Agenda packet — Rancho Cordova City Council, April 4, 2022 (part 15 of 24)

Up Stream
Node#
Down Stream
Node#
LDR
(ac)
ESD's
(By
Area)
ESD's
(By Lot)
Park
(ac) ESD's
Total
Area
(ac)
Total
ESD's
Cumulative
Area (ac)
Cumulative
ESD's
Qavg
(MGD)
Q I/I
(MGD)
Peaking
Factor
Q Peak
DWF
(MGD)
Q Peak
PWWF
(MGD)
Q
Peak
(cfs)
Dia
(in)
Slope
(ft/ft)
C=COLL.

T=TRUNK
Capacity
@ S.7
(cfs)
Capacity
@ S.8
(cfs)
Capacity
@ S.9
(cfs)
Capacity
@ SFull
(cfs)
@ S.7
(MGD)
Velocity @
Qpeak & S (fps)
Upsteam
MH Rim
Upstream
MH INV
Upstream
MH Depth

EXHIBIT C

THE PRESERVE
(Note: Node (MH) Data Applies to Pipes Downstream of Subject Node) ND-14 ND-15 0.0 0.0 0.0 0.0 0.0 320.6 1935.0 0.600 0.321 1.745 1.047 1.368 2.116 15 0.0015 T 2.10 2.45 2.67 2.50 1.36 2.25ND-15 ND-16 0.0 0.0 0.0 0.0 0.0 320.6 1935.0 0.600 0.321 1.745 1.047 1.368 2.116 15 0.0137 T 6.33 7.39 8.06 7.56 4.09 5.19 ND-16A ND-16 7.4 44.4 0.0 7.4 44.4 7.4 44.4 0.014 0.009 2.047 0.028 0.037 0.057 8 0.0035 C 0.60 0.71 0.77 0.72 0.39 1.23 ND-16 DR4 0.0 0.0 0.0 0.0 0.0 328.0 1979.4 0.614 0.328 1.743 1.070 1.398 2.163 15 0.0144 T 6.49 7.58 8.26 7.75 4.19 5.32 DR4 OUT 1134.7 6990.2 0.0 1134.7 6990.2 1462.7 8969.6 2.781 1.463 1.606 4.464 5.927 9.171 24 0.0021 T 8.68 10.13 11.05 10.37 5.61 3.71 321.0 9.0 330.0
ΣESD 1926.0 54.0 1980.0
ITEM 11.1. ATTACHMENT 4

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STREET 'A'
R/W

42.00'
R/W

42.00'

STREET 'A' STREET 'A'

STREET 'A'

STREET 'B'

STREET 'C'STREET 'D'

STREET 'E'

STREET 'D'

STREET 'F' STREET 'F'

EDINGTON DRIVE - EXTENSION STREET 'G'

STREET 'G'

STREET 'H'

STREET 'I' STREET 'I'

STREET 'J' STREET 'J'

STREET 'K'

STREET 'L'

STREET 'M'

STREET 'M'
STREET 'M' 42.00' R/W
R/W

42.00'

50.00'
R/W

67.00'
R/W

67.00'
R/W
R/W

42.00'
R/W

69.00'

69.00' R/W

42.00' R/W

59.00' R/W

42.00' R/W

42.00' R/W
PARK
±0.76 AC
PARK
±4.26 AC
PARK ±0.53 AC
PARK
±1.82 AC
PARK
±1.05 AC
PARK
±0.69 AC
PARK
±0.45 AC
100' CREEK SETBACK
100' CREEK SETBACK
100' CREEK SETBACK

STORM WATER BASIN
100.00'
100.00'

CREEK CENTERLINE

FUTURE TRAIL

EXTENSION
CLASS 1 TRAIL

FUTURE TRAIL

EXTENSION
CLASS 1 TRAIL
CLASS 1 TRAIL
CLASS 1 TRAIL
CLASS 1 TRAIL

CENTENNIAL DRIVE (FUTURE)

RAYMER WAY (EXISTING)

GRANT LINE ROAD (EXISTING)

EDINGTON DRIVE (EXISTING) EVANSTON WAY (EXISTING) BARKSDALE WAY (EXISTING)

EVANSTON WAY (EXISTING)

RAYMER WAY (EXISTING) THORNBERG WAY (EXISTING)
DEACON CT. (EX.)

1.5%

32.0' BC BC 5.0' 5.0'

42.0'

1.5% 2.0% 2.0%
TYPE 1A CURB &

GUTTER PER COUNTY
STANDARDS (TYP.)

12.5' PUE
(6' PUE @ SIDES)

12.5' PUE
PL/RW
(6' PUE @ SIDES)
PL/RW

SWK SWK
42' RIGHT OF WAY

RESIDENTIAL STREET

NOT TO SCALE

5.0'

59.0'

12.5' PUE

1.5%
BC BC 6.0'

1.5% 2.0% 2.0%

PL/RW PL/RW
SWK
59' RIGHT OF WAY

RESIDENTIAL STREET

NOT TO SCALE

6.0' 10.0'
PKWY SIDEWALK PKWY (6' PUE @ SIDES)

12.5' PUE 32.0'
(6' PUE @ SIDES)
TYPE 1A CURB &

GUTTER PER COUNTY
STANDARDS (TYP.)

2.0% 2.0%

6.0' 6.0' 6.0' 10.0'

PKWY PKWY

6.0'
PL/RW

SIDEWALK

35.0'
PL/RW

SWK PKWY

69.0'

1.5% 1.5%
69' RIGHT OF WAY

RESIDENTIAL COLLECTOR STREET

NOT TO SCALE

12.5' PUE
(6' PUE @ SIDES)

12.5' PUE
(6' PUE @ SIDES)
BC BC
TYPE 1A CURB &

GUTTER PER COUNTY
STANDARDS (TYP.)

2.0% 2.0%

4.0' 6.0' 10.0'
PKWY

6.0'
PKWY

6.0'
PL/RW

SIDEWALK

35.0'
PL/RW

SWK PKWY

67.0'

1.5% 1.5%
67' RIGHT OF WAY

EDINGTON DRIVE EXTENSION

NOT TO SCALE

12.5' PUE
(6' PUE @ SIDES)

12.5' PUE
(6' PUE @ SIDES)
BC BC
TYPE 1A CURB &

GUTTER PER COUNTY
STANDARDS (TYP.)
BC/PL/

50.0' RW

4.0' 6.0' 6.0' 4.0'

SWK PKWY PKWY SWK

10.0' 10.0'

PE & LE PE & LE
50' RIGHT OF WAY

EDINGTON DRIVE EXTENSION

NOT TO SCALE

1.5% 2.0% 2.0% 1.5%

12.5' PUE
(6' PUE @ SIDES)

12.5' PUE
(6' PUE @ SIDES)
TYPE 1A CURB &

GUTTER PER COUNTY
STANDARDS (TYP.)

BC/PL/RW
AUGUST 2018
165018

WINN NORTH DOUGLAS

RANCHO CORDOVA, CA

CONCEPTUAL SITE PLAN
LOT TYPE: 45'x90' (minimum)
Yield: 173 Units
LOT TYPE: 55'x105' (minimum)
Yield: 134 Units
LOT TYPE: 45'x105' (minimum)
Yield: 127 Units
ZONING CODE CHAPTER 22.40
Formula: (# of dwelling units) x (Factor for SFD) = Amount of land in acres Calculation: 434 x 0.01475 = 6.40 Acres

YIELD & LOT MIX
Total Yield: 434 Units

REQUIRED PARK LAND

STREET SECTIONS
Lot NumberParcel BoundaryLot LineRight of Way
Street Center LineCreek SetbackCreek Centerline
10' Sidewalk w/ 6' parkways on either side
22 LEGEND

1. The shown yield may vary once grading and utility concepts are prepared.

2. The shown trail and park configuration is conceptual in nature. Final design will vary based on grading, utilities, client consultation and City consultation.

3. The shown yield and layout may vary if other constraints are identified not known at the time of conceptual site plan preparation.

4. The conceptual site plan is subject to change based on City consultation.

5. Shown residential blocks do not exceed the maximum 800' block length, but the block bounded by Streets A, B, C, D & F (Lots 69 - 134 of the 45'x90' lot type) exceeds the recommended 600' block length.

NOTES
3DUN$UHD6KRZQ
$FUHV(Includes trails, walkways, flat usable
recreation areas & recreation area within
future Centennial Drive Right-of-Way.)
ITEM 11.1. ATTACHMENT 4

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CREEK CENTERLINE

MORRISON CREEK STREET 'A'

STREET 'B'

STREET 'C'

STREET 'D'

STREET 'E'

STREET 'A' STREET 'P' STREET 'P' EDINGTON DRIVE - EXTENSION

STREET 'D' STREET 'I'

STREET 'A' STREET 'J'

STREET 'G'

STREET 'H'

STREET 'H' STREET 'K'

STREET 'L'

STREET 'M'

STREET 'M'
ITEM 11.1. ATTACHMENT 4

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_____________________________________________________________________________________ 2541 Warren Drive, Suite 100 Rocklin, CA 95677 T:(916)630-8900 / F:(916)630-8909 / www.rja-gps.com ________________________________________________________ January 7, 2021 JN: 165018
Mr. Bob Shattuck
Shattuck Community Planning
6589 Laurel Crest Circle
Roseville, CA 95678
RE: The Preserve – Unit Count Increase on Sewer and Water Studies Mr. Shattuck:

As you are aware, the original Tentative Map for The Preserve had a unit count of 434 lots, as the project evolved, the unit count increased to 440 lots.

The Sewer Study reviewed and approved by the Sacramento Area Sewer District (SASD) was based on the current unit count of 440. During our last submittal to the District, we notified them of the increase and updated the sewer shed calculations.

The Water Study for the project was completed in September of 2018 and used the original unit count of 434. The additional 6 lots result in a 1.4% increase in unit count and will have a negligible impact on the water model. The existing water system has sufficient supply to support the development.

If you have any questions, please feel free to call me at (916) 630-8900.

Sincerely,

RUGGERI-JENSEN-AZAR
Rich Radoycis, P.E., LEED AP
Project Manager
ITEM 11.1. ATTACHMENT 4

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Appendix K
ITEM 11.1. ATTACHMENT 4

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Traffic Impact Analysis
The Preserve
City of Rancho Cordova, California
DRAFT
November 4, 2020
Prepared for:

Winn Communities

Prepared by:
555 Capitol Mall, Suite 300
Sacramento, California 95814
Phone: (916) 858-5800
ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Study   California
ii   November 4, 2020

EXECUTIVE SUMMARY
This report documents the results of a traffic impact analysis completed for The Preserve project (the “proposed project” or “project”). The vacant project site is located west of the Raymer Way intersection with Grant Line Road in Rancho Cordova, California. The proposed project will consist of approximately 434 single‐family detached housing units. Access to the project site will be provided by Raymer Way from the east and Americanos Way from the south. This study was performed in accordance with the County of Sacramento’s traffic study guidelines and standards established by the Circulation Element of the City of Rancho Cordova’s General Plan.

This analysis includes evaluation of the following transportation facilities:
 22 Intersections
o 19 within Rancho Cordova
o 3 within Sacramento County’s jurisdiction
 17 Roadway Segments
o 15 within Rancho Cordova
o 2 within Sacramento County’s jurisdiction
Based on the County’s requirements, this traffic impact analysis was conducted for the study facilities for the following scenarios:

A. Existing (2019) Conditions
B. Existing (2019) plus Proposed Project Conditions
C. Cumulative (2035) Conditions
D. Cumulative (2035) plus Proposed Project Conditions
Significant findings of this study include:
 The proposed project is estimated to generate 4,014 new daily trips, with 313 new trips occurring during the AM peak‐hour, and 416 new trips occurring during the PM peak‐hour.  The addition of the proposed project to the Existing (2019) Conditionsresultsin a significant impact at two (2) study intersections, Intersection #17 (Jackson Road/SR‐16 at Grant Line Road) and Intersection #20 (Grant Line Road at Raymer Way). With the application of mitigation measures recommended herein, the impacts to Intersection #17 can be mitigated. However, because the City of Rancho Cordova cannot guarantee that mitigation measure M1 can be implemented, the impact would remain significant and unavoidable. With the implementation of mitigation measure M2, the impact to Intersection #20 is less than significant with mitigation.  The addition of the proposed project to Cumulative (2035) Conditionsresultsin a significant impact at three (3) intersections. With the application of mitigation measures recommended herein, the impacts to intersections can be mitigated. However, because the City of Rancho Cordova cannot guarantee that these mitigation measures (M3, M4, and M5) can be implemented, the impact would remain significant and unavoidable.

ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Study   California
iii   November 4, 2020

TABLE OF CONTENTS
INTRODUCTION ................................................................................................................................ 1 PROJECT DESCRIPTION .................................................................................................................. 1 PROJECT AREA ROADWAYS ............................................................................................................ 6 TRANSPORTATION IMPACT STUDY METHODOLOGY ............................................................ 6 Level of Service Definitions .................................................................................................................................... 6 Roadway Segment Analysis ..................................................................................................................................... 7 EXISTING (2019) CONDTIONS ......................................................................................................... 8 ASSESSMENT OF PROPOSED PROJECT ....................................................................................... 12 Proposed Project Trip Generation and Assignment ........................................................................... 12 EXISTING (2019) PLUS PROPOSED PROJECT CONDTIONS ..................................................... 15 CUMULATIVE CONDITIONS .......................................................................................................... 19 CUMULATIVE PLUS PROPOSED PROJECT CONDITIONS ...................................................... 24 IMPACTS AND MITIGATION ......................................................................................................... 30 Regulatory Setting and Thresholds of Significance ........................................................................................... 30 Impacts and Mitigation .......................................................................................................................................... 31 CONCLUSIONS ................................................................................................................................. 33

APPENDICES
Traffic Count Data Sheets .......................................................................................................Appendix A Analysis Worksheets for Existing (2019) Conditions ............................................................... Appendix B Analysis Worksheets for Existing (2019) plus Proposed Project Conditions............................ Appendix C Analysis Worksheets for Cumulative Conditions .....................................................................Appendix D Analysis Worksheets for Cumulative plus Proposed Project Conditions ..................................Appendix E Analysis Worksheets for Mitigated Conditions.........................................................................Appendix F Analysis Worksheets for Signal Warrants................................................................................Appendix G ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Study   California
iv   November 4, 2020

LIST OF TABLES
Table 1 – Intersection Level of Service Criteria ............................................................................................... 7 Table 2 – Roadway Segment Level of Service Criteria..................................................................................... 7 Table 3 – Existing (2019) Intersection Levels of Service.................................................................................. 9 Table 4 – Existing (2019) Roadway Segment Level of Service....................................................................... 10 Table 5 – Proposed Project Trip Generation ................................................................................................. 12 Table 6 ‐ Existing (2019) plus Proposed Project Intersection Levels of Service............................................ 16 Table 7‐ Existing (2019) Plus Project Roadway Segment Levels of Service................................................... 17 Table 8 – Cumulative (2035) Intersection Levels of Service.......................................................................... 20 Table 9 – Cumulative (2035) Roadway Segment Level of Service................................................................. 21 Table 10 ‐ Cumulative (2035) plus Proposed Project Intersection Levels of Service.................................... 25 Table 11 – Cumulative (2035) plus Proposed Project Roadway Segment Levels of Service ........................ 26 Table 12 – Intersection Levels of Service – Existing (2019) plus Proposed Project Mitigated Conditions... 32 Table 13 – Intersection Levels of Service – Cumulative plus Proposed Project Mitigated Conditions ........ 33

LIST OF FIGURES
Figure 1 – Project Site Vicinity Map................................................................................................................. 3 Figure 2 – Proposed Project Site Plan.............................................................................................................. 4 Figure 3 – Existing (2019) Study Intersections, Traffic Control, Lane Geometries, ........................................ 5 Figure 4 – Existing (2019) Peak‐Hour Traffic Volumes.................................................................................. 11 Figure 5 – Existing (2019) Project Trip Distribution....................................................................................... 13 Figure 6 – Proposed Project Trip Assignment ............................................................................................... 14 Figure 7 ‐ Existing (2019) plus Proposed Project Peak‐Hour Traffic Volumes .............................................. 18 Figure 8 – Cumulative (2035) Study Intersections, Traffic Control, and Lane Geometries.......................... 22 Figure 9 – Cumulative (2035) Peak‐Hour Traffic Volumes........................................................................... 23 Figure 10 – Cumulative (2035) Project Trip Distribution............................................................................... 27 Figure 11 – Cumulative (2035) Project Trip Assignment............................................................................... 28 Figure 12 – Cumulative (2035) plus Proposed Project Peak‐Hour Traffic Volumes ..................................... 29 ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
1   November 4, 2020

INTRODUCTION
Thisreport documentsthe results of a traffic impact analysis completed for The Preserve residential project (the “proposed project” or “project”). The vacant project site is located west of the Raymer Way intersection with Grant Line Road in Rancho Cordova, California. The purpose of this impact analysis is to identify potential environmental impacts to transportation facilities as required by the California Environmental Quality Act (CEQA). This study was performed in accordance with the County of Sacramento’s traffic study guidelines1 and standards established by the Circulation Element of the City of Rancho Cordova’s General Plan 2
.

PROJECT DESCRIPTION
The proposed project will consist of approximately 434 single‐family detached housing units. Access to the projectsite will be provided by Raymer Way from the east and Americanos Way from the south. The project location, study intersections and study segments are depicted in Figure 1. The proposed project site plan is shown in Figure 2. Figure 3 illustrates the existing study intersections facilities, traffic control, and lane configurations.

Based on the County’s requirements, this traffic impact analysis was conducted for the study facilities for the following scenarios:

A. Existing (2019) Conditions
B. Existing (2019) plus Proposed Project Conditions
C. Cumulative (2035) Conditions
D. Cumulative (2035) plus Proposed Project Conditions
The following transportation facilities are included in this evaluation:

Intersections:

1. Mather Field Rd @ US‐50 Westbound Ramps

2. Mather Field Rd @ US‐50 Eastbound Ramps

3. Mather Field Rd @ International Dr

4. Zinfandel Dr @ US‐50 Westbound Ramps

5. Zinfandel Dr @ US‐50 Eastbound Ramps

6. Zinfandel Dr @ White Rock Rd

7. Zinfandel Dr @ International Dr

8. Sunrise Blvd @ Zinfandel Dr

9. Sunrise Blvd @ US‐50 Westbound Ramps

10. Sunrise Blvd @ US‐50 Eastbound Ramps

11. Sunrise Blvd @ Folsom Blvd

12. Sunrise Blvd @ White Rock Rd

13. Douglas Rd @ Zinfandel Dr

14. Douglas Rd @ Sunrise Blvd

15. Douglas Rd @ Americanos Blvd

16. Jackson Rd/SR‐16 @ Sunrise Blvd

17. Jackson Rd/SR‐16 @ Grant Line Rd

18. Grant Line Rd @ Kiefer Blvd

19. Grant Line Rd @ Douglas Rd

20. Grant Line Rd @ Raymer Way

21. Grant Line Rd @ White Rock Rd

22. White Rock Rd @ Prairie City Rd
1 Traffic Impact Analysis Guidelines, July 2004, County of Sacramento. 2 City of Rancho Cordova General Plan: Circulation Element, May 2015, City of Rancho Cordova ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
2   November 4, 2020
Roadway Segments

1. Mather Field Rd between Folsom Blvd and US‐50 Westbound Ramps

2. Mather Field Rd between US‐50 Eastbound Ramps and International Dr

3. Zinfandel Dr between Folsom Blvd and US‐50 Westbound Ramps

4. Zinfandel Dr between White Rock Rd and International Dr

5. Zinfandel Dr between International Dr and Douglas Rd

6. Mather Blvd between Femoyer St and Douglas Rd

7. Sunrise Blvd between Folsom Blvd and White Rock Rd

8. Sunrise Blvd between White Rock Rd and Douglas Rd

9. Sunrise Blvd between Douglas Rd and Jackson Rd/SR‐16

10. White Rock Rd between Zinfandel Dr and Sunrise Blvd

11. White Rock Rd between Sunrise Blvd and Grant Line Rd

12. White Rock Rd between Grant Line Rd and Prairie City Rd

13. Grant Line Rd between Raymer Wy and Douglas Rd

14. Grant Line Rd between Douglas Rd and Jackson Rd/SR‐16

15. Douglas Rd between Mather Blvd and Sunrise Blvd

16. Douglas Rd between Sunrise Blvd and Grant Line Rd

17. Grant Line Rd between White Rock Rd and Raymer Wy

ITEM 11.1. ATTACHMENT 4

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1 14
9 15 16
13 11
8 6
10 7
2 1
3 4
5 12
17 16
17 13
18 19
1 2
3 7
4 10
12 11
21 9
8 22
5 6
14 15
20 Douglas Rd
Sunrise Blvd
Florin Rd
Jackson Rd
Eagles Nest Rd
Keifer Blvd
16 CALIFORNIA
Folsom Blvd
White Rock Rd
Prairie City Rd
Excelsior Rd
Grant Line Rd
Rancho Cordova Pkwy
Zinfandel Dr
Mather Field Rd
International Dr
Chrysanthy BlvdChrysanthy Blvd
White Rock RdWhite Rock Rd Grant Line
Rd Grant LineRd
Raymer WayRaymer Way
Americanos Way
Project Location
# Study Intersection
#
LEGEND
## Study Segment

NOT TO SCALE
Figure 1
Project Vicinity Map
The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

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Figure 2
Proposed Project Site Plan
The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

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F F F F
F F
#
LEGEND
Study Intersection
Signalized Study
Intersection
Stop Controlled
Approach
F Free Movement
Figure 3
Existing (2019) Study Intersections, Traffic Control, and Lane Geometries The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
6   November 4, 2020

PROJECT AREA ROADWAYS
The following are descriptions of the primary roadways in the vicinity of the project.

United States Route 50 (US‐50) is an east‐west interstate facility located approximately 5‐miles from the proposed project. US‐50 connects Rancho Cordova to Sacramento to the west and El Dorado County to the east. Primary access to the project site from US‐50 is provided at the Sunrise Boulevard, Zinfandel Drive and Mather Field Road interchanges. Near Zinfandel Drive, US‐50 carries approximately 180,000 vehicles per day3with five lanes in each direction.

Jackson Road (SR 16) is an expressway connecting Amador County and Sacramento County, along the southern edge of Rancho Cordova’s city limits. Jackson Road connects with US‐50 west of the project site.

South of the project site, between Sunrise Boulevard and Grant Line Road, Jackson Road carries approximately 13,000 vehicles per day3 with one lane in each direction.

Sunrise Boulevard is a north‐south arterial, connecting the project site to north Rancho Cordova and Placer County.

Zinfandel Drive is a north‐south arterial, connecting the project site to US‐50, as well as the commercial, industrial and residential areas northwest of the project site.

Raymer Way is a local roadway adjacent to the project site and provides access to Grant Line Road to the east.

Americanos Way is a local roadway that will provide access to the project site from the south. This roadway will serve as a connection between the project site and Douglas Road.

TRANSPORTATION IMPACT STUDY METHODOLOGY
This study was performed in accordance with the County of Sacramento’s traffic study guidelines4 and standards established by the Circulation Element of the City of Rancho Cordova’s General Plan5 .

Level of Service Definitions
Analysis of transportation facility significant environmental impacts is based on the concept of Level of Service (LOS). The LOS of a facility is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity.

Intersection Analysis
Levels of Service for this study were determined using methods defined in the Highway Capacity Manual (HCM) 6th Edition and appropriate traffic analysis software. The HCM includes procedures for analyzing side‐street stop controlled (SSSC), all‐way stop controlled (AWSC), and signalized intersections. The SSSC procedure defines LOS as a function of average control delay for each minor street approach movement.

The AWSC and signalized intersection procedure defines LOS as a function of average control delay for the intersection as a whole. Table 1 presents intersection LOS definitions as defined in the HCM.

3 Caltrans Traffic Counts, 2017. http://www.dot.ca.gov/trafficops/census/ 4 Traffic Impact Analysis Guidelines, July 2004, County of Sacramento. 5 City of Rancho Cordova General Plan: Circulation Element, May 2015, City of Rancho Cordova ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
7   November 4, 2020
Table 1 – Intersection Level of Service Criteria
Level of
Service
(LOS)
Unsignalized Signalized
Average Control
Delay* (sec/veh)
Average Control
Delay (sec/veh)
A ≤ 10 ≤ 10
B > 10 – 15 > 10 – 20
C > 15 – 25 > 20 – 35
D > 25 – 35 > 35 – 55
E > 35 – 50 > 55 – 80
F > 50 > 80
Source: Highway Capacity Manual, 2010 * Applied to the worst lane/lane group(s) for SSSC

Roadway Segment Analysis
The analysis of roadway segments involves the comparison of daily segment volumes to the LOS criteria provided in the County’straffic impact analysis guidelines1 . The criteria provide maximum volumesfor given
service levels for various facility types. Table 2 replicates the County’s roadway segment LOS criteria.

Table 2 – Roadway Segment Level of Service Criteria
Facility Type #
Lanes
Maximum Volume for Given Service Level

A B C D E
Residential 2 600 1,200 2,000 3,000 4,500
Residential Collector w/ Frontage 2 1,600 3,200 4,800 6,400 8,000 Residential Collector w/o Frontage 2 6,000 7,000 8,000 9,000 10,000 Arterial, Low Access Control
2 9,000 10,500 12,000 13,500 15,000
4 18,000 21,000 24,000 27,000 30,000
6 27,000 31,500 36,000 40,500 45,000
Arterial, Moderate Access Control
2 10,800 12,600 14,400 16,200 18,000
4 21,600 25,200 28,800 32,400 36,000
6 32,400 37,800 43,200 48,600 54,000
Arterial, High Access Control
2 12,000 14,000 16,000 18,000 20,000
4 24,000 28,000 32,000 36,000 40,000
6 36,000 42,000 48,000 54,000 60,000
Rural, 2‐lane highway 2 2,400 4,800 7,900 13,500 22,900 Rural, 2‐lane road, 24’‐36’ of pavement, paved shoulders 2 2,200 4,300 7,100 12,200 20,000 Rural, 2‐lane road, 24’‐36’ of pavement, no shoulders 2 1,800 3,600 5,900 10,100 17,000 Source: Traffic Impact Analysis Guidelines, Table 2, County of Sacramento Department of Transportation, July 2004.

Based on the County’s requirements4
, this LOS analysis was conducted for the study facilities for the following scenarios:

A. Existing (2019) Conditions
B. Existing (2019) plus Proposed Project Conditions
C. Cumulative (2035) Conditions
D. Cumulative (2035) plus Proposed Project Conditions
The following sections present the technical analysis results for the four primary scenarios.

ITEM 11.1. ATTACHMENT 4

Page 2416 of 3764 ends

The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
8   November 4, 2020
EXISTING (2019) CONDTIONS
To establish existing conditions, new traffic counts were collected for the study intersections and roadway segments. Twenty (20) new weekday AM and PM peak‐period intersection turning movement traffic counts were collected on May 22, 2019. These counts were conducted between 7:00 a.m. and 9:00 a.m. and between 4:00 p.m. and 6:00 p.m. Sixteen (16) new roadway segment counts were conducted on May 21, 2019. Weekday AM and PM peak‐period turning movement traffic counts were also collected on November 8, 2017, at the Douglas Road intersection with Americanos Way (Intersection #15) and at the Grant Line Road intersection with Raymer Way (Intersection #20). These counts were conducted between 7:00 a.m. and 9:00 a.m. and between 4:00 p.m. and 6:00 p.m.

Existing (2019) peak‐hour turn movement volumes are presented in Figure 4, and the traffic count data sheets are provided in Appendix A. Analysis worksheets for this scenario are provided in Appendix B.

Intersections
Table 3 presents the peak‐hour intersection operating conditions for this analysis scenario. As indicated in Table 3, the study intersections operate from LOS A to LOS F during the AM and PM peak‐hours. It should be noted that U‐turn movement volumes were added to the corresponding left‐turn movement volumes due to HCM 6th Edition analysis methodology limitations.

ITEM 11.1. ATTACHMENT 4

Page 2417 of 3764 ends

The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
9   November 4, 2020
Table 3 – Existing (2019) Intersection Levels of Service Delay (sec) LOS
AM 117.2 F
PM 26.4 C
AM 74.7 E
PM 24.3 C
AM 9.7 A
PM 14.8 B
AM 32.7 C
PM 20.2 C
AM 86.3 F
PM 36.7 D
AM 31.9 C
PM 43.3 D
AM 22.0 C
PM 30.2 C
AM 110.8 F
PM 56.6 E
AM 17.4 B
PM 12.9 B
AM 23.4 C
PM 22.0 C
AM 32.8 C
PM 35.8 D
AM 30.8 C
PM 58.0 E
AM 41.7 D
PM 19.6 B
AM 29.1 C
PM 42.7 D
AM 8.6 A
PM 8.3 A
AM 70.7 E
PM 59.6 E
AM 90.9 F
PM 108.5 F
AM 16.3 C
PM 17.1 C
AM 10.7 B
PM 9.2 A
AM 2.2 (37 EB) E
PM 0.7 (28.1 EB) D
AM 6.9 A
PM 11.9 B
AM 19.0 B
PM 18.1 B
Sunrise Boulevard @ US‐50
Westbound Ramps
6 Zinfandel Drive @ White Rock Road Signal
7 Zinfandel Drive @ International
Drive Signal
8 Sunrise Boulevard @ Zinfandel Drive Signal
9Signal
Signal
ID Intersection Control
Peak
Hour
Mather Field Road @ International
Drive
5 Existing (2019)
4 Zinfandel Drive @ US‐50 Westbound
Ramps Signal
1 Mather Field Road @ US‐50
Westbound Ramps Signal
2 Mather Field Road @ US‐50
Eastbound Ramps
Zinfandel Drive @ US‐50 Eastbound
Ramps Signal
Signal
3 Notes: Bold represents unacceptable operations.
10 Sunrise Boulevard @ US‐50
Eastbound Ramps
11 12
13 Douglas Road @ Zinfandel Drive
Sunrise Boulevard @ White Rock
Road
Sunrise Boulevard @ Folsom
Boulevard
Signal
Signal
Signal
Signal
14 Douglas Road @ Sunrise Boulevard Signal
15 Douglas Road @ Americanos
Boulevard Signal
16 Jackson Road/SR‐16 @ Sunrise
Boulevard Signal
17 Jackson Road/SR‐16 @ Grant Line
Road Signal
18 Grant Line Road @ Kiefer Boulevard AWSC
19 Grant Line Road @ Douglas Road Signal
20 Grant Line Road @ Raymer Way SSSC
22 White Rock Road @ Prairie City Road Signal
21 Grant Line Road @ White Rock Road Signal

ITEM 11.1. ATTACHMENT 4

Page 2418 of 3764 ends

The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
10   November 4, 2020
Roadway Segments
Table 4 presents the peak‐hour intersection operating conditions for this analysis scenario. As indicated in Table 4, the study roadway segments operate from LOS A to LOS F.

Table 4 – Existing (2019) Roadway Segment Level of Service From To
Travel
Lanes
Facility
Type
Daily
Volume
Volume /
Capacity
Ratio
Level of
Service
1 Mather Field Rd Folsom Blvd US‐50 WB Ramps 4 Arterial Moderate 23,486 0.65 B 2 Mather Field Rd US‐50 EB Ramps International Dr 6 Arterial Moderate 19,544 0.36 A 3 Zinfandel Dr Folsom Blvd US‐50 WB Ramps 4 Arterial Moderate 21,533 0.60 A 4 Zinfandel Dr White Rock Rd International Dr 6 Arterial Moderate 29,740 0.55 A 5 Zinfandel Dr International Dr Douglas Rd 4 Arterial Moderate 15,603 0.43 A 6 Mather Field Rd Femoyer St Douglas Rd 2 Arterial Moderate 5,711 0.32 A 7 Sunrise Blvd Folsom Blvd White Rock Rd 6 Arterial Moderate 37,902 0.70 C 8 Sunrise Blvd White Rock Rd Douglas Road 6 Arterial Moderate 27,763 0.51 A 9 Sunrise Blvd Douglas Rd Jackson Rd/SR 16 2 Arterial Moderate 20,467 1.14 F 10 White Rock Rd Zinfandel Dr Sunrise Blvd 6 Arterial Moderate 14,871 0.28 A 11 White Rock Rd Sunrise Blvd Grant Line Road 2 Arterial Moderate 3,375 0.19 A 12 White Rock Rd Grant Line Rd Prairie City Rd 4 Arterial Moderate 14,582 0.41 A 13 Grant Line Road Raymer Wy Douglas Road 2 Rural (No Shoulder) 10,151 0.60 E 14 Grant Line Road Douglas Rd Jackson Rd/SR 16 2 Rural (Shoulder) 7,501 0.38 D 15 Douglas Rd Mather Field Rd Sunrise Blvd 2 Arterial Moderate 14,030 0.78 C 16 Douglas Rd Sunrise Blvd Grant Line Road 4 Arterial Moderate 10,853 0.30 A 17 Grant Line Road White Rock Rd Raymer Wy 2 Rural (No Shoulder) 10,384 0.61 E ID Roadway
Segment Existing
Note: Bold represents unacceptable operations. Shaded indicates significant impact.

ITEM 11.1. ATTACHMENT 4

Page 2419 of 3764 ends

17 18
13 14
19 22
1 2 3
5 6 7
4 9 10 11 12
8 21
16 20
15 Jackson Rd/SR-16 Grant Line Rd
Keifer Blvd
Grant Line Rd
Douglas Rd
Zinfandel Dr
Douglas Rd
Sunrise Blvd
Douglas Rd
Grant Line Rd
White Rock Rd
Prarie City Rd
US-50 WB
Mather Field Rd
US-50 EB
Mather Field Rd
Mather Field Rd
International Dr
International Dr
Zinfandel Dr
Zinfandel Dr
US-50 EB White Rock Rd Zinfandel Dr
US-50 WB
Zinfandel Dr
White Rock Rd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
US-50 WB US-50 EB Folsom Blvd
Zinfandel Dr
White Rock Rd
Grant Line Rd
Raymer Way
Grant Line Road
Jackson Rd/SR-16
Americanos Blvd
Sunrise Blvd
Douglas Rd
390 (359)755 (583)
240 (353)
978 (401)
740 (1148)
450 (966)
317 (231)1419 (744)
312 (534)
1173 (585)
880 (1571)
333 (715)
672 (1047)
85 (103)
931 (781)
819 (224)
47 (96)
279 (677)
330 (567)726 (775)
212 (310)
1073 (394)
956 (1655)540 (1725)
201 (114)1684 (1057)
27 (127)
377 (692)
849 (130)
1095 (676)
985 (1938)
15 (7)
658 (263)1373 (1129)750 (356)
241 (696)
87 (124)
24 (39)
208 (590)
101 (173)
30 (42)
1008 (1128)
40 (58)18 (19)
259 (128)426 (864)143 (166)
101 (115)
367 (354)
84 (146)
101 (294)
337 (498)
63 (232)
872 (448)
102 (54)
224 (111)
77 (97)3198 (2119)31 (51)
32 (60)
20 (24)
37 (59)
111 (191)
14 (32)
263 (176)
2204 (2760)
10 (22)
257 (186)
254 (118)851 (1230)223 (237)
116 (212)
266 (333)
146 (203)
107 (279)
206 (548)
75 (226)
1085 (939)
82 (197)
291 (231)
309 (245)2129 (1122)230 (239)
129 (252)
216 (244)
272 (206)
213 (422)
171 (347)
93 (107)
1246 (1639)
103 (225)
70 (118)
362 (347)2100 (1256)
1198 (1163)
601 (327)
1106 (1990)
459 (432)
1594 (1099)1949 (1284)
440 (312)
501 (315)
2052 (2659)
269 (458)
72 (349)27 (150)175 (609)
444 (251)
339 (205)
12 (61)
304 (76)
185 (301)
2 (15)
179 (53)
44 (39)
6 (4)
58 (131)487 (1633)88 (261)
215 (144)
313 (138)
82 (109)
195 (107)
111 (460)
129 (373)
1398 (538)
63 (81)
451 (199)
72 (53)5 (5)
5 (1)
89 (177)
57 (98)
197 (310)
85 (75)502 (947)95 (277)
278 (120)
361 (222)
30 (36)
73 (85)
192 (414)
6 (6)
856 (337)
44 (62)
4 (3)
17 (29)400 (670)
48 (16)
2 (2)
699 (542)
3 (3)
72 (163)300 (432)
196 (142)
22 (101)
481 (365)
94 (20)
0 (4)288 (393)50 (145)
166 (33)
0 (0)
12 (23)
1 (2)
0 (2)
0 (0)
439 (356)
15 (0)
1 (2)
64 (51)219 (323)23 (37)
34 (40)
640 (334)
36 (57)
83 (59)
259 (684)
316 (273)
16 (58)
3 (3)
296 (51)399 (673)
15 (18)
783 (564)
245 (375)31 (104)
109 (96)
414 (340)
434 (386)
375 (789)
42 (13)
7 (15) 15 (11)
1 (3)
5 (9)
8 (35)
1 (1)
45 (28)
2 (3)
2 (5)
29 (16)
59 (29)
5 (11)
61 (54)
1 (0)
2 (0)
28 (8)
42 (601)
0 (1)
0 (2)
42 (72)
0 (1)
0 (1)
0 (2)
0 (1)
0 (1)
31 (6)
469 (464)
102 (736)
1 (0)
#
LEGEND
Study Intersection
AM(PM) Peak-Hour
Volumes xx(xx)
Figure 4
Existing (2019) Peak-Hour Traffic Volumes
The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2420 of 3764 ends

The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
12   November 4, 2020

ASSESSMENT OF PROPOSED PROJECT
Proposed Project Trip Generation and Assignment
The number of trips anticipated to be generated by the proposed project are approximated using data included in Trip Generation, 10th Edition, published by the Institute of Transportation Engineers (ITE). ITE Land Use Code 210 (Single‐Family Detached Housing) was used to represent the proposed units and the equation was used to calculate the generated trips. As shown in Table 5, the proposed project is estimated to generate 4,014 new daily trips, with 313 new trips occurring during the AM peak‐hour, and 416 new trips occurring during the PM peak‐hour.

Table 5 – Proposed Project Trip Generation
% Trips % Trips % Trips % Trips
Single‐Family Detached
Housing (210)1 434 4,014 313 25% 78 75% 235 416 63% 262 37% 154 New Project Trips 4,014 313 78 235 416 262 154
1 Trip generation based on Institute of Transporation Engineers (ITE), Trip Generation Manual, (10 th Edition) equations for Single‐Family Detached Housing (Land Use Code 210)
Daily: Ln(T) = 0.92Ln(X) + 2.71
AM Peak Hour: T = 0.71(X) + 4.80
PM Peak Hour: Ln(T) = 0.96Ln(X) + 0.2
Where: T = trips generated, X = dwelling units
Land Use (ITE Code) In Out
Size
(Dwelling
Units)
Daily
Trips
AM Peak‐Hour PM Peak‐Hour
Total Trips
In Out
Total Trips
The project trip distribution percentages are provided in Figure 5. The assignments of project trips are depicted in Figure 6.

ITEM 11.1. ATTACHMENT 4

Page 2421 of 3764 ends

1 14
9 15 16
13 11
8 6
10 7
2 1
3 4
5 12
17 16
17 13
18 19
1 2
3 7
4 10
12 11
21 9
8 22
5 6
14 15
20 Sunrise Blvd
Florin Rd
Jackson Rd
Eagles Nest Rd
Douglas Rd Sunrise Blvd
Florin Rd
Jackson Rd
Eagles Nest Rd
Keifer Blvd
16 CALIFORNIA
Folsom Blvd
White Rock Rd
Prairie City Rd
Excelsior Rd
Grant Line Rd
Rancho Cordova Pkwy
Zinfandel Dr
Mather Field Rd
International Dr
Chrysanthy BlvdChrysanthy Blvd
White Rock RdWhite Rock Rd Grant Line
Rd Grant LineRd
Raymer WayRaymer Way
Americanos Way
Project Location
# Study Intersection
#
LEGEND
Study Segment
XX% Trip Distribution
Percentage
XX% Local Trip End
Percentage
71%
4% 21%
21%
8%
4%
37%
22%
15%
34%
5%
16%
5%
2%
11%
3%
1%
2%
14%
32%
15%
10%
11%
2%
1% 1%
1%
2%
3%
1%
1%

NOT TO SCALE
Figure 5
Existing (2019) Project Trip Distribution
The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2422 of 3764 ends

Page 2423 of 3764 ends

The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
15   November 4, 2020
EXISTING (2019) PLUS PROPOSED PROJECT CONDTIONS
As previously discussed, the number of trips anticipated to be generated by the proposed project was derived using the Trip Generation Manual, 10th Edition, published by the Institute for Traffic Engineering (ITE). These trips were assigned to the roadway network based on existing traffic volumes, the City’s Travel Demand Model (TDM), and professional judgment. Using these volumes, levels of service were determined at the study facilities. Existing (2019) plus Proposed Project peak‐hour turn movement volumes are presented in Figure 7. Levels of service were then determined at the study facilities. Analysis worksheets for this scenario are provided in Appendix C.

Table 6 presents the intersection operating conditions for this analysis scenario. As indicated in Table 6, the study intersections operate from LOS A to LOS F during the AM and PM peak‐hours. As noted previously, U‐turn movement volumes were added to the corresponding left‐turn movement volumes due to HCM 6th Edition analysis methodology limitations.

Table 7 presents the roadway segment operating conditions for this analysis scenario. As indicated in Table 7, the study roadway segments operate from LOS A to LOS F.

ITEM 11.1. ATTACHMENT 4

Page 2424 of 3764 ends

The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
16   November 4, 2020
Table 6 ‐ Existing (2019) plus Proposed Project Intersection Levels of Service Delay (sec) LOS Delay (sec) LOS
AM 117.2 F 117.2 F
PM 26.4 C 26.4 C
AM 74.7 E 74.7 E
PM 24.3 C 24.3 C
AM 9.7 A 9.7 A
PM 14.8 B 14.8 B
AM 32.7 C 32.7 C
PM 20.2 C 20.1 C
AM 86.3 F 87.0 F
PM 36.7 D 37.7 D
AM 31.9 C 32.1 C
PM 43.3 D 45.2 D
AM 22.0 C 22.0 C
PM 30.2 C 30.2 C
AM 110.8 F 111.6 F
PM 56.6 E 58.1 E
AM 17.4 B 17.4 B
PM 12.9 B 12.9 B
AM 23.4 C 23.4 C
PM 22.0 C 22.0 C
AM 32.8 C 32.9 C
PM 35.8 D 36.0 D
AM 30.8 C 33.4 C
PM 58.0 E 62.0 E
AM 41.7 D 41.9 D
PM 19.6 B 19.6 B
AM 29.1 C 29.3 C
PM 42.7 D 42.8 D
AM 8.6 A 9.0 A
PM 8.3 A 8.6 A
AM 70.7 E 72.2 E
PM 59.6 E 61.3 E
AM 90.9 F 103.7 F
PM 108.5 F 120.4 F
AM 16.3 C 19.1 C
PM 17.1 C 20.6 C
AM 10.7 B 11.0 B
PM 9.2 A 9.3 A
AM 2.2 (37 EB) E 146.3 (606 EB) F
PM 0.7 (28.1 EB) D 84.1 (545 EB) F
AM 6.9 A 7.7A
PM 11.9 B 13.3 B
AM 19.0 B 23.2 C
PM 18.1 B 25.8 C
Notes: Bold represents unacceptable operations. Shaded represents a significant impact. 21 Grant Line Road @ White Rock Road Signal
22 White Rock Road @ Prairie City
Road Signal
19 Grant Line Road @ Douglas Road Signal
20 Grant Line Road @ Raymer Way SSSC
17 Jackson Road/SR‐16 @ Grant Line
Road Signal
18 Grant Line Road @ Kiefer Boulevard AWSC
15 Douglas Road @ Americanos
Boulevard Signal
16 Jackson Road/SR‐16 @ Sunrise
Boulevard Signal
13 Douglas Road @ Zinfandel Drive Signal
14 Douglas Road @ Sunrise Boulevard Signal
11 Sunrise Boulevard @ Folsom
Boulevard Signal
12 Sunrise Boulevard @ White Rock
Road Signal
9 Sunrise Boulevard @ US‐50
Westbound Ramps Signal
10 Sunrise Boulevard @ US‐50
Eastbound Ramps Signal
7 Zinfandel Drive @ International
Drive Signal
8 Sunrise Boulevard @ Zinfandel Drive Signal
5 Zinfandel Drive @ US‐50 Eastbound
Ramps Signal
6 Zinfandel Drive @ White Rock Road Signal
3 Mather Field Road @ International
Drive Signal
4 Zinfandel Drive @ US‐50 Westbound
Ramps Signal
1 Mather Field Road @ US‐50
Westbound Ramps Signal
2 Mather Field Road @ US‐50
Eastbound Ramps Signal
Existing (2019) plus
ID Intersection Control Proposed Project Peak
Hour
Existing (2019)
ITEM 11.1. ATTACHMENT 4

Page 2425 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
17 November 4, 2020
Table 7‐ Existing (2019) Plus Project Roadway Segment Levels of Service

From To
Travel
Lanes
Facility
Type
Daily
Volume
Volume /
Capacity
Ratio
Level of
Service
Travel
Lanes
Facility
Type
Daily
Volume
Volume /
Capacity
Ratio
Level of
Service
1 Mather Field Rd Folsom Blvd US‐50 WB Ramps 4 Arterial Moderate 23,486 0.65 B 4 Arterial Moderate 23,486 0.65 B D 2 Mather Field Rd US‐50 EB Ramps International Dr 6 Arterial Moderate 19,544 0.36 A 6 Arterial Moderate 19,544 0.36 AD 3 Zinfandel Dr Folsom Blvd US‐50 WB Ramps 4 Arterial Moderate 21,533 0.60 A 4 Arterial Moderate 21,653 0.60 B D 4 Zinfandel Dr White Rock Rd International Dr 6 Arterial Moderate 29,740 0.55 A 6 Arterial Moderate 29,740 0.55 A D 5 Zinfandel Dr International Dr Douglas Rd 4 Arterial Moderate 15,603 0.43 A 4 Arterial Moderate 15,603 0.43 A D 6 Mather Field Rd Femoyer St Douglas Rd 2 Arterial Moderate 5,711 0.32 A 2 Arterial Moderate 5,711 0.32 A D 7 Sunrise Blvd Folsom Blvd White Rock Rd 6 Arterial Moderate 37,902 0.70 C 6 Arterial Moderate 38,504 0.71 C D 8 Sunrise Blvd White Rock Rd Douglas Road 6 Arterial Moderate 27,763 0.51 A 6 Arterial Moderate 27,803 0.51 A D 9 Sunrise Blvd Douglas Rd Jackson Rd/SR 16 2 Arterial Moderate 20,467 1.14 F 2 Arterial Moderate 20,507 1.14 F D 10 White Rock Rd Zinfandel Dr Sunrise Blvd 6 Arterial Moderate 14,871 0.28 A 6 Arterial Moderate 15,553 0.29 A D 11 White Rock Rd Sunrise Blvd Grant Line Road 2 Arterial Moderate 3,375 0.19 A 2 Arterial Moderate 4,740 0.26 AD 12 White Rock Rd Grant Line Rd Prairie City Rd 4 Arterial Moderate 14,582 0.41 A 4 Arterial Moderate 16,067 0.45 A E 13 Grant Line Road Raymer Wy Douglas Road 2 Rural (No Shoulder) 10,151 0.60 E 2 Rural (No Shoulder) 10,994 0.65 E D 14 Grant Line Road Douglas Rd Jackson Rd/SR 16 2 Rural (Shoulder) 7,501 0.38 D 2 Rural (Shoulder) 8,143 0.41 D D 15 Douglas Rd Mather Field Rd Sunrise Blvd 2 Arterial Moderate 14,030 0.78 C 2 Arterial Moderate 14,110 0.78 CD 16 Douglas Rd Sunrise Blvd Grant Line Road 4 Arterial Moderate 10,853 0.30 A 4 Arterial Moderate 11,174 0.31 A D 17 Grant Line Road White Rock Rd Raymer Wy 2 Rural (No Shoulder) 10,384 0.61 E 2 Rural (No Shoulder) 13,234 0.78 E E Note: Bold represents unacceptable operations. Shaded indicates significant impact.

LOS
Threshold
Existing plus Project
ID Roadway
Segment Existing
ITEM 11.1. ATTACHMENT 4

Page 2426 of 3764 ends

17 18
13 14
19 22
1 2 3
5 6 7
4 9 10 11 12
8 21
16 20
15 Jackson Rd/SR-16 Grant Line Rd
Keifer Blvd
Grant Line Rd
Douglas Rd
Zinfandel Dr
Douglas Rd
Sunrise Blvd
Douglas Rd
Grant Line Rd
White Rock Rd
Prarie City Rd
US-50 WB
Mather Field Rd
US-50 EB
Mather Field Rd
Mather Field Rd
International Dr
International Dr
Zinfandel Dr
Zinfandel Dr
US-50 EB White Rock Rd Zinfandel Dr
US-50 WB
Zinfandel Dr
White Rock Rd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
US-50 WB US-50 EB Folsom Blvd
Zinfandel Dr
White Rock Rd
Grant Line Rd
Raymer Way
Grant Line Road
Jackson Rd/SR-16
Americanos Blvd
Sunrise Blvd
Douglas Rd
390 (359)755 (583)
240 (353)
978 (401)
740 (1148)
450 (966)
317 (231)1419 (744)
312 (534)
1173 (585)
880 (1571)
333 (715)
672 (1047)
85 (103)
931 (781)
819 (224)
47 (96)
279 (677)
330 (567)728 (783)
212 (310)
1073 (394)
963 (1660)564 (1740)
201 (114)1686 (1065)
27 (127)
377 (692)
849 (130)
1103 (702)
1016 (1958)
469 (464)
658 (263)1373 (1129)760 (390)
272 (716)
87 (124)
24 (39)
208 (590)
101 (173)
30 (42)
1008 (1128)
40 (58)18 (19)
259 (128)426 (864)143 (166)
101 (115)
367 (354)
84 (146)
101 (294)
337 (498)
63 (232)
872 (448)
102 (54)
224 (111)
77 (97)3207 (2148)31 (51)
32 (60)
20 (24)
37 (59)
111 (191)
14 (32)
263 (176)
2230 (2777)
10 (22)
257 (186)
254 (118)851 (1230)235 (276)
151 (235)
306 (359)
146 (203)
107 (279)
219 (593)
75 (226)
1085 (939)
82 (197)
291 (231)
309 (245)2138 (1151)230 (239)
129 (252)
216 (244)
274 (211)
213 (422)
171 (347)
93 (107)
1272 (1656)
108 (228)
70 (118)
362 (347)2109 (1285)
1198 (1163)
601 (327)
1132 (2007)
459 (432)
1594 (1099)1958 (1313)
440 (312)
501 (315)
2078 (2676)
269 (458)
72 (349)27 (150)175 (609)
444 (251)
341 (207)
15 (62)
304 (76)
186 (304)
2 (15)
179 (53)
45 (41)
6 (4)
58 (131)487 (1633)89 (264)
217 (145)
318 (141)
84 (111)
195 (107)
113 (465)
129 (373)
1398 (538)
64 (84)
451 (199)
91 (65)5 (5)
5 (1)
89 (177)
63 (119)
197 (310)
85 (75)502 (947)95 (277)
278 (120)
366 (225)
37 (41)
73 (85)
194 (419)
6 (6)
856 (337)
46 (70)
4 (3)
73 (215)400 (670)
215 (126)
51 (34)
699 (542)
19 (58)
72 (163)349 (464)
196 (142)
22 (101)
497 (420)
94 (20)
0 (4)326 (418)61 (152)
170 (46)
0 (0)
12 (23)
1 (2)
0 (2)
0 (0)
451 (398)
15 (0)
1 (2)
76 (59)245 (340)23 (37)
34 (40)
640 (334)
36 (57)
87 (72)
259 (684)
324 (302)
16 (58)
3 (3)
296 (51)429 (770)
41 (107)
870 (622)
263 (433)31 (104)
109 (96)
426 (379)
486 (421)
410 (812)
42 (13)
7 (15) 15 (11)
1 (3)
5 (9)
8 (35)
1 (1)
45 (28)
2 (3)
2 (5)
29 (16)
59 (29)
5 (11)
61 (54)
1 (0)
2 (0)
108 (60)
42 (601)
0 (1)
0 (2)
42 (72)
0 (1)
0 (1)
0 (2)
0 (1)
0 (1)
31 (6)
15 (7)
102 (736)
1 (0)
#
LEGEND
Study Intersection
AM(PM) Peak-Hour
Volumes xx(xx)
Figure 7
Existing (2019) plus Proposed Project Peak-Hour Traffic Volumes The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2427 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
19 November 4, 2020

CUMULATIVE CONDITIONS
Future traffic estimates were prepared using the modified SACMET travel demand model developed by the City of Rancho Cordova for the 2035 General Plan. The interpolated difference between the resulting traffic estimate and the 2008 baseline model results (the growth) was then added to Existing (2019) traffic volumes to establish Cumulative (2035) traffic estimates for this study. Using these volumes, levels of service were determined at the study facilities. Analysis worksheets for this scenario are provided in Appendix D. Figure 8 depicts the assumed lane geometries for the Cumulative (2035) scenario.

Cumulative peak‐hour turning movement volumes are presented in Figure 9.

Table 8 presents the peak‐hour intersection operating conditions for this analysis scenario. As indicated in Table 8, the study intersections operate from LOS A to LOS F during the AM and PM peak‐hours.

Table 9 presents the roadway segment operating conditions for this analysis scenario. As indicated in Table 9, the study roadway segments operate from LOS A to LOS F.

ITEM 11.1. ATTACHMENT 4

Page 2428 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
20 November 4, 2020
Table 8 – Cumulative (2035) Intersection Levels of Service Delay (sec) LOS
AM 37.7 D
PM 16.3 B
AM 34.5 C
PM 27.8 C
AM 39.0 D
PM 23.3 C
AM 22.1 C
PM 15.0 B
AM 73.6 E
PM 174.1 F
AM 60.0 E
PM 70.4 E
AM 223.4 F
PM 332.9 F
AM 217.8 F
PM 166.9 F
AM 12.3 B
PM 13.8 B
AM 13.5 B
PM 13.2 B
AM 46.2 D
PM 62.0 E
AM 66.2 E
PM 140.3 F
AM 436.4 F
PM 165.7 F
AM 114.9 F
PM 175.3 F
AM 21.5 C
PM 24.0 C
AM 142.7 F
PM 172.3 F
AM 210.3 F
PM 141.8 F
AM 21.4 C
PM 23.1 C
AM 41.6 D
PM 47.4 D
AM 170.3 F
PM 100.8 F
AM 81.3 F
PM 153.7 F
AM 178.6 F
PM 249.4 F
ID Intersection Control
8 Sunrise Boulevard @ Zinfandel Drive Signal
9 Sunrise Boulevard @ US‐50
Westbound Ramps Signal
10 Sunrise Boulevard @ US‐50
Eastbound Ramps Signal
11 Sunrise Boulevard @ Folsom
Boulevard
Cumulative (2035)
3 Mather Field Road @ International
Drive Signal
1 Mather Field Road @ US‐50
Westbound Ramps Signal
13 Douglas Road @ Zinfandel Drive Signal
Peak
Hour
5 Zinfandel Drive @ US‐50 Eastbound
Ramps Signal
4 Zinfandel Drive @ US‐50 Westbound
Ramps Signal
2 Mather Field Road @ US‐50
Eastbound Ramps
Signal
6 Zinfandel Drive @ White Rock Road Signal
7 Zinfandel Drive @ International
Drive Signal
Signal
16 Jackson Road/SR‐16 @ Sunrise
Boulevard Signal
14 Douglas Road @ Sunrise Boulevard Signal
15 Douglas Road @ Americanos
Boulevard
Signal
12 Sunrise Boulevard @ White Rock
Road Signal
17 Jackson Road/SR‐16 @ Grant Line
Road Signal
18 Grant Line Road @ Kiefer Boulevard Signal
19 Grant Line Road @ Douglas Road Signal
22 White Rock Road @ Prairie City Road Signal
Notes: Bold represents unacceptable operations.
20 Grant Line Road @ Raymer Way Signal
21 Grant Line Road @ White Rock Road Signal

ITEM 11.1. ATTACHMENT 4

Page 2429 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
21 November 4, 2020
Table 9 – Cumulative (2035) Roadway Segment Level of Service From To
Travel
Lanes
Facility
Type
Daily
Volume
Volume /
Capacity
Ratio
Level of
Service
1 Mather Field Rd Folsom Blvd US‐50 WB Ramps 6 Arterial Moderate 34,520 0.64 B 2 Mather Field Rd US‐50 EB Ramps International Dr 6 Arterial Moderate 29,010 0.54 A 3 Zinfandel Dr Folsom Blvd US‐50 WB Ramps 6 Arterial Moderate 21,900 0.41 A 4 Zinfandel Dr White Rock Rd International Dr 6 Arterial Moderate 88,350 1.64 F 5 Zinfandel Dr International Dr Douglas Rd 4 Arterial Moderate 46,350 1.29 F 6 Mather Field Rd Femoyer St Douglas Rd 4 Arterial Moderate 15,630 0.43 A 7 Sunrise Blvd Folsom Blvd White Rock Rd 6 Arterial Moderate 39,830 0.74 C 8 Sunrise Blvd White Rock Rd Douglas Road 6 Arterial Moderate 38,650 0.72 C 9 Sunrise Blvd Douglas Rd Jackson Rd/SR 16 4 Arterial Moderate 43,460 1.21 F 10 White Rock Rd Zinfandel Dr Sunrise Blvd 6 Arterial Moderate 15,080 0.28 A 11 White Rock Rd Sunrise Blvd Grant Line Road 6 Arterial Moderate 13,380 0.25 A 12 White Rock Rd Grant Line Rd Prairie City Rd 4 Arterial Moderate 69,700 1.94 F 13 Grant Line Road Raymer Wy Douglas Road 4 Expressway 38,620 0.54 A 14 Grant Line Road Douglas Rd Jackson Rd/SR 16 4 Arterial High 23,280 0.58 A 15 Douglas Rd Mather Field Rd Sunrise Blvd 4 Arterial Moderate 60,580 1.68 F 16 Douglas Rd Sunrise Blvd Grant Line Road 6 Arterial Moderate 24,730 0.46 A 17 Grant Line Road White Rock Rd Raymer Wy 4 Expressway 51,290 0.71 C Note: Bold represents unacceptable operations. Shaded indicates significant impact ID Roadway
Segment Cumulative

ITEM 11.1. ATTACHMENT 4

Page 2430 of 3764 ends

F F F F
F F
#
LEGEND
Study Intersection
Signalized Study
Intersection
F Free Movement
Figure 8
Cumulative (2035) Study Intersections, Traffic Control, and Lane Geometries The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2431 of 3764 ends

17 18
13 14
19 22
1 2 3
5 6 7
4 9 10 11 12
8 21
16 20
15 Jackson Rd/SR-16 Grant Line Rd
Keifer Blvd
Grant Line Rd
Douglas Rd
Zinfandel Dr
Douglas Rd
Sunrise Blvd
Douglas Rd
Grant Line Rd
White Rock Rd
Prarie City Rd
US-50 WB
Mather Field Rd
US-50 EB
Mather Field Rd
Mather Field Rd
International Dr
International Dr
Zinfandel Dr
Zinfandel Dr
US-50 EB White Rock Rd Zinfandel Dr
US-50 WB
Zinfandel Dr
White Rock Rd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
US-50 WB US-50 EB Folsom Blvd
Zinfandel Dr
White Rock Rd
Grant Line Rd
Raymer Way
Grant Line Road
Jackson Rd/SR-16
Americanos Blvd
Sunrise Blvd
Douglas Rd
650 (620)1460 (960)
300 (490)
1120 (590)
1230 (1300)1080 (1670)
480 (300)2010 (1050)
310 (580)
1170 (820)
1670 (2320)
420 (890)
1910 (2410)
240 (200)
2110 (1840)
1220 (250)
70 (290)
450 (690)
360 (620)950 (1130)
370 (450)
1570 (790)
1300 (1860)
840 (1750)
230 (140)1770 (1350)
30 (130)
500 (900)
950 (160)
1270 (960)
1510 (2020)
530 (460)
740 (310)1950 (1660)910 (510)
430 (700)
250 (190)
40 (100)
220 (630)
170 (300)
30 (40)
1420 (1270)
40 (60)80 (20)
620 (420)1040 (1520)160 (170)
130 (210)
1430 (970)
430 (540)
230 (570)
960 (1430)
540 (760)
1500 (950)
730 (660)480 (440)
80 (120)3800 (2860)90 (60)
30 (60)
20 (20)
40 (60)
110 (190)
10 (30)
320 (180)
2780 (3220)
10 (20)
280 (260)
260 (130)970 (1540)230 (340)
250 (490)
940 (670)
370 (350)
110 (330)
490 (1270)
80 (300)
1380 (1000)
390 (230)100 (200)
320 (250)2170 (1360)230 (240)
140 (250)
330 (380)
370 (210)
250 (550)
310 (540)
130 (130)
1710 (1820)
110 (270)
90 (130)
450 (380)2140 (1260)
1200 (1160)
600 (330)
2270 (2860)
560 (520)
1720 (1270)2520 (1800)
450 (450)
500 (320)
2490 (2990)
350 (530)
120 (610)230 (730)470 (1430)
1290 (590)
590 (550)
250 (140)
580 (130)
520 (520)
30 (30)
790 (270)
90 (250)
10 (20)
310 (220)1060 (2680)200 (360)
460 (320)
1180 (550)
90 (190)
300 (330)
490 (1270)
240 (630)
2170 (1030)
130 (80)
710 (320)
520 (290)1180 (1680)100 (300)
330 (200)
760 (380)
140 (180)
240 (500)
320 (830)
20 (20)
1620 (960)
210 (170)
10 (10)
120 (200)900 (980)50 (280)
170 (30)
20 (10)
10 (20)
190 (130)
10 (10)
190 (190)
1050 (920)
20 (10)
180 (180)
340 (240)720 (890)130 (240)
220 (140)
920 (420)
80 (100)
280 (310)
370 (970)
940 (740)
50 (100)
10 (10)
1280 (560)1260 (2030)
250 (380)
2130 (1480)
630 (990)80 (230)
360 (450)
1860 (1590)
1000 (840)
1600 (2110)
540 (560)
10 (60) 30 (20)
10 (70)
20 (10)
360 (430)
60 (10)
100 (70)
10 (10)
230 (150)
30 (120)
60 (80)
260 (130)
170 (280)
10 (0)
10 (0)
430 (250)
480 (1480)
0 (10)
0 (10)
140 (70)
0 (10)
0 (10)
0 (460)
0 (10)
180 (10)
140 (220)80 (310)40 (140)
140 (30)
420 (420)
70 (70)
130 (280)
430 (660)
50 (100)
310 (100)
80 (80)
110 (50)
10 (10)
200 (360)1020 (1340)30 (50)
50 (30)
250 (130)
60 (80)
400 (310)
120 (240)
110 (250)
1400 (1060)
80 (60)
240 (70)
0 (170)
170 (330)1090 (1790)240 (300)
290 (260)
20 (30)
80 (100)
360 (190)
30 (30)
140 (130)
1840 (1270)
90 (80)
120 (140)
80 (10)
100 (740)
10 (10)
#
LEGEND
Study Intersection
AM(PM) Peak-Hour
Volumes xx(xx)
Figure 9
Cumulative (2035) Peak-Hour Traffic Volumes
The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2432 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
24 November 4, 2020

CUMULATIVE PLUS PROPOSED PROJECT CONDITIONS
As previously discussed, the number of trips anticipated to be generated by the proposed project was derived using the Trip Generation Manual, 10th Edition, published by the Institute for Traffic Engineering (ITE). The project trips were assigned to the future roadway network based on modified SACMET travel demand model, as provided by the City of Rancho Cordova. Using these volumes, levels of service were determined at the study facilities.

The Cumulative Scenario Project Trip distribution and trip assignment are shown in Figure 10 and Figure 11, respectively. Cumulative plus Proposed Project peak‐hour turning movement volumes are presented in Figure 12. Analysis worksheets for this scenario are provided in Appendix E.

Table 10 presents the peak‐hour intersection operating conditions for this analysis scenario. As indicated in Table 10, the study intersections operate from LOS A to LOS F during the AM and PM peak‐hours.

Table 11 presents the roadway segment operating conditions for this analysis scenario. As indicated in Table 11, the study roadway segments operate from LOS A to LOS F.

ITEM 11.1. ATTACHMENT 4

Page 2433 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
25 November 4, 2020
Table 10 ‐ Cumulative (2035) plus Proposed Project Intersection Levels of Service Delay (sec) LOS Delay (sec) LOS
AM 37.7 D 37.7 D
PM 16.3 B 16.3 B
AM 34.5 C 34.5 C
PM 27.8 C 27.8 C
AM 39.0 D 39.0 D
PM 23.3 C 23.3 C
AM 22.1 C 22.1 C
PM 15.0 B 15.0 B
AM 73.6 E 75.6 E
PM 174.1 F 175.5 F
AM 60.0 E 60.5 E
PM 70.4 E 71.8 E
AM 223.4 F 223.4 F
PM 332.9 F 332.9 F
AM 217.8 F 218.6 F
PM 166.9 F 168.2 F
AM 12.3 B 12.4 B
PM 13.8 B 13.9 B
AM 13.5 B 13.5 B
PM 13.2 B 13.3 B
AM 46.2 D 46.2 D
PM 62.0 E 62.2 E
AM 66.2 E 66.6 E
PM 140.3 F 143.7 F
AM 436.4 F 436.2 F
PM 165.7 F 166.0 F
AM 114.9 F 115.3 F
PM 175.3 F 175.2 F
AM 21.5 C 23.2 C
PM 24.0 C 26.2 C
AM 142.7 F 143.4 F
PM 172.3 F 173.4 F
AM 210.3 F 214.0 F
PM 141.8 F 145.5 F
AM 21.4 C 21.5 C
PM 23.1 C 23.5 C
AM 41.6 D 45.0 D
PM 47.4 D 49.0 D
AM 170.3 F 206.3 F
PM 100.8 F 129.1 F
AM 81.3 F 88.6 F
PM 153.7 F 166.7 F
AM 178.6 F 182.6 F
PM 249.4 F 260.5 F
Notes: Bold represents unacceptable operations. Shaded represents a significant impact.

Cumulative (2035) plus
Proposed Project
21 Grant Line Road @ White Rock Road Signal
22 White Rock Road @ Prairie City
Road Signal
19 Grant Line Road @ Douglas Road Signal
20 Grant Line Road @ Raymer Way Signal
17 Jackson Road/SR‐16 @ Grant Line
Road Signal
18 Grant Line Road @ Kiefer Boulevard Signal
15 Douglas Road @ Americanos
Boulevard Signal
16 Jackson Road/SR‐16 @ Sunrise
Boulevard Signal
13 Douglas Road @ Zinfandel Drive Signal
14 Douglas Road @ Sunrise Boulevard Signal
11 Sunrise Boulevard @ Folsom
Boulevard Signal
12 Sunrise Boulevard @ White Rock
Road Signal
7 Zinfandel Drive @ International
Drive Signal
8 Sunrise Boulevard @ Zinfandel Drive Signal
5 Zinfandel Drive @ US‐50 Eastbound
Ramps Signal
6 Zinfandel Drive @ White Rock Road Signal
Mather Field Road @ International
Drive Signal
4 Zinfandel Drive @ US‐50 Westbound
Ramps Signal
3 1 Mather Field Road @ US‐50
Westbound Ramps Signal
2 Mather Field Road @ US‐50
Eastbound Ramps Signal
9 Sunrise Boulevard @ US‐50
Westbound Ramps Signal
10 Sunrise Boulevard @ US‐50
Eastbound Ramps Signal
ID Intersection Control
Peak
Hour
Cumulative (2035)
ITEM 11.1. ATTACHMENT 4

Page 2434 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
26 November 4, 2020
Table 11 – Cumulative (2035) plus Proposed Project Roadway Segment Levels of Service From To
Travel
Lanes
Facility
Type
Daily
Volume
Volume /
Capacity
Ratio
Level of
Service
Travel
Lanes
Facility
Type
Daily
Volume
Volume /
Capacity
Ratio
Level of
Service
1 Mather Field Rd Folsom Blvd US‐50 WB Ramps 6 Arterial Moderate 34,520 0.64 B 6 Arterial Moderate 34,520 0.64 B D 2 Mather Field Rd US‐50 EB Ramps International Dr 6 Arterial Moderate 29,010 0.54 A 6 Arterial Moderate 29,010 0.54 A D3 Zinfandel Dr Folsom Blvd US‐50 WB Ramps 6 Arterial Moderate 21,900 0.41 A 6 Arterial Moderate 21,940 0.41 A D 4 Zinfandel Dr White Rock Rd International Dr 6 Arterial Moderate 88,350 1.64 F 6 Arterial Moderate 88,350 1.64 F D 5 Zinfandel Dr International Dr Douglas Rd 4 Arterial Moderate 46,350 1.29 F 4 Arterial Moderate 46,350 1.29 F D 6 Mather Field Rd Femoyer St Douglas Rd 4 Arterial Moderate 15,630 0.43 A 4 Arterial Moderate 15,630 0.43 A D 7 Sunrise Blvd Folsom Blvd White Rock Rd 6 Arterial Moderate 39,830 0.74 C 6 Arterial Moderate 39,991 0.74 C D 8 Sunrise Blvd White Rock Rd Douglas Road 6 Arterial Moderate 38,650 0.72 C 6 Arterial Moderate 38,650 0.72 C D9 Sunrise Blvd Douglas Rd Jackson Rd/SR 16 4 Arterial Moderate 43,460 1.21 F 4 Arterial Moderate 43,460 1.21 F D 10 White Rock Rd Zinfandel Dr Sunrise Blvd 6 Arterial Moderate 15,080 0.28 A 6 Arterial Moderate 15,481 0.29 A D 11 White Rock Rd Sunrise Blvd Grant Line Road 6 Arterial Moderate 13,380 0.25 A 6 Arterial Moderate 14,745 0.27 A D 12 White Rock Rd Grant Line Rd Prairie City Rd 4 Arterial Moderate 69,700 1.94 F 4 Arterial Moderate 70,623 1.96 F E 13 Grant Line Road Raymer Wy Douglas Road 4 Expressway 38,620 0.54 A 4 Expressway 39,664 0.55 A D14 Grant Line Road Douglas Rd Jackson Rd/SR 16 4 Arterial High 23,280 0.58 A 4 Arterial High 23,641 0.59 A D 15 Douglas Rd Mather Field Rd Sunrise Blvd 4 Arterial Moderate 60,580 1.68 F 4 Arterial Moderate 60,741 1.69 F D 16 Douglas Rd Sunrise Blvd Grant Line Road 6 Arterial Moderate 24,730 0.46 A 6 Arterial Moderate 25,412 0.47 A D 17 Grant Line Road White Rock Rd Raymer Wy 4 Expressway 51,290 0.71 C 4 Expressway 53,578 0.74 C E Note: Bold represents unacceptable operations. Shaded indicates significant impact ID Roadway
Segment Cumulative Cumulative plus Project
LOS
Threshold

ITEM 11.1. ATTACHMENT 4

Page 2435 of 3764 ends

1 14
9 15 16
13 11
8 6
10 7
2 1
3 4
5 12
17 16
17 13
18 19
1 2
3 7
4 10
12 11
21 9
8 22
5 6
14 15
20 Sunrise Blvd
Florin Rd
Jackson Rd
Eagles Nest Rd
Douglas Rd Sunrise Blvd
Florin Rd
Jackson Rd
Eagles Nest Rd
Keifer Blvd
16 CALIFORNIA
Folsom Blvd
White Rock Rd
Prairie City Rd
Excelsior Rd
Grant Line Rd
Rancho Cordova Pkwy
Zinfandel Dr
Mather Field Rd
International Dr
Chrysanthy BlvdChrysanthy Blvd
White Rock RdWhite Rock Rd Grant Line
Rd Grant LineRd
Raymer WayRaymer Way
Americanos Way
Rio Del Oro Pkwy
Centennial Dr
Project Location
# Study Intersection
#
LEGEND
Study Segment
XX% Trip Distribution
Percentage
XX% Local Trip End
Percentage
Future Roadway
57%
26%
15%
17%
4%
23%
9%
14%
34%
2%
9%
4%
2%
4%
1%
2%
1%
9%
14%
8%
4%
1%
13%
14%
11%
4%
11%
1%
1%
2%
6%

NOT TO SCALE
Figure 10
Cumulative (2035) Project Trip Distribution
The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2436 of 3764 ends

Page 2437 of 3764 ends

17 18
13 14
19 22
1 2 3
5 6 7
4 9 10 11 12
8 21
16 20
15 Jackson Rd/SR-16 Grant Line Rd
Keifer Blvd
Grant Line Rd
Douglas Rd
Zinfandel Dr
Douglas Rd
Sunrise Blvd
Douglas Rd
Grant Line Rd
White Rock Rd
Prarie City Rd
US-50 WB
Mather Field Rd
US-50 EB
Mather Field Rd
Mather Field Rd
International Dr
International Dr
Zinfandel Dr
Zinfandel Dr
US-50 EB White Rock Rd Zinfandel Dr
US-50 WB
Zinfandel Dr
White Rock Rd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
Sunrise Blvd
US-50 WB US-50 EB Folsom Blvd
Zinfandel Dr
White Rock Rd
Grant Line Rd
Raymer Way
Grant Line Road
Jackson Rd/SR-16
Americanos Blvd
Sunrise Blvd
Douglas Rd
650 (620)1460 (960)
300 (490)
1120 (590)
1230 (1300)1080 (1670)
480 (300)2010 (1050)
310 (580)
1170 (820)
1670 (2320)
420 (890)
1910 (2410)
240 (200)
2110 (1840)
1220 (250)
70 (290)
450 (690)
360 (620)951 (1133)
370 (450)
1570 (790)
1302 (1862)
859 (1762)
740 (310)1950 (1660)917 (534)
451 (714)
250 (190)
40 (100)
220 (630)
170 (300)
30 (40)
1420 (1270)
40 (60)80 (20)
620 (420)1040 (1520)160 (170)
130 (210)
1430 (970)
430 (540)
230 (570)
960 (1430)
540 (760)
1500 (950)
730 (660)480 (440)
80 (120)3803 (2870)90 (60)
30 (60)
20 (20)
40 (60)
110 (190)
10 (30)
320 (180)
2789 (3226)
10 (20)
280 (260)
260 (130)970 (1540)233 (350)
259 (496)
964 (685)
370 (350)
110 (330)
498 (1296)
80 (300)
1380 (1000)
390 (230)100 (200)
320 (250)2173 (1370)230 (240)
140 (250)
330 (380)
370 (210)
250 (550)
310 (540)
130 (130)
1719 (1826)
110 (270)
90 (130)
450 (380)2143 (1270)
1200 (1160)
600 (330)
2279 (2866)
560 (520)
1720 (1270)2523 (1810)
450 (450)
500 (320)
2499 (2996)
350 (530)
120 (610)230 (730)470 (1430)
1290 (590)
592 (552)
252 (141)
580 (130)
521 (523)
30 (30)
790 (270)
91 (253)
10 (20)
310 (220)1060 (2680)200 (360)
460 (320)
1189 (556)
90 (190)
300 (330)
493 (1281)
240 (630)
2170 (1030)
130 (80)
710 (320)
520 (290)1180 (1680)100 (300)
330 (200)
765 (383)
145 (183)
240 (500)
321 (835)
20 (20)
1620 (960)
212 (175)
10 (10)
125 (203)921 (994)50 (280)
170 (30)
20 (10)
10 (20)
192 (135)
10 (10)
190 (190)
1057 (944)
20 (10)
180 (180)
350 (246)729 (896)132 (242)
221 (143)
920 (420)
80 (100)
283 (320)
370 (970)
943 (751)
50 (100)
10 (10)
1280 (560)1278 (2090)
277 (469)
2184 (1516)
637 (1013)80 (230)
360 (450)
1871 (1627)
1021 (854)
1633 (2132)
540 (560)
10 (60) 30 (20)
10 (70)
20 (10)
360 (430)
60 (10)
100 (70)
10 (10)
230 (150)
30 (120)
60 (80)
260 (130)
170 (280)
10 (0)
10 (0)
510 (302)
480 (1480)
0 (10)
0 (10)
140 (70)
0 (10)
0 (10)
0 (460)
0 (10)
180 (10)
180 (246)80 (310)40 (140)
140 (30)
420 (420)
70 (70)
143 (325)
430 (660)
50 (100)
310 (100)
80 (80)
110 (50)
10 (10)
200 (360)1055 (1363)56 (67)
58 (59)
250 (130)
60 (80)
400 (310)
120 (240)
110 (250)
1412 (1099)
80 (60)
240 (70)
0 (170)
215 (479)1090 (1790)240 (300)
290 (260)
20 (30)
80 (100)
494 (278)
30 (30)
201 (170)
1840 (1270)
90 (80)
140 (208)
230 (140)1771 (1353)
30 (130)
500 (900)
950 (160)
1276 (981)
1531 (2034)
530 (460)
80 (10)
100 (740)
10 (10)
#
LEGEND
Study Intersection
AM(PM) Peak-Hour
Volumes xx(xx)
Figure 12
Cumulative (2035) plus Proposed Project Peak-Hour Traffic Volumes The Preserve - Traffic Impact Analysis
ITEM 11.1. ATTACHMENT 4

Page 2438 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
30 November 4, 2020

IMPACTS AND MITIGATION
Regulatory Setting and Thresholds of Significance
Sacramento County
The Circulation Element of the latest County of Sacramento General Plan6 includes the following relevant provisions:

CI‐9. Plan and design the roadway system in a manner that meets Level of Service (LOS) D on rural roadways and LOS E on urban roadways, unless it is infeasible to implement project alternatives or mitigation measures that would achieve LOS D on rural roadways or LOS E on urban roadways. The urban areas are those areas within the Urban Service Boundary as shown in the Land Use Element of the Sacramento County General Plan. The areas outside the Urban Service Boundary are considered rural.

CI‐35. The applicant/developer of land development projects shall be responsible to install bicycle and pedestrian facilities in accordance with Sacramento County Improvement Standards and may be responsible to participate in the fair share funding of regional multi‐use trails identified in the Sacramento County Bicycle Master Plan.

Sacramento County’s traffic study guidelines1 provide guidelines for the implementation of the General Plan provisions: “The County defines the minimum acceptable operation level for its roadways and intersections to be LOS D for rural areas and LOS E for urban areas. The urban areas are those areas within the Urban Service Boundary as shown in the Land Use Element of the Sacramento County General Plan.

The areas outside the Urban Service Boundary are considered rural.” All of the Sacramento County study facilities are within the Urban Services Boundary. Therefore, LOS E is the minimum acceptable LOS for all County facilities.

Thresholds of Significance
Roadways/Signalized Intersections: A project is considered to have a significant effect if it would:
 result in a roadway or a signalized intersection operating at an acceptable LOS to deteriorate to an unacceptable LOS; or
 increase the V/C ratio by more than 0.05 at a roadway or at a signalized intersection that is operating at an unacceptable LOS without the project.

Unsignalized Intersections: A project is considered to have a significant effect if it would:
 result in an unsignalized intersection movement/approach operating at an acceptable LOS to deteriorate to an unacceptable LOS, and also cause the intersection to meet a traffic signal warrant; or
 for an unsignalized intersection that meets a signal warrant, increase the delay by more than 5 seconds at a movement/approach that is operating at an unacceptable LOS without the project.
6 Sacramento County General Plan of 2005‐2030, Sacramento County Community Planning & Development Department, November 9, 2011.

ITEM 11.1. ATTACHMENT 4

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The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California
31 November 4, 2020
City of Rancho Cordova
The Circulation Element of the City of Rancho Cordova’s General Plan 2035 includes the following relevant provisions:

Policy C.1.2 ‐ Seek to maintain operations on all roadways and intersections at Level of Service D or better at all times, including peak travel times, unless maintaining this Level of Service would, in the City's judgment, be infeasible and/or conflict with the achievement of other goals. Congestion in excess of Level of Service D may be accepted in these cases, provided that provisions are made to improve traffic flow and/or promote non‐vehicular transportation as part of a development project or a City‐initiated project. Please see Policy C.1.3 for additional policy guidance related to this issue.

Examples of system improvements which may be accepted when Level of Service D cannot be maintained include the following, where the improvement or funding is in excess of standard City requirements:
• Development of on‐ or off‐street bicycle or pedestrian circulation (not including sidewalks that are constructed as part of roadway improvements);
• Providing or funding public transportation facilities or services; • Other features as determined appropriate by the City.

Policy C.1.3 ‐ Recognize that regional traffic beyond the City’s control, as well as circulation system decisions made prior to incorporation or by other agencies, will make it infeasible to achieve the City’s desired Level of Service on all roadways. Subject development projects which affect these roadways to the provisions of Policy C.1.2 to provide offsetting improvements to the vehicular and/or non‐vehicular transportation system.

Impacts and Mitigation

Existing (2019) plus Proposed Project Conditions
As reflected in Table 6 and Table 7, the addition of the proposed project results in two (2) significant impacts. Analysis worksheets for the mitigations for this scenario are provided in Appendix F. The following is a discussion of each impact and its associated mitigation.

Intersection Impacts:

I1. Intersection #17, Jackson Road/SR‐16 @ Grant Line Road As shown in Table 6, this intersection operates at unacceptable LOS F during the AM and PM peak‐hours without the project, and the project adds more than 5 seconds of delay to the intersection during the AM and PM peak‐hours. This is a significant impact.

I2. Intersection #20, Grant Line Road @ Raymer Way
As shown in Table 6, this intersection operates at LOS E and D during the AM and PM peak‐ hours without the project, and the project results in the intersection operating at LOS F. This is a significant impact.

Mitigations:

M1. Intersection #17, Jackson Road/SR‐16 @ Grant Line Road The significant impact at this intersection during the AM and PM peak‐hours can be mitigated by constructing a northbound and southbound left‐turn pocket. As shown in Table 12, with the addition of this improvement, the intersection operates at LOS D during the AM and PM peak‐ ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
32 November 4, 2020
hours. However, a portion of the identified improvement lies outside of the City Limits and beyond the control of the City of Rancho Cordova.  Because the City of Rancho Cordova cannot guarantee this measure can be implemented, the impact would remain significant and unavoidable.

M2. Intersection #20, Grant Line Road @ Raymer
The significant impact at this intersection can be mitigated by converting the intersection from side street stop controlled to signalized along the existing Grant Line Road alignment. As shown in Table 12, with this mitigation, the intersection operates at LOS B and LOS C during the AM and PM peak‐hours, respectively. Therefore, the impact is less than significant with mitigation.

Table 12 – Intersection Levels of Service – Existing (2019) plus Proposed Project Mitigated Conditions Delay (sec) LOS Delay (sec) LOS
AM 103.7 F 46.3 D
PM 120.4 F 40.1 D
AM 146.3 (606 EB) F 15.4 B
PM 84.1 (545 EB) F 22.2 C
ID Intersection Control Peak
Hour
Existing (2019) plus
Proposed Project
Existing (2019) plus
Proposed Project
(Mitigated) Control
17 Jackson Road/SR‐16 @ Grant Line
Road Signal Signal
20 Grant Line Road @ Raymer Way SSSC Signal
Bold represents unacceptable operations. Shaded represents significant impact.

Cumulative plus Proposed Project Conditions
As reflected in Table 10 and Table 11, the addition of the proposed project results in three (3) significant impacts. Analysis worksheets for the mitigations for this scenario are provided in Appendix F. The following is a discussion of each impact and its associated mitigation.

Intersection Impacts:

I3. Intersection #20, Grant Line @ Raymer Way
As shown in Table 10, this intersection operates at unacceptable LOS F during the AM peak‐ hour without the project, and the project adds more than 5 seconds of delay to the intersection during the AM and PM peak‐hours. This is a significant impact.

I4. Intersection #21, Grant Line @ White Rock Road
As shown in Table 10, this intersection operates at unacceptable LOS F during the AM peak‐ hour without the project, and the project adds more than 5 seconds of delay to the intersection during the AM and PM peak‐hours. This is a significant impact.

I5. Intersection #22, White Rock Road @Prairie City Road As shown in Table 10, this intersection operates at unacceptable LOS F during the AM and PM peak‐hour without the project, and the project adds more than 5 seconds of delay to the intersection during the PM peak‐hour. This is a significant impact.

Mitigations:

M3. Intersection #20, Grant Line @ Raymer Way
The significant impact at this intersection can be mitigated by the addition of two eastbound left‐turn lanes, a southbound left turn lane, a westbound left turn lane and restriping the thru‐ left land to a thru‐right lane. It is expected that this these improvements will be implemented with the construction of the Capital South East Connector and related relocation of Grant Line Road. As shown in Table 13, this mitigation measure results in the intersection operating at LOS D during the AM and PM peak‐hours. However, since the City of Rancho Cordova cannot guarantee the timing or implementation of Capital South East Connector, the impact would remain significant and unavoidable.

ITEM 11.1. ATTACHMENT 4

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The Preserve   Rancho Cordova,
DRAFT Transportation Impact Analysis   California
33 November 4, 2020
M4.  Intersection #21, Grant Line @ White Rock Road
The significant impact at this intersection during the AM and PM peak‐hours can be mitigated by the addition of a northbound left‐turn lane, a southbound through lane, and an eastbound left‐turn lane. As shown in Table 13, this mitigation measure results in the intersection operating at LOS E and LOS D during the AM and PM peak‐hours, respectively. However, the identified improvement lies outside of the City Limits and beyond the control of the City of Rancho Cordova. Because the City of Rancho Cordova cannot guarantee this measure can be implemented, the impact would remain significant and unavoidable.

M5. Intersection #22, White Rock Road @ Prairie City Road The significant impact at this intersection during the PM peak‐hour can be mitigated with the addition of a second southbound right‐turn lane and the addition of a right‐turn overlap signal phase for the southbound right‐turn. As shown in Table 13, this mitigation measure results in the intersection operating at LOS E during the AM and PM peak‐hours. However, the identified improvement lies outside of the City Limits and beyond the control of the City of Rancho Cordova. Because the City of Rancho Cordova cannot guarantee this measure can be implemented, the impact would remain significant and unavoidable.

Table 13 – Intersection Levels of Service – Cumulative (2035) plus Proposed Project Mitigated Conditions Delay (sec) LOS Delay (sec) LOS
AM 206.3 F 39.1 D
PM 129.1 F 54.3 D
AM 88.6 F 59.2 E
PM 166.7 F 46.7 D
AM 182.6 F 72.7 E
PM 260.5 F 77.9 E
ID Intersection Control Peak
Hour
Cumulative (2035) plus
Proposed Project
20 Grant Line Road @ Raymer Way Signal Signal
Cumulative (2035) plus
Proposed Project
(Mitigated) Control
Grant Line Road @ White Rock Road Signal Signal
22 White Rock Road @ Prairie City Road Signal Signal
Bold represents unacceptable operations. Shaded represents significant impact. 21 CONCLUSIONS
Significant findings of this study include:
 The proposed project is estimated to generate 4,014 new daily trips, with 313 new trips occurring during the AM peak‐hour, and 416 new trips occurring during the PM peak‐hour.  The addition of the proposed project to the Existing (2019) Conditionsresultsin a significant impact at two (2) study intersections, Intersection #17 (Jackson Road/SR‐16 at Grant Line Road) and Intersection #20 (Grant Line Road at Raymer Way). With the application of mitigation measures recommended herein, the impacts to Intersection #17 can be mitigated. However, because the City of Rancho Cordova cannot guarantee that mitigation measure M1 can be implemented, the impact would remain significant and unavoidable. With the implementation of mitigation measure M2, the impact to Intersection #20 is less than significant with mitigation.  The addition of the proposed project to Cumulative (2035) Conditionsresultsin a significant impact at three (3) intersections. With the application of mitigation measures recommended herein, the impacts to intersections can be mitigated. However, because the City of Rancho Cordova cannot guarantee that these mitigation measures (M3, M4, and M5) can be implemented, the impact would remain significant and unavoidable.

ITEM 11.1. ATTACHMENT 4

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The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California

Appendix A

Traffic Count Data Sheets
ITEM 11.1. ATTACHMENT 4

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National Data & Surveying Services
Location: Grant Line Rd & Kiefer Blvd Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-001 Control: 3-Way Stop(NB/SB/WB) Date:

NS/EW Streets:
0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 78 5 0 11 63 0 0 0 0 0 0 9 0 22 0 188
7:15 AM 0 110 1 0 15 61 0 0 0 0 0 0 1 0 49 1 238
7:30 AM 0 111 7 0 15 92 0 0 0 0 0 0 4 0 49 0 2787:45 AM 0 112 5 0 11 75 0 0 0 0 0 0 3 0 48 0 254 8:00 AM 1 106 2 0 9 60 0 0 1 0 0 0 4 0 20 0 203
8:15 AM 0 111 7 0 7 57 0 0 0 0 0 0 5 0 23 0 210
8:30 AM 0 114 14 0 9 45 0 0 0 0 0 0 6 0 12 0 200
8:45 AM 0 101 18 0 8 46 1 0 0 0 0 0 3 0 16 0 193

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 843 59 0 85 499 1 0 1 0 0 0 35 0 239 1 1764 APPROACH %'s : 0.11% 93.36% 6.53% 0.00% 14.53% 85.30% 0.17% 0.00% 100.00% 0.00% 0.00% 0.00% 12.73% 0.00% 86.91% 0.36% PEAK HR : 07:15 AM 38 37 44 07:30 AM TOTAL
PEAK HR VOL : 1 439 15 0 50 288 0 0 1 0 0 0 12 0 166 1 973 PEAK HR FACTOR : 0.250 0.980 0.536 0.000 0.833 0.783 0.000 0.000 0.250 0.000 0.000 0.000 0.750 0.000 0.847 0.250 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
4:00 PM 0 87 2 0 23 79 2 0 0 0 2 0 4 0 8 0 207
4:15 PM 1 98 5 0 26 99 0 0 2 0 0 0 5 1 10 0 247
4:30 PM 0 83 0 0 34 102 0 0 1 0 0 0 4 0 7 0 231
4:45 PM 0 80 0 0 42 87 2 0 0 2 0 0 8 0 6 0 227
5:00 PM 1 97 0 0 37 91 1 0 1 0 0 0 10 0 10 0 248
5:15 PM 1 96 0 0 32 113 1 0 0 0 0 0 1 0 10 0 254
5:30 PM 1 71 1 0 22 92 0 0 1 1 0 0 2 0 4 0 195
5:45 PM 0 75 0 0 21 68 1 0 0 0 1 0 0 0 5 0 171

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 4 687 8 0 237 731 7 0 5 3 3 0 34 1 60 0 1780 APPROACH %'s : 0.57% 98.28% 1.14% 0.00% 24.31% 74.97% 0.72% 0.00% 45.45% 27.27% 27.27% 0.00% 35.79% 1.05% 63.16% 0.00% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 2 356 0 0 145 393 4 0 2 2 0 0 23 0 33 0 960 PEAK HR FACTOR : 0.500 0.918 0.000 0.000 0.863 0.869 0.500 0.000 0.500 0.250 0.000 0.000 0.575 0.000 0.825 0.000

EASTBOUND
5/21/2019
Kiefer Blvd

NORTHBOUND
Kiefer Blvd

0.844

WESTBOUND
Grant Line Rd Grant Line Rd

0.790 0.250

EASTBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.964 0.875
Total

0.945 0.500

WESTBOUND

0.700

SOUTHBOUND

0.913 0.928
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

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National Data & Surveying Services
Location: Grant Line Rd & Jackson Rd/SR-16 Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-002 Control: Signalized Date:

NS/EW Streets:
0100010011001100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 63 4 0 5 51 13 0 16 67 0 0 9 177 6 0 411
7:15 AM 1 85 4 0 7 50 10 0 18 72 0 0 14 164 4 0 429
7:30 AM 1 90 2 0 9 56 19 0 23 54 0 0 9 153 12 0 4287:45 AM 1 78 6 0 2 62 22 0 26 66 0 0 4 146 12 0 425 8:00 AM 2 75 11 0 5 42 25 0 21 50 1 0 5 127 19 0 383
8:15 AM 2 86 5 0 2 45 10 0 15 78 0 0 7 139 15 0 404
8:30 AM 1 94 7 0 3 45 12 0 21 56 3 0 12 133 16 0 403
8:45 AM 1 90 4 0 6 32 13 0 22 70 1 0 9 119 5 0 372

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 661 43 0 39 383 124 0 162 513 5 0 69 1158 89 0 3255 APPROACH %'s : 1.26% 92.71% 6.03% 0.00% 7.14% 70.15% 22.71% 0.00% 23.82% 75.44% 0.74% 0.00% 5.24% 87.99% 6.76% 0.00% PEAK HR : 07:00 AM 37 37 44 07:15 AM TOTAL
PEAK HR VOL : 3 316 16 0 23 219 64 0 83 259 0 0 36 640 34 0 1693 PEAK HR FACTOR : 0.750 0.878 0.667 0.000 0.639 0.883 0.727 0.000 0.798 0.899 0.000 0.000 0.643 0.904 0.708 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010011001100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 71 13 0 11 66 11 0 5 144 1 0 7 72 0 0 402
4:15 PM 0 84 16 0 13 74 10 0 11 162 0 0 14 78 10 0 472
4:30 PM 1 56 10 0 6 93 9 0 15 186 0 0 18 98 11 0 503
4:45 PM 1 61 17 0 9 69 13 0 17 180 0 0 14 79 13 0 473
5:00 PM 1 72 15 0 9 87 19 0 16 156 0 0 11 79 6 0 471
5:15 PM 1 73 14 0 9 85 16 0 16 175 0 0 2 67 13 0 471
5:30 PM 0 56 13 0 9 81 8 0 14 174 0 0 11 75 14 0 455
5:45 PM 0 60 6 0 11 53 9 0 7 170 1 0 10 69 6 0 402

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 533 104 0 77 608 95 0 101 1347 2 0 87 617 73 0 3649 APPROACH %'s : 0.78% 83.02% 16.20% 0.00% 9.87% 77.95% 12.18% 0.00% 6.97% 92.90% 0.14% 0.00% 11.20% 79.41% 9.40% 0.00% PEAK HR : 04:15 PM 290 289 296 04:30 PM TOTAL
PEAK HR VOL : 3 273 58 0 37 323 51 0 59 684 0 0 57 334 40 0 1919 PEAK HR FACTOR : 0.750 0.813 0.853 0.000 0.712 0.868 0.671 0.000 0.868 0.919 0.000 0.000 0.792 0.852 0.769 0.000

0.987
Total

0.954 0.924

WESTBOUND

0.848

SOUTHBOUND

0.835 0.893
04:15 PM - 05:15 PM

SOUTHBOUND
PM
AM
07:00 AM - 08:00 AM

NORTHBOUND

0.901

EASTBOUND
5/21/2019
Jackson Rd/SR-16

NORTHBOUND
Jackson Rd/SR-16

0.924

WESTBOUND
Grant Line Rd Grant Line Rd

0.890 0.929

EASTBOUND
ITEM 11.1. ATTACHMENT 4

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National Data & Surveying Services
Location: Zinfandel Dr & Douglas Rd Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-003 Control: Signalized Date:

NS/EW Streets:
1100211012001110

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 3 23 9 0 22 2 9 0 54 27 0 0 3 72 137 0 361
7:15 AM 3 29 11 0 42 5 9 0 63 28 0 0 9 92 133 0 424
7:30 AM 3 56 11 0 43 2 11 0 81 38 1 0 2 73 106 0 4277:45 AM 1 46 15 0 45 13 18 0 81 49 1 0 1 101 135 0 506 8:00 AM 0 47 9 0 44 5 17 0 69 42 0 0 4 78 109 0 424
8:15 AM 2 30 9 0 43 7 26 0 73 56 0 0 5 87 94 0 432
8:30 AM 2 37 16 0 42 7 19 0 47 40 1 0 5 42 110 1 369
8:45 AM 2 19 6 0 35 7 10 0 38 20 1 0 9 46 94 0 287

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 16 287 86 0 316 48 119 0 506 300 4 0 38 591 918 1 3230 APPROACH %'s : 4.11% 73.78% 22.11% 0.00% 65.42% 9.94% 24.64% 0.00% 62.47% 37.04% 0.49% 0.00% 2.45% 38.18% 59.30% 0.06% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 6 179 44 0 175 27 72 0 304 185 2 0 12 339 444 0 1789 PEAK HR FACTOR : 0.500 0.799 0.733 0.000 0.972 0.519 0.692 0.000 0.938 0.826 0.500 0.000 0.600 0.839 0.822 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1100211012001110

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 14 10 0 132 35 59 0 17 64 3 0 13 51 47 0 445
4:15 PM 0 8 9 0 149 32 79 0 13 66 3 0 13 39 52 0 463
4:30 PM 1 19 11 0 144 39 85 0 21 75 3 0 19 56 61 0 534
4:45 PM 0 6 8 0 135 36 88 0 19 86 2 0 17 44 60 0 501
5:00 PM 2 14 10 0 152 39 95 0 23 67 5 0 12 53 65 0 537
5:15 PM 1 14 10 0 178 36 81 0 13 73 5 0 13 52 65 1 542
5:30 PM 4 17 7 0 157 42 66 0 19 70 3 0 21 40 56 0 502
5:45 PM 2 8 6 0 145 28 64 0 15 44 1 0 7 47 42 0 409

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 10 100 71 0 1192 287 617 0 140 545 25 0 115 382 448 1 3933 APPROACH %'s : 5.52% 55.25% 39.23% 0.00% 56.87% 13.69% 29.44% 0.00% 19.72% 76.76% 3.52% 0.00% 12.16% 40.38% 47.36% 0.11% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 4 53 39 0 609 150 349 0 76 301 15 0 61 205 251 1 2114 PEAK HR FACTOR : 0.500 0.697 0.886 0.000 0.855 0.962 0.918 0.000 0.826 0.875 0.750 0.000 0.803 0.915 0.965 0.250

EASTBOUND
5/21/2019
Douglas Rd

NORTHBOUND
Douglas Rd

0.839

WESTBOUND
Zinfandel Dr Zinfandel Dr

0.901 0.937

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.818 0.884
Total

0.975 0.916

WESTBOUND

0.952

SOUTHBOUND

0.774 0.939
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

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National Data & Surveying Services
Location: Grant Line Rd & Douglas Rd Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-005 Control: Signalized Date:

NS/EW Streets:
1100011010100000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 13 87 0 0 0 69 12 0 27 0 11 0 0 0 0 0 219
7:15 AM 27 117 0 0 0 71 14 0 34 0 5 0 0 0 0 0 268
7:30 AM 24 119 0 0 0 88 18 0 74 0 6 0 0 0 0 0 3297:45 AM 33 133 0 0 0 76 23 0 36 0 7 0 0 0 0 0 308 8:00 AM 10 112 0 0 0 65 17 0 52 0 4 0 0 0 0 0 260
8:15 AM 13 111 0 0 0 55 12 0 62 0 3 0 0 0 0 0 256
8:30 AM 11 124 0 0 0 52 15 0 43 0 6 0 0 0 0 0 251
8:45 AM 8 112 0 0 0 42 11 0 33 0 4 0 0 0 0 0 210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 139 915 0 0 0 518 122 0 361 0 46 0 0 0 0 0 2101 APPROACH %'s : 13.19% 86.81% 0.00% 0.00% 0.00% 80.94% 19.06% 0.00% 88.70% 0.00% 11.30% 0.00% PEAK HR : 07:15 AM 38 37 44 07:30 AM TOTAL
PEAK HR VOL : 94 481 0 0 0 300 72 0 196 0 22 0 0 0 0 0 1165 PEAK HR FACTOR : 0.712 0.904 0.000 0.000 0.000 0.852 0.783 0.000 0.662 0.000 0.786 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1100011010100000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 86 0 0 0 85 35 0 37 0 10 0 0 0 0 0 255
4:15 PM 6 109 0 0 0 125 41 0 35 0 18 1 0 0 0 0 335
4:30 PM 5 80 0 0 0 86 38 0 42 0 33 0 0 0 0 0 284
4:45 PM 2 75 0 0 0 114 45 0 26 0 26 1 0 0 0 0 289
5:00 PM 7 101 0 0 0 107 39 0 39 0 24 0 0 0 0 0 317
5:15 PM 8 96 0 0 0 119 44 0 35 0 22 0 0 0 0 0 324
5:30 PM 2 77 0 0 0 96 52 0 48 0 11 0 0 0 0 0 286
5:45 PM 3 87 0 0 0 68 36 0 29 0 12 0 0 0 0 0 235

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 35 711 0 0 0 800 330 0 291 0 156 2 0 0 0 0 2325 APPROACH %'s : 4.69% 95.31% 0.00% 0.00% 0.00% 70.80% 29.20% 0.00% 64.81% 0.00% 34.74% 0.45% PEAK HR : 04:15 PM 290 289 296 04:15 PM TOTAL
PEAK HR VOL : 20 365 0 0 0 432 163 0 142 0 101 2 0 0 0 0 1225 PEAK HR FACTOR : 0.714 0.837 0.000 0.000 0.000 0.864 0.906 0.000 0.845 0.000 0.765 0.500 0.000 0.000 0.000 0.000

0.885
Total

0.914 0.817

WESTBOUND

SOUTHBOUND

0.837 0.896
04:15 PM - 05:15 PM

SOUTHBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.866

EASTBOUND
5/21/2019
Douglas Rd

NORTHBOUND
Douglas Rd

WESTBOUND
Grant Line Rd Grant Line Rd

0.877 0.681

EASTBOUND
ITEM 11.1. ATTACHMENT 4

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National Data & Surveying Services
Location: Mather Field Rd & US-50 WB Ramps Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-006 Control: Signalized Date:

NS/EW Streets:
0 2 1 0 0 2 1 0 0 0 0 0 1.5 0 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 146 166 0 0 112 123 0 0 0 0 0 212 0 40 0 799
7:15 AM 0 169 140 0 0 175 82 0 0 0 0 0 227 0 60 0 853
7:30 AM 0 205 104 0 0 179 88 0 0 0 0 0 247 0 56 0 8797:45 AM 0 188 96 0 0 205 76 0 0 0 0 0 284 0 67 0 916 8:00 AM 0 189 121 0 0 178 115 0 0 0 0 0 213 0 67 0 883
8:15 AM 0 158 129 0 0 193 111 0 0 0 0 0 234 0 50 0 875
8:30 AM 0 148 138 0 0 168 104 0 0 0 0 0 189 0 52 0 799
8:45 AM 0 135 122 0 0 115 98 0 0 0 0 0 151 0 61 0 682

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1338 1016 0 0 1325 797 00000 1757 0 453 0 6686 APPROACH %'s : 0.00% 56.84% 43.16% 0.00% 0.00% 62.44% 37.56% 0.00% 79.50% 0.00% 20.50% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 740 450 0 0 755 390 0 0 0 0 0 978 0 240 0 3553 PEAK HR FACTOR : 0.000 0.902 0.872 0.000 0.000 0.921 0.848 0.000 0.000 0.000 0.000 0.000 0.861 0.000 0.896 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 1 0 0 2 1 0 0 0 0 0 1.5 0 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 227 263 0 0 143 109 0 0 0 0 0 70 0 72 0 884
4:15 PM 0 241 205 0 0 136 68 0 0 0 0 0 65 0 75 0 790
4:30 PM 0 279 246 0 0 136 95 0 0 0 0 0 83 0 81 0 920
4:45 PM 0 290 240 0 0 146 84 0 0 0 0 0 98 0 94 0 952
5:00 PM 0 293 245 0 0 176 97 0 0 0 0 0 97 0 77 0 985
5:15 PM 0 286 235 0 0 125 83 0 0 0 0 0 123 0 101 0 953
5:30 PM 0 240 176 0 0 136 90 0 0 0 0 0 91 0 84 0 817
5:45 PM 0 234 149 0 0 129 86 0 0 0 0 0 100 0 87 0 785

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2090 1759 0 0 1127 712 0 0 0 0 0 727 0 671 0 7086 APPROACH %'s : 0.00% 54.30% 45.70% 0.00% 0.00% 61.28% 38.72% 0.00% 52.00% 0.00% 48.00% 0.00% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 0 1148 966 0 0 583 359 0 0 0 0 0 401 0 353 0 3810 PEAK HR FACTOR : 0.000 0.980 0.982 0.000 0.000 0.828 0.925 0.000 0.000 0.000 0.000 0.000 0.815 0.000 0.874 0.000

0.970
Total

0.967

WESTBOUND

0.842

SOUTHBOUND

0.982 0.863
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.960

EASTBOUND
5/22/2019
US-50 WB Ramps

NORTHBOUND
US-50 WB Ramps

0.868

WESTBOUND
Mather Field Rd Mather Field Rd

0.942

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2448 of 3764 ends

National Data & Surveying Services
Location: Mather Field Rd & US-50 EB Ramps Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-007 Control: Signalized Date:

NS/EW Streets:
0 3 2 0 0 2 1 0 1.5 0 1.5 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 237 66 0 0 284 46 0 76 0 222 0 0 0 0 0 931
7:15 AM 0 238 84 0 0 309 80 0 67 0 265 0 0 0 0 0 1043
7:30 AM 0 230 88 0 0 348 96 0 83 0 305 0 0 0 0 0 1150
7:45 AM 0 225 86 0 0 387 79 0 61 0 329 0 0 0 0 0 1167
8:00 AM 0 219 77 0 0 346 63 0 84 0 261 0 0 0 0 0 1050
8:15 AM 0 206 82 0 0 338 79 0 84 0 278 0 0 0 0 0 1067
8:30 AM 0 205 82 0 0 278 77 0 76 0 242 0 0 0 0 0 960
8:45 AM 0 178 69 0 0 225 52 0 76 0 200 0 0 0 0 0 800

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1738 634 0 0 2515 572 0 607 0 2102 0 0 0 0 0 8168 APPROACH %'s : 0.00% 73.27% 26.73% 0.00% 0.00% 81.47% 18.53% 0.00% 22.41% 0.00% 77.59% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 880 333 0 0 1419 317 0 312 0 1173 00000 4434 PEAK HR FACTOR : 0.000 0.957 0.946 0.000 0.000 0.917 0.826 0.000 0.929 0.000 0.891 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 2 0 0 2 1 0 1.5 0 1.5 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 381 239 0 0 137 70 0 113 0 157 0 0 0 0 0 1097 4:15 PM 0 285 179 0 0 162 48 0 150 0 146 0 0 0 0 0 970
4:30 PM 0 402 211 0 0 151 52 0 131 0 144 0 0 0 0 0 1091 4:45 PM 0 388 182 0 0 202 48 0 120 0 158 0 0 0 0 0 1098 5:00 PM 0 432 182 0 0 188 71 0 124 0 119 0 0 0 0 0 1116 5:15 PM 0 349 140 0 0 203 60 0 159 0 164 0 0 0 0 0 1075 5:30 PM 0 291 99 0 0 186 57 0 128 0 153 0 0 0 0 0 914
5:45 PM 0 244 83 0 0 183 42 0 145 0 148 0 0 0 0 0 845

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2772 1315 0 0 1412 448 0 1070 0 1189 0 0 0 0 0 8206 APPROACH %'s : 0.00% 67.82% 32.18% 0.00% 0.00% 75.91% 24.09% 0.00% 47.37% 0.00% 52.63% 0.00% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 0 1571 715 0 0 744 231 0 534 0 585 00000 4380 PEAK HR FACTOR : 0.000 0.909 0.847 0.000 0.000 0.916 0.813 0.000 0.840 0.000 0.892 0.000 0.000 0.000 0.000 0.000

EASTBOUND
5/22/2019
US-50 EB Ramps

NORTHBOUND
US-50 EB Ramps

WESTBOUND
Mather Field Rd Mather Field Rd

0.931 0.952

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.954 0.950
Total

0.981 0.866

WESTBOUND

SOUTHBOUND

0.931 0.927
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

Page 2449 of 3764 ends

National Data & Surveying Services
Location: Mather Field Rd & International Dr Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-008 Control: Signalized Date:

NS/EW Streets:
2010000003101300

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 61 0 12 0 0 0 0 0 0 144 204 0 10 166 0 1 598
7:15 AM 65 0 9 0 0 0 0 0 0 203 174 0 20 183 0 3 657
7:30 AM 69 0 11 0 0 0 0 0 0 193 184 0 23 214 0 3 6977:45 AM 62 0 11 0 0 0 0 0 0 284 234 0 22 168 0 4 785 8:00 AM 67 0 13 0 0 0 0 0 0 231 208 0 19 139 0 8 685
8:15 AM 81 0 12 0 0 0 0 0 0 223 193 0 21 151 0 16 697
8:30 AM 66 0 17 0 0 0 0 0 0 198 163 0 4 142 0 2 592
8:45 AM 82 0 6 0 0 0 0 0 0 173 162 0 18 126 0 5 572

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 553 0 91 0 0 0 0 0 0 1649 1522 0 137 1289 0 42 5283 APPROACH %'s : 85.87% 0.00% 14.13% 0.00% 0.00% 52.00% 48.00% 0.00% 9.33% 87.81% 0.00% 2.86% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 279 0 47 0 0 0 0 0 0 931 819 0 85 672 0 31 2864 PEAK HR FACTOR : 0.861 0.000 0.904 0.000 0.000 0.000 0.000 0.000 0.000 0.820 0.875 0.000 0.924 0.785 0.000 0.484 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2010000003101300

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 263 0 33 0 0 0 0 0 0 145 41 0 25 264 0 2 773
4:15 PM 153 0 26 0 0 0 0 0 0 179 59 0 18 234 0 4 6734:30 PM 251 0 26 0 0 0 0 0 0 165 55 0 18 254 0 1 770 4:45 PM 145 0 21 0 0 0 0 0 0 186 57 0 23 247 0 0 679
5:00 PM 174 0 30 0 0 0 0 0 0 219 55 0 32 291 0 4 805
5:15 PM 107 0 19 0 0 0 0 0 0 211 57 0 30 255 0 1 680
5:30 PM 108 0 9 0 0 0 0 0 0 185 53 0 17 220 0 2 594
5:45 PM 73 0 7 0 0 0 0 0 0 188 60 0 8 179 0 6 521

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1274 0 171 000000 1478 437 0 171 1944 0 20 5495 APPROACH %'s : 88.17% 0.00% 11.83% 0.00% 0.00% 77.18% 22.82% 0.00% 8.01% 91.05% 0.00% 0.94% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 677 0 96 0 0 0 0 0 0 781 224 0 103 1047 0 6 2934 PEAK HR FACTOR : 0.674 0.000 0.800 0.000 0.000 0.000 0.000 0.000 0.000 0.892 0.982 0.000 0.805 0.899 0.000 0.375

EASTBOUND
5/22/2019
International Dr

NORTHBOUND
International Dr

0.821

WESTBOUND
Mather Field Rd Mather Field Rd

0.845

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.876 0.912
Total

0.911 0.917

WESTBOUND

0.884

SOUTHBOUND

0.698
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

Page 2450 of 3764 ends

National Data & Surveying Services
Location: Zinfandel Dr & International DrIntersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-009 Control: Signalized Date:

NS/EW Streets:
2310230023002310

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 65 195 14 2 18 59 42 1 15 59 14 1 10 76 25 4 600 7:15 AM 71 234 16 8 24 62 47 0 19 62 14 1 14 93 24 5 694 7:30 AM 47 221 21 7 40 71 61 1 21 81 16 3 13 86 30 0 7197:45 AM 71 208 30 9 29 138 75 2 28 95 21 3 29 113 19 4 874 8:00 AM 56 219 26 19 39 98 58 1 25 83 13 3 25 86 26 0 777 8:15 AM 50 224 25 7 35 119 65 1 27 78 13 6 17 82 26 4 779 8:30 AM 58 148 6 5 27 74 40 1 36 83 22 0 14 63 30 4 611 8:45 AM 52 160 18 7 28 91 57 1 34 68 13 2 16 54 28 2 631

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 470 1609 156 64 240 712 445 8 205 609 126 19 138 653 208 23 5685 APPROACH %'s : 20.44% 69.99% 6.79% 2.78% 17.08% 50.68% 31.67% 0.57% 21.38% 63.50% 13.14% 1.98% 13.50% 63.89% 20.35% 2.25% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 224 872 102 42 143 426 259 5 101 337 63 15 84 367 101 8 3149 PEAK HR FACTOR : 0.789 0.973 0.850 0.553 0.894 0.772 0.863 0.625 0.902 0.887 0.750 0.625 0.724 0.812 0.842 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2310230023002310

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 20 91 12 4 46 182 48 1 80 104 56 2 32 106 41 7 8324:15 PM 26 125 11 5 43 214 34 2 63 124 51 2 31 73 20 4 8284:30 PM 30 106 16 1 36 204 30 4 89 134 54 4 36 76 31 7 8584:45 PM 27 99 11 1 31 204 33 1 65 107 61 2 35 97 34 11 8195:00 PM 28 118 16 6 56 242 31 2 77 133 66 3 44 108 30 13 9735:15 PM 30 88 16 11 42 213 31 1 56 98 57 2 27 79 34 8 7935:30 PM 28 113 13 6 48 219 19 1 45 78 63 1 35 94 24 6 7935:45 PM 23 108 17 7 27 191 22 7 30 64 56 2 30 79 23 6 692

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 212 848 112 41 329 1669 248 19 505 842 464 18 270 712 237 62 6588 APPROACH %'s : 17.48% 69.91% 9.23% 3.38% 14.53% 73.69% 10.95% 0.84% 27.61% 46.04% 25.37% 0.98% 21.08% 55.58% 18.50% 4.84% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 111 448 54 13 166 864 128 9 294 498 232 11 146 354 115 35 3478 PEAK HR FACTOR : 0.925 0.896 0.844 0.542 0.741 0.893 0.941 0.563 0.826 0.929 0.879 0.688 0.830 0.819 0.846 0.673

0.901
Total

0.894 0.921

WESTBOUND

0.833

SOUTHBOUND

0.932 0.881
04:15 PM - 05:15 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.969

EASTBOUND
5/22/2019
International Dr

NORTHBOUND
International Dr

0.848

WESTBOUND
Zinfandel Dr Zinfandel Dr

0.853 0.878

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2451 of 3764 ends

National Data & Surveying Services
Location: Zinfandel Dr & White Rock Rd Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-010 Control: Signalized Date:

NS/EW Streets:
2 3 0 0 2 3 1 0 2 3 0 0 2 1.5 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 8 214 3 0 125 171 122 0 35 17 3 4 7 19 72 1 801 7:15 AM 8 272 6 0 151 313 155 0 45 19 6 4 6 24 54 0 1063 7:30 AM 7 250 5 0 154 287 147 0 62 26 6 1 4 18 81 0 1048 7:45 AM 8 238 5 0 199 373 170 0 46 28 5 1 6 29 48 0 1156 8:00 AM 14 243 2 0 202 329 169 0 61 27 10 2 9 21 44 0 1133 8:15 AM 11 277 6 0 195 384 172 0 39 20 9 3 5 19 68 1 1209 8:30 AM 9 241 8 0 138 244 139 0 77 16 8 2 7 20 49 1 959 8:45 AM 11 209 6 0 129 282 112 0 49 21 5 4 9 18 56 1 912

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 76 1944 41 0 1293 2383 1186 0 414 174 52 21 53 168 472 4 8281 APPROACH %'s : 3.69% 94.32% 1.99% 0.00% 26.59% 49.01% 24.39% 0.00% 62.63% 26.32% 7.87% 3.18% 7.60% 24.10% 67.72% 0.57% PEAK HR : 07:30 AM 39 37 44 08:15 AM TOTAL
PEAK HR VOL : 40 1008 18 0 750 1373 658 0 208 101 30 7 24 87 241 1 4546 PEAK HR FACTOR : 0.714 0.910 0.750 0.000 0.928 0.894 0.956 0.000 0.839 0.902 0.750 0.583 0.667 0.750 0.744 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 2 3 1 0 2 3 0 0 2 1.5 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 14 262 5 0 76 215 57 0 132 27 4 1 12 27 146 2 9804:15 PM 10 321 5 0 62 228 52 0 140 31 10 4 11 28 147 3 10524:30 PM 13 294 3 0 101 291 51 0 148 44 12 4 11 27 157 1 11574:45 PM 11 282 3 1 85 241 69 0 157 38 13 3 8 30 176 1 11185:00 PM 21 266 6 0 90 295 68 0 136 46 9 2 8 42 180 1 11705:15 PM 13 286 7 0 80 302 75 0 149 45 8 6 12 25 183 0 11915:30 PM 8 259 8 0 82 311 60 0 108 20 12 1 9 32 130 1 1041 5:45 PM 4 272 5 0 63 260 76 0 91 30 11 2 5 29 123 2 973

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 94 2242 42 1 639 2143 508 0 1061 281 79 23 76 240 1242 11 8682 APPROACH %'s : 3.95% 94.24% 1.77% 0.04% 19.42% 65.14% 15.44% 0.00% 73.48% 19.46% 5.47% 1.59% 4.84% 15.30% 79.16% 0.70% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 58 1128 19 1 356 1129 263 0 590 173 42 15 39 124 696 3 4636 PEAK HR FACTOR : 0.690 0.959 0.679 0.250 0.881 0.935 0.877 0.000 0.939 0.940 0.808 0.625 0.813 0.738 0.951 0.750

0.940
Total

0.973 0.972

WESTBOUND

0.933

SOUTHBOUND

0.973 0.956
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.906

EASTBOUND
5/22/2019
White Rock Rd

NORTHBOUND
White Rock Rd

0.857

WESTBOUND
Zinfandel Dr Zinfandel Dr

0.926 0.865

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2452 of 3764 ends

National Data & Surveying Services
Intersection Turning Movement Count Location: Zinfandel Dr & US-50 EB Ramps City: Rancho Cordova Project ID: 19-07202-011
Control: Signalized Date: 5/22/2019
NS/EW Streets:
0 4 0 0 0 0 2 1 0 1.5 1.5 1.5 0 0 0 0 2 0 0
NL NT NR NU NT2 SL ST SR SU EL ET ER EU EL2 WL WT WR WU WR2 TOTAL 7:00 AM 0 263 0 0 97 0 221 33 0 63 152 225 0 0 0 0 27 0 5 1086 7:15 AM 0 240 0 0 92 0 320 44 0 80 204 275 0 0 0 0 33 0 11 1299 7:30 AM 0 264 7 0 143 0 370 58 0 75 197 251 0 1 0 0 29 0 5 1400 7:45 AM 0 200 6 0 102 0 431 45 0 110 253 301 0 0 0 0 25 0 11 1484 8:00 AM 0 271 2 0 112 0 472 45 0 93 209 254 0 0 0 0 23 0 6 1487 8:15 AM 0 250 0 0 112 0 411 53 0 99 190 289 0 0 0 0 25 0 5 1434 8:30 AM 0 235 2 0 115 0 300 40 0 88 173 208 0 0 0 0 36 0 8 1205 8:45 AM 0 242 1 0 93 0 324 28 0 93 148 196 0 0 0 0 25 0 6 1156 NL NT NR NU NT2 SL ST SR SU EL ET ER EU EL2 WL WT WR WU WR2 TOTAL TOTAL VOLUMES : 0 1965 18 0 866 0 2849 346 0 701 1526 1999 0 1 0 0 223 0 57 10551 APPROACH %'s : 0.00% 68.97% 0.63% 0.00% 30.40% 0.00% 89.17% 10.83% 0.00% 16.58% 36.10% 47.29% 0.00% 0.02% 0.00% 0.00% 79.64% 0.00% 20.36% PEAK HR : 07:30 AM 39 37 44 08:00 AM TOTAL
PEAK HR VOL : 0 985 15 0 469 0 1684 201 0 377 849 1095 0 1 0 0 102 0 27 5805 PEAK HR FACTOR : 0.000 0.909 0.536 0.000 0.820 0.000 0.892 0.866 0.000 0.857 0.839 0.909 0.000 0.250 0.000 0.000 0.879 0.000 0.614 Headers NBL NBT NBR NBU NBT2 SBL SBT SBR SBU EBL EBT EBR EBU EBL2 WBL WBT WBR WBU WBR2 0 4 0 0 0 0 2 1 0 1.5 1.5 1.5 0 0 0 0 2 0 0
NL NT NR NU NT2 SL ST SR SU EL ET ER EU EL2 WL WT WR WU WR2 TOTAL 4:00 PM 0 428 0 0 123 0 212 29 0 191 35 151 0 0 0 0 206 0 33 14084:15 PM 0 464 0 0 143 0 230 22 0 141 24 153 0 1 0 0 169 0 33 13804:30 PM 0 471 3 0 139 0 229 29 0 169 34 173 0 0 0 0 203 0 35 14854:45 PM 0 477 1 0 109 0 273 33 0 170 26 162 0 0 0 0 171 0 29 14515:00 PM 0 492 0 0 106 0 249 23 0 187 35 166 0 0 0 0 208 0 35 15015:15 PM 0 498 3 0 110 0 306 29 0 166 35 175 0 0 0 0 154 0 28 15045:30 PM 0 375 1 0 104 0 251 26 0 197 31 167 0 0 0 0 159 0 19 13305:45 PM 0 382 1 0 102 0 263 27 0 168 30 150 0 1 0 0 122 0 30 1276 NL NT NR NU NT2 SL ST SR SU EL ET ER EU EL2 WL WT WR WU WR2 TOTAL TOTAL VOLUMES : 0 3587 9 0 936 0 2013 218 0 1389 250 1297 0200 1392 0 242 11335 APPROACH %'s : 0.00% 79.15% 0.20% 0.00% 20.65% 0.00% 90.23% 9.77% 0.00% 47.28% 8.51% 44.15% 0.00% 0.07% 0.00% 0.00% 85.19% 0.00% 14.81% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 0 1938 7 0 464 0 1057 114 0 692 130 676 0 0 0 0 736 0 127 5941 PEAK HR FACTOR : 0.000 0.973 0.583 0.000 0.835 0.000 0.864 0.864 0.000 0.925 0.929 0.966 0.000 0.000 0.000 0.000 0.885 0.000 0.907 US-50 EB Ramps

NORTHBOUND
US-50 EB Ramps

0.896

WESTBOUND
Zinfandel Dr Zinfandel Dr
Total

SOUTHBOUND

0.982 0.874
04:30 PM - 05:30 PM

SOUTHBOUND

0.912 0.874

EASTBOUND EASTBOUND

0.965
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.887

WESTBOUND

0.888

0.9760.988
ITEM 11.1. ATTACHMENT 4

Page 2453 of 3764 ends

National Data & Surveying Services
Location: Zinfandel Dr & US-50 WB RampsIntersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-012 Control: Signalized Date:

NS/EW Streets:
0320021000002010

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 122 227 0 0 93 97 0 0 0 0 0 155 0 19 0 713
7:15 AM 0 162 193 0 0 140 82 0 0 0 0 0 246 0 43 0 866
7:30 AM 0 211 121 0 0 200 74 0 0 0 0 0 203 0 62 0 8717:45 AM 0 234 139 0 0 199 73 0 0 0 0 0 300 0 75 0 10208:00 AM 0 270 126 0 0 188 79 0 0 0 0 0 302 0 42 0 1007 8:15 AM 0 199 136 0 0 173 85 0 0 0 0 0 277 0 54 0 924
8:30 AM 0 253 139 0 0 166 93 0 0 0 0 0 194 0 41 0 8868:45 AM 0 220 130 0 0 147 71 0 0 0 0 0 231 0 53 0 852

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1671 1211 0 0 1306 654 00000 1908 0 389 0 7139 APPROACH %'s : 0.00% 57.98% 42.02% 0.00% 0.00% 66.63% 33.37% 0.00% 83.06% 0.00% 16.94% 0.00% PEAK HR : 07:45 AM 40 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 956 540 0 0 726 330 0 0 0 0 0 1073 0 212 0 3837 PEAK HR FACTOR : 0.000 0.885 0.971 0.000 0.000 0.912 0.887 0.000 0.000 0.000 0.000 0.000 0.888 0.000 0.707 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0320021000002010

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 396 457 0 0 186 122 0 0 0 0 0 82 0 67 0 1310
4:15 PM 0 389 368 0 0 161 137 0 0 0 0 0 78 0 79 0 1212
4:30 PM 0 402 454 0 0 185 136 0 0 0 0 0 93 0 82 0 1352
4:45 PM 0 427 402 0 0 200 133 0 0 0 0 0 97 0 73 0 1332
5:00 PM 0 428 434 0 0 205 144 0 0 0 0 0 87 0 66 0 1364
5:15 PM 0 398 435 0 0 185 154 0 0 0 0 0 117 0 89 0 1378 5:30 PM 0 429 318 0 0 197 119 0 0 0 0 0 105 0 60 0 1228 5:45 PM 0 364 287 0 0 189 115 0 0 0 0 0 82 0 67 0 1104

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3233 3155 0 0 1508 1060 0 0 0 0 0 741 0 583 0 10280 APPROACH %'s : 0.00% 50.61% 49.39% 0.00% 0.00% 58.72% 41.28% 0.00% 55.97% 0.00% 44.03% 0.00% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 0 1655 1725 0 0 775 567 0 0 0 0 0 394 0 310 0 5426 PEAK HR FACTOR : 0.000 0.967 0.950 0.000 0.000 0.945 0.920 0.000 0.000 0.000 0.000 0.000 0.842 0.000 0.871 0.000

EASTBOUND
5/22/2019
US-50 WB Ramps

NORTHBOUND
US-50 WB Ramps

0.857

WESTBOUND
Zinfandel Dr Zinfandel Dr

0.971

EASTBOUND
PM
AM
07:45 AM - 08:45 AM

NORTHBOUND

0.944 0.940
Total

0.984

WESTBOUND

0.854

SOUTHBOUND

0.980 0.961
04:30 PM - 05:30 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

Page 2454 of 3764 ends

National Data & Surveying Services
Location: Sunrise Blvd & White Rock Rd Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-013 Control: Signalized Date:

NS/EW Streets:
2310231022102310

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 63 238 23 10 57 201 62 4 27 47 9 14 21 54 23 0 853 7:15 AM 57 247 19 9 54 198 66 4 20 38 15 15 41 52 46 0 881 7:30 AM 84 292 24 8 46 205 62 5 31 52 18 15 39 83 24 0 9887:45 AM 72 275 18 12 52 234 65 4 25 57 21 11 43 62 36 1 988 8:00 AM 66 256 21 9 50 213 69 11 29 43 22 20 30 64 27 1 931 8:15 AM 69 262 19 13 75 199 58 9 22 54 14 13 34 57 29 0 927 8:30 AM 55 243 30 4 52 222 51 6 25 30 15 13 31 49 29 0 855 8:45 AM 47 253 16 11 40 220 39 10 24 41 22 9 35 39 33 1 840

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 513 2066 170 76 426 1692 472 53 203 362 136 110 274 460 247 3 7263 APPROACH %'s : 18.16% 73.13% 6.02% 2.69% 16.12% 64.02% 17.86% 2.01% 25.03% 44.64% 16.77% 13.56% 27.85% 46.75% 25.10% 0.30% PEAK HR : 07:30 AM 39 37 44 07:30 AM TOTAL
PEAK HR VOL : 291 1085 82 42 223 851 254 29 107 206 75 59 146 266 116 2 3834 PEAK HR FACTOR : 0.866 0.929 0.854 0.808 0.743 0.909 0.920 0.659 0.863 0.904 0.852 0.738 0.849 0.801 0.806 0.500 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
4:00 PM 38 228 42 15 61 340 24 6 46 99 54 3 55 67 57 2 11374:15 PM 50 201 44 14 51 299 21 10 40 119 43 2 49 62 52 0 10574:30 PM 59 237 60 16 60 321 19 2 61 118 80 6 36 82 46 1 12044:45 PM 52 220 38 18 62 292 31 8 64 145 41 5 60 67 52 2 11575:00 PM 71 258 57 19 59 288 40 5 84 177 63 9 51 126 62 1 13705:15 PM 49 224 42 19 56 329 28 1 70 108 42 9 56 58 52 1 11445:30 PM 51 188 28 20 54 275 31 9 48 97 43 7 53 56 42 1 10035:45 PM 22 183 21 8 49 241 34 6 43 73 26 9 47 40 47 1 850

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 392 1739 332 129 452 2385 228 47 456 936 392 50 407 558 410 9 8922 APPROACH %'s : 15.12% 67.09% 12.81% 4.98% 14.52% 76.64% 7.33% 1.51% 24.86% 51.04% 21.37% 2.73% 29.41% 40.32% 29.62% 0.65% PEAK HR : 04:30 PM 291 289 296 05:00 PM TOTAL
PEAK HR VOL : 231 939 197 72 237 1230 118 16 279 548 226 29 203 333 212 5 4875 PEAK HR FACTOR : 0.813 0.910 0.821 0.947 0.956 0.935 0.738 0.500 0.830 0.774 0.706 0.806 0.846 0.661 0.855 0.625

0.970
Total

0.890 0.812

WESTBOUND

0.784

SOUTHBOUND

0.888 0.967
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.919

EASTBOUND
5/22/2019
White Rock Rd

NORTHBOUND
White Rock Rd

0.908

WESTBOUND
Sunrise Blvd Sunrise Blvd

0.956 0.963

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2455 of 3764 ends

National Data & Surveying Services
Location: Sunrise Blvd & Folsom Blvd Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-014 Control: Signalized Date:

NS/EW Streets:
2 4 1 0 2 3 1 0 2 2 1 0 2 1.5 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 10 250 20 1 69 545 62 2 34 34 8 0 60 36 31 0 1162 7:15 AM 8 277 20 0 70 475 79 1 41 32 26 0 62 55 42 0 1188 7:30 AM 15 329 27 1 55 487 66 0 54 36 12 0 70 55 34 0 1241 7:45 AM 15 300 30 1 68 533 87 0 51 49 34 0 73 69 32 0 1342 8:00 AM 28 309 26 0 54 562 79 0 49 45 28 0 59 51 37 0 13278:15 AM 12 308 20 0 53 547 77 0 59 41 19 0 70 41 26 0 1273 8:30 AM 16 303 20 1 72 484 77 0 53 36 23 0 63 40 39 0 1227 8:45 AM 19 330 32 0 51 469 75 0 42 27 17 0 47 38 44 0 1191

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 123 2406 195 4 492 4102 602 3 383 300 167 0 504 385 285 0 9951 APPROACH %'s : 4.51% 88.20% 7.15% 0.15% 9.46% 78.90% 11.58% 0.06% 45.06% 35.29% 19.65% 0.00% 42.93% 32.79% 24.28% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 70 1246 103 2 230 2129 309 0 213 171 93 0 272 216 129 0 5183 PEAK HR FACTOR : 0.625 0.947 0.858 0.500 0.846 0.947 0.888 0.000 0.903 0.872 0.684 0.000 0.932 0.783 0.872 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 4 1 0 2 3 1 0 2 2 1 0 2 1.5 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 16 464 50 1 51 280 60 2 100 67 26 0 49 54 61 0 12814:15 PM 27 451 59 1 63 274 59 0 111 83 28 0 42 60 60 0 13184:30 PM 29 355 56 1 43 270 66 2 115 84 25 0 55 74 69 0 12444:45 PM 32 420 54 1 65 258 67 0 104 82 29 0 48 56 64 0 12805:00 PM 30 413 56 0 68 320 53 0 92 98 25 0 61 54 59 0 13295:15 PM 33 378 76 0 60 255 70 1 101 110 27 0 67 77 53 0 13085:30 PM 27 383 59 0 58 274 61 0 66 87 21 0 54 61 50 0 12015:45 PM 14 291 68 0 52 253 59 0 82 61 28 0 39 42 45 0 1034

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 208 3155 478 4 460 2184 495 5 771 672 209 0 415 478 461 0 9995 APPROACH %'s : 5.41% 82.05% 12.43% 0.10% 14.63% 69.47% 15.74% 0.16% 46.67% 40.68% 12.65% 0.00% 30.65% 35.30% 34.05% 0.00% PEAK HR : 04:15 PM 290 289 296 05:00 PM TOTAL
PEAK HR VOL : 118 1639 225 3 239 1122 245 2 422 347 107 0 206 244 252 0 5171 PEAK HR FACTOR : 0.922 0.909 0.953 0.750 0.879 0.877 0.914 0.250 0.917 0.885 0.922 0.000 0.844 0.824 0.913 0.000

EASTBOUND
5/22/2019
Folsom Blvd

NORTHBOUND
Folsom Blvd

0.886

WESTBOUND
Sunrise Blvd Sunrise Blvd

0.960 0.890

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.955 0.966
Total

0.973 0.978

WESTBOUND

0.886

SOUTHBOUND

0.922 0.912
04:15 PM - 05:15 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

Page 2456 of 3764 ends

National Data & Surveying Services
Location: Sunrise Blvd & US-50 EB RampsIntersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-015 Control: Signalized Date:

NS/EW Streets:
0420032030200000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 241 87 0 0 548 80 0 179 0 142 0 0 0 0 0 1277
7:15 AM 0 256 96 0 0 444 102 0 278 0 160 0 0 0 0 0 1336 7:30 AM 0 301 129 0 0 475 112 0 289 0 145 0 0 0 0 0 1451 7:45 AM 0 264 113 0 0 545 84 0 298 0 164 0 0 0 0 0 1468 8:00 AM 0 290 115 0 0 545 81 0 289 0 132 0 0 0 0 0 14528:15 AM 0 259 119 0 0 518 83 0 321 0 144 0 0 0 0 0 1444 8:30 AM 0 293 112 0 0 492 114 0 290 0 161 0 0 0 0 0 1462 8:45 AM 0 303 121 0 0 491 98 0 276 0 120 0 0 0 0 0 1409

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2207 892 0 0 4058 754 0 2220 0 1168 0 0 0 0 0 11299 APPROACH %'s : 0.00% 71.22% 28.78% 0.00% 0.00% 84.33% 15.67% 0.00% 65.53% 0.00% 34.47% 0.00% PEAK HR : 07:45 AM 40 37 44 07:45 AM TOTAL
PEAK HR VOL : 0 1106 459 0 0 2100 362 0 1198 0 601 00000 5826 PEAK HR FACTOR : 0.000 0.944 0.964 0.000 0.000 0.963 0.794 0.000 0.933 0.000 0.916 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0420032030200000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 551 113 0 0 299 99 0 317 0 99 0 0 0 0 0 1478
4:15 PM 0 477 116 0 0 320 70 0 287 0 75 0 0 0 0 0 1345
4:30 PM 0 451 102 0 0 301 99 0 279 0 78 0 0 0 0 0 1310
4:45 PM 0 511 101 0 0 336 79 0 280 0 75 0 0 0 0 0 1382
5:00 PM 0 429 103 0 0 346 87 0 259 0 73 0 0 0 0 0 1297
5:15 PM 0 403 103 0 0 321 94 0 250 0 86 0 0 0 0 0 1257
5:30 PM 0 448 79 0 0 303 34 0 260 0 75 0 0 0 0 0 1199
5:45 PM 0 367 68 0 0 297 30 0 253 0 72 0 0 0 0 0 1087

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3637 785 0 0 2523 592 0 2185 0 633 0 0 0 0 0 10355 APPROACH %'s : 0.00% 82.25% 17.75% 0.00% 0.00% 81.00% 19.00% 0.00% 77.54% 0.00% 22.46% 0.00% PEAK HR : 04:00 PM 289 289 296 04:00 PM TOTAL
PEAK HR VOL : 0 1990 432 0 0 1256 347 0 1163 0 327 00000 5515 PEAK HR FACTOR : 0.000 0.903 0.931 0.000 0.000 0.935 0.876 0.000 0.917 0.000 0.826 0.000 0.000 0.000 0.000 0.000

EASTBOUND
5/22/2019
US-50 EB Ramps

NORTHBOUND
US-50 EB Ramps

WESTBOUND
Sunrise Blvd Sunrise Blvd

0.979 0.967

EASTBOUND
PM
AM
07:45 AM - 08:45 AM

NORTHBOUND

0.966 0.992
Total

0.933 0.895

WESTBOUND

SOUTHBOUND

0.912 0.966
04:00 PM - 05:00 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

Page 2457 of 3764 ends

National Data & Surveying Services
Location: Sunrise Blvd & US-50 WB RampsIntersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-016 Control: Signalized Date:

NS/EW Streets:
0320032000002020

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 373 65 0 0 540 461 0 0 0 0 0 77 0 84 0 1600
7:15 AM 0 445 79 0 0 478 402 0 0 0 0 0 79 0 94 0 1577
7:30 AM 0 532 73 0 0 484 422 0 0 0 0 0 90 0 111 0 1712
7:45 AM 0 480 64 0 0 494 374 0 0 0 0 0 155 0 123 0 1690 8:00 AM 0 507 59 0 0 488 406 0 0 0 0 0 130 0 108 0 16988:15 AM 0 533 73 0 0 483 392 0 0 0 0 0 126 0 98 0 1705 8:30 AM 0 498 69 0 0 494 410 0 0 0 0 0 102 0 86 0 1659
8:45 AM 0 499 83 0 0 452 308 0 0 0 0 0 119 0 99 0 1560

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3867 565 0 0 3913 3175 0 0 0 0 0 878 0 803 0 13201 APPROACH %'s : 0.00% 87.25% 12.75% 0.00% 0.00% 55.21% 44.79% 0.00% 52.23% 0.00% 47.77% 0.00% PEAK HR : 07:30 AM 39 37 44 07:30 AM TOTAL
PEAK HR VOL : 0 2052 269 0 0 1949 1594 0 0 0 0 0 501 0 440 0 6805 PEAK HR FACTOR : 0.000 0.962 0.921 0.000 0.000 0.986 0.944 0.000 0.000 0.000 0.000 0.000 0.808 0.000 0.894 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0320032000002020

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 718 131 0 0 326 268 0 0 0 0 0 80 0 84 0 1607
4:15 PM 0 651 124 0 0 292 289 0 0 0 0 0 74 0 73 0 1503
4:30 PM 0 591 99 0 0 323 303 0 0 0 0 0 86 0 91 0 1493
4:45 PM 0 699 104 0 0 343 239 0 0 0 0 0 75 0 64 0 1524
5:00 PM 0 594 120 0 0 325 275 0 0 0 0 0 91 0 71 0 1476
5:15 PM 0 517 97 0 0 316 311 0 0 0 0 0 92 0 66 0 1399
5:30 PM 0 632 87 0 0 278 296 0 0 0 0 0 85 0 74 0 1452
5:45 PM 0 537 97 0 0 256 310 0 0 0 0 0 95 0 99 0 1394

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4939 859 0 0 2459 2291 0 0 0 0 0 678 0 622 0 11848 APPROACH %'s : 0.00% 85.18% 14.82% 0.00% 0.00% 51.77% 48.23% 0.00% 52.15% 0.00% 47.85% 0.00% PEAK HR : 04:00 PM 289 289 296 04:00 PM TOTAL
PEAK HR VOL : 0 2659 458 0 0 1284 1099 0 0 0 0 0 315 0 312 0 6127 PEAK HR FACTOR : 0.000 0.926 0.874 0.000 0.000 0.936 0.907 0.000 0.000 0.000 0.000 0.000 0.916 0.000 0.857 0.000

EASTBOUND
5/22/2019
US-50 WB Ramps

NORTHBOUND
US-50 WB Ramps

0.846

WESTBOUND
Sunrise Blvd Sunrise Blvd

0.978

EASTBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.958 0.994
Total

0.953

WESTBOUND

0.886

SOUTHBOUND

0.918 0.952
04:00 PM - 05:00 PM

SOUTHBOUND
ITEM 11.1. ATTACHMENT 4

Page 2458 of 3764 ends

National Data & Surveying Services
Location: Sunrise Blvd & Zinfandel Dr Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-017 Control: Signalized Date:

NS/EW Streets:
2 3 0 0 1 3 1 0 0.3 0.3 1.3 0 1.3 0.3 0.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 36 382 0 10 3 848 11 0 21 4 59 0 9 3 3 0 1389
7:15 AM 32 532 1 11 1 844 8 1 26 3 56 0 15 6 10 0 1546
7:30 AM 54 558 2 14 3 766 19 0 33 2 77 0 13 3 11 0 1555 7:45 AM 59 561 2 9 11 866 18 0 18 3 51 0 8 8 6 0 1620
8:00 AM 81 520 3 6 8 761 19 0 25 6 66 0 9 6 8 0 15188:15 AM 63 565 3 16 9 805 21 1 35 3 69 0 7 3 7 0 1607 8:30 AM 57 511 2 10 5 786 23 0 39 4 59 0 7 3 8 0 1514
8:45 AM 69 551 3 8 6 718 20 1 22 2 52 0 7 7 10 0 1476

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 451 4180 16 84 46 6394 139 3 219 27 489 0 75 39 63 0 12225 APPROACH %'s : 9.53% 88.35% 0.34% 1.78% 0.70% 97.14% 2.11% 0.05% 29.80% 3.67% 66.53% 0.00% 42.37% 22.03% 35.59% 0.00% PEAK HR : 07:30 AM 39 37 44 07:45 AM TOTAL
PEAK HR VOL : 257 2204 10 45 31 3198 77 1 111 14 263 0 37 20 32 0 6300 PEAK HR FACTOR : 0.793 0.975 0.833 0.703 0.705 0.923 0.917 0.250 0.793 0.583 0.854 0.000 0.712 0.625 0.727 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 1 3 1 0 0.3 0.3 1.3 0 1.3 0.3 0.3 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 34 743 5 5 7 475 22 1 54 9 48 0 18 3 11 0 14354:15 PM 62 640 4 15 25 527 20 0 43 8 41 0 15 8 20 0 14284:30 PM 52 630 8 4 11 610 32 0 43 6 42 0 14 7 16 0 14754:45 PM 38 747 5 4 8 507 23 0 51 9 45 0 12 6 13 0 14685:00 PM 35 591 8 3 9 499 26 0 38 2 44 0 23 7 29 0 13145:15 PM 54 534 4 11 21 631 35 4 57 7 42 0 17 14 14 0 14455:30 PM 61 693 9 11 14 542 33 0 41 9 41 0 18 5 19 0 14965:45 PM 46 595 5 10 13 458 29 0 46 7 50 0 15 6 11 0 1291

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 382 5173 48 63 108 4249 220 5 373 57 353 0 132 56 133 0 11352 APPROACH %'s : 6.74% 91.30% 0.85% 1.11% 2.36% 92.73% 4.80% 0.11% 47.64% 7.28% 45.08% 0.00% 41.12% 17.45% 41.43% 0.00% PEAK HR : 04:00 PM 289 289 296 04:30 PM TOTAL
PEAK HR VOL : 186 2760 22 28 51 2119 97 1 191 32 176 0 59 24 60 0 5806 PEAK HR FACTOR : 0.750 0.924 0.688 0.467 0.510 0.868 0.758 0.250 0.884 0.889 0.917 0.000 0.819 0.750 0.750 0.000

0.972
Total

0.984 0.899

WESTBOUND

0.831

SOUTHBOUND

0.943 0.868
04:00 PM - 05:00 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND

0.972

EASTBOUND
5/22/2019
Zinfandel Dr

NORTHBOUND
Zinfandel Dr

0.824

WESTBOUND
Sunrise Blvd Sunrise Blvd

0.924 0.866

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2459 of 3764 ends

National Data & Surveying Services
Location: Sunrise Blvd & Jackson Rd/SR-16Intersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-018 Control: Signalized Date:

NS/EW Streets:
1100111011101110

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 196 8 0 23 82 23 0 8 45 1 0 5 109 65 0 566
7:15 AM 0 190 9 0 25 141 26 0 16 49 1 0 8 100 66 0 631
7:30 AM 2 210 15 0 22 163 22 0 14 50 0 0 3 94 72 0 6677:45 AM 0 225 6 0 21 110 22 0 21 57 2 0 6 94 86 0 650 8:00 AM 2 231 14 0 27 88 15 0 22 36 3 0 13 73 54 0 578
8:15 AM 2 190 4 0 23 78 26 0 22 62 4 0 10 97 50 0 568
8:30 AM 0 153 7 0 28 76 19 0 30 46 1 0 6 68 54 0 488
8:45 AM 2 116 7 0 25 75 20 0 18 53 1 0 4 92 54 0 467

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 1511 70 0 194 813 173 0 151 398 13 0 55 727 501 0 4615 APPROACH %'s : 0.57% 95.03% 4.40% 0.00% 16.44% 68.90% 14.66% 0.00% 26.87% 70.82% 2.31% 0.00% 4.29% 56.66% 39.05% 0.00% PEAK HR : 07:15 AM 38 37 44 07:30 AM TOTAL
PEAK HR VOL : 4 856 44 0 95 502 85 0 73 192 6 0 30 361 278 0 2526 PEAK HR FACTOR : 0.500 0.926 0.733 0.000 0.880 0.770 0.817 0.000 0.830 0.842 0.500 0.000 0.577 0.903 0.808 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1100111011101110

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 90 4 0 55 204 15 0 23 82 2 0 13 39 25 0 553
4:15 PM 0 97 15 0 55 220 15 0 11 111 3 0 15 58 19 0 619 4:30 PM 1 96 14 0 82 220 12 0 24 102 1 0 9 69 40 0 670
4:45 PM 0 73 12 0 68 226 22 0 22 108 3 0 12 49 16 0 611 5:00 PM 2 84 22 0 67 252 28 0 16 96 0 0 8 50 32 0 657
5:15 PM 0 84 14 0 60 249 13 0 23 108 2 0 7 54 32 0 646
5:30 PM 2 60 11 0 75 205 24 0 24 109 2 0 10 56 24 0 602 5:45 PM 0 60 8 0 76 167 19 0 29 88 2 0 8 49 28 0 534

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 644 100 0 538 1743 148 0 172 804 15 0 82 424 216 0 4892 APPROACH %'s : 0.80% 85.87% 13.33% 0.00% 22.15% 71.76% 6.09% 0.00% 17.36% 81.13% 1.51% 0.00% 11.36% 58.73% 29.92% 0.00% PEAK HR : 04:30 PM 291 289 296 04:30 PM TOTAL
PEAK HR VOL : 3 337 62 0 277 947 75 0 85 414 6 0 36 222 120 0 2584 PEAK HR FACTOR : 0.375 0.878 0.705 0.000 0.845 0.939 0.670 0.000 0.885 0.958 0.500 0.000 0.750 0.804 0.750 0.000

0.947
Total

0.964 0.949

WESTBOUND

0.801

SOUTHBOUND

0.905 0.936
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.915

EASTBOUND
5/21/2019
Jackson Rd/SR-16

NORTHBOUND
Jackson Rd/SR-16

0.899

WESTBOUND
Sunrise Blvd Sunrise Blvd

0.824 0.847

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2460 of 3764 ends

National Data & Surveying Services
Location: Grant Line Rd & White Rock RdIntersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-019 Control: Signalized Date:

NS/EW Streets:
1200121020100000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 7 137 0 0 0 102 72 0 7 0 7 0 0 0 0 0 332
7:15 AM 8 156 0 0 0 101 69 1 10 0 8 0 0 0 0 0 353
7:30 AM 6 225 0 0 0 102 72 0 13 0 2 0 0 0 0 0 4207:45 AM 10 216 0 0 0 101 82 0 11 0 2 0 0 0 0 0 422 8:00 AM 4 186 0 0 0 95 73 1 8 0 3 0 0 0 0 0 370
8:15 AM 4 170 0 0 0 101 46 1 7 0 3 0 0 0 0 0 332
8:30 AM 9 174 0 0 0 89 46 0 12 0 5 0 0 0 0 0 335
8:45 AM 6 126 0 0 0 58 27 0 5 0 1 0 0 0 0 0 223

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 54 1390 0 0 0 749 487 3 73 0 31 0 0 0 0 0 2787 APPROACH %'s : 3.74% 96.26% 0.00% 0.00% 0.00% 60.45% 39.31% 0.24% 70.19% 0.00% 29.81% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 28 783 0 0 0 399 296 2 42 0 15 0 0 0 0 0 1565 PEAK HR FACTOR : 0.700 0.870 0.000 0.000 0.000 0.978 0.902 0.500 0.808 0.000 0.469 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200121020100000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 114 0 0 0 129 23 0 121 0 2 0 0 0 0 0 392
4:15 PM 2 137 0 0 0 146 18 0 129 0 5 0 0 0 0 0 437
4:30 PM 2 125 0 0 0 137 14 0 148 0 6 0 0 0 0 0 432
4:45 PM 2 138 0 0 0 175 16 0 141 0 2 0 0 0 0 0 474
5:00 PM 0 130 0 0 0 158 15 0 164 0 1 0 0 0 0 0 468
5:15 PM 2 147 0 0 0 183 9 0 176 0 10 0 0 0 0 0 527
5:30 PM 4 149 0 0 0 157 11 0 120 0 5 0 0 0 0 0 446
5:45 PM 1 113 0 0 0 122 8 1 83 0 5 0 0 0 0 0 333

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 16 1053 0 0 0 1207 114 1 1082 0 36 0 0 0 0 0 3509 APPROACH %'s : 1.50% 98.50% 0.00% 0.00% 0.00% 91.30% 8.62% 0.08% 96.78% 0.00% 3.22% 0.00% PEAK HR : 04:45 PM 292 289 296 05:15 PM TOTAL
PEAK HR VOL : 8 564 0 0 0 673 51 0 601 0 18 0 0 0 0 0 1915 PEAK HR FACTOR : 0.500 0.946 0.000 0.000 0.000 0.919 0.797 0.000 0.854 0.000 0.450 0.000 0.000 0.000 0.000 0.000

0.927
Total

0.908 0.832

WESTBOUND

SOUTHBOUND

0.935 0.943
04:45 PM - 05:45 PM

SOUTHBOUND
PM
AM
07:15 AM - 08:15 AM

NORTHBOUND

0.878

EASTBOUND
5/21/2019
White Rock Rd

NORTHBOUND
White Rock Rd

WESTBOUND
Grant Line Rd Grant Line Rd

0.952 0.792

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2461 of 3764 ends

National Data & Surveying Services
Location: Prairie City Rd & White Rock RdIntersection Turning Movement Count City: Rancho Cordova Project ID: 19-07202-020 Control: Signalized Date:

NS/EW Streets:
0000101012001210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 6 0 63 0 58 56 0 0 0 93 18 0 294
7:15 AM 0 0 0 0 6 0 64 0 76 71 0 0 0 126 15 0 358
7:30 AM 0 0 0 0 10 0 65 0 116 85 0 0 0 126 34 0 4367:45 AM 0 0 0 0 10 0 72 0 126 96 0 0 0 89 27 0 420 8:00 AM 0 0 0 0 5 0 54 0 88 99 0 0 0 117 24 0 387
8:15 AM 0 0 0 0 6 0 54 0 104 95 0 0 0 82 24 0 365
8:30 AM 0 0 0 0 8 0 40 0 102 100 0 0 0 79 27 1 357
8:45 AM 0 0 0 0 7 0 51 0 99 79 0 1 0 40 25 0 302

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 58 0 463 0 769 681 0 1 0 752 194 1 2919 APPROACH %'s : 11.13% 0.00% 88.87% 0.00% 53.00% 46.93% 0.00% 0.07% 0.00% 79.41% 20.49% 0.11% PEAK HR : 07:30 AM 39 37 44 07:30 AM TOTAL
PEAK HR VOL : 0 0 0 0 31 0 245 0 434 375 0 0 0 414 109 0 1608 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.775 0.000 0.851 0.000 0.861 0.947 0.000 0.000 0.000 0.821 0.801 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000101012001210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 34 0 87 0 73 140 0 0 0 65 16 0 415
4:15 PM 0 0 0 0 26 0 94 0 102 193 0 0 0 85 23 0 523
4:30 PM 0 0 0 0 26 0 78 0 82 185 0 0 0 78 22 0 471
4:45 PM 0 0 0 0 26 0 87 0 88 182 0 0 0 87 29 0 499
5:00 PM 0 0 0 0 26 0 104 0 100 195 0 1 0 82 22 1 531
5:15 PM 0 0 0 0 26 0 106 0 116 227 0 0 0 93 23 0 591
5:30 PM 0 0 0 0 21 0 67 0 84 179 0 0 0 65 16 1 433
5:45 PM 0 0 0 0 19 0 68 0 82 135 0 0 0 49 10 0 363

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 204 0 691 0 727 1436 0 1 0 604 161 2 3826 APPROACH %'s : 22.79% 0.00% 77.21% 0.00% 33.60% 66.36% 0.00% 0.05% 0.00% 78.75% 20.99% 0.26% PEAK HR : 04:30 PM 291 289 296 05:15 PM TOTAL
PEAK HR VOL : 0 0 0 0 104 0 375 0 386 789 0 1 0 340 96 1 2092 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 1.000 0.000 0.884 0.000 0.832 0.869 0.000 0.250 0.000 0.914 0.828 0.250

0.922
Total

0.885 0.857

WESTBOUND

0.942

SOUTHBOUND

0.907
04:30 PM - 05:30 PM

SOUTHBOUND
PM
AM
07:30 AM - 08:30 AM

NORTHBOUND EASTBOUND
5/21/2019
White Rock Rd

NORTHBOUND
White Rock Rd

0.817

WESTBOUND
Prairie City Rd Prairie City Rd

0.841 0.911

EASTBOUND
ITEM 11.1. ATTACHMENT 4

Page 2462 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_001

NB SB EB WB
00 2,724 2,987
AM Period NB SB EB WB NB SB EB WB
00:00 0 1 1 34 20 54
00:15 3 0 3 29 23 52
00:30 2 0 2 23 34 57
00:45 3 8 2 3 5 11 23 109 41 118 64 227
01:00 3 0 3 31 28 59
01:15 2 0 2 32 29 61
01:30 1 1 2 32 30 62
01:45 3 9 1 2 4 11 38 133 35 122 73 255
02:00 1 0 1 37 29 66
02:15 2 0 2 34 30 64
02:30 1 2 3 50 32 82
02:45 1 5 0 2 1 7 33 154 30 121 63 275
03:00 1 0 1 60 37 97
03:15 0 5 5 82 34 116
03:30 1 2 3 91 31 122
03:45 2 4 0 7 2 11 90 323 29 131 119 454
04:00 1 3 4 134 29 163
04:15 0 4 4 120 28 148
04:30 1 7 8 179 32 211
04:45 1 3 5 19 6 22 130 563 27 116 157 679
05:00 3 11 14 171 34 205
05:15 4 13 17 125 41 166
05:30 3 36 39 102 34 136
05:45 10 20 36 96 46 116 53 451 25 134 78 585
06:00 4 44 48 62 24 86
06:15 10 61 71 36 19 55
06:30 12 97 109 39 22 61
06:45 13 39 146 348 159 387 32 169 17 82 49 251
07:00 14 149 163 39 15 54
07:15 14 198 212 25 14 39
07:30 14 181 195 27 8 35
07:45 27 69 195 723 222 792 19 110 13 50 32 160
08:00 37 148 185 20 6 26
08:15 32 139 171 17 11 28
08:30 21 94 115 14 13 27
08:45 20 110 74 455 94 565 23 74 11 41 34 115
09:00 18 56 74 17 5 22
09:15 18 44 62 14 9 23
09:30 17 25 42 12 8 20
09:45 18 71 25 150 43 221 11 54 11 33 22 87
10:00 21 29 50 8 2 10
10:15 20 29 49 6 6 12
10:30 16 25 41 4 4 8
10:45 19 76 21 104 40 180 7 25 5 17 12 42
11:00 31 20 51 5 3 8
11:15 22 18 40 9 1 10
11:30 34 32 66 5 4 9
11:45 35 122 33 103 68 225 4 23 2 10 6 33
TOTALS 536 2012 2548 2188 975 3163
SPLIT % 21.0% 79.0% 44.6% 69.2% 30.8% 55.4%

NB SB EB WB
00 2,724 2,987
AM Peak Hour 11:30 07:00 07:15 16:30 16:45 16:30
AM Pk Volume 132 723 814 605 136 739
Pk Hr Factor 0.943 0.913 0.917 0.845 0.829 0.876
7 ‐ 9 Volume 00 179 1178 1357 00 1014 250 1264
7 ‐ 9 Peak Hour 07:45 07:00 07:15 16:30 16:45 16:30
7 ‐ 9 Pk Volume 0 0 117 723 814 0 0 605 136 739 Pk Hr Factor 0.000 0.000 0.791 0.913 0.917 0.000 0.000 0.845 0.829 0.876 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Mather Blvd Bet. Femoyer St & Douglas Rd
21:30
21:45
22:00
Total
5,711
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
5,711

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2463 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_002

NB SB EB WB
00 7,263 6,767
AM Period NB SB EB WB NB SB EB WB
00:00 12 5 17 90 76 166
00:15 12 4 16 102 74 176
00:30 9 1 10 91 89 180
00:45 6 39 3 13 9 52 65 348 99 338 164 686
01:00 7 4 11 85 79 164
01:15 7 4 11 81 83 164
01:30 2 1 3 77 72 149
01:45 3 19 2 11 5 30 99 342 82 316 181 658
02:00 3 3 6 105 96 201
02:15 6 2 8 110 79 189
02:30 5 5 10 107 95 202
02:45 3 17 1 11 4 28 130 452 86 356 216 808
03:00 2 7 9 141 73 214
03:15 1 7 8 137 90 227
03:30 4 7 11 147 106 253
03:45 8 15 12 33 20 48 160 585 96 365 256 950
04:00 3 7 10 220 104 324
04:15 4 9 13 219 112 331
04:30 11 13 24 233 141 374
04:45 15 33 20 49 35 82 234 906 125 482 359 1388
05:00 11 24 35 247 137 384
05:15 11 41 52 253 135 388
05:30 28 75 103 231 113 344
05:45 33 83 77 217 110 300 208 939 92 477 300 1416
06:00 49 92 141 164 98 262
06:15 46 118 164 129 91 220
06:30 62 188 250 152 72 224
06:45 86 243 196 594 282 837 105 550 59 320 164 870
07:00 62 212 274 119 64 183
07:15 87 224 311 98 66 164
07:30 101 228 329 110 51 161
07:45 108 358 235 899 343 1257 73 400 52 233 125 633
08:00 99 202 301 90 37 127
08:15 118 188 306 70 44 114
08:30 100 176 276 60 35 95
08:45 68 385 155 721 223 1106 73 293 39 155 112 448
09:00 65 94 159 50 36 86
09:15 60 88 148 53 29 82
09:30 60 90 150 59 31 90
09:45 68 253 71 343 139 596 41 203 35 131 76 334
10:00 68 71 139 48 23 71
10:15 65 66 131 35 16 51
10:30 65 75 140 24 10 34
10:45 71 269 59 271 130 540 33 140 16 65 49 205
11:00 62 77 139 28 8 36
11:15 73 64 137 21 8 29
11:30 85 103 188 16 12 28
11:45 86 306 84 328 170 634 20 85 11 39 31 124
TOTALS 2020 3490 5510 5243 3277 8520
SPLIT % 36.7% 63.3% 39.3% 61.5% 38.5% 60.7%

NB SB EB WB
00 7,263 6,767
AM Peak Hour 07:30 07:00 07:15 16:30 16:30 16:30
AM Pk Volume 426 899 1284 967 538 1505
Pk Hr Factor 0.903 0.956 0.936 0.956 0.954 0.970
7 ‐ 9 Volume 00 743 1620 2363 00 1845 959 2804
7 ‐ 9 Peak Hour 07:30 07:00 07:15 16:30 16:30 16:30
7 ‐ 9 Pk Volume 0 0 426 899 1284 0 0 967 538 1505 Pk Hr Factor 0.000 0.000 0.903 0.956 0.936 0.000 0.000 0.956 0.954 0.970 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Douglas Rd Bet. Mather Blvd & Sunrise Blvd
21:30
21:45
22:00
Total
14,030
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
14,030

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2464 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_003

NB SB EB WB
00 5,457 5,396
AM Period NB SB EB WB NB SB EB WB
00:00 5 4 9 78 73 151
00:15 3 2 5 74 63 137
00:30 7 3 10 82 85 167
00:45 2 17 2 11 4 28 53 287 74 295 127 582
01:00 3 5 8 59 55 114
01:15 4 2 6 64 66 130
01:30 6 1 7 90 74 164
01:45 1 14 1 9 2 23 73 286 86 281 159 567
02:00 4 1 5 81 70 151
02:15 2 1 3 69 81 150
02:30 4 3 7 77 118 195
02:45 2 12 5 10 7 22 147 374 100 369 247 743
03:00 2 3 5 104 80 184
03:15 1 2 3 102 85 187
03:30 3 7 10 131 94 225
03:45 1 7 6 18 7 25 128 465 90 349 218 814
04:00 0 5 5 144 97 241
04:15 5 4 9 136 76 212
04:30 6 13 19 144 99 243
04:45 14 25 15 37 29 62 156 580 86 358 242 938
05:00 6 28 34 167 86 253
05:15 7 30 37 192 90 282
05:30 18 55 73 181 91 272
05:45 29 60 54 167 83 227 133 673 99 366 232 1039
06:00 25 56 81 111 79 190
06:15 46 83 129 109 71 180
06:30 66 117 183 77 59 136
06:45 59 196 133 389 192 585 82 379 60 269 142 648
07:00 51 161 212 84 60 144
07:15 57 145 202 74 47 121
07:30 59 144 203 78 40 118
07:45 64 231 177 627 241 858 72 308 44 191 116 499
08:00 56 158 214 63 43 106
08:15 63 113 176 74 31 105
08:30 48 118 166 53 24 77
08:45 46 213 87 476 133 689 50 240 26 124 76 364
09:00 74 84 158 41 27 68
09:15 62 66 128 38 21 59
09:30 63 67 130 42 24 66
09:45 49 248 69 286 118 534 27 148 21 93 48 241
10:00 49 85 134 26 11 37
10:15 71 70 141 26 12 38
10:30 61 61 122 16 9 25
10:45 58 239 71 287 129 526 21 89 6 38 27 127
11:00 74 85 159 12 6 18
11:15 77 70 147 16 5 21
11:30 81 92 173 12 7 19
11:45 79 311 72 319 151 630 15 55 9 27 24 82
TOTALS 1573 2636 4209 3884 2760 6644
SPLIT % 37.4% 62.6% 38.8% 58.5% 41.5% 61.2%

NB SB EB WB
00 5,457 5,396
AM Peak Hour 11:15 07:00 07:15 16:45 14:30 16:45
AM Pk Volume 315 627 860 696 383 1049
Pk Hr Factor 0.972 0.886 0.892 0.906 0.811 0.930
7 ‐ 9 Volume 00 444 1103 1547 00 1253 724 1977
7 ‐ 9 Peak Hour 07:30 07:00 07:15 16:45 17:00 16:45
7 ‐ 9 Pk Volume 0 0 242 627 860 0 0 696 366 1049 Pk Hr Factor 0.000 0.000 0.945 0.886 0.892 0.000 0.000 0.906 0.924 0.930 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
10,853

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Douglas Rd Bet. Sunrise Blvd & Grant Line Rd
21:30
21:45
22:00
Total
10,853
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
ITEM 11.1. ATTACHMENT 4

Page 2465 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_004

NB SB EB WB
00 7,334 7,537
AM Period NB SB EB WB NB SB EB WB
00:00 4 11 15 149 134 283
00:15 3 3 6 155 156 311
00:30 1 5 6 141 141 282
00:45 5 13 2 21 7 34 148 593 104 535 252 1128
01:00 6 10 16 143 129 272
01:15 3 2 5 153 138 291
01:30 0 5 5 118 125 243
01:45 1 10 5 22 6 32 120 534 127 519 247 1053
02:00 0 2 2 117 123 240
02:15 3 6 9 103 126 229
02:30 6 2 8 126 223 349
02:45 8 17 2 12 10 29 98 444 156 628 254 1072
03:00 7 2 9 99 189 288
03:15 2 27 29 96 121 217
03:30 9 16 25 131 178 309
03:45 16 34 6 51 22 85 104 430 157 645 261 1075
04:00 7 9 16 157 183 340
04:15 18 8 26 151 128 279
04:30 38 15 53 175 217 392
04:45 47 110 11 43 58 153 185 668 169 697 354 1365
05:00 42 13 55 184 259 443
05:15 57 30 87 183 153 336
05:30 114 39 153 126 159 285
05:45 204 417 42 124 246 541 96 589 127 698 223 1287
06:00 102 57 159 86 121 207
06:15 91 81 172 93 101 194
06:30 104 70 174 53 88 141
06:45 148 445 98 306 246 751 62 294 84 394 146 688
07:00 114 102 216 81 105 186
07:15 117 111 228 57 72 129
07:30 167 117 284 44 70 114
07:45 179 577 102 432 281 1009 47 229 58 305 105 534
08:00 137 124 261 42 52 94
08:15 131 101 232 26 44 70
08:30 103 93 196 24 42 66
08:45 120 491 114 432 234 923 21 113 44 182 65 295
09:00 97 108 205 13 57 70
09:15 89 88 177 20 28 48
09:30 79 87 166 13 17 30
09:45 102 367 93 376 195 743 14 60 23 125 37 185
10:00 94 77 171 11 16 27
10:15 73 84 157 10 11 21
10:30 99 119 218 14 18 32
10:45 86 352 100 380 186 732 4 39 16 61 20 100
11:00 114 124 238 2 23 25
11:15 116 116 232 4 8 12
11:30 106 133 239 8 10 18
11:45 154 490 129 502 283 992 4 18 6 47 10 65
TOTALS 3323 2701 6024 4011 4836 8847
SPLIT % 55.2% 44.8% 40.5% 45.3% 54.7% 59.5%

NB SB EB WB
00 7,334 7,537
AM Peak Hour 07:30 11:45 11:45 16:30 16:30 16:30
AM Pk Volume 614 560 1159 727 798 1525
Pk Hr Factor 0.858 0.897 0.932 0.982 0.770 0.861
7 ‐ 9 Volume 00 1068 864 1932 00 1257 1395 2652
7 ‐ 9 Peak Hour 07:30 07:15 07:30 16:30 16:30 16:30
7 ‐ 9 Pk Volume 0 0 614 454 1058 0 0 727 798 1525 Pk Hr Factor 0.000 0.000 0.858 0.915 0.931 0.000 0.000 0.982 0.770 0.861 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
White Rock Rd Bet. Zinfandel Dr & Sunrise Blvd
21:30
21:45
22:00
Total
14,871
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
14,871

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2466 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_005

NB SB EB WB
00 2,012 1,363
AM Period NB SB EB WB NB SB EB WB
00:00 0 0 0 19 11 30
00:15 0 0 0 19 9 28
00:30 0 0 0 19 14 33
00:45 0 0 0 20 77 10 44 30 121
01:00 0 1 1 15 12 27
01:15 0 0 0 19 15 34
01:30 0 0 0 24 18 42
01:45 0 0 1 0 1 31 89 12 57 43 146
02:00 0 0 0 21 18 39
02:15 0 0 0 17 11 28
02:30 1 0 1 31 11 42
02:45 0 1 2 2 2 3 36 105 21 61 57 166
03:00 0 0 0 34 11 45
03:15 0 0 0 44 8 52
03:30 0 0 0 53 15 68
03:45 0 1 1 1 1 67 198 24 58 91 256
04:00 0 1 1 85 10 95
04:15 0 1 1 142 20 162
04:30 0 2 2 145 16 161
04:45 3 3 3 7 6 10 152 524 17 63 169 587
05:00 2 1 3 161 20 181
05:15 2 5 7 187 15 202
05:30 6 5 11 122 16 138
05:45 5 15 18 29 23 44 75 545 5 56 80 601
06:00 6 23 29 61 12 73
06:15 7 18 25 34 8 42
06:30 10 34 44 17 10 27
06:45 9 32 64 139 73 171 14 126 3 33 17 159
07:00 8 56 64 8 4 12
07:15 7 79 86 6 4 10
07:30 12 81 93 4 5 9
07:45 9 36 90 306 99 342 3 21 3 16 6 37
08:00 9 79 88 5 4 9
08:15 15 74 89 6 5 11
08:30 9 51 60 3 1 4
08:45 14 47 48 252 62 299 0 14 3 13 3 27
09:00 8 31 39 5 4 9
09:15 18 22 40 3 3 6
09:30 8 15 23 1 1 2
09:45 16 50 9 77 25 127 0 9 0 8 0 17
10:00 10 18 28 3 0 3
10:15 15 17 32 3 1 4
10:30 15 11 26 0 2 2
10:45 17 57 22 68 39 125 0 6 1 4 1 10
11:00 10 16 26 0 2 2
11:15 14 13 27 0 1 1
11:30 14 15 29 0 2 2
11:45 19 57 19 63 38 120 0 0 5 0 5
TOTALS 298 945 1243 1714 418 2132
SPLIT % 24.0% 76.0% 36.8% 80.4% 19.6% 63.2%

NB SB EB WB
00 2,012 1,363
AM Peak Hour 11:45 07:15 07:30 16:30 16:15 16:30
AM Pk Volume 76 329 369 645 73 713
Pk Hr Factor 1.000 0.914 0.932 0.862 0.913 0.882
7 ‐ 9 Volume 00 83 558 641 00 1069 119 1188
7 ‐ 9 Peak Hour 08:00 07:15 07:30 16:30 16:15 16:30
7 ‐ 9 Pk Volume 0 0 47 329 369 0 0 645 73 713
Pk Hr Factor 0.000 0.000 0.783 0.914 0.932 0.000 0.000 0.862 0.913 0.882 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
3,375

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
White Rock Rd Bet. Sunrise Blvd & Grant Line Rd
21:30
21:45
22:00
Total
3,375
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
ITEM 11.1. ATTACHMENT 4

Page 2467 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_006

NB SB EB WB
00 7,600 6,982
AM Period NB SB EB WB NB SB EB WB
00:00 5 2 7 89 63 152
00:15 5 4 9 84 71 155
00:30 3 3 6 64 95 159
00:45 3 16 4 13 7 29 87 324 80 309 167 633
01:00 3 6 9 82 67 149
01:15 1 4 5 72 88 160
01:30 2 1 3 94 97 191
01:45 2 8 1 12 3 20 76 324 87 339 163 663
02:00 1 0 1 69 100 169
02:15 0 2 2 102 107 209
02:30 3 5 8 98 122 220
02:45 3 7 4 11 7 18 108 377 139 468 247 845
03:00 4 2 6 105 134 239
03:15 2 0 2 118 170 288
03:30 6 1 7 150 174 324
03:45 5 17 4 7 9 24 189 562 208 686 397 1248
04:00 4 7 11 188 154 342
04:15 6 8 14 284 182 466
04:30 12 5 17 281 165 446
04:45 13 35 19 39 32 74 258 1011 174 675 432 1686
05:00 18 22 40 266 198 464
05:15 28 22 50 330 209 539
05:30 46 31 77 269 139 408
05:45 54 146 50 125 104 271 216 1081 123 669 339 1750
06:00 49 62 111 147 142 289
06:15 68 85 153 129 111 240
06:30 108 97 205 102 87 189
06:45 132 357 146 390 278 747 70 448 69 409 139 857
07:00 98 158 256 58 45 103
07:15 139 156 295 36 62 98
07:30 186 203 389 32 36 68
07:45 228 651 188 705 416 1356 27 153 61 204 88 357
08:00 185 174 359 35 44 79
08:15 187 143 330 45 33 78
08:30 196 121 317 21 27 48
08:45 191 759 130 568 321 1327 21 122 34 138 55 260
09:00 121 93 214 18 36 54
09:15 130 95 225 25 24 49
09:30 99 79 178 30 31 61
09:45 89 439 78 345 167 784 14 87 22 113 36 200
10:00 77 82 159 11 14 25
10:15 70 73 143 10 24 34
10:30 80 51 131 12 11 23
10:45 93 320 69 275 162 595 2 35 21 70 23 105
11:00 78 88 166 9 8 17
11:15 78 86 164 8 14 22
11:30 75 106 181 4 12 16
11:45 66 297 85 365 151 662 3 24 13 47 16 71
TOTALS 3052 2855 5907 4548 4127 8675
SPLIT % 51.7% 48.3% 40.5% 52.4% 47.6% 59.5%

NB SB EB WB
00 7,600 6,982
AM Peak Hour 07:45 07:15 07:30 16:30 16:30 16:30
AM Pk Volume 796 721 1494 1135 746 1881
Pk Hr Factor 0.873 0.888 0.898 0.860 0.892 0.872
7 ‐ 9 Volume 00 1410 1273 2683 00 2092 1344 3436
7 ‐ 9 Peak Hour 07:45 07:15 07:30 16:30 16:30 16:30
7 ‐ 9 Pk Volume 0 0 796 721 1494 0 0 1135 746 1881 Pk Hr Factor 0.000 0.000 0.873 0.888 0.898 0.000 0.000 0.860 0.892 0.872 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
14,582

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
White Rock Rd Bet. Grant Line Rd & Prairie City Rd
21:30
21:45
22:00
Total
14,582
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
ITEM 11.1. ATTACHMENT 4

Page 2468 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_007

NB SB EB WB
11,787 11,699 00
AM Period NB SB EB WB NB SB EB WB
00:00 38 28 66 202 157 359
00:15 34 23 57 148 156 304
00:30 25 19 44 186 160 346
00:45 22 119 19 89 41 208 155 691 199 672 354 1363
01:00 13 18 31 160 193 353
01:15 24 9 33 154 163 317
01:30 22 9 31 200 176 376
01:45 18 77 12 48 30 125 168 682 160 692 328 1374
02:00 15 12 27 179 194 373
02:15 12 6 18 201 177 378
02:30 9 15 24 220 182 402
02:45 16 52 17 50 33 102 235 835 227 780 462 1615
03:00 8 11 19 228 200 428
03:15 12 11 23 242 225 467
03:30 9 21 30 267 196 463
03:45 5 34 8 51 13 85 286 1023 171 792 457 1815
04:00 12 13 25 281 176 457
04:15 15 30 45 254 160 414
04:30 10 54 64 251 176 427
04:45 17 54 59 156 76 210 277 1063 182 694 459 1757
05:00 17 51 68 298 189 487
05:15 34 84 118 283 166 449
05:30 36 129 165 270 175 445
05:45 47 134 121 385 168 519 231 1082 185 715 416 1797
06:00 41 136 177 192 171 363
06:15 58 162 220 209 174 383
06:30 70 184 254 181 167 348
06:45 77 246 194 676 271 922 165 747 154 666 319 1413
07:00 113 174 287 145 150 295
07:15 169 210 379 157 133 290
07:30 191 198 389 145 124 269
07:45 189 662 227 809 416 1471 149 596 112 519 261 1115 08:00 185 223 408 132 119 251
08:15 175 224 399 125 113 238
08:30 173 224 397 136 109 245
08:45 157 690 169 840 326 1530 124 517 102 443 226 960
09:00 114 172 286 97 69 166
09:15 105 151 256 118 94 212
09:30 108 168 276 98 89 187
09:45 124 451 164 655 288 1106 93 406 60 312 153 718
10:00 118 164 282 81 62 143
10:15 138 153 291 69 71 140
10:30 116 163 279 64 43 107
10:45 133 505 133 613 266 1118 55 269 55 231 110 500
11:00 147 166 313 59 38 97
11:15 145 134 279 60 42 102
11:30 150 158 308 65 41 106
11:45 172 614 188 646 360 1260 54 238 44 165 98 403
TOTALS 3638 5018 8656 8149 6681 14830
SPLIT % 42.0% 58.0% 36.9% 54.9% 45.1% 63.1%

NB SB EB WB
11,787 11,699 00
AM Peak Hour 07:30 07:45 07:45 16:45 14:45 15:15
AM Pk Volume 740 898 1620 1128 848 1844
Pk Hr Factor 0.969 0.989 0.974 0.946 0.934 0.987
7 ‐ 9 Volume 1352 1649 00 3001 2145 1409 00 3554
7 ‐ 9 Peak Hour 07:30 07:45 07:45 16:45 17:00 16:45
7 ‐ 9 Pk Volume 740 898 0 0 1620 1128 715 0 0 1840 Pk Hr Factor 0.969 0.989 0.000 0.000 0.974 0.946 0.946 0.000 0.000 0.945 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Mather Field Rd Bet. Folsom Blvd & US‐50 WB Ramps
21:30
21:45
22:00
Total
23,486
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
23,486

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2469 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_008

NB SB EB WB
00 9,824 9,720
AM Period NB SB EB WB NB SB EB WB
00:00 17 16 33 151 148 299
00:15 21 10 31 143 174 317
00:30 13 9 22 160 173 333
00:45 13 64 3 38 16 102 141 595 166 661 307 1256
01:00 11 10 21 152 148 300
01:15 10 7 17 134 133 267
01:30 6 8 14 140 157 297
01:45 7 34 6 31 13 65 120 546 141 579 261 1125
02:00 5 4 9 123 139 262
02:15 4 7 11 148 142 290
02:30 4 3 7 124 204 328
02:45 4 17 9 23 13 40 167 562 186 671 353 1233
03:00 5 3 8 160 189 349
03:15 7 7 14 178 148 326
03:30 6 11 17 183 216 399
03:45 10 28 9 30 19 58 175 696 212 765 387 1461
04:00 9 11 20 181 260 441
04:15 8 8 16 182 213 395
04:30 22 24 46 189 288 477
04:45 38 77 17 60 55 137 198 750 244 1005 442 1755
05:00 31 25 56 207 322 529
05:15 27 32 59 228 269 497
05:30 63 52 115 176 194 370
05:45 100 221 52 161 152 382 161 772 182 967 343 1739
06:00 82 72 154 109 188 297
06:15 106 100 206 144 146 290
06:30 111 148 259 127 113 240
06:45 189 488 150 470 339 958 107 487 110 557 217 1044
07:00 149 178 327 92 104 196
07:15 210 214 424 92 85 177
07:30 242 208 450 76 90 166
07:45 293 894 181 781 474 1675 88 348 69 348 157 696
08:00 246 175 421 95 71 166
08:15 241 177 418 93 58 151
08:30 182 144 326 61 70 131
08:45 146 815 141 637 287 1452 87 336 42 241 129 577
09:00 149 110 259 62 45 107
09:15 146 94 240 59 58 117
09:30 113 94 207 56 32 88
09:45 116 524 126 424 242 948 52 229 37 172 89 401
10:00 120 79 199 45 31 76
10:15 113 100 213 42 31 73
10:30 112 106 218 37 27 64
10:45 122 467 109 394 231 861 45 169 25 114 70 283
11:00 131 120 251 41 17 58
11:15 132 120 252 42 13 55
11:30 146 139 285 38 12 50
11:45 146 555 162 541 308 1096 29 150 8 50 37 200
TOTALS 4184 3590 7774 5640 6130 11770
SPLIT % 53.8% 46.2% 39.8% 47.9% 52.1% 60.2%

NB SB EB WB
00 9,824 9,720
AM Peak Hour 07:30 07:00 07:15 16:30 16:30 16:30
AM Pk Volume 1022 781 1769 822 1123 1945
Pk Hr Factor 0.872 0.912 0.933 0.901 0.872 0.919
7 ‐ 9 Volume 00 1709 1418 3127 00 1522 1972 3494
7 ‐ 9 Peak Hour 07:30 07:00 07:15 16:30 16:30 16:30
7 ‐ 9 Pk Volume 0 0 1022 781 1769 0 0 822 1123 1945 Pk Hr Factor 0.000 0.000 0.872 0.912 0.933 0.000 0.000 0.901 0.872 0.919 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
19,544

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Mather Field Rd Bet. US‐50 EB Ramps & International Dr
21:30
21:45
22:00
Total
19,544
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
ITEM 11.1. ATTACHMENT 4

Page 2470 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_009

NB SB EB WB
11,913 9,620 00
AM Period NB SB EB WB NB SB EB WB
00:00 13 21 34 271 181 452
00:15 24 9 33 200 184 384
00:30 23 15 38 249 221 470
00:45 13 73 12 57 25 130 202 922 169 755 371 1677
01:00 18 12 30 204 203 407
01:15 9 9 18 189 152 341
01:30 11 6 17 217 171 388
01:45 11 49 2 29 13 78 197 807 140 666 337 1473
02:00 6 19 25 221 152 373
02:15 6 7 13 192 145 337
02:30 14 8 22 243 157 400
02:45 8 34 6 40 14 74 240 896 162 616 402 1512
03:00 8 4 12 208 168 376
03:15 8 5 13 249 176 425
03:30 6 9 15 280 170 450
03:45 15 37 9 27 24 64 241 978 146 660 387 1638
04:00 12 8 20 301 180 481
04:15 3 11 14 271 129 400
04:30 19 18 37 338 147 485
04:45 19 53 26 63 45 116 294 1204 159 615 453 1819
05:00 20 25 45 281 158 439
05:15 11 38 49 323 155 478
05:30 29 47 76 299 174 473
05:45 41 101 68 178 109 279 252 1155 180 667 432 1822
06:00 31 48 79 207 160 367
06:15 55 78 133 183 164 347
06:30 59 135 194 244 147 391
06:45 70 215 106 367 176 582 194 828 143 614 337 1442
07:00 73 149 222 166 152 318
07:15 120 130 250 137 151 288
07:30 174 168 342 145 127 272
07:45 154 521 166 613 320 1134 143 591 121 551 264 1142 08:00 135 195 330 125 129 254
08:15 114 162 276 116 127 243
08:30 126 125 251 98 105 203
08:45 119 494 118 600 237 1094 116 455 84 445 200 900
09:00 111 104 215 99 72 171
09:15 109 110 219 97 71 168
09:30 96 109 205 98 71 169
09:45 121 437 109 432 230 869 103 397 51 265 154 662
10:00 133 114 247 56 63 119
10:15 126 108 234 55 48 103
10:30 147 113 260 47 51 98
10:45 133 539 138 473 271 1012 58 216 44 206 102 422
11:00 166 101 267 47 26 73
11:15 193 147 340 33 41 74
11:30 219 171 390 34 22 56
11:45 189 767 143 562 332 1329 30 144 30 119 60 263
TOTALS 3320 3441 6761 8593 6179 14772
SPLIT % 49.1% 50.9% 31.4% 58.2% 41.8% 68.6%

NB SB EB WB
11,913 9,620 00
AM Peak Hour 11:45 11:45 11:45 16:30 12:15 16:30
AM Pk Volume 909 729 1638 1236 777 1855
Pk Hr Factor 0.839 0.825 0.871 0.914 0.879 0.956
7 ‐ 9 Volume 1015 1213 00 2228 2359 1282 00 3641
7 ‐ 9 Peak Hour 07:15 07:30 07:30 16:30 17:00 16:30
7 ‐ 9 Pk Volume 583 691 0 0 1268 1236 667 0 0 1855 Pk Hr Factor 0.838 0.886 0.000 0.000 0.927 0.914 0.926 0.000 0.000 0.956 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
21,533

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Zinfandel Dr Bet. Folsom Blvd & US‐50 WB Ramps
21:30
21:45
22:00
Total
21,533
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
ITEM 11.1. ATTACHMENT 4

Page 2471 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_010

NB SB EB WB
14,945 14,795 00
AM Period NB SB EB WB NB SB EB WB
00:00 18 30 48 287 205 492
00:15 11 18 29 234 277 511
00:30 14 18 32 271 218 489
00:45 9 52 18 84 27 136 232 1024 255 955 487 1979
01:00 18 17 35 255 211 466
01:15 13 17 30 207 223 430
01:30 7 8 15 226 221 447
01:45 2 40 5 47 7 87 211 899 218 873 429 1772
02:00 9 8 17 269 216 485
02:15 5 11 16 260 196 456
02:30 11 13 24 288 185 473
02:45 9 34 5 37 14 71 278 1095 242 839 520 1934
03:00 11 5 16 305 251 556
03:15 8 11 19 255 265 520
03:30 14 7 21 302 263 565
03:45 21 54 18 41 39 95 236 1098 258 1037 494 2135
04:00 28 5 33 322 264 586
04:15 26 12 38 298 281 579
04:30 32 28 60 334 267 601
04:45 42 128 30 75 72 203 325 1279 307 1119 632 2398
05:00 42 30 72 338 274 612
05:15 65 39 104 286 302 588
05:30 98 56 154 251 311 562
05:45 106 311 82 207 188 518 228 1103 323 1210 551 2313 06:00 102 112 214 263 212 475
06:15 142 150 292 209 245 454
06:30 212 191 403 229 212 441
06:45 239 695 221 674 460 1369 184 885 193 862 377 1747 07:00 253 223 476 161 217 378
07:15 269 272 541 157 196 353
07:30 327 283 610 123 166 289
07:45 264 1113 338 1116 602 2229 115 556 157 736 272 1292 08:00 299 356 655 141 160 301
08:15 220 299 519 113 161 274
08:30 279 284 563 117 143 260
08:45 178 976 272 1211 450 2187 91 462 142 606 233 1068 09:00 220 179 399 75 97 172
09:15 188 171 359 68 131 199
09:30 191 178 369 77 123 200
09:45 182 781 188 716 370 1497 66 286 91 442 157 728
10:00 197 163 360 63 99 162
10:15 192 158 350 66 72 138
10:30 222 156 378 35 59 94
10:45 207 818 181 658 388 1476 38 202 79 309 117 511
11:00 203 176 379 40 48 88
11:15 203 200 403 37 41 78
11:30 272 179 451 28 41 69
11:45 250 928 222 777 472 1705 21 126 34 164 55 290
TOTALS 5930 5643 11573 9015 9152 18167
SPLIT % 51.2% 48.8% 38.9% 49.6% 50.4% 61.1%

NB SB EB WB
14,945 14,795 00
AM Peak Hour 07:15 07:45 07:15 16:15 17:00 16:30
AM Pk Volume 1159 1277 2408 1295 1210 2433
Pk Hr Factor 0.886 0.897 0.919 0.958 0.937 0.962
7 ‐ 9 Volume 2089 2327 00 4416 2382 2329 00 4711
7 ‐ 9 Peak Hour 07:15 07:45 07:15 16:15 17:00 16:30
7 ‐ 9 Pk Volume 1159 1277 0 0 2408 1295 1210 0 0 2433 Pk Hr Factor 0.886 0.897 0.000 0.000 0.919 0.958 0.937 0.000 0.000 0.962 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Zinfandel Dr Bet. White Rock Rd & International Dr
21:30
21:45
22:00
Total
29,740
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
29,740

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2472 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_011

NB SB EB WB
7,287 8,316 00
AM Period NB SB EB WB NB SB EB WB
00:00 4 17 21 94 100 194
00:15 6 14 20 83 147 230
00:30 4 12 16 94 120 214
00:45 5 19 9 52 14 71 98 369 93 460 191 829
01:00 7 12 19 113 124 237
01:15 6 10 16 90 93 183
01:30 1 2 3 96 101 197
01:45 4 18 5 29 9 47 93 392 126 444 219 836
02:00 2 2 4 114 110 224
02:15 0 5 5 99 119 218
02:30 3 3 6 114 101 215
02:45 2 7 2 12 4 19 110 437 142 472 252 909
03:00 6 1 7 88 177 265
03:15 3 2 5 78 182 260
03:30 9 6 15 88 184 272
03:45 14 32 9 18 23 50 85 339 183 726 268 1065
04:00 13 2 15 107 265 372
04:15 18 6 24 91 249 340
04:30 22 12 34 115 251 366
04:45 23 76 11 31 34 107 92 405 286 1051 378 1456
05:00 22 12 34 113 321 434
05:15 42 18 60 110 262 372
05:30 72 23 95 102 238 340
05:45 84 220 19 72 103 292 85 410 238 1059 323 1469
06:00 88 40 128 104 186 290
06:15 121 57 178 85 176 261
06:30 162 53 215 95 170 265
06:45 195 566 73 223 268 789 67 351 140 672 207 1023
07:00 223 51 274 61 133 194
07:15 242 68 310 62 137 199
07:30 268 75 343 52 130 182
07:45 272 1005 92 286 364 1291 56 231 110 510 166 741
08:00 228 109 337 44 103 147
08:15 196 80 276 47 86 133
08:30 217 78 295 41 95 136
08:45 148 789 71 338 219 1127 40 172 91 375 131 547
09:00 122 52 174 33 69 102
09:15 121 61 182 26 85 111
09:30 98 70 168 28 77 105
09:45 108 449 65 248 173 697 32 119 60 291 92 410
10:00 87 65 152 24 66 90
10:15 94 65 159 31 44 75
10:30 91 82 173 17 39 56
10:45 87 359 82 294 169 653 18 90 52 201 70 291
11:00 93 75 168 9 33 42
11:15 65 87 152 5 34 39
11:30 123 79 202 10 28 38
11:45 118 399 99 340 217 739 9 33 17 112 26 145
TOTALS 3939 1943 5882 3348 6373 9721
SPLIT % 67.0% 33.0% 37.7% 34.4% 65.6% 62.3%

NB SB EB WB
7,287 8,316 00
AM Peak Hour 07:15 11:45 07:15 14:00 16:30 16:30
AM Pk Volume 1010 466 1354 437 1120 1550
Pk Hr Factor 0.928 0.793 0.930 0.958 0.872 0.893
7 ‐ 9 Volume 1794 624 00 2418 815 2110 00 2925
7 ‐ 9 Peak Hour 07:15 07:45 07:15 16:30 16:30 16:30
7 ‐ 9 Pk Volume 1010 359 0 0 1354 430 1120 0 0 1550 Pk Hr Factor 0.928 0.823 0.000 0.000 0.930 0.935 0.872 0.000 0.000 0.893 4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
15,603

DAILY TOTALS
21:00
21:15
20:30
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Zinfandel Dr Bet. International Dr & Douglas Rd
21:30
21:45
22:00
Total
15,603
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
ITEM 11.1. ATTACHMENT 4

Page 2473 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_012

NB SB EB WB
18,167 19,735 00
AM Period NB SB EB WB NB SB EB WB
00:00 23 26 49 367 318 685
00:15 15 14 29 298 312 610
00:30 10 17 27 296 342 638
00:45 14 62 12 69 26 131 313 1274 327 1299 640 2573
01:00 15 20 35 297 324 621
01:15 6 11 17 311 364 675
01:30 21 14 35 333 287 620
01:45 9 51 17 62 26 113 313 1254 364 1339 677 2593
02:00 7 10 17 311 334 645
02:15 5 4 9 328 306 634
02:30 11 13 24 429 313 742
02:45 7 30 15 42 22 72 354 1422 298 1251 652 2673
03:00 5 5 10 362 330 692
03:15 13 17 30 332 304 636
03:30 23 12 35 435 358 793
03:45 25 66 14 48 39 114 323 1452 340 1332 663 2784
04:00 14 10 24 351 376 727
04:15 18 27 45 375 362 737
04:30 38 37 75 395 331 726
04:45 35 105 111 185 146 290 354 1475 370 1439 724 2914 05:00 58 78 136 382 395 777
05:15 59 106 165 366 345 711
05:30 83 183 266 305 372 677
05:45 114 314 258 625 372 939 284 1337 292 1404 576 2741 06:00 144 201 345 243 287 530
06:15 194 270 464 247 248 495
06:30 218 310 528 191 269 460
06:45 260 816 398 1179 658 1995 200 881 232 1036 432 1917 07:00 286 353 639 175 209 384
07:15 326 362 688 207 216 423
07:30 348 376 724 174 162 336
07:45 354 1314 371 1462 725 2776 156 712 165 752 321 1464 08:00 339 387 726 119 131 250
08:15 325 364 689 102 138 240
08:30 298 343 641 80 109 189
08:45 291 1253 360 1454 651 2707 92 393 121 499 213 892 09:00 230 274 504 129 132 261
09:15 254 268 522 84 119 203
09:30 237 278 515 71 82 153
09:45 267 988 249 1069 516 2057 98 382 83 416 181 798
10:00 239 247 486 78 65 143
10:15 249 257 506 49 63 112
10:30 276 253 529 47 53 100
10:45 277 1041 270 1027 547 2068 18 192 76 257 94 449
11:00 296 312 608 40 39 79
11:15 302 319 621 25 39 64
11:30 325 356 681 23 52 75
11:45 319 1242 339 1326 658 2568 23 111 33 163 56 274
TOTALS 7282 8548 15830 10885 11187 22072
SPLIT % 46.0% 54.0% 41.8% 49.3% 50.7% 58.2%

NB SB EB WB
18,167 19,735 00
AM Peak Hour 07:15 07:30 07:30 16:15 16:45 16:15
AM Pk Volume 1367 1498 2864 1506 1482 2964
Pk Hr Factor 0.965 0.968 0.986 0.953 0.938 0.954
7 ‐ 9 Volume 2567 2916 00 5483 2812 2843 00 5655
7 ‐ 9 Peak Hour 07:15 07:30 07:30 16:15 16:45 16:15
7 ‐ 9 Pk Volume 1367 1498 0 0 2864 1506 1482 0 0 2964 Pk Hr Factor 0.965 0.968 0.000 0.000 0.986 0.953 0.938 0.000 0.000 0.954 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Sunrise Blvd Bet. Folsom Blvd & White Rock Rd
21:30
21:45
22:00
Total
37,902
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
37,902

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2474 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_013

NB SB EB WB
13,581 14,182 00
AM Period NB SB EB WB NB SB EB WB
00:00 11 21 32 189 182 371
00:15 10 11 21 178 190 368
00:30 11 12 23 203 174 377
00:45 7 39 7 51 14 90 187 757 184 730 371 1487
01:00 8 14 22 184 105 289
01:15 4 7 11 216 198 414
01:30 7 10 17 186 185 371
01:45 4 23 7 38 11 61 180 766 201 689 381 1455
02:00 2 6 8 193 228 421
02:15 6 2 8 179 229 408
02:30 11 5 16 196 240 436
02:45 10 29 6 19 16 48 197 765 249 946 446 1711
03:00 5 3 8 217 317 534
03:15 10 16 26 169 300 469
03:30 17 10 27 211 384 595
03:45 24 56 5 34 29 90 178 775 371 1372 549 2147
04:00 15 2 17 224 448 672
04:15 12 8 20 205 414 619
04:30 37 16 53 229 462 691
04:45 64 128 30 56 94 184 189 847 417 1741 606 2588
05:00 58 24 82 236 508 744
05:15 82 31 113 204 444 648
05:30 117 56 173 173 419 592
05:45 157 414 84 195 241 609 176 789 350 1721 526 2510
06:00 155 81 236 171 332 503
06:15 208 107 315 157 296 453
06:30 261 104 365 124 227 351
06:45 337 961 127 419 464 1380 121 573 199 1054 320 1627 07:00 359 160 519 124 163 287
07:15 383 168 551 95 204 299
07:30 431 161 592 111 161 272
07:45 476 1649 168 657 644 2306 85 415 121 649 206 1064 08:00 403 164 567 73 149 222
08:15 383 155 538 61 117 178
08:30 343 216 559 66 105 171
08:45 324 1453 191 726 515 2179 52 252 114 485 166 737
09:00 224 167 391 52 121 173
09:15 223 161 384 55 90 145
09:30 213 144 357 46 75 121
09:45 226 886 142 614 368 1500 67 220 62 348 129 568
10:00 192 121 313 52 51 103
10:15 194 137 331 39 56 95
10:30 225 170 395 26 36 62
10:45 190 801 142 570 332 1371 13 130 52 195 65 325
11:00 196 176 372 35 35 70
11:15 195 180 375 12 30 42
11:30 187 201 388 17 27 44
11:45 200 778 190 747 390 1525 11 75 34 126 45 201
TOTALS 7217 4126 11343 6364 10056 16420
SPLIT % 63.6% 36.4% 40.9% 38.8% 61.2% 59.1%

NB SB EB WB
13,581 14,182 00
AM Peak Hour 07:15 11:30 07:15 16:15 16:30 16:30
AM Pk Volume 1693 763 2354 859 1831 2689
Pk Hr Factor 0.889 0.949 0.914 0.910 0.901 0.904
7 ‐ 9 Volume 3102 1383 00 4485 1636 3462 00 5098
7 ‐ 9 Peak Hour 07:15 08:00 07:15 16:15 16:30 16:30
7 ‐ 9 Pk Volume 1693 726 0 0 2354 859 1831 0 0 2689 Pk Hr Factor 0.889 0.840 0.000 0.000 0.914 0.910 0.901 0.000 0.000 0.904 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Sunrise Blvd Bet. White Rock Rd & Douglas Rd
21:30
21:45
22:00
Total
27,763
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
27,763

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2475 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_014

NB SB EB WB
9,528 10,939 00
AM Period NB SB EB WB NB SB EB WB
00:00 4 24 28 108 135 243
00:15 4 7 11 119 120 239
00:30 10 11 21 105 120 225
00:45 7 25 5 47 12 72 123 455 117 492 240 947
01:00 5 9 14 129 127 256
01:15 2 5 7 126 154 280
01:30 4 10 14 125 156 281
01:45 3 14 4 28 7 42 116 496 176 613 292 1109
02:00 3 4 7 114 156 270
02:15 2 1 3 109 168 277
02:30 12 1 13 102 217 319
02:45 7 24 5 11 12 35 115 440 214 755 329 1195
03:00 5 2 7 121 247 368
03:15 6 9 15 124 244 368
03:30 15 7 22 141 272 413
03:45 25 51 7 25 32 76 150 536 314 1077 464 1613
04:00 10 4 14 140 357 497
04:15 15 6 21 135 376 511
04:30 30 12 42 160 353 513
04:45 41 96 24 46 65 142 112 547 397 1483 509 2030
05:00 49 19 68 132 367 499
05:15 74 24 98 140 424 564
05:30 87 35 122 105 344 449
05:45 148 358 37 115 185 473 104 481 306 1441 410 1922
06:00 142 47 189 95 241 336
06:15 198 85 283 96 247 343
06:30 236 81 317 80 159 239
06:45 279 855 100 313 379 1168 75 346 168 815 243 1161
07:00 291 114 405 72 126 198
07:15 320 179 499 65 126 191
07:30 342 116 458 68 123 191
07:45 373 1326 128 537 501 1863 60 265 102 477 162 742
08:00 337 125 462 56 97 153
08:15 275 138 413 59 102 161
08:30 255 110 365 48 67 115
08:45 225 1092 122 495 347 1587 34 197 85 351 119 548
09:00 174 98 272 37 82 119
09:15 173 121 294 30 82 112
09:30 138 90 228 24 46 70
09:45 150 635 101 410 251 1045 53 144 51 261 104 405
10:00 122 101 223 31 46 77
10:15 118 96 214 30 42 72
10:30 143 97 240 17 32 49
10:45 128 511 121 415 249 926 16 94 30 150 46 244
11:00 120 114 234 13 23 36
11:15 123 104 227 13 27 40
11:30 137 136 273 6 24 30
11:45 117 497 134 488 251 985 11 43 20 94 31 137
TOTALS 5484 2930 8414 4044 8009 12053
SPLIT % 65.2% 34.8% 41.1% 33.6% 66.4% 58.9%

NB SB EB WB
9,528 10,939 00
AM Peak Hour 07:15 07:15 07:15 15:45 16:30 16:30
AM Pk Volume 1372 548 1920 585 1541 2085
Pk Hr Factor 0.920 0.765 0.958 0.914 0.909 0.924
7 ‐ 9 Volume 2418 1032 00 3450 1028 2924 00 3952
7 ‐ 9 Peak Hour 07:15 07:15 07:15 16:00 16:30 16:30
7 ‐ 9 Pk Volume 1372 548 0 0 1920 547 1541 0 0 2085 Pk Hr Factor 0.920 0.765 0.000 0.000 0.958 0.855 0.909 0.000 0.000 0.924 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Sunrise Blvd Bet. Douglas Rd & Jackson Rd/SR‐16
21:30
21:45
22:00
Total
20,467
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
20,467

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2476 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_015

NB SB EB WB
5,394 4,757 00
AM Period NB SB EB WB NB SB EB WB
00:00 5 2 7 53 48 101
00:15 6 2 8 69 46 115
00:30 1 4 5 44 61 105
00:45 2 14 3 11 5 25 66 232 47 202 113 434
01:00 2 4 6 58 47 105
01:15 0 4 4 54 53 107
01:30 2 1 3 66 60 126
01:45 2 6 2 11 4 17 63 241 70 230 133 471
02:00 0 0 0 46 53 99
02:15 1 1 2 84 65 149
02:30 6 3 9 83 89 172
02:45 3 10 3 7 6 17 58 271 91 298 149 569
03:00 3 2 5 75 91 166
03:15 3 0 3 78 114 192
03:30 6 0 6 102 122 224
03:45 2 14 3 5 5 19 120 375 151 478 271 853
04:00 4 5 9 121 122 243
04:15 7 6 13 136 155 291
04:30 13 5 18 127 130 257
04:45 9 33 12 28 21 61 98 482 152 559 250 1041
05:00 22 18 40 134 141 275
05:15 27 20 47 125 166 291
05:30 37 15 52 122 143 265
05:45 54 140 30 83 84 223 129 510 109 559 238 1069
06:00 41 35 76 75 100 175
06:15 71 64 135 89 85 174
06:30 100 63 163 67 68 135
06:45 116 328 75 237 191 565 50 281 62 315 112 596
07:00 102 81 183 47 34 81
07:15 135 73 208 30 56 86
07:30 175 123 298 23 35 58
07:45 175 587 93 370 268 957 26 126 39 164 65 290
08:00 161 86 247 31 42 73
08:15 176 64 240 35 31 66
08:30 171 67 238 15 20 35
08:45 176 684 54 271 230 955 21 102 30 123 51 225
09:00 107 48 155 14 27 41
09:15 90 58 148 18 23 41
09:30 91 55 146 19 23 42
09:45 63 351 42 203 105 554 19 70 24 97 43 167
10:00 59 56 115 4 13 17
10:15 58 42 100 11 21 32
10:30 68 38 106 10 11 21
10:45 67 252 47 183 114 435 5 30 16 61 21 91
11:00 55 47 102 6 9 15
11:15 70 62 132 7 9 16
11:30 54 60 114 4 9 13
11:45 57 236 54 223 111 459 2 19 12 39 14 58
TOTALS 2655 1632 4287 2739 3125 5864
SPLIT % 61.9% 38.1% 42.2% 46.7% 53.3% 57.8%

NB SB EB WB
5,394 4,757 00
AM Peak Hour 07:30 07:15 07:30 17:00 16:45 16:45
AM Pk Volume 687 375 1053 510 602 1081
Pk Hr Factor 0.976 0.762 0.883 0.951 0.907 0.929
7 ‐ 9 Volume 1271 641 00 1912 992 1118 00 2110
7 ‐ 9 Peak Hour 07:30 07:15 07:30 17:00 16:45 16:45
7 ‐ 9 Pk Volume 687 375 0 0 1053 510 602 0 0 1081 Pk Hr Factor 0.976 0.762 0.000 0.000 0.883 0.951 0.907 0.000 0.000 0.929 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Grant Line Rd Bet. White Rock Rd & Douglas Rd
21:30
21:45
22:00
Total
10,151
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
10,151

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2477 of 3764 ends

Day: City: Rancho Cordova
Date: Project #: CA19_7203_016

NB SB EB WB
4,000 3,501 00
AM Period NB SB EB WB NB SB EB WB
00:00 3 4 7 48 42 90
00:15 5 1 6 37 35 72
00:30 2 3 5 42 37 79
00:45 2 12 2 10 4 22 44 171 34 148 78 319
01:00 2 0 2 36 47 83
01:15 1 3 4 43 35 78
01:30 1 2 3 49 45 94
01:45 2 6 3 8 5 14 41 169 54 181 95 350
02:00 0 0 0 54 50 104
02:15 1 1 2 47 46 93
02:30 4 2 6 56 74 130
02:45 2 7 3 6 5 13 54 211 72 242 126 453
03:00 4 2 6 60 71 131
03:15 3 0 3 80 73 153
03:30 5 0 5 71 80 151
03:45 2 14 3 5 5 19 81 292 104 328 185 620
04:00 6 1 7 81 88 169
04:15 4 6 10 99 90 189
04:30 9 5 14 84 108 192
04:45 9 28 6 18 15 46 75 339 96 382 171 721
05:00 23 16 39 89 96 185
05:15 22 13 35 100 109 209
05:30 45 19 64 78 102 180
05:45 49 139 16 64 65 203 87 354 68 375 155 729
06:00 43 32 75 58 73 131
06:15 66 43 109 63 71 134
06:30 84 61 145 42 37 79
06:45 86 279 62 198 148 477 45 208 39 220 84 428
07:00 84 64 148 26 25 51
07:15 113 62 175 29 33 62
07:30 109 86 195 20 17 37
07:45 113 419 74 286 187 705 17 92 18 93 35 185
08:00 118 63 181 18 21 39
08:15 106 63 169 19 15 34
08:30 130 61 191 18 17 35
08:45 120 474 53 240 173 714 14 69 14 67 28 136
09:00 82 41 123 9 19 28
09:15 67 42 109 17 12 29
09:30 69 50 119 15 11 26
09:45 34 252 43 176 77 428 9 50 20 62 29 112
10:00 46 43 89 8 7 15
10:15 55 32 87 10 12 22
10:30 55 45 100 5 8 13
10:45 47 203 45 165 92 368 7 30 10 37 17 67
11:00 58 42 100 3 5 8
11:15 32 35 67 7 7 14
11:30 29 49 78 1 5 6
11:45 50 169 38 164 88 333 2 13 9 26 11 39
TOTALS 2002 1340 3342 1998 2161 4159
SPLIT % 59.9% 40.1% 44.6% 48.0% 52.0% 55.4%

NB SB EB WB
4,000 3,501 00
AM Peak Hour 08:00 07:00 07:15 17:00 16:30 16:30
AM Pk Volume 474 286 738 354 409 757
Pk Hr Factor 0.912 0.831 0.946 0.885 0.938 0.906
7 ‐ 9 Volume 893 526 00 1419 693 757 00 1450
7 ‐ 9 Peak Hour 08:00 07:00 07:15 17:00 16:30 16:30
7 ‐ 9 Pk Volume 474 286 0 0 738 354 409 0 0 757 Pk Hr Factor 0.912 0.831 0.000 0.000 0.946 0.885 0.938 0.000 0.000 0.906 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
5/21/2019
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Grant Line Rd Bet. Douglas Rd & Jackson Rd/SR‐16
21:30
21:45
22:00
Total
7,501
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
7,501

DAILY TOTALS
21:00
21:15
20:30
4 ‐ 6 Peak Hour
4 ‐ 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 ‐ 6 Volume
20:45
ITEM 11.1. ATTACHMENT 4

Page 2478 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California

Appendix B

Analysis Worksheets for
Existing (2019) Conditions
ITEM 11.1. ATTACHMENT 4

Page 2479 of 3764 ends

The Preserve Existing Conditions
1: Mather Field Rd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 978 0 240 0 740 450 0 755 390 Future Volume (veh/h) 0 0 0 978 0 240 0 740 450 0 755 390 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 700 594 276 0 771 0 0 803 0
Peak Hour Factor 0.87 0.87 0.87 0.96 0.96 0.96 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 568 384 178 0 2869 0 2869
Arrive On Green 0.32 0.32 0.32 0.00 0.81 0.00 0.00 0.81 0.00 Sat Flow, veh/h 1781 1203 559 0 3741 0 0 3741 0
Grp Volume(v), veh/h 700 0 870 0 771 0 0 803 0
Grp Sat Flow(s),veh/h/ln 1781 0 1762 0 1777 0 0 1777 0
Q Serve(g_s), s 35.1 0.0 35.1 0.0 5.9 0.0 0.0 6.2 0.0
Cycle Q Clear(g_c), s 35.1 0.0 35.1 0.0 5.9 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.32 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 568 0 562 0 2869 0 2869
V/C Ratio(X) 1.23 0.00 1.55 0.00 0.27 0.00 0.28
Avail Cap(c_a), veh/h 568 0 562 0 2869 0 2869
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 37.4 0.0 37.5 0.0 2.6 0.0 0.0 2.6 0.0 Incr Delay (d2), s/veh 118.9 0.0 255.2 0.0 0.2 0.0 0.0 0.2 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 %ile BackOfQ(50%),veh/ln 33.7 0.0 54.6 0.0 1.2 0.0 0.0 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 156.4 0.0 292.7 0.0 2.8 0.0 0.0 2.9 0.0 LnGrp LOS F A F A A A A
Approach Vol, veh/h 1570 771 A 803 A
Approach Delay, s/veh 231.9 2.8 2.9
Approach LOS F A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 94.5 94.5 40.0
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 66 65.0 35.1
Max Q Clear Time (g_c+I1), s 8.2 7.9 37.1
Green Ext Time (p_c), s 1.8 1.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 117.2
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2480 of 3764 ends

The Preserve Existing Conditions
2: Mather Field Rd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 312 0 1173 0 0 0 0 880 333 0 1419 317 Future Volume (veh/h) 312 0 1173 0 0 0 0 880 333 0 1419 317 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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 219 0 1352 0 926 0 0 1526 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 560 0 994 0 3806 0 2649
Arrive On Green 0.31 0.00 0.31 0.00 0.75 0.00 0.00 0.75 0.00 Sat Flow, veh/h 1781 0 3160 0 5443 0 0 3647 1585
Grp Volume(v), veh/h 219 0 1352 0 926 0 0 1526 0
Grp Sat Flow(s),veh/h/ln1781 0 1580 0 1702 0 0 1777 1585 Q Serve(g_s), s 10.6 0.0 34.6 0.0 6.2 0.0 0.0 21.1 0.0
Cycle Q Clear(g_c), s 10.6 0.0 34.6 0.0 6.2 0.0 0.0 21.1 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 560 0 994 0 3806 0 2649
V/C Ratio(X) 0.39 0.00 1.36 0.00 0.24 0.00 0.58
Avail Cap(c_a), veh/h 560 0 994 0 3806 0 2649
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 29.5 0.0 37.7 0.0 4.4 0.0 0.0 6.2 0.0 Incr Delay (d2), s/veh 0.2 0.0 168.7 0.0 0.2 0.0 0.0 0.9 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 %ile BackOfQ(50%),veh/ln4.5 0.0 36.4 0.0 1.6 0.0 0.0 6.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.6 0.0 206.4 0.0 4.5 0.0 0.0 7.2 0.0 LnGrp LOS C A F A A A A
Approach Vol, veh/h 1571 926 A 1526 A
Approach Delay, s/veh 181.7 4.5 7.2
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 87.5 40.0 87.5
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 66 * 35 65.0
Max Q Clear Time (g_c+I1), s 23.1 36.6 8.2
Green Ext Time (p_c), s 4.3 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 74.7
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2481 of 3764 ends

The Preserve Existing Conditions
3: Mather Field Rd & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 931 819 116 672 279 47
Future Volume (veh/h) 931 819 116 672 279 47
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1108 0 141 820 317 53
Peak Hour Factor 0.84 0.84 0.82 0.82 0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2661 180 3655 443 203
Arrive On Green 0.52 0.00 0.10 0.72 0.13 0.13
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 1108 0 141 820 317 53
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 7.2 0.0 4.2 3.0 4.8 1.6
Cycle Q Clear(g_c), s 7.2 0.0 4.2 3.0 4.8 1.6
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2661 180 3655 443 203
V/C Ratio(X) 0.42 0.78 0.22 0.72 0.26
Avail Cap(c_a), veh/h 6088 650 6088 2314 1061
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 8.0 0.0 23.9 2.6 22.8 21.4
Incr Delay (d2), s/veh 0.2 0.0 2.8 0.1 0.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.8 0.0 1.7 0.3 1.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.2 0.0 26.7 2.7 23.6 21.7
LnGrp LOS A C A C C
Approach Vol, veh/h 1108 A 961 370
Approach Delay, s/veh 8.2 6.2 23.3
Approach LOS A A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 44.0 10.6 33.4 10.5
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 65.0 * 20 65.0 36.5
Max Q Clear Time (g_c+I1), s 5.0 6.2 9.2 6.8
Green Ext Time (p_c), s 12.7 0.0 19.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2482 of 3764 ends

The Preserve Existing Conditions
4: Zinfandel Dr & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1073 0 212 0 956 540 0 726 330 Future Volume (veh/h) 0 0 0 1073 0 212 0 956 540 0 726 330 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 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1248 0 247 0 1017 0 0 748 0
Peak Hour Factor 0.86 0.86 0.86 0.94 0.94 0.94 0.97 0.97 0.97 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 1292 0 593 0 2731 0 1900
Arrive On Green 0.37 0.00 0.37 0.00 0.53 0.00 0.00 0.53 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 3647 1585
Grp Volume(v), veh/h 1248 0 247 0 1017 0 0 748 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1777 1585 Q Serve(g_s), s 44.2 0.0 14.4 0.0 14.5 0.0 0.0 15.5 0.0 Cycle Q Clear(g_c), s 44.2 0.0 14.4 0.0 14.5 0.0 0.0 15.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1292 0 593 0 2731 0 1900
V/C Ratio(X) 0.97 0.00 0.42 0.00 0.37 0.00 0.39
Avail Cap(c_a), veh/h 1333 0 611 0 2731 0 1900
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.3 0.0 29.0 0.0 16.9 0.0 0.0 17.1 0.0 Incr Delay (d2), s/veh 16.6 0.0 0.2 0.0 0.4 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 21.4 0.0 5.5 0.0 5.4 0.0 0.0 6.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.0 0.0 29.2 0.0 17.3 0.0 0.0 17.7 0.0 LnGrp LOS D A C A B A B
Approach Vol, veh/h 1495 1017 A 748 A
Approach Delay, s/veh 50.7 17.3 17.7
Approach LOS D B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 71.4 71.4 53.6
Change Period (Y+Rc), s 4.6 4.6 6.8
Max Green Setting (Gmax), s 65.4 65.4 48.2
Max Q Clear Time (g_c+I1), s 17.5 16.5 46.2
Green Ext Time (p_c), s 1.7 2.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 32.7
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2483 of 3764 ends

The Preserve Existing Conditions
5: Zinfandel Dr & US-50 EB Ramps/Gold Center Dr AM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 377 1 849 1095 102 27 985 469 15 1684 201 Future Volume (vph) 377 1 849 1095 102 27 985 469 15 1684 201 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.9 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.95 1.00
Frpb, ped/bikes 1.00 0.99 0.98 0.99 0.99 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 0.85 0.85 0.95 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1603 3009 1417 2747 6064 3539 1545
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1603 3009 1417 2747 6064 3539 1545
Peak-hour factor, PHF 0.87 0.92 0.87 0.87 0.90 0.92 0.89 0.92 0.89 0.91 0.91 Adj. Flow (vph) 433 1 976 1259 113 29 1107 510 17 1851 221 RTOR Reduction (vph) 0 0 5 9 16 0 1 0 0 0 0
Lane Group Flow (vph) 0 434 1538 683 126 0 1633 0 0 1851 221 Confl. Peds. (#/hr) 6 6 3 3 6
Confl. Bikes (#/hr) 2 3
Turn Type Split Perm NA Perm Perm NA NA Free
Protected Phases 4 4 6 2
Permitted Phases 4 4 8 Free
Actuated Green, G (s) 48.2 48.2 48.2 50.1 65.4 65.4 125.0 Effective Green, g (s) 48.2 48.2 48.2 50.1 65.4 65.4 125.0 Actuated g/C Ratio 0.39 0.39 0.39 0.40 0.52 0.52 1.00
Clearance Time (s) 6.8 6.8 6.8 4.9 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 3.0 1.0 1.0
Lane Grp Cap (vph) 618 1160 546 1100 3172 1851 1545
v/s Ratio Prot 0.27 c0.52
v/s Ratio Perm 0.27 0.51 0.48 0.05 0.14
v/c Ratio 0.70 1.33 1.25 0.11 0.51 1.00 0.14
Uniform Delay, d1 32.4 38.4 38.4 23.5 19.4 29.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.25 1.00
Incremental Delay, d2 3.0 152.7 127.8 0.0 0.6 17.4 0.1
Delay (s) 35.3 191.1 166.2 23.6 20.0 54.5 0.1
Level of Service D F F C C D A
Approach Delay (s) 159.3 20.0 48.7
Approach LOS F C D
Intersection Summary
HCM 2000 Control Delay 86.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.14
Actuated Cycle Length (s) 125.0 Sum of lost time (s) 11.4 Intersection Capacity Utilization 101.9% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2484 of 3764 ends

The Preserve Existing Conditions
6: Zinfandel Dr & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 215 101 30 25 87 241 40 1008 18 750 1373 658 Future Volume (veh/h) 215 101 30 25 87 241 40 1008 18 750 1373 658 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 250 117 35 29 101 280 44 1108 20 806 1476 708 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.91 0.91 0.91 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 320 935 256 60 300 1282 80 1365 25 862 2505 764 Arrive On Green 0.09 0.24 0.24 0.02 0.16 0.16 0.02 0.26 0.26 0.25 0.49 0.49 Sat Flow, veh/h 3456 3961 1085 3563 1870 3070 3456 5163 93 3456 5106 1557 Grp Volume(v), veh/h 250 99 53 29 101 280 44 730 398 806 1476 708 Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1870 1535 1728 1702 1852 1728 1702 1557 Q Serve(g_s), s 6.9 2.2 2.5 0.8 4.7 5.8 1.2 19.5 19.5 22.2 20.1 41.3 Cycle Q Clear(g_c), s 6.9 2.2 2.5 0.8 4.7 5.8 1.2 19.5 19.5 22.2 20.1 41.3 Prop In Lane 1.00 0.66 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 320 803 387 60 300 1282 80 900 490 862 2505 764 V/C Ratio(X) 0.78 0.12 0.14 0.49 0.34 0.22 0.55 0.81 0.81 0.94 0.59 0.93 Avail Cap(c_a), veh/h 693 2241 1081 715 1241 2827 693 2273 1237 871 3378 1030 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.1 29.2 29.3 47.4 36.2 18.6 47.0 33.5 33.5 35.7 17.7 23.1 Incr Delay (d2), s/veh 1.6 0.0 0.1 2.3 0.2 0.0 2.2 0.7 1.3 16.6 0.1 9.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 0.9 0.9 0.4 2.1 1.9 0.5 7.8 8.5 10.8 7.1 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 29.2 29.4 49.6 36.5 18.7 49.1 34.2 34.7 52.3 17.8 32.9 LnGrp LOS D C C D D B D C C D B C
Approach Vol, veh/h 402 410 1172 2990
Approach Delay, s/veh 38.9 25.2 34.9 30.7
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.8 53.4 14.5 21.6 29.7 31.4 7.1 28.9 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 * 65 24.5 * 65 19.5 * 64 Max Q Clear Time (g_c+I1), s3.2 43.3 8.9 7.8 24.2 21.5 2.8 4.5 Green Ext Time (p_c), s 0.0 4.3 0.1 0.4 0.0 2.6 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 31.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2485 of 3764 ends

The Preserve Existing Conditions
7: Zinfandel Dr & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 337 63 92 367 101 266 872 102 148 426 259 Future Volume (veh/h) 116 337 63 92 367 101 266 872 102 148 426 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 383 72 108 432 119 274 899 105 174 501 305 Peak Hour Factor 0.88 0.88 0.88 0.85 0.85 0.85 0.97 0.97 0.97 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 218 653 119 185 722 220 655 1841 570 270 848 389 Arrive On Green 0.06 0.15 0.15 0.05 0.14 0.14 0.19 0.36 0.36 0.08 0.25 0.25 Sat Flow, veh/h 3456 4328 788 3456 5106 1554 3456 5106 1581 3456 3404 1563 Grp Volume(v), veh/h 132 299 156 108 432 119 274 899 105 174 501 305 Grp Sat Flow(s),veh/h/ln1728 1702 1712 1728 1702 1554 1728 1702 1581 1728 1702 1563 Q Serve(g_s), s 2.3 5.1 5.4 1.9 5.0 4.5 4.4 8.6 2.9 3.1 8.1 11.4 Cycle Q Clear(g_c), s 2.3 5.1 5.4 1.9 5.0 4.5 4.4 8.6 2.9 3.1 8.1 11.4 Prop In Lane 1.00 0.46 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 218 514 258 185 722 220 655 1841 570 270 848 389 V/C Ratio(X) 0.61 0.58 0.61 0.58 0.60 0.54 0.42 0.49 0.18 0.64 0.59 0.78 Avail Cap(c_a), veh/h 1074 1855 933 1074 2782 847 1074 5239 1622 1074 3492 1603 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 24.8 24.9 29.0 25.3 25.1 22.4 15.6 13.7 28.1 20.8 22.0 Incr Delay (d2), s/veh 1.0 0.4 0.9 1.1 0.3 0.8 0.2 0.1 0.1 1.0 0.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 1.9 2.0 0.8 1.8 1.5 1.6 2.8 0.9 1.2 2.8 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 25.2 25.8 30.1 25.6 25.8 22.5 15.7 13.8 29.0 21.0 23.3 LnGrp LOS C C C C C C C B B C C C
Approach Vol, veh/h 587 659 1278 980
Approach Delay, s/veh 26.3 26.4 17.0 23.1
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.4 21.2 9.5 14.7 10.4 28.2 8.9 15.3 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s19.5 * 64 19.5 34.2 19.5 * 64 19.5 34.2 Max Q Clear Time (g_c+I1), s6.4 13.4 4.3 7.0 5.1 10.6 3.9 7.4 Green Ext Time (p_c), s 0.1 1.8 0.1 1.0 0.1 2.2 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2486 of 3764 ends

The Preserve Existing Conditions
8: Sunrise Blvd & Zinfandel Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 14 263 37 20 32 302 2204 10 32 3198 77 Future Volume (veh/h) 111 14 263 37 20 32 302 2204 10 32 3198 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 134 223 45 24 39 311 2272 10 35 3476 84 Peak Hour Factor 0.87 0.87 0.87 0.82 0.82 0.82 0.97 0.97 0.97 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 155 262 100 36 58 363 3102 14 45 2598 786 Arrive On Green 0.17 0.17 0.17 0.06 0.06 0.06 0.11 0.59 0.59 0.03 0.51 0.51 Sat Flow, veh/h 892 934 1574 1781 639 1038 3456 5247 23 1781 5106 1545 Grp Volume(v), veh/h 262 0 223 45 0 63 311 1474 808 35 3476 84 Grp Sat Flow(s),veh/h/ln1826 0 1574 1781 0 1677 1728 1702 1866 1781 1702 1545 Q Serve(g_s), s 17.9 0.0 17.6 3.1 0.0 4.7 11.3 40.0 40.0 2.5 65.2 3.6 Cycle Q Clear(g_c), s 17.9 0.0 17.6 3.1 0.0 4.7 11.3 40.0 40.0 2.5 65.2 3.6 Prop In Lane 0.49 1.00 1.00 0.62 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 304 0 262 100 0 94 363 2013 1103 45 2598 786 V/C Ratio(X) 0.86 0.00 0.85 0.45 0.00 0.67 0.86 0.73 0.73 0.78 1.34 0.11 Avail Cap(c_a), veh/h 492 0 424 480 0 451 537 2013 1103 281 2598 786 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 0.0 51.9 58.6 0.0 59.3 56.4 18.9 18.9 62.1 31.5 16.3 Incr Delay (d2), s/veh 4.9 0.0 4.8 1.2 0.0 3.1 6.1 1.2 2.2 10.5 154.8 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(50%),veh/ln8.6 0.0 7.3 1.5 0.0 2.1 5.1 14.6 16.3 1.2 61.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 0.0 56.6 59.8 0.0 62.4 62.5 20.1 21.1 72.7 186.2 16.4 LnGrp LOS E A E E A E E C C E F B
Approach Vol, veh/h 485 108 2593 3595
Approach Delay, s/veh 56.8 61.3 25.5 181.2
Approach LOS E E C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.6 70.1 26.8 8.0 80.7 12.7
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 20 * 65 34.5 * 20 * 65 34.5 Max Q Clear Time (g_c+I1), s13.3 67.2 19.9 4.5 42.0 6.7 Green Ext Time (p_c), s 0.1 0.0 0.6 0.0 6.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 110.8
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2487 of 3764 ends

The Preserve Existing Conditions
9: Sunrise Blvd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 501 0 440 0 2052 269 0 1949 1594 Future Volume (veh/h) 0 0 0 501 0 440 0 2052 269 0 1949 1594 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 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 589 0 518 0 2138 0 0 1989 0
Peak Hour Factor 0.85 0.85 0.85 0.96 0.96 0.96 0.98 0.98 0.98 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 716 0 578 0 3837 0 3491
Arrive On Green 0.21 0.00 0.21 0.00 0.68 0.00 0.00 0.68 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 589 0 518 0 2138 0 0 1989 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 17.9 0.0 19.9 0.0 21.4 0.0 0.0 22.2 0.0 Cycle Q Clear(g_c), s 17.9 0.0 19.9 0.0 21.4 0.0 0.0 22.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 716 0 578 0 3837 0 3491
V/C Ratio(X) 0.82 0.00 0.90 0.00 0.56 0.00 0.57
Avail Cap(c_a), veh/h 1037 0 837 0 3837 0 3491
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 41.7 0.0 42.5 0.0 8.9 0.0 0.0 9.0 0.0 Incr Delay (d2), s/veh 2.3 0.0 7.0 0.0 0.6 0.0 0.0 0.7 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 %ile BackOfQ(50%),veh/ln 7.8 0.0 7.4 0.0 7.2 0.0 0.0 6.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.0 0.0 49.5 0.0 9.5 0.0 0.0 9.7 0.0 LnGrp LOS D A D A A A A
Approach Vol, veh/h 1107 2138 A 1989 A
Approach Delay, s/veh 46.6 9.5 9.7
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 80.2 80.2 29.8
Change Period (Y+Rc), s * 5 5.0 7.0
Max Green Setting (Gmax), s * 65 65.0 33.0
Max Q Clear Time (g_c+I1), s 24.2 23.4 21.9
Green Ext Time (p_c), s 6.5 7.4 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2488 of 3764 ends

The Preserve Existing Conditions
10: Sunrise Blvd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1198 0 601 0 0 0 0 1106 459 0 2100 362 Future Volume (veh/h) 1198 0 601 0 0 0 0 1106 459 0 2100 362 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 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1235 0 620 0 1366 0 0 2143 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.98 0.98 0.98 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 1349 0 749 0 4696 0 3522
Arrive On Green 0.27 0.00 0.27 0.00 0.63 0.00 0.00 0.63 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1235 0 620 0 1366 0 0 2143 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 26.2 0.0 23.0 0.0 9.1 0.0 0.0 25.3 0.0
Cycle Q Clear(g_c), s 26.2 0.0 23.0 0.0 9.1 0.0 0.0 25.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1349 0 749 0 4696 0 3522
V/C Ratio(X) 0.92 0.00 0.83 0.00 0.29 0.00 0.61
Avail Cap(c_a), veh/h 1521 0 845 0 4696 0 3522
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.0 0.0 37.8 0.0 9.3 0.0 0.0 12.3 0.0 Incr Delay (d2), s/veh 7.8 0.0 5.5 0.0 0.2 0.0 0.0 0.8 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 %ile BackOfQ(50%),veh/ln11.6 0.0 8.3 0.0 3.3 0.0 0.0 9.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 0.0 43.3 0.0 9.5 0.0 0.0 13.1 0.0 LnGrp LOS D A D A A A B
Approach Vol, veh/h 1855 1366 A 2143 A
Approach Delay, s/veh 45.7 9.5 13.1
Approach LOS D A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.7 36.3 73.7
Change Period (Y+Rc), s * 4.7 6.7 4.7
Max Green Setting (Gmax), s * 66 33.3 65.3
Max Q Clear Time (g_c+I1), s 27.3 28.2 11.1
Green Ext Time (p_c), s 7.4 1.3 3.7
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2489 of 3764 ends

The Preserve Existing Conditions
11: Sunrise Blvd & Folsom Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 171 93 272 216 129 72 1246 103 230 2129 309 Future Volume (veh/h) 213 171 93 272 216 129 72 1246 103 230 2129 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 239 192 104 306 266 129 76 1312 108 240 2218 322 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.95 0.95 0.95 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 295 563 245 363 655 267 124 3015 741 295 2646 814 Arrive On Green 0.09 0.16 0.16 0.10 0.18 0.18 0.04 0.47 0.47 0.09 0.52 0.52 Sat Flow, veh/h 3456 3554 1546 3563 3741 1524 3456 6434 1581 3456 5106 1571 Grp Volume(v), veh/h 239 192 104 306 266 129 76 1312 108 240 2218 322 Grp Sat Flow(s),veh/h/ln1728 1777 1546 1781 1870 1524 1728 1609 1581 1728 1702 1571 Q Serve(g_s), s 8.3 5.9 7.5 10.4 7.8 9.4 2.7 16.7 4.8 8.4 45.5 15.3 Cycle Q Clear(g_c), s 8.3 5.9 7.5 10.4 7.8 9.4 2.7 16.7 4.8 8.4 45.5 15.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 295 563 245 363 655 267 124 3015 741 295 2646 814 V/C Ratio(X) 0.81 0.34 0.42 0.84 0.41 0.48 0.61 0.44 0.15 0.81 0.84 0.40 Avail Cap(c_a), veh/h 549 986 429 565 1035 422 549 3362 826 549 2677 824 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.2 46.0 46.6 54.2 45.0 45.7 58.4 21.8 18.6 55.2 25.2 17.9 Incr Delay (d2), s/veh 2.1 0.5 1.7 3.9 0.7 2.3 3.0 0.1 0.1 2.1 2.7 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 0.0 %ile BackOfQ(50%),veh/ln3.7 2.7 3.0 4.8 3.7 3.7 1.2 6.0 1.8 3.6 17.5 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.3 46.5 48.4 58.1 45.7 48.0 61.4 21.8 18.7 57.3 28.0 18.6 LnGrp LOS E D D E D D E C B E C B
Approach Vol, veh/h 535 701 1496 2780
Approach Delay, s/veh 51.7 51.5 23.6 29.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.9 69.5 16.0 27.5 16.0 63.4 18.0 25.5 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 * 34 Max Q Clear Time (g_c+I1), s4.7 47.5 10.3 11.4 10.4 18.7 12.4 9.5 Green Ext Time (p_c), s 0.1 16.2 0.1 3.6 0.1 8.5 0.2 2.3 Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2490 of 3764 ends

The Preserve Existing Conditions
12: Sunrise Blvd & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 206 75 148 266 116 333 1085 82 252 851 254 Future Volume (veh/h) 166 206 75 148 266 116 333 1085 82 252 851 254 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 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 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 173 215 78 163 292 127 362 1179 89 262 886 265 Peak Hour Factor 0.96 0.96 0.96 0.91 0.91 0.91 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 234 531 232 223 747 231 423 1953 598 324 1807 552 Arrive On Green 0.08 0.17 0.17 0.07 0.16 0.16 0.14 0.43 0.43 0.10 0.39 0.39 Sat Flow, veh/h 3110 3198 1399 3110 4595 1419 3110 4595 1407 3110 4595 1404 Grp Volume(v), veh/h 173 215 78 163 292 127 362 1179 89 262 886 265 Grp Sat Flow(s),veh/h/ln1555 1599 1399 1555 1532 1419 1555 1532 1407 1555 1532 1404 Q Serve(g_s), s 5.3 5.9 4.8 5.0 5.6 8.0 11.1 19.4 3.8 8.1 14.2 13.8 Cycle Q Clear(g_c), s 5.3 5.9 4.8 5.0 5.6 8.0 11.1 19.4 3.8 8.1 14.2 13.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 234 531 232 223 747 231 423 1953 598 324 1807 552 V/C Ratio(X) 0.74 0.41 0.34 0.73 0.39 0.55 0.86 0.60 0.15 0.81 0.49 0.48 Avail Cap(c_a), veh/h 620 2094 916 620 1598 493 620 3027 927 620 3018 922 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.3 36.5 36.0 44.5 36.6 37.6 41.3 21.7 17.3 42.8 22.3 22.2 Incr Delay (d2), s/veh 1.7 1.0 1.7 1.7 1.1 6.9 5.5 0.6 0.2 1.9 0.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 2.3 1.7 1.9 2.1 3.1 4.4 6.5 1.2 3.1 4.8 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 37.5 37.7 46.2 37.7 44.5 46.8 22.4 17.5 44.7 22.7 23.5 LnGrp LOS D D D D D D D C B D C C
Approach Vol, veh/h 466 582 1630 1413
Approach Delay, s/veh 40.7 41.6 27.5 26.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s18.8 44.2 12.8 21.9 15.7 47.4 12.5 22.2 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 64.0 Max Q Clear Time (g_c+I1), s13.1 16.2 7.3 10.0 10.1 21.4 7.0 7.9 Green Ext Time (p_c), s 0.2 17.1 0.1 5.3 0.1 20.2 0.1 3.3 Intersection Summary
HCM 6th Ctrl Delay 30.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2491 of 3764 ends

The Preserve Existing Conditions
13: Zinfandel Dr & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 304 185 2 12 339 444 6 179 44 175 27 72 Future Volume (veh/h) 304 185 2 12 339 444 6 179 44 175 27 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 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 1870 Adj Flow Rate, veh/h 323 197 2 14 404 529 7 218 54 194 30 80 Peak Hour Factor 0.94 0.94 0.94 0.84 0.84 0.84 0.82 0.82 0.82 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 338 1959 20 17 672 557 9 247 61 260 450 382
Arrive On Green 0.19 0.54 0.54 0.01 0.36 0.36 0.01 0.17 0.17 0.08 0.24 0.24 Sat Flow, veh/h 1781 3604 37 1781 1870 1550 1781 1447 359 3456 1870 1585 Grp Volume(v), veh/h 323 97 102 14 404 529 7 0 272 194 30 80 Grp Sat Flow(s),veh/h/ln1781 1777 1864 1781 1870 1550 1781 0 1806 1728 1870 1585 Q Serve(g_s), s 18.4 2.7 2.7 0.8 18.1 34.1 0.4 0.0 15.1 5.6 1.3 4.1 Cycle Q Clear(g_c), s 18.4 2.7 2.7 0.8 18.1 34.1 0.4 0.0 15.1 5.6 1.3 4.1 Prop In Lane 1.00 0.02 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 338 966 1013 17 672 557 9 0 309 260 450 382 V/C Ratio(X) 0.95 0.10 0.10 0.82 0.60 0.95 0.74 0.00 0.88 0.75 0.07 0.21 Avail Cap(c_a), veh/h 338 1127 1182 345 1188 985 338 0 1147 657 1183 1002 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 1.00 1.00 Uniform Delay (d), s/veh 41.1 11.3 11.3 50.7 26.9 32.0 51.0 0.0 41.5 46.5 30.1 31.2 Incr Delay (d2), s/veh 36.6 0.0 0.0 28.0 0.3 6.9 34.1 0.0 3.3 1.6 0.0 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 0.0 %ile BackOfQ(50%),veh/ln11.0 0.9 1.0 0.5 7.4 12.9 0.3 0.0 6.7 2.4 0.6 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.7 11.3 11.3 78.7 27.2 38.9 85.1 0.0 44.8 48.1 30.1 31.3 LnGrp LOS E B B E C D F A D D C C
Approach Vol, veh/h 522 947 279 304
Approach Delay, s/veh 52.4 34.5 45.8 41.9
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.0 41.8 6.0 29.8 6.1 60.7 13.2 22.6 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s19.5 * 65 19.5 * 65 * 20 * 65 19.5 * 65 Max Q Clear Time (g_c+I1), s20.4 36.1 2.4 6.1 2.8 4.7 7.6 17.1 Green Ext Time (p_c), s 0.0 0.8 0.0 0.1 0.0 0.3 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 41.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2492 of 3764 ends

The Preserve Existing Conditions
14: Sunrise Blvd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 256 111 129 82 313 215 456 1398 63 88 487 58 Future Volume (veh/h) 256 111 129 82 313 215 456 1398 63 88 487 58 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 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 1870 Adj Flow Rate, veh/h 261 113 132 93 356 244 518 1589 72 99 547 65 Peak Hour Factor 0.98 0.98 0.98 0.88 0.88 0.88 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 344 1206 374 156 646 288 598 1845 565 164 1203 374 Arrive On Green 0.10 0.24 0.24 0.05 0.18 0.18 0.17 0.36 0.36 0.05 0.24 0.24 Sat Flow, veh/h 3456 5106 1585 3456 3554 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 261 113 132 93 356 244 518 1589 72 99 547 65 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1777 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 6.0 1.4 5.6 2.1 7.4 12.1 11.9 23.5 2.5 2.3 7.5 2.7 Cycle Q Clear(g_c), s 6.0 1.4 5.6 2.1 7.4 12.1 11.9 23.5 2.5 2.3 7.5 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 344 1206 374 156 646 288 598 1845 565 164 1203 374 V/C Ratio(X) 0.76 0.09 0.35 0.60 0.55 0.85 0.87 0.86 0.13 0.60 0.45 0.17 Avail Cap(c_a), veh/h 829 2091 649 829 1451 647 829 3937 1207 829 3931 1220 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 24.3 25.9 38.1 30.2 32.2 32.7 24.1 17.4 38.0 26.6 24.8 Incr Delay (d2), s/veh 1.3 0.0 0.2 1.4 0.3 2.6 5.5 0.5 0.0 1.3 0.1 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 0.0 %ile BackOfQ(50%),veh/ln2.4 0.5 1.9 0.9 2.9 4.4 4.9 8.1 0.8 0.9 2.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.0 24.3 26.1 39.4 30.5 34.8 38.2 24.6 17.4 39.3 26.7 24.9 LnGrp LOS D C C D C C D C B D C C
Approach Vol, veh/h 506 693 2179 711
Approach Delay, s/veh 31.3 33.2 27.6 28.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.4 36.8 9.2 26.0 19.6 26.6 13.6 21.6 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s19.5 * 63 19.5 * 33 19.5 * 63 19.5 33.2 Max Q Clear Time (g_c+I1), s4.3 25.5 4.1 7.6 13.9 9.5 8.0 14.1 Green Ext Time (p_c), s 0.0 3.9 0.0 0.2 0.2 1.1 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2493 of 3764 ends

The Preserve Existing Conditions
15: Douglas Road & Americano Boulevard AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 57 197 89 5 5 72
Future Volume (veh/h) 57 197 89 5 5 72
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 66 226 99 6 6 94
Peak Hour Factor 0.87 0.87 0.90 0.90 0.77 0.77
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 80 1381 402 179 253 225
Arrive On Green 0.04 0.39 0.11 0.11 0.14 0.14
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 66 226 99 6 6 94
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 0.9 1.0 0.6 0.1 0.1 1.3
Cycle Q Clear(g_c), s 0.9 1.0 0.6 0.1 0.1 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 80 1381 402 179 253 225
V/C Ratio(X) 0.83 0.16 0.25 0.03 0.02 0.42
Avail Cap(c_a), veh/h 1491 9787 9802 4372 2586 2301
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 11.1 4.7 9.5 9.2 8.7 9.2
Incr Delay (d2), s/veh 7.9 0.0 0.1 0.0 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 0.0 0.1 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 4.7 9.6 9.3 8.7 9.6
LnGrp LOS B A A A A A
Approach Vol, veh/h 292 105 100
Approach Delay, s/veh 7.9 9.6 9.6
Approach LOS A A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s6.4 8.2 8.8 14.6
Change Period (Y+Rc), s* 5.4 * 5.5 5.5 * 5.5
Max Green Setting (Gmax), s* 20 * 65 34.0 * 65
Max Q Clear Time (g_c+I1), s2.9 2.6 3.3 3.0
Green Ext Time (p_c), s 0.0 0.2 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2494 of 3764 ends

The Preserve Existing Conditions
16: Sunrise Blvd & Jackson Rd/SR-16 AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 192 6 30 361 278 4 856 44 95 502 85 Future Volume (veh/h) 73 192 6 30 361 278 4 856 44 95 502 85 Initial Q (Qb), veh 0 0 0 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 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 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 1870 Adj Flow Rate, veh/h 86 226 7 33 401 309 4 941 48 116 612 104 Peak Hour Factor 0.85 0.85 0.85 0.90 0.90 0.90 0.91 0.91 0.91 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 497 421 42 429 364 39 826 42 141 982 927 Arrive On Green 0.06 0.27 0.27 0.02 0.23 0.23 0.02 0.47 0.47 0.08 0.53 0.53 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1764 90 1781 1870 1585 Grp Volume(v), veh/h 86 226 7 33 401 309 4 0 989 116 612 104 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 0 1854 1781 1870 1585 Q Serve(g_s), s 6.5 13.7 0.4 2.5 28.6 25.4 0.3 0.0 63.6 8.7 31.4 4.0 Cycle Q Clear(g_c), s 6.5 13.7 0.4 2.5 28.6 25.4 0.3 0.0 63.6 8.7 31.4 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 107 497 421 42 429 364 39 0 868 141 982 927 V/C Ratio(X) 0.80 0.45 0.02 0.78 0.93 0.85 0.10 0.00 1.14 0.82 0.62 0.11 Avail Cap(c_a), veh/h 269 497 421 269 457 387 269 0 868 321 982 927 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 1.00 1.00 Uniform Delay (d), s/veh 63.1 41.6 36.8 66.0 51.4 50.1 65.1 0.0 36.1 61.6 22.8 12.5 Incr Delay (d2), s/veh 5.2 0.2 0.0 11.1 25.1 14.5 0.4 0.0 76.7 4.5 0.9 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(50%),veh/ln3.0 6.1 0.2 1.2 15.8 11.1 0.1 0.0 44.7 4.0 12.9 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.3 41.9 36.8 77.1 76.4 64.6 65.5 0.0 112.8 66.2 23.7 12.5 LnGrp LOS E D D E E E E A F E C B
Approach Vol, veh/h 319 743 993 832
Approach Delay, s/veh 48.9 71.5 112.7 28.2
Approach LOS D E F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.7 38.0 7.5 77.7 7.7 42.9 15.2 70.0 Change Period (Y+Rc), s 4.5 6.8 4.5 * 6.4 4.5 6.8 4.5 6.4 Max Green Setting (Gmax), s20.5 33.2 20.5 * 64 20.5 33.2 24.5 63.6 Max Q Clear Time (g_c+I1), s8.5 30.6 2.3 33.4 4.5 15.7 10.7 65.6 Green Ext Time (p_c), s 0.0 0.6 0.0 2.2 0.0 0.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 70.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2495 of 3764 ends

The Preserve Existing Conditions
17: Grant Line Rd & Jackson Rd/SR-16 AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 259 0 36 640 34 3 316 16 23 219 64 Future Volume (veh/h) 83 259 0 36 640 34 3 316 16 23 219 64 Initial Q (Qb), veh 0 0 0 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 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 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 1870 Adj Flow Rate, veh/h 89 278 0 40 711 38 3 351 18 26 246 72 Peak Hour Factor 0.93 0.93 0.93 0.90 0.90 0.90 0.90 0.90 0.90 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 108 761 0 52 660 35 3 370 19 28 261 76
Arrive On Green 0.06 0.41 0.00 0.03 0.38 0.38 0.21 0.21 0.21 0.20 0.20 0.20 Sat Flow, veh/h 1781 1870 0 1781 1759 94 15 1749 90 136 1284 376 Grp Volume(v), veh/h 89 278 0 40 0 749 372 0 0 344 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 0 1853 1853 0 0 1796 0 0 Q Serve(g_s), s 8.3 17.4 0.0 3.8 0.0 63.2 33.3 0.0 0.0 31.8 0.0 0.0 Cycle Q Clear(g_c), s 8.3 17.4 0.0 3.8 0.0 63.2 33.3 0.0 0.0 31.8 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.05 0.01 0.05 0.08 0.21
Lane Grp Cap(c), veh/h 108 761 0 52 0 696 393 0 0 365 0 0 V/C Ratio(X) 0.83 0.37 0.00 0.78 0.00 1.08 0.95 0.00 0.00 0.94 0.00 0.00 Avail Cap(c_a), veh/h 270 761 0 217 0 696 418 0 0 407 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 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 78.2 34.8 0.0 81.2 0.0 52.6 65.4 0.0 0.0 66.1 0.0 0.0 Incr Delay (d2), s/veh 5.9 0.1 0.0 8.9 0.0 56.6 29.4 0.0 0.0 27.7 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(50%),veh/ln3.9 7.8 0.0 1.8 0.0 39.0 18.5 0.0 0.0 17.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.1 34.9 0.0 90.1 0.0 109.2 94.9 0.0 0.0 93.8 0.0 0.0 LnGrp LOS F C A F A F F A A F A A
Approach Vol, veh/h 367 789 372 344
Approach Delay, s/veh 46.8 108.3 94.9 93.8
Approach LOS D F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.7 70.0 41.0 9.4 75.3 42.7
Change Period (Y+Rc), s 4.5 6.8 6.8 4.5 * 6.8 7.0
Max Green Setting (Gmax), s25.5 63.2 38.2 20.5 * 64 38.0 Max Q Clear Time (g_c+I1), s10.3 65.2 33.8 5.8 19.4 35.3 Green Ext Time (p_c), s 0.0 0.0 0.5 0.0 0.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 90.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2496 of 3764 ends

The Preserve Existing Conditions
18: Grant Line Rd & Kiefer Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th AWSC Page 18
Intersection
Intersection Delay, s/veh16.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 0 13 0 166 1 439 15 50 288 0
Future Vol, veh/h 1 0 0 13 0 166 1 439 15 50 288 0
Peak Hour Factor 0.70 0.70 0.70 0.84 0.84 0.84 0.96 0.96 0.96 0.79 0.79 0.79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 15 0 198 1 457 16 63 365 0
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10 11.4 18.3 16.6

HCM LOS A B C C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 100% 7% 15%
Vol Thru, % 96% 0% 0% 85%
Vol Right, % 3% 0% 93% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 455 1 179 338
LT Vol 1 1 13 50
Through Vol 439 0 0 288
RT Vol 15 0 166 0
Lane Flow Rate 474 1 213 428
Geometry Grp 1 1 1 1
Degree of Util (X) 0.677 0.003 0.331 0.623
Departure Headway (Hd) 5.144 6.92 5.597 5.246
Convergence, Y/N Yes Yes Yes Yes
Cap 701 515 641 689
Service Time 3.179 4.994 3.643 3.281
HCM Lane V/C Ratio 0.676 0.002 0.332 0.621
HCM Control Delay 18.3 10 11.4 16.6
HCM Lane LOS C A B C
HCM 95th-tile Q 5.3 0 1.4 4.4
ITEM 11.1. ATTACHMENT 4

Page 2497 of 3764 ends

The Preserve Existing Conditions
19: Grant Line Rd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 19
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 196 22 94 481 300 72
Future Volume (veh/h) 196 22 94 481 300 72
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 280 31 108 553 341 82
Peak Hour Factor 0.70 0.70 0.87 0.87 0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 358 319 135 868 459 389
Arrive On Green 0.20 0.20 0.08 0.46 0.25 0.25
Sat Flow, veh/h 1781 1585 1781 1870 1870 1585
Grp Volume(v), veh/h 280 31 108 553 341 82
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1870 1870 1585
Q Serve(g_s), s 4.8 0.5 1.9 7.3 5.4 1.3
Cycle Q Clear(g_c), s 4.8 0.5 1.9 7.3 5.4 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 358 319 135 868 459 389
V/C Ratio(X) 0.78 0.10 0.80 0.64 0.74 0.21
Avail Cap(c_a), veh/h 1950 1735 1127 3724 3707 3141
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 12.2 10.5 14.7 6.6 11.2 9.7
Incr Delay (d2), s/veh 1.4 0.0 4.0 0.3 0.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.2 0.1 0.6 0.7 1.3 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.6 10.5 18.7 6.9 12.1 9.8
LnGrp LOS B B B A B A
Approach Vol, veh/h 311 661 423
Approach Delay, s/veh 13.3 8.8 11.7
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.0 14.0 21.1 11.2
Change Period (Y+Rc), s* 4.6 * 6.1 * 6.1 4.7
Max Green Setting (Gmax), s* 20 * 64 * 64 35.3
Max Q Clear Time (g_c+I1), s3.9 7.4 9.3 6.8
Green Ext Time (p_c), s 0.0 0.5 0.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2498 of 3764 ends

The Preserve Existing Conditions
20: Grant Line Rd & Raymer Way AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th TWSC Page 20
Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 48 2 3 699 400 17
Future Vol, veh/h 48 2 3 699 400 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 62 62 86 86 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 77 3 3 813 435 18
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1263 444 453 0 - 0
Stage 1 444 - - - - -
Stage 2 819 - - - - -
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 187 614 1108 - - -
Stage 1 646 - - - - -
Stage 2 433 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 186 614 1108 - - -
Mov Cap-2 Maneuver 186 - - - - -
Stage 1 644 - - - - -
Stage 2 433 - - - - -
Approach EB NB SB
HCM Control Delay, s 37 0 0

HCM LOS E
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1108 - 191 - -
HCM Lane V/C Ratio 0.003 - 0.422 - -
HCM Control Delay (s) 8.3 - 37 - -
HCM Lane LOS A - E - -
HCM 95th %tile Q(veh) 0 - 1.9 - -
ITEM 11.1. ATTACHMENT 4

Page 2499 of 3764 ends

The Preserve Existing Conditions
21: Grant Line Rd/White Rock Rd & White Rock Road AM Peak Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 21
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 42 15 28 783 0 399 296
Future Volume (veh/h) 42 15 28 783 0 399 296
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 53 19 32 890 420 312
Peak Hour Factor 0.79 0.79 0.88 0.88 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 160 111 42 1769 966 504
Arrive On Green 0.05 0.05 0.02 0.50 0.27 0.27
Sat Flow, veh/h 3456 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 53 19 32 890 420 312
Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1777 1777 1585
Q Serve(g_s), s 0.4 0.3 0.5 4.6 2.7 4.5
Cycle Q Clear(g_c), s 0.4 0.3 0.5 4.6 2.7 4.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 160 111 42 1769 966 504
V/C Ratio(X) 0.33 0.17 0.76 0.50 0.43 0.62
Avail Cap(c_a), veh/h 6926 3214 1277 6979 6940 3169
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 12.6 11.9 13.2 4.6 8.2 7.9
Incr Delay (d2), s/veh 0.4 0.3 9.8 0.1 0.1 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.3 0.2 0.0 0.4 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 12.2 23.0 4.7 8.3 8.3
LnGrp LOS B B C A A A
Approach Vol, veh/h 72 922 732
Approach Delay, s/veh 12.8 5.3 8.3
Approach LOS B A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 6.1 14.3 6.8 20.4
Change Period (Y+Rc), s 5.5 * 6.9 5.5 * 6.9
Max Green Setting (Gmax), s 19.5 * 53 54.5 * 53
Max Q Clear Time (g_c+I1), s 2.5 6.5 2.4 6.6
Green Ext Time (p_c), s 0.0 0.8 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 6.9
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 4

Page 2500 of 3764 ends

The Preserve Existing Conditions
22: White Rock Rd & Prairie City Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 22
Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 434 375 0 414 109 31 245
Future Volume (veh/h) 434 375 0 414 109 31 245
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 477 412 505 133 37 292
Peak Hour Factor 0.91 0.91 0.82 0.82 0.84 0.84
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 526 2035 662 295 381 339
Arrive On Green 0.30 0.57 0.19 0.19 0.21 0.21
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 477 412 505 133 37 292
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 14.7 3.2 7.7 4.3 1.0 10.1
Cycle Q Clear(g_c), s 14.7 3.2 7.7 4.3 1.0 10.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 526 2035 662 295 381 339
V/C Ratio(X) 0.91 0.20 0.76 0.45 0.10 0.86
Avail Cap(c_a), veh/h 929 3942 3936 1756 1075 957
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 19.4 5.9 22.0 20.6 18.0 21.6
Incr Delay (d2), s/veh 3.3 0.0 0.7 0.4 0.0 2.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.1 0.7 2.7 1.3 0.3 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.6 5.9 22.7 21.0 18.1 24.2
LnGrp LOS C A C C B C
Approach Vol, veh/h 889 638 329
Approach Delay, s/veh 14.9 22.4 23.5
Approach LOS B C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s22.1 17.4 39.4 17.7
Change Period (Y+Rc), s* 5.2 * 6.7 * 6.7 5.5
Max Green Setting (Gmax), s* 30 * 63 * 63 34.5
Max Q Clear Time (g_c+I1), s16.7 9.7 5.2 12.1
Green Ext Time (p_c), s 0.1 1.0 0.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 19.0
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 4

Page 2501 of 3764 ends

The Preserve Existing Conditions
1: Mather Field Rd & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 401 0 353 0 1148 966 0 583 359 Future Volume (veh/h) 0 0 0 401 0 353 0 1148 966 0 583 359 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 448 40 420 0 1171 0 0 678 0
Peak Hour Factor 0.84 0.84 0.84 0.98 0.98 0.98 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 547 42 442 0 2143 0 2143
Arrive On Green 0.31 0.31 0.31 0.00 0.60 0.00 0.00 0.60 0.00 Sat Flow, veh/h 1781 137 1441 0 3741 0 0 3741 0
Grp Volume(v), veh/h 448 0 460 0 1171 0 0 678 0
Grp Sat Flow(s),veh/h/ln 1781 0 1579 0 1777 0 0 1777 0
Q Serve(g_s), s 25.6 0.0 31.4 0.0 21.5 0.0 0.0 10.3 0.0 Cycle Q Clear(g_c), s 25.6 0.0 31.4 0.0 21.5 0.0 0.0 10.3 0.0 Prop In Lane 1.00 0.91 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 547 0 484 0 2143 0 2143
V/C Ratio(X) 0.82 0.00 0.95 0.00 0.55 0.00 0.32
Avail Cap(c_a), veh/h 568 0 504 0 2143 0 2143
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 35.3 0.0 37.3 0.0 12.9 0.0 0.0 10.7 0.0 Incr Delay (d2), s/veh 8.3 0.0 26.9 0.0 1.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 12.2 0.0 15.5 0.0 7.8 0.0 0.0 3.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.6 0.0 64.2 0.0 13.9 0.0 0.0 11.1 0.0 LnGrp LOS D A E A B A B
Approach Vol, veh/h 908 1171 A 678 A
Approach Delay, s/veh 54.0 13.9 11.1
Approach LOS D B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 71.3 71.3 38.7
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 66 65.0 35.1
Max Q Clear Time (g_c+I1), s 12.3 23.5 33.4
Green Ext Time (p_c), s 1.5 2.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 26.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2502 of 3764 ends

The Preserve Existing Conditions
2: Mather Field Rd & US-50 EB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 534 0 585 0 0 0 0 1571 715 0 744 231 Future Volume (veh/h) 534 0 585 0 0 0 0 1571 715 0 744 231 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 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 832 0 438 0 1689 0 0 800 0
Peak Hour Factor 0.87 0.87 0.87 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 1047 0 464 0 3123 0 2174
Arrive On Green 0.29 0.00 0.29 0.00 0.61 0.00 0.00 0.61 0.00 Sat Flow, veh/h 3563 0 1580 0 5443 0 0 3647 1585
Grp Volume(v), veh/h 832 0 438 0 1689 0 0 800 0
Grp Sat Flow(s),veh/h/ln1781 0 1580 0 1702 0 0 1777 1585 Q Serve(g_s), s 23.7 0.0 29.8 0.0 21.1 0.0 0.0 12.4 0.0 Cycle Q Clear(g_c), s 23.7 0.0 29.8 0.0 21.1 0.0 0.0 12.4 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1047 0 464 0 3123 0 2174
V/C Ratio(X) 0.79 0.00 0.94 0.00 0.54 0.00 0.37
Avail Cap(c_a), veh/h 1121 0 497 0 3123 0 2174
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 35.8 0.0 38.0 0.0 12.4 0.0 0.0 10.7 0.0 Incr Delay (d2), s/veh 3.4 0.0 25.3 0.0 0.7 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln10.6 0.0 14.6 0.0 7.2 0.0 0.0 4.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 0.0 63.3 0.0 13.1 0.0 0.0 11.2 0.0 LnGrp LOS D A E A B A B
Approach Vol, veh/h 1270 1689 A 800 A
Approach Delay, s/veh 47.5 13.1 11.2
Approach LOS D B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 72.3 37.7 72.3
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 66 * 35 65.0
Max Q Clear Time (g_c+I1), s 14.4 31.8 23.1
Green Ext Time (p_c), s 1.8 0.5 5.0
Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2503 of 3764 ends

The Preserve Existing Conditions
3: Mather Field Rd & International Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 781 224 109 1047 677 96
Future Volume (veh/h) 781 224 109 1047 677 96
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 849 0 124 1190 967 137
Peak Hour Factor 0.92 0.92 0.88 0.88 0.70 0.70
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1912 159 2796 1079 495
Arrive On Green 0.37 0.00 0.09 0.55 0.31 0.31
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 849 0 124 1190 967 137
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 7.6 0.0 4.1 8.3 16.2 3.9
Cycle Q Clear(g_c), s 7.6 0.0 4.1 8.3 16.2 3.9
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1912 159 2796 1079 495
V/C Ratio(X) 0.44 0.78 0.43 0.90 0.28
Avail Cap(c_a), veh/h 5473 585 5473 2080 954
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.2 0.0 27.0 8.1 19.9 15.7
Incr Delay (d2), s/veh 0.3 0.0 3.1 0.2 1.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.0 1.7 2.1 5.6 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 0.0 30.2 8.3 21.0 15.8
LnGrp LOS B C A C B
Approach Vol, veh/h 849 A 1314 1104
Approach Delay, s/veh 14.6 10.4 20.4
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.2 10.5 27.7 22.4
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 65.0 * 20 65.0 36.5
Max Q Clear Time (g_c+I1), s 10.3 6.1 9.6 18.2
Green Ext Time (p_c), s 21.1 0.0 13.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2504 of 3764 ends

The Preserve Existing Conditions
4: Zinfandel Dr & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 394 0 310 0 1655 1725 0 775 567 Future Volume (veh/h) 0 0 0 394 0 310 0 1655 1725 0 775 567 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 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 464 0 365 0 1689 0 0 807 0
Peak Hour Factor 0.85 0.85 0.85 0.98 0.98 0.98 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 850 0 390 0 3384 0 2355
Arrive On Green 0.25 0.00 0.25 0.00 0.66 0.00 0.00 0.66 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 3647 1585
Grp Volume(v), veh/h 464 0 365 0 1689 0 0 807 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1777 1585 Q Serve(g_s), s 14.6 0.0 28.2 0.0 20.8 0.0 0.0 12.4 0.0 Cycle Q Clear(g_c), s 14.6 0.0 28.2 0.0 20.8 0.0 0.0 12.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 850 0 390 0 3384 0 2355
V/C Ratio(X) 0.55 0.00 0.94 0.00 0.50 0.00 0.34
Avail Cap(c_a), veh/h 1333 0 611 0 3384 0 2355
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 41.0 0.0 46.2 0.0 10.6 0.0 0.0 9.2 0.0 Incr Delay (d2), s/veh 0.2 0.0 12.2 0.0 0.5 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 6.3 0.0 12.4 0.0 7.0 0.0 0.0 4.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.2 0.0 58.4 0.0 11.2 0.0 0.0 9.6 0.0 LnGrp LOS D A E A B A A
Approach Vol, veh/h 829 1689 A 807 A
Approach Delay, s/veh 48.8 11.2 9.6
Approach LOS D B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 87.4 87.4 37.6
Change Period (Y+Rc), s 4.6 4.6 6.8
Max Green Setting (Gmax), s 65.4 65.4 48.2
Max Q Clear Time (g_c+I1), s 14.4 22.8 30.2
Green Ext Time (p_c), s 1.8 5.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2505 of 3764 ends

The Preserve Existing Conditions
5: Zinfandel Dr & US-50 EB Ramps/Gold Center Dr PM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 692 0 130 676 736 127 1938 464 7 1057 114 Future Volume (vph) 692 0 130 676 736 127 1938 464 7 1057 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.6 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.95 1.00
Frpb, ped/bikes 1.00 0.99 0.98 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.89 0.85 0.85 0.97 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1610 2815 1411 2787 6185 3539 1540
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1610 2815 1411 2787 6185 3539 1540
Peak-hour factor, PHF 0.97 0.92 0.97 0.97 0.89 0.92 0.98 0.92 0.98 0.87 0.87 Adj. Flow (vph) 713 0 134 697 827 138 1978 504 7 1215 131 RTOR Reduction (vph) 0 0 28 28 16 0 0 0 0 0 0
Lane Group Flow (vph) 0 713 455 320 949 0 2489 0 0 1215 131 Confl. Peds. (#/hr) 11 11 3 3 11
Confl. Bikes (#/hr) 8 5
Turn Type Split Split NA Perm Prot NA NA Free
Protected Phases 4 4 4 2! 6! 2
Permitted Phases 4 2 Free
Actuated Green, G (s) 48.2 48.2 48.2 65.4 65.4 65.4 125.0 Effective Green, g (s) 48.2 48.2 48.2 65.4 65.4 65.4 125.0 Actuated g/C Ratio 0.39 0.39 0.39 0.52 0.52 0.52 1.00
Clearance Time (s) 6.8 6.8 6.8 4.6 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lane Grp Cap (vph) 620 1085 544 1458 3235 1851 1540
v/s Ratio Prot c0.44 0.16 0.34 c0.40 0.34
v/s Ratio Perm 0.23 0.09
v/c Ratio 1.15 0.42 0.59 0.65 0.77 0.66 0.09
Uniform Delay, d1 38.4 28.1 30.5 21.5 23.8 21.6 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.18 1.00
Incremental Delay, d2 85.1 0.1 1.1 2.3 1.8 1.8 0.1
Delay (s) 123.5 28.2 31.6 23.8 25.6 27.3 0.1
Level of Service F C C C C C A
Approach Delay (s) 73.0 25.6 24.7
Approach LOS E C C
Intersection Summary
HCM 2000 Control Delay 36.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93
Actuated Cycle Length (s) 125.0 Sum of lost time (s) 11.4 Intersection Capacity Utilization 118.2% ICU Level of Service H Analysis Period (min) 15
! Phase conflict between lane groups.
c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2506 of 3764 ends

The Preserve Existing Conditions
6: Zinfandel Dr & White Rock Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 605 173 42 42 124 696 59 1128 19 356 1129 263 Future Volume (veh/h) 605 173 42 42 124 696 59 1128 19 356 1129 263 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 624 178 43 45 133 748 61 1163 20 371 1176 274 Peak Hour Factor 0.97 0.97 0.97 0.93 0.93 0.93 0.97 0.97 0.97 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 596 1621 369 82 451 1137 104 1348 23 431 1815 558 Arrive On Green 0.17 0.39 0.39 0.02 0.24 0.24 0.03 0.26 0.26 0.12 0.36 0.36 Sat Flow, veh/h 3456 4149 945 3563 1870 3077 3456 5168 89 3456 5106 1569 Grp Volume(v), veh/h 624 144 77 45 133 748 61 766 417 371 1176 274 Grp Sat Flow(s),veh/h/ln1728 1702 1690 1781 1870 1539 1728 1702 1852 1728 1702 1569 Q Serve(g_s), s 19.5 3.0 3.3 1.4 6.6 23.0 2.0 24.3 24.3 11.9 21.8 15.4 Cycle Q Clear(g_c), s 19.5 3.0 3.3 1.4 6.6 23.0 2.0 24.3 24.3 11.9 21.8 15.4 Prop In Lane 1.00 0.56 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 596 1330 660 82 451 1137 104 888 483 431 1815 558 V/C Ratio(X) 1.05 0.11 0.12 0.55 0.30 0.66 0.59 0.86 0.86 0.86 0.65 0.49 Avail Cap(c_a), veh/h 596 1928 957 615 1068 2152 596 1955 1064 749 2905 893 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 21.9 22.0 54.6 35.0 30.0 54.1 39.8 39.8 48.5 30.5 28.4 Incr Delay (d2), s/veh 49.6 0.0 0.0 2.1 0.1 0.2 1.9 1.0 1.8 2.0 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln12.2 1.2 1.3 0.6 2.9 8.1 0.9 9.9 10.9 5.1 8.5 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.3 21.9 22.0 56.8 35.2 30.3 56.0 40.8 41.7 50.5 30.6 28.7 LnGrp LOS F C C E D C E D D D C C
Approach Vol, veh/h 845 926 1244 1821
Approach Delay, s/veh 76.9 32.3 41.9 34.4
Approach LOS E C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.9 45.9 25.0 33.2 19.6 35.2 8.1 50.1 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 * 65 24.5 * 65 19.5 * 64 Max Q Clear Time (g_c+I1), s4.0 23.8 21.5 25.0 13.9 26.3 3.4 5.3 Green Ext Time (p_c), s 0.0 3.1 0.0 0.9 0.2 2.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2507 of 3764 ends

The Preserve Existing Conditions
7: Zinfandel Dr & International Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 305 498 232 181 354 115 124 448 54 175 864 128 Future Volume (veh/h) 305 498 232 181 354 115 124 448 54 175 864 128 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 332 541 252 218 427 139 133 482 58 199 982 145 Peak Hour Factor 0.92 0.92 0.92 0.83 0.83 0.83 0.93 0.93 0.93 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 411 808 362 297 1040 309 466 1706 515 277 1249 184 Arrive On Green 0.12 0.24 0.24 0.09 0.20 0.20 0.13 0.33 0.33 0.08 0.28 0.28 Sat Flow, veh/h 3456 3411 1530 3456 5106 1519 3456 5106 1543 3456 4473 658 Grp Volume(v), veh/h 332 540 253 218 427 139 133 482 58 199 747 380 Grp Sat Flow(s),veh/h/ln1728 1702 1536 1728 1702 1519 1728 1702 1543 1728 1702 1727 Q Serve(g_s), s 8.0 12.2 12.8 5.2 6.2 6.8 2.9 5.9 2.2 4.8 17.2 17.3 Cycle Q Clear(g_c), s 8.0 12.2 12.8 5.2 6.2 6.8 2.9 5.9 2.2 4.8 17.2 17.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 411 807 364 297 1040 309 466 1706 515 277 951 482 V/C Ratio(X) 0.81 0.67 0.70 0.73 0.41 0.45 0.29 0.28 0.11 0.72 0.79 0.79 Avail Cap(c_a), veh/h 791 1367 617 791 2051 610 791 3861 1167 791 2574 1306 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.6 29.5 29.7 38.0 29.5 29.7 33.1 20.9 19.6 38.2 28.3 28.4 Incr Delay (d2), s/veh 1.4 0.4 0.9 1.3 0.1 0.4 0.1 0.0 0.0 1.3 0.6 1.1 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 0.0 %ile BackOfQ(50%),veh/ln3.3 4.7 4.5 2.2 2.4 2.4 1.2 2.2 0.7 2.0 6.5 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 29.8 30.6 39.3 29.6 30.1 33.3 20.9 19.7 39.5 28.9 29.5 LnGrp LOS D C C D C C C C B D C C
Approach Vol, veh/h 1125 784 673 1326
Approach Delay, s/veh 32.4 32.4 23.2 30.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.0 29.4 15.6 23.2 12.3 34.0 12.8 26.0 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s19.5 * 64 19.5 34.2 19.5 * 64 19.5 34.2 Max Q Clear Time (g_c+I1), s4.9 19.3 10.0 8.8 6.8 7.9 7.2 14.8 Green Ext Time (p_c), s 0.1 2.5 0.2 1.0 0.1 1.1 0.1 1.7 Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2508 of 3764 ends

The Preserve Existing Conditions
8: Sunrise Blvd & Zinfandel Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 191 32 176 59 24 60 214 2760 22 52 2119 97 Future Volume (veh/h) 191 32 176 59 24 60 214 2760 22 52 2119 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 212 36 196 71 29 72 228 2936 23 60 2436 111 Peak Hour Factor 0.90 0.90 0.90 0.83 0.83 0.83 0.94 0.94 0.94 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 251 43 256 179 46 115 280 2791 22 77 2523 777 Arrive On Green 0.16 0.16 0.16 0.10 0.10 0.10 0.08 0.53 0.53 0.04 0.49 0.49 Sat Flow, veh/h 1533 260 1568 1781 462 1148 3456 5225 41 1781 5106 1572 Grp Volume(v), veh/h 248 0 196 71 0 101 228 1910 1049 60 2436 111 Grp Sat Flow(s),veh/h/ln1794 0 1568 1781 0 1611 1728 1702 1862 1781 1702 1572 Q Serve(g_s), s 17.5 0.0 15.6 4.9 0.0 7.8 8.5 69.6 69.6 4.3 60.2 5.0 Cycle Q Clear(g_c), s 17.5 0.0 15.6 4.9 0.0 7.8 8.5 69.6 69.6 4.3 60.2 5.0 Prop In Lane 0.85 1.00 1.00 0.71 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 293 0 256 179 0 161 280 1818 995 77 2523 777 V/C Ratio(X) 0.85 0.00 0.76 0.40 0.00 0.63 0.81 1.05 1.05 0.78 0.97 0.14 Avail Cap(c_a), veh/h 475 0 415 471 0 426 528 1818 995 276 2554 786 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 0.0 52.1 55.0 0.0 56.3 58.9 30.4 30.4 61.7 31.9 18.0 Incr Delay (d2), s/veh 3.9 0.0 1.8 0.5 0.0 1.5 2.2 35.7 44.1 6.2 10.8 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(50%),veh/ln8.2 0.0 6.3 2.2 0.0 3.3 3.7 35.0 40.6 2.1 25.4 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 0.0 53.9 55.5 0.0 57.8 61.1 66.1 74.5 68.0 42.7 18.0 LnGrp LOS E A D E A E E F F E D B
Approach Vol, veh/h 444 172 3187 2607
Approach Delay, s/veh 55.5 56.8 68.5 42.2
Approach LOS E E E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.7 69.3 26.8 10.4 74.5 18.6
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 20 * 65 34.5 * 20 * 65 34.5 Max Q Clear Time (g_c+I1), s10.5 62.2 19.5 6.3 71.6 9.8 Green Ext Time (p_c), s 0.1 2.2 0.6 0.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 56.6
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2509 of 3764 ends

The Preserve Existing Conditions
9: Sunrise Blvd & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 315 0 312 0 2659 458 0 1284 1099 Future Volume (veh/h) 0 0 0 315 0 312 0 2659 458 0 1284 1099 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 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 354 0 351 0 2890 0 0 1352 0
Peak Hour Factor 0.89 0.89 0.89 0.92 0.92 0.92 0.95 0.95 0.95 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 506 0 408 0 4178 0 3802
Arrive On Green 0.15 0.00 0.15 0.00 0.74 0.00 0.00 0.74 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 354 0 351 0 2890 0 0 1352 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 10.7 0.0 13.5 0.0 29.8 0.0 0.0 10.1 0.0 Cycle Q Clear(g_c), s 10.7 0.0 13.5 0.0 29.8 0.0 0.0 10.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 506 0 408 0 4178 0 3802
V/C Ratio(X) 0.70 0.00 0.86 0.00 0.69 0.00 0.36
Avail Cap(c_a), veh/h 1037 0 837 0 4178 0 3802
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 44.7 0.0 45.9 0.0 7.4 0.0 0.0 4.9 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.1 0.0 1.0 0.0 0.0 0.3 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 %ile BackOfQ(50%),veh/ln 4.6 0.0 4.8 0.0 8.8 0.0 0.0 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 0.0 48.0 0.0 8.4 0.0 0.0 5.1 0.0 LnGrp LOS D A D A A A A
Approach Vol, veh/h 705 2890 A 1352 A
Approach Delay, s/veh 46.6 8.4 5.1
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 86.9 86.9 23.1
Change Period (Y+Rc), s * 5 5.0 7.0
Max Green Setting (Gmax), s * 65 65.0 33.0
Max Q Clear Time (g_c+I1), s 12.1 31.8 15.5
Green Ext Time (p_c), s 3.6 13.1 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2510 of 3764 ends

The Preserve Existing Conditions
10: Sunrise Blvd & US-50 EB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1163 0 327 0 0 0 0 1990 432 0 1256 347 Future Volume (veh/h) 1163 0 327 0 0 0 0 1990 432 0 1256 347 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 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1292 0 363 0 2187 0 0 1295 0
Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.97 0.97 0.97 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 1393 0 774 0 4631 0 3473
Arrive On Green 0.28 0.00 0.28 0.00 0.62 0.00 0.00 0.62 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1292 0 363 0 2187 0 0 1295 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 27.5 0.0 11.9 0.0 17.3 0.0 0.0 12.6 0.0 Cycle Q Clear(g_c), s 27.5 0.0 11.9 0.0 17.3 0.0 0.0 12.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1393 0 774 0 4631 0 3473
V/C Ratio(X) 0.93 0.00 0.47 0.00 0.47 0.00 0.37
Avail Cap(c_a), veh/h 1521 0 845 0 4631 0 3473
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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.7 0.0 33.0 0.0 11.3 0.0 0.0 10.4 0.0 Incr Delay (d2), s/veh 9.3 0.0 0.2 0.0 0.3 0.0 0.0 0.3 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 %ile BackOfQ(50%),veh/ln12.3 0.0 4.0 0.0 6.4 0.0 0.0 4.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.9 0.0 33.2 0.0 11.6 0.0 0.0 10.7 0.0 LnGrp LOS D A C A B A B
Approach Vol, veh/h 1655 2187 A 1295 A
Approach Delay, s/veh 44.7 11.6 10.7
Approach LOS D B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 72.8 37.2 72.8
Change Period (Y+Rc), s * 4.7 6.7 4.7
Max Green Setting (Gmax), s * 66 33.3 65.3
Max Q Clear Time (g_c+I1), s 14.6 29.5 19.3
Green Ext Time (p_c), s 3.4 1.0 7.7
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2511 of 3764 ends

The Preserve Existing Conditions
11: Sunrise Blvd & Folsom Blvd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 422 347 107 206 244 252 121 1639 225 241 1122 245 Future Volume (veh/h) 422 347 107 206 244 252 121 1639 225 241 1122 245 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 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 1870 Adj Flow Rate, veh/h 431 354 109 231 234 309 132 1782 245 265 1233 269 Peak Hour Factor 0.98 0.98 0.98 0.89 0.89 0.89 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 489 878 384 293 352 582 193 2418 588 325 2113 654 Arrive On Green 0.14 0.25 0.25 0.08 0.19 0.19 0.06 0.38 0.38 0.09 0.41 0.41 Sat Flow, veh/h 3456 3554 1555 3563 1870 3096 3456 6434 1564 3456 5106 1579 Grp Volume(v), veh/h 431 354 109 231 234 309 132 1782 245 265 1233 269 Grp Sat Flow(s),veh/h/ln1728 1777 1555 1781 1870 1548 1728 1609 1564 1728 1702 1579 Q Serve(g_s), s 13.9 9.5 6.4 7.2 13.2 10.2 4.3 27.1 13.2 8.5 21.2 13.7 Cycle Q Clear(g_c), s 13.9 9.5 6.4 7.2 13.2 10.2 4.3 27.1 13.2 8.5 21.2 13.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 489 878 384 293 352 582 193 2418 588 325 2113 654 V/C Ratio(X) 0.88 0.40 0.28 0.79 0.67 0.53 0.68 0.74 0.42 0.82 0.58 0.41 Avail Cap(c_a), veh/h 593 1067 467 612 560 927 593 3638 884 593 2896 896 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 35.7 34.6 51.1 42.8 41.6 52.6 30.6 26.2 50.5 25.7 23.5 Incr Delay (d2), s/veh 11.3 0.4 0.6 1.8 3.7 1.3 2.6 0.3 0.3 1.9 0.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.7 4.2 2.5 3.3 6.4 4.0 1.9 10.0 4.9 3.7 8.2 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.1 36.2 35.2 52.9 46.5 42.9 55.2 30.9 26.5 52.4 26.2 24.4 LnGrp LOS E D D D D D E C C D C C
Approach Vol, veh/h 894 774 2159 1767
Approach Delay, s/veh 47.1 47.0 31.9 29.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 52.8 21.6 27.4 16.2 48.5 14.8 34.1 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 * 34 Max Q Clear Time (g_c+I1), s6.3 23.2 15.9 15.2 10.5 29.1 9.2 11.5 Green Ext Time (p_c), s 0.2 23.2 0.2 4.3 0.1 13.5 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2512 of 3764 ends

The Preserve Existing Conditions
12: Sunrise Blvd & White Rock Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 308 548 226 208 333 212 303 939 197 253 1230 118 Future Volume (veh/h) 308 548 226 208 333 212 303 939 197 253 1230 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 380 677 279 267 427 272 340 1055 221 261 1268 122 Peak Hour Factor 0.81 0.81 0.81 0.78 0.78 0.78 0.89 0.89 0.89 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 386 893 396 305 1163 360 376 1753 542 299 1640 506 Arrive On Green 0.12 0.28 0.28 0.10 0.25 0.25 0.12 0.38 0.38 0.10 0.36 0.36 Sat Flow, veh/h 3110 3198 1417 3110 4595 1423 3110 4595 1420 3110 4595 1419 Grp Volume(v), veh/h 380 677 279 267 427 272 340 1055 221 261 1268 122 Grp Sat Flow(s),veh/h/ln1555 1599 1417 1555 1532 1423 1555 1532 1420 1555 1532 1419 Q Serve(g_s), s 19.2 30.4 27.7 13.3 12.0 27.7 17.0 29.0 17.9 13.0 38.5 9.5 Cycle Q Clear(g_c), s 19.2 30.4 27.7 13.3 12.0 27.7 17.0 29.0 17.9 13.0 38.5 9.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 386 893 396 305 1163 360 376 1753 542 299 1640 506 V/C Ratio(X) 0.98 0.76 0.70 0.88 0.37 0.75 0.91 0.60 0.41 0.87 0.77 0.24 Avail Cap(c_a), veh/h 386 1303 577 386 1163 360 386 1884 582 386 1878 580 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.7 51.8 50.8 69.9 48.3 54.2 68.2 39.0 35.6 70.1 44.9 35.6 Incr Delay (d2), s/veh 41.4 2.8 4.6 14.4 0.7 12.1 23.1 0.8 1.0 13.6 2.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.7 12.3 10.2 5.8 4.6 11.0 7.8 10.8 6.3 5.7 14.7 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.1 54.6 55.4 84.3 49.0 66.3 91.3 39.8 36.6 83.6 47.2 36.1 LnGrp LOS F D E F D E F D D F D D
Approach Vol, veh/h 1336 966 1616 1651
Approach Delay, s/veh 70.5 63.6 50.2 52.1
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s24.5 61.9 25.0 45.8 20.6 65.7 20.9 49.9 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 64.0 Max Q Clear Time (g_c+I1), s19.0 40.5 21.2 29.7 15.0 31.0 15.3 32.4 Green Ext Time (p_c), s 0.0 15.5 0.0 2.5 0.1 17.1 0.1 11.5 Intersection Summary
HCM 6th Ctrl Delay 58.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2513 of 3764 ends

The Preserve Existing Conditions
13: Zinfandel Dr & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 301 15 62 205 251 4 53 39 609 150 349 Future Volume (veh/h) 76 301 15 62 205 251 4 53 39 609 150 349 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 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 1870 Adj Flow Rate, veh/h 83 327 16 65 216 264 5 69 51 648 160 371 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.77 0.77 0.77 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 106 779 38 81 383 325 7 108 80 775 615 521
Arrive On Green 0.06 0.23 0.23 0.05 0.20 0.20 0.00 0.11 0.11 0.22 0.33 0.33 Sat Flow, veh/h 1781 3444 168 1781 1870 1585 1781 999 738 3456 1870 1585 Grp Volume(v), veh/h 83 168 175 65 216 264 5 0 120 648 160 371 Grp Sat Flow(s),veh/h/ln1781 1777 1835 1781 1870 1585 1781 0 1737 1728 1870 1585 Q Serve(g_s), s 2.4 4.2 4.2 1.9 5.4 8.3 0.1 0.0 3.4 9.3 3.3 10.7 Cycle Q Clear(g_c), s 2.4 4.2 4.2 1.9 5.4 8.3 0.1 0.0 3.4 9.3 3.3 10.7 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 106 402 415 81 383 325 7 0 188 775 615 521 V/C Ratio(X) 0.79 0.42 0.42 0.80 0.56 0.81 0.70 0.00 0.64 0.84 0.26 0.71 Avail Cap(c_a), veh/h 667 2221 2294 681 2341 1984 667 0 2175 1294 2330 1975 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 1.00 1.00 Uniform Delay (d), s/veh 24.2 17.2 17.2 24.6 18.6 19.8 25.9 0.0 22.2 19.3 12.8 15.3 Incr Delay (d2), s/veh 4.8 0.3 0.3 6.6 0.5 1.9 36.7 0.0 1.3 1.0 0.1 0.7 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(50%),veh/ln1.0 1.4 1.4 0.8 1.9 2.7 0.1 0.0 1.3 3.2 1.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 17.5 17.5 31.2 19.1 21.7 62.6 0.0 23.6 20.2 12.9 16.0 LnGrp LOS C B B C B C E A C C B B
Approach Vol, veh/h 426 545 125 1179
Approach Delay, s/veh 19.7 21.8 25.1 17.9
Approach LOS B C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.6 15.6 5.7 22.2 7.5 16.7 17.2 10.7 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s19.5 * 65 19.5 * 65 * 20 * 65 19.5 * 65 Max Q Clear Time (g_c+I1), s4.4 10.3 2.1 12.7 3.9 6.2 11.3 5.4 Green Ext Time (p_c), s 0.0 0.4 0.0 0.4 0.0 0.5 0.4 0.2 Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2514 of 3764 ends

Rancho Cordova City CouncilApril 4, 2022

Rancho Cordova City Council
April 4, 2022