 22.7 4.4
Green Ext Time (p_c), s 0.0 7.3 0.9 0.0 17.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 11